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Consultant:

ODISHA HYDRO POWER

CORPORATION LTD.

AUGUST, 2019

CONTENTS

Contents i

Balimela Pumped Storage Project,

(2 x 250 MW)

Pre-Feasibility Report

TABLE OF CONTENTS

CHAPTER NO.

SUB-HEADING

DESCRIPTION Page No.

1 EXECUTIVE SUMMARY

1.1 Preamble 1

1.2 Project Background 2

1.3 Project Location 2

1.4 Access to the Project 3

1.5 Scope of Works 4

1.6 Topography & General Climate 4

1.7 Hydrology 5

1.8 Geology & Geomorphology 5

1.9 Seismicity of the area 6

1.10 Installed capacity and power generation 6

1.11 Power Evacuation Arrangement 6

1.12 Environmental Aspects 7

1.13 Estimates of the cost 7

1.14 Financial Aspects 8

1.15 Conclusion & Recommendation 8

1.16 Salient Features 9

2 HYDROLOGY

4.1 Background 1

4.2 Objective of the Study 1

4.3 Existing Sileru River System 1

4.4 Project Catchment 4

4.5 Present Study - Pump Storage Project(500 MW) 4

4.6 Data Availability 5

4.6.1 Meteorological Data 5

4.6.2 Discharge Data 6

4.6.3 Evaporation Data 6

4.7 Water Availability 7

4.7.1 Conclusion 9

4.8 Design Flood 10

4.9 Sedimentation 10

4.10 Limitation of Study 10

3 GEOLOGICAL STUDIES

5.1 Introduction 1

5.2 Regional Geomorphology and Geology 2

5.2.1 Seismicity 5

5.3 Geomorphology and Geology of the Project Area 9

5.3.1 Intake 13

5.3.2 Head Race Tunnel (HRT) 14

Contents ii


(2 x 250 MW)


CHAPTER NO.

SUB-HEADING


5.3.3 Pressure Shaft 15

5.3.4 Underground Power house 17

5.3.5 Tail Race Tunnel (TRT) 18

5.3.6 Main Access Tunnel (MAT) 19

5.3.7 Cable Tunnel 21

5.3.8 Construction Adits 22

5.3.9 Lower Dam 23

5.4 Construction Material 26

5.5 Conclusion and Recommendation 27

4 PROJECT PLANNING AND INSTALLED CAPACITY

6.1 Introduction 1

6.2 Existing Balimela Hydroelectric Project 1

6.3 Balimela Pumped Storage Project 1

6.3.1 Existing Balimela Reservoir – Upper Reservoir 1

6.3.2 Lower Reservoir 2

6.4 Operating Gross Head 3

6.5 Diurnal Storage Requirement 3

6.6 Installed Capacity 4

6.7 Commissioning Schedule 4

6.8 Power Scenario 4

6.8.1 Installed Capacity in Odisha 4

6.8.2 Power Supply Position in Odisha 4

6.8.3 Power Requirement 5

6.9 Operation Simulation 5

6.9.1 Operating Levels of Reservoir 6

6.9.1.1 Balimela Reservoir – Upper Reservoir 6

6.9.1.2 Lower Reservoir 6

6.9.2 Generator Turbine efficiency 6

6.9.3 Losses in the Water Conductor System 6

6.9.4 Evaporation Loss 6

6.9.4.1 Evaporation Loss at Balimela Reservoir 6

6.9.4.2 Evaporation Loss at Lower Reservoir 6

6.9.5 Operation Simulation Studies 7

6.9.5.1 Operation Simulation-Scenario -1 7

6.9.5.2 Operation Simulation-Scenario -2 7

6.10 Impact on the Operation of Existing Projects 8

6.11 Source of Pumping Power 8

5 DESIGN OF CIVIL STRUCTURES

7.1 The Scheme 1

7.2 Present Proposal 1

7.3 Earlier studies by THDC 2

7.4 Selection of Layout – General 2

Contents iii


(2 x 250 MW)


CHAPTER NO.

SUB-HEADING


7.4.1 Type of Structure – Dam 5

7.4.2 Lower Dam & Spillway 6

7.4.2.1 Design Approach 7

7.4.2.2 Governing Loading Conditions 7

7.4.3 Power Intake 8

7.4.4 Water Conductor System 9

7.4.5 Head race Tunnel (Steel Lined) Cum Pressure Shaft 10

7.4.6 Underground Power house and Underground

Transformer Hall 10

7.4.7 Machine Hall Cavern 11

7.4.8 Transformer Cavern 11

7.4.9 Tail Race Tunnel 12

7.4.10 Main Access Tunnel (MAT), Cable tunnel and

Construction Adits 12

6 DESIGN OF ELECTRO-MECHANICAL EQUIPMENTS

8.1 General 1

8.2 Brief Particulars of Pump-Turbine Equipment 4

8.2.1 Pump-Turbine 4

8.2.2 Speed Governor 6

8.2.3 Pressure Oil Supply System For Speed Governor 6

8.2.4 Draft Tube Gates 7

8.3 Brief Particulars of Generator-Motor Equipment 7

8.3.1 Generator-Motor 7

8.3.2 Excitation System and AVR 8

8.3.3 Neutral Grounding Device For Generator-Motor 9

8.3.4 LAVT System 9

8.3.5 Motor Starting Method 9

8.4 Main Inlet Valve 10

8.4.1 Pressure Oil Supply System For Main Inlet Valve 10

8.5 Oil Treatment And Storage Equipment 11

8.6 Compressed Air Supply System 11

8.7 Cooling Water System 11

8.8 Dewatering and Water Drainage System 12

8.9 Generator-Motor Main Circuit 13

8.10 Main Step-Up Transformer 14

8.10.1 Type and Rating 14

8.10.2 Surge Arrester for Main Step-Up Transformer 14

8.10.3 Neutral Earthing of Main Step-Up Transformer 14

8.11 Cable and Accessories 14

8.11.1 High Voltage Power Cable (220 KV XLPE CABLE) 14

8.11.2 Power, Control & Instrumentation Cables and Cable

Trays Etc. 14

8.12 220 KV GIS/Outdoor Switch Yard 15

8.13 Control and Protection System 15

8.13.1 Control System 16

8.13.2 Protection System 16

8.13.3 Main Functions of SCADA System 16

8.14 D.C. Supply System 17

8.15 AC Electrical Auxiliaries Supply System 17

8.15.1 Station Service Power 17

8.15.2 Emergency Power 18

8.15.3 Motor Control Centre (MCC) 18

8.16 Grounding System 18

8.17 EOT Crane 19

8.18 Fire Protection System 19

Contents iv


(2 x 250 MW)


CHAPTER NO.

SUB-HEADING


8.19 Air Conditioning & Ventilation System 20

8.20 Illumination System 20

8.21 PLCC Equipment 20

8.22 Communication System & Surveillance System 20

8.23 Electrical Equipment Testing Laboratory 20

8.24 Mechanical Workshop 21

8.25 Lift 21


8.27 Advantage and Disadvantage Of Variable Speed

Machine 21

7 CONSTRUCTION PROGRAMME AND SCHEDULE

9.1 General 1

9.2 Main components of the Project 1

9.2.1 Main Structure/Components 1

9.2.2 Target Schedule 2

9.3 Infrastructure Facilities 2

9.4 Upper Dam & Spillway (Existing) 3

9.5 Lower Dam and Spillway 3

9.6 Power Intake 4

9.7 Headrace cum pressure shaft 4

9.8 Tailrace Tunnel/Outlet 5

9.9 Underground Powerhouse/ Transformer Caverns 5

9.10 Electro-Mechanical Works 5

9.11 Impounding Schedule 5

8 COST ESTIMATE

10.1 Project Cost 1

10.2 Basis of Estimate 1

10.3 Classification of Civil Works Into Minor Head/Sub Heads 2

10.4 Direct Charges 2

10.4.1 I-Works 2

10.4.2 A-Preliminary 2

10.4.3 B-Land 2

10.4.4 C-Works 3

10.4.5 J-Power Plant Civil Works 3

10.4.6 K-Buildings 3

10.4.7 M-Plantation 3

10.4.8 O-Miscellaneous 4

10.4.9 P-Maintenance 4

10.4.10 Q-Special T&P 4

10.4.11 R-Communication 5

10.4.12 X-Environment & Ecology 5

10.4.13 Y-Losses on Stock 5

10.5 II-Establishment 5

10.5.1 III-Tools & Plants 6

10.6 IV-Receipt & Recoveries 6

10.7 Indirect Charges 6

10.8 Electro-Mechanical Works 6

9 ENVIRONMENTAL & ECOLOGICAL ASPECTS

11.1 Introduction 1

11.2 Study Area 1

11.3 Environmental Baseline Status 1

11.3.1 Meteorology 2

11.3.2 Water Quality 2

11.3.3 Terrestrial Flora 2

Contents v


(2 x 250 MW)


CHAPTER NO.

SUB-HEADING


11.3.4 Fauna 4

11.3.5 Fisheries 4

11.4 Prediction of Impacts 4

11.4.1 Impacts on Water Environment 4

11.4.2 Impacts on Air Environment 6

11.4.3 Impacts on Noise Environment 7

11.4.4 Impacts on Land Environment 9

11.4.5 Impacts on Biological Environment 12

11.4.5.1 Impacts on Terrestrial Flora 12

11.4.5.2 Impacts on Terrestrial fauna 13

11.4.5.3 Aquatic Flora 14

11.4.6 Impacts on Socio-Economic Environment 15

11.4.6.1 Impacts Due to Influx of Labour Force 15

11.4.6.2 Economic impacts of the project 16

11.4.6.3 Impacts due to land acquisition 16

11.5 Environmental Management Plan 16

11.5.1 Environmental Measures During Construction Phase 16

11.5.1.1 Facilities in Labour Camps 16

11.5.1.2 Sanitation Facilities 17

11.5.1.3 Solid Waste Management From Labour Camps 17

11.5.1.4 Provision of Free Fuel 17

11.5.2 Muck Disposal 17

11.5.3 Restoration Plan For Quarry Sites 18

11.5.4 Restoration and Landscaping of Project Sites 18

11.5.5 Compensation For Acquisition of Forest Land 19

11.5.6 Wildlife Conservation 19

11.5.7 Greenbelt Development 19

11.5.8 Sustenance of Riverine Fisheries 19

11.5.9 Public Health Delivery System 20

11.5.10 Maintenance of Water Quality 20

11.5.11 Control of Noise 21

11.5.12 Control of Air Pollution 21

11.6 Resettlement and Rehabilitation Plan 22

11.7 Catchment Area Treatment 22

11.8 Infrastructure Development Under Local Area

Development Committee (LADC) 23

11.9 Environmental Monitoring Programme 23

11.10 Cost For Implementing Mitigation Measures and

Environmental Management Plan 25

10 CONSTRUCTION MATERIAL

12.1 General 1

12.2 Estimated Quantities of Construction Materials 2

12.3 Geo-technical Investigation in vicinity 2

12.4 Construction Materials 3

12.4.1 Coarse Aggregate 3

12.4.2 Fine Aggregate 5

12.4.3 Impervious Clay 5

12.4.4 Water Samples 6

12.4.5 Rock blocks for rip-rap & rock toe of dam 7

12.5 Conclusion & Recommendation 7

11 ECONOMIC EVALUATION

13.1 General 1

13.2 Project Benefits 1

13.3 Capital Cost 1

Contents vi


(2 x 250 MW)


CHAPTER NO.

SUB-HEADING


13.4 Mode of Financing 2

13.5 Phasing of Expenditure 2

13.6 Financial Analysis 3

13.6.1 Basic and Normative Parameters 3

13.6.2 Assessment of Tariff 3

12 POWER EVACUATION ARRANGEMENT

14.1 Introduction 1

14.2 Existing Power Scenario of Odisha 1


CHAPTER – 1EXECUTIVE SUMMARY


(2 x 250 MW)


Chapter 1: Executive Summary 1

A Govt. of India Undertaking

Chapter-1

Executive Summary

1.1 Preamble

Power is a basic infrastructure for overall development of the nation. It is a necessary

input for the economic growth of a country. There has been an ever increasing demand

for more and more power generation in the world. India is a fast growing economy

through industrialization, irrigation, urbanization, village health to meet the demand of

rapidly growing population. And as such the demand for power is much more in India

than in developed countries. The chief sources of energy which are now been utilized

for generation of electricity are: Fuel in all forms i.e. solid, liquid and gaseous, water

energy and nuclear energy. The other sources of energy are sun (solar photo-voltaic

etc.), wind and tides.

Hydro-power is a renewable, economical, non-polluting and environmentally benign

source of energy. Hydropower stations have inherent ability for instantaneous starting

and stopping, to help in improving reliability of power system and to meet the peak

demand. Hydroelectric projects have long useful life and help in conserving scarce fossil

fuels. In the other ways, because of the inherent source of pollution in thermal generation

system, the developed countries are phasing out thermal generation.

In our country, November 10, 1897 is an epoch-making day in the history of power

sector. A century back on this day, the first hydel power station in India, and reportedly

in Asia too, was commissioned at Sidrapong near Darjeeling Town in the state of West

Bengal, the first power utility run on commercial basis for use of general public, heralding

the electrical-energy–era in the Indian Sub-continent, and ushering in a revolutionary

change in the socio-cultural and economic life of Indian society.

Pumped Storage Project is a type of hydroelectric generation plant that stores energy in

the form of water, pumped from a lower elevation reservoir to upper elevation reservoir

during off-peak period and generates electricity during peak period. This is currently one

of the most effective means of storing large amount of electric energy. It helps in grid

stability, reliable supply and providing quality power (in terms of voltage and frequency).

The proposed Balimela Pumped Storage project envisages utilization of water of

Balimela Reservoir. The water released from Machkund Power House and the inflow

from intermediate catchment between Machkund-Balimela Dam is impounded by an

earth dam known as Chitrakonda Dam. The water released from the Balimela reservoir

shall be stored in downstream reservoir by construction of an rockfill dam to act as lower

reservoir. An Underground Power House (UGPH) will be located in between two

reservoirs. Both the reservoirs are interconnected through water conductor and the

generator and turbines installed at the power house in between the reservoirs.


(2 x 250 MW)




1.2 Project background

The Balimela irrigation project is a joint venture project of Odisha and Andhra Pradesh

to divert half of the water to Potteruvagu sub-river basin for irrigation purposes in Odisha.

While diverting the share of Odisha to Potteruvagu River 510MW (6X60MW+2X75MW)

power is generated through a surface powerhouse by Odisha Hydro Electric Project

(OHPC). The rest of the water is being discharged through Sileru River for utilization by

Andhra Pradesh. The Balimela Power Project forms the second stage of development

of Machkund - Sileru River, the first stage being the Machkund Project.

Preliminary studies and report submitted by THDC India Ltd (A Joint Venture of Govt. of

India & Govt. of U.P.) proposing Balimela Pumped Storage scheme in the vicinity of the

existing power plant of Balimela HEP near Balimela town.

Subsequent studies of the topography and hydrology of the project area to evaluate

project layout with alternate dam axis and utilisation of natural resources, the scheme

with ultimate capacity of 500 MW with maximum gross head of 188.223 m has been

considered.

The water from existing Balimela Reservoir will pass through the waterways to the

turbines installed at the power house to generate 500MW of power during peak hours.

The tail water will be diverted through the tunnel to store water in the lower reservoir

created by construction of a rock fill dam across a stream (Kharika jhora) near Balimela

town. The excess water from lower reservoir if any will be ultimately discharged in

Potteruvagu River through Kharika Jhora. During off peak hours the excess power from

thermal stations and other sources will be fed back to pump the water from Lower

Reservoir to Upper Reservoir through power house where generators and turbines will

then act as motors and pumps respectively. The same cycle of operation will be

repeated during peak and lean period.

Since the Upper and Lower Reservoirs have effective storage capacity equivalent to six

(6) hours of generation daily at full rated output, it is possible to operate the project on

daily basis.

1.3 Project Location

The proposed Balimela Pumped Storage Project is located near existing Balimela Hydro

Electric Project near Balimela village in Malkangiri tehsil, Malkangiri district, Odisha,

India (Figure 1: Location Map). The project falls in the area bounded by Lat. N 18° 13’

to 18° 11’ and Long. E 82° 05’ to 82° 06’. Balimela town is 37 km from the district head

quarter Malkangiri. The Balimela reservoir which will be the Upper pool of the project is

accessible with motor able road via SH 47 and the tail pool dam site is near to Balimela

village.


(2 x 250 MW)




Source: - Google Earth

Figure -1: Location Map

1.4 Access to the Project

The project is located near existing Balimela Hydro Electric Project about 15 km south

of Balimela village, Malkangiri tehsil, Malkangiri district, Odisha, India. The rail head is

Jeypore which is about 110 km from Balimela. Darliput is also another rail head which

is about 69 km from Balimela. Malkangiri town is about 35 km from the existing Balimela

Hydro Electric Project. The nearest airport is Visakhapatnam Airport located in

Vishakhapatnam, Andhra Pradesh which is 128 km away from project site. Another

Rajahmundry Airport in Rajahmundry again located in Andhra Pradesh which is about


(2 x 250 MW)




138 km (approx.) from the project site. Bhubaneswar Airport is an International Airport

and is about 630 km from the project site.

1.5 Scope of Work

The project will be a Close Loop type Pumped Storage Scheme. It will comprise two

reservoirs: one at lower elevation and other at upper elevation. The difference of water

levels of the reservoirs will represent the effective “head” of the Project. The water

conductor system will connect the two reservoir through an underground power house.

The scheme envisages following:

Appraisal of hydrological aspects of the project.

Preliminary appraisal for construction of a 59.6m high and 699m long rockfill lower

dam to provide a live storage of 6.811 MCM with Full Reservoir Level (FRL) at

255.68 m and Minimum Draw Down Level (MDDL) at 245.80 m.

Selection and preliminary geotechnical and engineering appraisal of an

underground power house with two numbers Francis type reversible pump-turbines

of capacity 250 MW each along with all auxiliary system. Working out the tentative

orientation of the powerhouse on preliminary geotechnical, engineering and

hydraulic aspects.

An underground Transformer Cavern with one number Power Transformer (three

phase bank transformer of capacity 330 MVA) for each machine.

Secondary Gas Insulated Switchyard shall be arranged in Transformer Cavern

above the Transformers. These Transformers will be connected by bus duct

galleries to machine hall.

Preliminary geological, geotechnical and engineering appraisal of 1307m long Head

Race Tunnel cum pressure shaft (steel lined) and 585m long Tail Race Tunnel

(concrete lined) for conveyance of water.

Power potential studies on the line of present power scenario and future

demands.

Tentative projection of cost and benefits of the project.

1.6 Topography & General Climate

The area is situated in Malkangiri District of Odisha State. This has got its identity as

an independent district due to reorganization of districts of Odisha with an area of 5,791

sq.km and lies on latitude 18.25°N longitude 82.13°E. The eastern part is covered with

steep ghats, plateaus, valleys sparsely inhabited by primitive tribes notable among

whom are Bondas, Koyas, Porajas and Didayis. The rest of the district is comparatively

flat plain broken by a number of rocky wooded hills. Almost the whole of the district is a

vast dense jungle. Potteruvagu, Saberi, Sileru, Kolab and Machhakunda are the main

rivers flowing in the district.


(2 x 250 MW)




The district has a tropical climate. South west monsoon is the principal source of rainfall.

Rainfall pattern is uneven and erratic. The average annual rainfall gradually increases

from South Western to North Eastern parts of the district. The average annual rainfall

varies from 994.05 mm to 1809.53 mm. The agricultural definition of drought takes into

account the negative departure of seasonal rainfall from the mean seasonal rainfall. The

climate of the district is tropical with hot and humid summer and pleasant winter. The

summer season extends from March to middle of June followed by the rainy season

from June to September. The winter season extends from November till the end of

February. Maximum temperature rising up to 47°C during May. In the summer months

of April and May, hot winds from the west are generally experienced in the afternoon.

December is the coldest month with lowest temperature during winter being 13°C.

Monsoon generally lasts from the end of May to October. Occasional showers are

received in the month of April, November and December.

1.7 Hydrology

The gross catchment area of Balimela dam is 4908 km2. Existing Jalaput dam upstream

of Balimela dam intercepts an area of 1955km2. In addition, Duduma diversion dam

located upstream intercepts additional an area of 272km2 thereby indicating a free

catchment of only 2681km2 (4908-1955-272) for Balimela Dam. The proposed Pump

Storage Project (PSP) aims to utilize the storage of existing Balimela reservoir and the

release of water from share of Odisha for recycling (one time only as water is recycled).

Only the surplus storage in the reservoir is proposed to be recycled for operation. As

such, the water availability is ensured based on long term release data (Odisha share)

from the existing Balimela reservoir. Accordingly, water availability has been assessed

for Balimela reservoir using Jalaput dam annual runoff data (available in the earlier

report). Also, additional hydrological studies are done for computing the yield series for

Balimela reservoir based on Konta CWC G&D site flow data. The associated

dam/reservoir is existing and in operations for the last several decades and have

withstood the floods without any Damage to civil structure. Moreover, the proposed

scheme is a pumped scheme and do not envisage any change in existing operating

levels of the reservoir. No structural modifications/interface are required in existing dam.

As such, the spillway provisions are already in place and are in operation successfully.

As such design flood re-assessment is not required in the present study. No recent

hydrographic survey data has been supplied/carried out for Balimela reservoir. The

elevation area capacity curves as available are being recommended for utilization since

the quantum of water being used for proposed PSP study is miniscule. As such

sedimentation is not an issue at present.

1.8 Geology & Geomorphology

The Balimela Pumped Storage Project envisages construction of Intake-HRT- Pressure

shaft to an underground powerhouse to generate 2x250MW of power by utilizing gross

head of 188.223m. The geological features of the surrounding of the existing scheme

are well established. Rocks of Khondalite Group, Charnockite Group and Migmatite


(2 x 250 MW)




Group belonging to Easternghat Supergroup of Archaean to Proterozoic age represent

the project terrain. Out of three alternatives, Alternate III has been selected after

preliminary appraisal and geological mapping has been completed. Acid to intermediate

charnockite, dolerite, pyroxene granulite, etc. are either exposed or present below the

cover of slope wash material and debris in and around Balimela Project. The general

trend of the hills is towards NE-SW.

1.9 Seismicity of the area

The area falls under seismic zone-II as per Seismic Zonation Map of India (IS 1893 –

1984). A series of major shear zones aligned mainly along NNE-SSW direction is

present. Shear zones trending ENE-WSW, NW-SE and N-S are also present around the

area. Sileru River is flowing towards south-west in a straight course along a major shear

zone. A number of neotectonic faults are present south-eastern part of the area.

Historical record says that no high magnitude earthquake except magnitude 6.0 (08 May

1963, Bijakuli-Banei area) has occurred in the area. As the area falls within seismic

zone-II, Odisha has experienced mainly very few moderate earthquakes in historic

times. Some events with magnitudes in excess of 5.0 have originated in the Bay of

Bengal off the coast of the state.

1.10 Installed Capacity and Power Generation

The factors that influence the installed capacity of pumped storage scheme at a site are

the requirement of daily peaking hours of operation, operating head, live pondage in the

reservoirs and their area capacity characteristics.

The details are summarized below:

Installed Capacity (MW) 500

No of units 2

Unit Size (MW) 250

Head (min) (m) 174.330

Rated Head (m) 179.323

Head (max) (m) 184.316

Hours of Peaking Operation 6

Annual Energy Generation (MU) 1095

Annual Pumping Energy (MU) 1303.57

Cycle Efficiency 84 %

1.11 Power Evacuation Arrangement

The 500 MW power generated from the project at 18.00 kV will be stepped up to 220

kV. This power will thereafter be evacuated from Pothead yard area through 1 nos. 220

kV Double Circuit Transmission lines to existing 220 kV substation of Balimela HEP.

220 kV Double Circuit Transmission lines from Balimela HEP to Upper Sileru 220 kV/132

kV Substation or Single Circuit Transmission line may be upgraded to Double Circuit


(2 x 250 MW)




Transmission lines from Balimela HEP to Jeynagar 220 kV/132 kV Substation and

Upper Sileru (Andhra Pradesh) 220 kV Substation. The HV side 220 kV main power

transformer located in the transformer cavern will be connected to the 220 kV Double

bus located at the 220 kV GIS Substation /open yard Switchyard through 220 kV XLPE

cable of appropriate size. A 220 kV GIS sub-station or extension of existing 220 kV open

yard Sub-station of existing Balimela hydro power project (which is feasible) are to be

installed in the scheme for evacuation and pumping operation of the Project.

1.12 Environmental Aspects

Balimela Hydro Electric Project is in operation since 1973. Upper Reservoir is already

functional. The lower reservoir has been proposed to be created near the foothill of the

Balimela town. The predominant land use in the vicinity of project area is forest land as

well as Non-forest. The proposed reservoir will lead to submergence of about 85 Ha.

land. Submergence of protected/Reserved forests land around the project will be

minimal. There are no sites or monuments of archaeological or national importance

which would be affected by the project activities. The land will also be required for

construction during operation purposes of power house complex and its apparent works

i.e. HRT, surge shaft, penstocks and TRT etc. Total land required for the construction

of various components is about 249 Ha. Most of land comes under the category of forest

and with small quantity of Non-forest land situated nearby to the existing HEP.

Based on the preliminary assessment of environmental issues in and around the project

area, it is proposed to conduct, a detailed comprehensive EIA study with an objective to

assess various impacts likely to accrue as a result of construction and operation of the

proposed project on various aspects of environment. As a part of CEIA Study, special

emphasis on impacts on ecologically sensitive areas due to the proposed project will be

made. Appropriate management measures too shall be delineated as a part of

Environmental Management Plan (EMP), which will be covered as a part of the

Comprehensive EIA study during the investigations for DPR.

1.13 Estimates of the Cost

The project cost for Option-I and Option-II is estimated to be Rs. 199918 lakhs and Rs.

204537 lakhs respectively at January, 2019 price levels. The preliminary cost estimate

of the project has been prepared as per guidelines of CEA / CWC. The breakup of the

cost estimates is given below:

Item Estimated Cost (Rs. Lakhs)

Civil Works Option 1: 101118

Option 2: 102379


(2 x 250 MW)




Electro-mechanical

Works

Option 1: 98800

Option 2: 102158

Total Option 1: 199918

Option 2: 204537

1.14 Financial Aspects

The estimated cost of the Balimela Pumped Storage Scheme for Option-I and Option-II

is Rs. 199918 lakhs and Rs. 204537 lakhs respectively and annual energy generation

of 1095 MU per year is proposed to be achieved.

The tariff has been worked out considering a debt-equity ratio of 70:30, and interest rate

of 11.92% on the loan component has been considered for the financial analysis of the

project.

Based upon the parameters given above, the sale rate of energy at bus bar has been

computed. The sale rate applicable in the first year and Levelized tariff is indicated

below.

i) Option-I (2 Fixed Units)

Sl.

No.

Off Peak Energy

Rate (Rs/kWh)

First Tariff

(Rs/kWh)

Levelized Tariff

(Rs/kWh)

1 1 6.65 6.12

2 2 7.88 7.35

3 3 9.11 8.58

ii) Option-II (1-Fixed and 1-Variable Unit)

Sl.

No.

Off Peak Energy

Rate (Rs/kWh)

First Tariff

(Rs/kWh)

Levelized Tariff

(Rs/kWh)

1 1 6.77 6.24

2 2 8.00 7.47

3 3 9.23 8.70

1.15 Conclusion & Recommendation

Balimela Pumped Storage Project involves minimum and simple civil works and could

be completed in 51/2 years. The project would afford an annual design energy generation

of 1095 MU per year. The cost per MW installed works out as Rs.4.828 crores. The


(2 x 250 MW)




Preliminary Feasibility Report indicates that the scheme merits for consideration in

taking up for Survey & Investigation and preparation of DPR.

1.16 Salient Features

1. LOCATION

Country

State

District

India

Odisha

Malkangiri

River Sileru river a tributary of Godavari river

Dam Axis (Upper)

Left Bank N- 18° 08’ 03.69” ,

E- 82° 07’ 50.63”

Right Bank N- 18° 08’ 40.62” ,

E- 82° 07’ 03.57”

Dam Axis (Lower)

Left Bank N- 18° 12’ 57.66” ,

E- 82° 05’ 23.89”

Right Bank N- 18° 13’ 08.59” ,

E- 82° 05’ 43.32”

Access to the Project

Road 35 km from Balimela town

Airport

Vishakhapatnam (Andhra Pradesh) : 128

km

Rajahmundry (Andhra Pradesh) :138 km

Bhubaneswar : 630 km

Railhead (with unloading

facilities)

Darliput: 69 km

Jeypore : 110 km

Port Visakhapatnam (Andhra Pradesh)

2. PROJECT

Type Pumped Storage Project

Installed Capacity 2 X 250 MW

Peak Operating duration 6 hours daily

3. HYDROLOGY


(2 x 250 MW)




Catchment Area

Upper Dam 4908 sq. km

Lower Dam 26.72 sq. km

Average Annual Rainfall 1397.1 mm

Maximum Design Flood (PMF)

Upper Reservoir 10930 cumec

Lower Reservoir 220 cumec

4.0 CIVIL STRUCTURE

4.1 UPPER RESERVOIR

Max Water Level 462.68 M

FRL 462.10 M

MDDL 438.91 M

Reservoir surface area at FRL 171.80 sq. km

Gross Storage capacity 3610 MCM

Live storage 2676 MCM

Dead Storage at 438.91m 934.89 MCM

4.2 LOWER RESERVOIR

FRL 255.68 M

MDDL 245.80 M

Reservoir surface area at FRL 0.7635 sq. km

Reservoir surface area at MDDL 0.6276 sq. km

Gross capacity at MWL 23.439 MCM

Live storage 6.811 MCM

Dead Storage at 245.80 m 14.481 MCM

4.3 UPPER DAM (Existing Balimela dam)

Type Earth fill Gravity

Top of Dam EL 466.35 M

River Bed Elevation EL 396.35 M

Total Length of Dam at top 1823 m

Max. Height of Dam 70.00 m (from bed level)

Top width of dam 10 m


(2 x 250 MW)




4.4 LOWER DAM

Type Rock fill

Top of Dam EL 260.60 M

River Bed Elevation EL 201 M

Total Length of Dam at top. 699 m

Max. Height of Dam 59.60 m

Top width of dam 10 m

4.5 UPPER DAM SPILLWAY ARRANGEMENT

Type Straight Gravity Masonary

Crest Elevation EL 449.88 M

MWL EL 462.68 M

Design Flood 10930 cumec

No. of Bays 10

4.6 LOWER DAM SPILLWAY ARRANGEMENT

Type Overflow Ogee type Gateless free flow

Crest Elevation EL 255.68 M

MWL EL 258.38 M

Design Flood 220 cumec

No. of Bays 2

4.7 Intake Structure

Type

H x W x L x No. x Line

Dia. Of Tunnel

Trapezoidal type with anti-vortex louver

11.8 m x 17.81 m x 79.4m 2 no’s x 1 line

7.86m

4.8 Headrace Tunnel cum Pressure Shaft (Steel Lined)

Diameter

Length

No. of Tunnel

7.86 m

1307m

1

4.9 Pressure Shaft (Steel Lining)

D x L x line

After Bifurcation

-

5.56mx94mx2lines


(2 x 250 MW)




4.10 Tailrace Tunnel (Concrete Lined)

Diameter

Length

No. of Tunnel

After bifurcation tunnel from draft

tube (D x L x line) (Steel Lined)

9.45 m

585 m

1

5.56m x 106mx2lines

4.11 Outlet Structure

Type

H x W x L x No. x Line

Dia. Of Tunnel

Trapezoidal type with anti-vortex louver

14.18 m x 14.83 m x 90m x 2 no’s x 1 line

9.45m

4.12 Powerhouse

Type

Size

Underground Cavern

For Option 1 (2 Fixed):

109.00 m (L) x 23.50 m (W) x 53 m (H)

For option 2 (1Fixed+1Variable):

112.00 m (L) x 24.00 m (W) x 55 m (H)

4.13 Transformer Room including Secondary GIS

Type

L x W x H

Underground Cavern including Secondary

GIS

87.00 m (L) x 18.00 m (W) x 22.50 m (H)

4.14 Main Access Tunnel (MAT)

Type

W X H

D- shaped, Length – 935m

8.00 m (W) x 8.50 m (H)

5.0 Electromechanical Equipment

5.1 Pump Turbine

Type Francis type, vertical shaft reversible

pump-turbine

Number of unit Two (2) units

Max. Head as Turbine 184.316 m

Rated Turbine Head 179.323 m

Min. Head as Turbine 174.330 m

Turbine Output at Rated Head 255.127 MW


(2 x 250 MW)




Turbine Output at 10% overhead

operation

280.639 MW

Max. Head as Pump 202.116 m

Rated Pump Head 197.123 m

Min. Head as Pump 192.130 m

Max. discharge of Turbine at

rated Turbine head

157.639 m3/s

Pump input at Rated Head 285.326 MW

Min. discharge at Max. Pump

head

132.39 m3/s

Max. discharge at Min. Pump

head

139.27 m3/s

Max. discharge of Pump at rated

head

135.74 m3/s

Synchronous Speed 200 rpm

5.2 Generator-Motor

Type Three (3) phase, alternating current

synchronous, generator-motor, vertical

shaft, rotating field, enclosed housing, rim-

duct air-cooled and semi-umbrella type

Number of unit Two (2) units

Option 1: Two no. Fixed Speed units

Option 2: One no. Fixed Speed units & One

no. Variable Speed unit

Rated Capacity Generator : 250 MW

Motor : 285 MW/ 300 MVA

Rated Voltage 18.0 kV +10%

Rated Frequency 50 Hz

Rated Speed 200 rpm

Over Load Capacity 110 % rated capacity

5.3 Main Transformer

Type Indoor type, oil-immersed, single phase

bank or special three phase transformers


(2 x 250 MW)




with on-load tap changer (OLTC) for

pumping operation, OFWF cooled

Numbers 6 + 1 (Single phase Spare)

Rated Capacity 330 MVA, 3 nos of Single phase bank

Rated Voltage Primary; 18.0 kV

Secondary; 220 kV

adjustable range of the secondary voltage:

- 5% to +5%

Connection Primary: Delta

Secondary: Star

Neutral Grounding System for

Secondary Winding

Solidly Grounded

5.4 Generator-Motor Circuit Breaker

Type Indoor, Metal-enclosed, SF6 and single

pressure type

Number of Unit Two (2) units

Rated Voltage 18.0 kV

Rated Normal Current 12,000 A

Phase Reversal Equipment Three Phase, 24kV, 12000 A

5.5 Gas Insulated Switchgear

5.5.1 Circuit Breaker

Type 220 kV Gas Insulated Switchgear (GIS)

Number of Feeder Five (5) feeders

Rated Voltage 220 kV

Rated Normal Current 2,500 A

Rated Short Time (1sec)

withstand Current

50 kA

5.6 220 kV XLPE Cable

Type Single Core 220 kV Cross linked

polyethylene insulated type

Rated Voltage 220 kV

Number of Circuits 6 nos. + 1 spare single phase


(2 x 250 MW)




5.7 Pump Starting Method

Type 1 no. Static Frequency Converter

Starting(SFC) & also Back to back starting

(BTB)

Capacity of Starting Transformer 1 no.18.0/19.2 kV and 19.2/18.0 kV,

30.00 MVA

5.8 Diesel Engine Generator


Rated Capacity 2 x 1000 kVA ,11 kV

5.9 EOT Crane

Type Indoor, Electric Overhead Traveling Crane


Rated Capacity 250 ton (Main hoist), 80 ton and 10 ton

Span 22.00 m

5.10 Transmission Line

Type 1 no. Double Circuit zebra conductor &

1 no. Single Circuit zebra conductor

Capacity Voltage Level 220 kV

Length About 105 km Double Circuit or

(105+45) km each Single Circuit

5.11 Project Cost (Price Level January, 2019)

Item

Estimated Cost (Rs. Lakh)

Option-I Option-II

Civil Works 101118 102379

Electro-mechanical Works 98800 102158

IDC 36088 36840

Total 236006 241377

5.12 Project Benefit's

Option-I (2 Fixed Units)

Sl. No. Off Peak Energy Rate

(Rs/kWh)

First Tariff (Rs/kWh) Levelized Tariff

(Rs/kWh)

1 1 6.65 6.12


(2 x 250 MW)




2 2 7.88 7.35

3 3 9.11 8.58

Option-II (1-Fixed and 1-Variable Unit)


(Rs/kWh)

First Tariff (Rs/kWh) Levelized Tariff

(Rs/kWh)

1 1 6.77 6.24

2 2 8.00 7.47

3 3 9.23 8.70

CHAPTER- 2HYDROLOGY

Chapter 4: Hydrology 1

Balimela Pumped Storage Project, Odisha

(2 x 250 MW)


4. 1 Background

In any Hydro-electric Project (HEP) and also Pumped Storage Project (PSP),

hydrological inputs play a vital role in planning, execution and operation of these

project. Hydrological studies are carried out at all stages of development starting from

Pre-feasibility stage, detailed project report (DPR) stage and even during their

operation. However, PSP projects are slightly different in a sense that such projects

recycle the water between the two reservoir i.e. upper reservoir and lower reservoir.

Normally there is no consumptive use of water requirement (except making good for

evaporative loss and machine loss). Therefore, PSP projects have negligible impact

on hydrological regime and as such the criticality of and its impact on hydrology are

minimum in case of their proposed installation on existing/ongoing projects.

The Proposed Balimela PSP envisages utilisation of water of existing

Balimela reservoir on Sileru River in Malkangiri district of Odisha through installation of

500 MW which would be equipped with two vertical axis reversible type hydro-electric

units each comprising of generator-motor and a pump turbine with a generating

capacity of 250 MW each. Upper reservoir would consist of existing Balimela reservoir

while lower reservoir (Proposed new construction) would be for storage of recycled

water at the foot-hill.

4. 2 Objective of the study

The proposed study aims to harness the various parameters for project planning and

design of proposed Balimela Pump Storage scheme. Since more than four decades

have passed since power generation started at Balimela powerhouse and there might

be changes in water availability, it is considered necessary to update the hydrology

based on recent hydrological data to assess the impact on water availability for

existing Balimela reservoir for running the proposed PSP scheme utilising the present

up to date data.

To assess the impact of proposed PSP scheme on the release of water for

Andhra Pradesh from existing Balimela reservoir.

To assess additional peaking power generated thereof from the proposed

scheme.

Since Balimela reservoir is in existence and meeting the existing demands of

irrigation and power; no fresh design flood studies are required.

To assess the efficacy of combined project in association with existing

demands using the existing storage of Balimela reservoir i.e. based on recent

hydrograph survey (if available).

4. 3 Existing Sileru river system

The Balimela reservoir on Sileru river of Odisha constructed earlier envisaged

installation of six units of generating sets of 60 MW each (360 MW) under first stage

Chapter –2

Hydrology



(2 x 250 MW)


and proposed for additional installation of two units of 60 MW each under second

stage. However, subsequently during the second stage of construction instead of

installation of two units of 60 MW each, the project authorities installed two units of 75

MW each. Thus the total installed capacity is 510 MW (6*60+2*75 MW) after second

stage.

Since Balimela project supplies water to Andhra Pradesh, as such, as per agreement

the Balimela reservoir is meant to divert 50% of water through a tunnel to Balimela

Power house while remaining 50% is let off in the river for utilization by Andhra

Pradesh.

In fact, Balimela Power Project forms the second stage of development of Machkund-

Sileru river (Machkund project being the first stage) development. The released water

of Machkund power house together with intermediate catchment between Machkund

Balimela dam are impounded by an earth fill gravity dam at Chitrakonda and is called

as Balimela Dam which was a joint project of Odisha and Andhra Pradesh. The inflow

into Balimela reservoir is thus shared between the two states on 50:50 basis upstream

of Balimela dam. A line diagram of existing Sileru river system is shown in fig 1 below.



(2 x 250 MW)


Fig. 1: Existing Sileru River System (Line Diagram)



(2 x 250 MW)


4. 4 Project Catchment

The proposed project is planned on Sileru river on existing Balimela reservoir (a joint

project of Odisha and Andhra Pradesh) near Chitrakonda village in the district of

Malkangiri in Odisha state. The Machkund river (called as Sileru river downstream)

originates in Madugulu hills of Vishakhapatnam district and serves the boundary

between Odisha and Andhra Pradesh after few kilometres from its origin. The river

takes a meandering course during its passage. It also takes a steep descent during its

course popularly known as Duduma falls. Machkund HEP (existing) utilizes the drop

by generating hydro power through installed capacity of 114.75 MW. After Duduma

Falls, the river is joined by several tributaries including Grurupriya. It joins Sabari river

which ultimately joins Godavari river. The gross catchment area of Balimela dam is

4908 Km2.

Existing Jalaput dam upstream of Balimela dam intercepts an area of 1955km2. In

addition, Duduma diversion dam located upstream intercepts additional an area of

272km2 thereby indicating a free catchment of only 2681km2 (4908-1955-272) for

Balimela Dam. The major objective of Balimela scheme earlier was to provide

irrigation and secondary hydro power generation through 59.43 cumec of regulated

water was ultimately released from power house to irrigate 61034ha.

The salient features of existing Balimela Dam are as under.

Location Chitrakonda village, Malkangiri district Odisha

Catchment area 4908 km2

River Sileru in Godavari Basin

Gross Capacity 3610 Mm3

Live Capacity 2676 Mm3

Dam type Earth fill gravity Dam

4. 5 Present study: Pump Storage Project (500 MW)

The present proposal of pump storage scheme envisages utilisation of already existing

and operational Balimela reservoir as its upper reservoir. A lower reservoir has been

proposed at the foothill of Balimela town by construction of Rockfill Dam of approx.

59.6 m height so as to entail a live storage of about 6.811 Mm3. It would act as a

balancing reservoir for re-cycling of water.

It is proposed to install two vertical-axis reversible type hydro-electric units comprising

of generator–motor and a pump turbine each having generating capacity of 250 MW

(Total installed capacity would be 500MW). The water thus would be re-cycled

between upper Balimela reservoir and lower proposed reservoir. Thus the existing set

up of hydro-power generation and utilisation from Balimela existing reservoir would not

be disturbed as enough storage is available in Balimela reservoir and hoped that it

would meet the one time water requirement of recycling of water for proposed PSP.



(2 x 250 MW)


A Google map of the existing Balimela reservoir including power house location is at

fig.2 below.

Fig. 2: Google Image of the Project Area

Since no major storage structure is proposed except construction of small lower

reservoir, underground/surface power house and appurtenant structures like HRT,

pressure shaft, penstock tunnel, TRT, transformer hall etc... and the present scheme

would utilize the facilities of existing Balimela reservoir.

4. 6 Data Availability

Sileru river and its tributaries are not well gauged along its course. Central Water

Commission (CWC) and India Meteorological Department (IMD) do not collect the

relevant data on this river.

4.6.1 Meteorological Data

The PFR study report prepared by THDC India in September 2012 indicated that DPR

of Balimela reservoir earlier was based on scantly rainfall data of only 10 years (1943-

1953) of three rain gauge stations. Subsequently post DPR stage, THDC India Ltd.

carried out the study considering four rain gauge stations namely Balimela, Chintanpali

(inside the catchment) and Lamtaput & Kudumuluguda rain gauge stations (located

outside the catchment). The rainfall data considered was for the period 1976-77 to

2005-06. However, the data for the period 2002 to 2006 was rejected being

inconsistent by THDC India Ltd. in their report.

