NSL TIDONG POWER GENERATION (P) LTD.NSL TIDONG POWER GENERATION (P) LTD.
TIDONG-I HYDRO ELECTRIC PROJECT
(PHASE II – 1x50MW)District Kinnaur, Himachal Pradesh (India)
DETAILED PROJECT REPORT(VOLUME I: MAIN REPORT)(VOLUME I: MAIN REPORT)
NSL Tidong Power Generation Pvt Ltd.NSL ICON, 4th Floor, 8-2-684/2/ARoad No:12, Banjara HillsHyderabad 500034
February 2015
Indo Canadian Consultancy Services Limited
Bhilwara Towers, A-12, Sector-1, Noida – 201301
Website : www.iccspower.com
Consultant :
Hyderabad - 500034
NSL TIDONG POWER GENERATION (P) LTD.NSL TIDONG POWER GENERATION (P) LTD.
TIDONG-I HYDRO ELECTRIC PROJECT
(PHASE II – 1x50MW)(PHASE II 1x50MW)District Kinnaur, Himachal Pradesh (India)
DETAILED PROJECT REPORT(VOLUME I MAIN REPORT)(VOLUME I: MAIN REPORT)
NSL Tidong Power Generation Pvt Ltd.NSL ICON, 4th Floor, 8-2-684/2/ARoad No:12, Banjara HillsHyderabad 500034
February 2015
Indo Canadian Consultancy Services Limited
Bhilwara Towers, A-12, Sector-1, Noida – 201301
Website : www.iccspower.com
Consultant :
Hyderabad - 500034
Tidong-I Phase-II HEP Detailed Project Report NSL Tidong Power Generation Pvt. Ltd.
TIDONG-I PHASE-II HYDRO ELECTRIC PROJECT
DETAILED PROJECT REPORT
VOLUME I
: MAIN REPORT
VOLUME II
: DRAWINGS
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Table of Contents
BIBLIOGRAPHY OF ABBREVIATIONS ................................................................................................ 6
CHECK LIST ........................................................................................................................................... 8
SALIENT FEATURES ........................................................................................................................... 16
1 INTRODUCTION ........................................................................................................................ 22 1.1 General ............................................................................................................................... 22 1.2 Present Study For Additional Unit of 50 MW of Tidong –I, Phase - II ............................... 24 1.3 Proposed scheme ............................................................................................................... 24
2 PROJECT SUMMARY ................................................................................................................ 26 2.1 General ............................................................................................................................... 26 2.2 Main Components ............................................................................................................... 26
2.2.1 Diversion works ........................................................................................................... 26 2.2.2 Head Regulator ........................................................................................................... 27 2.2.3 Desilting Basin ............................................................................................................. 27 2.2.4 Reservoir ..................................................................................................................... 27 2.2.5 Head Race Tunnel ...................................................................................................... 27 2.2.6 Surge Shaft ................................................................................................................. 28 2.2.7 Valve House ................................................................................................................ 28 2.2.8 Pressure Shaft ............................................................................................................. 28 2.2.9 Power House Complex ................................................................................................ 29 2.2.10 Tail Race Channel ....................................................................................................... 29
2.3 Transmission System .......................................................................................................... 29 2.3.1 Power Benefits ............................................................................................................ 30
2.4 Project Cost ........................................................................................................................ 30 2.5 Financial Aspects ................................................................................................................ 30
3 SOCIO-ECONOMIC SCENE OF HIMACHAL PRADESH .......................................................... 31 3.1 General ............................................................................................................................... 31 3.2 People, Culture And Religion Of Himachal Pradesh .......................................................... 32
3.2.1 The People .................................................................................................................. 32 3.2.2 The Dress .................................................................................................................... 33 3.2.3 Houses and Equipment ............................................................................................... 34 3.2.4 Cuisine of Himachal Pradesh ...................................................................................... 35 3.2.5 Religion ....................................................................................................................... 36 3.2.6 Monasticism ................................................................................................................ 36 3.2.7 Festivals ...................................................................................................................... 37 3.2.8 Music and Dance ......................................................................................................... 37 3.2.9 Language .................................................................................................................... 38
3.3 Geographical Features Of Himachal Pradesh .................................................................... 38 3.3.1 Location ....................................................................................................................... 38 3.3.2 Climate ........................................................................................................................ 38 3.3.3 Hills .............................................................................................................................. 39 3.3.4 Valleys ......................................................................................................................... 39 3.3.5 Glaciers, Rivers & Lakes ............................................................................................. 39 3.3.6 Flora & Fauna .............................................................................................................. 40 3.3.7 Mineral Resources ...................................................................................................... 42 3.3.8 Soils ............................................................................................................................. 42
3.4 Demographic Profile of Himachal Pradesh ......................................................................... 42 3.5 Infrastructure Development Of Himachal Pradesh ............................................................. 43
3.5.1 Social Infrastructure .................................................................................................... 43 3.5.2 Access Infrastructure ................................................................................................... 45 3.5.3 Communications Infrastructure ................................................................................... 46
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3.5.4 Financial Infrastructure ................................................................................................ 46 3.5.5 Industrial Infrastructure ................................................................................................ 47
3.6 Status Of Industry In Himachal Pradesh ............................................................................. 47 3.6.1 Agriculture ................................................................................................................... 49 3.6.2 Animal Husbandary ..................................................................................................... 50 3.6.3 Livestock ..................................................................................................................... 51 3.6.4 Handicraft .................................................................................................................... 51 3.6.5 Textiles ........................................................................................................................ 52 3.6.6 Mineral-Based ............................................................................................................. 52 3.6.7 Power .......................................................................................................................... 52 3.6.8 Tourism ....................................................................................................................... 53 3.6.9 Pharmaceuticals .......................................................................................................... 53 3.6.10 Business Opportunities ............................................................................................... 54
3.7 Fact File For Kinnaur District .............................................................................................. 54 4 POWER SCENARIO .................................................................................................................. 58
4.1 General ............................................................................................................................... 58 4.2 Power Scenario ................................................................................................................... 61
4.2.1 Power Development in India ....................................................................................... 61 4.2.2 Power Planning Concept ............................................................................................. 61 4.2.3 Central Sector Participation ........................................................................................ 62 4.2.4 Power Sector Reforms in India ................................................................................... 62
4.3 Installed Capacity In The Country ....................................................................................... 62 4.4 Power Scenerio For Northern Region And Himachal Pradesh........................................... 63
4.4.1 Hydro Power Potentail in Northern Region ................................................................. 63 4.4.2 Status of Hydro and Thermal Power Projects in the Region ....................................... 64 4.4.3 Power Generation and Sales in Himachal Pradesh .................................................... 64 4.4.4 Power Consumption .................................................................................................... 67 4.4.5 Sector - Wise Energy Utilization For Himachal Pradesh ............................................. 67 4.4.6 Power Shortage in Northern India and Himachal Pradesh ......................................... 69
4.5 Status Of Rural Electrification In Himachal Pradesh .......................................................... 70 4.6 Requirement of Capacity Additions .................................................................................... 71
4.6.1 Resources for Power Development In Northern Region ............................................. 71 4.6.2 Power potential in the state of Himachal Pradesh – exploited and available ............. 72 4.6.3 Existing and under investigation hydro projects. ......................................................... 72
4.7 Participation By Private Sector In Development Of Hydro Projects ................................... 73 4.8 Clean Development Mechanism (CDM) ............................................................................. 74 4.9 Necessity Of The Project And Related Aspects ................................................................. 74
5 TOPOGRAPHICAL SURVEY AND INVESTIGATIONS ............................................................. 76 5.1 Introduction ......................................................................................................................... 76 5.2 Topographical Survey ......................................................................................................... 76
5.2.1 General layout ............................................................................................................. 76 5.2.2 Intake Area .................................................................................................................. 76 5.2.3 Head Race Tunnel ...................................................................................................... 76 5.2.4 Surge shaft and Pressure Shaft .................................................................................. 77 5.2.5 Powerhouse Site ......................................................................................................... 77 5.2.6 Approach roads ........................................................................................................... 77 5.2.7 Cross- Sections of Tidong khad .................................................................................. 77 5.2.8 Cross- Sections of Sutlej River ................................................................................... 77 5.2.9 Plan and L- Sections ................................................................................................... 77
6 HYDROLOGY ............................................................................................................................. 79 6.1 General ............................................................................................................................... 79
6.1.1 Introduction .................................................................................................................. 79 6.1.2 Project Location ........................................................................................................... 79
6.2 Basin Characteristics .......................................................................................................... 79 6.2.1 Major river Basin: Sutlej River Basin ........................................................................... 79 6.2.2 Tidong khad basin ....................................................................................................... 80
6.3 Climate ................................................................................................................................ 80
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6.4 Precipitation ........................................................................................................................ 81 6.5 Source Of Runoff ................................................................................................................ 83 6.6 Sediment Load .................................................................................................................... 83 6.7 Water Quality ...................................................................................................................... 84 6.8 Gauge & Discharge (G&D) Site .......................................................................................... 84 6.9 Discharge Measurements ................................................................................................... 84
6.9.1 Methodology ................................................................................................................ 84 6.10 Design Flood Discharge...................................................................................................... 85
6.10.1 Dicken’s Empirical Formula ......................................................................................... 85 6.10.2 Unit Hydrograph Method ............................................................................................. 86 6.10.3 Ryve’s Formula ........................................................................................................... 88 6.10.4 Design flood proposed to be adopted ......................................................................... 88
6.11 Discharge Data ................................................................................................................... 89 6.11.1 Available Discharge Data ............................................................................................ 89 6.11.2 Analysis of available data ............................................................................................ 89
6.12 Flow Duration Curve ........................................................................................................... 92 6.13 Further Study ...................................................................................................................... 93
7 GEOLOGY AND GEOTECHNICAL ASPECTS ........................................................................ 105 7.1 Introduction ....................................................................................................................... 105 7.2 Upstream Works ............................................................................................................... 105 7.3 Surge Shaft ....................................................................................................................... 106 7.4 T-Junction ......................................................................................................................... 106 7.5 Pressure Shaft (Adit-4) ..................................................................................................... 106 7.6 Powerhouse ...................................................................................................................... 106
8 POWER POTENTIAL STUDIES ............................................................................................... 111 8.1 General ............................................................................................................................. 111 8.2 Hydrological Data .............................................................................................................. 111 8.3 Head .................................................................................................................................. 113 8.4 Combined Turbine Generator Efficiencies of The Unit ..................................................... 113 8.5 Methodology For Power Potential Analysis ...................................................................... 113 8.6 Power Potential Analysis .................................................................................................. 114 8.7 Number Of Generating Units ............................................................................................ 115 8.8 Conclusion ........................................................................................................................ 116
9 CIVIL STRUCTURES & HYDRO-MECHANICAL EQUIPMENT ............................................... 118 9.1 General ............................................................................................................................. 118 9.2 Headworks At Upstream ................................................................................................... 118
9.2.1 Location ..................................................................................................................... 118 9.2.2 Design Flood ............................................................................................................. 118 9.2.3 Waterway .................................................................................................................. 119 9.2.4 Pond Level ................................................................................................................ 119 9.2.5 Undersluice Bay ........................................................................................................ 119 9.2.6 Spillway ..................................................................................................................... 119 9.2.7 Energy Dissipation .................................................................................................... 119 9.2.8 Protection Works ....................................................................................................... 120 9.2.9 Diversion channel ...................................................................................................... 120 9.2.10 Raft, Pier and Abutment ............................................................................................ 120 9.2.11 Vertical Lift Gates and Stoplogs ................................................................................ 121
9.3 Head Regulator ................................................................................................................. 122 9.4 Desilting Basin .................................................................................................................. 123 9.5 Storage Reservoir ............................................................................................................. 124 9.6 Head race tunnel (HRT) .................................................................................................... 124
9.6.1 Tunnel support system .............................................................................................. 125 9.6.2 Tunnel reach in very good rock ................................................................................. 125 9.6.3 Tunnel reach in Good rock ........................................................................................ 125 9.6.4 Tunnel reach in Fair rock........................................................................................... 125 9.6.5 Tunnel reach in Poor rock/Shear zone ...................................................................... 125 9.6.6 Tunnel Concrete Lining ............................................................................................. 126
