BINA COMPLEX & MULTIPURPOSE PROJECT GOVERNMENT OF...

BINA COMPLEX & MULTIPURPOSE PROJECT

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GOVERNMENT OF MADHYA PRADESH

WATER RESOURCES DEPARTMENT

BINA COMPLEX IRRIGATION

&

MULTIPURPOSE PROJECT

FEASIBILITY REPORT

2014

CHIEF ENGINEER DHASAN KEN BASIN

WATER RESOURCES DEPARTMENT

SAGAR (M.P)


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Content

Chapter – I Introduction

Chapter – II Physical Features

Chapter – III Inter State / International Aspects

Chapter – IV Survey and Investigations

Chapter – V Geology

Chapter – VI Hydrology

Chapter – VII Power Dam & Power House

Chapter – VIII Irrigation planning Water table

Chapter – IX Irrigation Practice

Chapter – X Form Development Work

Chapter – XI Organisation & Man Power Requirement

Chapter-XII Environment

Chapter – XIIII Economic Aspects & B.C. Ratio

Chapter - XIV Forest


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Chapter 1

Introduction

1.1 Introduction The state of Madhya Pradesh lies between latitude 18oN to 26o30‘ N and longitude 74oE to 84o30‘ E with the Tropic of Cancer running parallel to the Narmada river. The main physical regions of the state are the Northern region, the western Malwa Plateau, the Narmada valley, the Satpura range and the Chhattisgarh plains. The Northern Region comprises low lying areas around Gwalior and the North and North –East of it, extending thence into Budelkhand of which it includes the greater part till it meets Kymore hills in Baghel Khand. The area of this tract is about 47578 Sq. Kms. The Western Plateau takes in most of Malwa, the wide table land with a mean elevation of 487.68m. above sea level and an area of about 89614 Sq. Km. It includes all the country lying between the great Vindhya barrier, and upto the terrain South of Gwalior. The Narmada valley is a long and narrow strip along the Narmada river, walled in by the Vindhyas and Satpuras to the North and South respectively and extending to the length of 1078 Km. from Amarkantak to Saletekdi in Balaghat district and its sides running westwards for about 643.6 Kms. and meeting gradually in Nimar. The general elevation of Satpura range is 609.69 m. and a few to more than 1219.20 m above the mean sea level. The Satpuras from the watershed of the plains lying North and South of them, i.e. the Ganga and the Narmada basin in the North, the Godavari Basin, and the Chhatisgarh plains of the Mahanadi basin in the south and south-east. The Chhattisgarh plains extending along the Eastern face of Satpura range form part of Mahanadi Basin. The main river borders in the State are the Chambal, Betwa and Ken (tributaries of Yamuna river), Son and Tons (tributaries of Ganga river), Narmada, Tapti, Mahanadi and Godavari. The main river of the project is Bina. Its length falling in different district is as below:

1.2 Hydropower Potential of Madhya Pradesh The total hydropower potential of Madhya Pradesh from major and medium hydroelectric projects has been assessed as 2775 MW. Out of this, 21% power potential has already been developed, and further 44% is under development at various stages. Thus, 35% hydropower potential of the State is yet to be harnessed. Besides the above, almost 100% power potential from small hydro-electric schemes is yet to be harnessed. This power potential can be developed by private sector as Captive Power Project or on the basis of exchange power agreement with Madhya Pradesh State Electricity Board.

S. No

Item Unit

Districts Forming Common

Boundary Sagar & Vidisha

Total Length Raisen Sagar Vidisha

1. River Length

Km 49.60 55.50 7.60 23.80 146.50


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1.3 Irrigation Potential Development in Madhya Pradesh

Development of Irrigation started by constructing water storage tanks long back in the

1st century A.D. by Chandel Kings in Khajuraho (Chhatapur district). Similarly, tanks

have also been constructed by Kalchuri Dynasty in Bilaspur district during 1120-35

A.D.

The recent development in the irrigation started in Wainganga Canal System in

Balaghat district and was completed in June 1923. The year 1927 is the milestone in

the history of irrigation development as the construction of Pagara dam in Gwalior

district was completed. Irrigation tanks viz. Palakmati in Bhopal and Moorum Nalla in

Balaghat district have been constructed in 1933 and 1936, respectively. During the

year 1940-44, in the erstwhile Gwalior State, Shank-Asan Project, Kaketo dam, Aaoda

dam, Harshi dam and Tigra dam projects were constructed. These projects have

created an irrigation potential of 1.70 lakh acres.

Before the independence, the irrigation works were executed keeping in view the

security aspect only. C. P. Irrigation Committee (1927-29) imposed a complete ban on

new irrigation activities until the schemes already completed proved remunerative.

This has not promoted the irrigation activities unless a new era of development started

in the year 1951-52. The State is not short of water resources. However, as per

assessment, 10.22 million ha. irrigation potential can be created which is

approximately 50% of the net sown area (1997) in Madhya Pradesh.

Before the first five-year Plan (1950-51), the State had 2 major projects, 18 medium

projects and 618 minor irrigation schemes having irrigation potential of 4.69 lakh ha

area. At the eve of re-organisation of the State in 1956, the State had 4.84 lakh ha

irrigation potential with 3 major, 37 medium and 948 minor irrigation schemes. In the

year 1984-85, the State had 17 major, 109 medium and 4991 minor irrigation schemes

having irrigation potential of 24.52 lakh ha area. The irrigation potential in the year

1997-98 has become 33.04 lakh ha having 22 major, 134 medium and 6910 minor

irrigation schemes.

After bifurcation of State the year-wise development of irrigation potential and actual irrigation is given in the following Table 1.1:

Table: 1.1: Year-wise Development of Irrigation Potential (Lakh Hactre)

S.No.

Plan Period

Potential created (in Lakh Ha)

Actual Irrigation ( in Lakh Ha)

1. Pre-Plan 50-51 4.69 3.54

2. I-Plan 51-56 4.84 3.63

3. II -Plan 56-61 5.52 4.13

4. III -Plan 61-66 8.65 5.07

5. Three Annual Plan (66-69) 11.51 7.44

6. IV - Plan 69-74 12.35 8.63

7. V - Plan 74-79 17.70 12.22

8. Annual Plan 79-80 19.14 12.07


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S.No.

Plan Period

Potential created (in Lakh Ha)

Actual Irrigation ( in Lakh Ha)

9. VI-Plan 80-85 24.52 15.27

10. VII- Plan 85-86 25.38 15.56

11. VII- Plan86-87 26.14 17.17

12. VII- Plan87-88 26.71 15.69

13. VII- Plan88-89 27.31 16.54

14. VII- Plan89-90 28.11 18.22

15. Annual Plan (90-91) 29.11 18.21

16. Annual Plan (91-92) 29.91 19.53

17. VIII-Plan (92-93) 30.67 19.29

18. VIII- Plan 93-94 31.28 19.95

19. VIII- Plan 94-95 31.85 19.98

20. VIII- Plan 95-96 32.34 20.24

21. IX- Plan 96-97 32.68 19.74

22. IX- Plan 97-98 33.11 19.12

23. IX- Plan 98-99 19.89 10.14

24. IX- Plan 99-2000 20.00 9.25

25. IX- Plan 2000-2001 20.31 7.36

26. IX- Plan 2001-02 20.80 9.40

27. IX- Plan 2002-03 21.29 6.89

28. IX- Plan 2003-04 21.98 11.00

Note: Information in Sn. 19 onwards are for divided Madhya Pradesh 1.4 Necessity of The Project and Related Aspects

Water Resource Department of Government of Madhya Pradesh has undertaken the ambitious task of Proposed Bina Complex Irrigation and Multipurpose Project in Madhya. Under the proposed project, there are two rivers, namely, Bina and Dhassan, both are tributaries of river Betwa and Dehra Nullah which is tributary of Bina river, these natural streams form source of water supplies to the designed storage for the proposed project. As part of the project water flow of Bina river will be arrested and stored in earthen dam near Madia in Rahatgarh Tehsil of Sagar District. This structure will be called as Madia dam. To exploit the hydro-electric power potential of Madia Dam, underground power house is also proposed at this location.

Water flow of Dhassan river will be arrested and stored in a dam to be constructed on

this river. As a part of this project, concrete dam will be constructed at Dehra nallah.

Water stored at Dhassan Dam will be diverted to Dehra Dam through a feeder canal.

To exploit the hydro-electric potential of Dhassan and Dehra waters stored in Dehra

Dam, surface power house is proposed on Dehra Dam.

Tail water from Madiapower house will flow in Bina river and 22 km down stream of

Madia Dam, it will be arrested at Dam constructed Near Chakarpur. Tail water from

Dehra power house will also ultimately met Bina River and arrested at Chakarpur Dam.

Water stored at Chkarpur Dam will be adequate enough to isolate release pattern from

upper dams, thereby, building a flexibility in operation for irrigation releases.

Therefore, main canal will be constructed for target irrigation CCA of 84,200 ha in

canal command area.


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1.4.1 Aims of the Project

There is no water source in the project area which is a part of Sagar district. At present irrigation in the project area from all sources is only 23 % of net cropped area. Since the area is dependant on rains, scarcity conditions exist all the time. Crop yields are low. People in the area are poor. The Project area needs water for domestic and agriculture purposes. Studies carried out earlier show that the some unutilized flows are available and the physiographical conditions are also suitable for harnessing the water resources. As per share of Madhya Pradesh under Rajghat agreement with Uttar Pradesh, an unutilized flow balance of 483.9 MCM (17.09 TMC) is available for utilization in this project and the same proposed to be utilized in the project area which has not received any water so far. Physiographically, also the project catchment comprises isolated

Yamuna

Ken

Kuwari

Sin

dh

Betw

aDha

san

Narmada

Chambal

Mahi

Narmada

Tapti

Warganga Sone

Tong

Ken

Betwa

Sindh

RIVER BASIN MAP-

Madhya Pradesh

R a j a s t h a n

M a h a r a s h t r a

C h

h a

t t i s

g a

r h

U t t a r P r a d e s h

Bin

a Sone

Tapti

Figure 1.1: River Basin Map of Madhya Pradesh


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hills and Piedoiment plain with major area forming part of the Sagar plateau. There are a number of rivers and Nallahs Big streams like Dhasan, Dehra, Kurwai apart from Bina river. The average annual rainfall in the project area is around 1200 mm which results in ample flows in these segments. The available water resources will be interlinked for optimum benefits. These resources have not been harnessed though efforts have been going on since 1980 or even before. Apart from irrigation facilities, certain falls are also available which could be used for generation of hydro power. With the availability of (i) Un-harnessed water source and (ii) physiographically suitable site the project is aimed to achieve the following objectives. (i) The project is essentially aimed at raisin agriculture production and form incomes

by providing irrigation to new areas. This will increase the general standard of living of the people in the project area.

(ii) Availability of falls will facilitate production of Hydro-Power. (iii) The reservoirs will provide an excellent opportunity for development of fisheries

which would yield additional annual revenues. In addition the sites will provide excellent picnic sport resulting in addition of the economic wealth of the people of the area.

(iv) The project will provide employment to thousands of people and will help in

improving the financial condition of the people of this area. (v) Suitable water allocations have been made for domestic and industrial water

supplies to provide healthy living and use in industry.

1.4.2 Nature The proposed project is complex Irrigation and Multipurpose Project, which will include generation of hydro-electric power by two hydroelectric power plant having installed capacities of 2 x 11 MW and 2 x 5 MW at Madia and Dehra dams, respectively. Tail water from Madia and Dehra Dam will be stored at Chakarpur dam and will be used for irrigation purpose through main canal.

The hydropower development consists of under ground power house at Madia Dam on

the left bank side of Bina River and another surface power house across Dehra Nala

downstream of Dehra Dam. The Madia Dam Power House utilizes the stored water

from Madia Dam released to generate power and discharges tail water into Bina river.

The water then is picked up at Chakarpur dam across Bina River to be led into the main

canal for irrigation purposes. Similarly water stored at Dhassan Dam will be taken to

Dehra Dam through a feeder canal and power is generated at the Dehra Power House

using the same water. The tail water from the Dehra Power House will be taken to

Chakarpur Dam via Dehra nallah and ultimately meet Bina river. Then, it will be led

into the main canal for irrigation purposes. Size

Bina complex irrigation and multipurpose project will be constructed on the Bina river, Dehra Nala and Dhasan River. Details of various components of Bina Complex Irrigation & Multipurpose project are given in following Table 1.2. Table 1.2: Details of Various Components of Bina Complex Irrigation & Multipurpose Project

S.No Particulars Madia Dhasan Dehra Chakarpur

I. Location


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1 State Madhya Pradesh

2 District Sagar

3. River Bina Dhasan Dehra Nala Bina

4. Accessibility 42 Km from Sagar on Sagar -

Bhopal Road

26 Km from Sagar on Sagar

- Rahatgarh Road

36 Km from Sagar on Sagar

-Rahatgarh Road

50 Km from Sagar on Sagar -

Vidisha Road

5. Latitude 23º45‘ 11‖ 23o49‘33‖ 23o48' 11" 23o50‘ 27"

6. Longitude 78º 23‘ 24‖ 78o33‘49‖ 78o26'37" 78º23‘ 16"

II. Hydrology

1. Catchment area, sq.km 1109.84 424 62.5 187.8

2 Maximum Annual

Rainfall

1640.7 mm 1939 mm - 1840.3 mm

3 Minimum Annual

Rainfall

767.2 mm 600.2 mm - 590.2 mm

4 Average Annual

Rainfall

1170.6 mm 1223.5 mm - 1201.68 mm

5 Designed flood (PMF),

Cumec

6647.0 3182 932 8241.0

6 Gross Yield, MCM 407.7 161.40 23.70 70.70

7 Available runoff at

site: (MCM)

i) Average Monsoon 448.57 177.56 26.06 77.81

ii) Average Annual 476.11 188.46 27.66 82.58

iii) 75% dependable

Monsoon

294.1 116.4 17.10 51.00

iv) 75% dependable

Annual

278.10 110.10 16.20 48.20

8 Reservation for

upstream usage

10% 10% nil Nil

9 Reservation for

downstream usage

5% 15% 5% 5%

III. Reservoir Data

1. Maximum Water Level, m

500.2 497.9 492 452.5

2. Full Reservoir Level, m

500.2 497.8 491.6 451.5

3. Submerged Area, ha 7137.78 2432 754.6 1349.5

i. Private Land, ha 6326.345 2189 478.9 880.6

ii. Other lands, ha 680.455 243 53 98

iii. Forest Land, m 130.98 0 378.64 462.52

4. Dead Storage Level, m

487.62 491.06 465.35 437.79

5. River Bed Level, m 481 482 462 429

6. Top of Bund Level, m 504.5 502.9 492 452.5

7. Height of Dam, m 23.6 20.9 32 26

8. Gross storage (MCM) 251.46 70.4 72.36 74.31

9. Live storage (MCM) 249.03 67.15 72.35 72.89

10. Dead storage (MCM) 2.43 3.25 0.01 1.42


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11. Length of main Dam, m

2069.694 4402 3509 751.682

12. Saddles, Nos. 1 (10.71m high)

nil 2 ( 5m high) 2 (8m & 3m high)

13. Total Length of Saddles, m

1906 m nil (30m, 2148m,)

(131.884m & 516.65m)

14. MDD level, m 492.5 492.5 484 439.5

11. Feeder Channel Dhasan to Dehra (km)

5.0 km with average depth of cutting 8 m

IV. Hydropower

1. Hydro Power Component

Yes Yes

2. Head Available for Hydro Power, m

39.75 m - 35.32m -

3. Live storage for power

(MCM)

282 76.88 45.44 + (76.88

from Dhasan)

4. Sill level of power

intake

483 - 473.96

15. MDDL 492.5 - 484

6. Average Tail Water

Level

457 - 452.5

7. Type of Power House Surface Dam - Surface dam -

8. Install Capacity 2 x 11 MW - 2 x 5 MW -

9. Annual Energy, MU 43.25 11.93

V. Irrigation

1. Canal network length, m

RBC-6.6km main canal with total canal network 533 km

2. No. of canal structures 251

3. CCA, ha CCA of 84,200 Ha

Schematic diagram for Bina Irrigation and multipurpose project is given in Figure 1,2.

Figure 1.2: Schematic Diagram for Bina Irrigation and Multipurpose Project


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1.4.3 Location of the Project

The Madia dam site is located at longitude 78˚23‘24‖ and latitude 23˚45‘11‖ in Sagar Tehsil of Sagar District, Sagar Town, the district headquater of Sagar district by an approach road of 1½ km. towards Rahatgarh water fall from the bifurcation at 42 Km. on Sagar – Bhopal National Highway.

The Dam site at Dhasan river is about 26 Km from Sagar and site at Dehra is about 26

Km. Both these sites are easily accessible from Sagar-Bhopal National Highway. Key location map of various components of Bina Complex Irrigation and Multipurpose Project are given in Figure 1.3.

Figure 1.3: Location Plan of the Project


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1.4.4 Importance of the Project

The Bina complex irrigation and multipurpose project is proposed to be constructed to obtain the following benefits:

a) Irrigation Benefits from diversion of water to the extent of 610Mm³. Canal

Command Area (CCA) that can be covered is 84,200 Ha in Rabi season. Annual irrigated area is 92.620ha approximately. The command area in Bina and Khurai and malthonTehsils is almost flat. Thus, this area may be increased after the survey of command area and finalization of canal network.

b) Power Benefits

Two power houses, one underground at Madia Dam with 2x11 MW installed capacity

and another on surface at Dehra Dam with 2 x 5MW are proposed to be constructed.

The total annual energy generated will be as below

i) Madia Power house – 43.25 Million units

ii) Dehra Power house – 11.94 Million units

Total 55.19 Million units

Inter-state Aspects

Bina and Dhasan rivers are among the tributaries of the Betwa river system which

drains part of the M.P. and Uttar Pradesh. All the four dams and reservoirs, canals and

Dhasan –Dhasan like lie entirely in M.P. State. Therefore, there are no inter-state

issues as regards submergence, land acquisition or R&R.

With regard to sharing of Betwa river waters, there, however, is an interstate agreement which was reached in the year 1972 in between the two states for implementing the Rajghat Dam project on the main Betwa. This allocated 53 TMC (1500 MCM) for use by M.P upstream of Rajghat. As per the indicative master plan

prepared by the M.P State for Betwa, the status of committed water use u/s of Rajghat

dam is as under:

S.No. Schemes Utilisation, Mm3 Utilisation, TMC

1 Existing Schemes 536.45 18.94

2 Under construction Scheme 364.76 12.88

Total 901.21 31.82

There are four medium scheme proposed besides the Bina Complex Irrigation and

Multipurpose Scheme. Details of these schemes are as under:

S.No. Name of Schemes

District Annual Irrigation,

ha

Water use, Mm3

1 Kherkhedi Vidisha 3082 30.82

2 Daghikheda Vidisha 5463 54.63

3 Bhutakhera Vidisha 3055 19.71

4 Semri Bagrod Vidisha 2534 24.34

Total 129.50 M m3 or 4.57 TMC


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Of the total utilization of 684 Mm3 proposed under the Bina project, about 165 Mm3 will

be from Dhasan waters and remaining 519 Mm3 from bina river. Since Dhasan joins

the Betwa d/s of Rajghat site, the use of Dhasan waters is excluded while assessing

the total water use u/s Rajghat. Ignoring reservation for minor schemes upstream

Madia dam on Bina, the total water use under the proposed major and medium

schemes u/s Rajghat including this project will be (129 + 519) i.e. 648 Mm3 or 22.89

TMC. Adding the committed water use u/s of 901 Mm3 to that proposed under the

future schemes, the total planned use u/s Rajghat works out to 901 plus 648 i.e. 1549

or about 54.7 TMC against the present allocation of 53 TMC. Small modifications in

water allocation, if found necessary, will be considered at the detailed basin planning

stage.

It may be mentioned that proposed water transfer through ken- Betwa Link under the

National Perspective Plan would augment water availability to down stream riparian,

Uttar Pradesh. M.P. State which is the upper riparian will have the opportunity to seek

higher allocation for use of Betwa river system waters by principle of substitution.

Canal Command Area Map

Figure 1.8: Canal Command Area


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Chapter 2

PHYSICAL FEATURES

2.1 GENERAL

Madhya Pradesh is the second largest Indian state in size with an area of 308,000 sq.

kms. In its present form, Madhya Pradesh came into existence on November 1, 2000

following its bifurcation to create a new state of Chhattisgarh. The undivided Madhya

Pradesh was founded on November 1, 1956. Madhya Pradesh, because of its central

location in India, has remained a crucible of historical currents from North, South, East

and West. Paleolithic, Mesolithic, Neolithic, Chalcolithic and Iron Age Cultures have

flourished in the state along Narmada valley and other river valleys. Rich

archaeological wealth has been unearthed in various parts of the state throwing light on

its history. The forests occupancy in the states is 8.49 million hectares, which is 27.2 %

of the geographical area of the state where as the cultivated area is about 49 %.

2.2 GEOGRAPHY

Physiography The region forms a part of the vast Deccan plateau of central India.

It marks the beginning of the plateau at the northern boundary. There are six distinct

physiographic units in the region:

1. The Satpura Range

2. The Vindhyan Range

3. The Malwa Plateau

4. The Bundelkhand Region

5. The Mahakoshal Range and

6. The river valleys.

The hill ranges running across the plateau have a subdued topography of old

peneplains. The Satpura range located with an E-W trend, it has an average elevation

of 600 m MSL and highest elevations of 1350 m MSL. The Vindhyan range occurs in

the central part of the region and has a ENE-WSN trend. It is separated from the

Satpura range by the Narmada river and vast tract of its basin area. The Vindhyan

range extends into the Malwa plateau and Bundelkhand region. The Malwa plateau

and Bundelkhand region form high ground and are dissected by a large number of

northenly flowing rivers and their tributaries. The rest of the area is occupied by low

lying areas along river courses. The river valleys are very limited and form narrow belts

along the rivers.

2.2 Rivers and Watersheds

Madhya Pradesh is drained by five major basins namely Ganga, Narmada, Godawari,

Tapti and Mahi. These basins are divided into sub basins and further sub divided into

major watersheds. The watersheds are delineated from upstream to down stream

grouping smaller contiguous drainage draining directly to the main stream. Sub basin

and watershed are designated after main tributary of basin and sub -basin

respectively. Like delineation of watershed, each watershed is also codified in

sequence of upstream to downstream, left bank then right bank and in clockwise


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direction. In this way 156 macro watersheds of M.P. are delineated and codified. Area

of 110 watersheds completely falls in M.P. while 46 watersheds share their area with

adjoining states (Rajasthan-12, U.P.-12, Chhatisgargh-7, Maharashtra-12 and Gujarat-

3).

Three rivers viz, Narmada, Tapi, Mahi and major tributaries of Ganga Basin like

Chambal, Sind, Betwa, Ken and Son have their origin in M.P. The northern part of the

state is drained by the rivers Chambal, Betwa, Ken and their tributaries, which flow

northerly through Bundelkhand regions and ultimately join the Yamuna. The Son river

flows ENE. The Narmada flowing in a westerly course is a major river between Satpura

and Vindhayan ranges draining to Arabian sea. Tapi is also westerly flowing river

debouching its water in Arabian sea. Wainganga, and Waraha are tributaries of

Godavari river draining in southern eastern part of the State.

2.3 CLIMATE

Madhya Pradesh has a typical tropical climatic condition. Summers are hot and in some

places humid while winters are comfortable. The monsoon season spreads from the

month of June to September with the average rainfall of 1000 m in the west to 2000

mm in the east. The temperature during summers ranges from maximum 33°C to 44°C

and minimum 30°C to 19°C. The temperature during the winter season ranges with the

maximum of 27°C to 10°C. The best time to visit this place would be during the

months of November to February. Cotton clothing are ideal for visit anytime of the

year.