However, now days with the advent of digital technology, IMD besides supply data of

individual rain guage stations, supplies the rainfall data in 0.25x0.25 degree grid

format (grid interval being 0.25 degree) for the entire country. The IMD supplies such



(2 x 250 MW)


data for the period 1901 to 2016. The same was procured from IMD for the Balimela

reservoir Catchment. In fact, the data for thirty grid points covering the Balimela

reservoir catchment was procured from IMD for the period 1940 to 2016. The rainfall

(monthly) assessed at each grid point of 0.25 degree grid interval was considered to

assess the monthly catchment rainfall. The same is at Annexure-I. A comparison of

the average annual rainfall for different periods (as per earlier PFR report of THDC

India Ltd) versus rainfall assessed through grided rainfall data reveals variation for the

concurrent period as indicated in Table 1 below.

Table- 1: Catchment rainfall for Balimela Reservoir

Average annual rainfall (mm) for Balimela catchment

Period DPR Stage Gridded rainfall (Grid Interval=0.25o)

1942-53 1387 1467.1

1976-77 to 2001-02 1484 1324.4

Since the grided rainfall data by IMD is supplied after carrying out relevant consistency

and reliability tests, no such tests have been carried out at present.

4.6.2 Discharge Data

No discharge data is available at Balimela reservoir site. The project authorities were

requested to supply the same including power generation data, spills, releases etc.

from Balimela reservoir. It has been indicated in earlier para that no CWC G&D site

exists in the neighbourhood of Balimela reservoir.

The PFR by THDC India Ltd had appended the annual runoff (in inches) of Jalaput

catchment (CA= 1955km2) for the period 1942-43 to 1952-53 (11 years) in their report

of September 2012. In absence of availability of any runoff data in the region, the

same as available for Jalaput Catchment has been considered for the present study,

pending collection/supply of relevant data by project authorities.

4.6.3 Evaporation Data

No site specific evaporation data is available/ supplied. In absence of the same,

monthly/ daily evaporation rate has been taken from Department of Irrigation and

Power, Odisha report on revised project estimate - 1972 of “Balimela Hydro-Electric

Project”. The daily evaporation rate in each month is given in Table 2 below.

Table- 2: Evaporation depths (mm/month)



(2 x 250 MW)


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

mm/

month

97 134.6 177 227.1 243.2 157 120 86 97.2 123.5 100.6 93.4

4. 7 Water Availability

The proposed Pump Storage Project (PSP) aims to utilize the storage of existing

Balimela reservoir and the release of water from share of Odisha for recycling (one

time only as water is recycled). Only the surplus storage in the reservoir is proposed to

be recycled for operation. As such, the water availability is ensured based on long

term release data (Odisha share) from the existing Balimela reservoir. Accordingly,

water availability has been assessed for Balimela reservoir using Jalaput dam annual

runoff data (available in the earlier report). Since monthly flows of Jalaput dam are not

available at the moment, the annual observed flow for the period 1942-43 to 1952-53

has been utilised in the study. Since gridded monthly and annual rainfall for Jalaput

dam and Balimela reservoir catchment (refer annexure I & II) are available (Jalaput

dam catchment lies in Balimela catchment) for the period 1942-43 to 1952-53 (under

consideration), the same have been considered to develop an annual rainfall- runoff

model. The catchment area map and the rainfall- runoff model details are as under:



(2 x 250 MW)


Fig. 3: Project Catchment area map

Fig. 4: Rainfall- runoff regression at Jalaput dam

Y= 0.714*X- 238.1

0.00

200.00

400.00

600.00

800.00

1000.00

1200.00

1400.00

1000.00 1200.00 1400.00 1600.00 1800.00 2000.00 2200.00

Ru

no

ff (

in m

m)

Rainfall (in mm)

Regression analysis



(2 x 250 MW)


R= 0.648

Where, Y= Annual Runoff in mm

X= Annual Rainfall in mm

R= Co-relation coefficient

Although correlation coefficient is weak but in absence of any other data of runoff

(observed) the same have been considered tentatively. The annual flow in mm have

been converted into MCM and bifurcated into monthly flows based on percentage ratio

of monthly to annual rainfall. A long term monthly runoff series at Jalaput dam for the

period 1942 to 2016 has been developed using the above rainfall – runoff model and

the same is at Annexure III.

The rainfall – runoff model developed for Jalaput dam and the long term runoff series

for the period 1942 to 2016 has been utilized to assess long term runoff series for

Balimela reservoir/ dam (CA= 4908 km2) under two scenarios/ alternatives as under

with the limitation that in (absence of observed runoff data of Balimela inflow, releases,

spills etc) meagre flow is diverted through Duduma diversion project (CA= 272 km2)

and there is no consumptive use through Jalaput dam being a run-of-river project.

a) Alternative I – Catchment Area proportion

The hydro-meteorological characteristics of Jalaput dam and Balimela reservoir are

identical since Jalaput dam (CA = 1955 km2) lies in the catchment of Balimela

reservoir (CA=4908km2). As such the yield series developed for Jalaput dam in

Annexure III for the period 1942 to 2016 have been transposed in catchment area

proportion by using and multiplying with a factor of 2.51 (4908/1955) to the yield series

of Jalaput dam. The monthly flow series for Balimela reservoir is at Annexure –IV.

b) Alternative II – Rainfall Runoff model

The rainfall – runoff model developed for Jalaput dam as indicated in earlier para have

been considered to assess the long term runoff series for Balimela reservoir by using

the catchment rainfall of Balimela dam. The same is at Annexure –V.

4.7.1 Conclusion

A comparison of result by the above methods viz-a-viz earlier study has been made to

assess the series to be adopted for power potential studies which may not affect the

functioning of existing Balimela project. The impact of utilisation through proposed

PSP can be seen in Table 3 below.



(2 x 250 MW)


Table- 3: Comparison of yield by different method

Balimela runoff from long term series

S.

No.

Item Methodology Period Runoff

(MCM)

1.

2.

3.

4.

Average annual yield




DPR

DPR

CA proportion

Rainfall – Runoff

model

1942-52

1976-77 to 2001-

02

1942-43 to 2015-

16

1942-43 to 2015-

16

4210

3519.03

3682.55

3727.03

A perusal of the above table indicates the yield assessed based on catchment area

proportion is recommended tentatively for power potential studies for the proposed

PSP project.

4. 8 Design flood

The associated dam/reservoir is existing and in operations for the last several decades

and have withstood the floods without any Damage to civil structure. Moreover, the

proposed scheme is a pumped scheme and do not envisage any change in existing

operating levels of the reservoir. No structural modifications/interface are required in

existing dam. As such, the spillway provisions are already in place and are in

operation successfully. As such design flood re-assessment is not required in the

present study.

4. 9 Sedimentation

No recent hydrographic survey data has been supplied/carried out for Balimela

reservoir. The elevation area capacity curves as available are being recommended for

utilization since the quantum of water being used for proposed PSP study is miniscule.

As such sedimentation is not an issue at present.

4. 10 Limitation of study

The study has been carried out based on the limited available runoff data of Jalaput

dam.



(2 x 250 MW)


Additional Hydrological Studies

In previous hydrological study, we had used flow data from Jalaput dam site located

upstream of Balimela dam for calculating the yield series at Balimela Dam catchment.

Now we have considered flow data of Konta G&D site located downstream of Balimela

Dam and utilized to compute the yield series at Balimela dam catchment.

The additional studies are attached as an Appendix I to IX. The fresh studies reveal

that a marginal difference was noticed in the yield assessment carried out now based

on the Konta CWC G&D site with details as under when compared with earlier study.

Sr.No. Length of data

considered

Dependable

Flow

Revised Yield study

based on Konta

G&D site (Mm3)

Earlier study

based on Jalaput

dam site (Mm3)

1 1966-67 to 2012-13 50% 4071.89 3331.5

2 1966-67 to 2012-13 75% 3408.95 2872.84

3 1966-67 to 2012-13 90% 2692.65 2467.35

The details of Appendices are:

APPENDICES

S. No. DESCRIPTION

I Monthly Rainfall at Konta G&D site (1942-2016)

II Monthly Rainfall data for the Balimela catchment (1942-2016)

III Observed Runoff data at Konta G&D site of CWC

IV Runoff data at Konta G&D site of CWC

V Yield Series for Balimela Catchment (1966-67 to 2012-13) based on Jalaput observed Runoff data

VI Computed Yield Series at Balimela Project site based on Konta G&D site data ( in Cumec)

VII Computed Yield Series at Balimela Project site based on Konta G&D site data (in MCM)

VIII Dependable flow at Balimela Project site based on Konta G&D site data

IX Annual Maximum Observed Flow at Konta G&D site during Monsoon and Non-Monsoon Period and transposition to Balimela Project site

CHAPTER- 3GEOLOGICAL STUDIES

Chapter 5: Geological Studies 1


(2 x 250 MW)


5.1 Introduction

The proposed Balimela Pumped Storage Project is located in Malkangiri district, Odisha,

India. Balimela falls in toposheet no. 65J/04 and the project area is bounded by Lat. N

18° 13’ to 18° 11’ and Long. E 82° 05’ to 82° 06’ (Fig-1). The proposed project envisages

utilization of water from an existing Balimela reservoir created by Balimela/Chitrakonda

dam constructed across Sileru River (upper dam) through an Intake-HRT-Pressure shaft

to an underground powerhouse to generate 500MW of power by utilizing gross head of

from 211.294m to 188.22m for Scenario-1 and Scenario-2.

The water from Power House will be diverted through a TRT and will be stored in a

reservoir at lower level to be created by constructing a rockfill dam. Owing to pumped

storage nature of the project the water from lower reservoir will be pumped through TRT-

Reversible Turbines-Pressure Shaft-HRT to upper reservoir in lean hours.

Balimela dam is a joint venture of Odisha and Andhra Pradesh to divert half of the water

to Potteruvagu sub-river basin for irrigation purposes in Odisha. While diverting the

water 510MW (6X60MW+2X75MW) power is generated by Odisha Hydro Power

Corporation Ltd. (OHPC). The rest of the water is being discharged through Sileru River

for utilization by Andhra Pradesh.

Malkangiri district is the southernmost district of Odisha. It is bordered by Chhattisgarh

state in the West, Andhra Pradesh in the South and East, and Koraput district of Odisha

in the North.

Source: - Google Earth

Fig-1.Google Earth image showing Layout plan of project components

ALTERNATE III SITE

INTAKE

Chapter - 3

Geological Studies



(2 x 250 MW)


The main aim of this report is geological and geotechnical assessment of the project

components through surface geological mapping and to formulate sub-surface

exploration plan. The contouring and geological mapping have been carried out during

February-March 2019.

5.2 Regional Geomorphology and Geology

The area belongs to Eastern Ghat Hill Ranges to the east and Pediplains towards north

– west and west. The trend of hill ranges are generally NE-SW with in-between sub-

parallel valleys. Geologically

the district is divided into four

provinces (Fig-2).

These provinces are

demarcated on the basis of

origin like intensity of

denudation & impact of

geological structures and

fluvial origin. The provinces

are a) ridges/hills with or

without valleys: These are

developed through

denudation, strongly

controlled by structures and

located all along the eastern

part of the area. b) Plateaus: These are formed due to denudation with minimal control

of structures. The plateaus have further been classified as un-dissected plateaus and

dissected plateaus and located to the north of the area. c) Planation surface

(Pediments/Pediplains and Peneplains): It is formed due to denudation with minimal

control of structure. These are located in the eastern part of the area. d) Colluvial

Footslopes located within the ridges and valleys.

The area falls within Godavari basin. A number of rivers namely Kolab, Machkund,

Sileru, Potteruvagu are draining the area and meet the trunk river Godavari. Numerous

tributaries have joined the rivers from both banks. The project is located on Sileru sub-

basin of Godavari Basin. Sileru River flows towards South-West in a straight course

along a major shear zone. In general, a dendritic pattern prevails in the area. The area

is affected by natural hazards like sheet erosion in planation surface and plateau areas,

gully erosion in hilly areas and bank erosion by rivers. In the lateritic area, prevailing

intense, irregular erosion and scouring leads to gully formation and badland topography.

Regionally the area represents diverse group of rocks of various geological ages ranging

from Archaean to recent. These are i) Bengpal Group of rock of Archaean age, ii)

Intrusive granite of Archaean age, iii) Intrusive granite of Archaean age iii) Eastern Ghat

suite of rocks of Archaen to Proterozoic age, iv) Dolerite dykes and quartz veins of

Proterozoic age, v) Sedimentaries of Chhatisgarh Super Group of Proterozoic age, vi)

Fig-2: Regional Geomorphological Map



(2 x 250 MW)


Laterite cappings of Cenozoic age and vii) Colluvium, scree tallus, river deposit of

Quaternary age.

The Regional Stratigraphic Succession is as follows:-

Table-1: Regional Stratigraphic Succession

Lithology Formation Group Super Group Age

Laterites and

lateritic bauxite

(Lbx)

- - - Cainozoic

Shale Sukma Sabari

Chhattisgarh Meso to Neo

Proterozoic

Limestone Puriras

Sandstone Tirathgarh

Gabbro and

related basic rocks

- Tulsidongar

- Palaeo to

Meso

Proterozoic Sandstone - -

Quartz vein - Intrusives

- Proterozoic

Granite - -

Dolerite - -

Granite gneiss

(Gg), Leptynite

(Lp)

- Migmatite Easternghat Archaean to

Proterozoic

Acid to

intermediate

Charnockite(a)

Pyroxene

Granulite (b)

- Charnockite

Garnetiferous

sillimanite

schist/gneiss

- Khondalite



(2 x 250 MW)


Table-1: Regional Stratigraphic Succession

Lithology Formation Group Super Group Age

Porphyritic Granite - - - Archaean

1. Metabasics,

2. Amphibolite,

3. Andalusite

schist,

4. Hornblende

schist,

5. Magnetite

quartzite,

6. Talc –tremolite

schist,

7. Quartzite,

8. Quartz-

magnetite-

grunerite schist.

- Bengpal

Group

The regional geological map on 1:2,50,000 scale is enclosed as Plate-I.

The oldest group Bengpal Group comprises Metabasics, Amphibolite, Andalusite schist,

Hornblende schist, Magnetite quartzite, Talc –tremolite schist, Quartzite, Quartz-

magnetite-grunerite schist. This Bengpal Group of rocks overlies by intrusive porphyritic

granite of Archaean age. Rocks of Eastern Ghat Supergroup lies over the porphyritic

granite. Eastern Ghat Supergroup of rocks have been classified into three groups

namely Khondalite Group at the bottom and consists of Garnetiferous sillimanite

schist/gneiss. Acid to intermediate Charnockite and Pyroxene Granulite belongs to

Charnockite Group of rocks and lies above it, subsequently following upwards Migmatite

Group comprises of granite gneiss, and leptynite are exposed. Intrusives of dolerite,

granite, quartz vein of Proterozoic age are exposed above Migmatite Group. Thereafter,

Tulsidongar Group consisting of Sandstone, Gabbro and related basic rocks are

present. This group lies over Sabari Group consisting of Tirthgarh Formation

(Sandstone), Puriras Formation (Limestone) and Sukma Formation (Shale). At the top

capping of laterites and lateritic bauxite of Cainozoic age are present. However,

Quaternary deposits like colluvium, river deposits of recent age are deposited at places.

The project lies within Charnockite Group of rocks. The rock type is mainly acid to

intermediate Charnockite with or without lateritic cover. A series of major shear zones

aligned mainly along NNE-SSW direction is present. Shear zones trending ENE-WSW,



(2 x 250 MW)


NW-SE, N-S are also common in and around the area as reflected in the geological map

of GSI on 1:50000 scale (Plate II).

5.2.1 Seismicity

Balimela Pumped Storage

Project is located within

Charnockite Group of rocks

(Acid to intermediate

charnockite) belonging to

Eastern Ghat Supergroup

of Archaean to Proterozoic

age. The area falls under

seismic zone-II as per

Seismic Zonation Map of

India (Fig.3). A series of

major shear zones aligned

mainly along NNE-SSW

direction is present. Shear

zones trending ENE-WSW,

NW-SE, N-S are also

present around the area

(Plate II). Sileru River is

flowing towards south-west

in a straight course along a

major shear zone. A number of

neotectonic faults are present

south-eastern part of the area. The distance from the project from Kanada-Kamili Fault

is 139km, Parvatipuram-Bobbili Fault is 153km, Nagavali Fault is 177km, and

Varnasadhara Fault is 194km (Fig-3).

Other major tectonic discontinuities include basin marginal faults of the Gondwana Basin

located at further north. The presence of several hot springs in association with mild

seismicity within the Damodar Valley Gondwana graben points further reactivation along

this fault system. Recent studies by GSI reveals the evidences of pre-tectonic activity

along the basin marginal fault of the Talchir Basin. Several transverse faults are also

reported, which are well documented within the Gondwana sequence.

Historical record says that no high magnitude earthquake except one of magnitude 6.0

(08 May 1963, Bijakuli-Banei area) has occurred in the area. The historical data of

earthquake are given in the following table.

Fig.3: Seismic Zonation Map of India



(2 x 250 MW)


Source: - Seismotectonic Atlas of India and its Environ, 2002, GSI

In addition to the above historical earthquake, some more earthquakes have also

been reflected in other sources (source: - Amateur Seismic Centre, Pune, 2018). The

data is given in following Table-3.

Table-2: Chronological Listing of Earthquake Events



(2 x 250 MW)


Table-3: Chronological Listing of Earthquake Events

S. No Date Epicenter Latitude Longitude Magnitude Intensity

1. 08 May 1963 Bijakuli-Banei

area 21.700 N 84.900 E 5.2

2. 26 August 1676 Balasore area - - - IV

3. 15 June 1837 Rambha-

Paluru area 19.500 N 85.100 E - VI

4. 16 March 1858

Baleshwar-

Chandipur

area

21.500 N 87.000 E - V

5. 25 February

1860

Karantola

area 19.400 N 84.900 E - V

6. 17 June 1891 Palmyras

Point 20.800 N 87.000 E - V

7. 08 May 1963 Bijakuli-Banei

area 21.700 N 84.900 E 6.0

8. 05 August 1979

Dublabera-

Majhgaon

area

22.100 N 84.900 E 4.7

9. 08 April 1982 Bay of Bengal 18.510 N 86.310 E 5.2

10. 14 October

1982

Khajuripada-

Banigochha

area

20.390 N 84.420 E 4.7

11. 01 July 1985 Bay of Bengal 18.367 N 87.188 E 5.4

12. 27 March 1995 Laimura-

Deogarh area 21.671 N 84.565 E 4.6 V

13. 21 June 1995 Kasijodi-

Nuakot area 21.780 N 85.327 E 4.7

14. 12 June 2001

Konokjora-

Sundargarh

area

22.240 N 83.918 E 4.7

As the area falls within seismic zone-II, historically Odisha has experienced mainly very

few moderate earthquakes. Some events with magnitudes in excess of 5.0 have

originated in the Bay of Bengal off the coast of the state. Several faults have been



(2 x 250 MW)


identified in the region and some have shown evidence of movement during the

Holocene epoch. The Brahmani Fault in the vicinity of Bonaigarh is among then. The

Mahanadi also flows through a graben structure. Several deep-seated faults are situated

beneath the Mahanadi Delta.

The seismic zonation map of India was updated in 2000 by the Bureau of Indian

Standards (BIS). There are no major changes in the zones in Odisha with the exception

of the merging of Zones I and II in the 1984 BIS map. Districts that lie in the Mahanadi

river valley lie in Zone III, and within Odisha this zone stretches from Jharsuguda along

the border with Chhatisgarh in a south-easterly direction towards the urban centres of

Bhubaneswar and Cuttack on the Mahanadi Delta. The maximum intensity expected in

these areas would be around MSK VII. Districts in the north and south-west of the state

lie in Zone II which includes project area.

Both deterministic and probabilistic approaches for evaluation of design ground motion

for a project site require a comprehensive database on past earthquakes in the region

of the project. It is proposed to consider the seismic design parameters of the existing

Balimela dam. The analysis of seismicity of Balimela PSP is to be carried out to

determine the detail seismic design parameter to be undertaken subsequently. These

studies are to be carried out following the guidelines of NCSDP. The project area lies in

seismic Zone-II as per the Seismic Zonation Map of India (IS: 1893-2002, Part-1). The

seismo-tectonic map of the area (SEISAT-30) from Seismotectonic Atlas of India and its

Environ, 2000, GSI is enclosed as Fig 4.



(2 x 250 MW)


Fig. 4: Seismotectonic Atlas of India and its Environ, 2000, GSI

5.3 Geomorphology and Geology of the Project Area

The project is located within Eastern Ghat Hill Ranges. The hills/spurs are trending from

NW to SE, NE to SW and E-W with in-between valleys. The main stream present in the

project area is Kharika Jhora, a tributary of Potteruvagu River. Kharika Jhora is flowing

towards North-West in a meandering pattern. The water divide hills between the

catchment of Sileru River and Kharika Jhora are aligned in NE-SW direction. A number

of tributaries/streamlets joins Kharika Jhora from both the banks. The tributaries are

sub-parallel in nature and structurally controlled. However, a dendritic pattern of

drainage is present in regional scale.



(2 x 250 MW)


The project is located within Charnockite Group of rocks belonging to Eastern Ghat

Supergroup. The HRT -Pressure Shaft-Underground Powerhouse-TRT will pass

through mainly acid to

intermediate charnockite intruded

by dolerite dykes. A few quartzite

exposures are also present

around the project site. Basic

charnockite/pyroxene granulite is

also reported on the right

abutment of lower dam. The rocks

are generally present under a

cover of scree/talus/slope wash

material /debris. Laterite capping

over charnockite is also present at

places, especially at valleys and

lower altitude areas. The strike

and dip of charnockite varies from

N30°W-S30°E/40° towards

N60°E to N40°E-S40°W/70°

S50°E. The variation of dip and

strike appears to be due to local

folding. However, generally north-

easterly dip prevails in the area.

In general, three joint sets have

dissected the rockmass which are

i) N62°E-S62°W/50° S20°E ii)

N30°W-S30°E/75° N60°E and iii)

N36°W-S36°E/57° S54°W. A few

mesoscopic folds and one minor

fault have been observed. The

charnockite is hard, competent

and suitable as tunneling media. It

is to mention that the water will be

diverted from the existing

Balimela reservoir located at

upper level. Three alternative

sites have been identified, viz.

Alternate I, II and III (Plate II). A

PFR was prepared by THDC which matches with the proposed lower dam site of

Alternate I. As per this alternative, the proposed lower dam site is located near Niladri

nagar across Turni nala. In case of this site (Alternate I), it is observed that two villages,

one on each bank and vast cultivated areas will be submerged in the lower reservoir.

Photo 1- Alternate I dam site location at existing

Turnibera village and cultivated land

Photo2- Alternate II & III dam site location at

Kharika Jhora

ALTERNATE I

DAM SITE

ALTERNATE II

ALTERNATE III



(2 x 250 MW)


Therefore, an attempt was made to search for other sites to save the villages and to

minimize submergence of cultivated land without reducing the power potential i.e.

500MW peaking power. As a result, two other sites namely Alternate II & III have been

selected. These two alternative sites have been selected across Kharika Jhora nala. At

Alternate II site considerable area of private cultivated land is to be affected within the

dam body & along the reservoir. The storage at this site is also high and will not be

required for the proposed 500MW peaking power. Therefore, the site was shifted further

upstream to avoid submergence of private cultivated land and named as Alternate III.

At this site (Alternate II & III) mainly charnockite is present though the surface is covered

mainly by scree, slope wash material with sporadic rock outcrops from intake to TRT

outfall area and scree, laterite & river deposits are exposed at the lower reservoir site.

A comparative analysis has been made for the alternative sites and given below: -

Table-3: Comparative Analysis

Sr. No.

Items Alternate I Alternate II Alternate III

1 Lower

Reservoir

Live Storage-

5.991 MCM

FRL-232.34m.

MDDL-220m.

Submergence

Area- 85Ha.

Axis-A-A.

Live Storage-6.435

MCM

FRL-243.96m.

MDDL-236.32m.

Submergence Area-

88.20 Ha.

Axis B-B.

Live Storage-6.811

MCM

FRL-255.68m.

MDDL-245.80m.

Submergence

Area- 76.35 Ha.

Axis-C-C.

2 Dam Length – 1462 m.

Height – 40.0m.

Length – 1404 m.

Height – 49m.

Length – 699 m.

Height – 59.6m.

3 Intake

Channel (m)

Length – 440m.

25m wide

Channel.

NIL NIL

4 HRT (m)

Diameter – 8.86m.

(Concrete lined)

Length – 2467m.

Diameter – 9.18m

(Concrete lined).

Length – 1316.0m.

Diameter – 7.86m

(steel lined).

Length – 955.0m.

5 Surge Shaft Present Present NIL.



(2 x 250 MW)



Sr. No.


6 Pressure

Shaft

Diameter –

7.37m.

Length – 376m.

Diameter – 7.6m.

Length – 374m.

Diameter – 7.86m

Length – 352m

7

Unit

Pressure

Shaft

Diameter –

5.21m.

Length – 147m.

Diameter – 5.40m.

Length – 88.0m.

Diameter – 5.56m.

Length – 94.0m.

8 TRT (m) Diameter – 9.4m.

Length – 627.0m.

Diameter – 9.74m.

Length – 731.0m.

Diameter – 9.45m.

Length – 585.0m.

9

Unit Tail

Race

Tunnel

Diameter –

5.21m.

Length – 100.0m.

Diameter – 5.40m.

Length – 100.0m.

Diameter – 5.56m.

Length – 106.0m.

Alternate III site is more favorable as reveled from the above preliminary comparative

statement.

However, at this site portion of two roads on both the banks are coming under

submergence requiring diversion. The diversion of roads will not pose any problem as

new road alignment can be taken along gentle slope for which minimum slope

stabilization measures will be required. Therefore, Alternate III site appears to be

feasible and has been selected for detailed study and investigation for preparation of

Detailed Project Report (DPR).

The geological assessment, mainly through contouring and geological mapping of the

project components are completed on 1:2000 scale. Detailed report on surface geology

will be included in the DPR after updation, if required. The assessment of project

components on the basis of geological mapping are given below: -



(2 x 250 MW)


5.3.1 Intake

The intake has been proposed from

Balimela reservoir i.e. on the right bank

of Sileru River. The FRL and MDDL of

Balimela reservoir is 462.10m and

438.91m respectively. The invert of the

intake has been proposed at E.L.

422.19m. The terrain belongs to

Charnockite Group of rocks where

mainly hard, competent charnockite is

either exposed or present below thin

slope wash material. A number of

dolerite dykes are also exposed in the

area. At the intake area slope wash

material with outcrops of charnockite &

dolerite are exposed (Plate II, III &

IIIA). The strike and dip of charnockite

varies from N40°W-S40°E/76° towards

S50°W.

Three joint sets have dissected the rockmass. The discontinuity data are given in the

following Table-4.

Photo 3- Colluvium comprising of boulders mixed

in a sandy matrix exposed at Alternate II & III

Bellmouth location

Photo 4- Hard, competent charnockite exposed at

Alternate III Intake location

Gate chamber site

of intake tunnel

Intake portal



(2 x 250 MW)


The alignment of portion of proposed intake tunnel is presently under submergence by

Balimela reservoir where mainly slope wash material is expected, below which

charnockite will be present. The configuration of bed rock, below slope wash material

along the intake tunnel at the upper reservoir area is not known. One or two drill holes

will be required in this area to know the bed rock configuration as well as extent of intake

tunnel below the FRL of the upper reservoir. The portal of intake has to be fixed within

fresh rock atleast below 1D rock cover, for this purpose detail geological investigations

will be required through drill holes.

Alternatively, it is better to excavate an approach channel upto MDDL of the upper

reservoir instead of taking tunnel below the FRL upto MDDL level of the upper reservoir.

It is suggested that construction of bellmouth of the intake may be placed at the upslope

adjacent to the FRL of upper reservoir by excavation and thereafter an approach

channel may be excavated upto MDDL level. In this case, about 45m deep excavation

will be required to reach the intake tunnel level. As sporadic rock outcrops are present

in the area and it is expected that hard, competent rock with sufficient cover (2D to 3D)

will be available at the intake tunnel/ junction of bellmouth (Crown EL. 430.05m & invert

at EL.422.19m). The advantage of this alternative is that sub-surface exploration

through drill holes may not be required for locating the intake portal.

5.3.2 Head Race Tunnel (HRT)

A 955m long and 7.86m diameter Head Race Tunnel has been proposed. Detailed

geological mapping reveals that mainly slope wash material, debris with sporadic

outcrops of charnockite are present along the HRT alignment. (Plate II, III & IIIA).

Charnockite is the main rock type along the HRT. Since the rock (charnockite) is intruded

by a number of dolerite dykes, a few of them may also intersect the HRT. The alignment

of HRT is N14°W-S14°E and maximum cover of HRT will be 215m. The strike of

charnockite varies from N30° - 50°W to S30° - 50°E and dip from 65° to 75° towards

S30°W to S50°W.

Table-4: The discontinuity data in the intake area

Joint No Strike Dip/

dip direction

Spacing

(mm)

Continuity

(m) Characteristics

Foliation N40°W-S40°E 76°/ S50°W <100mm 1-2 Rough Planar

J1 N65°E-S65°W 60°/ S45°W 200-600mm 1-2 Rough Planar/

Undulating

J2 N70°W-S70°E 20°/ S20°W 200-600mm 1-2 Rough Planar/

Undulating

J3 N50°E-S50°W 41°/ S40°E 200-600mm 1-2 Rough Planar/

Undulating



(2 x 250 MW)


Three joint sets have dissected the rockmass. The discontinuity data are given in the

following Table-5.

Stereographic Analysis of Discontinuities along Head Race Tunnel will be carried out in

DPR stage to work out the presence of vulnerable wedges required for stitching.

Hard competent charnockite and dolerite dykes will form the tunneling media. Class II

to III rockmass is anticipated along the HRT except at the shear zones, if present, where

poor rockmass will be encountered. In general, rockbolts besides lining are likely to be

required as support system.

5.3.3 Pressure Shaft

One inclined Pressure Shaft bifurcating into two horizontal pressure tunnel/penstock

have been proposed. The length of the shaft is about 352m and diameter 7.86m. The

length of each horizontal pressure tunnels on an average is about 94m and diameter of

5.56m. The alignment of pressure shaft is N14°W-S14°E and mainly covered with thick

debris/slope wash material (Plate II, III & IIIA). The Pressure Shaft will pass through

charnockite. Dolerite dykes may also be encountered. The strike and dip data of

charnockite have been collected from rock outcrops present in and around the

powerhouse. The strike and dip of charnockite varies from N45° to 70°W – S45° to

70°E/54° towards S45°-20°W. The pressure shaft alignment will intersect the foliation at

angles between 31° to 56° and is likely to be favourable. Three joint sets have dissected

the rockmass and the discontinuity data are given in the following Table-6.

Table-5: The discontinuity data in the Head Race Tunnel area

Joint No

Strike Dip/

dip direction Spacing

(mm) Continuity

(m) Characteristics

Foliation N30° - 50°W to

S30° - 50°E

65° to 75°/ S30°W to S50°W

<100mm 1-2 Rough Planar

J1 N60°E-S60°W 65°/ N30°W 200-600mm 1-2 Rough Planar, Undulating

J2 N80°E-S80°W 75°/ S10°E 200-600mm 1-2 Rough Planar, Undulating

J3 N70°W-S70°E 20°/ S20°W 200-600mm 1-2 Rough Planar, Undulating



(2 x 250 MW)




Mainly charnockite with/without dolerite dykes will form the tunneling media of Pressure

Shaft. Fresh and hard charnockite is expected at a shallow depth. Generally, class II to

III rockmass may form the tunneling media except along the shear zones where poor

rockmass will be present. In general, rockbolts and shotcrete are likely to be required as

temporary support system.

Table-6: The discontinuity data in the pressure shaft area

Joint No

Strike Dip/


(mm) Continuity

(m) Characteristics

Foliation N45° to 70°W –

S45° to 70°E

54°/ S45°-20°W (Average-

54º/S32ºW)



Undulating


Undulating

J3 N40°E-S40°W 72°/ S50°W 200-600mm 1-2 Rough Planar/

Undulating



(2 x 250 MW)


5.3.4 Underground Power house

An underground powerhouse (UGPH) of 112m

length, 24m width and 55m high, a transformer

cavern including secondary GIS (L=87m, W=18m

and H=22.50m) have been contemplated.

Possibility of presence of dolerite dykes cannot be

ruled out. At the powerhouse location the surface is

covered by debris material with exotic slided rock

blocks to the tune of 10m or more except one small

outcrops of charnockite at the western corner. The

geological map, longitudinal and cross-sections are

given in Plate III, IIIA & IIIC. The strike and dip of

charnockite is N45°W– S45° E/54° towards S45°W.

Three joint sets have dissected the rockmass. The

discontinuity data are given in the following Table-

7.

Stereographic Analysis of Discontinuities along

Head Race Tunnel will be carried out in DPR stage to work out the presence of

vulnerable wedges required for stitching.

A mesoscopic fold has been observed at the charnockite outcrop above the powerhouse

cavern. The plunge of the fold is 20° towards S30°W. The maximum cover of UGPH will

be 225m. One minor fault has been observed away from the TRT outfall area, presence

of such minor faults at this area cannot be ruled out. The L-axis of powerhouse is aligned

along N77°E-S77°W direction and it will make an angle of 58° with the strike of the

foliation. The alignment of powerhouse is found to be suitable. It will intersect the joints

at angles of 17°, 52° and 63° respectively. Three drill holes and one exploratory drift

have been proposed. Actual orientation can be worked out after 3D logging and in-situ

hydro-fracture test at the exploratory drift to powerhouse. Though the surface above the

Photo 5- Hard, competent

charnockite exposed at Alternate

III UGPH location

Table-7: The discontinuity data in the Powerhouse area



(mm) Continuity

(m) Characteristics

Foliation N45°W– S45° E 54°/ S45°W <100mm 1-2 Rough Planar

J1 N60°E-S60°W 33°/ S30°E 200-600mm 1-2 Rough Planar/ Undulating

J2 N25°E-S25°W 70°/ S65°E 200-600mm 1-2 Rough Planar/ Undulating

J3 N40°E-S40°W 72°/ S50°W 200-600mm 1-2 Rough Planar/ Undulating



(2 x 250 MW)


powerhouse cavern is covered by debris but rock will be present at the cavern. Mainly

hard, competent charnockite will be present at the powerhouse cavern. In addition,

presence of hard competent dolerite dykes may also present at places. Class II to III

rockmass is anticipated except along the shear zones if exists, where poor rockmass

will be present. In general, rockbolts and shotcrete are likely to be required as support

system. Detail geological investigations through sub-surface exploration will be

required.

5.3.5 Tail Race Tunnel (TRT)

One number of 9.45m dia and 585m long

TRT is proposed including 106m long, 5.56m

dia bifurcation tunnel from draft tube. The

alignment proposed at the initial (desktop

study) stage was found that it is passing

along a valley depression where debris

comprising huge boulders and rock blocks

are present. This depression may represent

a weak zone. There are chances of

seepage/flow of water and presence of

weathered rockmass at the TRT level.

Therefore, the alignment has been modified

and kept mainly along a spur. The alignment

of TRT is N12°W-S12°E and cover will vary

from 23m to 215m. Geological mapping

reveals that a cover of slope wash

material/debris is generally present along the TRT alignment. However, outcrops of

charnockite are also exposed. The strike and dip of charnockite varies from N60°-90°E–

S60°-90°W /68° towards S to S30°E. Three joint sets have dissected the rockmass. The

discontinuity data are given in the following Table-8.

Photo 6- Hard, competent Charnockite

outcrop at TRT location



(2 x 250 MW)


Mainly charnockite will form the tunneling media for the TRT (Plate III & IIIA).

Occasionally dolerite dyke may also be present.

Debris is exposed at the bellmouth portion of TRT, but at the bellmouth level charnockite

will be present, as rock is exposed along the river bed. Stereographic Analysis of

Discontinuities along Head Race Tunnel will be carried out in DPR stage to work out the

presence of vulnerable wedges required for stitching.

In general, good to fair (Class II to III) rockmass is anticipated along the TRT except at

shear zones, if present. Generally, rockbolts and lining are likely to be required as

support system.

It appears that the discharge capacity of the Kharika Jhora is less and a guide/training

wall may be considered on the opposite bank where rock is either exposed or present

at a shallow depth. However, it is felt that the guide wall may not be required as the

intake level is much below the MDDL and will be always under water.

5.3.6 Main Access Tunnel (MAT)

A 935m long and MAT towards S27°E has been proposed. The invert of the D-shaped

(8mx8.5m) MAT is kept at EL 270m (NSL 280m) and the service bay (Machine Hall

Floor) is at EL 228.3m, i.e. a reverse gradient of 1 in 22.42 has been provided along the

MAT which is user-friendly. Along the alignment of the MAT, mainly 2 to 10m, thick slope

wash material/debris with sporadic outcrops of charnockite is exposed (Plate III, IIID).

Slope wash material and small outcrops of weathered charnockite are present around

the portal of the MAT. Mesoscopic folds are present within charnockite outcrops near

the portal. The plunge of the folds are 70° towards S40°W. At the portal of the MAT,

about 45m wide dolerite dyke is exposed at EL ~ 282m. About 17m excavation at the

portal location will be involved to keep 1D rock cover above the crown of MAT. Fresh,

hard, competent dolerite will be present at the portal.

Table-8: The discontinuity data in the Trail Race Tunnel area

Joint No

Strike Dip/

dip direction Spacing (mm)

Continuity (m)

Characteristics

Foliation

N60°-90°E– S60°-90°W (Average-

N75°E-S75°W)

68°/ S to S30°E (Average-

68°/S15°E)


J1 N70°E-S70°W 50°/N20°W 200-600mm 2-3 Rough Planar,

Undulating

J2 N75°E-S75°W V-SV 200-600mm 2-3 Rough Planar,

Undulating

J3 N35°E-S35°W V-SV 200-600mm 2-3 Rough Planar,

Undulating



(2 x 250 MW)


The strike and dip of charnockite varies from N40°W– S40°E /63° towards S50°W. Three

joint sets have dissected the rockmass. The discontinuity data are given in the following

Table-9.



Mainly charnockite with few dolerite dykes will form the tunneling media of MAT. Fresh

and hard charnockite is expected at a shallow depth. Generally, class II to class III

rockmass is anticipated at the tunnel grade except at the weak/shear zones, if present

where rockmass will deteriorate to poor category.

Photo 7: An exposure of fold on nala bank at MAT location

Table-9: The discontinuity data in the Main Access Tunnel area



(mm) Continuity

(m) Characteristics

Foliation N40°W– S40°E 63°/S50°W <100mm 2-3 Rough Planar

J1 N85°E to E- S85°W to W

(Average- E-W)

33°/N05°W to N

(Average-33°/N)

200-600mm 1-2 Rough Planar/

Undulating

J2 N55°E-S55°W 49°/N35°W 200-600mm 1-2 Rough Planar/

Undulating


Undulating



(2 x 250 MW)


Photo 8: The outcrops of Charnockite on nala bank at the MAT area

5.3.7 Cable Tunnel

A 414m long cable tunnel is kept at EL 280m (inv) (NSL 302.79m) in a reverse gradient

of 1 in 7.46. Mainly 2m to 10m thick slope wash material/debris with small outcrops of

charnockite are present along Cable Tunnel alignment. (Plate III, IIIE)

The strike and dip of charnockite varies from N65°E to E– S65°W to W/43°-51° towards

S25°E to S. Three joint sets have dissected the rockmass. The discontinuity data are

given in the following Table-10.



Table-10: The discontinuity data in the Cable Access Tunnel area

Joint No

Strike Dip/


(mm) Continuity

(m) Characteristics

Foliation

N65°E to E- S65°W to W

(Average- N77°E-S77°W)

43°-51°/ S25°E to S (Average-

47°/S13°E)


J1 N50°W-S50°E 85°/N40°E 200-600mm 1-2 Rough Planar/

Undulating


Undulating

J3

N80°W to E - S80°E to W

(Average- N85°W-S85°E)

50°-60°/ N to N 10°E (Average-

55°/N05°E)

200-600mm 1-2 Rough Planar/

Undulating



(2 x 250 MW)


Mainly Charnockite will be the tunneling media of Cable Tunnel. A few dolerite dykes

may also be present in the tunnels. One drill hole will be required to fix the portal as thick

debris are exposed in and around the portal location.

5.3.8 Construction Adits

A 573m long construction adit to HRT/top of inclined pressure shaft is kept at EL 377m

(inv) (NSL 398m) in a reverse gradient of 1 in 175. Slope wash material/debris is

exposed along the major part of the alignment where thickness of overburden is

anticipated to be 5m to 10m (Plate III, IIIF). However, near the portal; the thickness of

debris is likely to reduce 2m to 5m as small outcrop of charnockite is exposed. The

foliation and joint data have been collected from the charnockite outcrops present

around the portal.

The strike of charnockite varies from N50°W to N35°W-S50°E to S35°W and dip from

42° to 50°/S40°W to S55°W. Three joint sets have dissected the rockmass. The

discontinuity data are given in the following Table-11.



Charnockite with/without dolerite dykes will be available along the adit alignment. Mainly

fresh, hard, competent charnockite with/without dolerite will form the tunneling media.

Table-11: The discontinuity data in the Adit to head Race Tunnel area

Joint

No Strike

Dip/

dip direction

Spacing

(mm)

Continuity

(m) Characteristics

Foliation

N50°W to

N35°W-S50°E to

S35°W (Average-

N43°W –S43°E)

42° to 50°/S40°W

to S55°W

(Average-

46°/S47°W)

<100mm 2-3

Rough Planar

J1 N40°E-S40°W

Vertical to Sub

vertical

200-

600mm 1-2

Rough Planar/

Undulating

J2 N50°E to N80°E-

S50°W to S80°W

(Average N65°E

–S65°W)

55° to

60°/N40°W to

N10°W(Average-

58° /N25°W)

200-

600mm 1-2

Rough Planar/

Undulating

J3 N60°E-S60°W 84°/S30°E 200-

600mm 1-2 Rough Planar/

Undulating



(2 x 250 MW)


In general, good to fair (Class II to III) rockmass is anticipated along the construction

adits except at shear zones, if present where rockmass will be deteriorated. Generally,

rockbolts and shotcrete are likely to be required as support system.

The other construction adits e.g. Adit to Horizontal Pressure Tunnel, Adit to TRT, Adit

to Power House, Transformer Cavern etc. have been proposed from MAT and similar

rockmass condition is anticipated in those adits.

5.3.9 Lower Dam

A 699m long and 59.6m high (from NSL) Lower rockfill dam has been proposed across

Kharika jhora (Photo-9). Out of three alternative sites, this site is selected by avoiding

vast cultivated areas and minimum interference thereof. The site is located after the

debouching area of hills and plains. Therefore, mainly flat lands are present in major

portion of the dam with hills at both the abutments (Plate III, IIIB). The ‘U’ type broad

valley is suitable for an earth or rockfill dam. The site is mainly located within forest land.

However, a minimum portion of cultivated land falls within the dam and reservoir area.

This portion of the land belongs to government or private property; is to be confirmed.

Photo 9: The proposed Lower Dam site for Alternate-III

At this site, Kharika Jhora follows a meandering path and flows towards NNW. The

alignment of proposed dam is N59°E-S59°W. The river is 55m wide and river bed mainly

consists of boulders and pebbles mixed with sand & silt (Photo-10). Considerable areas

on both the banks are covered by flood plain deposits comprising mainly sand, silt and

small pebbles. The width of the flood plain deposit along the dam axis is about 75m on

the left bank and 50m on the right bank. Colluvium/slope wash material comprising

mainly silty clay is exposed at the dam site between the flood plain deposit and abutment

hills on both the banks. This is likely to be deposited as rain wash and sheet erosion

from abutment hills. However, this silty clay material may also be derived from

laterite/latosol due to erosion/leaching out of iron oxide. The nature of this deposit is to

be confirmed from sub-surface exploration through drill holes/test pits.