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9.6.7 Grouting ..................................................................................................................... 126 9.7 Surge Shaft ....................................................................................................................... 126
9.7.1 Type........................................................................................................................... 126 9.7.2 Surge Shaft Supporting System ................................................................................ 126 9.7.3 Steel Lining ................................................................................................................ 127
9.8 Pressure Shaft .................................................................................................................. 127 9.9 Power house complex ....................................................................................................... 128 9.10 Tail Race Ducts And Channel ........................................................................................... 129 9.11 Transformer Hall, GIS And Control Room ........................................................................ 129 9.12 Additional Works Required For The 3rd Unit (Phase-II) ................................................... 129
10 POWER PLANT-ELECTRICAL & MECHANICAL WORKS .................................................. 131 10.1 General ............................................................................................................................. 131 10.2 Turbine -Capacity And Type ............................................................................................. 131 10.3 Main Turbine Parameters ................................................................................................. 134 10.4 Description Of Electromechanical Equipment .................................................................. 134
10.4.1 Turbine ...................................................................................................................... 134 10.4.2 Governor ................................................................................................................... 137 10.4.3 Main Inlet Valve (MIV) ............................................................................................... 138 10.4.4 Generator and excitation system .............................................................................. 138 10.4.5 Automation control, metering and protection ............................................................ 139 10.4.6 Station switching scheme and type of 220kV switching equipment .......................... 140 10.4.7 Transformers ............................................................................................................. 140 10.4.8 Electrical Auxiliaries .................................................................................................. 140 10.4.9 Mechanical auxiliaries ............................................................................................... 142
11 POWER EVACUATION ARRANGEMENTS ......................................................................... 144 11.1 Introduction ....................................................................................................................... 144 11.2 Load Demand ................................................................................................................... 144 11.3 Transmission Lines ........................................................................................................... 144 11.4 Identification Of Transmission System ............................................................................. 146 11.5 Power Evacuation From Tidong-I Phase-II HEP .............................................................. 147 11.6 Status Of Open Access/ Connectivity ............................................................................... 147
12 INFRASTRUCTURE FACILITIES ......................................................................................... 159 12.1 General ............................................................................................................................. 159 12.2 Access Roads And Strengthning Of Exesting Roads ....................................................... 159 12.3 Tele-Communication ......................................................................................................... 160 12.4 Construction Power ........................................................................................................... 161 12.5 Explosive Magazine .......................................................................................................... 161 12.6 Infrastructure For Phase – II Works .................................................................................. 161
13 CONSTRUCTION METHODOLOGY & EQUIPMENT PLANNING ....................................... 162 13.1 General ............................................................................................................................. 162
13.1.1 Surge Shaft ............................................................................................................... 163 13.1.2 Unit-3 Pressure Shaft ................................................................................................ 163 13.1.3 Power House and other outlet structures .................................................................. 163
14 CONSTRUCTION SCHEDULE ............................................................................................ 164 14.1 General ............................................................................................................................. 164
15 PROJECT ORGANIZATION ................................................................................................. 166 15.1 General ............................................................................................................................. 166 15.2 Project Organisation ......................................................................................................... 166 15.3 Functions And Responsibilities Of Project Team Members ............................................. 167
15.3.1 Senior Manager (Civil) ............................................................................................... 167 15.3.2 Senior Manager (Quality control) .............................................................................. 168 15.3.3 Senior Manager (Electrical and Mechanical Works) ................................................. 168
15.4 Need Based Units ............................................................................................................. 168 15.5 Project Planning And Monitoring ...................................................................................... 169 15.6 Finance & Accounts .......................................................................................................... 169 15.7 Project Administration ....................................................................................................... 169 15.8 Technical Advisory Committee ......................................................................................... 170
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15.9 Consultants ....................................................................................................................... 170 15.10 Reporting / Reviews ...................................................................................................... 170
16 ENVIRONMENTAL & ECOLOGICAL ASPECTS .............................................................................. 173 16.1 General ............................................................................................................................. 173 16.2 Submergence .................................................................................................................... 173 16.3 Effect on Climate ............................................................................................................... 174 16.4 Catchment area Treatment ............................................................................................... 174 16.5 Seismicity .......................................................................................................................... 174 16.6 Rehabilitation .................................................................................................................... 174 16.7 Other Preventative Measures ........................................................................................... 174
16.7.1 Restoration of construction areas and disposal of muck .......................................... 174 16.7.2 Anti Poaching Measures ........................................................................................... 174 16.7.3 Environmental Impact and Mitigation Measures ....................................................... 174
16.8 Benefits ............................................................................................................................. 175 16.9 Conclusion ........................................................................................................................ 176
17 COST ESTIMATE ................................................................................................................. 182 17.1 General ............................................................................................................................. 182 17.2 Basis of Cost Estimate ...................................................................................................... 182 17.3 Escalation in Cost ............................................................................................................. 182 17.4 Details of Cost Estimates .................................................................................................. 182 17.5 Estimated Cost Of The Project ........................................................................................ 184
18 FINANCIAL AND ECONOMIC EVALUATION ................................................................................... 200 18.1 General ............................................................................................................................. 200 18.2 Analysis Of The Major Assumptions ................................................................................. 200
18.2.1 Project Cost in Rs. Crores ......................................................................................... 201 18.2.2 Capital Structure in Rs Crores .................................................................................. 201 18.2.3 Debt Financing Terms ............................................................................................... 201 18.2.4 Plant Details .............................................................................................................. 201 18.2.5 Generation Details ..................................................................................................... 202 18.2.6 O & M ........................................................................................................................ 202 18.2.7 Working Capital ......................................................................................................... 202 18.2.8 Depreciation .............................................................................................................. 202 18.2.9 Tariff (Calculated as per CERC Norms) .................................................................... 202 18.2.10 Conclusion ............................................................................................................. 202
19 RECOMMENDATIONS ........................................................................................................ 203 19.1 General ............................................................................................................................. 203 19.2 Preliminary And Pre-Construction Works ......................................................................... 203 19.3 Recommendations ............................................................................................................ 204
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BIBLIOGRAPHY OF ABBREVIATIONS
Amp - Ampere
BIL - Basic Insulation Level
CEA - Central Electricity Authority
cfm - Cubic feet per minute
Cts - Current Transformers
Cumecs - Cubic metre per second
cum - Cubic metre
d/s - Downstream
DEM - Digital Elevation Model
DPR - Detailed Project Report
DVC - Damodar Valley Corporation
El - Elevation
EOT - Electric Overhead Travelling
FRL - Full Reservoir Level
GIS - Geographical Information System
GSI - Geological Survey of India
Ha-m - Hectare metre
HFL - Highest Flood Level
HPSEB - Himachal Pradesh State Electricity Board
HPPWD Himachal Pradesh Public Work Department
HRT - Head Race Tunnel
HT - High Tension
Hz - Hertz
ID - Internal Diameter
IDC - Interest During Construction
IRR - Internal Rate of Return
Km - Kilometre
LAVT - Lightning Arrestor and Voltage Transformers
LT - Low Tension
m - Metre
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MDDL - Minimum Draw Down Level
mkw - Metric Kilowatt
MVA - Mega Volt Ampere
MVAR - Mega Volt Ampere Reactive
MW - Mega Watt
MWL - Maximum Water Level
NJPC - Nathpa Jhakri Power Corporation
NLC - Neyvelli Lignite Corporation
NSL - Natural Surface Level
NTPC - National Thermal Power Corporation
OD - Outer Diameter
OPU - Oil Pressure Unit
PCC - Plain Cement Concrete
PCD - Pitch Circle Diameter
PFR - Pre-Feasibility Report
PLCC - Power Line Carrier Communication
PTs - Potential Transformers
Pu - Per Unit
RD - Reduced Distance
RITES - Rail India Technical & Engineering Services Ltd
RPM - Revolution per Minutes
sqm - Square metre
TWL - Tail Water Level
u/s - Upstream
UCB - Unit Control Board
XLPE - Cross Linked Polyethylene
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CHECK LIST SECTION-1 GENERAL AND HYDROLOGICAL
Remarks
1 Attach an index map (in the case of flood control scheme, the index map should show the flooded area for normal floods and the depth of flooding)
NA
2 Have hydrological meteorological and other data been collected in respect of following:
a) Map showing sub-divisions of catchment by tributaries, watersheds, rain gauge and temperature recording stations, gauge and discharge site, contour and isohyets.
Yes
b) Monthly and annual rain fall and temperature data for the catchment.
Yes
c) Average, maximum and minimum rainfall and temperatures.
Yes
d) Gauge and discharge data of tributaries and the main river.
Yes
e) Hydrographs of the river.
No
f) Maximum historical flood with hydrographs and designed maximum flood and its frequency.
No
g) Maximum, minimum and average annual run-off.
Yes
h) Hydrological studies to establish generally the availability of water for the benefits envisaged in the project.
Yes
i)
Suitability of water for irrigation, drinking etc. and treatment contemplated, where required.
N.A
j) Silt discharge, showing maximum, minimum and average silt intensities.
Enclose
k) The magnitude of the problem of soil erosion in the catchment area and the programme proposed for soil conservation measures.
Yes
l) Depth of sub soil water table in the command area and its seasonal variation.
N.A
m) Seismicity of the area.
Considered
3 Has basin wise development of the river been considered and the following information furnished?
a) A map showing the overall proposals for valley Yes
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development. b) Alternative proposals, discussing their merits and
demerits. Yes
c) Stages of development of the project and their salient features.
Yes
d) Extent to which the existing project will be assisted or affected.
N.A
e) Particulars of minor irrigation projects. N.A 4 Has reservoir data been collected completely and
the following information furnished?
a) Reservoir topography and area capacity curves.
N.A (Dam is not provided)
b) Probable rate of silting in the reservoir in comparison with silting of any existing reservoir.
N.A
c) Live storage, the numbers of years in that the reservoir completely fills, average annual utilization, evaporation losses, extra storage provided for carry from the year-to-year, if any.
Only Peaking Storage Contemplated
d) Working tables for the reservoir. N.A e) Flood absorption and flood routing. N.A f) Back water (tail water curves with bank levels). N.A g) Fetch of reservoir direction and velocity of winds
and free board. N.A
h) Malaria control. N.A i) Area to be submerged and its classification,
acquisition and compensation for land and properties.
18270sq-m (Artificial reservoir with all side closed boundaries)
j) Programme of resettlement of population displaced from the reservoir area
No displacement of Population
5 Head works (Weir)
Have the following aspects been discussed and shown on map.
a) Weir site and considerations leading to its preference over other sites.
Yes
b) Reservoir topography and area capacity curves. N.A c) Borrow area and quarries. Yes
d) Road and Railways existing and proposed. Yes e) Colonies, workshops and offices. Yes 6. Has a detailed survey map of the Weir site been
prepared showing the following?
a) All the natural features e.g. out-crops of rocks, springs etc.
Yes
b) Dam and appurtenant works Yes c) Site for construction plant e.g. crushing and
concreting plant, construction power plant, compressed air station etc.
Yes
7. Have geological investigations been made and a report showing the following submitted?
a) A brief account of regional geology, major rock types, effect of faulting etc. description of other structural features and their relation of water tightness and grouting proposals.
Yes
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b) Laboratory tests of samples of foundation materials and their interpretation.
Yes
c) Levels of ground water tables and discussions of percolation tests.
N.A
d) Reference to any special conditions affecting the preliminary designs.
Nil
8. Have the following Maps been included?
a) Combined topographical and geological map.
Yes
b)
Map showing bed map contours.
Yes
c) Logs of drill holes test pit exploratory tunnel etc.
Yes
d) Map profiles and station showing results of geophysical work or any other special methods.
Yes
e) Ground and aerial photographs, if available.
Ground Photographs
9. Have investigations of construction materials been made and report showing the following attached?
a) Various types of embankment materials e.g. pervious with quantities in various borrow areas.
Yes
b) Stone for riprap and rock fill. Yes c) Materials for stone masonry and concrete, fine and
coarse aggregates, with quantities and physical properties.
River borne material is to be used
d) Source of supply of cement. Yes e) Laboratory tests performed on item (a) to (d)
above. Yes
f) Haul roads for transport of construction material Yes g) Plan of borrows areas and quarries with trial pit
data.
Yes
10. Have the main structures and appurtenant works e.g. dam, spillway outlets, coffer dam etc been designed and the following appended?
a) General plan, upstream and downstream elevations showing natural ground levels, final excavation levels etc.
Yes
b) Foundation treatment and drainage.
Yes
c) Spillway and outlets with energy dissipation arrangements.
Yes
d) Maximum sections of overflow, non- overflow and earth dams.
Yes
e) Retaining and training walls.
Yes
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f) Galleries and other openings.
N.A
g) Gates, hoists and other control equipments.
Yes
h) Diversion works during construction etc.
Yes
i) Design calculation with list of assumptions made and factors of safety adopted, together with justification of the types of structures adopted.
Yes
SETION-II IRRIGATION
N.A
SECTION-III. POWER DEVELOPMENT
11. Have investigations been made and the following furnished?
a) Present position of power supply in the region, system load factor etc.
Yes
b)
Extent of firm power available from the scheme and also from the grid after commissioning of the plant (working tables and the basis of estimation of firm power should be supplied) .
Yes
c)
Load survey-giving details of major loads to be served, future peak and energy demands, anticipated system load factor.
Yes
d)
Proposed initial and ultimate installed capacities, number and size of generating units, numbers and capacity of turbines, power factor, efficiency etc. transformer capacity added at power station and sub-stations.
Yes
e)
Map showing the general layout of the schemes, including the dam, water conductor system, power house step up sub-stations and out-going transmission lines.
Yes
f) General map showing the transmission system, the location of the present /future principal loads.
Yes
g) Route miles of trunk and main line and distribution line with voltages under the scheme.
N.A
h) A note on the development of power in stages, if any.
N.A
i)
Proposed sources of coal, fuel etc and technical characteristic of fuel, costs per tonne and distance from location of power station to source of fuel.
N.A
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j) Have the coal commissioner and Railway been consulted in regard to supply to coal?
N.A
k) Proposed sources of cooling water
NA
l) Details of construction materials for hydro installations.
Yes
m)
In respect of distribution and rural electrification schemes, a list of small towns and villages (as per latest census) to be electrified.
N.A
SECTION-IV FLOOD CONTROL, DRAINAGE, ANTI WATER LOGGING
N.A
SECTION-V NAVIGATION, FISH CULTURE ETC.
N.A
SECTION-VI CONSTRUCTION PROGRAMME EQUIPMENT & MANPOWER
12. Has a construction programme been drawn up for the execution of the various components of the project with the following details?
a) Machinery and equipment available together with the proposed requirements.
Yes
b) The quantities or material involved together with the daily out-turn proposed for major items like masonry, concrete or earthwork.
Yes
c) Yearly requirement of cement, steel and other essential materials.
Yes
d) Synchronization in the construction of head works canal system including distributaries, minors and water course, field channels (by the beneficiaries) and implementation activities to ensure phase realization of maximum benefits
N.A
e) Synchronization of generation facilities with completion of transmission system.