2.4 FORESTS AND WILDLIFE

The state is well covered by forests. Teak, Sal and Bamboo are the most important

commercial trees. The state is rich in wildlife. One can find, bison, black buck, deer,

(chital and sambar) and wild buffalo besides many other smaller species of animals.

Barasingha can be found only in Kanha National Park and white tigers in Shivpuri.

At times one is surprised that wild life has survived so well despite the decades of

senseless slaughter indulged in by the so-called big game hunters. Many of the

princes marked out areas as their personal hunting reserves: Shivpuri near Gwalior for

instance, which has served in recent years as the nucleus of a wild life park; others like

Kanha have become a national park. Kanha combines, what were in the thirties two

sanctuaries marked out as hunting reserves for the erstwhile princes - Hallon and

Banjar, stretching over 250 and 300 square kilometers each. The area remained

protected till 1947 and was declared a sanctuary in 1952.National Park came into

being by a special statute in 1957 and since then a series of stringent conservationist

measures have been adopted to protect the flora and fauna. It has the reputation of

the best managed wild life reserves in the world and has formed the core of the Project

Tiger since 1974. Kanha has some 22 species of mammals. The three striped palm

squirrel, common langur, jackal, the wild pig and the black buck are easily spotted.

Tiger needs more persistent tracking. Barking deer, dhole the Indian wild dog are even

more difficult to sight but,-well worth the effort. Striped hyena, jungle cat and the

leopard, mouse deer and the porcupine also reside here as do the wild chinkara and

the ant-eating pangolin. The smooth Indian otter and the small civet enrich the wild life

in the park. In addition Kanha has 200 bird species. Waterbirds frequent the many

rivulets and the lake Sarvantal. Commonly sighted are cattle egret, pond heron,

crested serpent, hawk eagle, racket tailed drongo, various flycatchers, wood pecker,

king fisher, babbler and myna.


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2.5 POPULATION

As per 2011 Census, the population of Madhya Pradesh is 6,03,48,023 out of which

3,14,43,652 are male and 2,89,04,371 are female. Salient features of the state as per

2001 Census are as below:

Population 7,25,97,565 (Census 2011)

Male 3,76,12,920

Female 3,49,84,645

Area (in sq. kms.) 308,000

Revenue Divisions 12

Districts 45

Tehsils 260

Development Blocks 313

Populated villages 51,806

Gram Panchayats 21,999

Male 1000

Female 930/ per 1,ooo

2.6 ECONOMY 2.6.1 Transportation

Airports

Major airports such as Delhi, Bombay, Poona & Nagpur are linking with Bhopal, Indore

airport.

Roads The total length of roads in the state is 67,600 kms. The length of national highway in

the state is 3700 kms while State highway extends to 7300 kms. Madhya Pradesh has

a road density of 451km of roads per 1000 sq. kms of area. Road lengths (prior to re-

organisation of M.P) are as below.

Type of Road Length (in Kms.)

National Highway 4881.9

State Highway 9882.4

Major District Roads 16055.5

Village Roads 669736.5

Total 100556.3

Railways

The main rail route linking Northern India with Southern India passes through Madhya

Pradesh. Main junctions in the state are Bhopal, Bina, Gwalior, Indore, Itarsi, Jabalpur,

Katni, Ratlam and Ujjain. The divisional railways headquarters are at Bhopal, Ratlam


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and Jabalpur. Madhya Pradesh has rail density of 15.52 kms rail lines per 1000 sq.

kms.

2.6.2 Industrial Development

Madhya Pradesh has entered the era of high-tech industries such as electronics,

telecommunications, automobiles etc. The state is producing optical fibre for

telecommunication needs. A large number of automobile industries have been

established at Pithampur near Indore. Prominent industries in the public sector in the

state are Bharat Heavy Electricals Ltd. at Bhopal, Security Paper Mill at Hoshangabad,

Bank Note Press at Dewas, Newsprint Factory at Nepanagar and Alkaloid Factory at

Neemuch. Over 81.13 million metre cloth in the handloom sector and 131.59 million

meter cloth by powerloom was manufactured. The State produced 58.4 metric tonne

thousand newsprint during the same period. The cement production touched 11.24

million metric tonne during the period. An air cargo Complex, Indo-German Tool

Room and an Inland Container Depot are being established at Pithampur. The

Government of India has proposed setting up of Special Economic Zone at Indore.

Madhya Pradesh is one of the leading states in the country in mineral production. The

output of major minerals was :

Limestone 22.31 m.

Diamonds 40668 carats.

Iron-ore 92 thousand tonne.

Manganese ore 326 thousand tonne.

Bauxite 248 thousand tonne.

Copper ore 74 thousand tonne.

Rock-phosphate 155 thousand tonne.

Dolomite 103 thousand tonne.

Coal 43.0 m. tonnes.

The state is famous for its traditional handicrafts and handloom cloths manufactured in

Chanderi and Maheshwar.

There are 19 Industrial Growth Centres established in the state with a view to attract

medium and large industries and the Non Resident Indians (NRls) to the State and to

provide various facilities and concessions to them. These 19 Industrial Growth Centres

have been set up under the five Audhyogik Kendra Vikas Nigams, established by the

Audhyogik Vikas Nigam.

List of the Industrial Growth Centres in Madhya Pradesh is as below.

Sl.No. Name Foundation Year

Nearest Town

Distance (Kms)

Land Prem. / Hect SSI Units

L&M Industries

1 Banmore -- Gwalior 18 4.50 5.00

2 Boregaon 1987 Nagpur 60 2.00 3.00

3 Chainpura 1993 Guna 32 2.50 3.00


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4 Dewas 1982 Indore 36 1.50 2.50

5 Ghirongi 1993 Gwalior 18 5.50 6.00

6 Kheda 1991 Indore 35 -- --

7 Maksi 1984 Ujjain 37 1.50 2.50

8 Malanpur -- Gwalior 18 5.50 6.00

9 Mandideep -- Bhopal 22 3.00 3.50

10 Maneri 1985 Jabalpur 35 1.50 2.00

11 Meghnagar 1984 Jhabua 15 2.00 3.00

12 Pilukhedi -- Bhopal 50 1.75 2.00

13 Pithampur 1983 Indore 30 3.50 4.00

14 Pratappura -- Jhansi 09 2.00 2.50

15 Purena 1983 Katni 22 3.50 4.00

16 Satlapur 1993 Bhopal 25 -- --

17 Sighgawan -- Sagar 12 1.00 1.50

18 Udyog Vihar

-- Rewa 06 3.50 4.00

19 Waidhan -- Renukot 60 3.25 3.75

2.6.3 Agriculture

The agriculture sector forms the backbone of the Madhya Pradesh economy. It

contributes almost one-third of the GSDP and provides employment to three-fourths of

the labour force. With majority of the population deriving its livelihood from agriculture,

its health has a direct impact on the prosperity of Madhya Pradesh. Any developmental

initiative is therefore incomplete without due consideration to this sector. Agriculture

development is a desirable not only for its direct impact on the lives of 70-80% of the

population dependent on it, directly or indirectly, but also for its favorable impact on the

other sectors of industry and services. Agriculture and the employment opportunities

that it generates are critical to the size of the market for the industry and services

sectors. Development process through employment creation, higher incomes and

poverty alleviation is also reliant on a dynamic agricultural sector for its growth. The

development objectives of employment generation, higher incomes, balanced regional

development, poverty alleviation and quality of life can all be addressed through a

focus on Agriculture & Allied sectors. It is the main source of employment for the

majority of the working population. In addition the allied sectors of Horticulture, Dairy

and Inland fisheries provide ample employment opportunities, as they tend to be

labour intensive in nature. Finally, through its impact on the RNFS it can further

catalyze employment growth. Growth in the sector will directly impact income levels,

even more so through its stimulus on the non-farm sectors Rapid agricultural growth is

central to sustained poverty alleviation as its is a source of employment to 70-80% of

the population and provides about 60-75% of the rural incomes. Backward areas can

be better targeted through development of agricultural activity in those regions.

From lack-luster growth rate of 1.5 percent to 2 percent in the eighties, the agriculture

sector in Madhya Pradesh made rapid strides in the following decade, growing much

faster than the all India average of 3.1%. High growth in agriculture in the long run can

be achieved through increase in the area under cultivation and through more intensive


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and efficient cultivation of exiting sown area. This can be done by identifying the low

growth areas and supplying critical inputs to increase the productivity in these areas.

Given the high pressures on land, owing to growing urbanization. Reclamation of

wastelands is the only apparent solution, however, as the demand for land for non-

agricultural uses is likely to continue, net area increase will perhaps be negligible.

In this scenario, improvement in yields is expected to be the primary contribution to

agricultural growth. This would involve greater investment of resources in rain-fed

areas, more efficient for irrigation facilities, and continuous flow of improved

technology and farm practices.

Agriculture is the mainstay of the state’s economy and 74.73 per cent of the people are

rural. As much as 49 per cent of the land area is cultivable. By creating the

infrastructure to support production programmes, the state could march ahead on the

path of self sufficiency particularly in food grains. The food grains production

increased from 8.9 million tonnes in 1964-65 to 10.8 million tonnes in 1970-71 and it

has reached to 16.6 million tones in 1999-2000. It has drastically reduced in 2002-03 to

97.54 lakh tones due to severe drought in the state. The food grain production is as

below. (Year 2009-2010)

Total crop Area 21.5 Mha.

Food grain production 164.71 Lakh MT

Soyabeen 64.28 Lakh MT

Total Oil Seed (including Soyabeen) 76.98 Lakh MT

Sugar Cane 1.85 Lakh MT

Cotton (Lakh Bags of 180 Kgs) 7.46 Nos

CONSTRAINTS IN GROWTH OF AGRICULTURE:

Large turn off and soil erosion in most parts of the state resulting into (a) water

congestion due to impeded drainage in early parts of the monsoon season and (b)

inadequate moisture in latter part when needed the most.

Nearly 72% of cultivated area is subject to rain fed agriculture.

Low cropping intensity (135%) due to practice of keeping land fallow in kharif and

taking only one crop on residual/ conserved moisture in rabi some part of the state.

Large proportion of cultivable waste and fallow land arising out of rain fed agriculture.

High proportion of low value crops in cropping patterns (Coarse Cereals 38% in Kharif

particularly).

Inadequate technology development suitable to specific regions of the state,

particularly varieties suitable to match rainfall patterns.

Large tribal population, marginal and small farmers having low investment capacity for

adoption of high technology.

High proportion of in descripts animals and fodder shortage in spite of large proportion

of fallows and wastelands.

Vagaries of monsoon and frequent natural calamities.

2.6.4 Horticulture

Area wise Madhya Pradesh is the second largest state of the country. About 75% of the

population is rural, depending largely on agriculture. Approximately 70% of the

geographical area is under cultivation. Of the total gross cropped area crop group


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Cereals covers 42%, crop group Pulses 21% and crop group Oilseed 21% and crop

group commercial ( cotton & sugarcane etc.) 3% and the remaining is covered by other

crops e.g. vegetables, fruit, fodder and medicinal crops. Of the total gross cropped area

59% is sown in Kharif season, 41% in Rabi season and multiple cropped areas is about

24%. The state share (2002-03) in the total national production of oilseeds is 19.9%

(Soybean 56.6%), pulses 19.8% (Gram 39.2%) and the state is ranked Number 01 in the

country in production of oilseeds and pulses. The state also leads in spices production

with the largest production of Garlic, accounting for 37% of the total national

production and is second largest producer of Coriander in the country. Among

vegetables, Malwa potato has gained reputation for potato chips processing. The state's

share in the total national production of Pea is 15 %. Major Agriculture and

Horticulture crops are:

Cereals: Wheat, Sorghum (Jowar), Maize and Paddy

Oilseeds: Soyabean, Mustard, Linseed

Pulses: Gram, Pigeon Pea (Tur), Lentil (Masoor)

Vegetables: Green Peas, Cauliflower, Okra, Tomato, Onion, Potato

Fruits: Mango, Guava, Orange, Papaya, Banana

Spices: Chilies, Garlic, Coriander, Ginger, Turmeric

2.6.5 Irrigation

The other important component of the infrastructure is irrigation, which is the most

important input to increase the agricultural production and its productivity. The net

area under irrigation was 5.66 million hectare in the year 1999-00. Of this, 0.24 m.ha.

was under paddy, .3.40 m.ha. under wheat, 1.08 m.ha. under pulses, .0.32 m.ha. under

oilseeds, 0.19 m.ha. under cotton, 0.23 m.ha. under spices, 18 m.ha. under fruits and

vegetables and .55 m.ha. under other crops. Government canals irrigate one million ha.,

non-government canals 1600 ha., tanks, 0.132 m.ha, wells 3.71 m.ha, and other

sources irrigate 0.81 m.ha. The total irrigation potential crated by the end of year 2011-

12 is about 29.20 lakh hectare and about 16.34 lakh hectare is being utilised. The

ultimate irrigation potential of the state from surface irrigation and ground water is

expected to be 60.9 lakh hectare and 52 lakh hectare respectively. When the above

potential is harnessed, the percentage of irrigation to net sown area would be 75%.

Assuming 40% irrigation by private sources and 60% by Government sources, The

Irrigation potential to be created from Government sources works out to be about 67

lakh hectare. Out of this potential actual achieved at the end of Eleventh Plan is 28.51

lakh hectare.

2.6.6 Animal Husbandry

Animal Husbandry, the backbone of Indian agriculture and to a great extent of Indian

economy, is being practiced since the stone ages. Similarly disease is also as old as life

itself. As a corollary, man developed fighting measures against diseases. With this

process, veterinary science came into being. Thus in modern India and particularly in

the state of Madhya Pradesh Civil Veterinary Department was organised in a systematic

and methodical order, with the idea to increase the production economically. The

Directorate of Veterinary Services started functioning at Bhopal w.e.f. May 1962.


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Initially the Directorate was under the Agriculture Department, later on, from the year

1981, separate Veterinary Department was started at the Secretariate level.

Departmental Activities

According to notification in the M.P. Gazzette dated 18.11.1981, the Department has

been allocated the following business.

Animal Husbandry & Veterinary Services Department

Matters of policy dealt with the Department

Animal Husbandry which includes preservation, protection and multiplication of

cattle

Veterinary including prevention of animal diseases and their treatment

Veterinary research

Fodder development

Improved breeding

Biological institute

Manufacture and research on medicine

Veterinary Colleges

Zoological Garden

Control over the production, supply, distribution and price of meat and eggs

All matters relating to the services with which the department is concerned

(other than matters allotted to the finance department and the General

Administration Department) e.g. appointments, postings, transfers, pay, leave,

pensions, promotions, provident funds, deputation, punishments and

memorials.

Main Activities/ Programmes of the Department

Treatment of Animals: Under this item, Institutions are engaged in treatment

of cattle diseases, preventive inoculation/vaccination, research in diseases,

training in production of vaccines etc.

Cattle Breeding: Under this item, improved breeding facilities like natural,

artificial and frozen semen insemination are provided and quality bulls are

reared in farms and supplied.

Development of Goats, Sheep and Pigs: Under this programme sheep. pigs

and goats are reared in farms and distributed to animal breeders for improving

the breeds.

Poultry Development: Development of breeds of high egg yielding poultry

birds, improvement of local breeds, immunisation against diseases.

Arrangement for the sell of eggs and table birds, distribution of poultry feed etc.

are the programmes under this item.

Fodder Development: Cattle breeders are encouraged by the Department by

giving grant-in-aid for production of improved variety of fodder.

Training: With a view to impart latest technical advancements with regard to

sheep, poultry development and artificial insemination techniques, the

Department runs training institutes.

Structure of the Department

For running the allocated business the Department has been structured as follows

State Level - All schemes in the state regarding Animal Husbandry and health

cover are controlled and supervised by the Director of Veterinary Services.

Director is assisted by Additional Director, Joint Directors, Deputy Directors,

Assistant Directors and other officers in the Directorate.


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Division Level - Joint Directors are responsible for the successful execution of

the schemes/programmes in the Divisions.

District Level - Deputy Directors look after the work of veterinary health and

breeding in their respective districts.

Tehsil Level - Veterinary Assistant Surgeons/Veterinary Extension Officers

look after treatment, control of animal diseases, breeding, poultry development,

fodder development and other departmental activities under their jurisdiction.

Village Level - First aid treatment/preventive inoculation/vaccination,

improvement of cattle and animal husbandry extension schemes are

implemented by Assistant Veterinary Field Officers


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WATER RESOURCES - SURFACE WATER

GENERAL

The Bina Complex Irrigation and Multipurpose Project is aimed for hydroelectric power generation and irrigation purposes. The project will include following components: 1 Construction of Earthen Dam across Bina River near village Madia, in Rahatgarh

Tehsil of Sagar District for irrigation purposes: 2 Construction of Dehra Dam across Dehra Nala 3 Dhasan Diversion Dam at Dhassan River and Feeder Canal to divert its water to

Dehra Dam. 4 Chakarpur Dam in 22 km down stream of Bina Dam to arrest tail water from Madia

and Dehra Power House for irrigation purpose, 5 Hydropower houses at Madia and Dehra Dams.

Betwa River Basin – Bina and Dhasan Rivers

The Betwa, a tributary of the Yamuna rises in Bhopal district of M.P. at an elevation of about

472 m above mean sea level, and after traversing some 564 km joins the Yamuna river near

the town of Hamirpur in Uttar Pradesh at an elevation of 85.5 m. The river runs for nearly 194

km in M.P. State, 145 km along common border and 223 km in U.P. State. Its basin

encompasses the areas of Bundelkhand uplands, the Malwa Plateau and the Vindhyan

Scarplands in the districts of Raisen, Bhopal, Vidisha, Sagar, Guna, Tikamgarh, Shivpuri,

Sehore of Madhya Pradesh and the districts of Lalitpur, Jhansi, Jalaun, Hamirpur and Mahoba

of Uttar Prdesh. The important tributaries of the Betwa river include Bina, Narain, Jamni,

Dhasan and Birma on the right bank and Kaliasote, Halali, Bah, Sonar, Naren and Kethan on

the left bank. The catchment area of Betwa basin is reported to be 43,895 km2 of which

30,217 km2 lies in Madhya Pradesh (NWDA Draft Pre-feasibility Study Report).

Bina river rises at an elevation of about 596 m near Dahgaon village of Gairatganj Tehsil of

Raisen District. It traverses a distance of about 146 km before its confluence with Betwa near

village Perotha in Kurwai Tehsil of vidisha district. The main sub-tributaries of Bina are Penti,

Bagana and Dhadhar. The site of main dam, Madia is located at longitude 78023‘17‘‘ East

and latitude 23045‘04‘‘ North, some 1.5 km upstream of Rahatgarh Falls near village Madia in

Rahatgarh Tehsil of the Sagar district. The site of storage dam and canal headworks is

located near village Chakarpur (village Bhulanabhangarh), about 22.95 km downstream of the

main dam at Madia. The catchment areas drained by Bina river at the main dam and upto

canal headworks near Chakarpur are 1139 sq. km and 1389 sq. km respectively. The Dehra

nallah originates at an elevation of about 643 m near Kalipathar reserved forest and after

flowing for a length of about 27.4 km meets the Bina river at an elevation of about 440 m. It

drains a catchment of about 62.5 sq. km up to the proposed dam site on Dehra nala.

The Dhasan, a major tributary of Betwa, originates at an elevation of 714 m in village

Jasarathi of Begumganj tehsil of Raisen district of the State. The proposed site of the dam

across Dhasan river is located in the initial reach of the river and upstream of village Bhainsa

in Sagar tehsil of Sagar District. The river drains an area of about 464.5 km2 (including 49.5

km2 catchment of Lotna nala) up to the site of the dam. The combined catchment map

showing the rivers, drainage network, raingauge station, G&D site, IMD Observatory, and

major towns are given


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Physiography, Rainfall and Climate

Physiographically, catchment of both Bina and Dhasan rivers up to the project dam sites can

be broadly classified into isolated hills and predominant plain with major area forming part of

the Sagar plateau.

The area gets rains from south-west monsoons generally from mid June to early

October and also in some years from western disturbances during winter. Nearly 85% of the

annual rainfall is recorded during the mansoon season. Average annual rainfall recorded at

long term rain gauge station in the project region is around 1200 mm with small variations

between stations. The average, maximum and minimum values observed at Sagar station are

1198 mm, 2109.5 mm and 489 mm respectively. The annual rainfall for Madia, Dhasan, and

Chakarpur catchment averages to 1197 mm, 1255 mm and 1223 mm respectively.

The climate of the project region is characterized by the hot summer and moderately

cold winter. Three different seasons viz. the summer from March to May, the monsoon of rainy

season from June to October and winter from November to February prevail in the area.

There is only one IMD observatory located at Sagar in the sub-basin. The long term average

(normals) of maximum temperature varies from about 250C in January to 410C in May. The

minimum temperatures normally range from 110C in January to 260C in May. Humidity in the

region is relatively low with values of about 25% in summer and high in the monsoon at about

86%. The wind speed ranges from 170 km/day in December to 288 km/day in June. The

average climatological data of Sagar Observatory as abstracted from IMD Climatological

Station Normals are given in Table 1.2.

Table 1.2 : Average Climatalogical Data for Sagar Observatory

Month Max

Temp0C

Min

Temp0

C

Humid

%

Wind

km/day

Sunshin

e

hours

Sol. Radia

MJ/M2/day

ETo

m/day

January 24.8 11.1 48 192 9.0 16.3 3.2

February 27.8 13.4 39 187 9.7 19.4 4.7

March 32.8 18.0 31 197 10.2 22.9 6.2

April 37.8 22.6 25 211 10.8 25.5 7.8

May 40.8 26.0 25 223 11.0 26.5 8.8

June 37.5 24.6 52 288 8.8 23.3 8.0

July 30.3 22.8 81 274 6.4 19.6 4.8

August 28.5 22.0 86 257 5.8 18.2 4.0

Septembe

r

30.0 21.6 77 221 7.4 19.3 4.5

October 31.6 19.7 55 178 9.4 19.9 5.0

November 28.6 15.9 43 170 9.5 17.4 4.3

December 25.3 12.6 47 175 9.1 15.8 3.6

Year 31.3 19.2 51 214 8.9 20.3 1975

(Source: IMD Climatalogical Publication)

Agro-climatically, the area is part of Sagar Division, Zone V called the Vindhyan Plateau.

Reference Evapotranspiration (ET0) varies from a low 3.2 mm/day in January to a high of 8.8

mm/day in the month of May.


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Geology, Soils and Land Cover

Geologically, the project region is characterized by presence of Vindhyan sandstones,

quartzites, Deccan traps, and at a few places by laterite capping on the traps. Vindhyan of

upper Rewa stage occupy small part. Decan traps which occupy most of the hilly areas are

grayish black with lowest exposed level of about 1500 ft. The weathered rock zone (the

vesicular Deccan trap/ weathered basalt) underlain the deep to medium deep soils may act as

aquifer with limited storage and yield rates.

Soils in the project region are predominantly black cotton type, having clay and clayey loam

texture and low to very low infiltration capacity. The depth of the soil varies from mostly very

deep to deep with very limited area comprising hills coming under shallow category. Available

water holding capacity (up to 90 cm depth) is known to be more than 12 cm for soils in major

part of the area. Soils on hills and hill ridges are generally fine loamy to coarse in texture.

The current land cover as ascertained from a preliminary analysis of satellite imageries

procured for the project catchments is presented in Table 1.3.