Proposed Lower Dam axis



(2 x 250 MW)


Charnockite/pyroxene granulite is expected at a reasonable depth below river borne

material (RBM) and colluvium/latosol deposit.

Photo 10: River Borne Material (RBM) at the lower dam site

Dolerite is exposed on the left abutment with small outcrops of charnockite and on the

right abutment pyroxene granulite (basic charnockite) is present below slope wash

material/debris (Plate-III, IIIA & IIIB). Due to absence of contact between charnockite

and pyroxene granulite, an inferred contact is shown in the geological map & section

considering differentiation in the same phase of intrusion. The strike of charnockite

varies from N20°E to E-S20°W to W and dip from 25° to 40° towards S to SE. Westerly

dip has also been observed. This is due to folding nature of the rock. The joint sets

dissected the rockmass are also varies on both banks. Three joint sets on each bank

have been reported. The discontinuity data are given in the following Table-12&13



(2 x 250 MW)




A few drill holes will be required along the river section below RBM to know the sub-

surface bed rock configuration. However, competent rock will be available at shallow

depth on both the abutments. A positive cut off down to rock has been suggested to

avoid seepage/leakage below the dam foundation resulting water logging at the

downstream. As the foliation and joints are cross-cutting the dam axis from acute to

obtuse angles including river parallel joints, curtain grouting is also suggested to prevent

seepage/leakage from the reservoir.

Table-12: The discontinuity data in the left bank of lower dam area


dip direction

Spacing

(mm)

Continuity

(m) Characteristics

Foliation

N20° to 40°E-

S20° to 40°W 40°/S70° to 50°E <100 1-2 Rough Planar

J1 N50°W –S50°E 60°/S40°W 200-400 2-3 Rough Planar/

Undulating

J2 N20°E -S20°W 65°/N70°W 200-600 2-3 Rough Planar/

Undulating

J3 N70°W –S70°E SV 200-600 2-3 Rough Planar/

Undulating

Table-13: The discontinuity data in the right bank of lower dam area


dip direction

Spacing

(m)

Continuity

(m)

Characteristics

Foliation

N50°E to E-

S50°W to W

25°-38°/S40°E

to S <100 1-2 Rough Planar

J1 N60°E –S60°W 63°/N30°W 200-400 2-3 Rough Planar/

Undulating

J2 N30°E –S30°W SV 200-600 2-3 Rough Planar/

Undulating

J3 N20°W –S20°E 55°-68°/N70°E 200-600 2-3 Rough Planar/

Undulating



(2 x 250 MW)


An ungated side chute spillway may be feasible on the right bank which will be founded

on basic charnockite (pyroxene granulite). A long spill channel will be required to

discharge the spill water to Potteruvagu River through Kharika Jhora. However, a

central spillway may also be feasible but in this case very high concrete structure will be

required.

It appears that the reservoir will be competent and chances of leakage through reservoir

is remote as no major fault/lineaments are passing across the reservoir and dam and

high hills are present along the reservoir rim. It also appears that the reservoir rim will

be stable due to presence of hard rock or slope wash material at a relatively gentle

slope.

Detailed sub-surface geological investigation in this stage (DPR) will be carried out to

decipher the foundation condition including depth of COT of the dam.

5.4 Construction Material

A hydroelectric project consisting of a 70m high earth dam (Chitrakonda dam), HRT and

surface powerhouse is present near the project site. This indicates availability of

construction material in nearby areas. The borrow area and quarry sites of the existing

project can be utilized.

Coarse aggregate

A number of dolerite dykes are present in and around the project (Plate-II & III). Fresh

dolerite dyke can be used as coarse aggregate of concrete. Again, some quartzite

outcrops are also present in the vicinity of project site which can also be used. However,

determination of engineering properties and quantity assessment will be undertaken

during DPR stage to know their suitability for wearing and non-wearing surfaces as well

as availability of sufficient quantities.

Fine aggregate

The sand deposit of Potteruvagu River may be utilized as fine aggregates. Sand

deposits of Sileru River will also be explored. Tentative locations of sand quarries along

Potteruvagu River are marked in Plate II & III however, suitable quarry sites will be

selected in DPR stage. The required tests will be done to know their suitability. In

addition, the material from crushing of fresh rock (charnockite & dolerite) may also be

used as fine aggregate, if found suitable.

Impervious Clay

Lateritic soil (Latosol) is generally used in many dams as impervious core or as a

construction material of a homogeneous earth dam. Sandy/silty clay is present just

upstream of the lower dam site which appears to be suitable. Another location of latosol

have also been identified at the proposed intake location of Alternate I site. The locations

are shown in Plate II & III. However, laboratory test is required to know the suitability of

the material. Efforts will also be made to identify the borrow areas/old quarries of the

existing dam.



(2 x 250 MW)


Rock blocks for rip-rap & rock toe of dam

Fresh charnockite and dolerite can be used for rip-rap & rock toe of dam. The excavated

muck (charnockite) from the proposed HRT- powerhouse-TRT of this project can also

be used

5.5 Conclusions and Recommendations

The proposed Balimela Pumped Storage Project is located within charnockite rocks.

The water will be diverted from the reservoir of existing Balimela dam constructed long

back across Sileru River as a joint venture of Govt. of Odisha and Andhra Pradesh;

through an HRT to an underground powerhouse to generate 500MW of peaking power.

The tail water will be stored by constructing a rockfill dam at lower level to be pumped

to upper reservoir (Balimela reservoir) in lean hours to recycle the same for generation

of peaking power. Alternative III site has been selected out of three sites on techno-

economic consideration. The summarized of the observations are given below:-

Detailed surface geological mapping on 1:2000 scale of the project components have

been completed and programme for sub-surface geological investigations has been

worked out for assessment of sub-surface geology.

A. Regional Geology and Geomorphology

The project area belongs to Eastern Ghat Hill Ranges to the east and Pediplains towards

west. The terrain belongs to Charnockite Group of rocks under Eastern Ghat

Supergroup. The rock type is mainly acid to intermediate charnockite with or without

lateritic cover and dolerite dykes.

B. Seismicity

The area falls within Seismic Zone-II as per Seismic Zonation Map of India. No major

earthquakes have occurred in recent and historical past. A number of shear zones have

dissected the rockmass. The site specific seismic parameter is required to be derived

and the same will be done during DPR stage.

C. Intake

The intake has been proposed from Balimela reservoir i.e. on the right bank of Sileru

River. At the intake area slope wash material with outcrops of charnockite & dolerite are

exposed. It is suggested to keep the intake adjacent to FRL of upper reservoir where

about 40m excavation will be required. It is expected that hard competent rock with

sufficient cover will be available. An approach channel is to be excavated.

D. HRT

The HRT will pass through charnockite & occasionally dolerite. The maximum cover of

HRT will be 236m. Hard competent charnockite with/without dolerite will form the

tunneling media. Class-II to III rockmass is expected at the tunnel grade and in general

rockbolts and lining are likely to be required as support system.



(2 x 250 MW)


E. Pressure Shaft

Mainly charnockite will be present along the Pressure Shaft alignment. In general,

rockbolts and shotcrete are likely to be required as temporary support system.

F. Underground Power house

An underground power house (UGPH) will be housed within charnockite. The L-axis of

powerhouse is proposed along N77°E-S77°W direction which will intersect the strike of

the foliation of the rock at an angle of 58°. Hard, competent charnockite is expected at

the Powerhouse cavern. Dolerite dyke may also be present. Class II to III rockmass is

anticipated except along the shear zones, if present, where poor rockmass will be

encountered. In general, rockbolts and shotcrete are likely to be required as support

system. Detailed sub-surface geological investigations will be carried out at DPR stage

for finalization of the orientation of powerhouse, realistic assessment of rockmass

condition and to workout actual support system.

G. TRT

Charnockite will form the tunneling media for the TRT. Debris is exposed at the

bellmouth portion of TRT, but at the bellmouth level charnockite will be present. In

general, good to fair rockmass is anticipated along the TRT except at shear zones, if

present. The rock cover along TRT will vary from 23m to 213m. Class-II to III rockmass

is expected at the tunnel grade and in general rockbolts and lining are likely to be

required as support system.

H. Lower dam

The site is selected by avoiding vast cultivated areas and is mainly located within forest

land. A 699m long and 59.6m high (from NSL) Lower rockfill Dam has been proposed

across Kharika jhora. Charnockite under a thick (5m to 10m) cover of river

deposit/colluvium/latosol is present at the central portion of the dam. Dolerite is exposed

on the left abutment and on the right abutment pyroxene granulite (basic charnockite) is

present below debris/slope wash material. A positive cut off and a grout curtain are

suggested.

An ungated side chute spillway may be feasible on the right bank of lower reservoir

which will be founded on basic charnockite (pyroxene granulite). However, a central

spillway may also be feasible but in this case very high concrete structure will be

required.

It appears that the reservoir will be competent & stable and chances of leakage through

reservoir are remote.

I. Construction Material

A hydroelectric project consisting of 70m high earth dam, HRT and surface powerhouse

is present near the project site. This indicates availability of construction material.

Borrow and quarry area of the existing project can be utilized.



(2 x 250 MW)


A number of dolerite dykes and quartzite outcrops are present in and around the project

site and may be used for coarse aggregate. Excavated muck consisting of charnockite

from tunnel and UGPH can also be used, if found suitable.

The sand deposit of Sileru and Potteruvagu rivers may be utilized as fine aggregates.

Some locations of sand quarries are identified. However, suitable quarry site will be

selected. Crushing of excavated muck from tunnel and UGPH may also be used, if found

suitable.


construction material of a homogeneous earth dam. Latosol (Sandy/silty clay) present

just downstream of the lower dam site and intake location of Alternate I site appears to

be suitable. However, laboratory test is required to know the suitability of the material.

Efforts will also be made to identify the borrow areas of the existing dam.

Fresh charnockite and dolerite can be used for rip-rap & rock toe of dam.

PROJECT PLANNING AND INSTALLEDCAPACITY

CHAPTER- 4

Chapter 6: Project Planning and Installed Capacity 1


(2 x 250 MW)


6.1 Introduction

The Balimela Pumped Storage Project (500MW) envisages utilization of existing Balimela

reservoir in the Sileru river basin as upper reservoir for installation of pumped storage

facility. The lower reservoir for reversible operation is proposed to be created near the

existing power house.

6.2 Existing Balimela Hydroelectric Project

The existing Balimela Hydroelectric Project (510 MW) comprises a 70 m high Balimela

earth fill dam, three earthen dykes and one masonary saddle to form a reservoir with a

live storage capacity of 2676 million m3 (MCum) between FRL 462.10m and MDDL

438.91m. The masonry saddle dam is designed to serves as spillway. The waters

regulated at the reservoir are shared equally between the States of Odisha and Andhra

Pradesh.

The share of Odisha is diverted to adjoining Potteru river sub-basin through a 4 km long

tunnel to utilise a drop of 280 m for power generation at existing Balimela Powerhouse

having an installation of 510MW. The salient features of the project are given at Annex-

1.

The power house releases are utilised for irrigation by constructing a barrage on the

Potteru and associated canal system.

6.3 Balimela Pumped Storage Project

The proposed Pumped Storage Project (500 MW) envisages utilisation of the existing

Balimela reservoir as the upper reservoir. The lower reservoir shall be created in the

Kharika Jhora nala by construction of a rockfill dam.

6.3.1 Existing Balimela Reservoir - Upper Reservoir

The existing Balimela reservoir shall serve as upper reservoir of pumped storage

operation of the project. The reservoir has a live storage capacity of 2676 million m3 as

under.

Chapter - 4Project Planning and Installed Capacity

The waters of the Sileru river at existing Balimela dam are shared equally by Odisha and

Andhra Pradesh. The Odisha’s share of waters is diverted to adjacent Potteru sub-basin

for power generation at Balimela power house having an installation of 510 MW

comprising 6 units of 60MW commissioned during 1973-77 and 2 unis of 75 MW

commissioned in 2008-09.



(2 x 250 MW)


Particulars Elevation (m) Storage (million

m3)

FRL 462.10 3610

MDDL 438.91 934

Live Storage

2676

The reservoir area capacity characteristics are given at Annex-2 and presented in the

Figure 1 below.

Only a fraction of the live storage capacity available in the existing reservoir will be

utilized for pumped storage operation which is 0.25% of the live storage capacity of the

Balimela reservoir.

6.3.2 Lower Reservoir

The lower reservoir for pumped turbine operation will be located in Kharika Jhora nala

and will be created by construction of a rockfill dam.

The area capacity characteristics of the lower reservoir are given at Annex-3 and

presented graphically in the Figure 2 below.



(2 x 250 MW)


Live storage capacity of 6.811 million m3 is available between FRL 255.68m and MDDL

245.80m for operation of the pumped storage project.

6.4 Operating Gross Head

Gross operating head on the pumped storage units would vary from 216.30 m to 183.29

m. The minimum gross head is 84.74% of the maximum gross head. The head loss in

the water conductor system has been estimated as 9 m. Accordingly, the net head on the

machine would vary from a maximum of 207.30 m to the minimum of 174.29 m. The

minimum net head is 84.07% of the maximum net head.

6.5 Diurnal Storage Requirement

As the diurnal storage capacity required for pumped turbine operation is very small

compared to the storage capacity of the upper Balimela reservoir, there is no constraint in

earmarking diurnal storage in the reservoir for pumped storage scheme operation.

However, the size of the project would depend on the diurnal storage that could be

provided in the lower reservoir taking into considerations the topographical features of the

site, technical and economic considerations. A diurnal storage of 6.811 MCum has been

provided in the lower reservoir between FRL 255.68 m and MDDL 245.80m.



(2 x 250 MW)


6.6 Installed Capacity

Considering the availability of the diurnal storage capacity in lower reservoir an

installation of 500 MW comprising 2 units of 250 MW has been provided. The project

would provide peaking capacity of 500 MW for 6 hours’ block.

6.7 Commissioning Schedule

The DPR of the project would be ready during 2020. Considering one year for obtaining

various clearances, one year for pre-construction activities, the active construction on the

project could be started during 2022. The project could be implemented in about four and

half years and commissioning achieved during 2026. The studies for capacity addition of

the project have, therefore, carried out considering the power requirements during the

year 2026-27.

6.8 Power Scenario

6.8.1 Installed Capacity in Odisha

The installed generating capacity in Odisha as on 30-Nov-2018 was 7376.60 MW

comprising as under.

Type

Installed Capacity

(MW) (%)

Coal 4992.9 67.69%

Hydro 2150.92 29.16%

RES 232.78 3.16%

Total 7376.6 100.00%

The share of hydro in the present installed capacity is about 29% against the desirable

level of 40%.

The hydroelectric power potential in the State has been assessed as 2981 MW in

schemes above 25 MW, the bulk of which 2142.3 MW (71.86%) has already been

developed as per CEA Report (Annex-4). The development of remaining potential 838.8

MW (28.14%) have certain issues involved and is not likely to yield benefits in near future.

Therefore, to ameliorate the situation, development of pumped storage projects would

need to be considered to meet the growth in the peaking capacity requirement of the

power system. In this context, the proposed Balimela PSS has been identified.

6.8.2 Power Supply Position in Odisha

The power supply position in the State during 2017-18 has been as under.



(2 x 250 MW)


Peak Demand (MW) 4652

Peak Availability (MW) 4402

Shortage (MW) 250

% Shortage 5.37%

Energy Requirement

(GWh) 28801

Energy Availability

(GWh) 28706

Shortage (GWh) 95

% Shortage 0.33%

The month wise actual power supply position in the State is given in Annex-5.

6.8.3 Power Requirement

The actual peak demand and annual energy requirement in Odisha during the year 2017-

18 were 4652 MW and 28801 GWh respectively. As per 19 EPS, the peak requirement

would grow to 5878 MW during 2024-25. The year-wise power requirements are given in

Annex-6 and reproduced for some year in the table below.

Year Peak Demand

(MW)

Energy

Requirement

(GWh)

2021-22 5340 32164

2024-25 5878 35219

2026-27 6273 37453

2031-32 7232 42903

2036-37 8392 49786

The power requirement in the State projected at 6273 MW during the year 2026-27 as

above would require installed capacity of about 10,000 MW having anticipated share of

hydro capacity to be around 21%. In view of limited conventional hydroelectric resources

in the State, pumped storage schemes are being planned to cater to the peaking demand.

6.9 Operation Simulation

The operation simulation of the two reservoirs for pumped storage operation has been

carried out considering the storage characteristics as given in para 3.1 and 3.2. The

simulation has been carried out considering a shorter time interval of 10 minutes to take

into account the level variations in the two reservoirs.



(2 x 250 MW)


6.9.1 Operating Levels of Reservoirs

6.9.1.1 Balimela Reservoir – Upper Reservoir

The Balimela reservoir has a live storage capacity of 2676 million m3 between FRL

462.10m and MDDL 438.91m. Between these two levels, there would be temporal

variations of the reservoir level over the months of a year. The extent of daily

drawdown/built up of the reservoir during generation/pumping operation would depend on

the initial reservoir level. As the storage requirement of 6.81 MCum for pumped storage

operation is very small as compared to the live storage available in the reservoir,

drawdown would be very small in magnitude. The drawdown at various reservoir levels is

given in Annex-7. The drawdown would vary from a minimum of 3.0 cm when the

reservoir is near FRL to a maximum of 10.6 cm when the reservoir is near MDDL.

6.9.1.2 Lower Reservoir

The storage of 6.811 million m3 has been provided in the Lower reservoir for pump-

storage operation.

6.9.2 Generator Turbine efficiency

The efficiency of the pump-turbine unit is adopted as 92%. The generator and transformer

combined efficiency is adopted as 98%.

6.9.3 Losses in the Water Conductor System

The losses in the water conductor system have been considered as 9 m.

6.9.4 Evaporation Loss

The monthly evaporation loss data adopted for the studies is given in Annex-8. The

annual depth of evaporation is 165.6 cm. The additional evaporation loss in the system

due to Balimela Pumped Storage Project shall be very small as discussed in succeeding

paragraphs.

6.9.4.1 Evaporation Loss at Balimela Reservoir

The variations in the reservoir level of Balimela due to the operation of Balimela Pumped

Storage Project are relatively very small. Therefore, there would be no additional

evaporation losses at Balimela reservoir, attributable to the operation of pumped storage

project.

6.9.4.2 Evaporation Loss at Lower Reservoir

From the daily depth of evaporation as given in Chapter on Hydrology, the annual depth

of evaporation works out as 165.6 cm. The area of the lower reservoir at average level of

250.74 m is 68.42 ha. The annual evaporation loss works out as 1.09 million m3.



(2 x 250 MW)


The annual average flow in the river as per recommended hydrological series is 5469

million m3.

6.9.5 Operation Simulation Studies

The studies have been carried out for two scenarios as under.

Simulation scenario-1: at the beginning of generating cycle, the Balimela

reservoir is at FRL and Lower reservoir at MDDL.

Simulation scenario-2: at the beginning of generating cycle, the Balimela

reservoir level is close to MDDL and the Lower reservoir at MDDL.

6.9.5.1 Operation Simulation-Scenario-1

The simulation studies have been carried out for the initial reservoir levels as under.

Reservoir Initial Reservoir Level

Balimela FRL 462.10 m

Lower reservoir MDDL 245.80 m

The results of the simulation studies for generating mode are given in Annex-9 and

summarized below.

At the beginning of the generation, the Balimela reservoir is at FRL 462.10 m. The

reservoir draws down to 462.07 m in 6 hours of full load operation representing a

drawdown of 0.03m (3.0cm).

The storage utilized for operation is 5.99 million m3.

At the start of generation, the Lower reservoir is at its MDDL 245.80 m and the

reservoir builds up to a level of 254.61 m, a rise of 8.81m in the reservoir level.

The average net head in 10-minute interval varies from a minimum of 204.35m to a

maximum of 213.27m.

The energy generation during the period is 3000 MWh.

The simulation studies for pumping mode are given in Annex-10. The pumping energy

requirement would be 3666.67 MWh which gives a cycle efficiency of 81.81%.

6.9.5.2 Operation Simulation-Scenario-2

The simulation studies are carried out considering the other extreme operating levels i.e.

the Balimela reservoir near its MDDL and starting level of Lower Reservoir at its MDDL

adopting the initial reservoir levels as under.



(2 x 250 MW)


Reservoir Initial Reservoir Level

Balimela RL 439.016 m

Lower Reservoir RL 245.80 m

The results of the simulation studies are given in Annex-11 and summarized below.

At the beginning of the generation, the Balimela reservoir is at RL 439.016 m. The

reservoir draws down to 438.91 m in 6 hours of full load operation representing a

drawdown of 10.6cm.

The storage utilized for operation is 6.81 million m3.

At the start of generation, the Lower reservoir is at its RL 245.80 m and the

reservoir builds up to a level of 255.68 m, a rise of 9.88m in the reservoir level.

The average net head in 10-minute interval varies from a minimum of 179.26m to a

maximum of 189.46m.

The simulation studies for pumping mode are given in Annex-12.

6.10 Impact on the Operation of Existing Projects

The waters at the existing Balimela reservoir are shared equally by the State of Odisha

and Andhra Pradesh which are utilised for power generation in Odisha and Andhra

Pradesh. Considering the storage required for pumped storage operation as 6.81 million

m3, the drawdown of Balimela reservoir level would vary from 3 cm at FRL to 10.6 cm at

MDDL. The Balimela reservoir drawdowns when pumped storage project operates at

various reservoir levels are indicated in Annex-7. This drawdown would, however, be

filled up during pumping operation during the same day. The pumped storage operation

shall, therefore, practically have no/negligible impact on the normal conventional

operation and annual energy generation from the existing power plant directly fed by

Balimela reservoir.

6.11 Source of Pumping Power

The eastern region has limited hydroelectric resources, bulk of which have already been

harnessed. The installed capacity in Odisha and Eastern region as on 30th Nov 18 is

given in the Table below.



(2 x 250 MW)


Table: Installed Capacity in Odisha and Eastern Region as on

30.11.2018

Type Odisha Eastern Region

(MW) (%) (MW) (%)

Coal 4992.9 67.69% 27201.64 81.62%

Gas 0 0.00% 100 0.30%

Hydro 2150.92 29.16% 4942.12 14.83%

RES 232.78 3.16% 1083.64 3.25%

Total 7376.6 100.00% 33327.4 100.00%

The hydro share in Odisha is 29% whereas in eastern region it is only 14.83%. The

States of eastern region depend mainly on coal based thermal power generation for

meeting the electricity demand. In view of the large existing coal based thermal capacity

in the region and also future additions till 2026, bulk of which will be from coal based

power plants, there would be adequate availability of off-peak power for pumping

operation.

Annex-1

1 Name of the Power Station Balimela Power House

2 Name of the River Sileru

3 Location

State Odisha

Nearest town Malkangiri

Distance 35 km. From Malkangiri

4 Hydrology

Catchment area 4910 square km (Out of which 2228 square km is

interrupted at Jolaput dam and 2681 square km free)

Average Annual Inflow 5189.5 Mcum

5 Dam

Type of Dam (main) Earthfill Gravity

Length 1823 m

Maximum Height 70 m

Length of Dam 1823 m

5 Reservoir

FRL / MWL 462.10 mts / 462.70 m

MDDL 438.9 m

Storage capacity at FRL 3610 Mcum

Storage capacity at MDDL 934 Mcum

Live Storage capacity 2676 Mcum

6 Water Conductor System

(i) Open Channel

Length 2042 m (6630 ft)

Discharge: 8000 Cum

Bed Level : 428.9 m (1407 ft)

Slope : 2.819444444

(ii) Valve House

Butterfly valve 8 Nos (one for each machine)

Diameter 2.6 m ( 8.53 ft)

Discharge : 41.5 m3/sec (1462 cft)

(iii) Headrace Tunnel

Length 4112 m (13360 ft)

Diameter : 7.62 m (25 ft)

(iv) Penstock

Steel Penstock : 8 nos

Length : 548 m

Diameter (varying) 2591mm to 2362 mm

Plate Thickness (varying) : 19mm to 54 mm

7 Power House

Type Surface

No. of Units 8 (Eight)

Capacity of each Unit 60 MW (Unit 1 to 6), 75 MW (Unit-7 & 8)

Total capacity 510 MW

8 Turbine

Number 8 (Eight)

Type Francis Vertical

Balimela Pumped Storage ProjectSalient Features of existinng Balimela Hydroelectric Project

LMW,Russia (Unit 1 to 6)

OJSC,PM,Russia (Unit 7 to 8)

Net Head

(I) Maxl. Head 289 m

(ii) Minimum 257 m

(iii) Rated 274 m

Normal Speed 375 rpm

Runaway Speed 620 rpm (Unit 1 - 6) 640 rpm (Unit 7 - 8)

9 Tail race

Type of Tunnel / Channel Channel

10 Generators

No. of Units 8 (Eight)

Type Suspension

Make Electrosila (USSR)

Voltage 11 KV

66.7 MVA / 60 MW (Unit 1 to 6)

83.30 MVA / 75 MW (Unit 7 to 8)

Current 3500 amp. (Unit 1 to 6), 4374 amp.(Unit 7 to 8)

Power factor 0.9 lag

Speed 375 rpm

Excitation System 0.9

(i) Main Exciter 230 V / 1040 Amp.(Unit 1 to 6)

(ii) Pilot Excitor 200V (Unit 1 to 6)

230 V / 1040 Amp.

11 Dates of Commissionig

Unit - 1 60 MW August 14, 1973

Unit - 2 60 MW January 25, 1974

Unit - 3 60 MW August 24, 1974

Unit - 4 60 MW March 26, 1975

Unit - 5 60 MW May 7, 1976


Unit - 7 75 MW December 23, 2008


Capacity

Make

Annex-2

Sl No

Elevation

(m)

Area

(ha)

Capacity

(MCum)

1 437 6059.79 816.3480

2 438 6383.17 877.2667

3 439 6707.60 940.5884

4 440 6983.48 1010.2657

5 441 7306.86 1082.5629

6 442 7667.41 1156.9685

7 443 8037.24 1233.6216

8 444 8407.07 1313.8637

9 445 8776.90 1397.4765

10 446 9174.61 1485.6972

11 447 9572.31 1577.2070

12 448 9962.24 1672.7226

13 449 10414.17 1774.2450

14 450 10830.45 1880.3404

15 451 11209.57 1991.8240

16 452 11700.18 2111.6319

17 453 12118.37 2236.7231

18 454 12616.23 2369.0720

19 455 13068.15 2497.5580

20 456 13575.56 2627.5598

21 457 14078.89 2762.2692

22 458 14655.40 2900.6948

23 459 15227.32 3047.7421

24 460 15642.34 3214.9676

25 461 16251.94 3401.9816

26 462 16861.54 3595.5178

27 462.686 17512.22 3695.3480

Balimela Pumped Storage ProjectArea Capacity Characteristics of Balimela Reservoir

Annex-3

Sl No

Elevation

(m)

Area

(ha)

Capacity

(MCum)

1 205 1.63 0.000

2 210 10.00 0.261

3 215 19.71 0.990

4 220 28.66 2.192

5 225 37.73 3.847

6 230 44.68 5.905

7 235 51.29 8.302

8 240 56.67 11.000

9 245 61.91 13.964

10 250 67.25 17.192

11 255 75.14 20.750

12 260 84.04 24.728

13 265 92.34 29.135

14 270 100.57 33.956

15 275 114.22 39.322

Balimela Pumped Storage ProjectArea Capacity Characteristics of Balimela Lower Reservoir

Total Above 25 MW

(MW) (MW) (MW) % (MW) (%) (MW) (%) (MW) %

NORTHERN Jammu & Kashmir 14146 13543 3449.0 25.47 1935.5 14.29 5384.5 39.76 8158.5 60.24

Himachal Pradesh 18820 18540 9809.0 52.91 1885.0 10.17 11694.0 63.07 6846.0 36.93

Punjab 971 971 1096.3 100 206.0 21.22 1302.3 100.00 0.0 0.00

Haryana# 64 64 0.0 0 0.0 0.00 0.0 0.00 0.0 0.00

Rajasthan## 496 483 411.0 85.09 0.0 0.00 411.0 100.00 0.0 0.00

Uttarakhand 18175 17998 3756.4 20.87 1490.0 8.28 5246.4 29.15 12751.7 70.85

Uttar Pradesh* 723 664 501.6 75.54 0.0 0.00 501.6 75.54 39.0 5.87

Sub Total (NR) 53395 52263 19023.3 36.40 5516.5 10.56 24539.8 46.95 27723.2 53.05

WESTERNMadhya Pradesh. 2243 1970 2235.0 100 400.0 20.30 2635.0 100.00 0.0 0.00

Chhattisgarh 2242 2202 120.0 5.45 0.0 0.00 120.0 5.45 2082.0 94.55

Gujarat### 619 590 550.0 100 0.0 0.00 550.0 100.00 0.0 0.00

Maharashtra 3769 3314 2647.0 79.87 0.0 0.00 2647.0 79.87 667.0 20.13

Goa 55 55 0.0 0.00 0.0 0.00 0.0 0.00 55.0 100.00

Sub total (WR) 8928 8131 5552.0 68.28 400.0 4.92 5952.0 73.20 2179.0 26.80

SOUTHERNAndhra Pradesh 2366 2341 1610.0 68.77 960.0 41.01 2570.0 109.78 0.0 0.00

Telangana 2058 2019 800.0 39.62 0.0 0.00 800.0 39.62 1219.0 60.38

Karnataka 6602 6459 3644.2 56.42 0.0 0.00 3644.2 56.42 2814.8 43.58

Kerala 3514 3378 1856.5 54.96 100.0 2.96 1956.5 57.92 1421.5 42.08

Tamilnadu 1918 1693 1778.2 100 0.0 0.00 1778.2 100.00 0.0 0.00

Sub Total (SR) 16458 15890 9688.9 60.97 1060.0 6.67 10748.9 67.65 5141.1 32.35

EASTERNJharkhand 753 582 170.0 29.21 0.0 0.00 170.0 29.21 412.0 70.79

Bihar#### 70 40 0.0 0.00 0.0 0.00 0.0 0.00 0.0 0.00

Odisha 2999 2981 2142.3 71.86 0.0 0.00 2142.3 71.86 838.8 28.14

West Bengal 2841 2829 441.2 15.60 120.0 4.24 561.2 19.84 2267.8 80.16

Sikkim 4286 4248 2169.0 51.06 1133.0 26.67 3302.0 77.73 946.0 22.27

Sub Total (ER) 10949 10680 4922.5 46.09 1253.0 11.73 6175.5 57.82 4504.6 42.18

NORTH EASTERNMeghalaya 2394 2298 322.0 14.01 0.0 0.00 322.0 14.01 1976.0 85.99

Tripura 15 0 0.0 0.00 0.0 0.00 0.0 0.00 0.0 0.00

Manipur 1784 1761 105.0 5.96 0.0 0.00 105.0 5.96 1656.0 94.04

Assam 680 650 350.0 53.85 0.0 0.00 350.0 53.85 300.0 46.15

Nagaland 1574 1452 75.0 5.17 0.0 0.00 75.0 5.17 1377.0 94.83

Arunachal Pd 50328 50064 515.0 1.03 2744.0 5.48 3259.0 6.51 46805.0 93.49

Mizoram 2196 2131 60.0 2.82 0.0 0.00 60.0 2.82 2071.0 97.18

Sub Total (NER) 58971 58356 1427.0 2.45 2744.0 4.70 4171.0 7.15 54185.0 92.85

ALL INDIA 148701 145320 40613.6 27.95 10973.5 7.55 51587.1 35.50 93732.9 64.50 Note:- 1. Does not include pumped storage schemes

As on 30.11.2018

In Operation

Capacity yet to be taken up under construction

2. In some states the total of the capacity developed and balance capacity is different from the potential assessed . This is due to change in capacity of the schemes, addition/ deletion of the schemes and merger of two schemes into one etc. *Eastern Yamuna Canal project (35 MW) has been developed in 2 stages each having Installed Capacity below 25 MW

####Identified project namely East Gandak Canal has been developed with installed capacity below 25 MW

# # Two schemes namely Mahi Bajaj Sagar I & II were identified for I.C. of 97 MW has been developed with I.C of 140 MW. Gandhi Sagar (115 MW) scheme was identified in Rajasthan but has been developed in Madhya Pradesh with same capacity.

#Western Yamuna Canal project (64 MW) has been developed in 4 stages each having Installed Capacity below 25 MW

3. In addition to above 9 PSS ( 4785.6 MW) are under operation, 3 PSS (1205 MW) are under construction and 1 PSS (1000 MW) is Concurred by CEA , 3 PSS (2920MW) are under S&I AND 1 PSS of I.C. 660 MW is under Heldup list.

###Two schemes namely Ukai Dam and Sardar Sarovar were identified for an I.C. of 590 MW. However as per actual, the I.C. is 550 MW.

STATUS OF HYDRO ELECTRIC POTENTIAL DEVELOPMENT ( In terms of Installed capacity - Above 25 MW)

Region/ State

Identified Capacity as per reassessment study Capacity Capacity

Under Construction Capacity In

Operation + Under Construction

Annex-4

Source: CEA Report

Annex-5

(MW) (%) (GWh) (%)

Apr-17 4227 4227 0 0.00 2500 2499 -1 -0.04

May-17 4208 4208 0 0.00 2556 2555 -1 -0.04

Jun-17 4652 4652 0 0.00 2289 2289 0 0.00

Jul-17 4154 4154 0 0.00 2427 2427 0 0.00

Aug-17 4210 4210 0 0.00 2455 2455 0 0.00

Sep-17 4325 4325 0 0.00 2613 2610 -3 -0.11

Oct-17 4370 4370 0 0.00 2697 2694 -3 -0.11

Nov-17 4108 4108 0 0.00 2125 2101 -24 -1.13

Dec-17 4351 4151 -200 -4.60 2161 2160 -1 -0.05

Jan-18 4181 3931 -250 -5.98 2291 2289 -2 -0.09

Feb-18 4109 4109 0 0.00 2149 2121 -28 -1.30

Mar-18 4652 4402 -250 -5.37 2538 2506 -32 -1.26

Annual 4652 4402 -250 -5.37 28801 28706 -95 -0.33

Power Supply Position in Odisha during 2017-18

Month

Peak Energy

Demand

(MW)

Availability

(MW)

Surplus(+)/Deficit(-) Requirement

(GWh)

Availability

(GWh)

Surplus(+)/Deficit(-)

2000

2500

3000

3500

4000

4500

5000

Pe

ak (

MW

)

Month

Peak: Demand vs Availability

Peak Demand Availability

0

500

1000

1500

2000

2500

3000

Ener

gy (

GW

h)

Month

Energy: Requirement vs Availability

Requirement Availability

Annex-6

YearPeak Demand

(MW)

Energy Requirement

(GWh)

Load Factor

(%)

2017-18 $ 4652 28802 70.68%

2018-19 4816 29124 69.03%

2019-20 5016 30302 68.96%

2020-21 5176 31224 68.86%

2021-22 5340 32164 68.76%

2022-23 5517 33172 68.64%

2023-24 5691 34163 68.53%

2024-25 5878 35219 68.40%

2025-26 6073 36326 68.28%

2026-27 6273 37453 68.16%

2027-28 6454 38485 68.07%

2028-29 6640 39545 67.98%

2029-30 6832 40634 67.90%

2030-31 7029 41753 67.81%

2031-32 7232 42903 67.72%

2032-33 7450 44199 67.72%

2033-34 7675 45534 67.72%

2034-35 7907 46909 67.72%

2035-36 8146 48326 67.72%

2036-37 8392 49786 67.72%

$ actual

Figures in Italics and smaller Font are Interpolated

Balimela Pumped Storage ProjectPower Requirement in Odisha as per 19th EPS

ANNEX-7

Elevation

(m)

Storage

(Mcum)

Elevation

(m)

Storage

(Mcum)

439.016 941.70 6.811 438.91 934.89 0.106

440.00 1010.27 6.811 439.90 1003.45 0.100

441.00 1082.56 6.811 440.91 1075.75 0.092

442.00 1156.97 6.811 441.91 1150.16 0.089

443.00 1233.62 6.811 442.91 1226.81 0.086

444.00 1313.86 6.811 443.92 1307.05 0.082

445.00 1397.48 6.811 444.92 1390.67 0.079

446.00 1485.70 6.811 445.92 1478.89 0.080

447.00 1577.21 6.811 446.93 1570.40 0.072

448.00 1672.72 6.811 447.93 1665.91 0.069

449.00 1774.24 6.811 448.93 1767.43 0.065

450.00 1880.34 6.811 449.94 1873.53 0.062

451.00 1991.82 6.811 450.94 1985.01 0.059

452.00 2111.63 6.811 451.94 2104.82 0.055

453.00 2236.72 6.811 452.95 2229.91 0.053

454.00 2369.07 6.811 453.95 2362.26 0.050

455.00 2497.56 6.811 454.95 2490.75 0.051

456.00 2627.56 6.811 455.95 2620.75 0.051

457.00 2762.27 6.811 456.95 2755.46 0.049

458.00 2900.69 6.811 457.95 2893.88 0.048

459.00 3047.74 6.811 458.95 3040.93 0.050

460.00 3214.97 6.811 459.96 3208.16 0.040

461.00 3401.98 6.811 460.96 3395.17 0.035

462.00 3595.52 6.811 461.96 3588.71 0.040

Drawdown

(Mcum)

Initial Conditions Final ConditionsDrawdown

in metres

Balimela Pumped Storage ProjectDrawdown at Balimela reservoir for Pumped Storage Operation

Annex-8

1 Jan 31 97

2 Feb 28 134.6

3 Mar 31 177

4 Apr 30 227.1

5 May 31 243.2

6 Jun 30 157

7 Jul 31 120

8 Aug 31 86

9 Sep 30 97.2

10 Oct 31 123.5

11 Nov 30 100.6

12 Dec 31 93.4

1656.6Total

Balimela Pumped Storage Project

Evaporation Depth

Monthly

Evaporation Depth

(mm)

DaysSl.

No.Month

Minute M3/Sec M M Mm

3M Mm

3M M

M3

Mm3

Mm3

MWh MWh

0 268.04 462.10 245.80 3595.52 14.48 216.3 0 0

10 271.85 462.10 246.05 3595.36 14.64 216.05 213.27 0.16 0.16 83.33 83.33

20 272.27 462.10 246.30 3595.19 14.80 215.80 212.94 0.16 0.32 83.33 166.67

30 272.61 462.10 246.55 3595.03 14.97 215.54 212.68 0.16 0.49 83.33 250.00

40 272.94 462.10 246.81 3594.87 15.13 215.29 212.42 0.16 0.65 83.33 333.33

50 273.28 462.10 247.06 3594.70 15.30 215.03 212.16 0.16 0.81 83.33 416.67

60 273.62 462.09 247.32 3594.54 15.46 214.78 211.89 0.16 0.98 83.33 500.00

70 273.96 462.09 247.57 3594.38 15.62 214.52 211.63 0.16 1.14 83.33 583.33

80 274.30 462.09 247.82 3594.21 15.79 214.27 211.37 0.16 1.31 83.33 666.67

90 274.64 462.09 248.08 3594.05 15.95 214.01 211.11 0.16 1.47 83.33 750.00

100 274.98 462.09 248.33 3593.88 16.12 213.76 210.84 0.16 1.64 83.33 833.33

110 275.33 462.09 248.59 3593.72 16.28 213.50 210.58 0.16 1.80 83.33 916.67

120 275.67 462.09 248.85 3593.55 16.45 213.24 210.31 0.17 1.97 83.33 1000.00

130 276.02 462.09 249.10 3593.39 16.61 212.99 210.05 0.17 2.13 83.33 1083.33

140 276.37 462.09 249.36 3593.22 16.78 212.73 209.79 0.17 2.30 83.33 1166.67

150 276.72 462.09 249.62 3593.05 16.94 212.47 209.52 0.17 2.46 83.33 1250.00

160 277.07 462.09 249.87 3592.89 17.11 212.21 209.25 0.17 2.63 83.33 1333.33

170 277.40 462.08 250.12 3592.72 17.28 211.97 209.00 0.17 2.80 83.33 1416.67

180 277.73 462.08 250.35 3592.56 17.44 211.73 208.76 0.17 2.96 83.33 1500.00

190 278.05 462.08 250.59 3592.39 17.61 211.50 208.52 0.17 3.13 83.33 1583.33

200 278.37 462.08 250.82 3592.22 17.78 211.26 208.27 0.17 3.30 83.33 1666.67

210 278.70 462.08 251.06 3592.06 17.94 211.02 208.03 0.17 3.46 83.33 1750.00

220 279.02 462.08 251.29 3591.89 18.11 210.79 207.79 0.17 3.63 83.33 1833.33

230 279.35 462.08 251.53 3591.72 18.28 210.55 207.55 0.17 3.80 83.33 1916.67

240 279.68 462.08 251.76 3591.55 18.45 210.32 207.30 0.17 3.96 83.33 2000.00

250 280.01 462.08 252.00 3591.39 18.61 210.08 207.06 0.17 4.13 83.33 2083.33

260 280.34 462.08 252.23 3591.22 18.78 209.84 206.81 0.17 4.30 83.33 2166.67

270 280.67 462.07 252.47 3591.05 18.95 209.61 206.57 0.17 4.47 83.33 2250.00

280 281.00 462.07 252.71 3590.88 19.12 209.37 206.32 0.17 4.64 83.33 2333.33

290 281.34 462.07 252.94 3590.71 19.29 209.13 206.08 0.17 4.81 83.33 2416.67

300 281.67 462.07 253.18 3590.54 19.46 208.89 205.83 0.17 4.97 83.33 2500.00

310 282.01 462.07 253.42 3590.37 19.62 208.65 205.59 0.17 5.14 83.33 2583.33

320 282.35 462.07 253.66 3590.20 19.79 208.41 205.34 0.17 5.31 83.33 2666.67

330 282.69 462.07 253.89 3590.04 19.96 208.18 205.10 0.17 5.48 83.33 2750.00

340 283.03 462.07 254.13 3589.87 20.13 207.94 204.85 0.17 5.65 83.33 2833.33

350 283.37 462.07 254.37 3589.70 20.30 207.70 204.60 0.17 5.82 83.33 2916.67

360 283.71 462.07 254.61 3589.53 20.47 207.46 204.350.17

5.99 83.33 3000.00

Operation Simulation Study Annexure-9

Upper

Reservoir

Elevation

Lower Reservoir

ElevationNet Head

BALIMELA PUMPED STORAGE PROJECT,ODISHA

Upper

Reservoir

Capacity

Lower

Reservoir

Capacity.