Yes
f) Justification of the construction programme adopted.
Yes
g) Have charts been furnished showing the construction programme and targets diagrammatically for the various components of the projects?
Yes
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SECTION-VII ESTIMATE AND ANALYSIS OF RATES
Yes
13. Have project estimates of cost together with abstract of quantities and costs for various components of the project been made and following details furnished?
a) Estimated cost of the various stages of the project and the foreign exchange components thereof.
Yes
b) The year to which the rates adopted in the estimate pertain.
December 2014
c) Allocated costs of irrigation, power, flood control, navigation and other purpose served by the project, as considered equitable by the state Govt.
N.A
14. Have analysis of rates been made and following details furnished?
a) Labour out turns for various items
Yes
b) Material required for unit quantities of items of work.
Yes
c) The current schedule of rates in the area and rates proposed, comparison with rates obtained on similar works.
Item rates analyzed from first principle
SECTION-VIII FINANCIAL RETURNS AND BENEFITS
15. Has the financial aspect of the project been discussed and the following details furnished?
a) The phased or year wise programme of expenditure on the various units of the project, in foreign exchange and in rupees.
Yes
b) The phased or year wise programme of development of irrigation, power, navigation etc.
Yes
c) Present and proposed power tariff rates for different categories of consumers.
Yes
d) Compulsory irrigation cess proposed.
N.A
e) Scale of water rates proposed for the various N.A
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crops, comparison with rates prevailing on existing projects in the region/states.
f) Betterment levy proposed.
N.A
g) Comparison of above rates with the rates proposed for other projects in the state.
N.A
h) Comments of the state Revenue Department in regard to the rates of betterment levy, water rates compulsory irrigation cess, flood cess etc.
N.A
i) Statement of gross revenue from the different functions of the project.
Yes
J) Statement showing maintenance and establishment cost interest charges and net revenue.
Yes
k) Cost per Kwh of generation giving details of interest charges, depreciation and working expenses on which the estimate is based.
Yes
l) Capital cost per acre of annual gross irrigated area.
N.A
m) Productiveness of the project in terms of percentage of financial return.
Yes
i. At the end of the 10th year after completion.
Yes
ii. On full development.
Yes
iii. When the entire revenue from betterment levy anticipated has been realized.
Yes
n) Special grounds for undertaking an unproductive project and specific concurrence of the state finance department thereof.
N.A.
16. Have total direct and indirect benefits of the project been started in respect of the following?
a) Irrigation N.A
b) Power Yes
c) Flood control N.A
d) Navigation N.A
e) Employment Yes
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f) Other facilities N.A
SECTION-IX PUBLIC CO-OPERATION AND PARTICIPATION
17. Have the following aspects been discussed and information furnished?
a) The degree of public co-operation and participation expected for the project.
N.A
b) View and attitude of the beneficiaries about the advantage from the project and in respect of water rates betterment levy, irrigation cess etc.
N.A
SECTION-X INTERSTATE ASPECTS
a) Are the inter-state aspects involved? If so, the details about the same may be mentioned together with the latest views of the state concerned.
N.A
SECTION-XI EMPLOYMENT AND TRAINING
18 Have the following aspects been discussed and information furnished?
a) Yearly employment during construction (approx) by categories
Yes
b) Personnel required to be retained under above categories after completion of the project (approx)
Yes
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SALIENT FEATURES 1. LOCATION
State : Himachal Pradesh
District : Kinnaur
Stream : Tidong, a tributary of Sutlej river
Vicinity : Near Reckong Peo town.
Longitude : 78 22’ 10”E to 78 47’ 50”E
Latitude : 31 20’ 30” N to 31 33’ 30” N
2. HYDROLOGY
Catchment area at diversion : 497.86 km2
Design Flood (50 year Return period) : 405 cumec.
3. RIVER DIVERSION (During Construction)
Type : Diversion Channel
Length : 210.00m
Size & shape : 9m (W)x 2 (D), Rectangular
4. DIVERSION BARRAGE
A. Spillway
Type : Non Gated
Maximum Water level : 2889.40 m
Average river bed level at barrage axis : 2880.00m
Crest level of Spillway bays : 2881.75 m
Bridge deck level : 2890.40 m
No. of Spillway bays : 1
Width of bay : 20.0 m
Energy Dissipation System : Stilling Basin
B. Undersluice
Type : 2 Nos, Vertical Lift Gate(5m x 3 m size)
Maximum Water level : 2889.40 m
Average river bed level : 2880.00 m
Crest level of undersluice : 2875.50 m
Bridge deck level : 2890.40 m
Width of undersluice portion : 12.00 m
No. of undersluice bays : 2
Width of each bay : 5.0 m
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Energy Dissipation System : Stilling Basin.
C. Head regulator
Type : 2Nos.Vertical lift gates, 3.6 m x 4.35m
Maximum Water level : 2889.40 m
Average river bed level : 2880.00 m
Crest level of Head Regulator : 2877.40 m
Bridge deck level : 2890.40 m
No. of bays : 2
Width of bay : 3.6 m
Energy Dissipation System : Stilling Basin.
D. Tunnel Intake Structure
Type : Rectangular bell mouth entrance, Non
gated
Sill level : 2853.00m
Trash rack : Vertical (3 panels)
Design Discharge : 28.65 Cumecs
5. DESILTING BASINS
Type : Surface desilting basins
No. & Size of desilting trough : 2 Nos., 80.5 m x 9.50 m x 9.15 m
Particle size to be excluded : 0.20 mm and above
Design discharge : 35 cumec
Flow through velocity : 0.2 m/s
Flushing velocity : 6 m/sec.
Gates opening for flushing conduit : 2 Nos.Vertical lift gates, 2.5 m x 1.5 m
6. RESERVOIR
Capacity : 3 Hours peaking (265000m3)
FRL : 2873.75 m
MDDL : 2860.75m
Reservoir bed level : 2860.00m
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7. HEAD RACE TUNNEL
Type and Size
RD 0 to RD 2130
RD 2130 to RD 8409
RD 8409 to RD 8504
3.5m x 3.5m, Concrete Lined, D-shaped
3.5m x 3.9m, Concrete Lined, D-shaped
2.5m dia Circular steel lined
Velocity : 2.62 m/s & 2.32 m/s
Length : 8504 m
Design discharge : 28.65 cumec.
Slope : 1 in 162
8. ADITS
Type and Size : D – Shaped
To HRT (RD-2140) : Adit-1: 245 m long, 5.5m x 5.5m
To HRT, Surge Shaft & Valve house(At
junction of Surge shaft & Valve house)
: Adit-2: 180 m long, 5.5m x 5.5m
To Pressure Shaft (Intermediate Adit At El
2530)
: Adit-3: 186 m long, 4.5m x 4.5m
To Pressure shaft (upstream of
pressureshaft bifurcation.
:
Adit-4: 85 m long. 4.1m x 4.1m
To HRT (RD-242) :
Adit-5: 116 m long. 4.1m x 4.1m
9. SURGE SHAFT
Type : Underground, 2.5m dia riser. Concrete
lined with steel liner upto 2910 m.
Size: : 10.0m Dia., 110 m high.
Maximum Upsurge Level : 2903.00 m
Minimum Downsurge Level : 2825.00 m
Bottom Level : 2800.00 m
Top Level : 2910.00 m
10. PRESSURE SHAFT
Type : Underground
Size Main : 1 No., 2.5 m dia, 1145m long.
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Branches 3 nos.
For Branch-1 &2 : 2.5m dia 33m long,
1.75 m dia 23 m each, 1.2m dia 12m
each,
For Branch-3 : 2.5m dia 33m long, 1.75
m dia 40m long, 1.2m dia 12m long
Velocity : 5.8 m/s
Type & thickness of steel liner : Sumitten 610 F Grade, 18 mm to 54
mm thk.
Valve gallery : 13.0 m (H) x 10.0 m (W) x 10.0 m (L)
11. POWER HOUSE
Type : Surface
Installed Capacity : 150 MW (3 x 50 MW)
Size
: 80.3 m x 19.1 m
Maximum gross head : 615.31 m
Max Net head : 593.25 m
Min Net Head : 580.25 m
Rated Net head : 588.92 m
C/L of Turbine : 2258.44 m
Erection bay floor level : 2268.30 m
Crane beam level : 2278.65 m
Maximum TWL : 2252.00 m
HFL : 2250.00 m
Capacity of E.O.T crane : 120 tones
12. TAIL RACE CHANNEL
Type : Surface
Size : 5 m wide closed box channel, 100 m
long
Velocity : 1.90m/s
13. TURBINES
No. & Type : 3, Vertical Shaft Pelton.
Rated Power (at generator terminal) : 50 MW
Rated net Head : 588.92m
Max/Min net Head : 593.25 /580.25 m
Rated discharge : 9.55 cumec.
Speed : 500 RPM
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Specific Speed (wrt 10% overload) : 18.29 (m. kw)
14. MAIN INLET VALVE
Type : Spherical valve
Diameter : 1.2m
Location : In the power house
15. GENERATOR
Type : Vertical shaft synchronous generator
Number : 3
Rated Capacity : 55.55 MVA
Nominal Active Power : 50 MW
16. MAIN GENERATOR STEP UP TRANSFORMER
Location : Side wall of Powerhouse
No. of Single Phase Transformer : 10
Rated Output of Each Transformer : 22.5 MVA
Rated Voltage : 11 KV/220V
Frequency : 50Hz
Type of cooling : OFWF
17. GIS Hall
Size : 71.5 m x 14 m
Transformer Floor level : 2268.30m
GIS bay Floor level : 2277.30
Pothead Yard level : 2286.80
18. TRANSMISSION SYSTEM
Switchyard of Tidong-I Phase-II shall be located adjacent to Tidong-I HEP switchyard. Power of
Tidong-I Phase-II HEP shall be injected into Tidong-I HEP transmission system at Tidong-I HEP
switchyard.
19. ESTIMATED COST FOR PHASE-II DEVELOPMENT
Pre Operative and Civil Works : Rs. 39.89 Cr
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Electrical /Mechanical Works : Rs. 65.76 Cr
20. ESTIMATED COST- FOR TARIFF CALCULATIONs
Pre-operative Expenses : Rs. 15.80 Cr
Civil works : Rs. 24.09 Cr
Elect./Mech. Works : Rs. 65.76 Cr
Total Basic cost : Rs. 105.65 Cr
Escalations : Rs. 8.78 Cr
Interest During Construction & Financial charges
: Rs. 15.39 Cr
Total (Generation Works) : Rs. 135.01 Cr
21. POWER BENEFITS
Energy generation at 95% availability in
90% dependable year.
: 632.63 MU
22. FINANCIAL ASPECTS
Cost of generation in first year : 1.48
Average DSCR : 1.18
23. CONSTRUCTION PERIOD
For Phase-II development
: 2.0 years
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1 INTRODUCTION
1.1 GENERAL
Himachal Pradesh State Electricity Board (HPSEB) floated a Global Tender in 2004 for
allotment of Tidong -1 HEP in Kinnaur district of Himachal Pradesh and HPSEB allotted
Tidong-1 Hydro Electric Project to M/s Nuziveedu Seeds Limited, for investigation and
implementation of the project. The memorandum of understanding (MOU) for
development of this project has been signed between Nuziveedu Seeds Limited and the
Govt. of Himachal Pradesh on 23 September 2004. The MOU lays down the broad terms
to allow investigations and implementation of the project.
Prior to NSL’s takeover of the Tidong-1 Hydro Electric Project, Himachal Pradesh State
Electricity Board has carried out the initial field investigations of Tidong-1 Hydro Electric
Project as a part of Prime Minister’s initiative to develop 50,000 MW of Hydropower in the
country on a fast track. The preliminary project layout is prepared by HPSEB and is
indicated in the pre-feasibility report made available to the developer. As per this report, a
gross head of 608m and a rated discharge of 19.2m3/s are utilized to generate 100 (2x50)
MW of power and 414.15 MU of energy in a 90% dependable year.
In order to finalize the layout of various project components, Nuziveedu Seeds Ltd (NSL)
had started the work of detailed geological investigations and appointed RITES Ltd for
carrying out site investigations. The geological exploration has been carried out by RITES
included drilling, testing and logging at penstock alignment and power house area,
geophysical investigation by seismic refraction and resistivity survey; photo-geological
remote sensing studies, rock mechanic tests & Petrographic analysis, construction
material survey and testing to assess alkali-silica reactivity; property survey for storage
reservoir, submergence and communication surveys. The socio-economic studies for
Environmental Impact Assessment studies have also been entrusted to M/s RITES Ltd, a
government of India undertaking.
Partial Hydrological observations at diversion site have been done by HPSEB from 1995
to 2004. Discharge is being measured by NSL at the proposed intake from Dec 2004
onwards and the data is available up to date.
Based on a conceptual layout of development, topographical maps of the project area
were prepared and geological mapping done. The project layout is prepared based on
detailed topographical surveys. The survey for diversion barrage, desilting basin, storage
reservoir, intake, colonies, plant areas has been done to the scale of 1:500. The survey
for Head Race Tunnel covered a strip of 75m on either side of tunnel alignment. The
Pressure Shaft alignment was surveyed to the scale of 1:500 with a contour interval of 2 m
in a strip of 75 m on either side of the entire length of the penstock. The Powerhouse,
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Switchyard, TailRace and access tunnel areas have been surveyed to a scale of 1:500
with a contour interval of 2 m.