Table 1.3: Land Cover (% of Catchment Area)

S.No Class Madia Dam

Catchment

Dhasan Dam

Catchment

Chakarpur Dam

including Dehra

Catchment

1 Water bodies/river 1.00 0.19 5.65

2 Barren 16.88 9.12 6.67

3 Agriculture land 68.33 59.79 48.28

4 Light vegetation 6.97 13.91 17.68

5 Dense vegetation 3.69 10.73 15.92

6 Shrubs and bushes 0.50 4.55 4.57

7 Settlements 2.62 1.71 1.23

Total: 100 100 100

Need for the Project

The Bina Complex Irrigation and Multipurpose Project is envisaged with an objective to exploit the power and irrigation potential of Bina and Dhassan rivers; and Dehra Nallah. Madia hydro power plant which will be located underground at Bina Dam, will generate approximately 2x11 MW (22 MW) while Dehra hydro power plant , located on surface at Dehra Dam will generate 2 x 5 MW (10 MW). Thus, total power generation from both power houses, will be 32 MW. Main canal from Chakarpur dam will be able to provide irrigation facilities for about 84,200 ha canal command area though canal network in Bina and Khurai and malthonTehsils of Sagar District.

Project Description The site plan for the various components of the project is shown in Figure 2.1. Various components of Bina Complex Irrigation and Multipurpose project are discussed in detail in following sub sections:


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Figure 2.1: Site Plan for Various Components of Project


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CHAPTER –III

INTER STATE / INTERNATIONAL ASPECTS

Introduction

There is no agreement of Inter State control board regarding inter State

as this project is not involving submergence and command area of other state.


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CHAP TER-IV

SURVEY AND INVESTIGATION

4.1 HISTORY OF SURVEYS.

Water Resource Department of Government of Madhya Pradesh has undertaken the ambitious task of Proposed Bina Complex Irrigation and Multipurpose Project in Madhya. Under the proposed project, there are two rivers, namely, Bina and Dhassan, both are tributaries of river Betwa and Dehra Nullah which is tributary of Bina river, these natural streams form source of water supplies to the designed storage for the proposed project. As part of the project water flow of Bina river will be arrested and stored in earthen dam near Madia in Rahatgarh Tehsil of Sagar District. This structure will be called as Madia dam. To exploit the hydro-electric power potential of Madia Dam, underground power house is also proposed at this location.

Water flow of Dhassan river will be arrested and stored in a dam to be constructed on

this river. As a part of this project, concrete dam will be constructed at Dehra nallah.

Water stored at Dhassan Dam will be diverted to Dehra Dam through a feeder canal.

To exploit the hydro-electric potential of Dhassan and Dehra waters stored in Dehra

Dam, surface power house is proposed on Dehra Dam.

Tail water from Madiapower house will flow in Bina river and 22 km down stream of

Madia Dam, it will be arrested at Dam constructed Near Chakarpur. Tail water from

Dehra power house will also ultimately met Bina River and arrested at Chakarpur Dam.

Water stored at Chkarpur Dam will be adequate enough to isolate release pattern from

upper dams, thereby, building a flexibility in operation for irrigation releases.

Therefore, main canal will be constructed for target irrigation of CCA of 84,200 ha in

canal command area.

The Bina Complex Irrigation and Multipurpose Project is envisaged with an objective to exploit the potential of Bina and Dhassan rivers, both tributaries of River Betwa and Dehra Nallah tributary of Bina River. Detail of the project is given in Table 1.1 of Chapter 1.

4.2 Nature of The Project The Bina Complex Irrigation and Multipurpose Project is aimed for hydroelectric power generation and irrigation purposes. The project will include following components:

Construction of Earthen Dam across Bina River near village Madia, in Rahatgarh Tehsil of Sagar District for irrigation purposes:

Construction of Dehra Dam across Dehra Nala

Dhasan Diversion Dam at Dhassan River and Feeder Canal to divert its water to Dehra Dam.

Chakarpur Dam in 22 km down stream of Bina Dam to arrest tail water from Madia and Dehra Power House for irrigation purpose,

Hydropower houses at Madia and Dehra Dams.


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4.3 Need for the Project The Bina Complex Irrigation and Multipurpose Project is envisaged with an objective to exploit the power and irrigation potential of Bina and Dhassan rivers; and Dehra Nallah. Madia hydro power plant which will be located underground at Bina Dam, will generate approximately 2x11.5 MW (23 MW) while Dehra hydro power plant , located on surface at Dehra Dam will generate 2 x 5 MW (10 MW). Thus, total power generation from both power houses, will be 33 MW. Main canal from Chakarpur dam will be able to provide irrigation facilities for about 84,200 ha canal command area though canal network in Bina and Khurai Tehsils of Sagar District.

4.4 Project Description The site plan for the various components of the project is shown in Figure 2.1. Various components of Bina Complex Irrigation and Multipurpose project are discussed in detail in following sub sections:

Figure 4.1: Site Plan for Various Components of Project


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4.4.1 Madia Dam As part of Bina Complex Irrigation and Multipurpose project, earthen dam will be constructed across Bina River near village Madia in Rahatgarh Tehsil of Sagar District. Madia Power House is proposed to be constructed on the downstream side of Madia Dam on Bina River. The Power House will be located on the left bank side downstream of Rahatgarh falls near village Gawri. The water from the Madia dam reservoirs is proposed to be released for irrigation through the Power House. After generation it will be picked up at Chakarpur pick up weir from where irrigation canal takes off. The Madia dam Power House will be a peaking station season from June to October every year. Releases from the reservoirs will be done for Rabi Crop from October to March using full live capacity of the reservoirs. The generation of power can be done throughout the year using canal releases from Madia reservoirs as per release schedule given elsewhere. The Madia Power House generates maximum power during the month of February when the discharge through the turbines will be maximum at a value of 72.95 cumecs which is the average canal release during that month. The net operating head is 34.8m. The installed capacity of two turbines installed is 11 MW. The units are proposed to be operated with 10% overloading also. Intake Structure and Trash Rack The intake structure for the Madia Power House is located in the Power Dam block of the Madia Dam on the left bank side. The intake structure consists of metallic trashrack panels housed in R.C.C. framed structure. The structure shall have R.C.C. pits and horizontal ribs / beams. The piers have grooves for placement of trashrack. The grooves extend upto the top of the dam which is at EL 505.50m. The trashrack panels are of size 3.50 m x 3.66 m (height). These panels are kept one over the other upto EL 497.9m where a solid deck slab is provided. The velocity through the trashrack is restricted to 0.76 m/sec. It is designed for a differential water head of 6m. The trashrack is proposed to be cleaned manually. The trashrack has been designed to conform to the provisions made in the I.S. Code No. IS 11388: 1995 (Recommendations for design of trash racks for intakes). Bell-mouth at the entrance to dam sluice After passing through the trash-rack water enters the dam sluice through a bell-mouth entrance provided in the power dam block. The bell-mouth opening is of rectangular shape up to the sluice gate. It has enough submergence depth of 4.25 m below MDDL (EL 493.70m) up-to the centre line of bell-mouth opening (EL 489.45m). The submergence depth is nearly 1.5 times the height of the opening of 2.90m. This is considered sufficient to avoid any air straining vortices at the intake. Sluice gate and stop-log gate Just after the bell-mouth entrance a gate has been provided to close the water flow into the power channel when required. The sluice opening size is 4.5m x 2.9 m and gate of same size is provided. The gate groove extends through a gate chamber in the dam up to the top of the dam at EL505.5m. Gate is proposed to be operated from the top of the dam by means of a traveling crane which can operate the sluice gate as well as a stop-log gate. The stop-log gate is provided at the upstream face of the bell mouth entrance. Stop-log gate is provided in a stop-log groove which extends up to top of the dam. The purpose of the stop-log gate is to close the entrance to the sluice in case of emergency when the sluice gate is out of function. For repair and maintenance of the sluice gate, stop-log gate is required to be closed.


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An air vent of 0.5m diameter is provided downstream of the sluice gate to supply air to the sluice when the gate is closed. Power Channel Downstream of the dam, water discharged through the sluice is carried to the power house by an open power channel of about 2.12km length. The channel is provided with a stilling basin at the beginning for dissipation of energy due to head available over the sluice in the dam and to bring the water level in the power channel to a lower level of 491.0m at full supply depth/discharge. The stilling basin is provided after about 50m from the bell mouth entrance. Then water enters the stilling basin of size 19m x 4.5m width. The bottom of the stilling basin is at EL 483.95 m. The bed level of the channel is then elevated gradually by providing a bed slope of 1 (V): 10 (H) in a length of 42.8m. Finally the bed level of the channel becomes 488m at the end of slope. The width of the channel is increased from 4.5m to 8m by providing flare of side walls at an angle of 10°. The rectangular channel becomes trapezoidal in shape after the transition. The power channel bed width is 8m and maximum supply depth is 3m at a design discharge of 80.25 cumecs (72.95 + 10% overioad discharge). The side slope of the channel is 0.5 (H) to 1(V). Freeboard of 1m is provided and the level of berms is kept at a height of 4m from the bed of the channel at EL 492m where trapezoidal section starts. The power channel is provided with bed slope of 1 in 135 initially before the stilling basin and with 1 in 1600 after the transition up to the forebay. The initial 325m length of channel is in filling for a maximum depth of 4m. After that the whole length is under cutting with maximum depth of about 28.5m at RD1450m. The Geology of the power channel stretch consists of overburden for some depth up to about 4 to 5m and after that sandstone. Boreholes shall be drilled at regular intervals along the length of the channel to know the exact depth at which rock is available. This shall be done at preconstruction stage. Forebay At the end of the power channel, a Forebay has been provided. The average length of Forebay is about 110m and the average width is about 30m. The Forebay average depth is about 4m. It has been designed to hold water for 180 sec at maximum discharge in the power channel. Structure — The Forebay has been created by enclosing with concrete dam on one side and earthen embankment on the other side. The top of the Forebay dam is at 492.0 m. The FRL in Forebay is 491.0m. A part of the Forebay dam is designed as Power Dam Block from where penstock pipe takes off. Another portion of the concrete dam is provided with an overflow bypass spillway. Total length of concrete Forebay dam is 190m. Power Dam Block The Power dam block of the Forebay is provided with trashrack, bellmouth intake, penstock gate, transition and steel penstock pipe with anti-percolation rings embedded in concrete. The trash rack is made of R.C.C. piers and intermediate beams. Metallic trashracks of size 3.1m (w) x 3.0m (height) are provided in 4 tiers one over the other. The trashracks shall be manually cleaned. Bell mouth entrance is provided with sufficient submergence depth to avoid any air entering vortices. MDDL of Forebay is at EL487.18m. Center line of penstock is at EL 482.50m.


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A penstock gate of size 4.50m x 4.00m (H) is provided in the power dam. The gate is operated from top of the dam by a crane. A stoplog gate is also provided in stoplog groove provided on the upstream face of power dam block. Bypass spillway Bypass spillway is provided by the side of Power Dam Block to avoid increase in the level of water above the maximum water level of 491.5m in the Forebay. The crest level of ogee type spillway is at 490.0m. Maximum depth of water above the spillway crest is restricted to 1.5m. The width of spillway is 20m. Two automatically operated Fishbelly gates are provided on the spillway crest. The length of each gate is 9m. An R.C.C. pier is provided over the crest in between the two fishbelly gates. The fishbelly gates shall be designed to automatically open when the water starts overflowing the top of the gates without allowing the water level in the Forebay to increase above EL 491.5m. A bypass channel of width 20.0m is provided after the bypass spillway. Bypass channel (Chute Spillway) From the Forebay a bypass channel is provided in the form of chute spillway. At the end of chute spillway a stilling basin is provided to dissipate the energy due to level difference between the Forebay water level and the tail race channel water level. Water is finally discharged into the tail race channel. Salient levels of the spillway are as follow: Maximum Forebay Water level — EL 491.50m Normal maximum water level in Forebay — EL 491.0m Crest level of spillway weir — EL 490.0m Level of bypass channel at the starting point — EL 488.0m Full supply level in Bypass channel — EL 489.50m Top level of side wall of chute spillway at starting point — EL 490.0m Design discharge — EL 80.25 cumecs Stilling basin at the end of chute spillway has following characteristics. Length of stilling basin — 20 m Bottom elevation — 450.50 m Level of chute spillway at the end — 452.00 m Max level of water in chute spillway at the end — 453.50 m Max. Water level in Tail Race Channel — 455.0 m Cistern level — 450.50 m Penstock Pipe From Forebay it is proposed to take the penstock through a concrete dam with a trashrack structure and gate. Steel pipe of 4.8m diameter will be taken along the ground surface as surface penstock to the power house. The pipe shall be supported on saddle support provided at every 6.0m centre to centre. The length of the penstock pipe is 230m. Anchor block is provided at the vertical bend when the pipe is laid down the power house pit. Penstock pipe bifurcates into two near the power house before the pit. Hydraulic Design of Penstock – The penstock diameter has been optimized after studying the economics of providing various diameters with respect to the total annual maintenance cost and loss of revenue due to friction loss in pipe. The economic diameter for the main penstock has been determined as 4.8m and that of branch penstock 3.40m. The calculations are given in the Annexure. The design discharge is 80.25 cumecs with 10% overload. The average velocity in the penstock is 4.44m/s.


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Structural Design of Penstock The penstock steel confirms to ASTM grade ‗C‘ of M 285 and BIS-2002. The steel plate is of 16 mm thickness. The steel pipe is embedded in concrete dam block at Forebay. Anti-percolation rings 3 no. are provided. The pipe is supported on saddles at 6.0m c/c and an anchor block is provided at the vertical bend near power house pit. Penstock is laid down the pit along the rock slope and then it is taken down to the power house horizontally. Two branch penstocks supply water to the two units in the power house. When the pipes enter into the ground concrete cover is provided around the pipes. Madia Surface Power House A surface Power House has been provided for housing two units of 11MW each. It is in a pit. Vertical type Francis Turbines are provided. The overall dimension of the power house unit bays is 38.0 m x 22.0m. A service bay of size 22.0 m x 22.0 m is provided. An auxiliary bay of size 60.0 m x 8.0 m is also provided in three storeyed building. It has utility rooms such as control room, shift Engineer room, battery room, cable spreading. area, cooling water pump room etc. Service bay is provided at EL 464.0m. Outside the unit bay 4 m wide space is provided towards the downstream side within the power house to house the cables and equipments in the turbine floor. Draft tube openings are provided with gate grooves on 4 nos. of R. C. C. piers extending outside the ‗A‘ line. One Draft tube gate is proposed to be provided. It is operated by a gantry crane which travels on rails on the open floor space at EL 464.0m. Tail Race Channel The water after generation of power in the power house leaves through the draft tubes and flows through the tail pool. The tail pool is of size 34.75m x 20.50m. The floor of the tail pool is provided with a reverse flow of 1 in 5 from EL 445.25m to EL 452.2m at the end weir minimum tail water level is at EL 453.0m and maximum tail water level is at EL 455.20m. After the tail pool water enters into the Tail Race channel. Maximum depth of water in the Tail Race channel is 3m. The length of the Tail race channel is 2220 m. The bed width is 9m. The channel is of trapezoidal section with berms on both the sides at a height of 4m above the bed level. A side slope of 0.5H to 1 V is provided for the channel. It is lined with cement concrete lining of 15 cm thickness. Whole length of the channel is in cutting. The average velocity of flow through the channel is 2.54 m/sec. The bed slope is 1in 2000. At the exit of TRC a gate is provided. Water from the Tail Race channel finally joins the Bina river. The minimum bed level of the river is at 451 m at the junction with the TRC. Madia dam will cover 7137.78 ha area under submerge. Break-up of total land to be acquired for submergence for Madia Dam is given in Table 4.2:

Table 4.2: Break up of Land to be acquired for Madia Dam

Components Area

Forest Land 130.98 ha

Agricultural Land 6326.345ha

Revenue Land 680.455 ha

Built up land --

Total land 7137.78 ha


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As an estimated for construction of Madia Dam, 27475 m3 rock and 1153450 m3 soil will be excavated. Most of the quantity of such waste will be utilized in dam construction and remaining quantity of excavated waste (muck) will be dumped in designated areas and will be reclaimed as per establish environmental procedures, like, stabilization, turfing and plantation. Layout plan for Madia Dam is shown in Figure 4.2.

4.4.2 Dehra Dam As a part of the project, a concrete dam has been proposed just upstream of Dehra falls (latitude 23˚48‘20‖, longitude 78˚26‘20‖) water stored at Dhasan dam will also be diverted to Dehra Dem by feeder canal. To exploit the hydropower potential, surface power house will be constructed at the Dehra Dam. The Dehra Power house will be a dam toe power house. Monthly average flow pattern of Dehra Nallah is given in Table 4.3:

Table 4.3: Monthly Average Flow Pattern of Dehra Nallah

S. No.

Months Dehra Nallah (cumec)

1. January 0

2. February 0

3. March 0

4. April 0

5. May 0.1

6. June 3.1

7. July 8.0

8. August 3.0

9. September 0

10. October 0

11. November 0

12. December 0

Figure 4.2: Layout Plan for Madia Dam


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Live storage capacity of Dehra Dam will be 72.255 MCM at 496 m FRL. To exploit hydro power potential of Dehra Dam, surface hydro power house of 2 x 5 MW (10 MW) capacity will be constructed. Dehra Dam tail water is also proposed to be utilized for power generation at Dehra Power house during 5 peaking hours daily. The tail water from power house will be taken to the Chakarpur dam through the Dehra Nallah. Design of Dehra Power House (2x5 MW) The Dehra Power House is proposed as a surface power house of 2 x 5 MW installed capacity. Both are planned as peaking power stations to generate power for 8 hours daily. Schedule of release of water for irrigation and generation of power The water available in the river during 75% dependable year is considered for planning of the installed capacity of the two power houses. The discharge data of the year 2000 – 01 is adopted for power planning because irrigation planning is done for 75% dependable year, i.e., the year 2000 – 01. The schedule of Canal releases from the Madia and Dehra reservoirs have been worked out proportionate to their live storage during Rabi season and the discharges are used for generation of power. The water from Dhassan reservoir is passed through a link canal to the Dehra reservoir and power is proposed to be generated at Dehra falls. Water from Madia reservoir released for irrigation is proposed to be passed through the Madia Power house for power generation. Water from Madia and Dehra Reservoirs finally gets collected in the Chakarpur reservoir on Bina River from where the irrigation canal takes of.

The schedule of canal releases from Madia Reservoir and Dehra reservoir is worked out based on following assumptions. The Power house at Madia and Dehra Dam shall operate for 8 hours during a day

as peaking stations for 6 months from October to March using full live capacity of reservoirs.

Reservoir will be filled up during monsoon season from June to September and

power shall be generated by utilizing the spilling water after the reservoir is full which normally occurs during August and September.

During the 6 months from April to September, power shall be generated by utilsing

the releases from the reservoir for irrigation and domestic and industrial water supply also in addition to spilling water. If spill water is available as surplus then the power generation can be extended upto 24 hrs.

Canal releases from the reservoir will be made as per actual requirement at

Chakarpur Dam for releasing in the main canal. The releases from Chakarpur reservoir will be for 24 hours daily whereas the releases through power houses will be made daily for 8 hours only and water will have to be stored in the Chakarpur Dam reservoir temporarily for some hours. Daily variation shall be taken into account for fixing the capacity of the Chakarpur Reservoir

Alternative Layouts of Power House at Dehra Dam. Dehra Dam Power House is proposed to be constructed on the Dehra Nallah, tributary of Bina River, on the downstream side of Dehra falls. The Dehra Power House is a dam Power House just downstream of Dehra Dam, which is a concrete gravity dam.


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Water from Dhasan Reservoir is proposed to be released for irrigation through a link canal and the same water joins the Dehra Reservoir. Water from Dehra Reservoir is proposed to be utilized for power generation at Dehra power house during 8 peaking hours daily. The tail water from power house will be taken to the Chakarpur Dam reservoir through Dehra Nallah and Bina river. The irrigation canal takes off from Chakarpur Dam. Both right and left bank sides of Dehra Nallah were considered for location of the power house and water conductor system. Left bank side was considered not suitable because of steep slopes of the bank as well as Nallah bed, which will not be convenient for laying the surface penstock and construction of power house. On the right bank side the bank is having benches to place the penstock and also to place the power house conveniently. Therefore right bank side of Nallah is chosen for laying of penstock and surface power house. Layout of Dehra Power house and Water Conductor System Water conductor system

1. Trash rack structure at power dam block 2. Penstock Gate 3. Steel penstock - 4 m dia and 150m length approximately 4. Design discharge - 31.64 cumec

Power House Surface Power House Installed capacity - 2 x 5 MW Tail Pool - 18.4m width and 30.5 m length Open type switchyard on surface with transformer yard Annual energy generated - 11.95 million units. Intake structure and trashrack The intake structure for the Dehra Power House is located in the Power Dam block of Dehra Dam on the left bank side. The intake structure consists of metallic trashrack panels housed in R.C.C. framed structure as shown in Drawing ―Power Dam Block‖ given in Volume-X. The structure shall have four piers and three horizontal ribs / beams. The piers have grooves for placement of trashracks. The grooves extend up to top of the dam which is at EL 494.0M. The trashrack panels are of size 3.33 m x 3.625m (height). These panels are kept one over the other up to EL 486.00 where a solid deck slab is provided.

The velocity through the trashrack is restricted to 0.75 m/sec. It is designed for a differential water head of 6M. Bellmouth at the Entrance to the Penstock After passing through the trashrack water enters into the penstock through bell mouth entrance provided in the power dam block. The entrance is provided as a rectangular shape upto the penstock gate. It has enough submergence depth of 6.7 m below MDDL up to the center line of Bell mouth, which is not more than 1.5 times the height of opening of 4.0 m. This is considered sufficient to avoid any air entraining vortices at the intake. The intake structure has been designed as per IS code no 9761:1995 (Hydropower intakes – Criteria for hydraulic design).

Penstock Gate and Stoplog Gate Just after the bell mouth entrance a gate has been provided to close the water flow and empty the penstock pipe for maintenance purposes or in case of any emergency. Penstock gate groove extends through a gate chamber in the dam up to the top of the dam at EL494.0 M. The gate is proposed to be operated from the top of the dam by means of a travelling crane which can operate the penstock gate as well as stop log


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gate. The stoplog gate is provided at the upstream face of bellmouth entrance. The stoplog gate is provided in a stoplog groove which extends upto the top of the dam. The purpose of the stoplog gate is to close the entrance to the penstock in case of emergency when penstock gate is out of function. For repair and maintenance of the penstock gate also stoplog gate is required to be closed. An air vent of 1.0 m diameter is provided downstream of the penstock gate to supply air to the penstock pipe when the gate is closed. Transition A transition from rectangular shaped entrance to circular shape is provided just after the location of air vent in the power dam block. The rectangle size is 4m x 4m and the circular opening is 4m diameter. Steel Penstock The steel penstock of 4m diameter is provided with 3 nos. of anti percolation rings just after the transition portion within the dam block. Steel Penstock of 4m diameter is provided on the surface upto the power house. Near the power house the penstock branches into two with each of dia. 2.83m. Hydraulic Design of Penstock – The penstock diameter has been optimized after studying the economics of providing various diameters with respect to the total annual cost and loss of revenue due to friction loss. The economic diameter for the main penstock has been determined as 4.0 m and that of branch penstock as 2.83m. The design discharge of the penstock is 31.84 cumecs. The average maximum velocity works out to 2.77 m/sec. in the penstock. The total length of penstock pipe is about 160m. Structural Design of Penstock – The penstock steel conforms to ASTM grade ‗C‘ of M 285. Otherwise BIS-2002 graded steel can also be used. The steel plate is of 16 mm thickness. The steel pipe is embedded initially in the earthen dam body. 600mm thick R.C.C. cover is provided all round the steel pipe within the earthen dam. After that the pipe is supported on R.C.C. saddle blocks Anchor blocks are provided at bend locations. Total 3 nos of saddle supports at 6-5m spacing and 3 nos. of anchor blocks are provided. Surface Power House A surface Power House has been provided for housing two units of 5mw each. Vertical type Francis Turbines are provided. The overall dimension of the power house unit bays is 36.0 m x 16.5m. A service bay of size 22.0 m x 16.50 m is provided. An auxiliary bay of size 58.0 m x 8.0 m is also provided in three storeyed building. It has utility rooms such as control room, shift Engineer room, battery room, cable spreading area, cooling water pump room etc. The unit bay has three storeys. The levels of various floors are as below: Machine Hall floor - EL 461.50 Generator Floor - EL 457.00 Turbine floor - EL 452.50 MIV floor - EL 446.40


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Service bay is provided at EL 461.50 m. outside unit bay 4 m wide space is provided towards the downstream side within the power house to house the cables and equipments in the turbine floor. Draft tube openings are provided with gate grooves on 4 Nos. of R. C. C. piers extending outside the ‗A‘ line. One Draft tube gate is proposed to be provided. It is operated by a gantry crane which travels on rails on the open floor space at EL 461.50m.