TURBINE OPERATION (Scneraio-1)

Energy

Generation

Cumulative

Energy

L

o

w

e

Cumulative

Decanted

volume

Outflow from

Upper ReservoirGross Head

TURBINE

Time Discharge

Minute M3/Sec M M

M3

Mm3

M Mm3

M M

M3

Mm3

Mm3

MWh MWh

0 228.72 462.066 254.6 3589.53 20.472 207.46 0.00 0 0

10 230.75 462.067 254.4 3589.66 20.335 207.65 205.63 0.14 0.14 83.33 83.33

20 230.57 462.068 254.2 3589.80 20.197 207.85 205.79 0.14 0.28 83.33 166.67

30 230.35 462.068 254.0 3589.94 20.058 208.04 205.99 0.14 0.41 83.33 250.00

40 230.13 462.069 253.8 3590.08 19.920 208.24 206.19 0.14 0.55 83.33 333.33

50 229.91 462.070 253.6 3590.22 19.782 208.43 206.38 0.14 0.69 83.33 416.67

60 229.68 462.071 253.4 3590.35 19.644 208.63 206.58 0.14 0.83 83.33 500.00

70 229.46 462.071 253.3 3590.49 19.506 208.82 206.78 0.14 0.97 83.33 583.33

80 229.24 462.072 253.1 3590.63 19.369 209.01 206.98 0.14 1.10 83.33 666.67

90 229.03 462.073 252.9 3590.77 19.231 209.21 207.18 0.14 1.24 83.33 750.00

100 228.81 462.074 252.7 3590.90 19.094 209.40 207.38 0.14 1.38 83.33 833.33

110 228.59 462.075 252.5 3591.04 18.956 209.60 207.57 0.14 1.52 83.33 916.67

120 228.37 462.075 252.3 3591.18 18.819 209.79 207.77 0.14 1.65 83.33 1000.00

130 228.16 462.076 252.1 3591.32 18.682 209.98 207.97 0.14 1.79 83.33 1083.33

140 227.94 462.077 251.9 3591.45 18.545 210.18 208.16 0.14 1.93 83.33 1166.67

150 227.72 462.078 251.7 3591.59 18.409 210.37 208.36 0.14 2.06 83.33 1250.00

160 227.51 462.078 251.5 3591.73 18.272 210.56 208.56 0.14 2.20 83.33 1333.33

170 227.30 462.079 251.3 3591.86 18.135 210.75 208.75 0.14 2.34 83.33 1416.67

180 227.08 462.080 251.1 3592.00 17.999 210.95 208.95 0.14 2.47 83.33 1500.00

190 226.87 462.081 250.9 3592.14 17.863 211.14 209.15 0.14 2.61 83.33 1583.33

200 226.66 462.082 250.8 3592.27 17.727 211.33 209.34 0.14 2.75 83.33 1666.67

210 226.45 462.082 250.6 3592.41 17.591 211.52 209.54 0.14 2.88 83.33 1750.00

220 226.23 462.083 250.4 3592.54 17.455 211.71 209.73 0.14 3.02 83.33 1833.33

230 226.02 462.084 250.2 3592.68 17.319 211.91 209.93 0.14 3.15 83.33 1916.67

240 225.81 462.085 250.0 3592.81 17.184 212.10 210.13 0.14 3.29 83.33 2000.00

250 225.58 462.085 249.8 3592.95 17.048 212.31 210.34 0.14 3.42 83.33 2083.33

260 225.35 462.086 249.6 3593.09 16.913 212.52 210.55 0.14 3.56 83.33 2166.67

270 225.12 462.087 249.4 3593.22 16.777 212.73 210.77 0.14 3.69 83.33 2250.00

280 224.90 462.088 249.1 3593.36 16.642 212.94 210.98 0.14 3.83 83.33 2333.33

290 224.67 462.088 248.9 3593.49 16.507 213.15 211.20 0.14 3.97 83.33 2416.67

300 224.44 462.089 248.7 3593.63 16.373 213.36 211.41 0.14 4.20 83.33 2500.00

310 224.22 462.090 248.5 3593.76 16.238 213.57 211.62 0.13 4.25 83.33 2583.33

320 223.99 462.091 248.3 3593.89 16.103 213.78 211.84 0.13 4.38 83.33 2666.67

330 223.76 462.092 248.1 3594.03 15.969 213.99 212.05 0.13 4.52 83.33 2750.00

340 223.54 462.092 247.9 3594.16 15.835 214.19 212.26 0.13 4.65 83.33 2833.33

350 223.32 462.093 247.7 3594.30 15.701 214.40 212.47 0.13 4.79 83.33 2916.67

360 223.09 462.094 247.5 3594.43 15.567 214.61 212.69 0.13 4.92 83.33 3000.00

370 222.87 462.095 247.3 3594.57 15.433 214.82 212.90 0.13 5.05 83.33 3083.33

380 222.65 462.095 247.1 3594.70 15.299 215.03 213.11 0.13 5.19 83.33 3166.67

390 222.43 462.096 246.9 3594.83 15.166 215.24 213.32 0.13 5.32 83.33 3250.00

400 222.21 462.097 246.7 3594.97 15.032 215.44 213.53 0.13 5.46 83.33 3333.33

410 221.99 462.098 246.4 3595.10 14.899 215.65 213.74 0.13 5.59 83.33 3416.67

420 221.77 462.098 246.2 3595.23 14.766 215.86 213.95 0.13 5.72 83.33 3500.00

430 221.55 462.099 246.0 3595.37 14.632 216.06 214.16 0.13 5.85 83.33 3583.33

440 221.34 462.100 245.8 3595.50 14.500 216.27 214.37 0.13 5.99 83.33 3666.67


Upper

Reservoir

Capacity

Time


Outflow from

Lower Reservoir

Cumulative

Decanted

volume

Net Head Cumulative Cumulative

PUMPING

Gross Head

Lower

Reservoir

Capacity.

Discharge

Upper

Reservoir

Elevation

Lower Reservoir

Elevation

L

o

w

e

PUMPING OPERATION (Scenario-1)

Minute M3/Sec M M Mm

3M Mm

3M M

M3

Mm3

Mm3

MWh MWh

0 300.07 439.016 245.80 990.43 14.48 193.216 0 0

10 306.02 439.014 246.08 990.25 14.66 192.94 189.46 0.18 0.18 83.33 83.33

20 306.71 439.012 246.36 990.07 14.84 192.65 189.03 0.18 0.36 83.33 166.67

30 307.20 439.010 246.65 989.89 15.03 192.36 188.73 0.18 0.55 83.33 250.00

40 307.69 439.008 246.93 989.70 15.21 192.07 188.43 0.18 0.73 83.33 333.33

50 308.18 439.005 247.22 989.52 15.40 191.79 188.13 0.18 0.92 83.33 416.67

60 308.67 439.003 247.51 989.33 15.58 191.50 187.83 0.18 1.10 83.33 500.00

70 309.17 439.001 247.79 989.15 15.77 191.21 187.53 0.19 1.29 83.33 583.33

80 309.67 438.999 248.08 988.96 15.95 190.92 187.23 0.19 1.47 83.33 666.67

90 310.17 438.997 248.37 988.78 16.14 190.63 186.92 0.19 1.66 83.33 750.00

100 310.67 438.995 248.66 988.59 16.32 190.34 186.62 0.19 1.84 83.33 833.33

110 311.17 438.992 248.94 988.40 16.51 190.05 186.32 0.19 2.03 83.33 916.67

120 311.68 438.990 249.23 988.22 16.70 189.76 186.02 0.19 2.22 83.33 1000.00

130 312.19 438.988 249.52 988.03 16.88 189.46 185.71 0.19 2.40 83.33 1083.33

140 312.70 438.986 249.81 987.84 17.07 189.17 185.41 0.19 2.59 83.33 1166.67

150 313.20 438.984 250.09 987.65 17.26 188.89 185.11 0.19 2.78 83.33 1250.00

160 313.67 438.982 250.36 987.47 17.45 188.62 184.83 0.19 2.97 83.33 1333.33

170 314.15 438.979 250.62 987.28 17.64 188.36 184.56 0.19 3.16 83.33 1416.67

180 314.62 438.977 250.89 987.09 17.82 188.09 184.28 0.19 3.34 83.33 1500.00

190 315.10 438.975 251.15 986.90 18.01 187.82 184.00 0.19 3.53 83.33 1583.33

200 315.58 438.973 251.42 986.71 18.20 187.55 183.72 0.19 3.72 83.33 1666.67

210 316.06 438.971 251.69 986.52 18.39 187.29 183.44 0.19 3.91 83.33 1750.00

220 316.54 438.969 251.95 986.33 18.58 187.02 183.16 0.19 4.10 83.33 1833.33

230 317.03 438.963 252.22 986.14 18.77 186.75 182.88 0.19 4.29 83.33 1916.67

240 317.52 438.959 252.49 985.95 18.96 186.48 182.60 0.19 4.48 83.33 2000.00

250 318.01 438.956 252.75 985.76 19.15 186.21 182.31 0.19 4.67 83.33 2083.33

260 318.50 438.953 253.02 985.57 19.34 185.94 182.03 0.19 4.86 83.33 2166.67

270 319.00 438.950 253.29 985.38 19.53 185.67 181.75 0.19 5.05 83.33 2250.00

280 319.50 438.947 253.56 985.19 19.73 185.40 181.47 0.19 5.24 83.33 2333.33

290 320.00 438.943 253.83 985.00 19.92 185.12 181.18 0.19 5.44 83.33 2416.67

300 320.50 438.939 254.10 984.81 20.11 184.85 180.90 0.19 5.63 83.33 2500.00

310 321.01 438.935 254.37 984.61 20.30 184.58 180.61 0.19 5.82 83.33 2583.33

320 321.51 438.929 254.65 984.42 20.49 184.31 180.33 0.19 6.01 83.33 2666.67

330 322.03 438.925 254.95 984.23 20.69 184.03 180.04 0.19 6.21 83.33 2750.00

340 322.50 438.921 255.19 984.03 20.88 183.78 179.77 0.20 6.41 83.33 2833.33

350 322.97 438.915 255.44 983.84 21.07 183.53 179.52 0.20 6.61 83.33 2916.67

360 323.43 438.910 255.68 983.65 21.27 183.29 179.26 0.20 6.81 83.33 3000.00


Time Discharge

Outflow from

Upper

Reservoir

Net Head


Upper

Reservoir

Capacity

Lower

Reservoir

Capacity.

TURBINE OPERATION (Scenario-2)

Energy

Generation

Cumulative

Energy

L

o

w

e

Cumulative

Decanted

volume

TURBINE

Gross Head

Upper

Reservoir

Elevation

Lower Reservoir

Elevation

Minute M3/Sec M M

M3

Mm3

M Mm3

M M

M3

Mm3

Mm3

MWh MWh

0 258.88 438.910 255.68 983.65 21.267 183.29 0.00 0 0

10 262.30 438.914 255.45 983.80 21.112 183.48 180.90 0.16 0.16 83.33 83.33

20 262.11 438.920 255.26 983.96 20.954 183.68 181.03 0.16 0.31 83.33 166.67

30 261.82 438.924 255.06 984.12 20.797 183.88 181.23 0.16 0.47 83.33 250.00

40 261.50 438.928 254.85 984.27 20.640 184.10 181.45 0.16 0.63 83.33 333.33

50 261.17 438.933 254.62 984.43 20.483 184.32 181.68 0.16 0.78 83.33 416.67

60 260.84 438.938 254.40 984.59 20.327 184.54 181.91 0.16 0.94 83.33 500.00

70 260.51 438.944 254.18 984.74 20.170 184.77 182.14 0.16 1.10 83.33 583.33

80 260.19 438.948 253.96 984.90 20.014 184.99 182.37 0.16 1.25 83.33 666.67

90 259.86 438.951 253.75 985.06 19.858 185.21 182.59 0.16 1.41 83.33 750.00

100 259.54 438.954 253.53 985.21 19.702 185.43 182.82 0.16 1.57 83.33 833.33

110 259.22 438.957 253.31 985.37 19.546 185.65 183.05 0.16 1.72 83.33 916.67

120 258.90 438.959 253.09 985.52 19.390 185.87 183.27 0.16 1.88 83.33 1000.00

130 258.58 438.961 252.87 985.68 19.235 186.09 183.50 0.16 2.03 83.33 1083.33

140 258.26 438.963 252.65 985.83 19.080 186.31 183.73 0.16 2.19 83.33 1166.67

150 257.94 438.965 252.43 985.99 18.925 186.53 183.95 0.15 2.34 83.33 1250.00

160 257.62 438.966 252.22 986.14 18.770 186.75 184.18 0.15 2.50 83.33 1333.33

170 257.31 438.968 252.00 986.30 18.616 186.97 184.40 0.15 2.65 83.33 1416.67

180 257.00 438.970 251.78 986.45 18.461 187.19 184.63 0.15 2.81 83.33 1500.00

190 256.68 438.972 251.57 986.61 18.307 187.41 184.85 0.15 2.96 83.33 1583.33

200 256.37 438.973 251.35 986.76 18.153 187.62 185.08 0.15 3.11 83.33 1666.67

210 256.06 438.975 251.13 986.92 17.999 187.84 185.30 0.15 3.27 83.33 1750.00

220 255.75 438.977 250.92 987.07 17.846 188.06 185.53 0.15 3.42 83.33 1833.33

230 255.45 438.979 250.70 987.22 17.692 188.28 185.75 0.15 3.58 83.33 1916.67

240 255.14 438.981 250.49 987.38 17.539 188.49 185.97 0.15 3.73 83.33 2000.00

250 254.83 438.982 250.27 987.53 17.386 188.71 186.20 0.15 3.88 83.33 2083.33

260 254.53 438.984 250.06 987.68 17.233 188.93 186.42 0.15 4.03 83.33 2166.67

270 254.20 438.986 249.83 987.83 17.080 189.16 186.66 0.15 4.19 83.33 2250.00

280 253.87 438.988 249.59 987.99 16.928 189.40 186.90 0.15 4.34 83.33 2333.33

290 253.54 438.989 249.35 988.14 16.775 189.64 187.15 0.15 4.49 83.33 2416.67

300 253.21 438.991 249.12 988.29 16.623 189.87 187.39 0.15 4.64 83.33 2500.00

310 252.88 438.993 248.88 988.44 16.471 190.11 187.63 0.15 4.80 83.33 2583.33

320 252.55 438.995 248.65 988.60 16.320 190.35 187.88 0.15 4.95 83.33 2666.67

330 252.23 438.996 248.41 988.75 16.168 190.58 188.12 0.15 5.10 83.33 2750.00

340 251.90 438.998 248.18 988.90 16.017 190.82 188.36 0.15 5.25 83.33 2833.33

350 251.58 439.000 247.95 989.05 15.866 191.05 188.60 0.15 5.40 83.33 2916.67

360 251.26 439.002 247.71 989.20 15.715 191.29 188.85 0.15 5.55 83.33 3000.00

370 250.94 439.003 247.48 989.35 15.564 191.53 189.09 0.15 5.70 83.33 3083.33

380 250.62 439.005 247.24 989.50 15.413 191.76 189.33 0.15 5.85 83.33 3166.67

390 250.30 439.007 247.01 989.65 15.263 192.00 189.57 0.15 6.00 83.33 3250.00

400 249.98 439.009 246.78 989.80 15.113 192.23 189.81 0.15 6.15 83.33 3333.33

410 249.67 439.010 246.55 989.95 14.963 192.46 190.05 0.15 6.30 83.33 3416.67

420 249.35 439.012 246.31 990.10 14.813 192.70 190.29 0.15 6.45 83.33 3500.00

430 249.04 439.014 246.08 990.25 14.663 192.93 190.53 0.15 6.60 83.33 3583.33

440 248.73 439.016 245.78 990.40 14.514 193.16 190.77 0.15 6.75 83.33 3666.67

450 248.41 439.016 245.68 990.46 14.454 193.25 191.01 0.06 6.81 33.33 3700.00


Gross Head

Lower

Reservoir

Capacity.

Discharge

Upper

Reservoir

Elevation

Lower Reservoir

Elevation

L

o

w

e

PUMPING OPERATION (Scenario-2)

Cumulative

Outflow from

Lower

Reservoir

PUMPING

Cumulative

Decanted

volume

Net Head Cumulative

Upper

Reservoir

Capacity

Time


CHAPTER-5DESIGN OF CIVIL STRUCTURES

Chapter 7: Design of Civil Structures 1


(2 x 250 MW)


7.1 The Scheme

The Balimela Reservoir project constructed in 1977 is located in Malkangiri district,

Odisha on the river Sileru which is a tributary of the Godavari River. Andhra Pradesh

and Odisha states entered into agreements to construct Balimela dam as a joint

project and share the Sileru river waters available equally at Balimela dam site. The

project utilizes 50% of regulated flow from the reservoir for power generation at

Balimela by Odisha and 50% by Andhra Pradesh at Guntuwada (Known as upper

Sileru Project, 13Km down Stream of Balimela dam).

The Balimela Power project forms the second stage of development of Machkund –

Sileru River, the first stage being the Machkund project. The water released from the

Machkund Power House and the inflow from intermediate catchment between

Machkund and Balimela dam are impounded by Earth fill dam at Chitrakonda known

as Balimela dam. The Balimela Hydro Project (BHEP), a trans-basin diversion project

utilizes a drop of 280m between Sileru River and adjoin Potteru River in Sabari basin.

The gross storage capacity of Balimela reservoir is 3610 million cubic meters.

The catchment area at the dam site is 4908 sq. km and the submergence area of the

reservoir is 171.8 sq.km. The reservoir with live storage of 2676 MCM has been

formed by construction of 70 m high earth fill dam of 1821 m length and three earthen

dykes. The spillway is located in the 4th saddle. It is a straight, gravity, masonry, ogee

crested spillway to pass the design flood of 14300 Cumec, routed to an outflow of

10,930Cumecs. The dam utilizes 280m gross head for hydropower generation with

installed capacity of 510MW having six units of 60 MW each and 75 MW of two units.

The regulated discharge of 59.43 Cumec of tail water of Balimela powerhouse is

conveyed through 1798.32m. long and 25m wide open channel and discharge to river

Potteru, a tributary of Sabari at 2.5km downstream of village Surlikonda. The power

house is tapped for irrigation purpose by construction a barrage on Potteru.

7.2 Present Proposal

The existing Balimela Reservoir has been proposed as an upper Reservoir for the

Pumped storage scheme with Maximum operating level of 462.10m and Minimum

draw down level of 438.91m. The live storage capacity for pump storage scheme

required is only 6.81 MCM against a live storage of the existing upper reservoir of

2676 MCM. The proposed project will generate 500 MW of power by utilizing gross

head which varies from 211.294m to 188.22m for Scenario-1 and Scenario-2. The

water from the upper reservoir will be diverted through Power House and TRT to the

lower reservoir which will be created by construction of a Rock-fill dam. The water will

be pumped back to the upper reservoir through TRT-Reversible Turbines-pressure

shaft-HRT to upper reservoir.

Chapter – 5

Design of Civil Structures



(2 x 250 MW)


7.3 Earlier studies by THDC

The pond of Surlikonda Barrage has a gross storage capacity of 1.572MCM at full

storage level and its live storage capacity is 1.272 MCM. THDC had studied the

proposal of utilizing the pond as a lower reservoir for the proposed pumped storage

scheme but due to excessive length of Water conductor system, of the order of about

4 km, from the power house plant and excessive excavation work in this barrage, the

option was not considered viable by THDC.

THDC identified a flat terrain adjoining to existing HEP for construction of lower

reservoir. The lower reservoir was proposed to be created by construction of

embankment in the toe of foot hill at suitable location.

7.4 Selection of Layout - General

Three locations for Lower dam axis have been selected as under: -

1. Dam axis Alternative1 (Axis A-A)

This dam axis matches with the PFR prepared by THDC. The site is located near

Nildari Nagar and the lower dam is proposed across Turni Nala. In this site two

villages and vast cultivated land is likely to be submerged in the reservoir. The

maximum height of dam is 40 m with maximum length of 1.462 km. An intake channel,

25 m wide having a length of 440 m is required. The length of 8.86 m dia. HRT is

2467 m and 9.4m dia. TRT is of 627m length. The submergence area of the reservoir

is 85 Ha.

2. Dam axis Alternative 2 (Axis B-B)

In this alternative the live storage increases to 6.435MCM against live storage of 5.991

MCM in alternative-1. The dam height increases to 49 m with submergence area is

88.20 Ha. But the length of dam gets reduced to 1404 m and 9.18m dia. HRT of length

gets reduced to 1316m. Unit pressure shaft length is also reduced.

3. Dam axis Alternative 3 (Axis C-C)

In this alternate an attempt was made to reduce the submergence and the power

potential was kept same i.e. 500 MW. Lower dam site has been proposed across

Kharika Jhora. The site is mainly located within forest land. At this site mainly

Charnockite is present and the surface is covered with scree, slope wash material with

sporadic rock outcrops from intake to TRT outfall area. The maximum length of dam in

this alternate is 699m having a Maximum height of 59.6 m. With less length of dam but

increase of height 59.6m against 40m, the overall quantity of material is expected to

be lesser for this alternate compared to alternate-1. The length of 7.86m dia. HRT is

1307m and 9.45m dia. TRT is 585 m. Unit pressure shaft length is also reduced

compared to Alternate-1. The co-ordinates of three axes are given in following table:



(2 x 250 MW)


Axis Location

A-A

Upper Reservoir

Left Bank N- 18° 08’ 03.69”

E- 82° 07’ 50.63”

Right Bank N- 18°08’40.62”

E- 82° 07’ 03.57”

Lower Reservoir

Left Bank N- 18° 11’ 27.57”

E- 82° 02’ 55.14”

Right Bank N- 18° 12’ 00”

E- 82° 03’ 25.54”

B-B

Upper Reservoir

Left Bank N- 18° 08’ 03.69”

E- 82° 07’ 50.63”

Right Bank N- 18° 08’ 40.62”

E- 82° 07’ 03.57”

Lower Reservoir

Left Bank N- 18° 13’ 4.18”

E- 82° 05’ 02.42”

Right Bank N- 18° 13’ 15.86”

E- 82° 05’ 46.41”

C-C

Upper Reservoir

Left Bank N- 18° 08’ 03.69”

E- 82° 07’ 50.63”

Right Bank N- 18° 08’ 40.62”

E- 82° 07’ 03.57”

Lower Reservoir

Left Bank N- 18° 12’ 57.72”

E- 82° 05’ 23.96”

Right Bank N- 18° 13’ 08.56”

E- 82° 05’ 43.27”



(2 x 250 MW)


Items Axis A-A Axis B-B Axis C-C

Length of dam axis (Km)

1.46 1.404 0.699

FRL (m) 232.34 243.96 255.68

MDDL (m) 220 236.32 245.80

Live Storage (MCum)

5.991 6.435 6.81

Dam Height (m) 40 49 59.6

R&R issue In banks, Villages are situated.

Agriculture land. Land acquisition will impose public issue.

Forest land only.

The comparative statement of three alternate layouts are as follows:


Sr. No.


1 Lower

Reservoir

Live Storage-

5.991 MCM

FRL-232.34m.

MDDL-220m.

Submergence

Area- 85Ha.

Axis-A-A.

Live Storage-6.435

MCM

FRL-243.96m.

MDDL-236.32m.

Submergence Area-

88.20 Ha.

Axis B-B.

Live Storage-

6.811 MCM

FRL-255.68m.

MDDL-245.80m.

Submergence

Area- 76.35 Ha.

Axis-C-C.

2 Dam Length – 1462 m.

Height – 40.0m.

Length – 1404 m.

Height – 49m.

Length – 699 m.

Height – 59.6m.

3 Intake

Channel (m)

Length – 440m.

25m wide

Channel.

NIL NIL

4 HRT (m)

Diameter – 8.86m. (Concrete lined)

Length – 2467m.

Diameter – 9.18m

(Concrete lined).

Length – 1316.0m.

Diameter – 7.86m

(steel lined).

Length – 955.0m.



(2 x 250 MW)



Sr. No.


5 Surge Shaft Present Present NIL.

6 Pressure

Shaft

Diameter –

7.37m.

Length – 376m.

Diameter – 7.6m.

Length – 374m.

Diameter – 7.86m

Length – 352m

7

Unit

Pressure

Shaft

Diameter –

5.21m.

Length – 147m.

Diameter – 5.40m.

Length – 88.0m.

Diameter –

5.56m.

Length – 94.0m.

8 TRT (m) Diameter – 9.4m.

Length – 627.0m.

Diameter – 9.74m.

Length – 731.0m.

Diameter –

9.45m.

Length – 585.0m.

9

Unit Tail

Race

Tunnel

Diameter –

5.21m.

Length – 100.0m.

Diameter – 5.40m.

Length – 100.0m.

Diameter –

5.56m.

Length – 106.0m.

The depth of Charnockite is expected to be of 6 to 8 m. The cutoff trench can be kept

in the overburden if found impervious or may have to be taken up to rock. The

competent rock is expected at a lower depth in the abutments.

A drawing showing location of three axes is shown in Plate-I. In this alternate two

roads on both the banks are coming under submergence and will have to be diverted

to higher levels. The excavation quantity and nature of slope stabilization measures

will depend upon the depth of bed rock and can be assessed only after carrying out

sub surface explorations through drill holes and other investigations.

In view of the reduced submergence, lesser length of HRT, less quantity of lower dam

etc. as mentioned above, the alternative-3 has been chosen in the present study.

However, the same may be reviewed at the DPR stage when more subsurface and

topographical data is available.

7.4.1 Type of Structure - Dam

The Rock fill with central clay core type dam structure is considered for creating the

lower reservoir of the project.

The basic requirements for an earth and rock-fill dam to be safe and stable under

various conditions of operation of the reservoir are to ensure that:



(2 x 250 MW)


The dam should comprise materials of sufficient shear strength to satisfy the

requirements of stability under the various static and dynamic loading

conditions to which the dam and its foundation would be subjected.

The slopes of the rock-fill dam must be stable during construction and under all

conditions of reservoir operation.

There should be sufficient design flexibility to allow the fullest possible utilization

of all required excavation and readily available borrow materials.

The core material should be sufficiently impermeable to resist seepage through

the dam and there should be a general increase in permeability from the core

towards the exterior slopes of the dam.

The Filter requirements between adjacent zones and between the foundation fill

materials should be satisfied in order to avoid migration of fine materials into

coarser ones.

Seepage flow through the core, foundation, and abutments must be controlled

so that no internal erosion takes place. The amount of water lost through

seepage must be controlled and exit gradient at downstream toe of the dam

should not be high enough to cause sloughing or piping action.

Adequate free board must be provided above FRL (Full reservoir level)/MWL

(Maximum water level) to guard against overtopping by wave action. Free board

must also take into account the settlement of dam under the effect of dynamic

loading.

The normal and minimum free board computations shall be based on T. Saville’s

method as given in IS: 10635. The following factors govern the requirements of free

board: -

Wave characteristics particularly wave height and wave length depends mainly

on wind velocity.

Upstream slope of the embankment and roughness of the pitching.

Height of wind set up above the still water level which depends on depth of

water in the reservoir.

7.4.2. Lower Dam & Spillway

The Location of Lower dam axis at PFR Stage will provide required live storage. It is

observed that the most suitable location for Lower Dam Axis is at Left Bank N - 18˚ 12’

57.72”, E - 82˚ 05’ 23.96” and Right Bank N - 18˚13’ 08.56”, E - 82˚05’ 43.27” which

can provide the required Live Storage and better geological & other considerations.

The Rock-fill with Clay core type has been chosen on cost consideration over concrete

which may increase the project cost. The FRL and MDDL is kept at EL255.68 m and

EL245.80 m which create required live poundage 6.811 MCM. The deepest level at

lower dam axis is EL201.00 m with top of dam as 260.60m. The maximum height of

lower dam is 59.60m and length 699.00m. The Dead storage in lower Reservoir at



(2 x 250 MW)


MDDL 245.80 m is 14.481 MCM. A Bottom Outlet has been kept in lower spillway

below the MDDL in Lower Reservoir for environmental flow.

The section of the Rock fill dam proposed for lower dam is a conventional zonal

section with clay core and shell portion of Rock fill material, having upstream slope of

2.25H:1V and downstream slope 2H:1V. The centrally located core with upstream and

downstream slope each of 0.25:1 has been proposed. It has the advantage of

providing higher pressures at the contact between the core of Upstream and

Downstream shell material, thus reducing the possibilities of seepage and piping. A

3.0m thick sand filter followed by 3.0m thick crushed stone/gravel has been proposed.

Filter has been provided along the upstream and downstream face of clay core. This is

considered sufficient from design as well as construction point of view. A 3.0 m thick

sand & crushed stone/gravel horizontal filter has also been provided to drain out water

from the foundation, vertical filter and body of the dam. The bed of the COT is

proposed to be taken minimum 1.0m into the groutable rock /impervious strata.

Consolidation grouting at 6.0m c/c to a depth 10m is and Curtain grouting to a depth of

half the head of water with minimum of 10 m is also proposed. The same will be

reviewed at the DPR stage when more subsurface data is available. For protection of

the embankment, Rip-Rap has also been provided in upstream and downstream. The

bed of the toe drain is proposed at least 600mm below the stripped level. The slope

provided may be reviewed once more data regarding borrow areas is available at DPR

stage. The typical section of the Lower dam is shown in the drawing No. 4.

7.4.2.1 Design Approach The basic approach in design of Rock-fill dam shall be to select a dam section

analysed by the approach specified in IS: 7894 “Code of practice for Stability Analysis

of Earth Dams”. The factors of safety computed for critical combination of external

forces will be compared with the minimum factor of safety stipulated in the code. The

outer slopes of the dam will be optimized such that the computed factors of safety are

higher than, but close to, the minimum desired values under various loading

conditions.

7.4.2.2 Governing Loading Conditions Safety of Rock-fill dam checked for following loading conditions:

steady state seepage with the reservoir at FSL (Full Supply Level)

rapid drawdown of the reservoir from FRL to MDDL

steady state seepage with earthquake

The ungated spillway for Lower Dam is located near the right abutment of the

reservoir. The foundation of the spillway will be resting on Charnockite (pyroxene

granulite). Considering the design flood of 220 m3/s, an ungated ogee overflow

Spillway has been considered. Two no of ogee ungated spillway of 12m length each

has been kept at Lower dam to discharge the design flood. Pier width has been kept

2.0m. Crest level of ogee spillway has been kept at Elevation 255.68m and Maximum



(2 x 250 MW)


water level is EL-258.38 m with 4.92 m free board above FRL & 2.22m free board

above MWL. The chute of the spill channel will be discharging water into Potteruvagu

River through Kharika Jhora. The Spillway arrangement is shown in drawing no. 3 The

Maximum overflow and Non overflow Block of the Lower Dam spillway is shown in the

drawing No. 5 and 6.

Details of downstream Reservoir

1. Top of Dam - 260.60m

2. Bed level - 201.00m

3. Max. water level - 258.38m

4. Full reservoir Level - 255.68m

5. Min Draw Down level - 245.80m

6. Free Board - 2.22m

7. Crest level of spillway - 255.68m

8. Water spread area at FRL - 0.763 Sq. Km

9. Gross Storage - 21.291MCM

10. Dead storage - 14.481 MCM

11. Live storage - 6.811 MCM

7.4.3 Power Intake

Intake structure has been proposed from the upper reservoir on the right bank of Sileru

River. An approach channel has been proposed to guide the flow towards intake

mouth. Optimum layout requirements have been considered to suit the alignment of

the Water Conductor in fixing the alignment of Power Intake. An intake of size 11.8 m

x 17.81 m x 79.4m 2 no’s x 1 line with sill elevation at 422.19m has been proposed.

The intake will be connected to a tunnel of diameter 7.86m with transition. The

maximum discharging capacity of the tunnel will be 315.3 cumec.

Based on the parameters minimum submergence required has been calculated as per

BIS codal practice and Gorden formula for symmetric flow. The center line of the

intake has been accordingly fixed at EL 426.12m.

The inlet and outlet is designed in accordance with the guidelines proposed by Central

Research Institute of Electric Power Industry in Japan which has been mostly applied

to design for intakes and outlets of a lot of pumped storage power station. The main

consideration of design criteria are as follows;

Waterway of a pumped storage power plant is pressure one, so an inlet of a pumped

storage power plant also comes to pressure type. Considering vertical arrangement of

an inlet for a pressure conduit, sufficient water cushion shall be provided for

withdrawal of requisite discharge without any vortex formation. Water depth from sill of

an inlet to the minimum water level should be 1.5 to 2.0 times as high as internal

diameter. Velocity of flow through trash rack shall not be more than 1.0 meter/sec in

normal condition and entry through intake shall be stream lined such that head loss is

minimum. For fixing the intake level it is also planned that it does not attract much of



(2 x 250 MW)


the silt during withdrawal of water. Since the Dia of HRT is 7.86m and minimum

drawdown level is 438.91m the intake level has been fixed at 422.19m.

An intake of a pumped storage power station has the following characteristics in

difference from a conventional hydraulic power station;

Both an intake and a tailrace outlet are to function as an intake as well as an

outlet since directions in generating and pumping modes are exact reverse

even though hydraulic feature is quite different between water intake and

discharge.

There is a possibility that vortex easily comes into being for the reason that

water depth between a surface to an intake comes to small near the maximum

draw-down level.

It is difficult that water flow discharged from an inlet or outlet evenly diffuses into

a reservoir because flow velocity of a pumped storage power station is

generally faster than that of a conventional hydraulic power station. As a result,

the inlet structure is designed and shown in drawing no. 7.

7.4.4 Water Conductor System

Alignment and profile of the waterway is also one of major elements to be optimized in

the selection of optimum general layout, because it governs other layouts of structures

such as switchyard, access tunnel etc. Therefore, comparative study on location of the

waterway on both banks is conducted and an optimum profile of the waterway is

selected through comparative study among various alternatives.

The alignment of the waterway from the intake to the tailrace outlet is studied under

the following conditions;

Length of waterway is tried to be shortest.

The portion of water way is aligned in such a way that it has a no bends.

Both intake and tailrace outlet are aligned in such a way that pumping and

generation mode have favorable flow characteristics.

There are two reversible units for which one pressure shaft has been provided.

Longitudinal axis of the powerhouse cavern is to be aligned about N77˚E-

S77˚W direction and it will make an angle of 43˚-53˚ with the strike of foliations.

It goes without saying that the powerhouse cavern is to be positioned with

enough rock cover on the powerhouse cavern for stability of the cavern. In this

regard, the bottom level of the Power house has been kept at elevation 194.80

m so that sufficient cover shall be available over Power house cavern. The

excavated crown level is kept at EL– 250.80m.The height of the cavern is 55m.

The rock cover on the powerhouse cavern has been kept more than twice of

height of the cavern for proper stability of the cavern.

The Longitudinal section along the alignment of the waterway from the intake to the

tailrace outlet is shown in drawing no 2. The locations of power intake and tailrace



(2 x 250 MW)


outlet are to be selected in the area where stable topographical and geological

conditions can be obtained, so as to be able to ensure the stable and safe water flow.

7.4.5 Head Race Tunnel (Steel Lined) Cum Pressure Shaft

A 1307 m long and 7.86 m dia Steel lined Head Race Tunnel (HRT) has been

proposed to carry a max discharge of 315.30 cumec. The maximum cover of HRT will

be 240m. From HRT, the adit (D-Shaped) of length 573m and dimensions 7m x 7.5m

is proposed. The reduce distance (RD) of this adit is 887m. The adit is provided to

facilitate the construction of pressure shaft. Hard Charnockite and dolerite dykes will

form the tunneling media. This tunnel will also be provided with suitable rock support

system depending upon the geological strata formations enroute. Apart from the rock

support system, the headrace tunnel will be provided with steel lining to reduce the

head loss due to friction. Actual support system will be decided after geological

investigations and analysis at DPR stage.

Two horizontal pressure tunnels have been proposed. The length of horizontal

pressure tunnel will be about 94 m and 5.56m Dia. In general, rock-bolts and lining will

be required as support system. Actual support system will be decided after geological

investigations and analysis at DPR stage.

Steel lining has been proposed for the entire length of HRT. The thickness of steel

lining will be assessed keeping in view the internal pressure including water hammer

and external pressure acting in the event of sudden dewatering of Tunnel. The typical

support details of HRT and Pressure Shaft is shown in drawing no. 11.

Diameter of 7.86 m as proposed for penstock is based on the velocity consideration

however economic diameter studies may be done at DPR stage. Plate thickness will

be assessed considering both internal water pressure plus increase in head due to

water hammer as well as external pressure.

Design criteria

The hydraulic and structural design of pressure shaft/penstock is based on following

criteria:

Steel liner will be designed to take the entire internal pressure independently

without any rock participation - Steel liner shall be capable to withstand

maximum external pressure under empty condition

Penstock will be designed for loading condition at mid span and at the supports

where additional stresses are developed.

Sickle plate for penstock manifold should take care of all unbalanced forces at

the point of bifurcation.

7.4.6 Underground Power house and Underground Transformer Hall

An underground Power House (UGPH) of size 109mx23.5mx53m for Option-1 and

112mx24mx55m for Option-2 and a transformer cavern hall of 87mx18mx22.5m have



(2 x 250 MW)


been proposed for this project. The power house will have two Francis type vertical

shaft reversible units of 250 MW each. The design head for turbine mode as 179.323

m and pumping mode as 202.116 m has been assessed.

The powerhouse cavern has been aligned about N77˚E-S77˚W direction and it will

make an angle of 43˚-53˚ with the strike of foliations. Actual orientation will be finalized

after large scale geological mapping, 3D logging and in-situ test at the exploratory drift

to power house at DPR stage.

7.4.7 Machine Hall Cavern

The machine hall cavern would be 112m in length, 24m in width and overall height of

the power house cavity from the lowest excavation of the turbine pit would be 55m.

The generating units would be spaced at 25m center to center. The entrance to the

Machine hall cavern shall be through Main Access Tunnel (MAT). The auxiliary rooms

shall be located at different floors provided on the services bay side of the machine

hall cavern.

The penstock for each generating unit would enter the power house horizontally

making an angle with the power house longitudinal direction and accommodate the

main inlet valve in the machine hall. The penstock for each unit will terminate into a

distributor feeding the turbine nozzles. The center line of the horizontal penstocks

entering the power house cavity would be El. 212.3m in line with nozzles of the

turbines.

The roof of machine hall cavern has been provided with a circular arch shape with

crown rise of 5m from the spring level. The roof and walls of the power house cavern

are supported by systematic rock bolting and shortcreting (SFRS), where the rock

mass is of poor quality (‘Q’ value from 1.0 to 2.0), the roof is supported with the

combination of shotcrete (SFRS), rock bolts and steel ribs. Provision of drainage holes

in regular way has also been made for roof and walls for drainage the rock mass

adjoining the cavern.

RCC columns of size 1000mm x 1500mm are proposed for supporting the EOT crane

beam. A clearance of about 500mm has been provided between the column edge and

excavated rock surface to take care of the convergence of power house walls.

7.4.8 Transformer cavern

The transformer cavern would be 87m long, its width and height being 18m and 22.5m

respectively. It accommodates 2 sets of unit transformers at El. 228.3m. The roof arch

of this cavity would be of circular arch shape with 5.0m rise of crown from the spring

level. As in the machine hall cavity, the roof and walls of the transformer cavity are

also supported by systematic rock bolting and shotcreting (SFRS), where the rock

mass is of poor quality (‘Q’ value from 1.0 to 2.0), the roof is supported with the

combination of shotcrete (SFRS), rock bolts and steel ribs. Provision of drainage holes

in regular way has also been made for roof and walls for draining the seepage water

adjoining the cavern.



(2 x 250 MW)


7.4.9 Tail Race Tunnel

A 9.45m dia and 585m long TRT has been proposed. The rock cover along TRT will

vary from 23m to 215m. TRT will be provided with suitable rock support system

depending upon the geological strata. Apart from the rock support system, the TRT

will be provided with 600 mm thick reinforced cement concrete lining. Actual support

system will be decided after geological investigations and analysis at DPR stage.

7.4.10 Main Access Tunnel (MAT), Cable tunnel and Construction Adits

The details of MAT, Adits etc. are furnished in the following table:

Sr.No. Type Length Dimensions

1 Main Access Tunnel (MAT) 935m 8m x 8.5m

2 TRT Adit 291.61m 7m x 7.5m

3 Pressure Shaft Adit 260 m 7m x 7.5m

4 Top of transformer Hall (Adit) 163m 7m x 7.5m

5 Top of Power House (Adit) 88m 7m x 7.5m

6 Ventilation Tunnel 108m 3m x 3.5m

7 Cable Access tunnel 414m 6m x 6.5m

8 HRT Adit 573m 7m x 7.5m

N 2015000

N 2014500

N 2014000

N 2013500

N 2013000

N 2012500

N 2012000

N 2011500

N 2011000

N 2010500

HEAD RACE TUNNEL

7.86 m Ø L = 1307m (STEEL LINED)

T

A

IL

R

A

C

E

T

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N

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L

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UNIT PRESSURE SHAFT

5.56 m Ø L-94m (STEEL LINED)

UNIT TAIL RACE TUNNEL

5.56 m Ø L-106m (STEEL LINED)

INTAKE

POWER HOUSE

112m(L) x 24m(W) x 55m(H)

TRANSFORMER HALL

87m(L) x 18m(W) x 22.5m(H)

7.5m WIDTH EXISTING ROAD

ADIT (D-SHAPED)

7.0 m x 7.5m Ø L = 573m

MAT (D-SHAPED)

8.0 m x 8.5m Ø L = 935m

SWITCH YARD

50m (W) X 200m (L)

E

X

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)

N 2015000

N 2014500

N 2014000

N 2013500

N 2013000

N 2012500

N 2012000

N 2011500

N 2011000

N 2010500

INTAKE GATE SHAFT

T

O

P

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F

D

A

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E

.

L

.

2

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.

(

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IS

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AM

8

TRT OUTLET

TRT GATE SHAFT

LOWER RESERVOIR

FRL - 255.68m

MDDL - 245.80m

UPPER RESERVOIR

FRL - 462.10m

MDDL - 438.91m

WAPCOS LIMITED

BALIMELA PUMPED STORAGE PROJECT (500 MW)

CONSULTANTS

(A GOVERNMENT OF INDIA UNDERTAKING)

ODISHA HYDRO POWERCORPORATION LIMITED (OHPC)

DEGN. A A KHAN

DRAWN. ARUN BAMBAL

DATE: JULY.2019

CHKD. SUBM.

APPD.

DRG.NO.WAP/D&RE/BALIMALA/01

REV.NO.

PROJECT LAYOUT PLAN

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220

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15

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SPILLCHANNEL

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APPROACH CHANNEL

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N

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S

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E

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W

0.00

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0.00255075100125150175200225250275300325350375400425450475500525

TRANSFORMER HALL

87m(L) X 18m(W) X 22.5m(H)

POWER HOUSE

112m(L) X 24m(W) X 55m(H)

GATE SHAFT

5.56mØ INCLINED

PENSTOCK

(L- 94m)

5.56 mØ UNIT TAIL RACE TUNNEL

(L- 106m)

9.45mØ TAIL RACE TUNNEL

(L - 585.0m)

7.86mØ HEAD RACE TUNNEL CUM

PRESSURE SHAFT (STEEL LINED)

(L - 1307m)

C/L EL 426.12 m

EL 375.00

GATE SHAFT

INTAKE

TRT OUTLET

NSL

EL 212.30

WAPCOS LIMITED


CONSULTANTS


ODISHA HYDRO POWERCORPORATION LIMITED (OHPC)

DEGN. ASHFAQUE KHAN

DRAWN. MUKESH GAUR

DATE: JULY.2019

CHKD. SUBM.

APPD.

DRG.NO.WAP/D&RE/BALIMALA/02

REV.NO.

L-SECTION (WATER CONDUCTOR SYSTEM)

NOTES:-

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Tail Race Tunnel

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(Concrete lined)

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Headrace(Steel Lined)

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435.49

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Intake

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422.19

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1.20

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E

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E

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436.99

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Trashrack

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1:0.5

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Banking

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Dry Masonry

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1:2.0

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420.69

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419.19

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Steel Liner

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433.99

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EL 443.99M

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MDDL438.91

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M.D.D.L 245.80

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Tail Race Tunnel

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tailrace

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226.00

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241.68

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243.18

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224.50

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223.00

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(Concrete lined)

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240.18

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Banking

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1. ALL DIMENSIONS ARE IN METRE AND ELEVATION IN METRE UNLESS AND OTHERWISE SPECIFIED. 2. THIS IS PFR STAGE DRAWING. THE SAME WILL BE UPDATED DURING DPR.

NOTES:-

1. ALL DIMENSIONS ARE IN METRE.

ALL ELEVATIONS INDICATED AN EXCLUSIVE OF

THE BED LEVEL OF THE TOE DRAIN SHALL BE KEPT

SLOPE HAVE BEEN PROVIDED ARE TENTATIVE.