After studying various proposals, it was decided to locate the barrage with crest at EL
2881.75m downstream of confluence of Tidong Khad and Lamber Khad. The water shall
be conveyed through a head race tunnel of about 8.5 km long, surge shaft,
inclined/horizontal pressure shaft and a surface power house on the left bank of Tidong
river.
The project features were optimized based on the comprehensive analysis of
topographical, geological, hydrological data and alternative studies of project layout,
preliminary design features, broad parameters of cost and financial analysis etc. The
construction planning and cost studies have been carried out as per the final layout
adopted in this report.
The DPR (for two units of 50 MW each) was prepared accordingly and has been approved
by HSPEL vide letter no: HPSEB: (Sectt) 401 – TEC/Tidong-I/50 42034-47 dtd
23/07/2007. Nuziveedu Seeds Limited has formed a special purpose vehicle ”NSL Tidong
Power Generation (P) Ltd.” for implementation of this project. The implementation of
Tidong -1 project with an installed capacity of 100MW (2x50MW) has been taken up and
the work is in the final stage of completion and project commissioning. The present status
of the project work is mentioned below.
Excavations for Spillway, sluiceway and diversion channel and slope protection
works are completed, and Concreting works are partly completed.
Excavations for Head Regulator & Desilting Basin are almost completed, and
Concreting works for head regulator is under progress.
Excavation works at Storage Reservoir area and gravity wall location is completed
and concreting of gravity wall is under progress.
Underground excavations of all construction adits are completed.
Excavation of 95 % of Head Race Tunnel is completed and 10 % of concrete lining
is completed. Mud mat concreting is under progress in different faces.
Underground excavation of pilot shaft for surge shaft is completed, and widening of
the surge shaft is to be commenced.
Excavation of Valve house is under progress.
Excavation of underground pressure shaft is completed and fabrication and
transportation of pressure shaft ferrules is under progress.
Excavation for Power house & service bay area and slope protection behind power
house area are completed. Concreting of Service bay area is completed and super
structure like columns and beams upto roof level has been completed. In machine
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hall area, concreting of raft at turbine floor has been completed and concreting of
walls on either side of powerhouse area upto generator floor has been completed.
In view of significantly higher river flows in monsoon period, the possibility of increasing
the installed capacity of Tidong-I HEP has been explored by the Project Developer. NSL
Tidong Power Generation (P) Ltd has carried out discharge measurements in Tidong
River from Dec, 2004 to Dec, 2014 and based on detailed hydrological studies including
study of discharge pattern in adjacent Baspa basin. It is seen from the results of this study
that one additional unit of 50 MW capacity can be added to existing power house based
on techno economic consideration. The details of this study are presented in this report.
1.2 PRESENT STUDY FOR ADDITIONAL UNIT OF 50 MW OF TIDONG –I, PHASE - II
During implementation of the project, NSL started various other activities like acquisition of
land, clearance from the forest department, preparation of tender document etc. Most of
these activities were completed by 2008, and the development of infrastructure work
commenced in 2009. All these activities took almost 3 years to complete.
Simultaneously discharge measurements have been also carried out at diversion site
since December, 2004. Presently, about 10 years of actual measured flow data of Tidong
khad available for hydrological study. However, in DPR for Tidong -1 HEP having installed
capacity of 100 MW, the power potential study was done based on hydrological flow
series developed from Baspa river flow and one year measured river discharge data of
Tidong.
While analyzing the ten years of measured discharge data, it is observed that significantly
higher monsoon period flows are available in the river as compared to river flow estimated
at the time of DPR preparation. In view of the higher values of actual flow measurement,
the feasibility of increasing the installed capacity, with an additional unit of 50 MW, has
been studied. It is observed that adequate space for placing the new unit of 50 MW is
available in the land already acquired for existing surface power house.
1.3 PROPOSED SCHEME
The Phase - I project layout involves the construction of a diversion barrage with river bed
El 2880m, under sluice, reservoir to store 265000m3 of water to provide peaking
generation of 4 hour during lean season, head works, desilting basin to remove silt
particles above 0.2 mm in size, 8.5 km long head race tunnel, 10m diameter surge shaft
with a height of 110m, 1145 m long and 2.5 m diameter steel lined pressure shaft (partly
inclined and partly horizontal), surface power house having installation of two high head
Pelton type generating units each of 50 MW capacity with compatible generator and other
auxiliary equipment, and tail race channel. The project proposes to utilize about 610.977
m of maximum gross head and a rated discharge of 19.2 m3/s for power generation. The
energy benefits were assessed at 414.15 Gwh in 90% dependable year.
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For Phase –II, existing civil works at barrage, head regulator, desilting tank, storage
reservoir, HRT, pressure shaft are proposed to be utilized. Existing surge shaft will require
increase in finished diameter from 8m to 10 m. For installing the third unit in phase – II of
project, a new machine hall bay will be required adjacent to Unit 2 of existing power
house. Control room building of existing units will be used for the new unit also. The net
energy generation considering 95 % plant availability in 90% dependable year is
estimated as 632.63 MU.
Power evacuation arrangement as finalized with HPPTCL involves construction of
16.50km long 220 kV D/C transmission line from Tidong to Kashang. This arrangement
has been confirmed by HPPTCL vide their letter No.: HPPTCL//Tidong-I/CORR/09/1229
dated 06/09/2009 and later modified vide their letter no MPP-F(2) -9/2007-IV dated
11.10.2013. The same power evacuation arrangement is considered adequate to carry
the additional unit of 50 MW of power in phase – II.
The project cost for Phase – II works is estimated as Rs. 135 Cr. and the project shall be
completed in a period of 24 months, after obtaining all clearances and financial closure.
Power shall be sold to HPSEB or any of the utilities in Delhi, Chandigarh, Haryana, Punjab
or other states in Northern India.
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2 PROJECT SUMMARY
2.1 GENERAL
The Tidong Hydro-Electric Project has been envisaged with the purpose of exploiting the
potential in the lower reach of Tidong khad. The project involves the construction of an
Ungated spillway, Gated undersluice, Head Regulator, Desilting Basins, Storage
Reservoir and a 8.504 km long Head Race Tunnel culminating in under ground Surge
Shaft. A pressure shaft partly inclined and partly horizontal will convey the water to the
surface powerhouse. The power house will accommodate two nos. Pelton Turbines 50
MW each in phase – I, and one additional unit of 50 MW is proposed to be added in phase
II of project development.
In Detailed Project Report, submitted in 2006, the project was anticipated to generate
414.15 Gwh with 100 MW installed capacity in a 90% dependable year (2004). With the
updated hydrological series, the project is expected to provide annual energy generation
of about 539.43 Gwh in phase – I with 100 MW, and about 632.63 GWh in phase – II with
150 MW in a 90% dependable year (2004-05) with 95% plant availability. During lean
seasons, the project shall also provide peaking capacity benefits of 100 MW for about 4
hours per day in phase – I, and 150 MW for about 3 hours per day in phase – II of project
development.
The project works for phase – I are in advanced stage of completion of construction and
commissioning. The project development in phase – II is expected to be completed in a
period of 24 months from zero date. The infrastructure facilities available in phase - I will
be used and are mostly found to be adequate for construction of the phase II. Tidong-1 in
Phase – II is techno-economically viable and its early execution is planned for reducing
the gap between availability and demand of power in the Northern Region of the country.
The phase – II of the project development is likely to be commissioned by February, 2019.
2.2 MAIN COMPONENTS
The project envisages construction of following structures in phase-I and phase II
development:
2.2.1 Diversion works
A barrage comprising of two sluice bays of 5.00 m width each and an ungated spillway of
20.00 m width is constructed. The barrage is designed to pass design flood of 405 cumecs
in Tidong Khad at High Flood Level (HFL) of 2889.4m. The crest levels of undersluice
and spillway bays are kept at El 2875.50 m and El 2881.75 m respectively. All works are
completed in phase - I development, and no modification is required during phase II of
project development.
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2.2.2 Head Regulator
The Head Regulator is located on the left bank of the Tidong Khad, just upstream of the
diversion barrage, and is designed to draw a maximum flow of 35.00 m3/s. Two bays of
3.60 m clear width each having crest at El. 2877.40 m are provided in the head regulator.
Two regulating gates are provided to control the flow to the desilting chamber. All works
will be completed in phase - I development, and no further change is required during
phase II of project development.
2.2.3 Desilting Basin
The desilting basin comprises of two longitudinal chambers, each chamber having a
length of 80.50 m and width of 9.50 m, with a 2.50 m wide longitudinal flushing trench at
the bottom. A 1500mm dia silt flushing pipe is provided at the end of the flushing gallery
to convey the silt from desilting basin, back into river. The desilting basin is designed to
remove silt particles of size to 0.2 mm and above for the discharge corresponding to the
phase II of project development. All works will be completed in phase - I development, and
no modification is required during phase II of project development.
2.2.4 Reservoir
The reservoir is designed to meet the storage requirement for peaking demand of four
hours in phase – I of the project development in the lean season. The total storage
capacity provided in the reservoir is about 265000 m3. The available storage is sufficient
for peaking demand of three hours in phase – II of the project development. The bed level
of reservoir is kept at El 2860.00m, and MDDL is provided at 2860.75m considering
sufficient submergence depth to the tunnel intake. FRL of the reservoir is kept at El
2873.75m and top of the reservoir walls at El 2875.00 m by giving free board of 1.25m. An
overflow section is provided in the reservoir to spill water above FRL. The desilted water
from desilting chambers will be impounded in the reservoir. Silt particles of size below 0.2
mm are likely to get silted in reservoir, thus reducing the reservoir capacity over a period
of time. For efficient functioning of reservoir, suitable desilting arrangements are provided
in the form of sediment flushing pipe with a butterfly valve type control gate. No
modification in reservoir arrangement is proposed in the phase – II of the project
development.
2.2.5 Head Race Tunnel
From the reservoir, the water would be conveyed through 8.504 km long Headrace tunnel
drawn from intake structure located at the downstream end of the reservoir. At the entry,
the intake has been provided with a smooth transition to a D-shaped Headrace tunnel. A
trash rack structure is provided in front of the intake to avoid the passage of floating debris
into the tunnel along with an intake gate. The size of the D shaped tunnel between RD
0.00 m to RD 2130.00 m is of 3.50 m, and the size from RD 2130.00 m to RD 8409m is of
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3.5 (W) x 3.9 (H). The stretch from RD 8409 to 8504 m will be provided with 2.5 m circular
shaped.
The tunnel invert level at the HRT intake is El. 2853.0, m and that at the the surge shaft
junction is EL. 2800 m. The tunnel is provided with a bed slope of 1 in 162. Three
intermediate adits are provided to facilitate construction of HRT. These adits meet the
main HRT at RD 242.00m, RD 2140.00 m and RD 8474.00m respectively. All works of
HRT will be completed in phase - I development, and no modification is required during
phase II of project development.
2.2.6 Surge Shaft
At the end of the HRT, a vertical circular surge shaft is provided to absorb the transient
pressure variations due to changes in power load. The surge shaft is at offset of about
11.00 m from the junction of HRT and Pressure Shaft. This offset acts as a restricted
orifice for the surge shaft to minimize the water fluctuations in addition to the initial 2.50m
vertical opening in surge shaft at the time of load rejection and sudden load acceptance.
With increase in design discharge in phase – II of project development, the finished
diameter of the existing surge shaft will require increase in diameter from 8.00m to 10.00
m. The surge shaft has a total height of 110.00 m from top to bottom with a provision of
riser of 2.50 m diameter between EL 2800.00 m to 2820.00 m.
2.2.7 Valve House
Downstream of the Surge Shaft, a pressure shaft protection Butterfly Valve of 2.50 m
diameter is provided. The valve will be housed in an underground cavern having a width
of 10.00 m and a length of about 10.00 m. A 180.00 m long adit is provided at El.2800.00
m to approach the valve house. The adit is being used for excavation of HRT during
construction for phase-I of the project. All works related to valve house are nearly
completed in phase - I development, and no modification is required during phase II of
project development.
2.2.8 Pressure Shaft
A steel lined Pressure Shaft of 2.50 m inner diameter is provided downstream of the
Surge Shaft. The excavated sizes of pressure shaft at inclined portion and horizontal
portion are 3.10 m dia circular and 3.40 m dia D-shaped respectively. The pressure shaft
has a inclined length of 326.00 m at 55º inclination to horizontal line between El 2801.75
and El 2534.51, followed by a horizontal length of 187.00m. Thereafter, length of 294.00
m is provided at an inclination of 55o between El 2525.14 and El 2284.40, and then a
horizontal length of 310.00 m is provided upto powerhouse. For construction of Pressure
shaft, an intermediate Adit-3 of 186.00m long at El 2530.00 m is provided. Another access
is provided to the bottom of Pressure Shaft through adit - 4 of 85.00 m long at El. 2257.00
m.
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In phase I of project development, the single 2.50 m diameter pressure shaft bifurcates
into two unit penstocks of 1.76 m diameter each to feed the two Pelton Turbines of 50
MW. The length of the 2.50 m dia main pressure shaft upto the bifurcation is about
1145.0m and the length of unit penstock for machine 1 and 2 is 70.00m. Under phase II of
project development, it is proposed to provide T branching of about 33.00m upstream of
earlier bifurcation point, to feed the third unit. The alignment of pressure shaft for third unit
will follow the alignment of adit- 4 to bottom of pressure shaft. This arrangement will thus
eliminate the necessity of any excavation for pressure shaft for unit - 3. The length of
pressure shaft for unit 3 from bifurcation point to power house will be about 85.00 m.