Structural Design The power house structure is provided with R.C.C. columns and beams for the superstructure and mass concrete for the substructure for supporting the turbines and generators. The unit bay is provided with a E.O.T. crane of capacity 20 T. It is supported on rails on either side. The rails get supported on crane beams which in turn are placed on R.C.C. columns. The power house column, R.C.C. walls and substructure are supported on rocky foundation. The geology of the power house area consists of ± 2 m overburden and below that highly fractured, jointed but hard and compact fine to medium grained sand stone. The roof of the power house is made up of corrugated G.I. sheets supported on steel trusses and steel purlins. False ceiling is also provided with fire proof block boards or wood particle boards of best quality. The walls of the unit bay above the machine hall level are constructed by using brickwork. Glazed windows are provided in the wall for providing natural light and ventilation within power house. R.C.C. wall is provided below the machine hall level at ‗A‘ line to retain water in the tail pool. The auxiliary bay is constructed by using R.C.C. columns, beams. slab and brick walls. The control room is provided with false ceiling with best quality block or particle board which shall be fireproof. The control room and Shift Engineer rooms shall be air conditioned. Tail Race Channel The water after generation of power in the power house leaves through the draft tubes and flows through the tail pool. The tail pool is of size 30.50m to 18.40m. The floor of the tail pool is provided with a reverse slope of 1 in 5 from EL 444.90m TO EL 451.0m at the end weir. Minimum tail water level is at EL 451.5m and maximum tail water level is at EL 452m. The Tail pool water then joins the Dehra Nallah. Dehra dam will cover an area of 754.56 ha under submerge. Break-up of total land to be acquired for submergence is given in Table 4.4:

Table4.4: Break up of Land to be acquired for Dehra Dam

Components Area

Forest Land 378.63ha

Private Land 335.971ha

Revenue land 40.00

Total land 754.6 ha

As estimated, for construction of Dehra Dam, 38850 m3 rock and 1061520 m3 soil will be excavated. Most of the quantity of such waste will be utilized in dam construction and remaining quantity of excavated waste (muck) will be dumped in designated areas and will be reclaimed as per establish environmental procedures, like, stabilization, turfing and plantation.


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Layout plan for Dehra Dam is shown in Figure 4.3.

Dhasan Diversion Dam– Feeder Scheme Dhasan is an independent tributary of Betwa River but offers cost effective option for augmenting the Bina river supply for the project. Dhasan dam is storage cum diversion dam in order to provide the requisite total back-up storage in the system. The reservoir levels for Dhasan storage are therefore decided from overall live capacity requirements for the project as a whole besides its own hydrology and site conditions, for storage and river diversion. The recommended dam site is located some 8 km upstream of the earlier site and is upstream of village Bhainsa. Dhasan dam as feeder scheme will be constructed across Dhasan River. Water from Dhasan dam is proposed to be diverted to Dehra Dam through feeder canal of approximately 6 km in length.

Live storage capacity of water in the Dhasan dam will be 80.5 MCM capacity, proposed to be released during October to March as per monthly schedule.

Dhasan dam will cover an area of 2432 ha under submerge. Total land to be acquired for submergence for the dam is 2432 ha agricultural land. No forest land is involved in this dam.

The Dhasan dam is proposed to be filled up during monsoon season from June to September every year. Releases from the Dam will be done for Rabi crops from October to March. Therefore, generation of power at Dehra can be done mainly during October to March. However, power can also be generated during April to September using feeder canal releases during this period.

Figure 4.3: Layout Plan for Dehra Dam


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Location And Accessibility

The Dhasan dam site is located at longitude 78o34‘07‖ and latitude 23o50‘01‖ in Sagar Tehsil of Sagar town, the district head quarters of Sagar district. The Dam site at Dhasan river is about 26 Km from Sagar on Sagar-Rahatgarh Road.

General Layout

The total length of the dam is 7402 m (Concrete and Earth and Rock fill Dam)

Earth and Rockfill Dam

Foundation

The bed rock exposed at the site area is highly fractured, jointed, vesicular, hard and compact Malwa Traps. It is expected that after excavating the weathered i.e. 2m depth the trap would be competent enough to take the load of the structure.

Borrow area

Borrow area materials for embankment were investigated by Soil Engineering Consultants. Thirty samples have been tested for casing and hearting materials.

Design Data

Soil samples have been tested for mechanical analysis, Atterberg‘s limit, soil classification, and MDD, OMC, Specific gravity and shear parameters. Based on the test results the design parameters for soil are as under:

Description Hearting/Core Casing/Shell Foundation

γ sat 2.10 gm/cc 2.11 gm/cc

γ moist 2.07 gm/cc 2.07 gm/cc

γ sub 1.10 gm/cc 1.11 gm/cc 1.11 gm/cc

C 0.93 kg/cm2 0 kg/cm2 0 kg/cm2

φ 4o 30o 30o

Cross section of the dam Keeping in view the properties of soil, zoning section with selected impervious material for the core and semi pervious /pervious for the casing has been provided. For the purpose of placement of materials, the borrow areas hearting shall consist of selected impervious material or permeability range 1x10-6 cm/sec or less. Foundation treatment A positive cut off trench extending to a depth of 1 m inside the fresh rock (minimum depth 4 m) have been proposed .Two rows of holes for curtain grouting up to H/2 depth but minimum 10 m have been provided. (Where H= FRL – Bed of COT) .It is also proposed that curtain grouting shall be achieved till the end results becomes 5 Lugeon. In addition 6 m deep consolidation grouting @3 m c/c staggered have been provided. Freeboard As per calculation the effective fetch has been worked out as 3.497 km and maximum fetch worked out as 7.433 km. As per calculation the top of dam is provided as EL 503.60 m. Seismic co-efficient The state of Madhya Pradesh falls in a region of low to moderate seismic hazards. It also falls in zone II & III. The horizontal seismic co-efficient αh = 0.12 has been considered for design purpose. Stability analysis


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Stability analysis for the dam section has been carried using a computer program by the Swedish slip circle method as per IS: 7894-1975‖ Code of practice for stability analysis of the Earth dam‖. The stability analysis has been done for U/S & D/S slope stability for both with earthquake and without earthquake condition. For U/S steady seepage, the materials below phreatic line has been considered as submerged and above phreatic line as moist. For D/S slope stability the materials below phreatic line is considered as saturated. For draw down condition the materials from phreatic line to MDDL has been considered as saturated. The factor of safety for various conditions for U/S and D/S slope at various elevations has been tabulated as under.

All circle touching the elevation(m)

U/S Steady Seepage U/S Sudden

Drawdown

D/S Steady Seepage

With EQ Without

EQ With EQ Without

EQ

496.00 1.1 1.9 1.5 1.0 1.5

491.00 1.0 2.1 1.4 1.1 1.5

486.00 1.0 1.9 1.7 1.2 1.7

482.00 1.0 1.9 1.7 1.1 1.5

477.00 1.0 1.9 1.8 1.0 1.6

FOS required as per IS 1.0 1.50 1.3 1.0 1.50

Slope Protection a. U/S slope protection -600 mm thick riprap up to 1.5 m below the MDDL from the

top of Dam have been provided. b. D/S slope protection – 250 mm thick hand placed riprap has been provided to the

entire dam slope. Concrete Dam Location Spillway is situated at the centre of the river. Total 8(Eight) no. of bays of 12 m is provided. Actual 7(seven) no. of bays will pass the discharge and one extra gate is provided for emergency purpose. Foundation The bed rock exposed at the site area is highly fractured, jointed, vesicular, hard and compact Malwa Traps. It is expected that after excavating the weathered i.e. 2m depth the trap would be competent enough to take the load of the structure. The foundation of spillway is proposed to 1 m inside the hard rock. Flood Routing A per flood hydrograph, flood routing studies have been worked out using Modified Pul‘s Method and routed discharge is calculated as 4082.09 cumecs. Stability analysis The d/s slope of spillway is provided as 0.8:1. Foundation treatment Row of curtain grouting @3000c/c and depth 75% of head but not less than 10000 has been provided. Consolidation grouting is also provided. Drainage holes are also provided for releasing the uplift pressure, if any. Curtain grouting shall be achieved till the end result of grouting become 3 lugeon. Freeboard As it is a composite dam of earth, rock-fill and concrete dam, the freeboard is generally governed by earth and rockfill dam.


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Energy Dissipaters Stilling basin type energy dissipaters is suggested to dissipate the energy. Below the stilling basin consolidation grouting and anchor bolts are provided. Training wall on both side of the stilling basin has been provided. The top of training wall is kept as D2 +FB above the cistern level. As estimated, for construction of Dehra Dam, 84637 m3 rock and 3460350 m3 soil will be excavated. Most of the quantity of such waste will be utilized in dam construction and remaining quantity of excavated waste (muck) will be dumped in designated areas and will be reclaimed as per establish environmental procedures, like, stabilization, turfing and plantation. Layout plan for Dhasan dam is shown in Figure4.4.


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4.4.4 Chakarpur Dam

After Madia Power House, tail water will be stored at Chakarpur dam, which is proposed on Bina River nearly 22 km downstream of the Madia Dam. The tail water from Dehra power house will also be taken to the Chakarpur dam through the Dehra Nallah, which ultimately meet Bina river before Chakarpur dam. Live storage capacity of water in the Chakarpur dam will be 72.89 MCM capacity, which is proposed to be used for irrigation purpose through canal network system for canal command area of about 84,200 ha Bina and Khurai tehsils. The location of Chakarpur dam site with FRL 451.50 m is recommended for approval by WRD. The location of head regulator (outlet) for Bina Main Canal take off will be on right side of the reservoir that will be connected by 1060 m long approach channel that will pass through Nallaha in the forest area. The FSL 443.50 M for Bina Main Canal has been considered for canal operation. Layout plan for Chakarpur dam is shown in Figure4.5

Figure 2.4: Layout Plan for Dhasan Reservoir

Figure 4.5: Layout Plan for Chakarpur Reservoir


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4.5 Canal Design The command area lies in Bina, Khurai of Sagar District and Kurwai tehsils of Vidhisha district. The proposed project comprises of 5 primary/main canal system- Bina main canal (Length=6511.00 m), Khurai Branch canal (Length = 38992.25 m), Dhikua-Hardua Sub-branch canal (Length = 16375.35 m), Kanjia Sub-branch canal (Length = 29925.79 m), Khurai Sub-branch canal (Length = 15115.99 m) and its distributaries and minors offtaking from these main canals. Most of the irrigation is served by Khurai branch canal which offtakes from Bina main canal near Todakachhi Village. The command area is surrounded by Bina River in the east which joins the Betwa River and Narain River in the west. Description of Canal System is as given below

4.5.1 Bina Main Canal

a) Canal Capacity The proposed Bina main canal takes off from upstream of Chakarpur dam with FSL of 443.5m. At the initial reaches the canal has a capacity of 41.673 cumecs. b) Canal Alignment The alignment of the proposed Bina main canal has been finalized based on the field surveys. It is aligned as contour canal with bed slope of 1 in 10000 throughout its length. In the initial reaches heavy cutting are involved.

4.5.2 Khurai Branch Canal a) Canal Capacity The proposed Khurai Branch canal takes off from Bina main canal at RD 6511m with FSL of 440.85m. At the initial reaches the canal has a capacity of 39.770 cumecs. b) Canal Alignment The alignment of the proposed Khurai Branch canal has been finalized based on the field surveys. It is aligned along the ridge with bed slope of 1 in 8000 throughout its length.

4.5.3 Dhikua-Hardua Sub-branch Canal a) Canal Capacity The proposed Dhikua-Hardua Sub-branch canal takes off from Khurai branch canal at RD 26588.972m with FSL of 432.353m. At the initial reaches the canal has a capacity of 9.59 cumecs. b) Canal Alignment The alignment of the proposed Dhikua-Hardua Sub-branch canal has been finalized based on the field surveys. It is aligned along the ridge with bed slope of 1 in 4000 throughout its length.

4.5.4 Khurai Sub-branch canal a) Canal capacity The proposed Khurai Sub-branch canal takes off from Khurai branch canal at RD 38992.25m with FSL of 428.46m. At the initial reaches the canal has a capacity of 6.794 cumecs.


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b) Canal alignment The alignment of the proposed Khurai Sub-branch canal has been finalized based on the field surveys. It is aligned along the ridge with bed slope of 1 in 8000 throughout its length.

4.5.5 Kanjia Sub-branch canal a) Canal capacity The proposed Kanjia Sub-branch canal takes off from Khurai branch canal at RD 26588.972m with FSL of 428.2573m. At the initial reaches the canal has a capacity of 10.98 cumecs. b) Canal alignment The alignment of the proposed Kanjia Sub-branch canal has been finalized based on the field surveys. It is aligned along the ridge with bed slope of 1 in 8000 throughout its length. Special Features of Alignment At a few places of the conveyance system lower areas are found with higher command areas seen on the downstream side ahead. These low lying areas have been crossed by taking canal in filling. The maximum height of filling has been restricted to around 2.5 to 3.0 m (in small lengths). Details of Lining Provided As per soil reports around 70% of the command area is covered with clayey soils. These soils are expansive soils and call for provision of CNS layer with lining over it. The canals carrying discharge around 10 cumecs and more viz. Bina Main Canal and Khurai Branch Canal are proposed to be lined with CNS layer keeping in view the swelling pressures of the soils as encountered. Transmission Losses Seepage Losses (a) Impervious clay loam / Black Cotton soils = 1.0 cumecs / M sq.m (b) Lined canals = 0.60 cumecs / M sq.m Peak Discharge Coefficient (in lps /ha) The Crop Water Requirements have been worked out based on methodologies presented in FAO Irrigation and Drainage Paper No. 56 ‗Crop Evaporation Transpiration‘ and Paper No. 46, ‗Cropwat: A computer Program for Irrigation Planning and Management‘. From this data, the Ten-daily GIR (Gross Irrigation Requirements) have been calculated. Using the ten-daily GIR values, the Peak Discharge Coefficient was worked out as per Technical Specifications of the Water Resources Department of Madhya Pradesh. Maximum GIR is found in the Rabi season. The GIR in pair of two adjacent decades (ten-daily) in this season (Rabi) are 0.457 MCM in Oct-I and 0.525 MCM in Oct-II giving the average of 0.491 MCM. The maximum GIR in kharif is 0.247 MCM in decade Sep-III, which is much less than that in Rabi. It is proposed to adopt decade GIR requirement of 0.491 MCM as worked out earlier.


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The Peak Discharge Coefficient for GIR at head works out: 0.491 x 10 6 x 1000 / 1000x10x24x3600 = 0.5683 litres/sec/ha (lps/ha) Adopt 0.57 lps/ha. Design of the Irrigation System Based on the above specifications and peak design coefficient various sections of the irrigation system viz. Bina Main canal, Khurai Branch Canal, Dhikua-Hardua Sub-Branch, Kanjia Sub-Branch & Khurai Sub-Branch have been designed. It is proposed to line only the Bina Main Canal and Khurai Branch Canal. The head discharge of all the Sub-Branches is less than 10 cumecs and as such are proposed to be kept unlined along with the all the secondary canals. It is estimated that around 10 % length of the vulnerable reaches in the unlined portion will also need lining. The CCA covered by these canals along with their capacities at head and length are given in Table 2.5 below.

Table 2.5: Details of Irrigation Canals

S.

No

Canal Off take RD/

Channel

Length CCA

Coverage

Head

Discharge

m m ha Cumecs

1. Bina Main Canal 0 of Chakarpur

dam

6511 3016.34 41.673

2. Khurai Branch Canal 6511m of Bina

Main canal

38992.25 20943.49 39.770

3. Dhikua-Hardua Sub-

Branch Canal

26588.972m of

Khurai BC

16375.35 16531.37 9.59

4. Kanjia Sub-Branch

Canal

26588.972m of

Khurai BC

29925.79 18584.75 10.98

5. Khurai Sub-Branch

Canal

26588.972m of

Khurai BC

15115.99 11605.16 6.794

6 Malthone Branch

Canal proposed

Bina main canal 35000.00 13519.00 13.51

Total 141920.38 84200.11

*The vulnerable portions will be lined which may be about 10 % of length. Crossings On Railway Lines On account of criss-crossing by railway lines passing through the command area that divided into four segments. Serving all the segments with a single crossing has not been possible under these situations. As such the conveyance system of the Bina Main Canal which starts from south to feed all the segments of the command area had to cross the railway lines a number of times as required by the topographic features of the command area. I. West Central Railway Main Line (Three Crossings) (1) Below Bina Railway Station

The area below Bina Station is served by Dhikua-Hardua Sub Branch canal. To serve the portion on the west side of Bina Station the Dhikua-Hardua Distributory has to cross the West Central Railway Main Line. (2) The portion of the command area between Bina Kota West Central Railway

Branch and the West Central Railway Main Line is of a triangular shape and is


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served through Kanjia Sub Branch canal. To serve the command area here the conveyance system crosses the West Central Railway Main Branch at two places: (i) First crossing has been proposed at RD 21200 m of Kanjia Sub-branch canal

to facilitate irrigation. A large part of area is served through this. (ii) The second crossing has been proposed at RD. 8821.27 m of Beharna

Distributory. The other alternative route to serve this area is through Semarkheri Minor, which is of-shoot of Kanjia Sub-Branch which is already in the triangular command area. In case we try to reach the command area as identified in (i) above, through Semarkheri Minor, we have to cross the area with a fill to the extent of 10 m which is not feasible.

II. Bina Katni Section of West Central Railway (Two Crossings) The Khurai Branch canal crosses the West Central Railway Bina Katni Branch Line below the Khurai Village to serve the command area on the right side of said Line (Bina Katni Line). The Dhikua-Hardua Sub Branch of Khurai Branch Canal crosses back the Bina Katni Line to serve the area above the Khurai Village. It is observed that the area above the Khurai Village upto near the offtake of Dhikua-Hardua Sub Branch is very low and call for a fill of about 8 m in a length of about 2.3 km. Futher with this we would be going in almost a reverse slope. The ground is also low. This very difficult situation and can be avoided only by crossing the railway line.

III West Central Railway Bina Kota Section (One Crossing) A Puralna Distributary offtake at RD 29925.79 m of Kanjia Sub-branch canal is required to cross the West Central Railway Bina Kota Railway line to serve the area on its left side. It is not possible to serve this area from the Dhikua-Hardua Sub-branch canal because of too many drains and low lying area in-between.

4.6 Construction Materials The project would involve handling and use of large quantities of construction materials. The project would require 2,85,918 m3 of concrete for which an estimated 2,41,310 m3 of coarse aggregate and 1,20,650 m3 of fine aggregate will be required. Similarly, large quantity of steel, cement, etc. would be required. The estimated quantities of required construction materials.

Table 4.6 : Estimated Quantities of Construction Materials

Type of Material Unit Madia Dam + Power House

Dehra

Dam +

Power

House

Dhassan Dam

Chakarpur

Dam

Total Quantit

y

Concrete m3 93385.63 23550 57301.8 48921 223158.4

Coarse Aggregate m3 78378 19682 48134 41199 187393

Fine Aggregate m3 39790 9842 24068 20600 93700

Cement MT 37875 10131 23065 20322 91292.4

Reinforcement Steel MT 6871 1693 4100 3535 16199

For meeting the requirements of coarse and fine aggregates, it is proposed to use the operational quarries where sufficient quantity of deposits is available. The barren government land available in the area will accommodate crushing plant and other accessories required for construction purpose.


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Details of quarry to procure aggregate in the project area are given below in Table 4.7.

Table 4.7: Quarries to Procure Aggregate Materials

Sn Name of Quarry

Location of Quarry

Madia Dam

Dehra Dam

Dassan Dam

Chakkarpur Dam

1. Bina River Mahuna Ghat 22 32 40 32

Khejra Ghat 18 28 36 28

Berkhedi Ghat 25 36 44 36

2. Babana River Kitua Village 28 24 32 24

Pipra Ghat

3. Narmada River

Ketudhan 165 175 200 175

Sandiya 170 180 205 180

Boras 165 175 200 175

Hoshangabad 265 275 285 275

4. Dhasan River Sigon 135 125 105 135

Ghuwara 150 135 120 150

5. Dhasan dam Manakpur 14 0.5 12 19

6. Madia Dam Gawari 0.5 14 22 14

7. Berkhedi Berkhedi Crusher

15 6 14 16

8. Hapsili Hapsili Crusher

26 35 45 40

9. Masonry Stone

10. Bina River Madia dam 0 14 24 14

Gawari 0 14 24 14

Cheer Kheda 3 12 20 12

Details of locations to procure soil in the project area .

Table 4.8: Locations to Procure Soil For Construction Purpose

Name Location Distance

Madia Dam Near dam Site Both Bank (Madia Village and Narkheda Village)

2.3 km from site

Dehra Dam Village Manakpur and Rorulpur 0.5 km from dam site

Dhassan dam Up-stream of dam site With 1 km distance

Chakarpur Up-stream of dam site With 2 km distance

4.7 Excavation of Rock and Muck Disposal

For construction of various components of Bina Complex Irrigation and Multipurpose project, estimated quantities of rocks and soil are discussed in detail below in Table 4.9:

Table4.9: Estimate Quantity of Excavated Rocks and Soil

Components Rock (m3) Soil (m3)

Madia Dam 27475 1153450

Dasan Dam 84637 3460350

Dehra Dam 38850 1061520

Chakarpur Dam 116000 1253750

Tail Raise Tunnel (TRT) 22608 113040

Feeder Canal 120000 720000


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Total quantity of waste rocks (muck) generated during construction of Madia Power House is given in Table 4.10:

Table 4.10: Details of Muck From Madia Power House

Name of Component from where Muck is to be produced

Quantity (m3)

Swelling Factor (%)

Total Estimated Quantity of Muck

(m3)

Access Tunnel to Power House

42260 40 59164

Cut and cover 35040 40 49056

Intake & spill Tunnel 6426 40 8996

Adit 5000 40 7000

HRT U/S 25722 40 36011

Surge shaft 18310 40 25634

Penstock 5071 40 7099

Penstock Adit 5000 40 7000

Chamber Valve 1600 40 2240

Power House 76896 40 107654

Tail Race Tunnel 134482 40 188275

Total 355807 40 498130

Total quantity of waste rock (muck) generated during construction of Dehra Power House is given in Table 4.12:

Table 4.12: Details of Muck From Dehra Power House

Name of Component from Where Muck is to be Produced

Quantity (m3)

Swelling Factor (%)

Total Estimated Quantity of Muck

(m3)

Penstock 965 40 % 1351

Power House 2600 40 % 3640

Tail Race Tunnel 1000 40 % 1400

Total 4565 40 % 6391

4.8 Land Requirement for The project

The total land to be acquired for the various components of the project .