INCLINED AND HORIZONTAL WELL GRADED FILTER

3.

4.

5.

6.

THE STRIPPING OF THE ETIRE BED SHALL BE 2.

600 BELOW NSL OR AT STRIPPED SURFACE

THE BED OR C.O.T SHALL BE TAKEN 1000 INSIDE THE 7.

SETTLEMENT ALLOWANCES.

SHALL CONFORM TO: STANDARD SPECIFICATIONS.

HARD ROCK/IMPERIOUS STRATA.

MINIMUM 600 MM.

WHICHEVER IS LOWER.

THIS IS PFR STAGE DRAWING.8.

THE SAME WILL BE UPDATED DURING DPR.

2.00

1

CONCRETE PARAPET WALL

0.25

1

2.25

1

C.O.T

CONSOLIDATION GROUTING

6.0M C/C AND 10.0M DEEP

CURTAIN GROUTING (

H/2)

STABLE SLOPE

1.0 (MIN) INTO GROUTABLE ROCK

STABLE SLOPE

STRIPPED SURFACE

ANTICIPATED ROCK LINE

IMPERVIOUS STRATA/GROUTABLE

ROCK

1

0.25

3.0 THICK CRUSHED STONE/GRAVEL

3.0 THICK SAND LAYER

COMPACTED ROCKFILL MATERIALS

C

O

M

P

A

C

T

E

D

R

O

C

K

F

I

L

L

M

A

T

E

R

I

A

L

S

3.0 THICK CRUSHED STONE/GRAVEL

3.0 THICK SAND LAYER

1.0 THICK DUMPED RIPRAP

EL. ±201.00

AXIS OF DAM

EL.260.60 (TOP OF DAM)

1.0 THICK HAND PLACED RIPRAP

1.0 WIDE TOE DRAIN

1.0 THICK STONE PITCHING

1.0 THICK CRUSHED STONE / GRAVEL

1.0 THICK SAND

MDDL. 245.80

FRL. 255.68

MWL. 258.38

IMPERVIOUS

CORE

EL.258.80

N.S.L.

N.S.L.

STRIPPED SURFACE

N.S.L.

S= 1 IN 100

CENTER LINE

TYPICAL CROSS SECTION (LOWER DAM)

WAPCOS LIMITED


CONSULTANTS


ODISHA HYDROPOWERCORPORATION LIMITED

DEGN.

DRAWN.

DATE: JULY-2019

CHKD. SUBM.

APPD.

DRG.NO.WAP/D&RE/BALIMELA/04

REV.NO.

CHAPTER- 6Design of Electro – Mechanical Equipment

Chapter 8: Design of Electro-Mechanical Equipments 1


(2 x 250 MW)


8.1 General

The pumped storage scheme consists of an upper and lower reservoir connected with

a water conductor system through an underground power house complex equipped

with desired numbers of Generator-Motor and Pump-Turbine units. The Underground

power house of Balimela Pumped Storage scheme will have two (02) nos. Pump-

Turbine units of 250 MW each along with all the auxiliary system such as cooling water

system, compressed air system, potable water supply system, fire protection system,

ventilation and air conditioning system, illumination system, HT&LT AC and DC

systems etc.

In the Scheme each main unit consists of one (01) 250 MW Turbine-Generator/255

MW Pump-Motor and one (01) Main transformer (three phase bank transformer of 330

MVA). One main power transformer will be installed and connected to each

generator/motor. The generator-motor set will be connected to the LV side (18 kV) of

main power transformer, located in the transformer cavern, by isolated phase metal

enclosed bus (IPB). A generator circuit breaker will be installed in the IPB for parallel

operation of the Generators / Motors. A phase reversal switch will also be installed in

the IPB for changing the mode of operation of the units i.e. Generation mode / Motor

mode. The HV side (220 kV) of main power transformer located in the transformer

cavern will be connected to the 220 kV double Bus located at the 220 kV Gas

Insulated Switchgear (GIS) Substation / Open yard Switch Yard through 220 kV XLPE

(Cross-linked polyethylene) cables of appropriate size. A 220 kV Gas Insulated

Switchgear (GIS) sub-station or extension of existing 220 kV open yard substation of

the existing 510 MW Hydro power station (whichever is feasible) are proposed to be

installed in the scheme for evacuation and receiving of power. Construction of one

number of 220 kV double circuit transmission lines having conductors of Zebra from

the 220 kV GIS or extended 220 kV open yard of Balimela PSP/Balimela Hydro power

station to 220 kV Grid Substation(s) such as Upper Sileru 220/132 kV Substation and

220 kV single circuit from Balimela PSP/Balimela Hydro Power Station to Upper Sileru

(Andhra Pradesh) may be upgraded to 220 kV double circuit or another 220 kV single

circuit from Balimela PSP / Balimela Hydro power station to 220 kV Grid Substation(s)

such as Jeynagar 220/132 kV Substation may be upgraded to 220 kV double circuit is

considered for power evacuation and receiving of pumping power. However,

Transmission system will be finalized after load flow study and system stability

analysis concerning the project at the Detailed Project Report (DPR) Stage.

Two (02) Nos. of 18 kV line will be branched from the IPB of both Units and to be

connected with Station Auxiliary Step down Transformer having secondary at 11kV to

be connected at 11kv Switch Gear for Station Auxiliary Power. For static excitation

system, Excitation transformer will be branched from IPB of each generator-motor unit.

Chapter – 6

Design of Electro-Mechanical Equipments



(2 x 250 MW)


One (01) static frequency converter (SFC) for starting of the units in pumping mode

will required to be installed for two generator-motor whose power also be fed from IPB.

Back to back starting system will also be equipped for one of two generator-motor

units.

Station service power at 11 kV will be supplied by means of three sources: Station

Auxiliary Switch Gear – 1, Station Auxiliary Switch Gear – 2 and Emergency Diesel

generator set. The 11 kV power will be stepped down to 415 V / 230 V for use in

Auxiliary equipment, Illuminating loads etc.

Consideration have been made that the power plant will be controlled by remote

control system from the main control room in the power house with the provision for

local control to be utilized during test and emergency cases.

A main supervisory computer system supporting necessary man-machine interface will

be located at the main control room and separate local plant controllers will be

provided for each main unit, station service circuit and 220 kV switchyard equipment.

The computer system and controllers will be linked by high-speed data transmission

system.

Following options for configuration of the main units have been considered for the

basic design of electromechanical equipment at present.

Option 1: 2 Fixed Speed Units of 250 MW each

Option 2: 1 Fixed Speed Unit of 250 MW + 1 Variable Speed Unit of 250 MW

(Advantages and disadvantages of variable speed units are mentioned at the end of

this chapter).

The entrance to the Machine hall cavern will be through Main Access Tunnel (MAT).

The Main Transformer hall cavern will be placed on the downstream of main power

house cavern.

For Option – 1, the approximate size of the machine hall cavern at EL 228.30m will be

109.0m length (including service bay and control block), 23.50m width and 53.0m

height.

For Option – 2, the approximate size of the machine hall cavern at EL 228.30m will be

112.0m length (including service bay and control block), 24.00m width and 55.0m

height.

The auxiliary rooms shall be located at different floors with the main control room /

block placed on the Unit – 1 side of the machine hall cavern. Control room, Model /

Conference room, Engineers room, room for 220 V DC system, HVAC equipment,

mechanical workshop etc. shall be located in these auxiliary rooms.

Approximate size of Transformer hall Cavern at EL 228.30m will be 87.00 m length,

18.00 m width and 22.5m height (Including secondary GIS).



(2 x 250 MW)


The floor wise equipment layout plan is as stated below:

Machine Hall Floor at EL 228.30 m

Phase Reversal Switches along with Generator Circuit Breakers (GCB) which will

be installed and connected through Isolated Phase Bus Duct (IPBD)

Main Transformers will be installed at the Transformer cavern

Generator-Motor Floor at EL 222.80 m

Unit Control Boards (UCBs)

Unit Auxiliary Boards (UABs)

LT Distribution board with Dry Type Transformers

Neutral Grounding Cubicles

Excitation Transformers and Panels

Lubrication system etc.

Pump-Turbine Floor at EL 217.30 m

Compressed Air System

Oil Pressure Units for Governors

Other Pump-Turbine Auxiliaries

Main Inlet Valve (MIV) Floor at EL 209.80 m

Cooling Water Pumps

Dewatering & Drainage Pumps

Flood Water Pumps.

Dewatering, Drainage and Flood Water Control Blocks

Drainage & Dewatering Gallery Floor at EL 195.80 m

Dewatering Sump – Draft tubes will be connected with this sump through a

network of valves & pipes.

Drainage Sump – Seepage and drainage from various floors of power house will

be collected to this sump.

24 kV Isolated Phase Bus Ducts (IPBD) interconnecting machine hall Floor with the

Transformer cavern will be laid in individual bus duct tunnel of respective units. LAVT

cubicles, Station Service (Auxiliary) connections with IPB shall also be installed in

these tunnels. Beside these two Bus Duct Tunnels, two (02) additional tunnels (One at

the extended part of MAT on Service bay side and other on Unit–2 side) will be

provided for inter-connecting Machine Hall cavern with Transformer Hall.

One cable tunnel of adequate size will be provided to accommodate 220 kV XLPE

cables for transmitting power between Pothead Yard (Main Transformer HV side) and



(2 x 250 MW)


220 kV GIS / 220 kV Switchyard. Various other HT cables and LT control, protection,

signal cables to be provided between various panels in the underground Power House

and Transformer Hall & Pothead yard shall be laid in cable trench / cable tunnel / duct,

as required.

The access to turbine pit will be from pump-turbine Floor. Necessary hatches for

erection and removal of MIV will be provided at various floors in the machine hall

cavern.

The Main Access Tunnel (MAT) and Construction Adit Tunnel for the power house

cavern shall be utilized as ventilation tunnel afterward. Suitable ventilation and air

conditioning ducts, as required, shall be installed at various locations and floors.

Two nos. of 250/80/10 Tonnes EOT Cranes (250 ton EOT crane considered for

Variable speed machine, for option1, 240 Ton EOT crane may be considered) shall be

installed in the power house cavern for tandem operation. One no. of 10 Tones EOT

Crane shall be installed in the GIS hall for handling the GIS equipment. One no. 80T

EOT crane shall be installed in Transformer cavern for handling of Draft tube gates.

8.2 Brief Particulars of Pump-Turbine Equipment

8.2.1 Pump-Turbine

The Pump-turbine shall be of vertical shaft reversible Francis type coupled to

Generator-Motor. 2 nos. of the Francis pump-turbine set each of 255 MW output rating

while operating under rated head shall be installed.

The details of the hydraulic system of the generating units are as given below:

i) Upper Reservoir Levels

a) Full Reservoir Level (FRL) 439.016 m

b) Minimum Drawdown Level (MDDL) 438.910 m

ii) Lower Reservoir Levels

a) Full Reservoir Level (FRL) 255.680 m

b) Minimum Drawdown Level (MDDL) 245.800 m

iii) Head Loss

a) Turbine mode 8.90 m

b) Pump mode 8.90 m

iv) Operating Head range as Turbine

a) Maximum design Head 184.316 m

b) Net design Head 179.323 m

c) Minimum design head 174.330 m

v) Operating Head range as Pump

a) Maximum Head 202.116 m



(2 x 250 MW)


b) Minimum Head 192.130 m

vi) Turbine Basic Data

a) Rated Output at rated head of 179.323 m 255.127 MW

b) Turbine Output at 10% overload operation 280.639 MW

c) Specific Speed 153.94 m-kW

d) Rated Speed 200 rpm

e) Max. Discharge at rated head: 157.639 m3/sec

f) Turbine center Level 212.30 m

vii) Pump Basic Data

a) Specific speed at maximum pump head 42.93 m- m3/sec

b) Specific speed at minimum pump head 45.73 m- m3/sec

c) Rated speed 200 rpm

d) Minimum discharge at maximum pump head 132.39 m3/sec

e) Maximum discharge at minimum pump head 139.27 m3/sec

The Pump-Turbine shall be designed to have output of 0 to 100% rated output at the

head ranges as specified above. And a stable pumping mode shall be obtainable

within the design pump head specified above without pressure fluctuation and/or other

faults. A design of highest efficiency for both turbine and pump shall be made.

The fall in turbine efficiency when the generator is operated with minimum head or

partial output shall be kept to a minimum. The fall in pump efficiency and water

discharge while operating at the higher pump head from the best efficiency point head

shall be kept to a minimum. In both operation modes, pumping and generating, the

cavitation pitting, vibrations and noises shall be kept to a minimum. The unit shall also

be capable of operating in Spinning Reserve or Synchronous Condenser mode. To

facilitate the same, necessary water supply system for runner gaps shall be provided.

The machine shall be capable of Line Charging operation including charging of one

Transmission line during total grid failure, towards restoration of grid power. For

variable speed machine Turbine center shall be 1m or lower than fixed speed

machine, necessary civil constructions will have to be taken accordingly.

However, setting of pump turbine units (selection of center line elevation level) will be

fixed at Detailed Project Report (DPR) stage considering both fixed and variable speed

machines.

The main components of the Pump-Turbine set will be

Spiral Casing

Stay Ring

Runner



(2 x 250 MW)


Bottom Ring

Guide Vanes

Main Shaft Sealing Devices

Water Supply Devices for runner gaps

Spiral Casing Pressurizing System

Draft Tube etc.

8.2.2 Speed Governor

Quantity: Two (2) sets

In pumping operation, the pump speed is governed by the motor, as the speed

regulator circuit is not used. The speed governor shall continuously actuate and adjust

the opening of guide vanes, initiated by the gate opening control device and water

level measuring devices installed in the sequence control equipment, to obtain the

best pumping efficiency corresponded with the pump head.

In generating operation, the speed governor shall be capable of automatic frequency

control devices, deflective line control and guide vanes setting operation.

The electro-hydraulic governor shall have stable and accurate operation

characteristics with Proportional-Integral-Derivative (PID) function. It shall be designed

to have high sensitivity and high response characteristics. The governor shall be

constructed for easy operation and its inspection can be carried out under running

condition. Control system shall be so designed that both remote control and local

control of speed and load limiting from the control board or at regulator cubical can be

carried out by the operation handle.

Necessary protective devices including relays and contacts for control and alarm to

lock the actuator and for quick stop of pump-turbine shall be provided in case of drop

of hydraulic oil pressure for actuator, speed signal generator failure, DC power source

failure or governor trouble. Whenever detecting the speed rise, the governor shall

immediately send a closing signal of guide vane to make the speed stable regardless

of the position of generator / motor circuit breaker and other control signals to the

governor.

8.2.3 Pressure Oil Supply System for Speed Governor

The oil pressure supply system shall be used for operation of the pump-turbine

controlled by the speed governor.

Each system shall consist of two (02) nos. of oil pumps (one for regular use and other

for stand-by), one (01) no. of oil sump tank, one (01) no. of oil pressure tank, one (01)

no. of leakage oil tank with pump, control device and other necessary accessories.

Continuous running system by an unloader shall be applied for each pump.

The start and stop of the oil pressure unit shall be controlled automatically by the

pressure relay in the pump-turbine control board. Each pump shall also have the



(2 x 250 MW)


provision to be started and stopped manually by the switch mounted on the Motor

Control Centre (MCC).

8.2.4 Draft Tube Gates

Individual hoisting mechanism shall be provided for draft tube gate of each unit for

quick closing, under the unbalanced condition of water pressure.

8.3 Brief Particulars of Generator-Motor Equipment

8.3.1 Generator-Motor

The Generator-Motor will be three phase alternating current synchronous generator

motor of rotating field, vertical shaft type. Each of the two Generator-Motors shall have

the following characteristics:

(a) Generator

i) Rated capacity 250.00 MW

ii) Power factor 0.9 lagging

iii) Rated terminal voltage between phases

18 kV ± 10%

iv) Frequency 50 Hz

v) Phase 3

vi) Speed 200 rpm

vii) Range of frequency 50 Hz ± 3%

viii) Type of Generator-Motor Semi Umbrella Type

ix) Over load capacity (10%) 275 MW

(b) Motor

i) Motor Capacity 285 MW / 300 MVA

ii) Power factor 0.95 leading

iii) Rated terminal voltage between phases

18 kV

iv) Frequency 50 Hz

v) Phase 3

vi) Speed 200 rpm



(2 x 250 MW)


The voltage rating shall be optimized during preparation of bidding document / detailed

project report stage.

Class F insulation will be provided for the armature winding and the field winding of the

generator-motor.

The generator-motor will be provided with a conventional type of cooling system, i.e.,

air coolers. The air coolers shall have sufficient cooling capacity to maintain the air

temperature.

8.3.2 Excitation System and AVR

The excitation equipment shall be static type potential-source, rectifier-type excitation

system complete with digital type Automatic Voltage Regulator (AVR).

Static excitation system shall be used for generating, motoring and synchronous

condenser operation in the generating and motoring direction, back-to-back

synchronous starting operation and static frequency converter (SFC) starting for

pumping.

The excitation system shall be complete with:

Exciter transformer

Rectifiers

Current transformer

Buses

Transducers

Field circuit breaker

Automatic voltage regulator

Exciter cubical and all necessary devices for indication, protection and control of

the equipment

The AVR will automatically and rapidly regulate the generator-motor voltage to a

setting value by detecting the three-phase terminal voltage at both generating and

pumping operations.

The AVR will be capable of covering 80% to 110% of the rated voltage of the

generator at no-load operation. It will also be suitable for synchronous condenser

operation.

When full load rejection occurs at generating mode due to external fault, the excitation

system will be capable of depressing the terminal voltage rise of the generator-motor

within 30 % of the rated voltage under the conditions that the field breaker is in closed

position and the speed rise of the generator-motor is within 45 % of the rated revolving

speed.



(2 x 250 MW)


8.3.3 Neutral Grounding Device for Generator-Motor

Neutral Grounding Resistor (NGR) system and Neutral Grounding Transformer (NGT)

system are available for the neutral point grounding of the generator- motor.

Neutral Grounding Resistor (NGR) system would be suitable from the view point of

cost and varying resistance characteristics with frequency during starting operation by

back to back system. Hence, Neutral Grounding Resistor (NGR) system shall be used

for grounding the neutral point of the generator-motor windings.

The Neutral Grounding Device shall consist of:

Neutral Grounding Resistor (NGR)

Disconnecting Switch

Current Transformer

8.3.4 LAVT System

LAVT Cubicles shall include Surge Capacitors, Lightning Arrestors, Voltage

Transformers and associated accessories.

8.3.5 Motor Starting Method

A. Static Frequency Converter (SFC)

One (01) set of Static Frequency Converter (SFC) with digital control type shall be

used in common for two units of the generator / motor simultaneously and shall be

connected to each generator / motor through the selective Disconnecting Switch,

Circuit Breakers etc. to accelerate the machine in reverse direction for “pumping

operation” up to rated speed by grid power. After synchronizing the machine with the

grid SFC gets cut off.

The Static Frequency Converter (SFC) consists of:

Starting Transformer

Static Converter

Inverter

AC reactor

DC reactor

Circuit breakers

Other accessories for control and protection etc.

B. Back to Back Starting Method

Beside SFC as main starting method of the motor (pumping mode), back-to-back

(BTB) starting method as back-up option is recommended for the project.



(2 x 250 MW)


In this case one unit will be started as generator and other will be in motor mode (by

phase reversal switch operation) and ultimately synchronize with the grid to run the

motor for pumping operation and generator will return to shut down. In this method, the

generating unit and the pumping unit shall be selected in such a combination / manner

that the units are connected to different penstocks / HRTs / TRTs.

8.4 Main Inlet Valve

Quantity: Two (02) Sets

The Main Inlet Valve is located between the Spiral Casing and the Penstock.

Spherical type valve is generally recommended for a pumped storage plant because of

its low loss, but considering the large size of the spherical valve due to high discharge

volume, through-flow valve may be acceptable for this project considering the diameter

of penstock.

The flow capacity of the inlet valve will have sufficient to allow maximum flow of the

pump-turbine discharge.

The inlet valve will be designed to safely withstand the stress due to the maximum

hydraulic pressure obtainable including water thrust in the penstock and will be free

from vibration and any abnormalities under the whole operating range of the pump-

turbine including any transient conditions of operation.

The inlet valve will be designed to be capable of closing from fully opened position

under the condition of maximum flow at every head.

A bypass valve of needle valve type will be furnished to the main inlet valve in order to

balance the water pressure of both the penstock side and the pump-turbine side when

the inlet valve is opened.

Both the main inlet valve and the bypass valve will be operated by pressure oil and the

operating mechanism will consist of pressure-oil supply system, servomotor, rod and

lever. Each component will be constructed to have sufficient strength and to ensure

smooth operation under all operating conditions of the pump-turbine. Pressure of the

oil system will be approximately 25 kg/cm2. The bearing shall of the self-lubricated

type.

Manually operated mechanical locking device shall be provided to firm locking of the

operating mechanism at fully closed position. The locking device shall also be

provided with the by-pass valve.

8.4.1 Pressure Oil Supply System for Main Inlet Valve

The pressure oil supply system shall be used for operation of the inlet valve and the

bypass valve. Each system shall consist of two (02) nos. of oil pump (one for regular

use and other for stand-by), one (01) no. of oil sump tank, one (01) no. of oil pressure

tank and other necessary accessories. The start and stop of the oil pressure unit shall

be controlled automatically by the pressure relay in the pump-turbine control board.



(2 x 250 MW)


Each pump shall also have the provision to be started and stopped manually by the

switch mounted on the Motor Control Centre (MCC).

8.5 Oil Treatment and Storage Equipment

The Oil Treatment and Storage Equipment of adequate capacity shall be used for

storage and purifying the lubrication oil of the pump / turbine, generator / motor and

pressure oil of the pressure oil supply system. The oil treatment and storage

equipment shall consist of oil filter presses, oil purifiers, oil storage tank and other

required accessories.

Oil handling system

Oil handling system for transformer oil and lubricating oil for generating units will be

provided with suitable piping, valves, tanks, purifiers etc. and shall be located such as

to conform the requirements of underground power house.

8.6 Compressed Air Supply System

HP and LP Compressed air system shall consist of the following: -

Air Tanks

Compressors

Air receivers complete with all accessories

Air Dryers complete with all accessories

Pressure Reducer

Complete air distribution system including valves, piping, fittings, automatic

moisture traps, filters etc.

Protection system including pressure gauges, pressure switches, transducers,

temperature switches, temperature indicators, moisture indicator, flow indicators,

control panel etc.

The compressed air supply system shall be applied for following purpose:

i) Draft tube water depressing for pump starting

ii) Compressed air supply for the speed governor oil pressure tank and main inlet

valve oil pressure tank.

iii) Compressed air supply for generator / motor break

iv) Fire protection system, various instrumentation systems and station service

system etc.

8.7 Cooling Water System

It is proposed to provide individual cooling water system for each unit to remove heat

from generators and bearing oils through heat exchangers.

The main water supply system shall be applied for following purposes:



(2 x 250 MW)


i) Cooling water supply for generator-motor air cooler, thrust bearing oil heat

exchanger and guide bearings

ii) Cooling water supply system for pump-turbine main guide bearing and shaft seal

water supply for the sealing box of pump-turbine.

iii) Cooling water supply for the gap of runner

iv) Cooling water supply for main transformer at On-Load operation

v) The water supply system shall be provided for cooling of main transformer (No

Load), on load tap changer and transformer fire extinguisher.

vi) The water supply system shall also be provided for cooling of the static frequency

converter (SFC) and static frequency converter transformer.

The water supply system shall be provided for replenishing the leakage water from the

spiral case at depressing water level in draft tube at pump starting.

The cooling water for each main unit is supplied from the corresponding draft tube by

an individual motor driven pump set. There is one regular use pump set for each main

unit and one stand-by use pump set is provided for two main units. The stand-by use

pump and regular use pumps are isolated by automatic operated valves.

The cooling water system shall consist of:

Pump Sets

Motor driven strainers

Additional strainer for supplying the main shaft packing box cooling water and for

runner seal cooling water

All required fitting, piping and accessories.

8.8 Dewatering and Water Drainage System

Dewatering system shall be provided in the power house for dewatering of unit for

access to underwater parts.

The system shall comprise of:

Dewatering Sump

Two (02) nos. of submersible pumps of sufficient capacity (One as main and one

as standby) installed in the dewatering sump

Necessary valves, piping, control, annunciation.

Water drainage system shall be provided for water drainage of the leaked water from

pump-turbine and other apparatuses, leaked water of power-house, equipment drain

and others.

The Drainage System shall comprise of:

Drainage Sump



(2 x 250 MW)


Two (02) nos. submersible drainage pumps (One as main and one as standby)

installed in the sump.

Requisite piping, control panels etc.

8.9 Generator-Motor Main Circuit

Generator-Motor main circuit will consist of:

Generator Circuit Breaker

24 kV, Indoor type, metal-enclosed, SF6 circuit breaker will be installed between each

Generator and respective Main Step-up Transformer for protection and

synchronization (for remote closing and remote tripping or automatic tripping due to

fault)

Each generator-motor circuit breaker is required to have enough current carrying

capacity to withstand line charging current at the rated voltage in case of Line

Charging (Black Start) by the relevant generator according to CEA’s guideline.

Phase Reversal Disconnecting Switch

Rotational directions of pumping mode and generating mode of the unit are opposite.

Therefore, a 24 kV Phase Reverse Disconnecting Switch Set of required current rating

will be installed to change any 2 phases of 3 phases of main circuit in order to change

the phase rotational direction at the generator-motor terminal to assure the desired

direction of rotation for both generation mode and pumping mode.

Pump Starting Disconnecting Switch

For each unit, 24 kV Disconnecting Switch for pump-starting by SFC will be provided

between the generator-motor circuit breaker and the generator-motor. Furthermore, 24

kV Disconnecting Switch for pump-starting by BTB will also be provided at the starting

generator side (will be decided at the later stage)

Insulating phase Bus (IPB)

Metal Enclosed Isolated Phase Bus (IPB) will be provided as the main bus (16.5 kV)

between the terminals of generator-motor and the primary terminals of main step-up

transformer.

Braking System of the units

Both Electrical and Mechanical Braking System will be provided with each unit in order

to reduce the time of stop operation. The electrical brake will begin to work at around

40% of the rated revolving speed. Below 10% of the rated revolving speed, the

electrical brake will be released and the mechanical brake will begin to operate.

Instrument Transformer

For protection and measuring of the main units, necessary current transformers and

potential transformers will be installed.



(2 x 250 MW)


8.10 Transformer Main Step-Up

8.10.1 Type and Rating

Quantity: Two (02) sets

Rated Capacity: 330 MVA

Rated Voltage: Primary 18 kV, Secondary 220 kV ± 5%

Indoor type, oil-immersed, single phase bank or special three phase, forced oil forced

water (OFWF) cooled, with on-load tap-changer (OLTC).

Each transformer cooling system shall consist of oil pump and cooler (heat exchanger)

to form a unit cooling facility.

The cooling water shall be supplied from the main water supply system when the

generator-motor is in operation.

The water fire extinguisher equipment shall be provided for each main transformer.

8.10.2 Surge Arrester for main Step-Up Transformer

GIS type Surge Arresters will be installed at the HV side of the step-up transformer.

8.10.3 Neutral Earthing of Main Step-Up Transformer

The neutral point of the secondary winding (HV Side) of each main step-up

transformer will be solidly grounded.

8.11 Cables and Accessories

8.11.1 High Voltage Power Cable (220 KV XLPE CABLE)

Single core 220 kV high voltage XLPE cables will be installed and connected from the

underground secondary GIS to the outside switchyard through the cable tunnel for

power evacuation between the main step-up transformers and the GIS / outdoor

switchyard.

220 kV XLPE cable will be laid in snake shape on the racks in the cable tunnel from

the secondary GIS to the GIS / outdoor switchyard and fixed by cleats. The cable

Sheath of cable head yard side shall be solidly grounded and the cable sheath of main

transformer side shall be grounded through the grounding device, for example gap-

less lightning arrester.

8.11.2 Power, Control & Instrumentation Cables and Cable Trays Etc.

11 kV XLPE cables shall be used for connection from and to the 11 kV switchboards to

be installed at different load centers in power house and switchyard.

1.1 kV Grade PVC insulated Copper / Aluminium power cables shall be used in the

power house, transformer cavern, switchyard, Lower Dam, Upper Dam areas for

supplying power to various auxiliaries, while for control cables 1.1 kV Grade PVC

insulated copper cables will be employed.



(2 x 250 MW)


The instrumentation cables used including Optical Fiber Cables (OFC) will be immune

to electromagnetic interference. The number of pairs / cores required will be as per the

requirement of the system.

All the accessories like Cable Glands, Ferrules, Cable Trays with Cable Racks &

Supporting Structures, Conduits etc. of adequate sizes as required for the installation

of cables will be included. All cables will be FRLS type.

8.12 220 KV GIS/Outdoor Switch Yard

220 kV GIS (Gas Insulated Switchgear) or Outdoor type switchyard will be installed

with proposed five (5) nos. of 220 kV Bays for connection of following feeder circuits:

Two (02) circuits of 220 kV power cables incoming from units connecting two (02)

units of the Power House

Three (03) circuits (one no. Double circuit and one no single circuit by making any

one of two existing single circuit to double circuit) of outgoing transmission lines

One bus tie circuit breaker

Double bus bar arrangement is proposed for this project which will provide flexibility

and reliability in the operation of the plant. The line terminal equipment will consist of

Wave Traps and Coupling Capacitor Potential Devices with Carrier Current

Accessories.

Five (5) sets of surge arrester will be provided for the protective purpose of switchyard

equipment and 220 kV power cables. Out of which, three (03) sets of surge arrester to

be installed at outgoing transmission line terminals will be of conventional porcelain

type and two (02) sets of surge arrester to be installed at main power transformer

feeders will be of GIS type.

The GIS Switchyard shall consist of:

Circuit Breakers

Disconnecting Switches (with and without earth switches)

Instrument transformers

Protective Relays, Meters and other necessary equipment

The conducting parts will be housed in grounded metal enclosures filled with SF6 gas

and the parts will be insulated and supported from enclosures by means of spacers

and supporting insulators.

8.13 Control and Protection System

The system shall be applied for automatic control such as start, stop and protection of

the pump-turbine combined with the control and protection system during all modes of

operation such as turbine and pumping. All necessary components required for

performing the automatic sequential control of the pump-turbine, and their main parts

shall be accommodated inside the pump-turbine control board.



(2 x 250 MW)


Beside the Local automatic control, remote control system which will be done through

the Supervisory Control Monitoring and Data Acquisition System (SCADA) will also be

employed in this project.

8.13.1 Control System

A supervisory control and data acquisition (SCADA) system will be provided for an

efficient and economic plant operation. The control and monitoring system will be built

up of distributed control technique with independent control module in hierarchical

control levels and standard open protocol for communication network. The control

system of the project will be provided with distinguished operating characteristics, high

reliability and responsibility.

The power house will be designed to be operated with three levels of control:

From the control room

From the Unit control board located on the machine hall floor.

From local control cubicles of each element located adjacent to the unit.

A main supervisory computer system supporting necessary man-machine interface will

be located at the Main Control Room and separate local plant controllers will be

provided for each main unit, station service circuit and 220 kV switchyard. The

computer system and controllers will be linked by high-speed data transmission

system.

8.13.2 Protection System

The protective relays will be provided for each units including its excitation

transformer, station auxiliary system, main transformers, 220 kV XLPE cables, 220kV

switchgear etc.

The design of the protection scheme will be based on the general philosophy that all

the protection equipment has a primary and back-up protection supplementing each

other. The Protection System will have two level of response according to seriousness

of the fault.

When a serious trouble occurs, relevant equipment shall be stopped or tripped the

breaker automatically by operating the protective system.

On the other hand, when a slight trouble occurs, fault indication lamps as well as

audible alarms will only be provided for control & protection and the operators will

be requested to dispose the fault properly by their own judgment.

8.13.3 Main Functions of SCADA System

A. Control Function

Main Unit Control

Main Transformer Control

Station Service Circuit Control



(2 x 250 MW)


Switchyard Control

B. Supervising and Monitoring Function

C. Display Presentation

D. Recording Function

Daily operation log

Monthly operation log

Fault and operation record

Auxiliary system operation log

E. Calculating Functions etc.

8.14 D.C. Supply System

For control, protection, metering, annunciation, emergency lighting and other DC load

requirements in the Power House and Switchyard, 220V DC system shall be installed.

The 220V DC System for Power House shall consist of 2 sets of 220V, 1000 Ah Lead

Acid Battery Bank, 2 sets of Battery Charger, Uninterruptible Power Supply (UPS)

System, Inverter (to supply AC Auxiliary Power using DC Power source) and other

switching equipment.

The 220V DC System for GIS Switchyard shall consist of 2 sets of 220V, 250 Ah Lead

Acid Battery Bank, 2 sets of Battery Charger, Uninterruptible Power Supply (UPS)

System, Inverter (to supply AC Auxiliary Power using DC Power source) and other

switching equipment. Otherwise, if there is any scope of construction of 220 kV open

yard switch yard at the extended part of the existing switch yard and existing battery

system has the capacity to bear the extended load for 220 kV five (5) nos. of feeders

of coming Pump Storage Project, then it will be more economical.

In addition to the above, two (02) sets of UPS / Battery System will be provided for

gate control of Dams (upper & lower) and 48V DC System will be provided for PLCC

purpose.

8.15 AC Electrical Auxiliaries Supply System

8.15.1 Station Service Power

The station service auxiliary power for use in the power plant and GIS/ Switchyard and

Dam areas shall be supplied with 11kV / 415/230-volt Distribution Transformers

consisting of 3-phase, 4-wire, 50 Hz, AC power source which will receive power from

two nos. station service circuits of 5 MVA, 18/11 kV Transformer from IPB. All

electrical equipment and apparatus shall withstand voltage & frequency fluctuation of

±10% and ±5% respectively, in the same direction simultaneously. The main AC

supply system will be arranged from the 220 kV grid through the LV (11 kV) side of

Main Transformer or from generator (during generation) through 2 nos. of Station

Service Switch Gears.



(2 x 250 MW)


Station Service Auxiliaries will be fed from nine (9) sets of Distribution Transformers as

mentioned below.

2 Nos. of 11/0.415 kV, 1000 KVA Unit Auxiliary Transformers (UAT) for 2 Nos.

Generator-Motor Sets.

1 No. of 11/0.415 kV, 1000 KVA Station Service Transformers (SST) for Power

House

2 Nos. of 11/0.415 kV, 250 kVA Station Service Transformers (SST) for GIS /

Switchyard

2 Nos. of 11/0.415 kV, 200 kVA Station Service Transformers (SST) for Upper

Dam

2 Nos. of 11/0.415 kV, 200 kVA Station Service Transformers (SST) for Lower

Dam

8.15.2 Emergency Power

For emergency power supply, 2 nos. of 11 kV, 1 MVA Diesel Generator Set will be

installed at the Power house. The DG Sets will be connected with the 11 kV Bus

through VCB.

8.15.3 Motor Control Centre (MCC)

From 11 kV Bus, 3 nos. of 11 / 0.415 kV (Two nos. of 1 MVA and One no. 1.0 MVA)

Dry type Distribution transformers will supply auxiliary power to Power House Motor

Control Centre (MCC), Unit auxiliary equipment control center, Air compressor control

center, drainage and dewatering pump control center, Oil supply system control

system.

6 nos. of 11 / 0.415 kV Upper Dam and lower Dam auxiliary power and GIS / Switch

Yard.

Each pump of various systems shall have the provision to be started and stopped

manually by the respective switch mounted on the Motor Control Centre (MCC).

8.16 Grounding System

The grounding mat of copper or MS flat or steel rods, or combination thereof, having

suitable cross sectional area would be provided in the power house complex

comprising following grounding meshes:

Powerhouse cavern

Transformer cavern

Isolated phase bus tunnels

Cable tunnel

Access tunnel

Tailrace tunnels



(2 x 250 MW)


Switchyard

Headrace

Penstock

Power Intake etc.

Suitable number of grounding risers would be provided in the machine hall &

transformer hall caverns for connection to machinery equipment / panels / boards in

various auxiliary bay floors, bus duct tunnels, cable tunnels, interconnecting tunnels,

main access tunnel, GIS etc. for earthing of various electrical equipment. Separate

provision would be made for earthing various electronic equipment in the power

house. All non-current carrying equipment shall be grounded by using at least two

earthing conductors of adequate sizes which shall finally be connected to the

grounding grid. The grounding system would be designed to minimize the touch and

step potential within acceptable safe limit.

All ground meshes are to be connected together to make a low grounding resistance.

8.17 EOT Crane

The Electrical Overhead Traveling Cranes are installed in the underground

powerhouse for unloading, assembly, erection and future maintenance of the turbines,

generators, and other mechanical and electrical equipment.

The heaviest equipment part to be handled by the main hoist will be the generator

rotor. It is proposed to provide Two (02) nos. EOT cranes of 250 / 80 / 10 ton capacity

EOT Crane with tandem operation. 280 Ton capacity crane has been considered for

variable speed machine option. For fixed speed machine option, one (01) no. 240 / 80

/ 10 Ton crane may be considered. The auxiliary hoists are to be provided for the

convenience of handling small parts. The capacity of crane however would need to be

further examined in consultation with manufacturer of generating equipment.

One (01) no. EOT Crane of 10 Ton capacity shall be installed at GIS hall.

One (01) no. EOT Crane of 80 Ton capacity shall be installed in Transformer Room for

Draft Tube Gate.

8.18 Fire protection System

The Fire Protection System in the underground power house, main access tunnel,

isolated phase bus duct tunnels, GIS / switchyard etc. shall be designed to timely

detect the occurrence & quick extinguishing of fire break outs and prevention of spread

of fire so as to minimize the extent of damage.

Water spray type Fire Extinguishing System shall be provided for all the generator-

motor sets, main transformer, Station service system & SFC transformer. The fire

extinguisher system shall detect fire inside the generator-motor barrel and transformer

rooms instantaneously and accurately, and shall discharge water automatically by

actuation both of the fire detector and protection relay, and also, by manual operation

at the extinguisher panel.



(2 x 250 MW)


8.19 Air Conditioning & Ventilation System

The machine and transformer halls shall be provided with ventilation and air

conditioning system as required to maintain the control room, conference room and

other work areas at the required level of temperature, humidity and comfort.

Adequate number of exhaust fans shall be installed at suitable locations to provide the

air changes per hour as mentioned in Indian standards.

8.20 Illumination System

Illumination system design shall be based on the principle of achievement of the

desired illumination levels with minimum glare. The design shall result in the most

energy-efficient and presentable illumination as per the latest international trends in

underground power plants.

The illumination system shall provide lighting and electric power supply to all plant

areas, dam, access road to various locations of the project and switchyard. In addition,

it shall provide lighting for selected area during plant emergency conditions.

Suitable scheme / arrangement will be provided for emergency lighting during AC

supply failure.

8.21 PLCC Equipment

PLCC system shall provide efficient sources and reliable information links to meet the

communication need of protection, voice and data including SCADA system. It shall

provide for distance protection and direct tripping for remote end breaker, signal

transmission & speech communication between the power house/ GIS / sub-station

and data communication to remote places through various frequency channels etc.

8.22 Communication System & Surveillance System

A suitable communication and surveillance system shall be installed in the power

house complex to facilitate the communication and desired security in the power

house area. Communication system comprises of the public address system and

EPBAX equipment.

The surveillance system would comprise of access control system and CCTV system

equipment including all spaces of power house.

8.23 Electrical Equipment Testing Laboratory

Portable Electrical Testing Equipment will be provided to carry out normal testing of

power house equipment. Separate room is proposed in the power house for Electrical

Testing Laboratory for storage of portable equipment and to serve as a base for

testing personnel. All the testing equipment should be PC compatible and of latest

design.



(2 x 250 MW)


8.24 Mechanical Workshop

A Mechanical Workshop will be provided in control block in machine hall cavern for

routine maintenance as required for all works & will be equipped with drilling, welding,

milling & lathe machines & other required machine tools.

8.25 Lift

One number electrically operated lifts shall be in the control block for easy movement.

The lift shall be designed for approximately a load of 10 persons.


Following power evacuation schemes are proposed at this stage for Balimela Pumped

Storage Project.

a) 220 kV Double Circuit Transmission Line from Balimela Hydro power station to

Upper Sileru 220 / 132 kV Substation.

b) Converting existing 220 kV Single Circuit Transmission Line from Balimela Hydro

Power Station to Jeynagar 220/132 kV Substation to double circuit 220 kV

Transmission line or another existing 220 kV Single Circuit Transmission Line from

Balimela Hydro Power Station to Upper Silleru (Andhra Pradesh) 220 kV

Substation to double circuit 220 kV Transmission line.

The power evacuation scheme will be finalized at the Detailed Project Report (DPR)

Stage.

However, a comprehensive load flow study is necessary during DPR stage under peak

/ night load scenario encompassing the all power stations and load centers and

thereby setting up Substation & Transmission system effectively.

8.27 Advantage and Disadvantage Of Variable Speed Machine

Advantages:

i. Speed of the pump can vary as well as consumption of power for pumping is

variable

ii. Improvement of Turbine efficiency in generation mode

iii. Expansion of operational range at generation mode

iv. Improvement of power system stability

Disadvantages:

i. Larger space required for AC excitation system

ii. Cost is higher

CONSTRUCTION PROGRAMME ANDSCHEDULE

CHAPTER- 7

Chapter 9: Construction Programme and Schedule 1


(2 x 250 MW)


9.1 General

Construction of Balimela Pumped Storage Scheme including erection of the two

generating units is planned to be completed in a period of five years and six months

including Pre-construction works such as roads, infrastructure of one year for creation

of infrastructure facilities viz. additional Investigations, improvement of Road network

and colonies.

Two shift working is considered economical for surface works. For underground works

which do not follow normal pattern of shift working because of cyclic operations, three

shift working with minimum 15 hrs. or upto completion of cycle operations/day has

been considered. Opting 25 working days in a month, shift wise scheduled working

hours annually are adopted as follows:

Single Shift Work = 25 x 10 x 6 hrs = 1500 hrs

Two Shift Work = 25 x 10x 11hrs = 2750 hrs for Surface Works

Three Shift Work = 25x10 x 15 hrs = 3750 hrs

Three Shift Works = 25x10 x 18 hrs = 4500 hrs for Underground.

9.2 Main Components of the Project

9.2.1 Main Structure/ Components

The construction schedule has been detailed for major items of the following main

structures/ components.

i. Civil Works

a) Lower Dam with Spillway

b) Power intake

c) Tailrace outlet structures

d) MAT and construction Adits

e) Headrace tunnel cum pressure shaft.

f) Draft Tube and Tailrace tunnel.

g) Switch yard and Cable Tunnel

h) Underground powerhouse and transformer cavern.

Chapter –7

Construction Programme and Schedule



(2 x 250 MW)


ii. Electrical Works

a) E.O.T. cranes

b) Supply and erection of T.G./Pumps sets 2 nos. 250 MW each

c) 400 kv G.I.S. and bays equipment

d) Main power transformers

e) Other auxiliary electro-mechanical equipment

iii. Hydraulic equipment

a) Intake gates

b) Tailrace Outlet gates

c) Draft Tube gates

9.2.2 Target Schedule

The total construction period is scheduled as follows.

Pre-construction and Infrastructure : 1 year

Construction Period (Main Works) : 4+1/2 years

Total construction period : 5+1/2 years

The Programme is also exhibited in the form of a bar chart and is enclosed as

Annexure A.