2.2.9 Power House Complex
The power house is located on the left bank of Tidong khad about 150.00m upstream of
its confluence with Sutlej River. The overall dimension of the powerhouse, including the
space requirement of additional bay proposed in the phase – II of the project
development, is 80.30 meters long and 19.10 meters wide. Units 1&2 will be installed in
phase – I, and unit – 3 is proposed to be installed in phase – II of the project development.
The units 1 & 2 are spaced at 15.00 meters C/C, while units 2 & 3 are spaced at 27.00
meters.
A Transformer cum GIS hall is proposed upstream of the Power house building and it shall
house 10 nos of 26MVA single phase Transformers and Gas Insulated Switch yard (GIS).
The size of the Transformer cum GIS hall is proposed as 14m (W) x 71.5m (L) x 18.5m
(H) and shall be located at EL 2868.30m. A 300mm thick concrete fire wall is proposed to
separate each Transformer. GIS hall has been proposed at EL 2277.30m along with
control room building. The control room building shall accommodate Electrical Room,
Battery Room, Mechanical Workshop, Control Room, and HVAC unit Room.
2.2.10 Tail Race Channel
The tail water from Unit – 1 & 2 in phase – I of project development passes through two
tailrace ducts and merges into a common tailrace channel. The tail water from unit-3 is
planned to merge the common tailrace channel separately. The common tailrace channel
of 5.00 m wide rectangular shaped, having a length of about 100.00 m, conveys the tail
water back into Sutlej River.
2.3 TRANSMISSION SYSTEM
Switchyard of Tidong-I Phase-II shall be located adjacent to Tidong-I HEP switchyard.
Power of Tidong-I Phase-II HEP shall be injected into Tidong-I HEP transmission system
at Tidong-I HEP switchyard.
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2.3.1 Power Benefits
The gross energy benefits from the project have been assessed as about 632.63 Gwh per
annum in 90% dependable year after ecological release as per requirement viz. 15% of
minimum flow. The project would afford peaking capacity benefits of 150 MW for about
three hours per day during lean season.
2.4 PROJECT COST
The project is estimated to cost Rs. 135 Crore at December, 2014 price level including Rs.
15.39 Crore as interest during construction & financial charges. It is proposed to finance
the project on a 70:30 debt: equity basis.
2.5 FINANCIAL ASPECTS
As per GOI norms the average cost of unit generation (for first five years) with 15.5%
return on equity (ROE) works out to Rs. 1.48 and average DSCR as 1.18 (Rs./kwh).
Assumptions for carrying out financial analysis are summarized in chapter-18, Financial
and Economic Evaluation.
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3 SOCIO-ECONOMIC SCENE OF HIMACHAL PRADESH
3.1 GENERAL
Himachal Pradesh is a small hilly state, geographically located in the north-western part of
the country. It is surrounded by four states, namely, Uttarakhand, Punjab, Haryana and
Jammu & Kashmir with Tibet on the eastern side. Himachal Pradesh is among the most
advanced socio-economic states and has shown promising growth over the years. Over
the last decade the strong agro-based economy has shifted towards services, particularly
Tourism. The state is sparsely populated and endowed with natural attractions, Tourism is
one of the key contributors to the state’s income. Some of the tourist attractions include
Tribal areas, Mountaineering, Winter sports like skiing, besides a large number of pilgrim
centres. It is a hub for domestic and foreign tourists.
The state is largely an agro-based economy with about 71 per cent of its population
dependent on farming, horticulture and livestock for their livelihood. The main crops are
wheat, corn (maize), barley, rice and potatoes revenue from Apple crops in the main
resource for the people and Government . It is one of the leading fruit and vegetable
producing states in the country. The State Government has steadily been focusing on
improvement of industrial infrastructure.
A slew of industrial parks and estates including export-oriented parks for agro-processing
units have been set up, thus, strengthening the agriculture sector in the state. Several fruit
and food processing units and other allied industries like warehousing and packaging
have come up in various parts of the state. The state’s agro-processing units have highest
per capita output and value addition in the country.
Himachal Pradesh has one of the highest levels of telecom penetration in the country. The
state has a well-developed banking sector with a high density branches. It has the highest
Hydel power generation potential in the Northern region of the country and has fostered
private sector participation in the sector.
The Government of Himachal Pradesh has formulated its policies with an objective to
improve the industrial sector in the state. It has initiated many welfare programmes to
improve the economic well being of its people. The state provides special package of
incentives to the investors and ranks highest on the incentives index. The state enjoys a
healthy investment climate with the presence of several domestic and multinational
corporations.
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3.2 PEOPLE, CULTURE AND RELIGION OF HIMACHAL PRADESH
3.2.1 The People
The population of HP consists of a medley of tribes, all speaking their own language.
Some of them are the Gaddis, Gujjars, Kinnauris, Lahulis and Pangwalis. The majority of
the people are of Aryan stock, with exceptions like the inhabitants of Lahaul and Spiti who
are distinctly of Mongol origin. Perhaps the most exotic among them are the Kinnauris,
known for their extraordinary beauty and ornate jewellery.
The Earliest Inhabitants
Before the coming of the Khasha Aryans were the Kols and Mundas. These people are
represented by the various scheduled castes like the Kolis, Halis, Chamars, Darains,
Rehars, Chanals, Lohars, Baris, Dagis, Dhakis or Turis, and form a considerable part of
the population.
The great social fusion over the centuries, a process which is still going on, has resulted in
many changes in the appearance and characteristics of these people. As such, like the
rest of Northern India, they are ascribed to Aryan blood by mainstream historians.
The present day the Kinnauras do not constitute a homogenous group and display
significant territorial and ethnic diversity. For a better understanding of ethnic and cultural
distribution, the Kinnaur District may be classified into three territorial units.
Lower Kinnaur comprises area between Chora at the boundary of the Kinnaur District with
Rampur Bushahr and Kalpa including Nichar and Sangla valleys. The people of lower
Kinnaur are mostly Hindus though the ethno-historical factors have resulted in some
Buddhist influence.
The middle Kinnaur is the area between Kalpa and Kanam including Moorang tehsil. The
people of middle Kinnaur are of mixed racial strain. The inhabitants are Buddhist as well
as Hindus. Many people have faith in both the religions.
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The upper Kinnaur comprises of remaining north-eastern part of the district i.e. the area
between Pooh and Hangrang valley extending upto international border with Tibet.
However the people of Hangrang valley are almost universally Mongoloids. They mostly
follow Mahayana Buddhist religion. The project site falls under this zone.
HP is the least urbanized of states in India, and so there’s an ‘untouched’ simplicity about
its inhabitants. Living in a world of their own, the people are sometimes quite unaware of
what’s happening in the rest of the country. Their whole life seems to revolve around high
peaks, near-accessible passes, rivers and deep valleys. All this makes for people who are
essentially simple, honest, god-fearing and firmly rooted in the bedrock of the past. Ninety
percent of the people live in distant ‘fairy tale’ villages and small towns, and depend on
agriculture for their livelihood. Many also rear sheep, goats, and other cattle.
3.2.2 The Dress
The people of distinct dress in mostly woolen clothes. Their clothing is well suited to the
climate and is artistic too in its own distinctive way.
Head dress of men and women is a round woolen cap called thepang in the local dialect.
It is generally of light grey or of white colour with a colour velvet band on the outer fold.
Band of green colour is most liked. Crimson blue, yellow etc. may also be worn.
Men wear woolen shirts called chamn Kurti made of woolen cloth and tailored in the
village. Another type of dress which the men wear is Chhuba. It is long woolen coat
somewhat resembling an Achkan. A sleeveless woolen jacket worn outside the Chhuba.
Men wear woolen churidhar pajama.
Women wrap up a woolen shawl like garment called dohru. The first wrap of dohru is on
the back with embridered border displayed throughout its length up to the heels. Darker
shades of colours are preferred for dohru. Besides beautiful coloured shawls are also
worn by them over their shoulders. Choli a sort of full sleeves blouse is worn by the
women. Some of them have decorative lining also.
However, now a days wearing of cotton/synthetic salwar, kammez, pants and shirts have
become popular among the young Kinnauras. The traditional footwear worn by the
Kinnauras were made of wool and goat hair with sole of goat hide. However, with the
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passage of the time the indigenous shoes have almost disappeared and wearing of
readymade shoes is in vogue.
3.2.3 Houses and Equipment
The traditional village house of Himachal has a rather interesting structure. The lowest
storey is for household cattle, the middle for storing grain (also doubles as sleeping room
for the family in winter) and the top floor or dafi forms the living area.
The housing pattern of upper Kinnaur is different from that of lower Kinnaur.
In the lower Kinnaur the houses are two storied and built of stone and wood. These are
either slated roofs or having flat roofs made of layers of bhojpatra (tree bark) covered with
earth. The door is often folding and opens inwards.
In upper Kinnaur the houses are usually built of stone. These are flat roofed and covered
with earth. They are ill-built on account of the scarcity of wood. The houses are two storied
and doors are small. The ground floor is used as cattle shed and upper storey for living
purposes. The size and plinth area of the house depends upon the site available for
construction. The houses are white washed in lower as well as upper Kinnaur. Besides
these traditional houses, now RCC houses built in modern designs are also coming up.
Usually the households have some wooden chest for keeping grain and dried fruits. In
addition most of the houses have separate wooden grain storage structures locally called
'Kathar'. Khayarcha is a mat used for sitting purposes, which is made of goats hair. Pakpa
which is skin of sheep or goat or some wild animal as often placed on khayarcha for
sitting. Traditionally the people used to use utensils made of brass, bronze and aluminum.
However, nowadays with the increased outside contact they are fast adopting the china
crockery and utensils made of stainless steel.
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3.2.4 Cuisine of Himachal Pradesh
No discussion about people and culture is complete without giving due mentioning of its
cuisine. The preferred taste in Himachal varies from region to region. Non-vegetarian
food, with a generous dose of spices like cardamom, cinnamon, cloves and red chillies, is
very much the norm. The average Himachal kitchen churns out all sorts of meat, lentil and
cereal preparations.
Simple Eating Habits
However there may be local variations. For instance, in the barren regions of Kinnaur and
Lahaul-Spiti, there is more emphasis on locally-grown coarse grains like buckwheat, millet
and barley. In areas with a pastoral tradition, milk and its products are liberally used in
cooking. Himachalis are not particularly fond of vegetarian fare and till recently tubers like
potatoes and turnips were all they ate in the name of vegetables. Green vegetables,
however, are increasingly finding their way into Himachali kitchens. While the everyday
meal is the usual dal-chawal-subzi-roti (the common north Indian meal of rice, lentil broth,
dish of vegetables and bread), special dishes are cooked during festive occasions.
Famous Sidu is a kind of bread made from wheat flour. It is kneaded with yeast and the
dough is allowed to rise for 4-5 hours. With a stuffing of fat it is first browned over a slow
fire and then steamed. Sidu is normally eaten with ghee (clarified butter), dal (lentil broth)
or mutton. In many parts of the state, ankalos made of rice flour are a festive dish. In the
dry Lahaul-Spiti valley, the leaves of buckwheat are mixed with wheat flour and made into
cakes called aktori. Patande (a sort of pancake) is a specialty in the Sirmaur area.
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3.2.5 Religion
More than 95% of the population of HP is Hindu but Buddhism has also made inroads in
to the state thanks to the nearness to Tibet and presence of the Dalai Lama at
Dharamsala.
The ashen valleys of Lahaul, Spiti and Kinnaur are made brilliant by the Buddhist way of
life.
At times the demarcation between Hinduism and Buddhism is very faint in these hill
regions. For example, the rituals of the Kinnauris are a mix Buddhist and Hindu practices.
The hundreds of gompas and monasteries here serve as a veritable library for the student
of Buddhism. No wonder HP is said to be God’s Own Country.
There are also several notable churches and Sikh gurudwaras in the state. Christianity
came in with the British, of course, who dashed to these mountains whenever the heat of
the plains got to them. Shimla, Kasauli and Dalhousie served as the most important British
retreats, and so have the most well known churches of the state. St-John-in-the-
Wilderness in Dharamsala is also quite an attraction.Sikhism, too, is practiced in a few
places in Himachal. Paonta Sahib in Sirmaur district is a major pilgrimage for Sikhs, and
so is beautiful Manikaran in the Kullu Valley. The Sikhs played an important role in the
history of Himachal and Guru Govind Singh, one of the ten founders of the religion, began
his career on this very land.
3.2.6 Monasticism
Kanet boys, who learn the Tibetan scriptures and are well versed in Buddhist doctrines,
are called Lamas. Similarly the Kanet girls, who do not marry, but devote their time to the
study of Tibetan scriptures are called Zomos or Jomos. They live in nunneries. The two
principal nunneries are at Kanam and Sunnam and in these a great numbers of Zomos
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live. Besides this, almost every village had few Zomos. The Lamas live in the monasteries
and are looked upon as very holy. In fact they are the priests of all the Kanets. There are
several monasteries of these Lamas in Kanam, Sunnam and other villages. Lamas are
either Gyolong or Celibate like the Brahmchari or Dugpu, who marry but never shave. The
head Lama is consulted with regard to important undertaking.
3.2.7 Festivals
Festivals and fairs form an integral part of the culture of Himachal Pradesh. These
festivals are full of religious rites and cultural practices that the Himachalis assert in the
best of their abilities. It is the time of fun and frolic; people wear colorful dresses and
engross themselves in dancing and singing. Apart from celebrating all other Indian
festivals , few local festivals too are observed with the same vividness and festivity. Some
heralds the arrival of seasons. Sikh festivals namely Baisakhi and Lohri and few festivals
of tribal communities are celebrated here.