4.9 Yearly Manpower Requirement Year wise manpower requirement for construction of various components of the project are given in Table 4.14 to Table 4.18. Table 2.14 : Year-wise Manpower Requirement for Madia Dam& Power House

Year Technical Staff

Clerical Skilled Labour

Unskilled Labour

Total

I 150 50 400 1500 2100

II 200 50 500 2000 2750

III 200 50 500 2000 2750

IV 300 50 500 1000 1850

V 300 50 300 500 1150

Table 4.15 :Year-wise Manpower Requirement for Dasan Dam & Power House


Clerical Skilled labour

Unskilled labour

Total

I 150 50 400 1500 2100

II 200 50 500 2000 2750


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III 200 50 500 2000 2750

IV 300 50 500 1000 1850

Table 4.16: Year-wise Manpower Requirement for Dhassan Dam



Unskilled labour

Total

I 150 50 400 1500 2100

II 200 50 500 2000 2750

III 200 50 500 2000 2750

IV 300 50 500 1000 1850

V 300 50 300 500 1150

Table 4.17: Year-wise Manpower Requirement for Chakarpur Dam



Unskilled labour

Total

I 100 25 100 500 725

II 150 25 200 400 775

III 150 25 200 600 975

IV 100 25 100 400 625

Table 4.18: Year-wise Employment Requirement for TRT



Unskilled labour

Total

I 5 5 30 10 60

4.10 New Road Construction

Bina Complex Irrigation and Multipurpose Project will require, construction of new roads to compensate roads going to be submerged. Details of construction of new road is given in Table4.19 :

Table 4.19 : Details of Construction of New Roads

Type of Road Approx. Length

National Highway 26 km

Local Roads 25 km

Madia Dam 4 km

Dehra Dam 5 km

Dhassan dam 6 km

Chakarpur Dam 8 km

4.11 Cost of the Project

As an estimate total cost of the project including land, equipment and machinery, buildings will be approximately Rs. 1514.477 Crores.

4.12 Construction Period Total time required for construction of all components of the project will be 5 years from the date of start of construction.

4.13 Construction Camp during Construction Phase Manpower requirements for construction of the project are given in Table 4.14 to Table 4.16. Efforts will be made to deploy local people subject to availability. Construction camp will be located near Madia Dam & Power House, Dehra Dam & Power House, Dhassan Dam and Chakarpur Dam. Required facilities to be provided at the construction labour camps will be as per applicable rues and regulations. Some major facilities available at the construction camps will be as given below: 1. Sanitary and toilet facilities will be provided at the construction camps.


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2. Adequate drinking water facilities will be provided. 3. Adequate illumination will be provided at the construction camp. 4. Kerosene /LPG will be provided for cooking food by laborer and use of forest area

will be discouraged and prohibited. 5. Suitable medical facilities will be arranged at construction camps and regular visit

of qualified medical practicener will be ensured time to time and as and when required.

6. Sewage and municipal waste generated at the construction camp will be collected and disposed as per applicable regulations.

4.14 Staff Colony for Operation Phase

No staff colony is proposed during operation phase as manpower requirement will be limited to only 30 personnel.

4.15 Sources of Pollution During Operation Phase

During operation phase of the project, there will not be any source of air emissions. Very small quantity of sewage may be generated at Madia and Dehra Power Houses, which is proposed to be treated in septic tanks at respective places and utilized for irrigation of greenery purpose. Noise Levels in powerhouses near turbines may be relatively higher and therefore, suitable mitigation measures will be suggested in Environmental Management Plan.

BORROW AREA

The survey for construction materials only have been carried out for material like

gravel, sand, rock and soil.

COMMAND AREA :-

For purpose of fixing the alignment of the main canal strip survey has been carried out.

The detail

RAINFALL (DATA

SOIL SURVEY :

SALIENT FEATURES :

Reconnaissance soil survey of 156200 ha extending over the command of Bina

complex river project and covering 226 villages has been done by Agriculture

Department of M.P. State. It is observed that the slope of the command normally range

from 0 to 1%, 1 to 3%, 3 to 5% and 5 to 10% as per different slope classes except in the

area near hillocks and Nallas. General slope of the terrains is from south to north.

Drainage pattern of the command area is dentratic type. In general the command area is

moderatly well drained. While Soyabean is the main crop, Wheat pulses etc are also

cultivated where soil conditions are favourable and irrigation facilities from tanks,

wells or stream are available.

4.16 FIELD WORKS :

The field map having a scale of 1,50,000 was prepared as a base map the map was

divided into 1648 auger bore grids. Each grid covers an area of 100 hectares. After

dividing the map in to auger bore grids, it was again divided into profile grid. Each

profile grid consists of a auger bore grid with area of 900 ha. After the preparation of


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field map, the field parties were sent to the project for traversing and taking the

observations in asigned area.

Besides collecting soil samples the field staff gathered relevant information about

general cropping pattern, fluctuation in ground water table, natural flow etc.

LABORATORY INVESTIGATION :

All the 1648 soil samples collected from 18.3 profiles were analysed in the laboratory

for calcium cabonate, organic carbon, soil, PH, electrical conductivity, water holding

capacity and mechanical composition.

4.18 SOIL CHARACTERISTICS :

Soil of the surveyed area is mostly very deep followed by deep and moderately deep

soils and areas of shallow soils are very limited.

4.19 SOIL TEXTURE :

The soil of the survey area is moderately course to fine in texture and their extents are

presented in the following table :-

S.No Textural Class Area in Ha % age of Surveyed

area

1 Clay 128341.40 82.165

2 Gravelly 347.00 0.222

3 Clay loam 13673.000 8.754

4 Gravelly clay loam 5172.000 3.311

5 Sandy clay loam 3993.000 3.311

6 Gravelly Sandy clay loam 4269.600 2.733

7 Silty clay loam 404.00 0.259

Total 156200.00 100.00

4.20 TOTAL SOLUBLE SALTS IN SOIL :

2211 soil samples were taken for conducting electrical conductivity test to find out the

soluble salts presence in the soil. All samples have shown the electrical conductivity

below 1.00mhos/cm, which are well within normal limit and is suitable for the growth

of all the crops.

4.21 PH VALUE OF SOIL :

In all 6390 soil samples were analysed for PH. The PH in command area varies from

6.6 to 9.00. The different PH rangaes of samples are presented in table given below :

Different PH ranges of soil samples

S.No Ranges PH Description No. of

Samples

Percentage of

total samples

1 6.1 to 6.5 Slight acidic 14 0.219

2 6.6 to 7.3 Neutral 308 4.820


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S.No Ranges PH Description No. of

Samples

Percentage of

total samples

3 7.40 to 7.8 Mildlyalkaline 1586 24.20

4 7.9 to 8.4 Moderately

alkaline

4129 64.616

5 8.5 to 9.00 Strongly alkaline 353 5.525

Total 6390 100%

It is obvious from the above table that most of area is of PH in between 7.4 to 8.4.

4.22 CALCIUM CARBONATE CONTENT OF SOIL :

7513 Soil camples were analysed for calcium carbonate content. The calcium

Carbonate content ranges from 0.10 to 15%. But in few cases the higher percentage is

observed. Different ranges are presented in table given below.

S.No Ranges of Caco3 Class No. of

Samples

Percentage

1 0 - 1 Nill 1107 18.14

2 1 - 3 Slight 3936 41.56

3 3 - 5 Moderatly 1135 18.60

4 5 - 10 Strongly 731 11.90

5 Above 10 Very Strongly 604 10.80

Total 7513 100%

It is seen from the above table that majority of project area (41.56%) is slightly

colacareous.

4.23 AGRICULTURAL PRACTICES :

In the proposed command Soyabeen is the main crop of the area which is followed by

Rabi crops i.e. Wheat, Gram, Oil seed, vegetable and then Kharif crops i.e. Jewer,

Makka, Vegetable.

With the introduction of irrigation adoption of green menuring practices and suitable

application of fertilizers the area is likely to yield very good rabi season, where water is

available in the reservoir after Soyabeen season.

4.24 MANURIAL STATUS OF SOIL

4339 samples collected from surface were analysed for oraganic carbon content. The

percentage of organic matter adds texture of soil and topography of land play important

role to increase the biological activities, moisture absorbing capacity of the soil and

helps reversion or fixation of phosphates by improving the physical state of soil in

relation to texture. It is also a source of nitrogen in soil. Samples were not analysed for

N.P.K.. values.


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Different range of organic carbon is shown in the table below :-

S.No. Category Range in

percentage

No. of

Samples

% age of total

samples

1 0 to 0.3 Very low 200 4.609

2 0.3 to 0.5 Low 2189 50.449

3 0.5 to 0.75 Medium 1460 33.648

4 0.75 to 1.00 High 490 11.294

Total 4339 100%

It is clear from the above table that 200 soil samples have shown the very low quantity

of organic carbon the area needs to be supplemented by organic manures. Low to medium

class have shown in 3649 soil samples only 490 samples have shown the high percentage of

organic carbon.

4.25 CONCLUSION FOR SOIL TEST :

The foregoing Paras indicate that :

i) The soil are generally moderately fine to fine in texture and are clayey in nature.

ii) Gravel percentage of soil is low in the whole of the area.

iii) Total soluble salts percentage is well within normal limit which is suitable for

growing all the crop.

iv) The soil PH over the area is generally between 6.1 to 9.00.

v) Calcium carbonate is present throughout the area and most common range is 1

to 3 %

4.26 RECOMMENDATION :

The results of testing of soil of the area indicate that the area can be designated as fit for

irrigation and is expected to be quite beneficial.

4.27 SURVEY OF CONSTRUCTION MATERIALS :

Investigation for the availability of soils for erthen dam were done by excavating trial

pits upto 5 feet depth. It is observed that adequate quantities of soils are available

within a lead of 1.5 km.

The main earth dam has maximum hight of 25.22m. The soil samples for boroow areas

were tested by upper chambal circle indore (M.P.) . Most of the samples containing

good amount of fine and belong to C.I., CH, and MH groups according to unified

classification system and will be practically impervious. The clay varies from 6% to

54%. The optimum mositure content and maximum dry density veries from 12.4 to

27.30% and 0.894 to 1.20m/cc with an average 20.31% and 1.047 gm/cc respectively.

In view of this homogeneous earth dam is proposed.

4.28 STONES (FOR BOULDER TOE, RIPRAP AND MASONARY)

The stone quarry is located in neighbouring hills near SamesKehdi village and it is

observed that there will not be any difficulty in their access or working.

Materials obtained form rock excavation at waste weir site in approach channel and

spill channel, are proposed to be used as pitching stone and for boulder toe. Balance

quantity will be met from nearby quarries at an average lead of 2 km.


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4.29 AGGREGATES :

Natural stream gravel is not available in sufficient quantity and will have to be obtained

by crushing quarried rock. Sand is available in the Bina comple river both U/S and D/S

of the dam site. Average lead of sand will be 2 Km.

4.30 PUZZOLANA AND OTHER ADMIXTURES :

At present puzzolana is not propsed to be used in Bina comple project. How ever, if it

is required, it shall be considered at the time of construction of the project, as quantity

of Masonary is quite normal.

4.31 DESCRIPTIONS OF EXISTING AND PROPOSED ROADS AND

TRANSPORT FACILITIES FOR MATERIALS :

At present there are no roads as the proposed quarries are still un-explored 5 Km. long

road from chainage 60 of dam will have to be constructed for transportation of these

materials which include 3 Km. road along the dam line.

4.32 SURVEY FOR BORROW AREAS AND QUARRIES :

The surveys of borrow area and quarries have been completed. Adequate quantities of

soil are available with in lead of 1.5Km. and stones and aggregates within a lead of 2 to

3Km.

4.33 GEOLOGICAL INVESTIGATION DONE :

The drilling work on the project was first taken in February 1988. Most of the drilling

work has been carried out after clearance from the Department of Atomic Energy in

November, 1983.

Geological investigations comprise of drilling of 25 bore holes along the dam exis to a

total drilling of 684.36m and 3 Nos along spill channel centre line to total drilling of

37.53M & 3 Nos. along spill channel on D/s of dam axis total drilling 45m.

In addition 5 trial pits along dam axis are suggested by Geologist of G.S.I.

4.34 GEOLOGY :-

The site is located near a point where the river changes its regional direction form south

east to north west. Dence basalt are exposed at site.

4.36 SURVEY OF CONSTRUCTION MATERIALS

Survey of construction materials for construction of earthen dam and other masonry

structures was carried out on both the flanks of river and upstream D/s of bund beyond

a distance of 10 H to find out the suitability and availability of different materials

namely boulders (picked up & quarried) metal, sand and soil the field explorations and

the laboratory tests for the above materials are yet to be conducted.

S T O N E S :-

FIELD EXPLORATION :-

No field explorations for stone samples and metal etc. were carried out. However there

are many local pits where the presence of black stone with skin is in vicinity of quarry

and some are in open condition on ground level. The picked up boulders quarries are

located on the both flank along ridge line hillocks and for quarried stones near village

ILaskheri on Hillock and there is no difficulty in approaching the quarries. The quarried

stone quarry is partly along ILaskheri to Sonkatch fair weathaer road. All quarries are

shown on map saperately. Since there are no separate quarries nearer than this, the

same quarries are proposed for metal also. The average lead of quarried boulders metal

and picked up boulders are 1 Km. & 2 km. respectively.


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B. LABORATORY TESTS :-

The laboratory tests for stone and metal samples and picked up boulders samples will

be carried out. The approximate quantities of quarried boulders picked up boulders and

metal required for the Head work along with the availability are given in the statement

of this annexure.

II S A N D :-

A FIELD INVESTIGATION :-

Sand is available in sufficient quantity in Bina comple River.

The average lead for Head work is 2 Km. The quarry is easily approachable. The

required quantity and available quantity of sand is given in statement No. 1.

B LABORATORY TESTS :-

The sand samples are yet to be tested as soon as the samples will be tested, the results

will be submitted.

S O I L :-

A FIELD INVESTIGATION :-

The investigation for the availability of different soils for earthen dam was done by

excavating number of trial pits at borrow areas near the dam beyond 10 H line. It is

observed that the adequate quantity of soils are available with the most economical lead

of 3 Km. maximum.


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CHAPTER – V

GEOLOGY

GEOTECHNICAL REPORT ON THE RESERVOIR COMPETENCY STUDIES IN

PARTS OF BINA COMPLEX PROJECT MADHYA PRADESH


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5 Geology 5.1 Regional Geology

Sagar District: The main physiographic features are Malwa plateau, part of Damoh plateau with its scrap and long but narrow ridges of Kaimur hill ranges, and an isolated flat lying alluvial plain. The maximum relief is of less than 400 m. The fringe area near north eastern border has undergone a fair degree of dissection and landforms are controlled by structural disposition. Betwa and Bina rivers drain the north-western parts of the district while Dhasan, Sonar and Kopra rivers drain the other parts of the district along with their turbines.

Figure 5.1: Slope Map of the Madia Area


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Figure 5.2: Slope Map of the Dehra Area


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Figure 5.3: Slope Map of the Dhasan Area


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The district exposes rock formations ranging from Bundlekhand granite gneissic complex of Archaean age to alluvium of Pleistocene- Recent age. The Archaean is over lined by rocks of Bijawar group of lower Proterozonic age. Limited exposures of Lamestas and Deccan Trap lavals of upper Cretaceous to Palaeogene are found in the district. Granite rocks, gneisses and migmetites occur in the northernmost part of the area. Overlying the Archaean rocks. Semri, the northernmost part in juxtaposition with the Archaean rocks occupy comparatively larger area in the northern half of the district. The rocks of Rewa Group are seen occupying the central parts of the district in the area north of Sagar. The Bhander Group of rocks of the Vindhyan Supergroup and Lameta Group of rocks overlying Deccan Trap lava flows occupy

Figure 5.4: Slope Map of the Chakarpur Area


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about 80% of the area of the district. About nine ‗aa‘ types of flows have been reported. Except for the NE–SW trending shears occupied by quartz reefs, Bundelkhand Gneissic complex does not exhibit any significant structural disturbance. The Bijawars are gently wraped and show ENE-WSW trends while Vidhyan rocks show broad shallow synclinal folds. Vidhyans by and large show very shallow to sub horizontal bedding dips. Numbers of micro lineaments trending along NNW-SSE, NNE-SSW, NE-SW have been noticed. Raisen District: Physiographically, the area of the district exhibits mostly a region of low level plateau of extrusive origin in the northeastern and eastern part, older flood plain alongwith younger flood plain (including in-filled riverbeds in the southern part and low level structural plateau in the central and western part. The other landreforms are plain of extrusive origin in the north western part, structural depression in the southwestern part of the district. The district forms a part of Narmada and Ganga (Betwa and Ken sub-basin) basins. The water divides between Narmada river and Betwa Sub-basin is a curillinear in shape and divide district nearly in two equal parts. Narmada river and its tributaries drain the acentral and Southern part of the district and the general gradient is towards Southern direction. Bina river and its tributaries drain the northeastern part of the district. The general gradient of the western and northern part of the districts is towards northern direction. The maximum and minimum elevations of the area are 720m and 313m above mean sea level at 15 Km NE of Silvani and 26Km SW of Bareli, respectively.

Lithology Group Straigraphic Status

Age Nature and Characteristics

Alluvium Quaternary Broad stretch of alluvial cover in the eastern boundary

Laterite Cainozonic Small isolated outcrops

Basaltic flows (9 aa flows)

Deccan Trap Upper Cretaceous To Palaeogene

Fined to medium grained, hard volcanic rock

Limestone, calcareous, sandstone Lameta group

Upper Cretaceous

Reddish, fine to medium grained rock

Upper Bhander sandstone

Sirbu shale

Bhander (Nagod) limestone

Ganugarh (simrawal) shale

Lower Bahnder sandstone

Bhander

Group

Red, fine to medium grained, hard and massive Greenish green, hard thinly laminated, hard and silicified at places Bluish grey/ pinkish, fine grained, hard and massive Brick Red, impure


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calcareous with fine stringers of calcite at places Brownish, fine to medium grained and massive

Sandstone, shale a) Sandstone

Rewa Group

Vindhyan Super Group

Upper To Middle

Proterozoi

Discontinuous outcrop, dark coloured, white to pink coloured, medium to coarse- grained rock

Sandstone, conglomerate, shale Kaimur group

Dark coloured whitish pink, and medium grained rock

Shale, limestone, sandstone Semri group

Hard, sedimentary, hard to medium grained rock

Chert Brecia, shale limestone, phylite, schist

Bijawar Group

Lower Proterozoic

Hard, soft, pebble bed carbonaceous rock, gently warped, reddish brown to yellowish brown

Granite, gneiss and magnate Bundelkhand Granitoid Complex

Archaean To Lower Proterozoic

Had, massive rock with dominant porphyritic, medium to coarse grained leucocratic rock.

(Source : Geological Survey of India) Rock formations ranging in age from Meso Proterozoni to Holocene (Quaternary) are exposed in the area. The Vindhyan Supergroup is represebted by upper Vidhyans, which includes Kaimur, Rewa and Bhander of meso Proterozoic age (200-1600m.y) Compromises Bijaigarh shale with interbeds of sandstone and Upper Kaimur sandstone with gritty and pebbly horizons at base. It is exposed in the northwestern and southern part of the district. Rewa Group of Neo Proterozoic (early age (1600-900 m.y.) is exposed in the northwestern and southwestern, central and northwestern part and at places in the northern part of the district. It compromises Panna shale, lower Rewa sandstone with clay balls and pebbles, Jhiri shale with thin bands of siltstone and upper Rewa sandstone with ample cross bedding at places. Bhander Group of Neo Proterozoic (late) age (900-570 m.y.) occupies the western, southwestern and cenral part of the district. It compromises Ganurgarh shale, Bhander limestone, lower Bhander sandstone with small lenses of shale and gritty at base.

Deccan Trap basalts of Malwa Group of Cretaceous to Palaeogene age (65-60 m.y.) occupies the northeastern part, major porion of eastern and central parts and at places in the southwestern part of the district. It consist of a sequence of 23 basaltic lava flows of simple, Aa and compound types with a cumulative thickness aroud 380m. Malwa group is classified into Gaganwar, Kalisindh, kankariya – Pirukheri and Indore Formations. Gaganwara Formation is the oldest


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formation of malwa group and is exposed in the escarpment section of Deccan plateau facing towards south. It comprises four Aa and a compound basaltic lava flows and a ‗Aa‖ basaltic lava flows and these flows are non-porphyric in nature containing megarcyrsts of feldspar. The flow junctions of this formation are marked by thin beds of inertrappean (chert, cherty limestone) and red boles. Indore Formation comprises seven ―Aa‖ and compound basaltic lava flows and these flows are non-porphyritic to moderately in nature. The flow junctions f this Formation are often marked by a thin horizon of red bole or inertrappean beds of clay, chert and cherty limestone. Vindhyan upland and Deccan plateau are often crapped by laterite of cainozoic age. The thickness of laterite capping varies from 10-40 cm. Alluvium of middle Pleistocene to Holocene (Quaternary) age (<1 m.y.) occupy considerable area in the western and southwestern part of district and the exposed thickness of these sediments is about 35m. In general it is represented by sediments consisting of clay, silt and sand mixed with rock, Pebble. The alluvial deposits in the South eastern part of district are a sequence of sediments of Palacomain of Narmada river and a typical of fluviotile environment.

Explanation

Lithology Straigraphic Status

Group Age Nature and Characteristic

Non – calcareous silt, sand and Gravel

Ramnagar Fm Pebby sand, fine to medium sand and silt

Calcified silt, sand and gravel

Bauras Fm Light gray to dark gray, interlayered gray, calcareous silt and sand: coarse sand: gravel and conglomerate

Calcareous silt, sand, gravel, sandstone and conglomerate

Hirdepur Fm Grey, Calcareous sandy silt: interlayered gray, calcareous silt and sand: coarse sand: gravel and conglomerate

Calcareous sand, silt, clay, gravel and conglomerate

Baneta Fm Middle Pleistocene to Holocene (Quaternary)

Calcareous, brown silt: fine sand with lenses of volcanic ash, beds charcoal bearing red silty sand: calcareous clay, coarse sand: gravel and conglomerate

Sandy silt, silt, clay, gravel and conglomerate

Surajkund Fm Yellow silty clay: steel gray silty clay: brown, fine sand: gravel and conglomerate

Alluvium – unclassified

Yellow brown gray to black clay, silt sand mixed with red pebbles

Laterite Cainozoic Brick red, yellowish brown, massive, boldery and cavernous

‗Aa‘ & Compound basaltic lava flows (7 flows)

Indore Fm Dark gray, fine grained, non-porphyritic, containing, dense, hard rock


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‗Aa & compound basaltic lava flows ( 3 flows)

Kankariya Pirukheri Fm

Malwa Group

Cretaceous To Palaeogene

Dark Grey, fine grained, non- porphyritic to porphyritic, containing megarcysts of feldspar, hard rock

Compound to simple and ‗Aa‖ basaltic lava flows (8 flows)

Kalisindh Fm

(DECCAN TRAP)

Dark grey, fine grained, non- porphyritic to sparsely porphyritic, dense, hard rock

‗Aa‖ and compound basaltic lava flows (5 flows)

Gaganwara Fm

Grayish black, fine to medium grained, moderately to highly porphyritic, hard rock

Lithology Straigraphi

c Status Group Age Nature and

Characteristic

Ferruginous shale LAMETA GROUP

Cretceous White, pink, ferruginous, soft rock

Upper Bhander sandstone

Pink, bright purple, maroon, chocolate, fine to coarse grained hard sandstone with gritty at the base and small lenses of shale

Sirbu shale

BHANDER

Neo Proterozoic

(Late)

Yellow green, chocolate brown, thiny bedded and splintery, soft shale with siltstone bands

Lower Bhander sandstone

GROUP Pink, pinkish brown, dark red, fine to coarse grained thickly bedded, massive, sandstone with intraormational conglomerate

Bhander limestone Neo

Proterozoic (Late)

Grey, creamy white, greenish grey, purple, dark grey, fine to medium grained, hard rock

Ganurgarh shale Yellow, green, maroon, splintery, calcareous to non calcareous shale wih thin sandy partings

Upper Rewa sandstone

Buff, pink, yellow, fine to coarse grained, hard with ample cross bedding at places

Jhiri shale REWA

GROUP

Olive green, yellow with dark brown bands, highly splintery and fissile shale with thin beds of siltstone and sandstone


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Upper Kaimur sandstone

Kaimur Group

Bright purple, pink, buff, fine to coarse grained, had sandstone with gritty and pebbly horizons at base.