9.3 Infrastructure Facilities

The Balimela Pumped Storage Scheme is located in Malkangiri district of Odisha as

shown in the index map. The existing Balimela Reservoir has been proposed as an

upper reservoir for this Pumped storage scheme. The scheme is located at in between

Lat. N 18° 13’ to 18° 11’ and Long. E 82° 05’ to 82° 06’. The altitude of the project area

varies between 200m and 650 m. It is situated in the Malkangiri District of the State of

Odisha. The tail water will be diverted through the tunnel to store water in the lower

reservoir created by construction of an earth cum rockfill dam across a stream

(Kharika jhora) near Balimela town. The Balimela reservoir which will be the Upper

pool of the project is accessible with motor able road via SH 47 and the tail pool dam

site is near to Balimela village. For power house approach tunnel, a new road is to be

developed.

The project is located near existing Balimela Hydro Electric Project about 15 km south

of Balimela village, Malkangiri tehsil, Malkangiri district, Odisha, India. The rail head is

Jeypore which is about 110 km from Balimela. Darliput is also another rail head which



(2 x 250 MW)


is about 69 km from Balimela. Malkangiri town is about 35 km from the existing

Balimela Hydro Electric Project. The nearest airport is Visakhapatnam Airport located

in Vishakhapatnam, Andhra Pradesh which is 128 km away from project site. Another

Rajahmundry Airport in Rajahmundry again located in Andhra Pradesh which is about

138 km (approx.) from the project site. Bhubaneswar Airport is an International Airport

and is about 630 km from the project site.

Construction of infrastructure works will be taken up in first years. Construction power

may be obtained from the existing grid, but a new sub-station need to be developed.

Construction/ improvement of project road and upgrading of existing road will be taken

up immediately. The construction of office and residential buildings will be started in

first year and be completed by second year. Construction of Project road shall be

taken up first priority to complete within a year due to short length.

Following provision is being kept for construction of offices and residential building at

various sites:

Permanent Office Buildings

Temporary Office Buildings

Temporary Site Offices

Permanent Residential Buildings

Temporary Residential Buildings

The construction of project colony, residential and other Non-residential building will be

taken up from first year and completed all within second year.

9.4 Upper Dam & Spillway (Existing)

There is an existing Earth fill dam at Chitrakonda known as Balimela Dam which is

considered as an upper dam for this Close Loop type Pumped Storage Scheme and

the reservoir named as Balimela Reservoir.

This Reservoir has Maximum water level of 462.68m and Minimum draw down level of

438.91m. The catchment area of dam site is 4908 sq. km and the submergence area

of the reservoir is 171.8 sq.km. The reservoir with live storage of 2676 MCM has been

formed by construction of 70 m high earth fill dam of 1821 m length and three earthen

dykes. The spillway is located in the fourth saddle. It is straight gravity, masonry ogee

crested spillway to pass the design flood of 14300 Cumec, routed to an Outflow of

10930 Cumecs.



(2 x 250 MW)


9.5 Lower Dam and Spillway

For care of the nala during construction, stage diversion method is being followed for

lower reservoir, so that river diversion will be treated sequentially following foundation

excavation and embankment.

The foundation excavation for the Lower dam is proposed to be started in the 1st

month of first year and will be spread over fourteen months upto 4th month of 2nd Year.

Embankment fill in continuation with foundation treatment is to be started in the 1st

month of 2nd year and will continue upto 4th month of 4th year.

Concreting in the spillway in continuation with foundation treatment is planned to be

done in the 5th month of second year and completed in 1st month of 4th Year.

Foundation

Excavation

Bank

Volume(Cum) Concrete

Quantity

Cum

Common Excavation 175029 M:15 10053

Rock Excavation 128290 M:25 12736

Impervious Core 632339

Sand Filter 388129

Coarse Filter 366032

Rock shell Material 3061967

Rip Rap 159218

9.6 Power Intake

Open Excavation for Intake will start from 1st month of 1st year as an independent

activity. However, Concreting of Intake structure can only take place after completion

of concrete Lining in 1st Phase of HRT from 3rd month of 4th year. The concreting of

Intake may spread over eleven months from 3rd of 4th year to 1st month of 5th year

respectively.

9.7 Headrace cum pressure shaft

Excavation of HRT from intake face will be taken up in the 10th month of first year after

completing the open excavation of intake. The same will be completed in the 6th month

of third year.



(2 x 250 MW)


The excavation of inclined pressure shaft will be taken up simultaneously in the 10th

month of first year after completing the adit excavation. The steel liners will be erected

from 1st month of third year and completed in the 6th month of fourth year. The

backfilling, grouting will be taken up simultaneously and completed in the 11th month of

fourth year.

9.8 Tailrace Tunnel/ Outlet

Open Excavation of tailrace outlet will start from 1st month of year 2 which will be

completed in 8th month and construction of Tailrace tunnel will be started in the 9th

month of 1st year which will be completed in 12th month of 2nd year. The construction

completed within 8th month of fourth year.

9.9 Underground Powerhouse/ Transformer Caverns

Access tunnel to power house will be done by 10th month of first year but the top

construction adit will be completed in 12th month of first year and then the excavation

of the power house cavern will be taken up in the 1st month of the second year and will

be completed by 8th month of year 3. The concreting will be taken up in the 9th month

of the third year and will take 18 months for completion.

9.10 Electro-Mechanical Works

Action for procurement of EOT cranes is proposed to be initiated in the 1st year itself.

The entire process of inviting the tender, placing orders, manufacture, supply, erection

and testing is planned to be carried out in the period of July of the 1st year to end of the

3rd year.

Pre-manufactured activities such as preparation of specifications, inviting and

evaluation of tender etc. can be completed within the 1st year so that the supply orders

are placed by the end of the 1st year. The model tests and approval to the supplier’s

drawings will require nine more months. Installation period for each pump/ turbine and

generator/ motor has been considered as twenty nine months.

9.11 Impounding Schedule

Filling of reservoirs will be based on the following considerations: -

i) Filling would be started during the construction of embankment at the lower dam.

ii) Filling schedule would follow the embankment schedule of dam.

iii) Filling elevation would not be permitted to exceed the height of embankment

anytime.

iv) Filling would be restricted to keep the elevation more than 5 m below the

embankment during the construction period.

v) In case of exceeding the above clearance, extra water (including flood) would be

flown to downstream by pumping or other ways.

1 2 3 4 5 6 7 8 9 10 11 12 1 2 3 4 5 6 7 8 9 10 11 12 1 2 3 4 5 6 7 8 9 10 11 12 1 2 3 4 5 6 7 8 9 10 11 12 1 2 3 4 5 6 7 8 9 10 11 12 1 2 3 4 5 6

1 PFR Clearance & Project Allotment

2 Preparation of DPR

3 TEC/CEA Approval

4 Statutory Clearances

5 Land Acquisitions

6Pre- Construction planning &

Infrastructural Development

Project Roads and Access to Project

Colony Building Works

Other Preparatory Works

7 Lower dam

a. Main Dam

Excavation 0.260 Mm3

Embankment Fill 4.608 Mm3

b. Spillway


Concreting 0.0207 Mm3

c. Impounding*

8 a.Intake



b.Head race cum Pressure Shaft


Erection of Steel Liners 5924 MT

Backfill Concrete 0.031 Mm3

Grouting,Plugging and Finishing 23027 m

c. Tailrace Tunnel & Outlet

Outlet Excavation 0.275 Mm3

Outlet Concreting 0.0253 Mm3

Excavation TRT 0.0655 Mm3

Concreting TRT 0.0235 Mm3

Grouting TRT 9114 m

9 Power House Complex & Transformer Cavern

a. Access Tunnel to Powerhouse and Adit 1062 m

b. Cable Tunnel 415 m

c. Power house Cavern



d. Transformer Cavern


Concreting 7357 m3

10 Electro-mechanical Equip.

E&M including commissioning

11 Hydro-mechanical Equip.

Intake Gates

Tailrace Outer Gates

Draft Tube Gates

Zero Period Ist YearQuantity

As Actual

2nd Year 3rd Year

Balimela Pumped Storage Project (2X 250MW)

Construction Program

ActivitiesSl.

No.

4th Year 5th Year 6th Year

CHAPTER- 8COST ESTIMATE

Balimela pumped Storage Project,

(2 x 250MW)


Chapter 10: Cost Estimate 1

10.1 Project Cost

A summary of the cost estimate, including direct and indirect charges for the Civil &

Electro-mechanical works at January, 2019 Price Level is given below:

Item Estimated Cost (Rs. Lacs)

Option-I Option-II

Civil Works 101118 102379

Electro-mechanical Works 98800 102158

Total 199918 204537

The estimate has been prepared to arrive at the capital cost of Balimela Pump Storage

Project, Odisha. The estimate is of Pre-feasibility level and has been prepared on the

basis of “Guide Lines for preparation of cost estimates for River Valley Projects”

published by Central Water Commission, Govt. of India, New Delhi. The Abstract of

Cost is enclosed at in the relevant chapter of this report. The above cost does not

include the cost of Transmission.

10.2 Basis of Estimate

The estimate for Civil, Hydro-mechanical civil works have been prepared on the basis

of following:

I. The rates have been adopted by updation to current price level from the

recently approved H.E. Projects having similar parameters and working

conditions.

II. The rates of materials are inclusive of GST as applicable.

III. Interest and escalation during construction period not considered.

Quantity estimate have been carried out by calculating the quantities of different work

items involved. Unit rate corresponding to major item of works have been worked out

by analysis of rate based on prevailing market rates. Some rates of major item of

works, lump sum provision have been made based on the other similar projects. The

following guidelines have been referred for the preparation of this cost estimate:

1. “Guidelines for preparation of project estimates for River Valley Projects” dated

March 1997 by Central Water Commission, Govt. of India.

Chapter- 8

Cost Estimate


(2 x 250MW)



2. “Guide Lines for preparation of Detailed Project Report of Irrigation and

Multipurpose projects” 2010 by Central Water Commission, Govt. of India.

10.3 Classification of Civil Works Into Minor Head/Sub Heads

The cost has been classified into direct and indirect charges and covered under the

following minor heads:

Direct Charges

I. Works

II. Establishment

III. Tools and Plants

IV. Receipts and Recoveries on Capital Account

Indirect Charges

I. Capitalized Value of Abatement of Land Revenue

II. Audit and Account Charges

10.4 Direct Charges

10.4.1 I-Works

Current Cost

Option-I Rs. 94677 Lacs

Option-II Rs. 95858 Lacs

The minor head I-Works has been subdivided in to the following detailed subheads:

10.4.2 A-Preliminary

Current Cost:

Option-I Rs.1563 Lacs

Option-II Rs.1584 Lacs

Under this head provision has been made for surveys and investigations to be

conducted at DPR stage and later to arrive at the optimum of the project components.

Provision for in-house Design & Engineering and consultancy charges has been kept

under this head as 2% of cost of C & J Works.

10.4.3 B-Land

Current Cost:




(2 x 250MW)



This covers the provision for acquisition of land/lease charges for construction of the

project, structures, colonies, offices etc. and the provision for Rehabilitation and

Resettlement (R&R) of Project Affected Persons. Provision for B-Land charges has

been kept under this head as 5% of cost of C & J Works.

10.4.4 C- Works

Current Cost:



This sub-head covers the cost of Lower Dam, Spillway and associated Hydro-

mechanical equipment.

10.4.5 J- Power Plant Civil Works

Current Cost:



This covers the cost of Civil Works of Power Tunnel Intake structures, Head Race

Tunnel, Surge Shaft, Pressure Shaft, Power House, Transformer Cavern & Tail Race

Tunnel etc. along with associated Hydro-mechanical equipments.

10.4.6 K- Buildings

Current Cost: Rs.

Option- I Rs. 3126 Lacs


A provision @ 4% of C-J Works has been made towards temporary and permanent

buildings (both residential and non-residential) proposed to be built in colonies for

various locations of the project area. The buildings included under the permanent

category are all those buildings, which will be subsequently utilized during the state of

running and maintenance of the project.

10.4.7 M- Plantation

Current Cost:



Lump Sum provision under this head includes cost of plantation in colonies, along

approach roads, landscaping and improvements of area around powerhouse.


(2 x 250MW)



10.4.8 O- Miscellaneous

Current Cost:



Under this head provision is generally made to cover the cost of the following

miscellaneous works:

a) Capital cost of electrification, water supply, sewage disposal, firefighting

equipment etc.

b) Repair and maintenance of electrification water supply, sewage disposal,

medical assistance, recreation, post office telephone office security

arrangements, firefighting, inspection vehicles, schools, transport of labour etc.

c) Other services such as laboratory testing, R&M of Guest House and transit

camps, Community center and photographic instruments as well as R&M

charges etc.

As the estimate is of Pre-feasibility level, percentage provision @ 2% of C-J works has

been considered towards head O- Miscellaneous.

10.4.9 P- Maintenance

Current Cost:



For maintenance of buildings, roads and other structures during construction period,

provision @ 1% of C-works, J-Power Plant civil works, K- buildings R- Communication

have been kept.

10.4.10 Q- Special T&P

Current Cost:



It is assumed that the work will be carried through Contracts and accordingly nominal

provision for procurement of necessary equipment for taking up the work at the earliest

by the contractor have been made. The total expenditure towards this will be

recovered from the contractors and the same is credited under receipt and recoveries.

Adequate provision is made for inspection vehicles and cost for resale of vehicles is

accounted for under receipt and recoveries.


(2 x 250MW)



10.4.11 R-Communication

Current Cost:



Provision under this head covers the cost of construction of roads and bridges for

project works. The provision is Lump sum only at this stage based on preliminary

assessments as detailing shall be done later on.

10.4.12 X-Environment and Ecology

Current Cost:



This sub head is intended to cover the provisions for environmental and ecological

measure like compensatory afforestation, public health measures, fuel for employees

& restoration of land in construction areas by filling, grading etc. Provision for

prevention of soil erosion and preservation of flora and fauna including measure for

enforcing anti-poaching laws etc. have also been made. Land to be acquired may

affect some habitation and as such necessary provision for compensation and

rehabilitation has been made in the estimate.

10.4.13 Y-Losses On Stock

Current Cost:



The provision under this head have been made @ 0.25% of the cost of I-Works less A-

Preliminary, B-Land, Q-Miscellaneous, M-Plantation, P-Maintenance, Q-Special T&P

and Environment and Ecology.

10.5 II-Establishment

Current Cost:



Provision for establishment including establishment of cost control cell at the project

and Head Quarter Level has been made as per “Guide lines for Preparation of

Detailed

Project Report of Irrigation and Multipurpose Project” by CWC @ 6% of I-Works less

B-Land.


(2 x 250MW)



10.5.1 III- Tools & Plants

Current Cost:



The provision is distinct from that under Q-Special T&P and is meant to cover cost of

survey instruments, camp equipment and other small tools & plants.

10.6 IV-Receipt & Recoveries

Current Cost:

Option-I Rs. (-) 250 Lacs

Option-II Rs. (-) 250 Lacs

The provision under this head cover the estimated recoveries by way of resale of

temporary buildings, transfer of construction equipment, inspection vehicles,

generators etc.

10.7 Indirect Charges

Current Cost:



Provisions under this head have been made for capitalized value of abatement of land

revenue. Besides, provision for Audit & Account Charges has been made at 1% of the

cost of I-Works.

10.8 Electro-Mechanical Works

Current Cost:



The total cost of Electro-Mechanical works at January, 2019 level works out to be

Rs.102158 Lacs which includes, the cost of main Electro-Mechanical equipment

(excluded the transmission system) such as turbines, generators, transformers etc.

based on the prevailing market prices in India and abroad. Suitable provision for

transportation, erection and commissioning charges, freight and insurance etc. have

been adequately made as per general guidelines issued by CEA. Provision for

establishment and Audit and Account charges for the electro-mechanical works have

also been made under this cost separately.

Sl. No. DETAILED HEAD OF WORKSAmount (Rs. Lacs)

A CIVIL WORKS

1 DIRECT CHARGES

I-WORKS

A-Preliminary 1563

B-Land 3908

C-Works including HM Works 29383

J-Power Plant Civil Works 48776

K-Building (4% of C-J Works) 3126

M-Plantation LS 50

O-Miscellaneous 1563

P-Maintenance during construction @1% of I Works-(A+B+O+M+Q+X+Y) 838

Q-Special T&P 1000

R-Communication 2500

X-Environment & Ecology 1760

Y-Losses on Stock @0.25% of C,J,K & R 209

Total of I-Works 94677

II-ESTABLISHMENT @ 6% OF (I-WORKS LESS B LAND) 5446

III-TOOLS & PLANTS LS 200

IV-SUSPENSE 0

V-RECEIPT & RECOVERIES (-) -250

Total of Direct Charges 100073

2 Indirect Charges

(a) Capitalised value of abatement of land revenue @ 5% of cost of

culturable land98

(b) Audit & Account Charges (@ 1% of I-Works) 947

Total of Indirect Charges 1044

Total Cost (Direct charges + Indirect Charges) 101118

Total Cost Civil Works 101118

A Civil Works 101118

B Electrical Works 98800

Total Cost 199918


GENERAL ABSTRACT OF COST (Option-I)

Sl. No. DETAILED HEAD OF WORKSAmount (Rs. Lacs)

A CIVIL WORKS

1 DIRECT CHARGES

I-WORKS

A-Preliminary 1584

B-Land 3960

C-Works including HM Works 29383

J-Power Plant Civil Works 49809

K-Building (4% of C-J Works) 3168

M-Plantation LS 50

O-Miscellaneous 1584

P-Maintenance during construction @1% of I Works-

(A+B+O+M+Q+X+Y)849

Q-Special T&P 1000

R-Communication 2500

X-Environment & Ecology 1760

Y-Losses on Stock @0.25% of C,J,K & R 212

Total of I-Works 95858

II-ESTABLISHMENT @ 6% OF (I-WORKS LESS B LAND) 5514

III-TOOLS & PLANTS (LS) 200

IV-SUSPENSE 0

V-RECEIPT & RECOVERIES (-) -250

Total of Direct Charges 101321

2 Indirect Charges

(a) Capitalised value of abatement of land revenue @ 5% of cost of

culturable land99

(b) Audit & Account Charges (@ 1% of I-Works) 959

Total of Indirect Charges 1058

Total Cost (Direct charges + Indirect Charges) 102379

Total Cost Civil Works 102379

A Civil Works 102379

B Electrical Works 102158Total Cost 204537

GENERAL ABSTRACT OF COST (Option-II)


CHAPTER-9ENVIRONMENTAL & ECOLOGICAL ASPECTS

Chapter 11: Environmental and Ecological Aspects 1


(2 x 250 MW)


11.1 Introduction

Like any other developmental activity, the proposed hydroelectric project, while

providing planned benefit i.e. hydro-power generation, can also lead to a variety of

adverse environmental impacts as well. However, by proper planning at the inception

and design stages and by adopting appropriate mitigatory measures in the planning,

design, construction and operation phases, the adverse impacts can be minimized to a

large extent, whereas the beneficial impacts could be maximized.

The present Chapter outlines the information on baseline environmental setting and

also attempts a preliminary assessment of impacts likely to accrue during project

construction and operation phases of the proposed project. The Chapter also outlines

the framework of Environmental Management Plan (EMP) for mitigation of adverse

impacts during construction and operation phases. An Environmental Monitoring

Programme too been delineated in the present chapter for implementation during

project construction and operation phases.

11.2 Study Area

The study area can be divided as below:

Submergence area of both Upper and Lower reservoirs

Area to be acquired for various project appurtenances

Area within 10 km radius of the main project components Upper dam/reservoir,

Lower dam/reservoir, Water Conductor System, Power House, etc.

Area within 10 km periphery of Upper and Lower reservoirs

Catchment Area intercepted by Upper and Lower Reservoirs

11.3 Environmental Baseline Status

The description of environmental setting or baseline environmental status is an integral

part of any EIA study. The objectives of the assessment of baseline environmental

status of the study area are to:

Assess the existing environmental quality, as well as the environmental impacts on

various aspects of environment.

Identify environmentally significant factors or areas that could preclude the

proposed development.

Chapter- 9

Environmental & Ecological Aspects



(2 x 250 MW)


Provide sufficient information so that decision-makers and reviewers can develop

an understanding of the project needs as well as the environmental characteristics

of the area.

The environmental baseline status has been described in the following sections.

11.3.1 Meteorology

The climate in the project area varies significantly with altitude. Climatologically,

following four seasons are identified in the project area:

Summer: Mid-April to Mid June

Monsoon: Mid-June to Mid-September

Post-monsoon Mid-September to Mid-November

Winter: Mid-November to Mid-April.

The climate of the project area is tropical with hot and humid summer and pleasant

winter. The summer season extends from March to middle of June followed by the rainy

season from June to September. The winter season extends from November till the end

of February. Maximum temperature rises up to 47°C during May. In summer months of

April and May, hot winds from the west are generally experienced in the afternoon.

December is the coldest month with lowest temperature during winter being 13°C.

Monsoon generally lasts from the end of May to October. Majority of the rainfall is

received in under the influence of south-west monsoons. Occasional showers are

received in the month of April, November and December. The annual average rainfall in

the project area is 1387 mm.

11.3.2 Water Quality

The proposed project is located in an area with low population density with no major

sources of pollution. There are no industries in the area. The area under agriculture is

quite less, which coupled with negligible use of agro-chemicals, means that apart from

domestic sources, pollution loading from other sources is virtually negligible. As a

result, water quality is expected to be quite good in the project area.

11.3.3 Terrestrial Flora

The nature and type of vegetation occurring in the area depends upon a combination of

various factors including prevailing climatic condition, altitude, topography, slope, biotic

factor, etc. The proposed scheme envisages total land requirement of about 249

hectare. About 234 ha of forest land and 15 Non-forest land shall be acquired for the

project.

The major forest category in the area is dense mixed forest. The dominant category in

such forests is either Sal or Bamboo. Sal forests of the plane area are mostly of the



(2 x 250 MW)


sub-type Moist Peninsular Low level Sal. Amongst the bamboo forests, four species of

bamboo are observed. Major floral species observed in the area are given in Table-1.

Table-1: Commonly observed Floral species in the area

Scientific Name Local Name/Common Name

Careya arborea Roxb Kumbhi

Stereospermum colais snake tree

Bombax ceiba L. silk-cotton

Cassua fistula L. golden rain tree

Terminalia arjuna Golden rain tree

Tonningia axillaris Spreading dayflower

Murdannia spirata Asiatic dewflower

Argyreia daltonii Elephant Creeper

Diplocyclos palm Lollipop Climber

Dillenia pentagyna Karmal

Eriocaulon quinquangulare Quinquangulare Red

Phyllanthus debilis klein Niruri

Hibiscus Rosa-sinensis China rose

Apluda mutica Mauritian Grass/ Tachula

Bothriochloa bladhii purple plume grass

Paspalum scrobiculatum Rice grass

Haldinia cordifolia Haldu



(2 x 250 MW)


11.3.4 Fauna

The project area entails acquisition of 234 ha of forest land. The population density is

quite low in the area and density of forest is quite good. In such areas, mainly faunal

species are reported. Based on the review of secondary data and as per available

records major faunal species reported in the project area include Spotted Deer, Bison,

Jackal, Wild dog, Hyaena, Langur, Barking deer, etc. Amongst the reptiles, common

lizard, Cobra, Krait were reported in the area. The commonly observed bird species in

the project area and its surrounding include Vulture, Jungle Bush, Quail, Teal Sparrow,

etc.

11.3.5 Fisheries

The major water body in the project area is river Sileru and Potteru, which is a perennial

river. Based on the review of existing literature and secondary data, and interaction with

local, major fish species reported in river in the project area include Clarias Channa,

Mystus, Chela, Labeo, etc. Migratory fish species are not reported in the area.

It is recommended that a detailed fisheries survey shall be conducted in the river as a

part of CEIA study to ascertain the spatio- temporal occurrence of various riverine

fisheries, their migration characteristics.

11.4 Prediction of Impacts

Prediction is essentially a process to forecast the future environmental conditions of the

project area that might be expected to occur because of the implementation of the

project. Based on the project details and the baseline environmental status, potential

impacts as a result of the construction and operation of the proposed project have been

briefly described in the following sections.

11.4.1 Impacts on Water Environment

a) Construction Phase

i) Sewage from labour camps

The project construction is likely to last for a period of 5.5 years (54 months) including

pre-construction works such as roads, infrastructureetc. The peak labour strength likely

to be employed during project construction phase is about 1000 workers and 200

technical staff. The construction phase, also leads to mushrooming of various allied

activities to meet the demands of the immigrant labour population in the project area.

Based on experience of similar projects, keeping family size of 4, the increase in the

population as a result of migration of labour population during construction phase is

expected to be of the order of 5000.



(2 x 250 MW)


The domestic water requirement has been estimated as 70 lpcd. Thus, total water

requirements work out to 0.35 mld. It is assumed that about 80% of the water supplied

will be generated as sewage. Thus, total quantum of sewage generated is expected to

be of the order of 0.28 mld. The BOD load contributed by domestic sources will be

about 225 kg/day.

It is proposed to treat the sewage prior to treatment so that it does not lead to any

adverse impact on water quality.

ii) Effluent from crushers

During construction phase, crushers will be commissioned to produce fine aggregates.

Water is required to wash the boulders and to lower the temperature of the crushing

edge. About 0.1 m3 of water is required per ton of material crushed. The effluent from

the crusher would contain high-suspended solids. About 12-15 m3/hr of wastewater is

expected to be generated from each crusher. The effluent, if disposed without treatment

can lead to marginal increase in the turbidity levels in the receiving water bodies. It is

proposed to treat the effluent from crushers in settling tank before disposal so as to

ameliorate even the adverse impacts likely to accrue on this account.

b) Operation Phase

i) Effluent from project colony

During project operation phase, due to absence of any large-scale construction activity,

the cause and source of water pollution will be much different. Since, only a small

number of O&M staff will reside in the area in a well-designed colony with sewage

treatment plant and other infrastructure facilities, the problems of water pollution due to

disposal of sewage are not anticipated.

In the operation phase, about 50 families (total population of 250) will be residing in the

project colony. About 0.118 mld of sewage will be generated. The total BOD loading will

be order of 12 kg/day. It is proposed to provide biological treatment facilities including

secondary treatment units for sewage. It shall be ensured that sewage from the project

colony be treated in a sewage treatment plant so as to meet the disposal standards for

effluent. Thus, with commissioning of facilities for sewage treatment, no impact on

receiving water body is anticipated. Thus, no impacts are anticipated as a result of

disposal of effluents from the project colony.

ii) Impacts on reservoir water quality

The flooding of previously forest and agricultural land in the submergence area will

increase the availability of nutrients resulting from decomposition of vegetative matter.

Phytoplankton productivity can supersaturate the euphotic zone with oxygen before

contributing to the accommodation of organic matter in the sediments. Enrichment of



(2 x 250 MW)


impounded water with organic and inorganic nutrients will be the main water quality

problem immediately on commencement of the operation. However, this phenomenon is

likely to last for a short duration of few years from the filling up of the reservoir. In the

proposed project, most of the land coming under reservoir submergence is barren, with

few patches of trees. These trees too are likely to be cleared before filling up of the

reservoir. The proposed project is envisaged as a pumped storage scheme, with

significant diurnal variations in reservoir water levels. These will be daily variations in

water level from MDDL to FRL. In such a scenario, significant re-aeration from natural

atmosphere takes place, which maintains Dissolved Oxygen in the water body. Thus, in

the proposed project, no significant reduction in D.O. level in reservoir water is

anticipated.

11.4.2 Impacts on Air Environment

In a water resources project, air pollution occurs mainly during project construction

phase. The major sources of air pollution during construction phase are:

Pollution due to fuel combustion in various equipment

Emission from various crushers

Dust emission from muck disposal

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

combustion of diesel 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 1g/m3. Hence,

no major impact is anticipated on this account on ambient air quality.

Emissions from crushers

The operation of the crusher during the construction phase is likely to generate fugitive

emissions, which can move even up to 1 km in predominant wind direction. During

construction phase, one crusher each is likely to be commissioned near proposed

Lower dam and proposed power house sites. During crushing operations, fugitive

emissions comprising mainly the suspended particles will be generated. Since, there

are no major settlements close to the dam and power house, hence, no major adverse

impacts on this account are anticipated. However, during the layout design, care should

be taken to ensure that the labour camps, colonies, etc. are located on the leeward side

and outside the impact zone (say about 2 km on the wind direction) of the crushers.

Dust emissions from muck disposal

The loading and unloading of muck is one of the source of dust generation. Since, muck

will be mainly in form of small rock pieces, stone, etc., with very little dust particles.



(2 x 250 MW)


Significant amount of dust is not expected to be generated on this account. Thus,

adverse impacts due to dust generation during muck disposal are not expected.

11.4.3 Impacts on Noise Environment

a. Construction phase

In a water resource projects, the impacts on ambient noise levels are expected only

during the project construction phase, due to earth moving machinery, etc. Likewise,

noise due to quarrying, blasting, vehicular movement will have some adverse impacts

on the ambient noise levels in the area.

i) Impacts due to operation of construction equipment

The noise level due to operation of various construction equipment is given in Table-2.

Table-2: Noise level due to operation of various construction equipment

Equipment Noise level dB(A)

Earth moving

Compactors 70-72

Loaders and Excavator 72-82

Dumper 72-92

Tractors 76-92

Scrappers, graders 82-92

Pavers 86-88

Truck 84-94

Material handling

Concrete mixers 75-85

Movable cranes 82-84

Stationary

Pumps 68-70

Generators 72-82

Compressors 75-85

Under the worst-case scenario, considered for prediction of noise levels during

construction phase, it has been assumed that all this equipment generate noise from a

common point. The increase in noise levels due to operation of various construction

equipment is given in Table-3.



(2 x 250 MW)


Table-3: Increase in noise levels due to operation of various construction

equipment

Distance (m) Ambient

noise levels

dB(A)

Increase in

noise level

due to

construction

activities

dB(A)

Increased

noise level due

to

construction

activities

dB(A)

Increase in

ambient noise

level due to

construction

activities

dB(A)

100 36 45 45 34

200 36 39 39 29

500 36 31 31 25

1000 36 25 25 25

1500 36 21 21 24

2000 36 19 19 24

2500 36 17 17 24

3000 36 15 15 24

It would be worthwhile to mention here that in absence of the data on actual location of

various construction equipment, all the equipment has been assumed to operate at a

common point. This assumption leads to over-estimation of the increase in noise levels.

Also, it is a known fact that there is a reduction in noise level as the sound wave passes

through a barrier. The transmission loss values for common construction materials are

given in Table-4.

Table-4: Transmission loss for common construction materials

Material Thickness of construction

material (inches)

Decrease in noise level

dB(A)

Light concrete 4 38

6 39

Dense concrete 4 40

Concrete block 4 32

6 36

Brick 4 33

Granite 4 40

Thus, the walls of various houses will attenuate at least 30 dB(A) of noise. In addition,

there are attenuation due to the following factors.

Air absorption



(2 x 250 MW)


Rain

Atmospheric inhomogeneties.

Vegetal cover

Thus, no increase in noise levels is anticipated as a result of various activities, during

the project construction phase. The noise generated due to blasting is not likely to have

any effect on habitations. However, blasting can have adverse impact on wildlife,

especially along the alignment of the tunnel portion. It would be worthwhile to mention

that no major wildlife is observed in and around the project site. Hence, no significant

impact is expected on this account.

Impacts on labour

The effect of high noise levels on the operating personnel, has to be considered as this

may be particularly harmful. It is known that continuous exposures to high noise levels

above 90 dB(A) affects the hearing acuity of the workers/operators and hence, should

be avoided. To prevent these effects, it has been recommended by Occupational Safety

and Health Administration (OSHA) that the exposure period of affected persons be

limited as per the maximum exposure period specified in Table-5.

Table-5: 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 ½

115 ¼

120 No exposure permitted at or above this level

11.4.4 Impacts on Land Environment

a) Construction phase

The major impacts anticipated on land environment during construction are as follows:

Quarrying operations

Operation of construction equipment

Muck disposal



(2 x 250 MW)


Acquisition of land

Quarrying operations

A project of this magnitude would require significant amount of construction material.

The quarrying operations are semi-mechanized in nature. Normally, in a hilly terrain,

quarrying is normally done by cutting a face of the hill. A permanent scar is likely to be

left, once quarrying activities are over. With the passage of time, rock from the exposed

face of the quarry under the action of wind and other erosional forces, get slowly

weathered and after some time, they become a potential source of landslide. Thus, it is

necessary to implement appropriate slope stabilization measures to prevent the

possibility of soil erosion and landslides in the quarry sites.

ii) Operation of construction equipment

During construction phase, various types of equipment will be brought to the site. These

include crushers, batching plant, drillers, earthmovers, rock bolters, etc. The siting of

this construction equipment would require significant amount of space. Similarly, space

will be required for storing of various other construction equipment. In addition, land will

also be temporarily acquired, i.e. for the duration of project construction for storage of

quarried material before crushing, crushed material, cement, rubble, etc. Efforts must be

made for proper siting of these facilities.

Various criteria for selection of these sites would be:

Proximity to the site of use

Sensitivity of forests in the nearby areas

Proximity from habitations

Proximity to drinking water source

Efforts must be made to site the contractor’s working space in such a way that the

adverse impacts on environment are minimal, i.e. to locate the construction equipment,

so that impacts on human and faunal population is minimal.

iii) Muck disposal

Muck generation and disposal could lead to various adverse impacts. The muck needs

to be disposed at designated sites. This could lead to following impacts:

loss of land

problems regarding stability of spoil dumps

access to spoil dump areas

A part of the muck can be used for the following purposes:

use of suitable rock from the excavation as aggregate in the mixing of concrete.



(2 x 250 MW)


use of muck for maintenance of roads.

use of muck in coffer dam.

use as backfill material in quarry and borrow pits.

The balance muck shall be disposed at designated sites Muck, if not securely

transported and dumped at pre-designated sites, can have serious environmental

impacts, such as:

Muck, if not disposed properly, can be washed away into the main river which can

cause negative impacts on the aquatic ecosystem of the river.

Muck disposal can lead to impacts on various aspects of environment. Normally,

the land is cleared before muck disposal. During clearing operations, trees are cut,

and undergrowth perishes as a result of muck disposal.

In many of the sites, muck is stacked without adequate stabilisation measures. In

such a scenario, the muck moves along with runoff and creates landslide like

situations. Many a times, boulders/large stone pieces enter the river/water body,

affecting the benthic fauna, fisheries and other components of aquatic biota.

Normally muck disposal is done at low lying areas, which get filled up due to

stacking of muck. This can sometimes affect the natural drainage pattern of the

area leading to accumulation of water or partial flooding of some area which can

provide ideal breeding habitat for mosquitoes.

iv) Acquisition of land

The total land to be acquired for the project is 249 ha, of which 234 ha is Forest Land

and 15 ha is non-forest land. Based on the ownership status of land to be acquired for

the project, appropriate compensatory measures shall be implemented. Approximate

component wise land requirement is given in Table-6.

Table-6: Component wise land requirement for the proposed Balimela PSP

S.

No. Project components

Land (ha) Total

(ha) Forest

(ha)

Non-

Forest (ha)

1 Lower Dam

a) Submergence area

b) Lower Dam & Spillway

85

10

05

100



(2 x 250 MW)


S.

No. Project components

Land (ha) Total

(ha) Forest

(ha)

Non-

Forest (ha)

2

Water Conductor system

a) Intake Structure, Head Race Tunnel

and allied structures.

b) Tail Race Tunnel and Outlet

Structure

5.0

2.0

7.0

3

Power house Couple

Powerhouse & Transformer Hall,

Switchyard, Mat & other Adits

10

10

4 Penstock Yard 5.0 5.0

5 Project Road 20 20

6 Construction Facilities 10 10

7 Project Office Buildings 2.0 2.0

8 Batching plant, Stock yards & Site

Offices 7.0 7.0

9 Borrow Area 18 18

10 Rock Quarry 50 50

11 Project Colony including contractors

colony 10 10

12 Muck Disposal 10 10

Total 234 15.0 249.00

11.4.5 Impacts on Biological Environment


11.4.5.1 Impacts on Terrestrial Flora

i) Increased human interferences

The direct impact of construction activity of any water resource project in a Himalayan

terrain is generally limited in the vicinity of the construction sites only. As mentioned

earlier, a large population (5,000) including technical staff, workers and other group of

people are likely to congregate in the area during the project construction phase. It can

be assumed that the technical staff will be of higher economic status and will live in a



(2 x 250 MW)


more urbanized habitat, and will not use wood as fuel, if adequate alternate sources of

fuel are provided. However, workers and other population groups residing in the area

may use fuel wood, if no alternate fuel is provided for whom alternate fuel could be

provided. There will be an increase in population by about 5000 of which about 4000

are likely to use fuel wood. On an average, the fuel wood requirements will be of the

order of 1,700 m3. The wood generated by cutting tree is about 2 to 3 m3. Thus every

year fuel wood equivalent to about 570-850 trees will be cut, which means every year

on an average about 1-2 ha of forest area will be cleared for meeting fuel wood

requirements, if no alternate sources of fuel are provided. Hence to minimize impacts,

community kitchens have been recommended. These community kitchens shall use

LPG or diesel as fuel.

Impacts due to Vehicular movement and blasting

Dust is expected to be generated during blasting, vehicle movement for transportation

of construction material or construction waste. The dust particles shall settle on the

foliage of trees and plants, thereby reduction in amount of sunlight falling on tree

foliage. This will reduce the photosynthetic activity. Based on experience in similar

settings, the impact is expected to be localized upto a maximum of 50 to 100 m from the

source. In addition, the area experiences rainfall for almost 7 to 8 months in a year.

Thus, minimal deposition of dust is expected on flora. Thus, no significant impact is

expected on this account.

Acquisition of forest land

During project construction phase, land will be required for location of construction

equipment, storage of construction material, muck disposal, widening of existing roads

and construction of new project roads. The total land requirement for the project is 249

ha, of which 234 ha is forest land. The detailed impacts on the flora and fauna due to

acquisition of forest land on flora and fauna shall be studied in detail as a part of CEIA

Study.

11.4.5.2 Impacts on Terrestrial fauna


Disturbance to wildlife

The project area and its surroundings are not reported to serve as habitat for wildlife nor

do they lie on any known migratory route. Thus, no impacts are anticipated on this

account.

During construction phase, large number of machinery and construction workers shall

be mobilized, which may create disturbance to wildlife population in the vicinity of

project area. The operation of various equipment will generate significant noise,

especially during blasting which will have adverse impact on fauna of the area. The



(2 x 250 MW)


noise may scare the fauna and force them to migrate to other areas. Likewise siting of

construction plants, workshops, stores, labour camps etc. could also lead to adverse

impact on fauna of the area. During the construction phase, accessibility to area will

lead to influx of workers and the people associated with the allied activities from outside

will also increase. Increase in human interference could have an impact on terrestrial

ecosystem. The other major impact could be the blasting to be carried out during

construction phase. This impact needs to be mitigated by adopting controlled blasting

and strict surveillance regime and the same is proposed to be used in the project. This

will reduce the noise level and vibrations due to blasting to a great extent.

Likewise, siting of construction equipment, godowns, stores, labour camps, etc. may

generally disturb the fauna in the area. However, no large-scale fauna is observed in

the area. Thus, impacts on this account are not expected to be significant. However,

few stray animals sometimes venture in and around the project site. Thus, to minimize

any harm due to poaching activities from immigrant labour population, strict anti-

poaching surveillance measures need to be implemented, especially during project

construction phase. The same have been suggested as a part of the Environmental

Management Plan (EMP).

b) Operation Phase

i) Increased Accessibility

During the project operation phase, the accessibility to the area will improve due to

construction of roads, which in turn may increase human interferences leading to

marginal adverse impacts on the terrestrial ecosystem. The increased accessibility to

the area can lead to increased human interferences in the form of illegal logging,

lopping of trees, collection of non-timber forest produce, etc. Since significant wildlife

population is not found in the region, adverse impacts of such interferences are likely to

be marginal.

11.4.5.3 Aquatic Flora

a) Construction Phase

During construction phase wastewater mostly from domestic source will be discharged

mostly from various camps of workers actively engaged in the project area. It is

proposed to provide sewage treatment measures to mitigate the adverse impacts on

aquatic ecology during construction phase.

b) Operation Phase

The completion of Balimela Pumped Storage project would bring about significant

changes in the riverine ecology, as the river transforms from a fast-flowing water system

to a quiescent lacustrine environment. Such an alteration of the habitat would bring



(2 x 250 MW)


changes in physical, chemical and biotic life. Among the biotic communities, certain

species can survive the transitional phase and can adapt to the changed riverine

habitat. There are other species amongst the biotic communities, which, however, for

varied reasons related to feeding and reproductive characteristics cannot acclimatize to

the changed environment, and may disappear in the early years of impoundment of

water. The micro-biotic organisms especially diatoms, blue-green and green algae

before the operation of project, have their habitats beneath boulders, stones, fallen logs

along the river, where depth is such that light penetration can take place. However, due

to construction of upper and lower reservoirs, these organisms may perish due to

increase in water depth.

Impacts due to damming of river

The damming of river Sileru due to the proposed Sileru Pumped Storage will lead to

creation of two reservoir area of about 100 ha. The dam will change the fast flowing

river to a quiescent lacustrine environment. The creation of a pond will bring about a

number of alterations in physical, abiotic and biotic parameters both in upstream and

downstream directions of the proposed Lower dam site. The micro and macro benthic

biota is likely to be most severely affected as a result of the proposed project.

Impacts on Migratory Fish Species

As per the secondary data, there is no migratory fish species reported in the proposed

study area. This aspect will be studied in detail as a part of the CEIA Study.

11.4.6 Impacts on Socio-Economic Environment

A project of this magnitude is likely to entail both positive as well as negative impacts on

the socio-cultural fabric of the area. During construction and operation phases, a lot of

allied activities will mushroom in the project area.

11.4.6.1 Impacts Due to Influx of Labour Force

During the construction phase a large labour force, including skilled, semi-skilled and

un-skilled labour force of the order of about 1200 persons, is expected to immigrate into

the project area. It is felt that most of the labour force would come from other parts of

the country. However, some of the locals would also be employed to work in the project.

The labour force would stay near to the project construction sites.

The project will also lead to certain negative impacts. The most important negative

impact would be during construction phase. The labour force that would work in the

construction site would settle around the site. They would temporarily reside there. This

may lead to filth, in terms of domestic wastewater, human waste, etc. Besides, other

deleterious impacts are likely to emerge due to inter-mixing of the local communities

with the labour force. Differences in social, cultural and economic conditions among the

locals and labour force could also lead to friction between the migrant labour population

and the total population.



(2 x 250 MW)


11.4.6.2 Economic impacts of the project

Apart from direct employment, the opportunities for indirect employment will also be

generated which would provide great impetus to the economy of the local area. Various

types of business like shops, food-stall, tea stalls, etc. besides a variety of suppliers,

traders, transporters will concentrate here and benefit immensely as demand will

increase significantly for almost all types of goods and services. The business

community as a whole will be benefited. The locals will avail these opportunities arising

from the project and increase their income levels. With the increase in the income

levels, there will be an improvement in the infrastructure facilities in the area.

11.4.6.3 Impacts due to Land Acquisition

Another most important deleterious impact during construction phase will be that,

pertaining to land acquisition. About 249 ha of land proposed to be acquired for the

proposed Balimela Pumped Storage project. Of this about 234 ha is Forest land and

balance 15 ha is non-forest land. Based on the present level of investigations, the

ownership status of land to be acquired for the project is not available.

As a part of EIA study, the quantum of private land to be acquired needs to be

identified. Subsequently, the number of families likely to lose land or homestead or both

needs to be identified. Socio-economic survey for the Project Affected Families (PAFs)

to be conducted. Based on the findings of the survey an appropriate Resettlement and

Rehabilitation Plan will be formulated.

11.5 Environmental Management Plan

Based on the environmental baseline conditions and project inputs, the adverse impacts

will be identified and a set of measures will be suggested as a part of Environmental

Management Plan (EMP) for their amelioration. An outline of various measures

suggested as a part of Environmental Management Plan is briefly described in the

following sections.