The culture of Himachal Pradesh incorporates zestful festivals and fairs. The tourists from
all over the world participate in the festivities. In the second week of December, the
International Himalayan festival is held in Dharamshala. Diwali is feted throughout the
state. The Lavi fair is famous in Himachal and it is observed for three days on the Sutlej
riverbanks. At Sirmaur, the effigies of Parasuram are plunged in the Renuka Lake. The
people of Himachal Pradesh, especially Shimlaites are celebrating Christmas since the
British domination. Lahaul observes a special festival called Cheeshu. The Lahaul Festival
is also held near Keylong. Haryali is a famous festival observed in Kangra region of
Himachal Pradesh and Sirmaur. Shravan Sankranti takes place in Nahan in July. The
renowned Naina Devi fair, in Bilaspur also occurs during the month of August.
3.2.8 Music and Dance
The Himachalis are fond of dance and music and these are key elements of culture of
Himachal Pradesh. The songs and performing dances are spiritual in nature and mainly
used to invoke gods and goddesses during festive seasons. Himachal is racy in folk music
and till date no classical music has initiated. However, special kind of songs namely
Samskara song are grounded on ragas which belong to the genre of Indian classical
music. The war songs sung by the Himachalis Jhanjhotis too have the similar originations.
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Ainchaliyan are the famous religious songs, buzzed at the bride`s house. All the females
present at the residence of an unmarried girl sing it with the completion of wedding
ceremony. The dancer is called jhoomar. In the Kullu region of Himachal, Laman songs
are quite famous.
The musicians carry various instruments like Flute, karna, Ranasingha, Turhi, Ektara,
Kindari, Jhanjh, Manjara, Chimta, Ghunghru and Ghariyal during their gala musical
performance.
Famous dance styles are Naati, Kharait, Ujagjama and Chadhgebrikar (Kullu), Shunto
(Lahaul & Spiti) and Dangi (Chamba). In Sirmaur and Mahusa regions a woman dances in
high spirits and the whole lot of audience are totally enthralled by her vivacious
performance.
3.2.9 Language
Thanks to the many tribes – each with its own language and dialect – Himachal boasts of
more than 60 dialects. These are Chambyali, Pangwali, Lahauli, Kinnauri and so on. In
places with a Buddhist population, Tibetan is the language.
But the state’s main language is Pahari, a derivation from Sanskrit and Prakrit, which is
largely unintelligible to plain dwellers. Hindi is also spoken widely and is the language of
instruction in schools. With Himachal’s close proximity to Punjab, Punjabi is the medium of
communication in some places.
3.3 GEOGRAPHICAL FEATURES OF HIMACHAL PRADESH
3.3.1 Location
Himachal Pradesh is situated between 300 22' 40” to 330 12’ 20” north latitudes and 750
45' 55" to 790 04’ 20” east longitudes. The altitude in the Pradesh, a wholly mountainous
region in the lap of Himalayas, ranges from +350.00 metres to+ 6975.00 metres above
mean sea level. It is surrounded by Jammu and Kashmir in the north, Tibet on north east,
Uttarakhand in the east/south east; Haryana in south and Punjab in south west/west.
3.3.2 Climate
Himachal Pradesh can be divided into three regions: - (i) The Shivalik ranges (the height
from plain upto 915 metres); (ii) Colder Zone (the height is 915 m to about 4500 metres);
and (iii) the Axis and Crystalline core of the whole system (the height above 4500 metres
but below 5500 metres).
The climatic conditions, therefore, vary from the semi- tropical to semi-artic.
Physiographically, the state can be divided into five zones based on altitudes and
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moisture regime conditions. These vary from wet humid sub-temperate situation to dry
temperate alpine high lands.
Besides the seasonal variations, the climate of Himachal Pradesh varies at different
altitudes. The average rainfall is 152 cms (60 inches). The highest rainfall occurs in
Kangra district followed by Shimla district.Temperature varies from -40C to 310C.
3.3.3 Hills
Himachal Pradesh (HP) ‘the Mountain State’ is a complex mosaic of hills, lush valleys and
snow-clad peaks. It straddles the Himalayas from the foothills, over peaks, to the valleys
of Lahaul and Spiti. The prominent ranges which curve across the state are the Shiwaliks,
Pir Panjal, Pangi, Zaskar and Dhauladhar. The highest peaks are Shilla (7,026m),
Manerang (6,597m) and Shipki (6,608m). The hills rise gradually from the south to the
north of the state – the outer Himalaya or Shiwaliks, the Lower or Lesser Himalaya, the
Main or Great Himalaya and Trans or Tibetan Himalaya.
3.3.4 Valleys
Much of HP can be easily divided according to its many lovely valleys. Lahaul and Spiti
stretch from the Chandra Valley in the northwest to the Lingti Valley along the Spiti River.
The Chamba and Kangra valleys lie on either side of the mighty Dhauladhars, while the
remote Pattan Valley is separated from Chamba by the Pir Panjal. Kullu Valley stretches
from Mandi to Manali, and the Parbati Valley obviously follows the Parbati River. The
Malana Valley is quite an interesting place, supposed to be the oldest democracy in the
world.
3.3.5 Glaciers, Rivers & Lakes
The many glaciers above the snow line feed the fast flowing rivers of Himachal Pradesh.
In fact, the whole of the Himalayas is like one mammoth reservoir of snow. The Beas
Kund glacier near the famous Rohtang pass in Kullu is the mother of the Beas. The other
biggies are the Bara Shigri, the largest glacier in Lahaul valley, the Bhadal Glacier, the
Bhaga Glacier and the Chandra Glacier. Alpine pastures spring up around them in
summer turning the place into a picnic spot for migratory graziers.
Life moves at a gentle pace in Himachal, but not the rivers; they are always in great hurry.
In the furrows between the many ranges rush the perennial rivers that drain the snow
slopes off the crests. The major rivers, criss-crossing the roughly square Himachal, are
Beas, Chenab, Spiti, Sutlej, Ravi and Yamuna.
The Beas originates in the Pir Panjal range near the Rohtang Pass and flows some 256
km in Himachal. The river is formed by a number of tributaries, the important being the
Parbati, the Hurla, the Sainj, the Uhl, the Suheti, the Luni, the Banganga and the Chaki.
The Chandrabhaga or Chenab is the largest river (in volume of water) formed after the
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meeting of 2 streams, Chandra and Bhaga at Tundi, in Lahul. The river flows a distance of
122 kms and has a catchment area of 7500 sq. km in Himachal, before entering Kashmir.
The Ravi originates from Bara Banghal (Kangra district) as a joint stream formed by the
glacier fed Bhadal and Tantgari. The river flows a distance of about 158km and has a
catchments area of about 5451sq. km.
The Satluj is unique, the only river in HP to rise from beyond the Himalayas. It begins as
the outflow from the sacred lake of Rakas Tal in southern Tibet, and enters Himachal
through a notch in the Zaskar Range at Shipkila. Passing through precipitous gorges and
narrow valleys it emerges from the mountains at Bhakra. The catchment area of Sutlej in
Himachal is 20000 sq.km.
The river Yamuna originates from Yamunotri in Uttar Kashi (Uttar Pradesh). Its total
catchment area in Himachal is 2320 sq.km. Its main tributaries are the Tons, the Giri and
the Bata.
Most of these rivers join the Indus River system which flows into the Arabian Sea. Dams
have been constructed over them at many places to exploit their enormous hydel power
potential. The Bhakra Dam on the Sutlej has created Govind Sagar, the largest lake in the
region. Come monsoon and numerous waterfalls and gurgling streams gush out from
every nook and corner of the land. Apart from these dancing brooks, there are hot water
sulphur springs at Manikaran and Vashist which are a balm for tired limbs.
The major lakes of Himachal Pradesh include Renuka, Rewalsar, Khajjiar, Dal, Beas
Kund, Dasaur, Brighu, Prashar, Mani Mahesh, Chander Tal, Suraj Tal, Kareri, Sreolsar,
Gobind Sagar and Nako.
3.3.6 Flora & Fauna
Himachal is a land of jade forests and fresh air. As much as 68% of the land area is
covered with jungles. While the foothills and valleys are a refreshing green, the areas
above the snow line are almost bare. The southernmost tracts are dominated by sal
(Shorea robusta), sisham, chir pine, dry deciduous and moist broad-leafed forests. The
temperate region above this grows oaks, deodar, blue pine, fir and spruce. In the
uppermost climes, trees are sturdy with a vast network of roots (to help them tide over the
weeks of burial under heavy snow). One can mostly find alders, birches, rhododendrons
and moist alpine scrubs in the name of vegetation. The tough rhododendron, is an
amazing plant and of terrific importance in the ecological chain. By attracting insects,
which in turn attract birds, it forms a major link in high altitude ecosystems.
Himachal is the fruit bowl of the country with orchards scattered all over the place.
Meadows and pastures are often seen clinging to the dangerously steep slopes. After the
winter snow thaws, the hillsides and orchards bloom with wild flowers, while gladiolas,
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carnations, marigolds, roses, chrysanthemums, tulips, lilies and other flowers are carefully
cultivated.
Agriculture is the prime mover of economic growth in Himachal Pradesh and the state has
also carved a niche as a horticulture state and is also known as the “Fruit Bowl of Nation”
Dry temperate areas are suitable for apple cultivation. The fruits produced in these areas
are of high quality and long shelf life. In the horticulture crops, apple is a major crop
cultivated over about 8800 ha of land. The yield of this crop is approximately 5200 kg/ha
producing between 40,000 to 50,000 tonnes annually. In addition dry fruits like almonds ,
walnuts etc.
Out of total 45,000 species of plants found in the country as many as 3,295 species
(7.32%) are found in the State. More than 95% of species are endemic to Himachal and
characteristic of Western Himalayan flora, while about 5% (150 species) are exotic
introduced over the last 150 years.
From thick sub-tropical forests to the dry alpine vegetation, Himachal is home to a wide
variety of animals. This includes the leopard, which is the most widely distributed mammal
in the entire state, the snow leopard, ghoral (goat-like stout animal), musk deer which is
the state animal and monal (a pretty bird in nine iridescent colours), the state bird. HP has
11 major national parks and sanctuaries – the largest number in the Himalayan region.
The Great Himalayan National Park in Kullu – the first in the state – was created to
conserve the flora and fauna of the main Himalayan range, while the Pin Valley National
Park to conserve the flora and fauna of the cold desert.
Legal Classification of Forest
Table 3.1 Category Area (Km²) Percentage
1. Reserved Forests 1896 5.12
2. Demarcated Protected Forests 11387 30.75
3. Un-demarcated Protected Forests 21656 58.48
4. Unclassed Forests 976 2.63
5. Others (managed by ForestDept.) 370 1
6. Not managed by Forest Department. 748 2.02
Total 37033 100
Forest Types in Himachal Pradesh
Moist Tropical Forests
Dry Tropical Forests
Montane Sub-Tropical Forests
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Montane Temperate Forests
Sub-Alpine Forests
Alpine Scrub
Source: H. P. Forest Department
3.3.7 Mineral Resources
Mineral Resources of Himachal Pradesh has a huge possibility of turning into a profitable
economic sector of the state. Himachal Pradesh is blessed with mineral wealth. As per
investigation of Geological Survey of India, the minerals available in Himachal Pradesh
include limestone, byrytes, clays, mica, iron pyrites, salt, gypsum, slate, antimony and
lead. The distribution of these minerals is scattered all over the State and includes lime
stone in Bilaspur, Sirmaur and Kangra districts; salt and slates in Mandi District; gypsum in
Rajban, Bharli Sirmour distt.; Lahaul & Spiti and Sapatu in Solan distt.; byryte in Sirmour,
iron ore in Mandi and Kangra; and uranium in Kullu and Hamirpur districts.
3.3.8 Soils
The soils of the State can broadly be divided into nine groups on the basis of their
development and physico-chemical properties. These are: (i) alluvial soils, (ii) brown hill
soil, (iii) brown earth, (iv) brown forests soils, (v) grey wooded or podzolic soils, (vi) grey
brown podzolic soils, (vii) planosolic soils, (viii) humus and iron podzols (ix) alpine humus
mountain speletal soils. The soil found in the districts of Mandi, Kangra, Bilaspur, Una,
Solan, Hamirpur and Sirmaur is generally brown, alluvial and grey brown podzolic, Kullu
and Shimla have greywooded podzolic soils, while Kinnaur, Lahaul and Spiti and some
parts of Chamba district have humus mountain speletal soils.
3.4 DEMOGRAPHIC PROFILE OF HIMACHAL PRADESH
Table 3.2
i) Number of Districts 12
ii) Area in Sq.Km. 55,673.00
iii) Total Population
Persons 6,077,248
Males 3,085,256
Females 2,991,992
iv) Population Density per Sq.Km. 109
v) Sex-Ratio per thousand Males 970
vi) Percentage of Rural Population 90.21
vii) Percentage of Urban Population 9.79
viii) Literacy Absolute 4,029,097
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Rate 77.13
Absolute 2,266,103
Rate 86.02
Absolute 1,762,994
Rate 68.08
ix) No. of Villages 20,118
x) No. of Tahsils 75
xi) No. of Sub-Tahsils 34
xii) No. of Towns 57
xiii) Labor Force Main Workers 1,963,882
Marginal Workers 1,028,579
3.5 INFRASTRUCTURE DEVELOPMENT OF HIMACHAL PRADESH
3.5.1 Social Infrastructure
Health
The health infrastructure includes 50 civil hospitals, 60 community health centres, 449
primary health centres and 2,067 sub-centres. The state ranks second on the health
index.
Table 3.3 Medical and Public health
Item 2005-06 2006-07 2007-08 2008-09 2009-10
(upto Dec
2009)
1. 2. 3. 4. 5. 6.