5.2 Preliminary Geological Investigation of the Project Area

Madia dam The examination of the dam site area revealed that the fine grained hard, compact and highly jointed sandstone belonging to the Vidhyan Super Group is exposed in the river bed section. The trend of the bedding is N 35°W-S35°E with dips ranging from 5° to 8° in N55°E.direction. The following set of joints has been recorded in the river bed section which is tabulated below.

Joint Set

Strike & Drip Quadrant Spacing Continuity Opening

(i) N40°E-S40°W/Vertical 30-50cm Long continuity Upto 0.5cm

(ii) N60°E-S60°W/Vertical 15-30cm ― (4-5m) Upto 0.5cm

(iii) N40°E-S40°W/15°-18°N50°W

40-50cm ― (4-5m) Uptp 0.5cm

The left earthern section shall be located on the alluvial soil underlain by sandstone, whereas the right side earthern section shall rest on thick cover of black soil and at places reddish brown latenitic soil underlain by basalt (Deccan Trap).

Power House Site Fine grained, hard compact and horizontally bedded and jointed sand stones are exposed at the proposed power house site (which is about 600m. downstream of Rahatgarh falls) on the left bank of Madia river. The powerhouse may be depressed to have more generation if the design to permits leaving a suitable width of rock ledge towards the river site. The following set of joints has been recorded in the area, which is tabulated below.

Joint Set Strike & Drip Quadrant Spacing Continuity Opening

(i) NW/SE/Vertical (V.Prominent)

15-30 Long Continuity

Upto 0.3 cm

(ii) NW-SE/85˚SW 15-30cm ― Upto 0.4 cm

(iii) N40°E-S40°W/ 7°-8°S50°E

15-40cm ― Upto 1-2 cm

(iv) N70°E-S70°W/6°-8°S20°E 50cm 5-7m Upto 1-2 cm

(v) N70°E-S70°W/Vertical 50-75 7-10cm -

Chakarpur Dam Site

The proposed axis of the dam passes through large soil covered section. Fine

grained, highly jointed, fractured, compact amygdaloidal/vesicular basalt black in

color is exposed in the river bed section but the flanks are covered with about 5m

thick soil as can be seen from the river bed.

Dhasan Dam Site


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At the proposed dam site (Lat. 23°50‘ Long. 78°34‘) the river bed is occupied by basalt (Deccan Trap), which is highly fractured, dissected, jointed and vesicular but hard and compact, black in color. In the rest of the proposed dam section black cotton soil is mainly present the thickness of which may be of the order of ±7-8 meter.

The subsurface explorations are being taken up by way of drilling and pitting with permeability tests to arrive at the foundation grade, positive cut off, grout curtain etc.

Dehra Dam Site

At the proposed dam site, highly fractured jointed but hard and compact fine to

medium grained sandstone belonging to Vindhyan Super Group is exposed in the

river bed section and on the abutments. The trend of sandstone in general is

N72°W - S72°E with the dips ranging from 15° to 19° dipping in the upstream

direction which is a favorable situation. Following set of joints have been recorded

in the area which are tabulated below:

Joint Set Strike & Drip quadrant Spacing Continuity Opening

(i) N 35°W-S35°E/60°N55°E 30-50 4-5 2-3

(ii) N40°W-S90°E/84°N50°E 30-50 4-5 2-3

(iii) N80°E-S80°W/73°S10°E 50 2-3 5-4

(iv) N50°W-S50°E/Vertical 40-50 5-7 1-2

Power House Site

The proposed surface power house may be located on the right side flat ground. The overburden at the site is expected to be of the order of 2m ±, below which highly fractured, jointed but hard and compact fine to medium grained sandstone belonging to Vidhyan Super Group is expected to be encountered. Sufficient space is available to locate the powerhouse at this site.

5.3 Seismology The Madhya Pradesh, along with Gujarat and Maharashtra, has suffered from frequent earthquakes, both deadly and damaging, although not located on or near any plate boundaries. All the earthquakes are intraplate events. Most of the activity is confined to the Narmada-Son fault zone, which runs across the state. Several faults have been identified in this region out of which many show evidence of movement (1) during the Holocene epoch. Among them and the most prominent is the Narmada-Son South Fault zone that runs from near Khargaon in western Madhya Pradesh in an east-northeasterly direction right upto the Rihand

Figure 5.5: Seismic Map of MP

http://asc-india.org/seismi/#1


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dam in southern Jharkhand in the east. The Gavilgadh Fault extends from near Bhusawal in Maharashtra and extends up to Seoni district in Madhya Pradesh. In the north, the Great Boundary Fault runs along the Chambal river which forms the state border with Rajasthan. This fault has repeatedly reactivated in the past changing the course of the Chambal and Yamuna rivers. However, it must be stated that proximity to faults does not necessarily translate into a higher hazard as compared to areas located further away, as damage from earthquakes depends on numerous factors such as subsurface geology as well as adherence to the building codes. The state of Madhya Pradesh falls in a region of low to moderate seismic hazard as Shown in Figure 3.5. As per the 2002, Bureau of Indian Standards (BIS) map, Madhya Pradesh also falls in Zones II & III. Historically, parts of this state have experienced seismic activity in the M5.0-6.0 range.

CHAPTER-6

HYDROLOGY

FLOOD REPORT APPROVED BY CWC:-

Design Flood Studies for Reservior Estimation of design floods is an essential pre-requisite for rational and safe design ofmajor

hydraulic structures. The proposed BINA Complex comprises of four such structures- two dams

on river Bina viz. Madia and Chakarpur dam, one on Dhasan and a dam on Dehra nallah,

According to IS-11223 (1985) selection of design flood is governed by the gross storage and

hydraulic height of dam. Considering the proposed storage and height particulars of these

structures, the following design floods are selected for design of the spillway and checking

safety of dam against overtopping:

• Madia Dam: Probable Maximum Flood (PMF)

• Dhasan Dam: Probable Maximum Flood (PMF)

• Dehra Dam: Probable Maximum Flood (PMF)

• Chakarpur Dam: Probable Maximum Flood (PMF)

Database and Methodology


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In the absence of data on observed flood hydrographs for rivers, synthetic unit hydrographs are

derived making use of the relationships between unit hydrographs parameters and the physical

parameters of the catchment as given in CWC Flood Estimation Report for Betwa Sub- zone 1

(C). The estimates of probable maximum and standard project storms were obtained from CWC

Dam Safety Assurance and Rehabilitation Project: Generalized Preparation of New PMP Atlas

Ganga River BasinVolume I: Main Report ( May 2013).

Physiographic Parameters

For the design flood review studies, the Physiographic Parameters of the project catchment have

been estimated by processing SRTM_52_08 digital elevation model data using Arc GIS.

Physiographic and UH Parameters for BinaComlex Irrigation &Multipurpose Project

Details Sub Basin Name

Madia Dhasan Chakarpur Dehra

Pysiographic parameters

Catchment Area (Km²) 1109.84 424 1360.54 62.9

Longest Flow Path L (km)

60.23 50.58 77.5 13

Centroidal Flow Path, Lc (Km)

- - - -

Equivalent Stream Slope, S (m/Km)

0.73 1.48 1.26 3.72

UH Parameters

Tp (hour) 12.5 8.5 11.5 3.5

Qp (cumec/sq. km) 0.17 0.23 0.18 0.72

W50(hour) 12.89 9.05 12.18 2.86

W75(hour) 5.90 4.38 5.62 1.66

WR50(hour) 4.2 3.01 3.98 1.02

WR75(hour) 2.15 1.63 2.06 0.65

TB (hour) 48.0 33.0 44.0 14

Tm (hour) 13.0 9.0 12.0 4.0

Qp (cumec) 188.67 97.5 244.9 45.24

Estimated of PMS (Probable maximum storm)

The value of probable maximum storm rainfall depths were derived from data contained in the

Generalized PMP ATLAS in respect of Betwa Basin. These are given in below:

Generalised PMP Values for Project Catchments

Dam Site Catchment Area, km2

Day PMP rainfall, mm

Day PMP rainfall ,mm

Madia 1109.84 508 629 Dhasan 424 520 714


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Dehra 62.9 587 -

Chakarpur 1360.54 506 625.5

Design Flood Studies and Results

Repot regarding these Studies have also obtained from IMD New Delhi but results was

not satisfactory .So such Data is not used for finalization of these studies .Total study is

based on the Data obtained from New PMP ATLAS Ganga River Basin Volume I: Main

Report (May 2013). The project was designed for design floodat the Four Dam Sites as

6012.2 cumec for Madia, 3011.6 cumec for Dhasan, 932.4 cumec for Dehra and 7587.8

m for Chakarpur reservoir.

SEDIMENTATION STUDIES OF RESERVOIRS APPROVED BY CWC:-

No river sediment observations are available at the proposed sites of reservoirs or in

their vicinity. Date on silt rates derived from re-surveys of reservoirs intercepting

comparable catchment are also not available. However, some results have been

reported for major reservoirs in the region, built on very large catchments, viz. Matatila

reservoir on Betwa river receiving sediment transported from a catchment of 46,370 sq.

km. The average sedimentation index at matatila reservoir based on survey from 1994 is

reported to be 4.69 ha-m per 100 sq. km of catchment per year . Considering the large

presence of heavy soils, and forested nature of upper watersheds, and in view of the

sediment control measures proposed, an average annual sediment inflow rate of 5 ha-m

per 100 sq. km. is considered more than adequate and adopted for provision of siltation

in storage planning.

Assessment of Total Volume of Sediment Deposits

Total volume of deposits in a given period depends on the sediment trapping efficiency

and density of the deposited sediments. The trapping efficiency is essentially a function

of capacity –inflow ratio, nature of sediments, hydraulic properties of the reservoir and

outlets, besides the mode of reservoir operation. The density of deposits is dependent

on sediment properties and age of the deposits. Since sediment inflow rate assumed is

based on reservoir resurveys data and is in volumetric terms, adjustment if any is

required only to the extent project storages would differ from say Matatila in terms of

their trapping efficiency.

Total Volume of Sediment Deposits

Name ofReservior

Capacity inflow Ratio

Trapped efficiency

Slope (m) Type of Reservior

Madia 0.66 0.96 4.2 Type-I (LAKE)

Dhasan 0.46 0.96 4.1 Type – I (LAKE)

Dehra 2.62 0.98 3.6 Type – I (LAKE )

Chakarpur 0.9 0.98 4.1 Type –I (LAKE)


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Name of Reservoir

Catchment Area (Sq.

Km.

Sediment Inflow (MCM)

Trapped Sediment Volume (MCM)

50 Year 100 Year 50 Year 100 Year Madia 1109.84 27.75 55.5 26.64 53.27

Dhasan 424 10.6 21.2 10.18 20.35

Dehra 62.9 1.57 3.15 1.54 3.08

Chakarpur 187.8 4.68 9.36 5.73 11.45

Sediment Distribution Studies and Results

To Fix the dead storage capacity of the proposed Reservoir , the guidelines given in

“Fixing the Capacities of reservoirs – method , part 2 Dead Storage , IS 5477 (Part

2):1994” have been followed . Empirical area- reduction method is used to project new

zero elevation assuming 100 years of operation, and establish revised area- capacity

curves at the end of designated periods (50/100 years) of sedimentation. For this

purpose, the data from latest basin surveys, and quantity of total deposits assessed as

above are used, along with estimates of the FRLs arrived from preliminary water and

storage planning studies. The sediment study at the Four Dam Sites are enclosed as

Annexure- I to XIII. The new zero elevation expected after 100 year of sedimentation

work out as 487.62 m for Madia, 491.06 m for Dhasan, 465.35 m for Dehra and 435.75 m

for Chakarpur reservoir.

Name of Reservoir

Level (m) DSL (100 YEAR) at NZE

DSL (50 YEAR) at NZE

Capacity at FRL (MCM)

Capacity at FRL (MCM)

Original

Revised at 50 Yrs

Original Revised at 100Yrs

1 2 3 4 5 6 7 8 Madia 501.1 487.62 485.17 313.

11 286.45 313.11 259.82

Dhasan 498.5 491.06 489.07 86.47

76.26 86.47 66.11

Dehra 491.6 465.35 465.13 72.36

70.86 72.36 69.31

Chakarpur 451.5 435.75 432.53 74.31

68.57 74.31 62.86


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CHAPTER – VII

POWER DAM AND POWER HOUSE

Nature

The proposed project is complex Irrigation and Multipurpose Project, which will include generation of hydro-electric power by two hydroelectric power plant having installed capacities of 2 x 11MW and 2 x 5 MW at Madia and Dehra dams, respectively. Tail water from Madia and Dehra Dam will be stored at Chakarpur dam and will be used for irrigation purpose through main canal.

The hydropower development consists of under ground power house at Madia Dam on the

left bank side of Bina River and another surface power house across Dehra Nala

downstream of Dehra Dam. The Madia Dam Power House utilizes the stored water from

Madia Dam released to generate power and discharges tail water into Bina river. The

water then is picked up at Chakarpur dam across Bina River to be led into the main canal

for irrigation purposes. Similarly water stored at Dhassan Dam will be taken to Dehra

Dam through a feeder canal and power is generated at the Dehra Power House using the

same water. The tail water from the Dehra Power House will be taken to Chakarpur Dam

via Dehra nallah and ultimately meet Bina river. Then, it will be led into the main canal

for irrigation purposes.

Alternative Studies for Madia and Dehra Dam Power Houses

Scheme I : Madia Dam Power House

Madia Dam Power House is proposed to be constructed on the downstream side of Madia

Dam on Bina River. The power house will be located downstream of Rahatgarh falls near

village Gawri. The water from the Madia dam dam proposed to be released for irrigation

purpose through the power house. After power generation it will be picked up at

Chakarpur Dam from where irrigation canal takes off. The Madia dam power-house will

be a peaking power station generating power for only during 5 peaking hours daily. The

dam is proposed to be filled up during monsoon season from June to October every year.

Releases from the dams will be done for Rabi crop from October to March using full live

capacity of the dams. The generation of power can be done throughout the year.

Schedule of Release of Water for Irrigation and Generation of Power

The total quantity of water in the Madia Dam live capacity 310.44 MM³ is to be released as per monthly given in Table 6.1 during October to March. During April to September, also canal releases will be made from dam as shown in the same table.

Power Generation and Installed Capacity

Maximum power will be generated during the month of October when the discharge through turbines will be maximum at a value of 103.21 cumec. The net operating head is varying between 40 m to 45 m as per the tail water level in the alternative layouts chosen. The power generated works out to 22.5 MW for 23.5 m head. The installed capacity will have to be determined for obtaining maximum generation of energy by adopting actual releases required from the dam as per crop water requirements during 90%, 75% and 50% dependable years. The installed capacity for the maximum discharge of 103.21 cumecs will be of the


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order of 2 x 11 MW = 22 MW, approximately. The annual energy generated will be of the order of 43.25 Million units in a 75 % dependable year. During the months of August and September there is surplus water available in Madia Dam over and above the total demand. This surplus water is used for generation of secondary power during off peak hours to the extent of 5.519 MU. Some surplus water is used also for generation of firm power during peaking hours during August and September. Water Conductor System and Alternative Layouts of Power House at Madia Dam

The water conductor system shall consist of intake structure, head race tunnel or power channel or power conduit, surge tank, pressure shaft and penstocks, tail race tunnel or tail race channel.

In Alternative I & II of Scheme No. I, the water conductor system will have head race

tunnel of 5.5 m diameter, and nearly 650 m length. The surge tank is of 15 m diameter

and 55 m height as per preliminary calculations. It is orifice type surge tank with bottom

EL at 491.2 m and top EL at 547 m. Two penstocks of diameter 4 m each shall be provided to take water from surge tank to the power-house which will be kept at a distance of nearly 200m from surge tank. Two alternative locations of underground power-house have been envisaged according to the direction in which the tail water is to be led into the Bina River. In alternative I the water is proposed to be taken to the river to join at about 1800m down stream of Rahatgarh falls where the bed of the river is at about 455m. In alternative II, the water from power-house is proposed to be taken to the river through an existing Nallah which joins the river at a bed level of EL 451m approximately just upstream of Rahatgarh Road Bridge. In both these alternatives the power house is underground power house. The tail race tunnel is provided in case of alternative I for a length of about 1485m and its diameter shall be about 8m. In alternative II, the tail race tunnel and channel for a length of 800m approximately is provided and the same joins the nallah. The nallah is to be widened and deepened to pass maximum discharge. The Nallah runs for about 3.7Km before it joins the river. Alternative III - In this alternative from the dam water is proposed to be drawn through intake structure with sill level at about EL 492m. Underground conduit will be provided underneath the embankment. A stilling basin will be constructed downstream of the dam. After that a contour canal will be provided at about EL 490 m for a length of 2800m approximately. At the end of the canal a forebay will be provided. Water from forebay will be taken to the turbines in the power house though a penstock embedded in a thick concrete upstream wall of the power house or a concrete dam may be provided separately with a bye pass spillway arrangements. The head available due to the dam will be about 11m (maximum) and about 7.7 m (average), which will be lost. Therefore, the approximate power generated for maximum release of water at the rate of 103.21 cumec will be about 31.35 MW. Therefore, there will be a loss of nearly 9.1 MW of power in this alternative. Main advantage will be that the water conductor and power house will be on the surface

The forebay will have to be formed by construction of earthen bund all round it with a

spillway and tailrace channel to lead the water into the river from spillway.

Scheme I - Dehra Dam Power House


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Dehra Dam Power House is proposed to be constructed on the Dehra Nallah tributary of

Bina river, on the downstream side of Dehra falls. A concrete dam has been proposed just

upstream of Dehra falls (latitude 23˚48’20”, longitude 78˚26’20”). The Dehra Power

house is a dam toe power house. Water from Dhassan dam is proposed to be released for

irrigation through a feeder canal of approximately 6 Km in length and the same water

joins the Dehra dam. Water from Dehra dam is proposed to be utilized for power

generation at Dehra Power House during 5 peaking hours daily. The tail water from

power house will be taken to the Chakarpur dam through the Dehra Nallah and Bina river.

The distance upto the confluence of Dehra Nallah with Bina river is nearly 3.7 km. Main

irrigation canal takes off from Chakarpur dam.

The Dhassan dam is proposed to be filled up during monsoon season from June to

September every year. Releases from the dam will be done for Rabi crop from October to

March. Therefore generation of power can be done mainly during October to March.

Power can be generated during April to September also using the canal releases during

that period.

Schedule of Release of Water for Irrigation and Generation of Power

The total quantity of water in the Dehra and Dhasan dams live capacity 168.565 million m3 is proposed to be released during October to March as per monthly schedule. During April to September also canal releases will be made as shown in the table.

Power Generation and Installed Capacity

Maximum power will be generated during the month of October when the discharge

through turbines will be maximum at a value of 61.67 cumecs. The average net operating

head on the turbines is 36.76 m assuming the average tail water level as 452 m, FRL as

496m and MDDL as 484 m. The power generated works out to 21.24 MW. The installed

capacity will have to be determined for obtaining maximum generation of energy by

adopting actual canal releases required from the dam as per the crop water requirements

during 90%, 75% and 50% dependable years. The installed capacity for the maximum

assumed discharge of 61.67 cumecs will be of the order of 2x5 MW approximately. Total

energy generated during a 75% dependable year is 11.93 million units. Alternative layouts of Power House at Dehra Dam and Water Conductor System

Layout of power house and water conductor system is proposed to be done at the toe of

the Dehra Dam. Both right and left bank sides of Dehra Nallah were considered for

location of the power house and water conductor system. Left bank side was considered

not suitable because of steep slopes of the bank as well as Nallah bed, which will not be

convenient for laying the penstock and construction of power house. On the right bank

side the bank is having benches to place the penstock and also to place the power house

conveniently. Therefore, right bank side of Nallah is chosen for laying out of penstock

and surface power house. The power house complex on the right bank side consist of the following components

1. Intake Structure and Trash Rack in the Power Dam Block 2. Bell Mouth at the Entrance of the Penstock 3. Penstock Gate 4. Transition from Rectangular Shape to Circular Shape of Penstock 5. Steel Penstock 6. Bifurcation of Penstock 7. Surface Power House 8. Tailrace Pool and Tailrace Channel


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9. Switch Yard

Water from tailrace channel joins Dehra Nallah where the bed level is at about 451m.

Switchyard is located on the right bank of a small Nallah right side of the power house.

Conclusions The alternative analysis studies for Madia and Dehra Dam Power Houses has been carried out for Scheme-I and II. Scheme-I is preferable and has been adopted because the total firm annual energy generated is approximately 55.18 million units when compared to 48.043 million units in Scheme-II. Number of Power Houses in Scheme-I is only two against three numbers in Scheme-II, thus increase in the cost of construction, operation and maintenance in case of Scheme-II. The project shall be operated for generation of peaking power with schedule of total five hours per day for peaking. The installed capacity of Madia Power House is 2x11MW and Dehra Power House is 2x5 MW fixed tentatively.

Secondary power is proposed to be generated during off peak hours for 5 hours at Madia Power House using the spilling water flow. The secondary energy generated annually will be 5.519 million units in Scheme-I and 5.472 million units in Scheme II.


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CHAPTER - VIII

IRRIGATION PLANING


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Bina Complex Irrigation and Multipurpose Project

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CHAPTER - IX

IRRIGATION PRACTICES INCLUDING REGULATION AND

CONTROL OF WATER

9.1 PREVAILING SYSTEM OF IRRIGATION :

Irrigation is being done in a chak by field to field supply system. This required flooding in

field near colabas. The works of land shaping, land levelling and construction of field channels and

water courses are all left to the cultivators. Water courses and field channels are limited to upper

reaches only. In most of the cases drainage works have not been constructed.

Since last few years, as new techniques of improved seeds, fertilizers and pesticides are

being adopted and extension measures by Agriculture Department to farmers are taken up.

Additional roads markets and storages are being constructed in the command. Service centre and

veterinary service units are also being provided, with the result that the cultivators are very much

keen to take up irrigation and adopt improved techniques.

The utilization of irrigation potential is now faster. The protection of crop is on the increase.

9.2 PROPOSAL FOR REGULATON, CONTROL AND WATER SUPPLY

(A) LEVELLING OF UNDULATING FIELDS

Provision for land levelling and land shaping of 10% of the C.C.A. i.e9260 Ha been

made in the estimate for Rs. 147.00 Lakhs @ Rs. 10,000/- per ha. This cost will however be fully

recovered from the beneficiaries and credit for the same is given in the estimate accordingly.

(B) CONSTRUCTION OF WATER COURSE AND FIELD

CHANNELS

Previously construction of field channels was the responsibility of cultivators, which was neglected

by them. Hence it is proposed to construct the water course and field channels at the Government

cost.