11.5.1 Environmental Measures During Construction Phase

11.5.1.1 Facilities in Labour Camps

It is recommended that project authorities can compulsorily ask the contractor to make

semi-permanent structures for their workers. These structures could be tin sheds.

These sheds can have internal compartments allotted to each worker family. The sheds

will have electricity and ventilation system, water supply and community latrines.

The water for meeting domestic requirements may be collected from the rivers or

streams flowing upstream of the labour camps.



(2 x 250 MW)


11.5.1.2 Sanitation Facilities

One community toilet can be provided per 20 persons. The sewage from the community

latrines can be treated in a sewage treatment plant before disposal.

11.5.1.3 Solid Waste Management from Labour Camps

For solid waste collection, suitable 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 should be disposed at identified landfill

sites. Suitable solid waste collection and disposal arrangement shall be provided. A

suitable landfill site should be identified and designed to contain municipal waste from

various Project Township, labour colonies, etc.

11.5.1.4 Provision of Free Fuel

During the construction period of the project, there would be around 600 labour and

technical staff would be involved in the project construction work. Many families may

prefer cooking on their own instead of using community kitchen. In the absence of fuel

for cooking, they would resort to tree cutting and using wood as fuel. To avoid such a

situation, the project authority should make LPG and/ or kerosene available to these

migrant workers. The supply of LPG and kerosene shall be ensured on regular basis. A

local depot can be established through LPG/ kerosene suppliers for supply of the same.

11.5.2 Muck Disposal

A part of the muck generated is proposed to be utilized for construction works after

crushing it into the coarse and fine aggregates. The balance quantum of muck would

have to be disposed. The muck shall be disposed in low-lying areas (preferably over

non-forest land). The sites shall then be stabilized by implementing bioengineering

treatment measures.

In the hilly area, dumping is done after creating terraces thus usable terraces are

developed. The overall idea is to enhance/maintain aesthetic view in the surrounding

area of the project in post-construction period and avoid contamination of any land or

water resource due to muck disposal.

Suitable retaining walls shall be constructed to develop terraces so as to support the

muck on vertical slope and for optimum space utilization. Loose muck would be

compacted layer wise. The muck disposal area will be developed in a series of terraces

of boulder crate wall and masonry wall to protect the area/muck from flood water during

monsoons. In-between the terraces, catch water drain will be provided.

The terraces of the muck disposal area will be ultimately covered with fertile soil and

suitable plants will be planted adopting suitable bio-technological measures. Various

activities proposed as a part of the management plan are given as below:



(2 x 250 MW)


Land acquisition for muck dumping sites

Civil works (construction of retaining walls, boulder crate walls etc.)

Dumping of muck

Levelling of the area, terracing and implementation of various engineering control

measures e.g., boulder, crate wall, masonry wall,

Spreading of soil

Application of fertilizers to facilitate vegetation growth over disposal sites.

For stabilization of muck dumping areas following measures of engineering and

biological measures have been proposed.

Engineering Measures

Wire crate wall

Boulder crate wall

Retaining wall

Catch water Drain

Biological Measures

Plantation of suitable tree species and soil binding species

Plantation of ornamental plants

Barbed wire fencing

11.5.3 Restoration Plan for Quarry Sites

The following biological and engineering measures are suggested for the restoration of

quarry site:

Garland drains around quarry site to capture the runoff and divert the same to the

nearest natural drain.

Constructions of concrete guards to check the soil erosion of the area.

Pit formed after excavation be filled with small rocks, sand and farmyard manure.

Grass slabs will be placed to stabilize and to check the surface runoff of water and

loose soil.

Bench terracing of quarry sites once extraction of construction material is

completed.

11.5.4 Restoration and Landscaping of Project Sites



(2 x 250 MW)


The working areas of dam site, power house complex colony area have been selected

for beautification of the project area after construction is over. The reservoir created due

to the construction of Lower dam may be a local point of tourist attraction. This could be

used for sport fishing, so there is a need for construction of benches for sitting,

development of resting sheds and footpath. The beautification would be carried out by

developing flowering beds for plantation ornamental plant and flower garden.

There would be sufficient open space in power house complex and colony area.

Forested area in the power house complex would provide aesthetic view and add to

natural seismic beauty. The beautification in the colony area would be carried out by

development of flowering beds for plantation of ornamental plant, creepers, flower

garden and a small park, construction of benches for sitting, resting sheds, walk way

and fountain.

11.5.5 Compensation for Acquisition of Forest Land

Based on the ownership status of land to be acquired, it is proposed to afforest twice

the forest area being acquired for the project. The species for afforestation shall be

selected in consultation with local forest department.

11.5.6 Wildlife Conservation

It is recommended to commission check posts along few sites, i.e. upper dam site,

lower dam site, power house site, labour camps, construction material storage site etc.

during project construction phase. Each check post will have 4 guards. One Range

Officer would be employed to supervise the operation of these check-posts and ensure

that poaching does not become a common phenomenon in the area. These check posts

also will also be provided with appropriate communication facilities and other

infrastructure as well.

11.5.7 Greenbelt Development

About 234 ha forest land would be acquired as a part of the proposed project and

appropriate compensatory afforestation measures will be implemented. It is proposed to

develop greenbelt around the periphery of various project appurtenances, selected

stretches along reservoir periphery.

The green belt on either side of the reservoir will reduce the sedimentation and ensure

protection of the reservoir area from any other human activity that could result in the

reservoir catchment damage. On moderately steep slopes tree species will be planted

for creation of green belt which are indigenous, economically important, soil binding in

nature and a thrive well under high humidity and flood conditions. In addition, greenbelt

is recommended around permanent colony for the project.

11.5.8 Sustenance of Riverine Fisheries



(2 x 250 MW)


a) Release of Minimum Flow

The dry segment of river between barrage/dam site and tail race at certain places may

have shallow water subjecting the fish to prey by birds and other animals. Such a

condition will also enable the poachers to catch fish indiscriminately. It is therefore,

recommended to maintain a minimum flow of to ensure survival and propagation of

invertebrates and fish.

b) Sustenance of Endemic Fisheries

It is proposed to implement supplementary stocking programmes for the project area. It

is proposed to stock reservoir, river Sileru upstream and the downstream sides. The

stocking will be done for a stretch of 10 km on the upstream and downstream sides of

dam site. The stocking can be done annually by the Fisheries Department, State

Government of Odisha. The details of measures to be implemented for sustenance of

Endemic Fisheries shall be covered in the Environmental Management Plan to be

prepared as a part of Comprehensive EIA Study.

11.5.9 Public Health Delivery System

The suggested measures are given in following paragraphs:

The site selected for habitation of workers shall not be in the path of natural

drainage.

Adequate drainage system to dispose storm water drainage from the labour

colonies shall be provided.

Adequate vaccination and immunization facilities shall be provided for workers at

the construction site.

The labour camps and resettlement sites shall be at least 2 km away from a main

water body or quarry areas.

As a part of Health Delivery System, following measures shall be implemented:

Clearing of river basins, shoreline, mats and floating debris, etc. to reduce the

proliferation of mosquitoes.

Development of medical facilities in the project area and near labour camps

Implementation of mosquito control activities in the area.

Infrastructure

Dispensary: Considering the number of rooms, staff quarters and open space etc., it is

estimated that 10,000 sq. feet of plot will be required for dispensary, out of which about

8000 sq. feet will be the built-up land which includes staff quarters, etc.

First Aid Posts: Temporary first aid posts shall be provided at major construction sites.

These will be constructed with asbestos sheets, bamboo, etc.



(2 x 250 MW)


11.5.10 Maintenance of Water Quality

The sewage generated from the labour camps, as mentioned earlier, is proposed to be

treated in sewage treatment plant prior to disposal. In the project operation phase, a

plant colony with about 50 quarters is likely to be set up. The sewage so generated

would be treated through a sewage treatment plant, equipped with secondary treatment

units.

11.5.11 Control of Noise

The suggested measures are given in following paragraphs:

Contractors will be required to maintain properly functioning equipment and comply

with occupational safety and health standards.

Construction equipment will be required to use available noise suppression devices

and properly maintained mufflers.

Vehicles to be equipped with mufflers recommended by the vehicle manufacturer.

Staging of construction equipment and unnecessary idling of equipment within noise

sensitive areas to be avoided whenever possible.

Use of temporary sound fences or barriers to be evaluated.

Monitoring of noise levels will be conducted during the construction phase of the

project. In case of exceeding of pre-determined acceptable noise levels by the

machinery will require the contractor(s) to stop work and remedy the situation prior

to continuing construction.

11.5.12 Control of Air Pollution

Minor air quality impacts will be caused by emissions from construction vehicles,

equipment and DG sets, and emissions from transportation traffic. Frequent truck trips

will be required during the construction period for removal of excavated material and

delivery of select concrete and other equipment and materials. The following measures

are recommended to control air pollution:

Contractor will be responsible for maintaining properly functioning construction

equipment to minimize exhaust.

Construction equipment and vehicles will be turned off when not used for extended

periods of time.

Unnecessary idling of construction vehicles to be prohibited.

Effective traffic management to be undertaken to avoid significant delays in and

around the project area.



(2 x 250 MW)


Road damage caused by sub-project activities will be promptly attended to with

proper road repair and maintenance work. An amount of Rs. 2.0 million has been

earmarked for this purpose.

Dust Control

To minimize issues related to the generation of dust during the construction phase of

the project, the following measures have been identified:

Identification of construction limits (minimal area required for construction activities).

When practical, excavated spoils will be removed as the contractor proceeds along

the length of the activity.

When necessary, stockpiling of excavated material will be covered or staged offsite

location with muck being delivered as needed during the course of construction.

Excessive soil on paved areas will be sprayed (wet) and/or swept and unpaved

areas will be sprayed and/or mulched. The use of petroleum products or similar

products for such activities will be strictly prohibited.

Contractors will be required to cover stockpiled soils and trucks hauling soil, sand,

and other loose materials (or require trucks to maintain at least two feet of

freeboard).

Contractor shall ensure that there is effective traffic management at site. The

number of trucks/vehicles to move at various construction sites to be fixed.

Dust sweeping - The construction area and vicinity (access roads, and working

areas) shall be swept with water sweepers on a daily basis or as necessary to

ensure there is no visible dust.

11.6 Resettlement and Rehabilitation Plan

Total land to be acquired for the proposed project is 249 ha. As per present level of

information quantum of Private land to be acquired is not known. During DPR stage, the

number of families likely to lose land will be finalized. In addition, information of any

family losing homestead or other private properties shall also be ascertained. Socio-

economic survey for the Project Affected Families (PAFs) will be conducted. Based on

the findings of the survey an appropriate Resettlement and Rehabilitation Plan will be

formulated as per the norms and guidelines of Right to Fair Compensation and

Transparency in Land Acquisition, Rehabilitation and Resettlement Act, 2013.

11.7 Catchment Area Treatment

The following aspects are proposed as a part of the Catchment Area Treatment Plan to

be prepared as a part of the EIA study:



(2 x 250 MW)


Delineation of micro-watersheds in the river catchment and mapping of critically

degraded areas requiring various biological and engineering treatment measures.

Identification of area for treatment based upon Remote Sensing & GIS methodology

and Silt Yield Index (SYI) method of AISLUS coupled with ground survey.

Prioritization of watershed for treatment based upon SYI.

Spatial Information in each micro watershed to be earmarked on maps.

CAT plan would be prepared with year-wise Physical and financial details.

11.8 Infrastructure Development Under Local Area Development Committee

(LADC)

A lump-sum budget @ 0.5% of the Project Cost has been earmarked for construction of

Infrastructure and Local Area Development Committee works. The activities envisaged

are given as below:

Education Facilities

Strengthening of existing PHSCs/ Health Care Facilities

Bus Stops

Approach Roads and Widening of Existing Road

Infrastructure and Community Development

Drinking Water Supply and Restoration of Dried Up Sources

Miscellaneous activities

11.9 Environmental Monitoring Programme

The Environmental Impact Assessment is basically an evaluation of future events. It is

necessary to continue monitoring certain parameters identified as critical by relevant

authorities under an Environmental Monitoring Programme. This would anticipate any

environmental problem so as to take effective mitigation measures. An Environmental

Monitoring Programme will be formulated for implementation during project construction

and operation phases. The cost estimates and equipment necessary for the

implementation of this programme shall also be covered as a part of the

Comprehensive EIA study.

The Environmental monitoring programme for implementation during construction and

operation phases is 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 STP pH, BOD, COD, TSS,

TDS

Once every

month

Before and after

treatment from



(2 x 250 MW)


S.

No.

Item Parameters Frequency Location

Sewage

Treatment Plants

2. Water-related

diseases

Identification of water

related diseases,

adequacy of local

vector control and

curative measure,

etc.

Three times a

year

Labour camps

and colonies

3.

Noise Equivalent noise level

(Leq)

Once in three

months

At major

construction sites.

4. Ambient Air quality PM10 , PM2.5 , SO2

and NO2

Once every

season

At major

construction sites

Table-8: Summary of Environmental Monitoring Programme during Project

Operation Phase

S.

No. Items Parameters Frequency Location

1. Water pH, Temperature, EC,

Turbidity, Total Dissolved

Solids, Calcium,

Magnesium, Total

Hardness, Chlorides,

Sulphates, Nitrates, DO.

COD, BOD, Iron, Zinc,

Manganese

Thrice a year 1 km upstream of

upper and Lower

dam site

Upper and Lower

Reservoir area

2. Treated

Effluent from

Sewage

Treatment

Plant (STP)

pH, BOD, COD, TSS, TDS Once every

week

Before and after

treatment from

Sewage Treatment

Plant (STP)

3. Erosion &

Siltation

Soil erosion rates, stability

of bank embankment, etc.

Twice a year -

4. Ecology Status of afforestation

programmes of green belt

development

Once in 2

years

-

5. Water-

related

Identification of water-

related diseases, sites,

Three times

a year

Villages adjacent

to project sites



(2 x 250 MW)


S.

No. Items Parameters Frequency Location

diseases adequacy of local vector

control measures, etc.

6. Aquatic

ecology

Phytoplanktons,

zooplanktons, benthic life,

fish composition

Once a year 1 km upstream of

upper and Lower

dam site

Upper and Lower

Reservoir area

7.

Landuse Landuse pattern using

satellite data

Once in a

year

Catchment area

8. Soil pH, EC, texture, organic

matter

Once in a

year

Catchment area

11.10 Cost for Implementing Mitigation Measures and Environmental Management

Plan

The total amount to be spent for implementation of Environmental Management Plan

(EMP) is Rs.1760 lakh or Rs.17.60 crore. The details are given in Table-9.

Table-9: Cost for Implementing Environmental Management Plan

S. No. Item Cost

(Rs. lakh)

1. Compensatory Afforestation & Biodiversity Conservation 500

2. Fisheries Management 150

3. Public health delivery system 180

4. Environmental Management in labour camps 150

5. Muck management 100

6. Restoration of quarries 60

7. Landscaping of construction sites 30

8. Greenbelt Development around reservoir 50

9. Water, Air & Noise pollution control 30

10. Energy Conservation Measures 50

11. Catchment Area Treatment 300

12. Disaster Management Plan 60

13. Livelihood Plan 100

Total 1760

CHAPTER-10CONSTRUCTION MATERIAL


(2 x 250MW)


Chapter 12: Construction Material 1

12.1 General

Balimela Pumped Storage Project envisages utilization of water from an existing

Balimela reservoir created by Balimela/Chitrakonda dam constructed across Sileru

River (upper dam) through an intake-HRT-Surge Shaft-Pressure shaft to an

underground powerhouse to generate 500MW peaking power. Construction of a 59.6

m high and 699m long rockfill dam is proposed at lower reaches across Kharika jhora

near Balimela to store the water at lower reservoir and to pump it to the upper

reservoir through reversible turbine.

Photo-1: Google Earth image showing Quarry Site, Borrow area for clay and

sand

A 59.6m high rock fill dam with central impervious clay core across Kharika

Jhora to provide a live storage of 6.811 million cum with Full Reservoir Level at

EL.255.68m and Minimum Draw Down Level at EL.245.80m.

An underground powerhouse (UGPH) of 112m length, 24m width and 55m high

and with two numbers Francis type reversible pump-turbine of capacity 250MW.

Chapter - 10

Construction Material


(2 x 250MW)



An underground Transformer cavern including secondary GIS (L=87.0m,

W=18.0m and H=22.50m) with two numbers Power Transformer of capacity 330

MVA.

1307.0m long and 7.86m dia headrace tunnel pressure shaft and 585.0m long

and 9.45m dia tailrace tunnel for conveyance of water.

12.2 Estimated Quantities of Construction Materials

Sl. No. Items Details Quantity

(m3)

Required

Quantity

(MCM)

1. Impervious Core Material (Clay) 632339 0.632

2. Rock fill material 3061967 4.235*

3. Coarse Filter 366032

4. Fine Filter 388129

5. Rip Rap 159218

6. Concrete 212545

7. Stone Pitching 8684

8. Banking- Rockfill in compacted 38192

*Total quantity required. Excavated material will also use.

12.3 Geo-technical Investigations in vicinity

The Balimela Pumped Storage Project having advantage of easy approach from

existing project site at Balimela. Detailed investigations & estimation for available

quantity for construction material will be carried out in DPR stage. Sufficient quantities

of construction materials are required for various components i.e. Dam (Lower), Power

House, HRT, TRT and other appurtenant structures, which will be available in nearby

area, reflected in the google earth image (Photo 1). However, it is essential to carryout

detailed investigations for availability of construction materials i.e. impervious soil for

core and soil for shell zone, coarse and fine aggregates for concrete etc. available

near to the project site (Photo-1) and to assess their suitability and adequacy during

construction. The main objective of geotechnical investigations is to know the

engineering properties of soil, coarse and fine aggregates etc. so as to arrive at safe

and economical design parameters for civil engineering structures. Both in-situ tests

and laboratory tests of the material as per BIS codal provisions are to be undertaken

to determine the engineering/physical properties. However, the scope of the present

chapter (PFR stage) is to identify the promising areas and tentative estimation of

quantity.


(2 x 250MW)



12.4 Construction Materials

A running hydroelectric project consisting of a 70m high earth dam (Chitrakonda dam),

HRT and surface powerhouse exist adjacent to the proposed Balimela PSP site. This

indicates availability of construction material in nearby areas. The borrow area and

quarry sites of the existing project can also be utilized.

12.4.1 Coarse Aggregate

A number of dolerite dykes are present in and around the project (Plate-II). Fresh

dolerite dyke can be used as coarse aggregate for concrete. In this connection, it is to

mention that some existing quarries at proposed intake area (Photo-2&3) have been

identified during the site visit on 24-25th Dec’19. Again, some quartzite outcrops are

also present in the vicinity of project site which can also be used. However,

determination of engineering properties and quantity assessment in detail will be

undertaken during DPR stage to know their suitability for wearing and non-wearing

surfaces as well as availability of sufficient quantities. Excavated muck consisting of

charnockite from tunnel and UGPH can also be used, if found suitable.

Photo-2: The existing quarry at the

proposed intake area

Photo-3:Expoosure of hard, competent

Dolerite near intake area


(2 x 250MW)



Tentative detail of coarse aggregate available from different quarry sites is listed

below:

Rock Quarry

No.

**Location (Lat/Long)

Area ( M2) Type of

Quarry Effective Height

(M)

Quantity (MCM)

Quantity Required

(MCM)

Aerial Distance

from Lower Dam Site

(Km)

1 18°12'52.91"N,

82° 5'28.57"E

142872.23 Dolerite 10 1.428 0.212 0.10

2 18°11'6.89"N,

82° 6'11.30"E

100906.4 Dolerite 10 1.0 3.75

3a 18°12'39.26"N,

82° 4'55.92"E,

74568.98 Quartzite 10 0.074 0.95

3b 18°13'2.81"N,

82° 4'56.01"E

121060.59 Quartzite 10 1.21 1.16

4a 18°11'29.12"N,

82° 4'34.24"E,

501.31 Dolerite 10 0.005 3.24

4b 18°11'31.22"N,

82° 4'27.48"E

559.01 Dolerite 10 0.005 3.15

Total 3.722

** All these locations are tentative and to be finalized during DPR stage investigations

However, it is proposed to carryout detailed survey and investigations (lab tests) to

work out available quantity of suitable materials for coarse aggregate near the project

site at later stages. A number of samples from each of the quarry sites will be collected

and tested in the standard laboratory for assessing their suitability as coarse

aggregate in concrete for wearing and non-wearing surfaces for construction of

various structures. The under mentioned laboratory tests to be carried out as per IS:

2386 (respective sections) at the DPR stage.

Specific Gravity

Density

Water Absorption

Aggregate Impact Value

Aggregate Crushing Value

Aggregate Abrasion Value

Soundness loss, 5 cycles in Na2SO4 solution

Alkali – Aggregate reactivity (Accelerated Mortar bar) test

Point load strength

Slake durability test

Petrographic Examination


(2 x 250MW)



12.4.2 Fine Aggregate


It to mention that the aerial distance of Potteruvagu river is within 4.5km from the lower

dam site and the Sileru river is located appx. 37 Km (aerial distance) from the lower

dam site. However, suitable location of sand quarries will be identified in DPR stage. It

appears that the river sand will be suitable; however, the required tests will have to be

done to know their suitability. In addition, the material from crushing of fresh rock

(Charnockite& dolerite) may also be used as fine aggregate, if found suitable. The

promising areas have been marked in Plate-II.

The under mentioned laboratory tests are to be conducted as per IS: 2386 during the

DPR stage.

Gradation and Fineness modulus

Specific Gravity

Silt and Clay content

Organic Impurities

Soundness loss, 5 cycle in Na2SO4 solution

Alkali – Aggregate reactivity (Accelerated Mortar bar) test

Petrographic & mineralogical studies

12.4.3 Impervious Clay


construction material of a homogeneous earth dam. Latosol (sandy/silty clay) is

present just downstream of the lower dam site and intake area of Alternate-1 site

appears to be suitable. However, laboratory test is required to know the suitability of

the material. The promising areas have been marked in Plate-II. Efforts will also be

made to identify some more areas including the borrow areas/old quarries of the

existing dam. The tentative details of Borrow areas are listed below:

Borrow Area No.

**Location (Lat/Long)

Area ( M2) Type of

borrow area

Effective Height

(M)

Quantity (MCM)

Quantity required (MCM)

Aerial Distance

from Lower

Dam site (Km)

1 18°13'8.42"N,

82° 5'37.39"E

11249.07 Clay 5 0.055 0.632 0.05

2 18°10'55.84"N,

82° 5'29.70"E

120758.88 Clay 5 0.604 3.89

Total 0.659

3a 18°14'34.78"N

82° 3'57.82"E

7662.42 Sand 4 0.30 4.04


(2 x 250MW)



3b 18°14'29.33"N

82° 3'36.31"E

6032.87 Sand 4 0.024 4.32

3c 18°14'35.21"N,

82° 3'48.15"E

6032.87 Sand 4 0.024 4.24

3d 18°14'22.14"N,

82° 3'29.36"E

2920.09 Sand 4 0.011 4.39

4a 18°13'55.65"N,

82° 3'25.09"E

4862.76 Sand 4 0.019 4.16

4b 18°13'33.36"N,

82° 3'13.46"E

10190.93 Sand 4 0.040 4.14

Total 0.418

** All these locations are tentative and will be finalized during DPR stage investigations

However, the finalization of effective quantity of available clay material & suitable

borrow areas will be carried out during DPR stage investigations. The under

mentioned laboratory tests are to be conducted on the collected samples from the trial

pits in accordance with the relevant sections of BIS 2720 codes before the DPR stage.

Natural moisture content

Specific gravity

Mechanical analysis

Atterberg limits & soil classification

Swelling index

Organic contents

Standard Proctor compaction test (consolidation & optimum moisture content)

One dimensional consolidation test

Triaxial shear test

Laboratory Permeability test of compacted material

Soil dispersivity identification tests

12.4.4 Water Samples

Samples of water are to be collected from Kharika jhora and tested for their suitability

for use in construction purposes. All the under mentioned tests on water samples are

to be conducted during pre-monsoon, monsoon and post-monsoon periods. Any other

alternate source if available can be workout in the DPR stage investigation.

Water quality tests

o pH

o Conductivity

o Temperature

o pH – calcium carbonate saturated

o Ammonium ions


(2 x 250MW)



o Deleterions sulphate

o Calcium

o Magnesium

o Sodium Cat-ions

o Potassium

o Hydroxide

o Carbonate

o Bi-carbonate An-ions

o Chloride

o Sulphate

o Acidity as CaCo3

o Alkalinity as CaCo3

o Dissolved salts – in organic,

organic and total soluble salts

o Suspended solids

12.4.5 Rock blocks for shell material, rip-rap & rock toe of dam

Fresh charnockite and dolerite can be used for shell material, rip-rap & rock toe of

dam. The excavated muck (charnockite) from the proposed HRT- powerhouse-TRT of

this project can also be used.

12.5 Conclusion & Recommendation

A hydroelectric project consisting of 70m high earth dam, HRT and surface

powerhouse exists near the project site. This indicates availability of construction

material. Borrow and quarry area of the existing project can be utilized.

A number of dolerite dykes and quartzite outcrops are present in and around the

project site and may be used for coarse aggregate. Excavated muck consisting of

charnockite from tunnel and UGPH can also be used, if found suitable.


Suitable location of sand quarries will be identified in DPR stage. Crushing of

excavated muck from tunnel and UGPH may also be used, if found suitable.

Latosol (sandy silty clay) is generally used as impervious core or in a homogeneous

earth dam which is likely to be available at the downstream of lower dam and in other

places. However, laboratory test is required to know the suitability of the material.

Efforts will also be made to identify the borrow areas and old quarries of the existing

dam. Fresh charnockite and dolerite can be used for shell material, rip-rap & rock toe

of dam.

CHAPTER-11ECONOMIC EVALUATION

Chapter 13: Economic Evaluation 1


(2x 250 MW)


13.1 General

The economic and financial evaluation of Balimela Pumped Storage Project, Odisha

has been carried out as per the standard guidelines issued by Central Electricity

Authority and the norms laid down by the Central Electricity Regulatory Commission

(CERC) for Hydro projects have been kept in view in this regard.

13.2 Project Benefits

The scheme would afford on annual peaking period energy generation of 1095 GWh

annually. For assessing the tariff, design energy generation of 1040.25 GWh,

calculated with 95% capacity availability in a normal dependable year, has been

adopted. The project would provide 500 MW of 6 hours daily peaking capacity

benefits.

13.3 Capital Cost

Three options have been considered.

i) Option-I – All Two units Fixed type

The project cost has been estimated at Rs. 1999.18 crores without IDC as given

below:

1. Cost of civil works = Rs. 1011.18 crores

2. Cost of Electrical/Mechanical works = Rs. 988.00 crores

Total = Rs. 1999.18 crores

The IDC as estimated based on the phasing of expenditure is Rs. 360.88 crores and

considering the impact of IDC the estimated project cost will be Rs.2360.06 crores

(including the land cost).

ii) Option-II – 1 unit Variable type and 1 unit Fixed type

The project cost has been estimated at Rs. 2045.37 crores without IDC as given

below:

1. Cost of civil works = Rs. 1023.79 crores

2. Cost of Electrical/Mechanical works = Rs. 1021.58 crores

Total = Rs. 2045.37 crores

The IDC as estimated based on the phasing of expenditure is Rs. 368.40 crores and

considering the impact of IDC the estimated project cost will be Rs. 2413.77 crores

(including the land cost).

Chapter-11

Economic Evaluation



(2x 250 MW)


13.4 Mode of Financing

The project is proposed to be financed with a debt equity ratio of 70:30. An interest

rate of 11.92% on the loan component has been considered for the financial analysis

of the project. The interest on the working capital is taken as 11.92%.

13.5 Phasing of Expenditure

The project is scheduled to be completed in 5 years 6 months from the financial

closure in all respects. The phasing of the expenditure worked out on the basis of

proposed construction programme is summarized in Table 13.1.

Table – 13.1

Option-I ( 2F) Phasing of Expenditure

Year Capital Expenditure

(Rs. crores)

Up-to 1st Year 50.56

2nd Year 301.62

3rd Year 476.25

4th Year 573.895

5th Year 497.48

6th Year (half) 99.380

Total 1999.18

Option-2 ( 1V+1F) Phasing of Expenditure

Year Capital Expenditure

(Rs. crores)

Up-to 1st Year 51.19

2nd Year 306.97

3rd Year 485.91

4th Year 587.96

5th Year 511.12

6th Year (half) 102.21

Total 2045.37



(2x 250 MW)


13.6 Financial Analysis

13.6.1 Basic and Normative Parameters

The following normative parameters have been adopted for working out the financial

analysis of the project including the land cost.

I. For option-1, all fixed type units, the estimated capital cost of Rs. 2360.06

crores including the Interest during Construction as Rs. 360.88 crores.

II. For option-2, 1 variable and 1 fixed type unit, the estimated capital cost of Rs.

Rs. 2413.77 crores including the Interest during Construction as Rs. 368.40

crores.

III. Annual gross energy generation of 1095 GWh and annual design energy as

1040.25 MU.

IV. Operation & maintenance expenses (including insurance) @ 3.5% of the project

cost in the first year with 4.77% escalation every year.

V. Depreciation allowed @ 5.28 % of the project cost excluding land cost for first

18 years and remaining depreciation is spread over the balance life i.e. 22

years on an average basis keeping 10% salvage value of the assets.

VI. Auxiliary consumption i.e. quantum of energy consumed by auxiliary

equipments of the generating station and transformer loss @ 1.25 % of the

energy generated.

VII. Interest on working capital @ 11.92%.

VIII. Interest during construction has been worked out based upon the interest rates

@ 11.92 %. The computations are given in Annexure for present day capital

cost.

IX. Return on equity @ 16.50%.

X. Discount Rate @ 12%.

XI. Corporate Tax @ 34.61%.

XII. Tax Holiday @ 10 years.

XIII. Loan Repayment @ 18 Year.

XIV. Pump-Generation Cycle efficiency @ 84%.

XV. Pumping Energy Required – 1303.57 MU.

XVI. MAT @ 21.55 %.

13.6.2 Assessment of Tariff

Based upon the parameters given above, the sale rate of energy at bus bar has been

computed in Annexure. The sale rate applicable in the first year and levellised tariff is

indicated below.



(2x 250 MW)



Sl. No. Off Peak Energy

Rate (Rs/kWh)

First Tariff

(Rs/kWh)

Levelized Tariff

(Rs/kWh)

1 1 6.65 6.12

2 2 7.88 7.35

3 3 9.11 8.58



Rate (Rs/kWh)

First Tariff

(Rs/kWh)

Levelized Tariff

(Rs/kWh)

1 1 6.77 6.24

2 2 8.00 7.47

3 3 9.23 8.70

Based upon the parameters given above the levelised cost of energy (i.e. cost to

company) applicable in the first year and levelised year is indicated below;



(Rs/kWh)

First Cost (Rs/kWh) Levelized Cost

(Rs/kWh)

1 1 5.17 4.55

2 2 6.40 5.78

3 3 7.63 7.01



Rate (Rs/kWh)

First Cost (Rs/kWh) Levelized Cost

(Rs/kWh)

1 1 5.26 4.63

2 2 6.49 5.86

3 3 7.72 7.09

Hard Cost Civil 1011.18 CR E&M 988.00

HalfYearlyPeriod

Rs in CR Rs in CR CIVIL E&M

1st year I 25.280 0.000 2.50% 0.00%

II 25.280 0.000 2.50% 0.00%

2nd year I 75.839 24.700 7.50% 2.50%

II 151.677 49.400 15.00% 5.00%

3rd Year I 151.677 98.800 15.00% 10.00%

II 151.677 74.100 15.00% 7.50%

4th Year I 151.677 123.500 15.00% 12.50%

II 101.118 197.600 10.00% 20.00%

5th Year I 101.118 197.600 10.00% 20.00%

II 50.559 148.200 5.00% 15.00%

6th Year I 25.280 74.100 2.50% 7.50%

Total 1011.18 988.00 100.00% 100.00%

Balimela Pumped Storage Project (2x 250 MW)

Phasing of Expenditure (Option-1)

Civil E&M TotalCost 1011.18 988.00 1999.18

Equity 30% Loan 70%Interest Rate 10.00%

5.00%

Annual FinancialCharges FC

0% 0.0%

Half Equity Loan Loan IDC Financing ClosingYearly Used Factor Outstanding

Period Civil E&M Total Loan1 25.280 0.000 25.280 7.584 17.696 0.700 0.442 0.000 18.1382 25.280 0.000 25.280 7.584 17.696 0.700 1.349 0.000 37.1833 75.839 24.700 100.539 30.162 70.377 0.700 3.619 0.000 111.1794 151.677 49.400 201.077 60.323 140.754 0.700 9.078 0.000 261.0105 151.677 98.800 250.477 75.143 175.334 0.700 17.434 0.000 453.7786 151.677 74.100 225.777 67.733 158.044 0.700 26.640 0.000 638.4627 151.677 123.500 275.177 82.553 192.624 0.700 36.739 0.000 867.8248 101.118 197.600 298.718 89.615 209.103 0.700 48.619 0.000 1125.5469 101.118 197.600 298.718 89.615 209.103 0.700 61.505 0.000 1396.15310 50.559 148.200 198.759 59.628 139.131 0.700 73.286 0.000 1608.57111 25.280 74.100 99.380 29.814 69.566 0.700 82.168 0.000 1760.304

Total 1011.18 988.00 1999.18 599.75 1399.43 360.88 0.00

Hard Cost 1999.18 CR Equity 599.75 CR 25.41%IDC 360.88 CR Loan 1760.30 CR 74.59%

Total 2360.06 CR Total 2360.06 CR

Expenditure

Balimela Pumped Storage Project (2 x 250 MW)Calculation of IDC

Option-1

TARIFF CALCULATIONS (as per CERC noms -2019-24)

Year ROE O&M Dep Outstanding Norm Loan Intt on Actual loan Intt on Off-peak Annual Tariff Discount Discounted

(Rs Crs) loan Repayment Loan Repayment O&M Spares Recievables Total W.C Energy Expenses Free Sold (Rs/Kwh) Factor Tariff

(Rs Crs) (Rs Crs) (Rs Crs) (Rs Crs) (Rs Crs) (Rs Crs) (Rs Crs) (Rs Crs) (Rs Crs) (Rs Crs) cost (%) MU (Rs/Kwh)

1 148.91 81.99 122.55 1652.04 122.55 189.62 91.78 6.83 12.30 113.79 132.92 15.84 123.84 682.75 0.00 1027.25 6.65 1.00 6.65

2 148.91 85.90 122.55 1529.49 122.55 175.01 91.78 7.16 12.88 111.99 132.03 15.74 123.84 671.95 0.00 1027.25 6.54 0.89 5.84

3 148.91 89.99 122.55 1406.95 122.55 160.40 91.78 7.50 13.50 110.22 131.22 15.64 123.84 661.34 0.00 1027.25 6.44 0.80 5.13

4 148.91 94.29 122.55 1284.40 122.55 145.80 91.78 7.86 14.14 108.49 130.49 15.55 123.84 650.94 0.00 1027.25 6.34 0.71 4.51

5 148.91 98.78 122.55 1161.85 122.55 131.19 91.78 8.23 14.82 106.79 129.84 15.48 123.84 640.75 0.00 1027.25 6.24 0.64 3.96

6 148.91 103.50 122.55 1039.30 122.55 116.58 91.78 8.62 15.52 105.13 129.28 15.41 123.84 630.79 0.00 1027.25 6.14 0.57 3.48

7 148.91 108.43 122.55 916.75 122.55 101.97 91.78 9.04 16.26 103.51 128.81 15.35 123.84 621.06 0.00 1027.25 6.05 0.51 3.06

8 148.91 113.61 122.55 794.21 122.55 87.37 91.78 9.47 17.04 101.93 128.44 15.31 123.84 611.58 0.00 1027.25 5.95 0.45 2.69

9 148.91 119.02 122.55 671.66 122.55 72.76 91.78 9.92 17.85 100.39 128.17 15.28 123.84 602.36 0.00 1027.25 5.86 0.40 2.37

10 148.91 124.70 122.55 549.11 122.55 58.15 91.78 10.39 18.71 98.90 128.00 15.26 123.84 593.41 0.00 1027.25 5.78 0.36 2.08

11 178.65 130.65 122.55 426.56 122.55 43.54 91.78 10.89 19.60 102.51 133.00 15.85 123.84 615.08 0.00 1027.25 5.99 0.32 1.93

12 178.65 136.88 122.55 304.02 122.55 28.93 91.78 11.41 20.53 101.12 133.06 15.86 123.84 606.71 0.00 1027.25 5.91 0.29 1.70

13 178.65 143.41 122.55 181.47 122.55 14.33 91.78 11.95 21.51 99.78 133.24 15.88 123.84 598.66 0.00 1027.25 5.83 0.26 1.50

14 178.65 150.25 122.55 58.92 58.92 3.51 91.78 12.52 22.54 99.13 134.19 16.00 123.84 594.80 0.00 1027.25 5.79 0.23 1.33

15 178.65 157.42 122.55 0.00 0.00 0.00 91.78 13.12 23.61 99.79 136.52 16.27 123.84 598.73 0.00 1027.25 5.83 0.20 1.19

16 178.65 164.93 122.55 0.00 0.00 0.00 91.78 13.74 24.74 101.10 139.58 16.64 123.84 606.60 0.00 1027.25 5.91 0.18 1.08

17 178.65 172.79 122.55 0.00 0.00 0.00 91.78 14.40 25.92 102.48 142.79 17.02 123.84 614.85 0.00 1027.25 5.99 0.16 0.98

18 178.65 181.04 5.57 0.00 0.00 0.00 91.78 15.09 27.16 84.02 126.27 15.05 123.84 504.15 0.00 1027.25 4.91 0.15 0.71

19 178.65 189.67 0.00 0.00 0.00 0.00 0.00 15.81 28.45 84.59 128.84 15.36 123.84 507.52 0.00 1027.25 4.94 0.13 0.64

20 178.65 198.72 0.00 0.00 0.00 0.00 0.00 16.56 29.81 86.17 132.54 15.80 123.84 517.01 0.00 1027.25 5.03 0.12 0.58

21 178.65 208.20 0.00 0.00 0.00 0.00 0.00 17.35 31.23 87.82 136.40 16.26 123.84 526.95 0.00 1027.25 5.13 0.10 0.53

22 178.65 218.13 0.00 0.00 0.00 0.00 0.00 18.18 32.72 89.56 140.46 16.74 123.84 537.36 0.00 1027.25 5.23 0.09 0.48

23 178.65 228.53 0.00 0.00 0.00 0.00 0.00 19.04 34.28 91.38 144.70 17.25 123.84 548.27 0.00 1027.25 5.34 0.08 0.44

24 178.65 239.44 0.00 0.00 0.00 0.00 0.00 19.95 35.92 93.28 149.15 17.78 123.84 559.70 0.00 1027.25 5.45 0.07 0.40

25 178.65 250.86 0.00 0.00 0.00 0.00 0.00 20.90 37.63 95.28 153.81 18.33 123.84 571.68 0.00 1027.25 5.57 0.07 0.37

26 178.65 262.82 0.00 0.00 0.00 0.00 0.00 21.90 39.42 97.37 158.70 18.92 123.84 584.23 0.00 1027.25 5.69 0.06 0.33

27 178.65 275.36 0.00 0.00 0.00 0.00 0.00 22.95 41.30 99.56 163.81 19.53 123.84 597.38 0.00 1027.25 5.82 0.05 0.31

28 178.65 288.49 0.00 0.00 0.00 0.00 0.00 24.04 43.27 101.86 169.17 20.17 123.84 611.15 0.00 1027.25 5.95 0.05 0.28

29 178.65 302.26 0.00 0.00 0.00 0.00 0.00 25.19 45.34 104.26 174.79 20.83 123.84 625.58 0.00 1027.25 6.09 0.04 0.25

30 178.65 316.67 0.00 0.00 0.00 0.00 0.00 26.39 47.50 106.78 180.67 21.54 123.84 640.70 0.00 1027.25 6.24 0.04 0.23

31 178.65 331.78 0.00 0.00 0.00 0.00 0.00 27.65 49.77 109.42 186.84 22.27 123.84 656.54 0.00 1027.25 6.39 0.03 0.21

32 178.65 347.60 0.00 0.00 0.00 0.00 0.00 28.97 52.14 112.19 193.30 23.04 123.84 673.13 0.00 1027.25 6.55 0.03 0.20

33 178.65 364.18 0.00 0.00 0.00 0.00 0.00 30.35 54.63 115.09 200.06 23.85 123.84 690.52 0.00 1027.25 6.72 0.03 0.18

34 178.65 381.56 0.00 0.00 0.00 0.00 0.00 31.80 57.23 118.12 207.15 24.69 123.84 708.74 0.00 1027.25 6.90 0.02 0.16

35 178.65 399.76 0.00 0.00 0.00 0.00 0.00 33.31 59.96 121.30 214.58 25.58 123.84 727.82 0.00 1027.25 7.09 0.02 0.15

36 178.65 418.83 0.00 0.00 0.00 0.00 0.00 34.90 62.82 124.64 222.36 26.51 123.84 747.82 0.00 1027.25 7.28 0.02 0.14

37 178.65 438.80 0.00 0.00 0.00 0.00 0.00 36.57 65.82 128.13 230.52 27.48 123.84 768.77 0.00 1027.25 7.48 0.02 0.13

38 178.65 459.73 0.00 0.00 0.00 0.00 0.00 38.31 68.96 131.79 239.06 28.50 123.84 790.72 0.00 1027.25 7.70 0.02 0.12

39 178.65 481.66 0.00 0.00 0.00 0.00 0.00 40.14 72.25 135.62 248.01 29.56 123.84 813.72 0.00 1027.25 7.92 0.01 0.11

40 178.65 504.64 0.00 0.00 0.00 0.00 0.00 42.05 75.70 139.63 257.38 30.68 123.84 837.81 0.00 1027.25 8.16 0.01 0.10

2088.88 1652.04 1652.04 9.2 56.5

L. T(P/Kwh)= 6.12

W.C Energy

Balimela PSP (500 MW)

OPTION-1 (Rs-1)





1 148.91 81.99 122.55 1652.04 122.55 189.62 91.78 6.83 12.30 134.85 153.98 18.35 247.68 809.10 0.00 1027.25 7.88 1.00 7.88

2 148.91 85.90 122.55 1529.49 122.55 175.01 91.78 7.16 12.88 133.05 153.09 18.25 247.68 798.30 0.00 1027.25 7.77 0.89 6.94

3 148.91 89.99 122.55 1406.95 122.55 160.40 91.78 7.50 13.50 131.28 152.28 18.15 247.68 787.69 0.00 1027.25 7.67 0.80 6.11

4 148.91 94.29 122.55 1284.40 122.55 145.80 91.78 7.86 14.14 129.55 151.55 18.06 247.68 777.29 0.00 1027.25 7.57 0.71 5.39

5 148.91 98.78 122.55 1161.85 122.55 131.19 91.78 8.23 14.82 127.85 150.90 17.99 247.68 767.10 0.00 1027.25 7.47 0.64 4.75

6 148.91 103.50 122.55 1039.30 122.55 116.58 91.78 8.62 15.52 126.19 150.34 17.92 247.68 757.14 0.00 1027.25 7.37 0.57 4.18

7 148.91 108.43 122.55 916.75 122.55 101.97 91.78 9.04 16.26 124.57 149.87 17.86 247.68 747.41 0.00 1027.25 7.28 0.51 3.69

8 148.91 113.61 122.55 794.21 122.55 87.37 91.78 9.47 17.04 122.99 149.50 17.82 247.68 737.93 0.00 1027.25 7.18 0.45 3.25