Allopathic institutions
No. of Institutions
Hospitals* 90 92 93 93 93
P.H.Cs. 439 443 449 452 449
C.H.Cs. 66 71 73 73 73
Dispensaries* 40 40 40 41 41
TOTAL 635 646 655 659 656
Beds Available* 10060 9687 10197 10197 10197
Ayurvedic institutions
No. of Institutions
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Item 2005-06 2006-07 2007-08 2008-09 2009-10
(upto Dec
2009)
Hospitals 24 24 25 25 27
Nature Cure Hospital. 1 1 1 1 1
Dispensaries/ Health
Centres
1105 1105 1109 1109 1104
Ayurvedic Pharmacies 3 3 3 3 3
Research Institution 1 1 1 1 1
TOTAL 1134 1134 1139 1139 1136
Beds Available 726 726 786 786 747
No. of Unani Dispensaries 3 3 3 3 3
No. of Homeopathy
Dispensaries
14 14 14 14 14
Source: - Directorate of Health & Family Welfare and Ayurveda, Himachal Pradesh.
* It also includes Private; State Special, Cantonment Board and Missionary. Education
The literacy percentage in Himachal Pradesh has increased from 31.96 percent in 1971 to
42.48 percent in 1981, 63.86% in 1991 and has now reached 76.50% as per 2001
census. This literacy rate in Himachal Pradesh is higher than the national average. The
march of education continued ahead through concerted efforts of spread of educational
institutions, providing incentives for retention especially of SCs/STs and OBCs category
children and enlarged enrolment.
Table 3.4 2008-09 2009-10 (Upto 31.12.2009)
1. 2. 3.
No. of educational
Institutions Notified:
Primary 10,738 10,748
Middle 2,291 2,338
High Schools 835 849
Senior Secondary Schools 1,223 1,251
Degree Colleges 67 67
Total 15,154 15,253
Source: - Education Department, Himachal Pradesh
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3.5.2 Access Infrastructure
Himachal Pradesh ranked second on the infrastructure index in the country. Himachal
Pradesh is approchable by air, rail and road. It has a road network of 32,926 Kms as
depicted in table below and connects all district headquarters, sub divisions and blocks.
Table 3.5
Type of Road
As on 31st March (in Kilometers)
2005 2006 2007 2008 2009 2009-10
Upto
31.12.2009
1. 2. 3. 4. 5. 6. 7.
1. Motorable
Double lane
2,355 2,369 2,374 2,374 2,377 2,380
2. Motorable Single
lane
22,567 23,599 25,210 26,783 27,925 28,533
3. Jeepable 442 390 381 365 345 325
4. Less than
Jeepable
3,103 2,653 2,299 1,990 1,803 1,688
Total 28,467 29,011 30,264 31,512 32,450 32,926
Source:-Public works Department, Himachal Pradesh
Note: - Figures include National Highways also.
At present there are Eleven National Highways having length of 1471 Kms pass through
the State. These National Highways are NH-1A,NH- 20,NH-21, NH-21A, NH- 22, NH-70,
NH-72, NH-88, 73-A,72-B and 20-A. Other five approved national highways are Hamirpur-
Sujanpur-Palampur (59 km), Brahmpukhar-Bilaspur-Ghumarwin-Baijnath (11 km),
Bharmour-Chamba-Dalhousie-Pathankot (133 km), Taradevi-Jubbarhatti-Kunihar-
Ramshehar-Nalagarh-Ghanauli (106 km) and Chandigarh-Baddi-Nalagarh-Arki-Shalaghat
(83 km).
The state has three domestic airports at Shimla, Kullu and Kangra while two are coming
up at Spiti and Banikhet (Chamba). Airways operate regular flights to Himachal Pradesh.
Rail Heads in Himachal Pradesh
Kalka
Pathankot
Una
Kalka – Shimla. Pathankot- Joginder Nagar (Narrow Gauge)
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Major Rail Heads in Surrounding States
Kiratpur
Jagadhri
Dehradun
Pathankot
3.5.3 Communications Infrastructure
The state has a high tele-density (no. of telephones per 1,000 people) of 8.4 against 5 at
the national level. All telephone exchanges in the state are 900 digitalised and are
interconnected to each other by Optical Fibre Cables (OFCs). It has the highest density of
OFC penetration per unit area with a 6,000 km network.
The Government of India has set up a Software Technology Park and High Speed Data
Connectivity facility in Shimla. The state recorded a growth of 84 per cent in the Internet
subscriber base and appeared in the top quartile in the country in 2002-03.
About 98.5 per cent of the villages in the state have been provided with telecom facility*.
Up to 2004, there were 936 telephone exchanges in the state with net switching capacity
of 650,694. The state recorded the highest growth of mobile users at 175 per cent in
2002-03.
STD and ISD facilities are available in most places, even small. The Internet too is making
its presence felt at an amazing speed. There are cybercafés in Shimla, Manali and
McLeodganj. Surprisingly, notwithstanding the hilly terrain, radio has penetrated to the
remotest corners of the state (100% as against the national average of 96.89%).
3.5.4 Financial Infrastructure
Banks in the State are playing predominate role to accelerating economic growth in the
State economy and sharing the responsibility to enhance the flow of Institutional credit in
all sectors in accordance with the national priorities.
The total number of bank branches in the State was 1,373 as on September, 2009. There
are 20 Commercial Banks operating in Himachal Pradesh through a network of 776
branches of which 558 are located in rural areas and 218 in urban/semi-urban areas. UCO
Bank has been entrusted the responsibility of Convenor Bank in the State by RBI having
135 network of branches in the State. Other major banks are PNB with 234 branches, SBI
with 177 branches, SBOP with 81 branches and Central Bank of India with 40 branches in
Himachal Pradesh. In addition State having a strong network of 4 Cooperative banks with
407 branches and 2 Regional Rural Banks having 152 branches. There are 8 Private
Sector Banks functioning in the State with 38 branches as on September, 2009.
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3.5.5 Industrial Infrastructure
Due to the persistent effort of the state government, a broad-based industrial structure has
slowly developed in the state.
Himachal Pradesh is a hilly region; hence the scope of agriculture is very limited in the
state. Yet there are many places in the state where people earn their livelihood through
farming, which reflects on the industry and enterprise of its people. Agriculture is the
fulcrum of the business and economy of Himachal Pradesh. Agriculture accounts for 45
percent of the net domestic product of Himachal Pradesh and 71 percent of the state's
labour force are employed in agriculture. Wheat, rice, maize and barley are the main
cereals being produced in the state. Seed-potato, mushrooms, ginger, chicory seeds,
olives and fig are the important sources of revenue to the Himachal farmers. Apple is
another major income generator for Himachal Pradesh. Fruit cultivation in Himachal
Pradesh is presently yielding an annual income to the tune of Rs.30 million.
Woollen garments and handicrafts make up the main small-scale industry. In fact, the
annual turnover from the shawl industry alone is estimated at around six crores rupees.
Spinning and weaving of wool (which is locally produced) is mainly a winter occupation
when there is time to spare from the fields.
The State Government has established 16 industrial Areas at Pauranoo, Barotiwala,
Baddi, Paonta Sahib, Mehatpur, Shamshi, Nagrotu Bagwan, Bilaspur, Reckong-Peo and
Sansar Pur Tera, 11 export promotion parks and 11 industrial estates with basic amenities
such as roads, power, sewerage, water, communications and power supply.
As the dust free and cool climate of Himachal is extremely suitable for the establishment
of electronic and precision industries, many electronic complexes have been set up at
Solan, Mandi, Hanurpur, Shogi, Raga-Ka-Bagh, Chamba, Ambi, Taliwala and Keylong,
like watch manufacturing units, thermometers, microscopes, hospital and laboratory
equipment. The state has established three agro export zones, including the one at
Parwanoo, which is one of the largest in Asia.
Furniture making, rope making, bamboo products, manufacturing and specialized wood
based industrial units have also been set up. Two vanaspati ghee plants have been set up
where limestone exists in plenty, cement factories have come up in public and private
sectors. Sericulture, handloom and tea are other industries that have lately been given
particular attention. Silk industry is providing employment to a lot of people.
3.6 STATUS OF INDUSTRY IN HIMACHAL PRADESH
During the last few years, the industrialization in the State of H.P. has made significant
progress. As on 31/03/2010 there are 36845 Micro, Small, Medium & Large Enterprises of
which 444 are in Medium & Large Scale registered with the Department of Industries with
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an investment of Rs. 10408.41 Crore and employment to about 2.42 lac persons. The
District wise details of the registered industrial units are as under:-
Table 3.6- District wise details of the registered industrial units (Micro, Small, Medium &
Large Enterprises) upto 31-3-2010.
Sr. No. District No of units
Investment
( Rs. in Lacs)
Employment
1 Bilaspur 2239 52760.68 9771
2 Chamba 1733 2850.13 6015
3 Hamirpur 2718 6102.65 9832
4 Kangra 8761 29615.18 39372
5 Kullu 2438 7066.55 12822
6 Kinnaur 562 490.23 1762
7 Lahaul& Spiti 572 318.77 1575
8 Mandi 3727 9904.81 15386
9 Shimla 3317 23597.42 12819
10 Solan 4574 694118.75 88610
11 Sirmour 3065 136676.99 25695
12 Una 3139 77339.57 18004
Total 36845 1040841.73 241663
Table 3.7- Year wise details of registered industrial units (Micro, Small, Medium & Large Enterprises) upto 31-03-2010
Sr. No. Year No of units
set up
Investment
( Rs. in Lacs)
Employment
generated
1 Upto 2002-03 30372 308783.48 159694
2 2003-04 678 7202.48 4531
3 2004-05 948 39178.44 9885
4 2005-06 978 62376.54 11217
5. 2006-07 998 106798.68 15233
6. 2007-08 861 118900.94 13225
7. 2008-09 955 187898.74 15164
8. 2009-10 1055 209702.43 12714
Total 36845 1040841.73 241663
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3.6.1 Agriculture
Himachal Pradesh agriculture is a very crucial part of the state's economy as agriculture is
the chief occupation of people in Himachal Pradesh. The agricultural sector of the
Himachal Pradesh has more than 45 percent contribution in its economy in terms of the
state's domestic product.
The entire population of the state more or less depends directly upon the agriculture of
Himachal Pradesh. The major portion of the revenue earning in the state's economy is
carried out by the cash crops in the Himachal Pradesh agriculture. The chief food crops
cultivated in Himachal Pradesh agriculture include wheat, maize, rice, barley, seed-potato,
ginger, vegetables, vegetable seeds, mushrooms, chicory seeds, hops, olives, and fig.
Himachal Pradesh is also known as the 'Apple State of India' for its large-scale production
of fruits. Farmers have engaged themselves highly in the fruit cultivation and it is also a
great blessing to the economy of the state. Some very important factors that have led to
the outstanding development in the agriculture of Himachal Pradesh are an efficient
irrigation system, accessibility of low-cost cargo, and marketing facilities structured in an
organized form.
Himachal Pradesh agriculture provides employment to around 71 percent of the working
population in the state. The agricultural sector and the allied sector generate revenue of
nearly 22.5 percent of the gross State Domestic Product. The farming community of the
state holds an area of 9.99 lakh hectares which is run by 8.63 lakh farmers out of the total
geographical area of 55.673 lakh hectares. Around 84.5 percent of the total land held by
the farming community of Himachal Pradesh is owned by the small and marginal farmers.
Only 10.4 percent of the area of the state is cultivated and about 80 percent of the area
experiences rainfall.
The agricultural sector of Himachal Pradesh has adopted a diversification approach that
demands for a focus on the production of off-season vegetables that include potato,
ginger, soyabean, oilseeds, and pulses. At present, about 41,500 hectare area constitutes
vegetable production and the production level of those vegetables is 7.85 lakh tonne. The
farmers focus more upon generating the cash crops for more revenue earning as it suits
the agro-climactic conditions in Himachal Pradesh.
The main cereals cultivated in Himachal Pradesh agriculture are wheat, maize, rice, and
barley. Kangra, Mandi district and to some extent Paonta valley of Sirmur district are the
major producers of wheat, maize, and rice. Barley is cultivated largely in Shimla district of
Himachal Pradesh. The main sources of irrigation in Himachal Pradesh are small water
channels that are filled from the perennial and seasonal springs, well irrigation in few
areas, and lift irrigation. All these development witnessed by the agricultural sector of
Himachal Pradesh have stepped-up the productivity of the crops to a large extent.
.
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Table 3.8- Production of Principal Crops (In ‘000 Tonnes)
Crops 2006-07 2007-08 2008-09
(Likely)
2009-10
(Anti. Ach)
2010-11
(Target)
1. 2. 3. 4. 5. 6.
Food Grains:
A. Cereals
1. Rice 123.49 121.45 118.28 50.98 130.00
2. Maize 695.38 682.61 676.64 331.67 785.00
3. Ragi 3.16 2.49 3.10 1.48 4.50
4. Small Millets 5.08 5.46 5.09 1.90 6.60
5. Wheat 596.49 562.01 531.49 523.85 687.00
6. Barley 33.87 30.68 26.40 27.11 37.00
Total- Cereals 1457.47 1404.70 1361.00 936.99 1650.10
B. Pulses
7. Gram 1.02 1.37 1.60 0.62 4.00
8. Other pulses 17.98 34.59 36.96 18.77 16.50
Total Pulses 19.00 35.96 38.56 19.39 20.50
Total Food Grains 1476.47 1440.66 1399.56 956.38 1670.60
Potato 163.21 155.26 145.60 61.08 185.00
Vegetables 991.44 1040.49 1090.33 1130.00 1250.00
Ginger(Dry) 2.06 2.55 4.16 2.00 5.20
Source: - Directorate of Agriculture Himachal Pradesh
3.6.2 Animal Husbandary
Animal husbandry plays a vital role in the development of agriculture, especially in
Himachal where cattle are the main instruments for ploughing and other agricultural
operations. Indigenous breeds of cows, buffaloes and sheep are of poor quality.