(C) CONSTRUCTION OF DRAINAGES ETC

Necssity is felt for providing artificial drainage in 25% of P.C.A.

(D) CONSOLIDATION OF SCATTERED HOLDINGS

This work is to be done by the Revenue Department and hence no provision is made

in the estimate.

(E) PROVISON OF GATED REGULATION IN KOLABA HEADS:

It is proposed to provide gated shutters for all the minors and outlets for regulation

of water. Accordingly provision has been made in the estimate.


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CHAPTER - X

CONSTRUCTON PROGRAMME - FARM DEVELOPMENT WORKS

MARKING OF AREAS TO BE COVERED EACH YEAR BY FIELD CHANNELS :

Field channels for the C.C.A. of 84200 ha are proposed to be constructed in the

entire command. These field channels will be surveyed, aligned and constructed by the

Irrigation Department and Agriculture Department. Provision for construction of these field

channels has been made in the estimate under soil conversation programme in the

comming years.

As per the programme for development of irrigation in the command area, yearwise

development is given in as below. Accordingly area which will be covered by filed

channels during each year is given below :

Year of irrigation

Development

% of C.C.A. to

be irrigated.

Area to be covered

by field channels in

Ha.

1st Year 20 14,000

2nd Year 40 28,000

3rd Year 60 42,000

4th Year 80 56000

5th Year 100 84,200

LAND LEVELLING AND LAND SHAPING ETC :

In order to achieve the utilisation of full leveling and land shaping should be done in

the command area wherever required.

I


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CHAPTER - XI

ORGANISATION AND MAN POWER REQUIREMENT

ESTABLISHMENT REQUIRED :

The project is expected to be completed in a period of five years (including pre-

construction year) certain norms of workload have been fixed by the Government for the

field staff required for the onstruction of civil works as below table.

Organisational Unit Total Unit Years

Unit-I Head Works

Division Civil 01

Sub Division (Civil) 02

Q/C Sub Division 01

Unit-II Canal

Division civil 01

Sub Division 04

Total: 09

The Executive Engineer will be incharge of three sub divisions. to Superwise the works of

Project.

One Executive Engineers for Head Works and canal work is required in the

preconstruction stage for carrying out final surveys of works designs, drawings and

construction, so that the works can be started in the first year of construction stage.

During construction period, one civil division with this team sub-divisions. After

construction. two permanent sub-divisions will be continued for completion and

maintenance of dam and canal system.

HEAD WORKS & CANALS

The head work will be under the charge of one Executive Engineer for all the five years.

One sub division for miscellaneous works and land acquisition etc will be under the

executive Engineer from pre-construction stage.

TOTAL OUTLAY ON ESTABLISHMENT

Based on the unit / years required estimate of establishment, and the cost required for the

project is given in abstract.

Total outlay on establishment charges for unit - I , unit- IIand Unit - III are given below

Unit Estimated Cost (crores)

Bina Project

Unit – I Head Work 970.605

Unit – II Canal 376.232


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Unit – II Hydro. Power 167.74

Total :- 1514.578 Crores

CHAPTER – XII

ENVIRONMENT ENVIRONMENTAL ASPECTS OF BINA COMPLEX IRRIGATION AND MULTIPURPOSE PROJECT, MADHYA PRADESH

1. GENERAL

Water resources project development leads to significant impacts on environmental resources of the

project area and its surroundings. The project usually results in establishment of new access routes

and acceleration of encroachment into upstream areas in the watershed, resulting in impacts on

various facets of environment. The present chapter outlines the impacts likely to occur and broad

framework for amelioration of adverse impacts by development of Bina Complex Irrigation and

Multipurpose Project. A broad framework of Environmental Management Plan and Environmental

Monitoring Programme based on the studies has also been formulated as a part of the present

Chapter .

2. OBJECTIVES OF EIA STUDY

The objective of Environmental Impact Assessment (EIA) study is to assist the decision-making

process and ensure that the project options under consideration are environmentally sound and

sustainable. Environmental Impact Assessment (EIA) identifies ways of improving project

environmentally by preventing, minimizing, mitigating or compensating for various adverse impacts

likely to accrue as a result of interventions due to the proposed Irrigation project. The

Comprehensive Environmental Impact Assessment (CEIA) study is a pre-requisite for getting

Environmental Clearance from Ministry of Environment and Forests (MOEF), Government of India

and No objection Certificate (NOC) from State Pollution Control Board.

3. ENVIRONMENTAL BASELINE STATUS

The assessment of pre-project environmental status is essential to determine the environmental

parameters which could be significantly affected due to the proposed project. The planning of

baseline survey study emanates from shortlisting of impacts. This process is known as Scoping.

The baseline study requires both field work and review of existing documents, which is necessary

for identification of data which may already have been collected for other purposes.

3.1 CLIMATE

In the year, four distinct seasons seems in the project area. They are (i) the cold weather (ii) the

hot weather (iii) the south-west monsoon and (iv) the post monsoon.

There are 7 rain gauge stations in and around the project catchments and the command area. The

rainfall records for Sagar and Khurai stations date back to 1901 while observations at Rahatgarh


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and J.C. Nagar which stations are of significant value started only in 1986. The dependable and

average monsoon rainfalls over project catchments as estimated from data for the period from

1976-77 to 2002-03 are 1006 and 1132 mm for Madia, 928 and 1170 mm for Dhasan, and 860

and 1171 mm for Chakarpur catchment. The annual rainfall works out to 1053 and 1198 mm for

Madia, 968 and 1246 mm for Dhasan and 943 and 1223 mm for Chakarpur.

In the project area, maximum and minimum temperatures were recorded as 44.2 oC during May

month while minimum temperature 19.2 oC was recorded during January month. From the

tabulated data, it is observed that May is hottest month whereas January is coldest month. The

onset of monsoons in the month of June results in decrease in both maximum and minimum

temperatures but the average maximum temperature falls more rapidly than the average minimum

temperature. An appreciate drop in day and night time temperatures are recorded by the end of

October month. By the end of February with the onset of summer season night temperatures

increases rapidly.

3.2 GEOLOGY

The main physiographic features are Malwa plateau, part of Damoh plateau with its scrap and

long but narrow ridges of Kaimur hill ranges, and an isolated flat lying alluvial plain. The maximum

relief is of less than 400 m. The fringe area near north eastern border has undergone a fair degree

of dissection and landforms are controlled by structural disposition. Betwa and Bina rivers drain

the north-western parts of the district while Dhasan, Sonar and Kopra rivers drain the other parts

of the district along with their turbines.

3.3 AGRICULTURE

In the proposed command Soyabeen is the main crop in Kharif season. In Rabi, Wheat and Gram

are the major crops. In Kharif, paddy is also grown in some areas.

3.4 FORESTS

The forest type in a given area depends on the climate, the soil and the past treatment. Broadly

speaking based on altitude, the study area falls under tropical forests. As per Champion and Seth

(1968) classification, the following forest types were encountered in the study area:

I. Group 5. Dry tropical forests E1. Tropical dry deciduous forest (5/E1) II. Group 6. Tropical thorn forests 6B. Northern tropical forests C2. Ravine thorn forests (6B/C2) The forest type recorded in the catchment areas of the different reservoirs are as given below:

(1) Madia reservoir: Tropical dry deciduous forest (5/E1)

(2) Dehara reservoir: Tropical dry deciduous forest (5/E1), and Tropical ravine thorn forests

(6B/C2)

(3) Chakarpur reservoir: Tropical dry deciduous forest (5/E1)


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(4) Dhasan reservoir: No forest, only planted trees were recorded nearby villages.

The general discussion on characteristic features of the forest types of the study area are

discussed in the following sections.

Tropical Dry Deciduous Forests (5/E1/Ds1)

The general appearance of the dry tropical forests is that the upper canopy is light but probably

fairly even and continuous in the climax form; the latter is, however, very rarely encountered and

an irregular often broken canopy is usual in consequence, the trees having relatively short boles

and poor form, and a height rarely over 15 m, and often much less. This canopy is formed entirely

of deciduous trees. There is a considerable intermixture of rather smaller trees which in this type

form part of the main canopy layer. There is uaually a thin shrubby undergrowth including some

evergreen xerophytic species. A feature of the forest is the contrast between the hot weather

condition when it is entirely leafless and the soil fully exposed, and the monsoon condition when it

takes on almost luxuriant appearance from the growth of an ephemeral herbaceous vegetation

coupied with the leafing out of the trees and shrubs. If bamboo species planted/natural, is also

leafless during the hot weather. Grass is always present and is nearly always burnt off annually; it

does not include any of the large form. The majority of the tree species which are abundant and

contribute most of the general appearance of the forests are Acacia catechu, Anogeissus pendula,

Acacia pennata, Feronia limonia, Madhuca indica, Butea monosperma, Zizyphus mauratiana,

Azadiracta indica, Mangifera indica, Aegale marmelous and others of xerophytic nature. The shrub

communities include species like Calotropis procera, Solanum xanthocarpum, Carica carranda,

Achyranthes aspera, Prosopis juliflora, Zizyphus oenophila, Vitex negundo, and other associated

species. The hebaceous species of these types of forests recorded includes Xanthium

strumarium, Themeda quadrivalvis, Crinus involucratus, Apluda varia, Euphorbia hirta, Cynodon

dactylon, Saccharum munja, Crysopogon gryllus, Tridex procumbens, and other species form the

ground vegetation.

Tropical Thorn Forests (6B/C2)

An open low forest in which thorny usually hardwooded species predominate, Acacia catechu-

Acacia nilotica-Phoenix species association, being particularly characteristics. The trees usually

have short boles and low branching crowns which rarely meet. The usually height is 6 to 10 m,

however some planted species like Madhuca indica, Mangifera indica, terminellia bellerica,

reaches upto 15 m. There is ille-defined lower storey of smaller trees and large shrubs usually with

spiny and shows xerophytic characteristics. There is usually a thin grass growth which may appear

fairly complete during the short moist season, but more or less of the soil is bare. Climbers are

few, also frequently showing the xerophytic characters of adaptation. The main tree species are

Acacia catechu, Acacia nilotica, Holarrhena pubescens, Butea monosperma, Diospyros

melanoxylon, Ficus bengalensis, Azadirachta indica, Radermachera xylocaropa, Balanites


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aegyptiaca and other species. The dominant shrub species are Calotropis procera, Vitex negundo,

Zizyphus nummularia, Cassia tora, Achyranthus aspera, Solanum xanthocarpum, and and other

associated group of species. The herbaceous floras are similar to that of the dry tropical forests.

Common species are includes Xanthium strumarium, Themeda quadrivalvis, Crinus involucratus,

Apluda varia, Euphorbia hirta, Cynodon dactylon, Saccharum munja, Crysopogon gryllus, Tridex

procumbens, and other species.

The list of major tree, shrubs, climbers and herbs species in the study area are given in Table-1.

TABLE-1 List of floral species recorded in the in study area

Botanical Name Family Economic Uses

Acacia arabica Mimosaceae Timber

Acacia catechu Mimosaceae Timber

Acalypha indica Euphorbiaceae -

Acanthospermum hispidum Asteraceae -

Achyranthes aspera Amaranthaceae

Adhatoda vasica Acanthaceae

Adina cordifolia Rubiaceae Timber

Aegle marmelos Rutaceae Fruit edible

Aerva lanata Amaranthaceae Medicinal

Albizia procera Mimosaceae Timber

Albizia odoratissima Mimosaceae Timber, Food

Alternanthera pungens Amaranthaceae -

Andrographis paniculata Acanthaceae -

Anisomeles indica Lamiaceae -

Anogeissus pendula Combretaceae -

Anona squamosa Annonaceae M, F

Apluda varia Poaceae -

Argemone mexicana Papaveraceae Medicinal

Asparagaus racemosus Liliaceae

Azadirachata indica Meliaceae Timber, Medicine

Bacopa monnieri Scophulariaceae -

Barleria prionitis Acanthaceae -

Blumea lacera Asteraceae Medicinal

Boerhavia diffusa Nyctaginaceae Medicinal

Bridelia retusa Euphorbiaceae Timber

Buchanania lanzan Anacardiaceae -

Butea monosperma Fabaceae Timber

Caesulia axillaris Asteraceae -

Calotropis procera Asclepidaceae -

Carex cyperoides Cyperaceae -

Carissa carandas Apocynaceae Fruit edible

Cassia absus Caesalpiniaceae -

Cassia fistula Caesalpiniaceae Timber

Cassia tora Caesalpiniaceae Medicinal

Celosia argentea Amaranthaceae -

Centella asiatica Apiaceae Medicinal

Centipeda minima Asteraceae -

Chloris barbata Poaceae -

Clitoria ternatea Fabaceae -


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Cnicus involucratus Asteraceae -

Convolvulus arvensis Convolvulaceae Medicinal

Corchorus aestuans Tiliaceae -

Crysopogon gryllus Poaceae -

Curculigo orchioides Hypoxidaceae -

Cuscuta reflexa Cuscutaceae Medicinal

Cymbopogon martini Poaceae -

Cynodon dactylon Poaceae -

Cyperus auricomus Cyperaceae -

Cyperus cuspidatus Cyperaceae -

Cyperus cyperoides Cyperaceae -

Cyperus rotundus Cyperaceae -

Dactyloctenium aegyptiacum Poaceae -

Daedalacanthus purpuraseens Acanthaceae

Dalbergia sissoo Fabaceae Timber

Dendrocalamus strictus Poaceae Construction

Desmodium oogeinense Fabaceae Timber

Desmodium pulchellum Fabaceae -

Desmodium triflorum Fabaceae -

Desmostachya bipinatata Poaceae -

Digitania longiflora Poaceae -

Digitania ternata Poaceae -

Diospyros melanoxylon Ebenaceae Timber

Echinops echinatus Asteraceae -

Eclipta prostrata Asteraceae Medicinal

Emblica officinalis Euphorbiaceae Fruit edible

Eragrostis tremula Poaceae -

Erianthus fulvus Poaceae -

Eucalyptus species Myrtaceae Timber

Euphorbia hirta Euphorbiaceae -

Euphoriba neriifolia Euphorbiaceae -

Euphoribia nivulia Euphorbiaceae -

Evolvulus alsinoides Scophulariaceae -

Ficus bengalensis Moraceae Gum

Ficus religiosa Moraceae Gum

Fimbristylis diphylla Cyperaceae -

Gardinia latifolia Rubiaceae -

Garuga pinnata Flacourtiaceae Timber

Helicteris isora Sterculiaceae -

Holoptelea integrifolia Ulmaceae Food

Hygrophila auriculata Acanthaceae -

Hyptis suaveolens Lamiaceae -

Imperata cylindrica Poaceae -

Indigofera astragalina Fabaceae -

Lagerstroemia paraviflora Lythraceae Timber

Lantana camara Verbenaceae Medicine

Lepidagathis incurve Acanthaceae -

Leucas cephalotes Lamiaceae Medicinal

Limonia acidissima Rutaceae Fruit edible

Lipocarpha argentea Cyperaceae -

Madhuca Indica Sapotaceae Oil, Timber


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Mangifera indica Anacardiaceae Fruit edible, Timber

Martynia annua Martyniaceae -

Nelumbo nucifera Nelumbonaceae -

Nyctanthes arbor-tristis Oleaceae Oil

Ocimum Sanctum Labiatae -

Panicum montanum Poaceae -

Paspalidium flavidum Poaceae -

Paspalum compactum Poaceae -

Paspalum conjugation Poaceae -

Peristrophe paniculata Acanthaceae -

Phoenix humilis Arecaceae

Phyla nodiflora Verbenaceae -

Physalis minima Solanaceae Medicinal

Plumbago zeylanica Plumbaginaceae -

Pogostemon benghalense Lamiaceae

Polygonum barbatum Polygonaceae -

Pongimia pinnata Fabaceae Oil, Timber,

Prosopis juliflora Mimosaceae Timber, Fruit edible

Pseudechinolaena polystachya Poaceae -

Pseudosorghum fasiculare Poaceae -

Rademachera xylocarpa Bignoniaceae Timber, Fo, M

Randia dumaforum Rubiaceae Fruit edible

Rumex dentatus Polygonaceae -

Scirpus articulates Cyperaceae -

Scoparia dulcis Scophulariaceae -

Sesamum indicum Pedaliaceae -

Setaria glauca Poaceae -

Sida acuta Malvaceae -

Smilax macrophylla Smilaceae -

Solanum nigrum Solanaceae -

Soyminda febrifunga Meliaceae Timber

Sphaeranthus indicus Asteraceae -

Syzygium heyneanum Myrtaceae -

Tamarindis indica Mimosaceae -

Tephrosia purpurea Fabaceae -

Terminalia bellirica Combretaceae Medicine

Themeda quadrivalvis Poaceae -

Thespesia lampas Malvaceae -

Trianthema portulacastrum Aizoaceae -

Tribulus terrestris Zygophyllaceae -

Tridax procumbens Asteraceae Medicinal

Tripogon tiliformis Poaceae -

Triumfetta rhomboidea Tiliaceae -

Vernonia cinerea Asteraceae -

Vernonia divergens Compositae

Vetiveria zizanioides Poaceae -

Vitex negundo Verbenaceae Medicine

Xanthium strumarium Compositae Medicine

Ziziphus mauritiana Rhmnaceae Fruit edible

Zizyphus nummularia Rhamanaceae -

Zizyphus oenoplia Rhamanaceae -


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3.5 FAUNA

As mentioned earlier no forest is coming under submergence and due to increased human

interferences in the area, the faunal population in the command area is nearly absent. However,

within the catchment area, where forest patches are observed, wildlife population is observed.

Mammals include Nilgai, Indian Gazelle, Sambhar, Barking Deer, Wild Boar, Indian Mongoose,

Spotted Deer, etc. Reptiles observed in the area include Indian Monitor Lizard, Common Garden

Lizard, Krait, Russell‘s vipe, Rat Snake, etc.

The commonly observed birds in the study area include the Black Ibis, Bee-eaters, Cattle Egret,

Blossom-Headed Parakeets, Pond Heron, Drongos, Common Teal, Crested Serpent Eagle, Grey

Hornbill, Indian roller, Lesser Adjutant Stork, Little Grebes, Lesser Whistling Teal, Minivets, Pied

Hornbill, Woodpecker, Pigeon, Paradise Flycatchers, Mynas, Peafowl, Red Jungle Fowl, Red

Wattled Lapwing, Steppe Eagle, Tickell's Flycatcher, White-eyed Buzzard, White-breasted

Kingfisher, White-browed Fantail Flycatcher, Wood shrikes and Warblers, etc.

3.6 FISHERIES

Fish faunal study in the Bina river for the proposed Bina project comprises of 5 species belonging

to 3 families. All the species belonged to least concerned (LC) category. The details of the fish

composition are given in Table-2.

TABLE-2 Fish composition and their status in Bina River

Local name Scientific Name Status (IUCN)

Cyprinidae

Catla Catla catla Least Concerned

Dudhiya Labeo dero Least Concerned

Kharpata Puntius sophore Least Concerned

Bagridae

Gagra Rita rita (Ham) Least Concerned

Notopetidae

Patan Notopterus notopterus (Pallas) Least Concerned

4. PREDICTION OF IMPACTS

The impacts on various aspects of environment are briefly described in the following

sections.

4.1 IMPACTS ON LAND ENVIRONMENT

a) Construction Phase

Environmental degradation due to immigration of labour population

The peak labour and technical staff congregation would be of the order of 800 and 200

respectively. The total increase in population shall be of the order of 4,000. Separate

accommodation and related facilities for workers, service providers and technical staff are


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to be provided as a part of the project. The congregation of labour force is likely to create

problems of sewage disposal, solid waste management and felling of trees for meeting fuel

requirements, etc.

Operation of construction equipment

During construction phase, various types of equipment will be brought to the site. These

include crushers, batching plant, drillers, earth movers, etc. The siting of these

construction equipment would require significant amount of space. In addition, land will be

required for storage of various construction material as well. However, land for this

purpose will be temporarily acquired, i.e. for the duration of project construction phase.

The site for storage of construction material and equipment should be selected that it

causes minimum adverse impacts on various aspects of environment. Such land

requirements are temporary in nature. Efforts shall be made that such facilities are located

on government or panchayat land only and to the extent possible away from human

population, so that hardships caused as a result of land acquisition, though temporarily on

this account are minimized to the extent possible.

Soil erosion

The runoff from various construction sites, will have a natural tendency to flow towards

along with the natural drainage. Thus, the disposal of drainage effluent with such high

turbidity levels is bound to affect the water quality, especially in the lean season. The

drains/nallahs close to various construction sites along the canal alignment are seasonal in

nature. Normally in such rivers biological productivity is not high. Hence, the increase in

turbidity levels are not expected to be significant in nature.

b) Operation Phase

Acquisition of land

The total land to be acquired for the project is 11763.81 ha. The details are given in Table-3.

TABLE-3

Ownership status of land to be acquired for the Bina Irrigation and Multi-purpose project

Component

s

Forest Land (ha)

Private (Agricultural) Land (ha)

Revenue Land (ha)

Built up land (ha)

Total (a)

Madia Dam 130.98 6326.345 680.455 0 7137.78

Dasan Dam 0 2189.00 243.00 0 2432.00

Dehra Dam 378.63 335.971 40.00 0 754.601

Chakarpur Dam 462.53 818.97 68.00 0 1349.50


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Component

s

Forest Land (ha)

Private (Agricultural) Land (ha)

Revenue Land (ha)

Built up land (ha)

Total (a)

Diversion Road 26.30 0 0 0 37.00

Main Canal 10.00 0 0 0 10.00

Power House 16.00 0 0 0 16.00

Total 1024.44 9670.286 1031.455 0 11736.881

As a part of CEIA study, DPR, appropriate compensatory measures as per the ownership of the land

to be acquired shall be formulated.

Change in land use pattern

The proposed project envisages irrigation over an ICA of 92,620 ha including 8420 ha in

Kharif and 84,200 ha in Rabi season. The project CCA of the project is 102,500. The project

will lead to increase in cropping as well as irrigation intensity. As a result, barren land will

be converted into productive agricultural land, which will be a positive impact.

4.2 IMPACTS ON WATER RESOURCES AND QUALITY


Impacts due to sewage generation from labour camps

The increase in the population is expected to be of the order of 4,000. The labour

population is likely to be congregated at three to four labour colonies. The exact population

in each of the labour colonies cannot be estimated at this stage. However, the persons

residing in each labour camps/labour colonies is expected to be of the order of 1000-2000.

The total domestic water requirements of the labour population (including families) is

expected to be of the order of 0.54 mld @ 135 lpcd. It is assumed that about 80% of the

water supplied will be generated as sewage. Thus, the total quantum of sewage generated

is expected to be of the order of 0.43 mld. The above pollution loading is likely to be spread

over 2 to 3 labour camps. The disposal of sewage without treatment could lead to adverse

impacts on land environment or water environment in which the effluent from the labour

camps/colonies are disposed. It is recommended that a sewage treatment plant be

commissioned at various labour colonies for treatment of sewage prior to disposal.

Impacts due to runoff from construction sites

Substantial quantities of water would be used in the construction activities. With regards to

water quality, waste water from construction activities would mostly contain suspended

impurities. Adequate care should be taken so that excess suspended solids in the

wastewater are removed before discharge into water body.

b) Operation Phase

Impacts on downstream users


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The water availability in rivers Dhasan, Bina and Dhasan has been studied as a part of the

PFR. The annual water availability at various diversion structure sites is as follows:

Madia Dam : 294.1 MCM

Dhasan Dam : 116.4 MCM

Dehra Dam : 17.1 MCM

Chakarpur Dam : 51.0 MCM

As aprt of EAI study, impacts on downstream users due to diversion of water for irrigation

will be studied and provision of release of minimum flow will be covered as a part of the

Environmental Management Plan.