9 148.91 119.02 122.55 671.66 122.55 72.76 91.78 9.92 17.85 121.45 149.22 17.79 247.68 728.71 0.00 1027.25 7.09 0.40 2.87

10 148.91 124.70 122.55 549.11 122.55 58.15 91.78 10.39 18.71 119.96 149.06 17.77 247.68 719.76 0.00 1027.25 7.01 0.36 2.53

11 178.65 130.65 122.55 426.56 122.55 43.54 91.78 10.89 19.60 123.57 154.06 18.36 247.68 741.43 0.00 1027.25 7.22 0.32 2.32

12 178.65 136.88 122.55 304.02 122.55 28.93 91.78 11.41 20.53 122.18 154.12 18.37 247.68 733.06 0.00 1027.25 7.14 0.29 2.05

13 178.65 143.41 122.55 181.47 122.55 14.33 91.78 11.95 21.51 120.83 154.30 18.39 247.68 725.01 0.00 1027.25 7.06 0.26 1.81

14 178.65 150.25 122.55 58.92 58.92 3.51 91.78 12.52 22.54 120.19 155.25 18.51 247.68 721.15 0.00 1027.25 7.02 0.23 1.61

15 178.65 157.42 122.55 0.00 0.00 0.00 91.78 13.12 23.61 120.85 157.58 18.78 247.68 725.08 0.00 1027.25 7.06 0.20 1.44

16 178.65 164.93 122.55 0.00 0.00 0.00 91.78 13.74 24.74 122.16 160.64 19.15 247.68 732.95 0.00 1027.25 7.14 0.18 1.30

17 178.65 172.79 122.55 0.00 0.00 0.00 91.78 14.40 25.92 123.53 163.85 19.53 247.68 741.20 0.00 1027.25 7.22 0.16 1.18

18 178.65 181.04 5.57 0.00 0.00 0.00 91.78 15.09 27.16 105.08 147.32 17.56 247.68 630.50 0.00 1027.25 6.14 0.15 0.89

19 178.65 189.67 0.00 0.00 0.00 0.00 0.00 15.81 28.45 105.64 149.90 17.87 247.68 633.87 0.00 1027.25 6.17 0.13 0.80

20 178.65 198.72 0.00 0.00 0.00 0.00 0.00 16.56 29.81 107.23 153.59 18.31 247.68 643.36 0.00 1027.25 6.26 0.12 0.73

21 178.65 208.20 0.00 0.00 0.00 0.00 0.00 17.35 31.23 108.88 157.46 18.77 247.68 653.30 0.00 1027.25 6.36 0.10 0.66

22 178.65 218.13 0.00 0.00 0.00 0.00 0.00 18.18 32.72 110.62 161.52 19.25 247.68 663.71 0.00 1027.25 6.46 0.09 0.60

23 178.65 228.53 0.00 0.00 0.00 0.00 0.00 19.04 34.28 112.44 165.76 19.76 247.68 674.62 0.00 1027.25 6.57 0.08 0.54

24 178.65 239.44 0.00 0.00 0.00 0.00 0.00 19.95 35.92 114.34 170.21 20.29 247.68 686.05 0.00 1027.25 6.68 0.07 0.49

25 178.65 250.86 0.00 0.00 0.00 0.00 0.00 20.90 37.63 116.34 174.87 20.84 247.68 698.03 0.00 1027.25 6.80 0.07 0.45

26 178.65 262.82 0.00 0.00 0.00 0.00 0.00 21.90 39.42 118.43 179.76 21.43 247.68 710.58 0.00 1027.25 6.92 0.06 0.41

27 178.65 275.36 0.00 0.00 0.00 0.00 0.00 22.95 41.30 120.62 184.87 22.04 247.68 723.73 0.00 1027.25 7.05 0.05 0.37

28 178.65 288.49 0.00 0.00 0.00 0.00 0.00 24.04 43.27 122.92 190.23 22.68 247.68 737.50 0.00 1027.25 7.18 0.05 0.34

29 178.65 302.26 0.00 0.00 0.00 0.00 0.00 25.19 45.34 125.32 195.85 23.35 247.68 751.93 0.00 1027.25 7.32 0.04 0.31

30 178.65 316.67 0.00 0.00 0.00 0.00 0.00 26.39 47.50 127.84 201.73 24.05 247.68 767.05 0.00 1027.25 7.47 0.04 0.28

31 178.65 331.78 0.00 0.00 0.00 0.00 0.00 27.65 49.77 130.48 207.90 24.78 247.68 782.89 0.00 1027.25 7.62 0.03 0.25

32 178.65 347.60 0.00 0.00 0.00 0.00 0.00 28.97 52.14 133.25 214.35 25.55 247.68 799.48 0.00 1027.25 7.78 0.03 0.23

33 178.65 364.18 0.00 0.00 0.00 0.00 0.00 30.35 54.63 136.15 221.12 26.36 247.68 816.87 0.00 1027.25 7.95 0.03 0.21

34 178.65 381.56 0.00 0.00 0.00 0.00 0.00 31.80 57.23 139.18 228.21 27.20 247.68 835.09 0.00 1027.25 8.13 0.02 0.19

35 178.65 399.76 0.00 0.00 0.00 0.00 0.00 33.31 59.96 142.36 235.64 28.09 247.68 854.17 0.00 1027.25 8.32 0.02 0.18

36 178.65 418.83 0.00 0.00 0.00 0.00 0.00 34.90 62.82 145.69 243.42 29.02 247.68 874.17 0.00 1027.25 8.51 0.02 0.16

37 178.65 438.80 0.00 0.00 0.00 0.00 0.00 36.57 65.82 149.19 251.57 29.99 247.68 895.12 0.00 1027.25 8.71 0.02 0.15

38 178.65 459.73 0.00 0.00 0.00 0.00 0.00 38.31 68.96 152.84 260.12 31.01 247.68 917.07 0.00 1027.25 8.93 0.02 0.13

39 178.65 481.66 0.00 0.00 0.00 0.00 0.00 40.14 72.25 156.68 269.07 32.07 247.68 940.06 0.00 1027.25 9.15 0.01 0.12

40 178.65 504.64 0.00 0.00 0.00 0.00 0.00 42.05 75.70 160.69 278.44 33.19 247.68 964.16 0.00 1027.25 9.39 0.01 0.11

2088.88 1652.04 1652.04 9.2 67.9

L. T(P/Kwh)= 7.35

W.C Energy


OPTION-1 (Rs-2)





1 148.91 81.99 122.55 1652.04 122.55 189.62 91.78 6.83 12.30 155.91 175.04 20.86 371.52 935.45 0.00 1027.25 9.11 1.00 9.11

2 148.91 85.90 122.55 1529.49 122.55 175.01 91.78 7.16 12.88 154.11 174.15 20.76 371.52 924.65 0.00 1027.25 9.00 0.89 8.04

3 148.91 89.99 122.55 1406.95 122.55 160.40 91.78 7.50 13.50 152.34 173.34 20.66 371.52 914.04 0.00 1027.25 8.90 0.80 7.09

4 148.91 94.29 122.55 1284.40 122.55 145.80 91.78 7.86 14.14 150.61 172.61 20.57 371.52 903.64 0.00 1027.25 8.80 0.71 6.26

5 148.91 98.78 122.55 1161.85 122.55 131.19 91.78 8.23 14.82 148.91 171.96 20.50 371.52 893.45 0.00 1027.25 8.70 0.64 5.53

6 148.91 103.50 122.55 1039.30 122.55 116.58 91.78 8.62 15.52 147.25 171.40 20.43 371.52 883.49 0.00 1027.25 8.60 0.57 4.88

7 148.91 108.43 122.55 916.75 122.55 101.97 91.78 9.04 16.26 145.63 170.93 20.37 371.52 873.76 0.00 1027.25 8.51 0.51 4.31

8 148.91 113.61 122.55 794.21 122.55 87.37 91.78 9.47 17.04 144.05 170.55 20.33 371.52 864.28 0.00 1027.25 8.41 0.45 3.81

9 148.91 119.02 122.55 671.66 122.55 72.76 91.78 9.92 17.85 142.51 170.28 20.30 371.52 855.06 0.00 1027.25 8.32 0.40 3.36

10 148.91 124.70 122.55 549.11 122.55 58.15 91.78 10.39 18.71 141.02 170.12 20.28 371.52 846.11 0.00 1027.25 8.24 0.36 2.97

11 178.65 130.65 122.55 426.56 122.55 43.54 91.78 10.89 19.60 144.63 175.12 20.87 371.52 867.78 0.00 1027.25 8.45 0.32 2.72

12 178.65 136.88 122.55 304.02 122.55 28.93 91.78 11.41 20.53 143.24 175.17 20.88 371.52 859.41 0.00 1027.25 8.37 0.29 2.41

13 178.65 143.41 122.55 181.47 122.55 14.33 91.78 11.95 21.51 141.89 175.36 20.90 371.52 851.36 0.00 1027.25 8.29 0.26 2.13

14 178.65 150.25 122.55 58.92 58.92 3.51 91.78 12.52 22.54 141.25 176.31 21.02 371.52 847.50 0.00 1027.25 8.25 0.23 1.89

15 178.65 157.42 122.55 0.00 0.00 0.00 91.78 13.12 23.61 141.90 178.64 21.29 371.52 851.43 0.00 1027.25 8.29 0.20 1.70

16 178.65 164.93 122.55 0.00 0.00 0.00 91.78 13.74 24.74 143.22 181.70 21.66 371.52 859.30 0.00 1027.25 8.37 0.18 1.53

17 178.65 172.79 122.55 0.00 0.00 0.00 91.78 14.40 25.92 144.59 184.91 22.04 371.52 867.55 0.00 1027.25 8.45 0.16 1.38

18 178.65 181.04 5.57 0.00 0.00 0.00 91.78 15.09 27.16 126.14 168.38 20.07 371.52 756.85 0.00 1027.25 7.37 0.15 1.07

19 178.65 189.67 0.00 0.00 0.00 0.00 0.00 15.81 28.45 126.70 170.96 20.38 371.52 760.22 0.00 1027.25 7.40 0.13 0.96

20 178.65 198.72 0.00 0.00 0.00 0.00 0.00 16.56 29.81 128.28 174.65 20.82 371.52 769.71 0.00 1027.25 7.49 0.12 0.87

21 178.65 208.20 0.00 0.00 0.00 0.00 0.00 17.35 31.23 129.94 178.52 21.28 371.52 779.65 0.00 1027.25 7.59 0.10 0.79

22 178.65 218.13 0.00 0.00 0.00 0.00 0.00 18.18 32.72 131.68 182.57 21.76 371.52 790.06 0.00 1027.25 7.69 0.09 0.71

23 178.65 228.53 0.00 0.00 0.00 0.00 0.00 19.04 34.28 133.50 186.82 22.27 371.52 800.97 0.00 1027.25 7.80 0.08 0.64

24 178.65 239.44 0.00 0.00 0.00 0.00 0.00 19.95 35.92 135.40 191.27 22.80 371.52 812.40 0.00 1027.25 7.91 0.07 0.58

25 178.65 250.86 0.00 0.00 0.00 0.00 0.00 20.90 37.63 137.40 195.93 23.35 371.52 824.38 0.00 1027.25 8.03 0.07 0.53

26 178.65 262.82 0.00 0.00 0.00 0.00 0.00 21.90 39.42 139.49 200.81 23.94 371.52 836.93 0.00 1027.25 8.15 0.06 0.48

27 178.65 275.36 0.00 0.00 0.00 0.00 0.00 22.95 41.30 141.68 205.93 24.55 371.52 850.07 0.00 1027.25 8.28 0.05 0.43

28 178.65 288.49 0.00 0.00 0.00 0.00 0.00 24.04 43.27 143.97 211.29 25.19 371.52 863.85 0.00 1027.25 8.41 0.05 0.39

29 178.65 302.26 0.00 0.00 0.00 0.00 0.00 25.19 45.34 146.38 216.91 25.86 371.52 878.28 0.00 1027.25 8.55 0.04 0.36

30 178.65 316.67 0.00 0.00 0.00 0.00 0.00 26.39 47.50 148.90 222.79 26.56 371.52 893.40 0.00 1027.25 8.70 0.04 0.33

31 178.65 331.78 0.00 0.00 0.00 0.00 0.00 27.65 49.77 151.54 228.95 27.29 371.52 909.24 0.00 1027.25 8.85 0.03 0.30

32 178.65 347.60 0.00 0.00 0.00 0.00 0.00 28.97 52.14 154.31 235.41 28.06 371.52 925.83 0.00 1027.25 9.01 0.03 0.27

33 178.65 364.18 0.00 0.00 0.00 0.00 0.00 30.35 54.63 157.20 242.18 28.87 371.52 943.22 0.00 1027.25 9.18 0.03 0.24

34 178.65 381.56 0.00 0.00 0.00 0.00 0.00 31.80 57.23 160.24 249.27 29.71 371.52 961.44 0.00 1027.25 9.36 0.02 0.22

35 178.65 399.76 0.00 0.00 0.00 0.00 0.00 33.31 59.96 163.42 256.70 30.60 371.52 980.52 0.00 1027.25 9.55 0.02 0.20

36 178.65 418.83 0.00 0.00 0.00 0.00 0.00 34.90 62.82 166.75 264.48 31.53 371.52 1000.52 0.00 1027.25 9.74 0.02 0.18

37 178.65 438.80 0.00 0.00 0.00 0.00 0.00 36.57 65.82 170.24 272.63 32.50 371.52 1021.47 0.00 1027.25 9.94 0.02 0.17

38 178.65 459.73 0.00 0.00 0.00 0.00 0.00 38.31 68.96 173.90 281.17 33.52 371.52 1043.42 0.00 1027.25 10.16 0.02 0.15

39 178.65 481.66 0.00 0.00 0.00 0.00 0.00 40.14 72.25 177.74 290.12 34.58 371.52 1066.41 0.00 1027.25 10.38 0.01 0.14

40 178.65 504.64 0.00 0.00 0.00 0.00 0.00 42.05 75.70 181.75 299.50 35.70 371.52 1090.51 0.00 1027.25 10.62 0.01 0.13

2088.88 1652.04 1652.04 9.2 79.3

L. T(P/Kwh)= 8.58

W.C Energy


OPTION-1 (Rs-3)

Hard Cost Civil 1023.79 CR E&M 1021.58

Half

Yearly

Period

Rs in CR Rs in CR CIVIL E&M

1st year I 25.595 0.000 2.50% 0.00%

II 25.595 0.000 2.50% 0.00%

2nd year I 76.784 25.540 7.50% 2.50%

II 153.569 51.079 15.00% 5.00%

3rd Year I 153.569 102.158 15.00% 10.00%

II 153.569 76.619 15.00% 7.50%

4th Year I 153.569 127.698 15.00% 12.50%

II 102.379 204.316 10.00% 20.00%

5th Year I 102.379 204.316 10.00% 20.00%

II 51.190 153.237 5.00% 15.00%

6th Year I 25.595 76.619 2.50% 7.50%

Total 1023.79 1021.58 100.00% 100.00%

Balimela Pumped Storage Project (2x 250 MW)

Phasing of Expenditure (Option-II)

Civil E&M Total

Cost 1023.79 1021.58 2045.37

Equity 30% Loan 70%

Interest Rate 10.00%

5.00%

Annual Financial

Charges FC 0% 0.0%

Half Equity Loan Loan IDC Financing Closing

Yearly Used Factor Outstanding

Period Civil E&M Total Loan

1 25.595 0.000 25.595 7.678 17.916 0.700 0.448 0.000 18.364

2 25.595 0.000 25.595 7.678 17.916 0.700 1.366 0.000 37.647

3 76.784 25.540 102.324 30.697 71.627 0.700 3.673 0.000 112.946

4 153.569 51.079 204.648 61.394 143.253 0.700 9.229 0.000 265.428

5 153.569 102.158 255.727 76.718 179.009 0.700 17.747 0.000 462.183

6 153.569 76.619 230.187 69.056 161.131 0.700 27.137 0.000 650.452

7 153.569 127.698 281.266 84.380 196.886 0.700 37.445 0.000 884.783

8 102.379 204.316 306.695 92.009 214.687 0.700 49.606 0.000 1149.075

9 102.379 204.316 306.695 92.009 214.687 0.700 62.821 0.000 1426.583

10 51.190 153.237 204.427 61.328 143.099 0.700 74.907 0.000 1644.588

11 25.595 76.619 102.213 30.664 71.549 0.700 84.018 0.000 1800.155

Total 1023.79 1021.58 2045.37 613.61 1431.76 368.40 0.00

Hard Cost 2045.37 CR Equity 613.61 CR 25.42%

IDC 368.40 CR Loan 1800.16 CR 74.58%

Total 2413.77 CR Total 2413.77 CR

Expenditure

Balimela Pumped Storage Project (2 x 250 MW)

Calculation of IDC

Option-II





1 152.30 83.87 125.36 1689.64 125.36 193.93 93.87 6.99 12.58 115.91 135.48 16.15 123.84 695.45 0.00 1027.25 6.77 1.00 6.77

2 152.30 87.87 125.36 1564.28 125.36 178.99 93.87 7.32 13.18 114.07 134.57 16.04 123.84 684.40 0.00 1027.25 6.66 0.89 5.95

3 152.30 92.06 125.36 1438.92 125.36 164.05 93.87 7.67 13.81 112.26 133.74 15.94 123.84 673.55 0.00 1027.25 6.56 0.80 5.23

4 152.30 96.45 125.36 1313.57 125.36 149.11 93.87 8.04 14.47 110.48 132.99 15.85 123.84 662.90 0.00 1027.25 6.45 0.71 4.59

5 152.30 101.05 125.36 1188.21 125.36 134.16 93.87 8.42 15.16 108.75 132.33 15.77 123.84 652.48 0.00 1027.25 6.35 0.64 4.04

6 152.30 105.87 125.36 1062.86 125.36 119.22 93.87 8.82 15.88 107.05 131.75 15.70 123.84 642.29 0.00 1027.25 6.25 0.57 3.55

7 152.30 110.92 125.36 937.50 125.36 104.28 93.87 9.24 16.64 105.39 131.27 15.65 123.84 632.34 0.00 1027.25 6.16 0.51 3.12

8 152.30 116.21 125.36 812.14 125.36 89.34 93.87 9.68 17.43 103.77 130.89 15.60 123.84 622.65 0.00 1027.25 6.06 0.45 2.74

9 152.30 121.75 125.36 686.79 125.36 74.39 93.87 10.15 18.26 102.20 130.61 15.57 123.84 613.21 0.00 1027.25 5.97 0.40 2.41

10 152.30 127.56 125.36 561.43 125.36 59.45 93.87 10.63 19.13 100.68 130.44 15.55 123.84 604.06 0.00 1027.25 5.88 0.36 2.12

11 182.72 133.65 125.36 436.08 125.36 44.51 93.87 11.14 20.05 104.37 135.55 16.16 123.84 626.22 0.00 1027.25 6.10 0.32 1.96

12 182.72 140.02 125.36 310.72 125.36 29.57 93.87 11.67 21.00 102.94 135.62 16.17 123.84 617.66 0.00 1027.25 6.01 0.29 1.73

13 182.72 146.70 125.36 185.36 125.36 14.62 93.87 12.22 22.00 101.57 135.80 16.19 123.84 609.42 0.00 1027.25 5.93 0.26 1.52

14 182.72 153.70 125.36 60.01 60.01 3.58 93.87 12.81 23.05 100.91 136.78 16.30 123.84 605.49 0.00 1027.25 5.89 0.23 1.35

15 182.72 161.03 125.36 0.00 0.00 0.00 93.87 13.42 24.15 101.59 139.16 16.59 123.84 609.53 0.00 1027.25 5.93 0.20 1.21

16 182.72 168.71 125.36 0.00 0.00 0.00 93.87 14.06 25.31 102.93 142.30 16.96 123.84 617.58 0.00 1027.25 6.01 0.18 1.10

17 182.72 176.76 125.36 0.00 0.00 0.00 93.87 14.73 26.51 104.34 145.58 17.35 123.84 626.02 0.00 1027.25 6.09 0.16 0.99

18 182.72 185.19 5.70 0.00 0.00 0.00 93.87 15.43 27.78 85.46 128.67 15.34 123.84 512.78 0.00 1027.25 4.99 0.15 0.73

19 182.72 194.02 0.00 0.00 0.00 0.00 0.00 16.17 29.10 86.04 131.31 15.65 123.84 516.23 0.00 1027.25 5.03 0.13 0.65

20 182.72 203.28 0.00 0.00 0.00 0.00 0.00 16.94 30.49 87.66 135.09 16.10 123.84 525.93 0.00 1027.25 5.12 0.12 0.59

21 182.72 212.97 0.00 0.00 0.00 0.00 0.00 17.75 31.95 89.35 139.04 16.57 123.84 536.10 0.00 1027.25 5.22 0.10 0.54

22 182.72 223.13 0.00 0.00 0.00 0.00 0.00 18.59 33.47 91.13 143.19 17.07 123.84 546.75 0.00 1027.25 5.32 0.09 0.49

23 182.72 233.77 0.00 0.00 0.00 0.00 0.00 19.48 35.07 92.99 147.53 17.59 123.84 557.92 0.00 1027.25 5.43 0.08 0.45

24 182.72 244.93 0.00 0.00 0.00 0.00 0.00 20.41 36.74 94.93 152.08 18.13 123.84 569.61 0.00 1027.25 5.55 0.07 0.41

25 182.72 256.61 0.00 0.00 0.00 0.00 0.00 21.38 38.49 96.98 156.85 18.70 123.84 581.86 0.00 1027.25 5.66 0.07 0.37

26 182.72 268.85 0.00 0.00 0.00 0.00 0.00 22.40 40.33 99.12 161.85 19.29 123.84 594.70 0.00 1027.25 5.79 0.06 0.34

27 182.72 281.67 0.00 0.00 0.00 0.00 0.00 23.47 42.25 101.36 167.08 19.92 123.84 608.14 0.00 1027.25 5.92 0.05 0.31

28 182.72 295.11 0.00 0.00 0.00 0.00 0.00 24.59 44.27 103.71 172.56 20.57 123.84 622.23 0.00 1027.25 6.06 0.05 0.28

29 182.72 309.19 0.00 0.00 0.00 0.00 0.00 25.77 46.38 106.17 178.31 21.25 123.84 637.00 0.00 1027.25 6.20 0.04 0.26

30 182.72 323.93 0.00 0.00 0.00 0.00 0.00 26.99 48.59 108.74 184.33 21.97 123.84 652.46 0.00 1027.25 6.35 0.04 0.24

31 182.72 339.39 0.00 0.00 0.00 0.00 0.00 28.28 50.91 111.44 190.63 22.72 123.84 668.66 0.00 1027.25 6.51 0.03 0.22

32 182.72 355.57 0.00 0.00 0.00 0.00 0.00 29.63 53.34 114.27 197.24 23.51 123.84 685.64 0.00 1027.25 6.67 0.03 0.20

33 182.72 372.54 0.00 0.00 0.00 0.00 0.00 31.04 55.88 117.24 204.16 24.34 123.84 703.43 0.00 1027.25 6.85 0.03 0.18

34 182.72 390.31 0.00 0.00 0.00 0.00 0.00 32.53 58.55 120.34 211.41 25.20 123.84 722.06 0.00 1027.25 7.03 0.02 0.17

35 182.72 408.92 0.00 0.00 0.00 0.00 0.00 34.08 61.34 123.60 219.01 26.11 123.84 741.58 0.00 1027.25 7.22 0.02 0.15

36 182.72 428.43 0.00 0.00 0.00 0.00 0.00 35.70 64.26 127.01 226.97 27.06 123.84 762.04 0.00 1027.25 7.42 0.02 0.14

37 182.72 448.86 0.00 0.00 0.00 0.00 0.00 37.41 67.33 130.58 235.31 28.05 123.84 783.47 0.00 1027.25 7.63 0.02 0.13

38 182.72 470.28 0.00 0.00 0.00 0.00 0.00 39.19 70.54 134.32 244.05 29.09 123.84 805.92 0.00 1027.25 7.85 0.02 0.12

39 182.72 492.71 0.00 0.00 0.00 0.00 0.00 41.06 73.91 138.24 253.21 30.18 123.84 829.44 0.00 1027.25 8.07 0.01 0.11

40 182.72 516.21 0.00 0.00 0.00 0.00 0.00 43.02 77.43 142.35 262.80 31.33 123.84 854.09 0.00 1027.25 8.31 0.01 0.10

2136.75 1689.64 1689.64 9.2 57.6

L. T(P/Kwh)= 6.24

W.C Energy


OPTION-II (Rs-1)





1 152.30 83.87 125.36 1689.64 125.36 193.93 93.87 6.99 12.58 136.97 156.53 18.66 247.68 821.80 0.00 1027.25 8.00 1.00 8.00

2 152.30 87.87 125.36 1564.28 125.36 178.99 93.87 7.32 13.18 135.12 155.63 18.55 247.68 810.75 0.00 1027.25 7.89 0.89 7.05

3 152.30 92.06 125.36 1438.92 125.36 164.05 93.87 7.67 13.81 133.32 154.80 18.45 247.68 799.89 0.00 1027.25 7.79 0.80 6.21

4 152.30 96.45 125.36 1313.57 125.36 149.11 93.87 8.04 14.47 131.54 154.05 18.36 247.68 789.25 0.00 1027.25 7.68 0.71 5.47

5 152.30 101.05 125.36 1188.21 125.36 134.16 93.87 8.42 15.16 129.81 153.38 18.28 247.68 778.83 0.00 1027.25 7.58 0.64 4.82

6 152.30 105.87 125.36 1062.86 125.36 119.22 93.87 8.82 15.88 128.11 152.81 18.21 247.68 768.64 0.00 1027.25 7.48 0.57 4.25

7 152.30 110.92 125.36 937.50 125.36 104.28 93.87 9.24 16.64 126.45 152.33 18.16 247.68 758.69 0.00 1027.25 7.39 0.51 3.74

8 152.30 116.21 125.36 812.14 125.36 89.34 93.87 9.68 17.43 124.83 151.95 18.11 247.68 749.00 0.00 1027.25 7.29 0.45 3.30

9 152.30 121.75 125.36 686.79 125.36 74.39 93.87 10.15 18.26 123.26 151.67 18.08 247.68 739.56 0.00 1027.25 7.20 0.40 2.91

10 152.30 127.56 125.36 561.43 125.36 59.45 93.87 10.63 19.13 121.73 151.50 18.06 247.68 730.41 0.00 1027.25 7.11 0.36 2.56

11 182.72 133.65 125.36 436.08 125.36 44.51 93.87 11.14 20.05 125.43 156.61 18.67 247.68 752.57 0.00 1027.25 7.33 0.32 2.36

12 182.72 140.02 125.36 310.72 125.36 29.57 93.87 11.67 21.00 124.00 156.67 18.68 247.68 744.01 0.00 1027.25 7.24 0.29 2.08

13 182.72 146.70 125.36 185.36 125.36 14.62 93.87 12.22 22.00 122.63 156.86 18.70 247.68 735.77 0.00 1027.25 7.16 0.26 1.84

14 182.72 153.70 125.36 60.01 60.01 3.58 93.87 12.81 23.05 121.97 157.84 18.81 247.68 731.84 0.00 1027.25 7.12 0.23 1.63

15 182.72 161.03 125.36 0.00 0.00 0.00 93.87 13.42 24.15 122.65 160.22 19.10 247.68 735.88 0.00 1027.25 7.16 0.20 1.47

16 182.72 168.71 125.36 0.00 0.00 0.00 93.87 14.06 25.31 123.99 163.35 19.47 247.68 743.93 0.00 1027.25 7.24 0.18 1.32

17 182.72 176.76 125.36 0.00 0.00 0.00 93.87 14.73 26.51 125.40 166.64 19.86 247.68 752.37 0.00 1027.25 7.32 0.16 1.19

18 182.72 185.19 5.70 0.00 0.00 0.00 93.87 15.43 27.78 106.52 149.73 17.85 247.68 639.13 0.00 1027.25 6.22 0.15 0.91

19 182.72 194.02 0.00 0.00 0.00 0.00 0.00 16.17 29.10 107.10 152.37 18.16 247.68 642.58 0.00 1027.25 6.26 0.13 0.81

20 182.72 203.28 0.00 0.00 0.00 0.00 0.00 16.94 30.49 108.71 156.15 18.61 247.68 652.28 0.00 1027.25 6.35 0.12 0.74

21 182.72 212.97 0.00 0.00 0.00 0.00 0.00 17.75 31.95 110.41 160.10 19.08 247.68 662.45 0.00 1027.25 6.45 0.10 0.67

22 182.72 223.13 0.00 0.00 0.00 0.00 0.00 18.59 33.47 112.18 164.25 19.58 247.68 673.10 0.00 1027.25 6.55 0.09 0.61

23 182.72 233.77 0.00 0.00 0.00 0.00 0.00 19.48 35.07 114.04 168.59 20.10 247.68 684.27 0.00 1027.25 6.66 0.08 0.55

24 182.72 244.93 0.00 0.00 0.00 0.00 0.00 20.41 36.74 115.99 173.14 20.64 247.68 695.96 0.00 1027.25 6.77 0.07 0.50

25 182.72 256.61 0.00 0.00 0.00 0.00 0.00 21.38 38.49 118.04 177.91 21.21 247.68 708.21 0.00 1027.25 6.89 0.07 0.45

26 182.72 268.85 0.00 0.00 0.00 0.00 0.00 22.40 40.33 120.17 182.91 21.80 247.68 721.05 0.00 1027.25 7.02 0.06 0.41

27 182.72 281.67 0.00 0.00 0.00 0.00 0.00 23.47 42.25 122.42 188.14 22.43 247.68 734.49 0.00 1027.25 7.15 0.05 0.38

28 182.72 295.11 0.00 0.00 0.00 0.00 0.00 24.59 44.27 124.76 193.62 23.08 247.68 748.58 0.00 1027.25 7.29 0.05 0.34

29 182.72 309.19 0.00 0.00 0.00 0.00 0.00 25.77 46.38 127.22 199.37 23.76 247.68 763.34 0.00 1027.25 7.43 0.04 0.31

30 182.72 323.93 0.00 0.00 0.00 0.00 0.00 26.99 48.59 129.80 205.39 24.48 247.68 778.81 0.00 1027.25 7.58 0.04 0.28

31 182.72 339.39 0.00 0.00 0.00 0.00 0.00 28.28 50.91 132.50 211.69 25.23 247.68 795.01 0.00 1027.25 7.74 0.03 0.26

32 182.72 355.57 0.00 0.00 0.00 0.00 0.00 29.63 53.34 135.33 218.30 26.02 247.68 811.99 0.00 1027.25 7.90 0.03 0.24

33 182.72 372.54 0.00 0.00 0.00 0.00 0.00 31.04 55.88 138.30 225.22 26.85 247.68 829.78 0.00 1027.25 8.08 0.03 0.21

34 182.72 390.31 0.00 0.00 0.00 0.00 0.00 32.53 58.55 141.40 232.47 27.71 247.68 848.41 0.00 1027.25 8.26 0.02 0.20

35 182.72 408.92 0.00 0.00 0.00 0.00 0.00 34.08 61.34 144.66 240.07 28.62 247.68 867.93 0.00 1027.25 8.45 0.02 0.18

36 182.72 428.43 0.00 0.00 0.00 0.00 0.00 35.70 64.26 148.06 248.03 29.57 247.68 888.39 0.00 1027.25 8.65 0.02 0.16

37 182.72 448.86 0.00 0.00 0.00 0.00 0.00 37.41 67.33 151.64 256.37 30.56 247.68 909.82 0.00 1027.25 8.86 0.02 0.15

38 182.72 470.28 0.00 0.00 0.00 0.00 0.00 39.19 70.54 155.38 265.11 31.60 247.68 932.27 0.00 1027.25 9.08 0.02 0.14

39 182.72 492.71 0.00 0.00 0.00 0.00 0.00 41.06 73.91 159.30 274.26 32.69 247.68 955.79 0.00 1027.25 9.30 0.01 0.13

40 182.72 516.21 0.00 0.00 0.00 0.00 0.00 43.02 77.43 163.41 283.86 33.84 247.68 980.44 0.00 1027.25 9.54 0.01 0.11

2136.75 1689.64 1689.64 9.2 68.9

L. T(P/Kwh)= 7.47

W.C Energy


OPTION-II (Rs-2)





1 152.30 83.87 125.36 1689.64 125.36 193.93 93.87 6.99 12.58 158.02 177.59 21.17 371.52 948.14 0.00 1027.25 9.23 1.00 9.23

2 152.30 87.87 125.36 1564.28 125.36 178.99 93.87 7.32 13.18 156.18 176.68 21.06 371.52 937.09 0.00 1027.25 9.12 0.89 8.14

3 152.30 92.06 125.36 1438.92 125.36 164.05 93.87 7.67 13.81 154.37 175.85 20.96 371.52 926.24 0.00 1027.25 9.02 0.80 7.19

4 152.30 96.45 125.36 1313.57 125.36 149.11 93.87 8.04 14.47 152.60 175.11 20.87 371.52 915.60 0.00 1027.25 8.91 0.71 6.34

5 152.30 101.05 125.36 1188.21 125.36 134.16 93.87 8.42 15.16 150.86 174.44 20.79 371.52 905.18 0.00 1027.25 8.81 0.64 5.60

6 152.30 105.87 125.36 1062.86 125.36 119.22 93.87 8.82 15.88 149.17 173.87 20.73 371.52 894.99 0.00 1027.25 8.71 0.57 4.94

7 152.30 110.92 125.36 937.50 125.36 104.28 93.87 9.24 16.64 147.51 173.39 20.67 371.52 885.04 0.00 1027.25 8.62 0.51 4.36

8 152.30 116.21 125.36 812.14 125.36 89.34 93.87 9.68 17.43 145.89 173.01 20.62 371.52 875.35 0.00 1027.25 8.52 0.45 3.85

9 152.30 121.75 125.36 686.79 125.36 74.39 93.87 10.15 18.26 144.32 172.73 20.59 371.52 865.91 0.00 1027.25 8.43 0.40 3.40

10 152.30 127.56 125.36 561.43 125.36 59.45 93.87 10.63 19.13 142.79 172.56 20.57 371.52 856.76 0.00 1027.25 8.34 0.36 3.01

11 182.72 133.65 125.36 436.08 125.36 44.51 93.87 11.14 20.05 146.49 177.67 21.18 371.52 878.92 0.00 1027.25 8.56 0.32 2.75

12 182.72 140.02 125.36 310.72 125.36 29.57 93.87 11.67 21.00 145.06 177.73 21.19 371.52 870.36 0.00 1027.25 8.47 0.29 2.44

13 182.72 146.70 125.36 185.36 125.36 14.62 93.87 12.22 22.00 143.69 177.92 21.21 371.52 862.12 0.00 1027.25 8.39 0.26 2.15

14 182.72 153.70 125.36 60.01 60.01 3.58 93.87 12.81 23.05 143.03 178.89 21.32 371.52 858.19 0.00 1027.25 8.35 0.23 1.91

15 182.72 161.03 125.36 0.00 0.00 0.00 93.87 13.42 24.15 143.70 181.28 21.61 371.52 862.23 0.00 1027.25 8.39 0.20 1.72

16 182.72 168.71 125.36 0.00 0.00 0.00 93.87 14.06 25.31 145.05 184.41 21.98 371.52 870.28 0.00 1027.25 8.47 0.18 1.55

17 182.72 176.76 125.36 0.00 0.00 0.00 93.87 14.73 26.51 146.45 187.70 22.37 371.52 878.72 0.00 1027.25 8.55 0.16 1.40

18 182.72 185.19 5.70 0.00 0.00 0.00 93.87 15.43 27.78 127.58 170.79 20.36 371.52 765.48 0.00 1027.25 7.45 0.15 1.09

19 182.72 194.02 0.00 0.00 0.00 0.00 0.00 16.17 29.10 128.15 173.43 20.67 371.52 768.93 0.00 1027.25 7.49 0.13 0.97

20 182.72 203.28 0.00 0.00 0.00 0.00 0.00 16.94 30.49 129.77 177.20 21.12 371.52 778.63 0.00 1027.25 7.58 0.12 0.88

21 182.72 212.97 0.00 0.00 0.00 0.00 0.00 17.75 31.95 131.47 181.16 21.59 371.52 788.80 0.00 1027.25 7.68 0.10 0.80

22 182.72 223.13 0.00 0.00 0.00 0.00 0.00 18.59 33.47 133.24 185.31 22.09 371.52 799.45 0.00 1027.25 7.78 0.09 0.72

23 182.72 233.77 0.00 0.00 0.00 0.00 0.00 19.48 35.07 135.10 189.65 22.61 371.52 810.61 0.00 1027.25 7.89 0.08 0.65

24 182.72 244.93 0.00 0.00 0.00 0.00 0.00 20.41 36.74 137.05 194.20 23.15 371.52 822.31 0.00 1027.25 8.00 0.07 0.59

25 182.72 256.61 0.00 0.00 0.00 0.00 0.00 21.38 38.49 139.09 198.97 23.72 371.52 834.56 0.00 1027.25 8.12 0.07 0.54

26 182.72 268.85 0.00 0.00 0.00 0.00 0.00 22.40 40.33 141.23 203.96 24.31 371.52 847.40 0.00 1027.25 8.25 0.06 0.49

27 182.72 281.67 0.00 0.00 0.00 0.00 0.00 23.47 42.25 143.47 209.20 24.94 371.52 860.84 0.00 1027.25 8.38 0.05 0.44

28 182.72 295.11 0.00 0.00 0.00 0.00 0.00 24.59 44.27 145.82 214.68 25.59 371.52 874.93 0.00 1027.25 8.52 0.05 0.40

29 182.72 309.19 0.00 0.00 0.00 0.00 0.00 25.77 46.38 148.28 220.43 26.27 371.52 889.69 0.00 1027.25 8.66 0.04 0.36

30 182.72 323.93 0.00 0.00 0.00 0.00 0.00 26.99 48.59 150.86 226.44 26.99 371.52 905.16 0.00 1027.25 8.81 0.04 0.33

31 182.72 339.39 0.00 0.00 0.00 0.00 0.00 28.28 50.91 153.56 232.75 27.74 371.52 921.36 0.00 1027.25 8.97 0.03 0.30

32 182.72 355.57 0.00 0.00 0.00 0.00 0.00 29.63 53.34 156.39 239.36 28.53 371.52 938.34 0.00 1027.25 9.13 0.03 0.27

33 182.72 372.54 0.00 0.00 0.00 0.00 0.00 31.04 55.88 159.35 246.28 29.36 371.52 956.13 0.00 1027.25 9.31 0.03 0.25

34 182.72 390.31 0.00 0.00 0.00 0.00 0.00 32.53 58.55 162.46 253.53 30.22 371.52 974.76 0.00 1027.25 9.49 0.02 0.23

35 182.72 408.92 0.00 0.00 0.00 0.00 0.00 34.08 61.34 165.71 261.13 31.13 371.52 994.28 0.00 1027.25 9.68 0.02 0.21

36 182.72 428.43 0.00 0.00 0.00 0.00 0.00 35.70 64.26 169.12 269.09 32.08 371.52 1014.74 0.00 1027.25 9.88 0.02 0.19

37 182.72 448.86 0.00 0.00 0.00 0.00 0.00 37.41 67.33 172.69 277.43 33.07 371.52 1036.17 0.00 1027.25 10.09 0.02 0.17

38 182.72 470.28 0.00 0.00 0.00 0.00 0.00 39.19 70.54 176.44 286.17 34.11 371.52 1058.62 0.00 1027.25 10.31 0.02 0.16

39 182.72 492.71 0.00 0.00 0.00 0.00 0.00 41.06 73.91 180.36 295.32 35.20 371.52 1082.14 0.00 1027.25 10.53 0.01 0.14

40 182.72 516.21 0.00 0.00 0.00 0.00 0.00 43.02 77.43 184.46 304.91 36.35 371.52 1106.79 0.00 1027.25 10.77 0.01 0.13

2136.75 1689.64 1689.64 9.2 80.3

L. T(P/Kwh)= 8.70

W.C Energy


OPTION-II (Rs-3)

CHAPTER-12POWER EVACUATION ARRANGEMENT

Chapter 14: Power Evacuation Arrangement 1


(2 x 250 MW)


14.1 Introduction

The Balimela Pumped Storage Scheme is located in Malkangiri district of Odisha

State. The Scheme envisages utilization of water of Balimela reservoir which is being

released from existing Hydro Electric Power Station. The water shall be stored in

downstream reservoir by construction of Lower dam. This Pumped Storage Project will

be mainly utilized for peak power generation in the system. The project envisages

installation of 500 MW (2x250 MW) generation for six hours in a day and would

provide an annual energy generation of 1095 Million units (approx.).

14.2 Existing Power Scenario of Odisha

The present total installed generation capacity in the state is about 7376.60 MW out of

which the coal fired power stations capacity amounts to about 4992.90 MW, hydro

capacity of about 2150.92 MW, include Pump storage component. The details are

given in Table 14.1 and the power map of Odisha & Eastern Region are as shown in

the Fig. 14.1 & 14.2 respectively.

Table 14.1

Installed Capacity of Power Utilities in Odisha in MW

As on 31st October, 2018 (*Above 25 MW Projects)

INSTALLED CAPACITY (IN MW) OF POWER UTILITIES IN THE ODISSA INCLUDING ALLOCATED

SHARES IN JOINT & CENTRAL SECTOR UTILITIES

State Ownership/

Sector

Mode wise Breakup

Thermal

Nuclear Hydro

(Renewable)

RES

(MNRE)

Grand

Total Coal Gas Diesel Total

Odisha

State 420.00 0.00 0.00 420.00 0.00 2061.92 6.30 2488.22

Private 2939.00 0.00 0.00 2939.00 0.00 0.00 216.48 3155.48

Central 1633.90 0.00 0.00 1633.90 0.00 89.00 10.00 1732.90

Total 4992.90 0.00 0.00 4992.90 0.00 2150.92 232.78 7376.60

Source: CEA

Chapter – 12

Power Evacuation Arrangement



(2 x 250 MW)



Following power evacuation schemes are proposed at this stage for Balimela Pumped

Storage Project.

a) 220 kV Double Circuit Transmission Line from Balimela Hydro power station to

Upper Sileru 220/132 kV Substation.

b) Converting existing 220 kV Single Circuit Transmission Line from Balimela

Hydro Power Station to Jeynagar 220/132 kV Substation to double circuit 220 kV

Transmission line or another existing 220 kV Single Circuit Transmission Line from

Balimela Hydro Power Station to Upper Sileru (Andhra Pradesh) 220 kV Substation to

double circuit 220 kV Transmission line.

The power evacuation scheme will be finalized at the Detailed Project Report (DPR)

Stage.

Table 14.2

Power Evacuation Scheme

Sl.

No. Transmission Line Route Length

1. Balimela HPS/Balimela PSP to Jeynagar at 220 kV 105 km

(Approx.)

2. Balimela HPS/Balimela PSP to Upper Sileru (Andhra

Pradesh) at 220 kV

45 Km

(Approx.)

However, a comprehensive load flow study is necessary during DPR stage under peak

demand load scenario and pumping power requirement during lean hours

encompassing the three substations and Balimela Hydro Project and Balimela

Pumped storage scheme (Proposed) and thereby setting up Substation &

Transmission system effectively.



(2 x 250 MW)


Source: National Load Despatch Centre (2013)

Fig.14.1 - Power Map of Odisha



(2 x 250 MW)


Source: CEA

Fig.14.2 - Power Map of Eastern Region

76-C, Institutional Area, Sector – 18, Gurgaon – 120015, Haryana (INDIA)

Telephone: 0124-2342576, Fax: 0124-2349187 [email protected],

Website: http://www.wapcos.gov.in

AUGUST, 2019

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