Impacts on waterlogging and soil salinity

The increase in water availability can lead to waterlogging in the command area. This aspect will

be covered in greater detail as a part of the DPR and CEIA study preparation.

Changes in water quality due to increased use of fertilizers

With the introduction of irrigation, use of fertilizers is likely to increase, to maintain the

increased levels of production. The drainage system (natural or man-made) is likely to

contain much higher level of nutrients. The climatic conditions in the project area too is

suitable for the proliferation of eutrophication in the project area. Thus, in the project

operation phase, there will be increased probability of eutrophication in the water bodies

receiving agricultural runoff. As a part of Environmental Management Plan, appropriate

control measures shall be recommended as a part of CEIA study.

Impacts due to effluent from project colony

It is proposed to provide biological treatment facilities including secondary treatment units

for sewage so generated from the project colony. This will ensure that there are no adverse

impacts due to disposal of effluents from the labour colony.

4.3 IMPACTS ON TERRESTRIAL ECOLOGY


Flora

Workers and other population groups residing in the area may use fuel wood (if no

alternate fuel is provided) for whom firewood/coal depot could be provided. In absence of

alternative source of fuel, the labour population would resort to cutting of trees and

vegetation in areas close to various construction sites. Hence, to minimize such impacts,

community kitchens or fuel depot has been recommended.

Fauna

During construction phase, a large number of machinery and construction labour will have

to be mobilized. This activity may create some disturbance to the wildlife population. The


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forest area shall not be covered for irrigation. The area which is to be irrigated, and

comprises mainly of agriculture land interspersed with settlement. As a result of absence

of forest or vegetal cover in the command area and increased level of human interferences

in the area, wildlife is generally absent in the area.

b) Operation Phase

Impacts on vegetal cover

The proposed project envisages acquisition of 11706 ha of land. About 717.849 ha of forest

land is to be acquired for the project. The impacts on forests due to the project will be

covered as a part of the EIA study report. The density of trees and major tree species are

given in Table-4.

TABLE-4 Major tree species and tree density in submergence area

S.No. Reservoir No. of species Tree density (No/ha)

Major tree species

1 Madha Reservoir 25 128 Butea monosperma, Bombax ceiba

2 Dehera Reservoir 21 128 Acacia Arabica, Azadirachta indica

3 Chakarpur Reservoir 24 132 Mangifera indica, Acacia arabica

4 Dhasan Reservoir 16 84 Butea monosperma,Jatropha curcas

On the other hand, with the increase in irrigation intensity, the vegetal cover is expected to

improve significantly. As a part of the project, it is proposed to develop plantation along

main canal and distributaries. This is expected to have a positive impact on the ecology of

the area.

The introduction of irrigation in the area will increase the agriculture production of the area,

leading to the increased availability of fodder as a result of increased agricultural by

products and residues. The increased level of fodder availability, would reduce the

presence on existing pasture and vegetal cover, which is a significant positive impacts.

Impacts on wildlife

About 717.849 ha of forest land is to be acquired. The forest area to be acquired has low

tree density and no major faunal species are reported. The project area does not appear to

be on the migratory routes of animals and therefore, the construction of project will not

affect migration of animals as well. Thus, construction of the reservoir as a part of the

project, is not likely to have any impact on wildlife movement in the area.

4.4 IMPACTS ON AQUATIC ECOLOGY

Impacts on riverine ecology


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The water for diversion for irrigation by the three dams will affect the water availability. As a part of

the CEIA study the impacts on riverine due to reduction in water availability will be assessed and if

required, the minimum flows shall always be released.

Impacts on fisheries potential

The proposed project would increase the water availability in the command area. As a result, there

will be increase in potential for tank and pond fisheries. Currently, within the command area, tank

and pond fisheries is in vogue. Within the command area blocks there are about few fishing tanks

in which pisciculture is being practiced. At present, due to lack of water, fishing is not very

common, due to lack of water availability in the region. With the increased availability of water the

tank and fisheries potential would improve. The average fish yield is of the order of 1 to 2

tonnes/ha/yr in fishing ponds. Thus, with introduction of extensive culture, the fish production is

expected to increase, which is a significant positive impact.

4.5 IMPACTS ON NOISE ENVIRONMENT


Noise due to construction equipment

In water resource projects, the impacts on ambient noise levels are expected due to operation of

construction equipment. It is a known fact that there is a reduction in noise level as the sound

wave passes through a barrier. Thus, no increase in noise levels is anticipated as a result of

various activities, during the project construction phase. There could be marginal impacts on the

population residing in proximity to the major construction sites during construction phase as a

result of various activities. However, based on past experience in similar projects, the impact

however, is not expected to be significant.

4.6 IMPACTS ON AIR QUALITY


Pollution due to fuel combustion in various equipment

The operation of various construction equipment requires combustion of fuel. Normally, diesel is

used in such equipment. The major pollutant which gets emitted as a result of diesel combustion is

SO2. The SPM emissions are minimal due to low ash content in diesel. The short-term increase in

SO2, even assuming that all the equipment are operating at a common point, is quite low, i.e. of

the order of less than 1 g/m3. Hence, no major impact is anticipated on this account.

Fugitive Emissions from various sources

During construction phase, there will be increased vehicular movement. Lot of construction

material like sand, fine aggregate is stored at various sites, during the project construction phase.

Normally, due to blowing of winds, especially when the environment is dry, some of the stored

material can get entrained in the atmosphere. However, such impacts are visible only in and

around the storage sites. The impacts on this account are generally, insignificant in nature.


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4.7 INCREASED INCIDENCE OF WATER-RELATED DISEASES


During construction phase or for permanent settlement, if adequate precautions are not taken, the

vector-borne disease epidemiology may show sudden or long lasting change. Many of the

immigrant population could be reservoir of infection for various communicable diseases. Once

they settle in labour camps/colonies, there could be increased incidence of various diseases. This

aspect needs to be looked into with caution, and efforts must be made to ensure that a thorough

check up of the labour population congregating in the area is conducted. Those affected by any

ailments need to be properly quarantined depending on the ailment with which they are suffering.

b) Operation Phase

Increased incidence of water-related diseases

The association between irrigation development and the incidence of water related diseases such

as malaria, etc is well established. The preferred environmental setting for vectors is fresh water

open to sunshine or moderate shade. The habitats for larvae growth are permanent or semi-

permanent standing fresh water such as small ponds, pools, standing agricultural water,

permanent or semi-permanent fresh water such as open stretches or canals. Thus, the project

may create favorable conditions for breeding of new pathogens or vectors such as mosquitoes,

etc.

Most of the water borne diseases can largely be prevented by adequate hygiene. The experience

of various project confirms the above mentioned hypothesis. In the project area, a sudden spurt in

the incidence of malaria is expected, if adequate control measures are not taken up.

Improvement in availability of water for various uses, increased agricultural production, availability

of diversified food, strengthening of educational and health facilities significantly improves public

health in the project area. On the other hand, water resources development also has negative

impacts, since, it could increase the habitat of certain vectors like mosquitoes. Thus, poorly

planned and managed water resources projects could increase the prevalence of vector-borne

diseases like malaria and filariasis.

4.8 IMPACTS DUE TO COMMAND AREA DEVELOPMENT

In project operation phase, the area under irrigation will increase significantly, with corresponding

increase in agriculture production. This will improve the income levels. The increased income

levels will have a quantitative effect on the quality of demand for various facilities, which will

facilitate improvement in the infrastructure sector. The increased income levels would lead to

demands for better communication, health, education and other services. The increased income

levels would also provide an impetus for development of these facilities.

Improvement in livestock


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During project operation phase, food grain production will increase alongwu=ith increase

of agriculture by products, which is usable as fodder. This will reduce the pressure on the

existing forests or vegetation of the area, which is a significant positive impact.

Employment generation

The introduction of irrigation requires a greater amount of labour in fields. This would improve the

employment scenario not only for the local farmers, but would also increase the demand for

agricultural labour. With the increase in the irrigation intensity, manpower requirement in the

agriculture sector would increase significantly.

5. RESETTLEMENT AND REHABILITATION PLAN

The project envisages acquisition of 11706.09 ha of land for various project appurtenances.

Private land to be acquired is 10981.046 ha. The same shall be confirmed as a part of DPR

preparation. A Resettlement & Rehabilitation (R&R) Master Plan highlighting the guidelines of

land acquisition and provisions for rehabilitation measures shall be formulated. The ―Right to Fair

Compensation and Transparency in Land Acquisition, Rehabilitation and Resettlement Act, 2013‖.

shall serve as a basis for preparation of the R&R plan for the project affected families.

6. ENVIRONMENTAL MANAGEMENT PLAN

6.1 ENVIRONMENTAL MEASURES DURING CONSTRUCTION PHASE

Facilities in Labour Camps

It is proposed that it should be made mandatory for the contractor involved in the construction

activities to provide adequate facilities for water supply and sanitation. It is recommended that the

contractor provides living units of 30-40 m2 to each of the labour family involved in the construction

activities. The unit should have proper ventilation.

Water supply

Appropriate water supply sources need to be identified. Proper infrastructure for storage and if

required treatment e.g. disinfection or other units, should also be provided.

Sewage treatment

The labour population is proposed to be situated in existing colonies. One community toilet needs

to be provided for 20 persons. The sewage from the community toilets shall be treated in sewage

treatment plant comprising of aerated lagoon and secondary settling tank.

Provision of community kitchen and Free Fuel

A community kitchen could be provided where workers have their meals. The fuel used in such

community kitchens could be LPG or diesel. The project authority in association with the State

Government should make necessary arrangements for supply of kerosene/LPG. The fuel would

be supplied at subsidised rates to the local/contract labour for which provision should be kept in

the cost estimate.

Solid waste management


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The labour colonies will generate substantial amount of municipal wastes. Adequate facilities for

collection, conveyance and disposal of solid waste needs to be developed. For solid waste

collection, 30 number of masonry storage vats, each of 2 m3 capacity should be constructed at

appropriate locations in various labour camps. These vats should be emptied at regular intervals

and the collected waste can then be transported to landfill sites. Two covered trucks to collect the

solid waste from common collection point and transfer it to the disposal site should be put to

service. A suitable landfill site should be identified and designed to contain municipal waste from

various project township, labour colonies, etc.

Restoration of construction sites

Normally the construction sites are left unreclaimed, with construction waste being left without

being properly disposed. In the proposed project, it is proposed to collect the construction waste

from various construction sites, and disposed off at sites identified in consultation with the district

administration. The various construction sites would be properly levelled. The levelling or

reclamation of various construction sites, should be made mandatory for the contractor, hence, no

additional cost has been earmarked as a part of the cost to be earmarked for implementation of

EMP.

6.2 MAINTENANCE OF WATER QUALITY

In the project operation phase, a colony is likely to be set up. It is proposed to provide sewage

treatment plant in the project colony, cost of which shall be included in the contract for

constructing the project colony. Hence, separate provisions for the same have not been included

in cost estimate for implementation of Environmental Management Plan.

6.3 HEALTH DELIVERY SYSTEM The various measures for control of Public Health are listed as below:

- The site selected for habitation of workers should not be in the path of natural drainage. - Adequate drainage system to dispose storm water drainage from the labour colonies

should be provided. - Adequate vaccination and immunization facilities should be provided for workers at various

construction sites. - The labour camps and resettlement sites should be at least 2 to 3 km away from quarry

areas.

It is proposed to develop one dispensary in the proposed project area. The staffing details are

given in Table-5.

TABLE-5 Details of staff in the dispensary

Para medical staff Numbers

Doctors 1

Auxiliary Nurse 3

Attendant 3

Driver 3


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Total 10

The dispensary building shall have the following facilities:

waiting hall where 20-30 people can sit.

rooms for doctors

one room for staff

two rooms for stores

one general ward to accommodate 10 beds

one minor operation theater/dressing room

one garage with space for vehicle A first aid post shall be provided at the major construction sites. These posts will have the

following facilities:

- First aid box with essential medicines including ORS packets - First aid appliances-splints and dressing materials - Stretcher, wheel chair, etc.

6.4 SUSTENANCE & ENHANCEMENT OF FISHERIES POTENTIAL The commissioning of the proposed irrigation projects will increase the water availability in the

project command area. The important management measures can be as below:

- slope and sides of dykes should be provided with grass turfing to reduce erosion - ponds should be properly prepared - manuring of ponds should be done before stocking and at regular intervals after

stocking - to avoid oxygen depletion, the manure should be put in heaps in ponds; - on fouling of water or development of thick algal bloom, manuring & feeding should be

stopped for some time; - supplement natural food with artificial feed; - sampling of fish stock every month to observe their growth rate & health. 6.5 INFRASTRUCTURE FOR AGRICULTURAL DEVELOPMENT

Financial and credit facilities: The credit agencies through their various rural development

schemes can play a very important role. An optimal combination of short term, intermediate term

and long term credits may be formulated to provide maximum benefits to the command area

population.

Marketing facilities and institutions: Improved marketing facilities and procedures contribute to

the objectives of agricultural development directly through providing greater use of a given level of

production and indirectly by fostering increased production. Inefficiencies in processing, storing

and transporting agricultural produce can cause actual loss of product

Efforts shall also be made to develop the transportation and storage facilities. The co-operatives

can play a very important role in the marketing of agricultural commodities and supply of inputs to

the farmers. The cooperatives through interaction with government agencies, research institutes

can popularise new farm inputs, marketing facilities etc. These structures can be built as a part of

various rural development schemes of the state and central government.


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6.6 CONTROL OF WEEDS ON AGRICULTURE LANDS

Measures against weeds comprise mechanical (cultivation and mowing), cultural or cropping,

biological and chemical means. These include:

- hand weeding - adopting farming practices that change the conditions in such a way as to enable plants to

complete with weeds - use of weedicides.

6.7 PEST CONTROL

Integrated pest management strategy should be followed to reduce the use of pesticides. In this

method, a limited number of insecticidal sprays are undertaken and simultaneously bio-control

agents like pheromones, etc. are used. The pheromones are organic compounds developed

specifically for each type of pest which are commercially synthesized in the laboratories and sold

in the market.

6.8 TRAINING AND EXTENSION COURSES FOR FARMERS

The change from rainfed to irrigated cropping requires extension, training and demonstration

programmes for farmers. Considering these aspects it is proposed that the project authorities

needs to provide adequate training to farmers. The training shall include the following aspects of

environmental protection:

Prevention of spread of water related diseases;

Safe use of agro-chemicals, and

Environmental conservation programmes. 6.9 NOISE CONTROL MEASURES

The contractors will be required to maintain properly functioning equipment and comply with

occupational safety and health standards. The construction equipment will be required to use

available noise suppression devices and properly maintained mufflers.

The effect of high noise levels on the labour population involved in construction activities is to be

considered as likely to be particularly harmful. To prevent these effects, it has been recommended

by international specialist organisations that the exposure period of affected persons be limited

as specified in Table-6. Alternatively, they should be provided with effective personal protective

measures such as ear muffs or ear plugs to be worn during periods of exposure.

TABLE-6 Maximum Exposure Periods specified by OSHA

Maximum equivalent continuous noise level dB(A)

Unprotected exposure period per day for 8 hrs/day and 5 days/week

90 8

95 4

100 2

105 1

110 1/2


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Maximum equivalent continuous noise level dB(A)

Unprotected exposure period per day for 8 hrs/day and 5 days/week

115 1/4

120 No exposure permitted at or above this level

The other measures to control noise could be as follows:

Equipment and machineries should be maintained regularly to keep the noise generation

Silencers and mufflers of the individual machineries to be regularly checked;

Yearly audiometric survey on workers exposed to high noise levels should be undertaken.

6.10 LIVESTOCK DEVELOPMENT

The following measures are specifically recommended for improvement of livestock in the

command area:

Measures to improve availability and quality of feed

Improvement in standard of nutrition by increasing the availability and quality of feed. The proposed project would go a long way in improving the availability of fodder.

Improvement in marketing system to facilitate the movement of livestock and livestock products.

Development of facilities to ensure easy availability to purchase inputs like drugs, draught oxen, tools, etc.

Improvement in extension services by regular organization of field demonstration and improvement in visual-aid facilities.

Establishing grass-legumes in pasture areas.

Sourcing the soil conservation areas with improved forage species and prevention of grazing over these areas. The grass can be cut and transported to the point of consumption.

Planting of trees such as Leucaena and Sesbania at a very close spacing along contours within arable areas.

7. ENVIRONMENTAL MONITORING PROGRAMME

An Environmental Monitoring Programme should be undertaken during construction and operation

phase of the project. The details of environmental monitoring programme are given in Tables -7

and 8 respectively.

TABLE-7

Summary of Environmental Monitoring Programme during Project Construction Phase

S. No.

Item Parameters Frequency Location

1. Effluent from STPs pH, BOD, TSS, TDS Once every month

Before and after treatment from each STP

2. Water-related diseases

Identification of water related diseases,

Three times a year

Labour camps and colonies


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S. No.

Item Parameters Frequency Location

adequacy of local vector control and curative measure, etc.

3. Air quality PM10, SO2 and NO2 Three times a year

At major construction sites

4.

Noise Equivalent noise level Once every three months

At major construction sites.

TABLE-8

Summary of Environmental Monitoring Programme during Project Operation Phase

S. No.

Items Parameters Frequency Location

1. Water quality pH, Calcium, DO, Free Ammonia, BOD, Total Kjeldahl Nitrogen, COD, Boron, TDS, Percent Sodium, Total hardness, Chlorides, Magnesium, Phosphates, Sulphates, Faecal Coliform, Total Coliform

Thrice a year Ground water quality in command area

Water quality in four reservoir

Main canals

2. Soil pH, organic matter, texture, Available Nitrogen, Available Phosphorus and Available Potassium

Twice a year Command area

3. Ecology Status of afforestation programmes along canal, Pasture development

Once every year

-

4. Water-related diseases

Identification of water-related diseases, sites, adequacy of local vector control measures, etc.

Four times a year

Villages adjacent to project sites

5. Socio-economics

Changes in growth of population, income levels and distribution, occupation profile, electrification of the area, adequacy of infrastructure facilities such as roads, markets, seeds and fertilizer sales counter, etc.

Once in a year

Command area


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S. No.

Items Parameters Frequency Location

6. Landuse Landuse pattern using satellite data

Once in a year

Command area

8. CONCLUSIONS AND RECOMMENDATIONS

Based on the preliminary assessment of environmental issues considered in the present Chapter,

it can be concluded that the project is likely to entail certain adverse environmental impacts.

However, these can be ameliorated to a large extent by implementing appropriate mitigative

measures. Presently, a detailed EIA study is being conducted with an objective to assess various

impacts likely to accrue as a result of construction and operation of the proposed project.

Appropriate management measures too shall be delineated as a part of Environmental

Management Plan (EMP), which will be covered as a part of the EIA study.


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CHAPTER – XIII

ECONOMIC ASPECTS

CHAPTER - XIII

ECONOMIC ASPECTS AND BENEFIT

ECONOMIC ASPECTS

The project is estimated to cost Rs. 1514.578 crores as detailed below

i) Dam and Appurtenant works 970.605

ii) Canal system + Hydropower 543.972

TOTAL 1514.578

Say Rs. 1514.58 Crores

(PL 2009)

The above estimates are inclusive of establishment and indirect charges such as

capitalization on abatement of land revenue.@ Rs. 350/- per hectare and Audit charges.@

1% of I works, Losses on stock @ 0.25% of works, Establishment Charge @ of 10% of

C, K, L & U work.

Less B-land, A-Preliminary ( Less B Land , A Preliminary etc. And Q-Special T. & P.

and for ordinary T & P @ 1 % of I-works, The estimates also includes the following

deductions by way of recoveries

i) 15% of temporary buildings.

(a) Provide irrigation to 101500 Hectares C.C.A.

(b) The Benefit cost ratio of 1.85 based on 10% and 3.35 based on 5% interest on

capital outlay as against an acceptable benefit cost ratio of 1.50 for irrigation

benefits.


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(c) Cost Rs. 147000/- per Ha.based on considering Rabi and kharif Irrigation and

excluding water reserved for future irrigation, domestic and industrial use. On the

basis of available capacity of water . Rabi Irrigation cause extended to Rs. 92620

Ha. The cost per ha. Rs,147000/- So obtained is quite reasonable looking to the

present demands of the area.

(d) SPECIAL FACTOR TO BE CONSIDRED :-

The total water availability as per C.W.C. guide lines, based on gauge and discharge

site at Basoda is 1890.93 M.cum. annually. Out of this available quantity live

capacity only 400.334 M.cum. is proposed to be utilized to irrigate 92,620 Ha. Rabi

and Kharif crop and 23.71 M.cum. is reserved for future irrigation, industrial and

drinking uses. and 5 Mcum for D/s release But the cost per Ha of the dam is

calculated base on the proposed Rabi and Kharif Irrigation only and no

consideration is given towards the reserved quantity of water for future use. Which

is also on account come of this project. It will be better to include this reserved

quantity of water by estimating the irrigation which might have been obtained

utilizing this water. We have estimated this imaginary irrigation and it comes out to

be 9000 Ha. i.e. The total area total benefitted in terms of Rabi and Kharif Irrigation

should be considered as 92620 Ha. Instead of 14700 Ha. For calculations of the cost

per Ha. Of the project.

On comparing the cost per Ha. Based on irrigation as 92,620 Ha. The cost of the

project per ha. Is to Rs.1,47,000/- only.

(i) Cost per ha. On Rabi irrigation Rs. 1,47,000/- which is quite reasonable and within

the standard norms.

(e) The command area also covers the Bina, Khurai, tehsil of Sagar district . This area

comes under A.I.B.P. and accurate water shortage problem is observed due to lesser

availability of surface water and day by day receding ground water table.

BENEFIT COST RATIO :

Benefit cost ratio for the project Benefit cost ratio for the project is worked out on

the guidelines indicated by the C.W. & P.C. in the circular letter NO. 23 - 6/64/T

dated 21-05-66. The details of yield under irrigated condition and those before

irrigation, their market value and expenses on various in puts like seed, fertilizer,

manure, pesticides etc. are as given by the Agriculture Deptt.

The benefit cost ratio with 5 percent rate of interest work out to 3.35 and for 10

percent rate of interest, it is 1.85

RECOMMENDATIONS :

Above mentioned economic aspects & B.C. ratio confirm to the prescribed norms of

feasibility. The project is there fore strongly recommended for execution, so that the

cultivators of the tract who at present depend solely on rainfall for cultivation, may

be assured of irrigation water to enhance their income for social and economic

uplift. This in turn will contribute to the national wealth and to the overall progress

of this region of state and country as a whole. Apart from irrigation benefits, the

project envisages to provide revenue from fisheries, from these point of view taking

up of this project is MOST VITAL


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COST ESTIMATES

Bina Complex Irrigation and Multipurpose Project (M.P.)

GENERAL ABSTRACT OF ESTIMATE

(PL 2009)

S.

No.

Units Amount in

crores

1 2 3

1

Unit - I Head works

970.605

2

Unit - II Canals .+ power plant

543.972

TOTAL :- 1514.578

Rs. 1514.58 Crores


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CHAPTER – XIV

FOREST LAND

District Forest Officer, District Sagar has reported 1024.44ha. Sagar forest land is coming

under submergence of Bina Complex Project Stage-1 case has been submitted to CCF

Sagar.

Ownership status of land to be acquired for the Bina Irrigation and Multi-purpose project

Components Forest Land (ha)

Madia Dam 130.98

Dhasan Dam 0

Dehra Dam 378.63

Chakarpur Dam 462.53

Diversion Road 26.30

Main Canal 10.00

Power House 16.00

Total 1024.44


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