A number of schemes for cattle development, cattle health and disease improvement in
wood production, poultry development, feed and fodder development, dairy improvement,
milk supply schemes and veterinary education have been undertaken to improve the
livestock in the state. The many veterinary hospitals, dispensaries and outlaying
dispensaries in the state provide veterinary aids and also take measures against various
contagious diseases. A number of mobile dispensaries are also in operation. Thus the
state has remained free from animal scourge.
Recently, Angora rabbits imported from West Germany were introduced in the Pradesh.
Now seven units for their propagation have been set up in Kangra district.
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Milk production has increased due to these measures. Milk chilling plants with a capacity
of about 55 thousand liters have been set up at about 2 dozens places and departmental
milk supply schemes are operational in half a dozen towns.
3.6.3 Livestock
During the last 7 years 2001-02 to 2008-09, it has shown an increase of 15.88 percent
which shows that animal health care services have paid dividend. The table also shows
that egg production also increased at a considerable pace upto 2002-03 but thereafter it
declined slightly but again picked up in the year 2007-08 & 2008-09. The critical feature of
this table is that wool production has remained almost static. This strengthens the belief
that younger generation of the migrating gaddis has not come forward to adopt sheep
rearing as their main occupation.
.
Table-3.9-Livestock Production
Sr.
No.
Pro
duct
Uni
t
1997
-98
1999
-00
2001
-02
2002
-03
2004
-05
2005
-06
2006
-07
2007
-08
2008
-09
1. 2. 3. 4. 5. 6. 7. 8. 9. 10. 11. 12.
1. Milk 000’
Tonnes 713.96 741.26 762.86 772.49 869.51 869.01 872.40 873.47 884.00
2. Eggs Lakh
Number 750.38 800.53 822.41 827.74 811.38 752.67 771.98 842.84 977.30
3. Wool Lakh
Kg. 15.65 15.76 15.86 15.94 16.00 16.03 16.05 16.07 16.18
3.6.4 Handicraft
Himachal Pradesh produces some of the wonderful handicrafts, which reflect on the
impeccable craftsmanship of its crafts persons or artists. They have been making these
flawless art pieces for generations together. Himachal Pradesh has a whole range of
different handicrafts like shawls, wood crafts, paintings, embroidery, textiles, rugs and
carpets, etc. Often they are products of months of meticulous precision.
Wood Crafts is perhaps the oldest type of handicrafts in Himachal Pradesh. The most
popular wood crafts of Himachal Pradesh are fruit baskets, trays, serving bowls, photo
frames, candle stands and carved idols, which a tourist can treasure as momentos. Metal
Crafts is another of the ancient skills developed and evolved in the hilly climes of Himachal
Pradesh. The traditional metals of copper and silver are still used to make jewelry and
utensils in some parts of the state.
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Majority of the shawls are woven according to the old traditions, that is the shawls are
made up of fleece i.e. hair that are shed by a goat. The artisans have also mastered the
art of weaving imaginative but extraordinary designs on them. The shawls are also
available in a number of different colours and shades. The Pashmina shawl, the most
sought after shawl around the world, is also made in the state.
Khangra and Chamba schools of miniature paintings are part of the wonderful tradition of
handicrafts of Himachal Pradesh. Even after more than two hundred years since they
were introduced, these painting styles still have their presence in the cultural firmament of
Himachal Pradesh. Most of these paintings depict the court and the romantic scenes, and
can create a wonderful aesthetic contrast in today's modern homes. The state government
has setup schools to preserve the miniature art of painting. The state is also imparting
professional training to the students about modern painting.
3.6.5 Textiles
In addition to handloom and handicrafts, sericulture is one of the key cottage industries in
the state. In 2003-04, 114,000 kg reeling cocoons were produced. There are about 50,000
handloom units primarily based on wool. The main products of the textile industry in the
state are shawls, tweeds & blankets, woollen carpets, traditional dresses and other
handicrafts.
The Baddi-Barotiwala-Nalagrah belt in Solan district near Chandigarh is fast emerging as
a textile belt. The valley has a dozen units with a total capacity of about 600,000 spindles.
Another five units with an additional capacity of 200,000 spindles are in the pipeline.
3.6.6 Mineral-Based
Minerals constitute a fundamental component of the state’s economic base. The state has
considerable mineral resources including rock salt, limestone, gypsum, silica-sand and
baryte. The high availability of quality limestone, a key raw material has made the cement
industry flourish. Many domestic companies and MNCs have established their
manufacturing facilities in the state. The cement plants of ACC and Ambuja Cements have
a total capacity of over 4 million tonnes with plans of future expansion. Jai Prakash
Associates plans to set up a unit with an investment of US$ 110 million. Besides these,
there are many other mineral-based units like stone crushing, calcium carbonate units,
hydrated lime units etc.
3.6.7 Power
Himachal is extremely rich in hydel resources. The state has about 25% of the national
potential in this respect. It has been estimated that about 20,300MW of hydel power can
be generated in the State by constructing various major, medium, small and mini/micro
hydel projects on the five river basins. The state government has been giving the highest
priority for its development, as hydel generation can not only meet the growing need of
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power for industry, agriculture and rural electrification, but can also be the biggest source
of income to the state by way of sale of electricity to the neighboring states.
The most prestigious and major project on river Sutlej in the state is the Nathpa Jhakri
(1500M.W). It is constructed in collaboration with the central government. The project is
funded by the World Bank.
The major completed and ongoing projects include 300MW Chamera II Hydel Project, 800
MW Parbati Hydel Power Project and 800 MW Kol Dam project. Other major projects by
Government of Himachal Pardesh and NHPC are: Bhaba Augmentation Scheme, Ghanvi
Hydro Electric Project (22.5 MW), Chamera III HEP (231 MW), Larji Hydel Project
(126MW) and Khauli Hydro Electric Project (12MW). The state government has given
many hydel projects for private sector participation. These include Baspa Hydro Electric
Project (300MW), Bajoli Holi Hydro Electric Project (180 MW), Kutehr HEP (220 MW),
Dhamwari Sunda Hydro Electric Project (70MW), Project (15MW), Allian Duhangan Hydro
Electric Project (192 MW), Malana HEP (86 MW), Karcham Wangtoo HEP (1000 MW)
and Budhil (70MW).
The state has electrified each one of its 16,807 inhabited villages. It is very impressive,
looking at the location of its villages in far off areas and their isolation.
3.6.8 Tourism
HP is far, far ahead of other states in India in this sector. Its great natural splendor
explains why tourists should make a trip to this destination. Apart from good hotels and
transportation, there are excellent facilities for adventure sports like trekking, rock
climbing, skiing, heli-skiing, river rafting and kayaking which attract enthusiasts from all
over the globe. Some of the important tourist centres are Shimla, Solan, Chail, Renuka,
Kalpa, Nako, Sangla, Kullu, Manali, Baijnath, Dharamsala, Kangra, Palampur, Dalhousie,
Khajjiar and Chamba.
The state ranks second in total tourism projects sanctioned during 2001-2004 in the
country. The state ranks fifth in domestic tourist visits. It enjoyed a 14 per cent growth in
tourist visits against the national average of 6 per cent in 2001.
3.6.9 Pharmaceuticals
Pharmaceutical units set up in the state enjoy an income tax holiday for five years till 2007
and a concessional rate of income tax for the next five years. The cost of production is
also considerably lower. It is becoming a hub for pharmaceuticals manufacturing, with
over 300 pharmaceutical firms. With a proactive policy of the Government, the state has
managed to attract significant investment in the recent past. The investment, particularly
from the pharmaceuticals sector has been impressive, clearly vindicating the special
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incentives policy pursued by the Government. The Government plans to introduce a
special package of incentives exclusively for the pharmaceuticals sector by 2007.
Ranbaxy, Torrent, Indoco Pharma, Nectar Life Sciences, Indo-Swift Pharma, Dr Reddy’s
Laboratories and Cipla are some of the pharmaceutical companies that have
manufacturing facilities in the state. UniChem plans to invest over US$ 8.7 million in its
third formulation manufacturing facility. Indoco plans a formulation facility and Pulse
Pharma plans its second plant for therapeutic nutrition in Baddi. Torrent and Zydus Cadila
are also planning to set up formulation facilities in Baddi.
3.6.10 Business Opportunities
There are several factors that affect evolution of an industry in a region. Some of the major
factors are:
Policy proactiveness: The policy that a state government adopts towards a sector
directly affects its attractiveness for further investment. For example, the State
Government has given many concessions for the establishment of industries. This
has prompted many industry players to establish their manufacturing facilities in
the state.
Availability of natural resources: Certain industries like agro-based industries have
a high dependence on the availability of natural resources. The availability of high
quality limestone spurred the growth of the cement industry in the state.
Capability: Availability of good quality manpower is essential for industries to
flourish. High literacy rates and good quality workforce are added assets for the
state.
3.7 FACT FILE FOR KINNAUR DISTRICT
Population - As per 2001 Census
Male 42,173
Female 36,161
Rural 78,334
Urban NIL
Sex Ratio 857 (No. of females per 1000 males)
Density of Population 12 per sq. km.
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Climate
Temperature [With respect to Kalpa for the year 2003]
Jan Feb Mar Apr May Jun Jul Aug Sep Oct Nov Dec
Min(in deg cent) -
04.7-07.2
-
04.2
-
00.202.5 08.2 10.2 10.2 04.5 01.5
-
02.8
-
06.5
Max(in deg cent) 16.1 13.1 20.1 23.1 25.2 25.7 25.3 24.4 24.6 21.4 20.0 15.9
Total Rainfall(mm) 0.00 0.00 23.9 83.5 59.6 28.2 78.2 32.5 26.8 04.9 0.00 0.00
Total Snowfall(cms) 45.5 139.9 85.6 16.0 0.00 0.00 0.00 0.00 0.00 0.00 06.4 75.1
Literacy Rate of Rural Population- As Per 2001 Census
Male Literacy 84.3 %
Female Literacy 64.4%
Geographical Area Sq. Kms.
Forest Land 458297.47 Hect.
Cultivated Land 9355 Hect
NonCultivable 614387 Hect.
Altitude Between 2350m to 6816m above sea level.
Longitude Between 77° 45' and 79° 00' 35'' East Longitude
Latitude Between 31° 05' 50'' and 32° 05' 15'' North Latitude
Major Rivers Satluj, Spiti & Baspa
Distances
Nearest Railway Station Shimla - 235 Kms
Nearest Airport Shimla - 235 Kms
Administrative Setup
No. of Sub Divisions 3 - Pooh,Kalpa,Nichar
No. of Tehsils 5 - Sangla,Pooh,Nichar,Moorang,Kalpa.
Development Blocks 3 - Nichar,Kalpa,Pooh
Panchayats 64
Villages 660
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Education
Primary Schools 190
Middle Schools 37
High Schools 25
Sr. Sec. Schools 15
Colleges 1-Govt. College R/Peo.
Medical/Engineering Colleges NIL
Others ITI R/Peo, DIET R/Peo.
University NIL
Animal Husbandry
Hospitals 18 (17 providing AI Facilities)
Dispensaries 39 (30 equiped with AI Facilities)
AI Centres No special AI Centre.
Poultry Farms 2
Sheep Breeding Farm 1
Mobile Vetnary Dispensaries 1
Cattle Population As per Cattle Census
Caprine 35919
Ovine 73208
Poultry 5964
Swine 30
Canine 3447
Bovine 24685
Equine 4133
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General
Number of Post Offices Head Post Office Reckong Peo.
Sub Post Offices
Bhavanagar,Kalpa,Leo,Moorang,
Nichar
Pooh,Sangla,Ribba,Spillo,Tapri,K
atgaon
Branch Post Offices 56
Nationalized Bank
Branches
Punjab National Bank R/Peo,Karcham,Nigulsari,Kalpa
UCO Bank Skibba,Yangthang,Katgaon,Sungr
a,Sangla Tapri,Spillo
State Bank of India Bhawanagar,Pooh,Moorang,Lipp,
Giabong,Chango,R/Peo.
Union Bank Nichar
Land Development Bank R/Peo,Pooh
Name of the Lead Bank Punjab National Bank
Cooperative Bank
Branches
Kalpa,R/Peo,Moorang,Nichar,Pooh,Sangla,Tapri,Pangi
Katgaon,Sungra
Major Crops Kharif
Cereals Maize
Pulses Rajmash,Mash
Others Olga,Fafra,Koda,Cholai
Cereals Wheat,Barley
Vegetables Tomato,Brinjal,Cabbage,Cauliflower,Onion, Chilies, Capsicum, Peas,
Reddish, Turnip
Health Setup
Regional Hospitals 1
Block Hospitals 4
PHCs/Sub-Centres 50
Ayurvedic Hospitals 1
Ayurvedic Health Centres 41
Industrial Units
Large Industries NIL
Handicraft Units 3
Handloom Units 59
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4 POWER SCENARIO
4.1 GENERAL
India is a vast country having borders with most of the SAARC member countries. It has a
population of above 1.20 billion people. It is also one of the fastest growing economies,
with very good GDP growth rate
India‘s per capita power consumption is rather low, as compared to developed economies,
being under 400 kWh per year. With the economy growing at about 8% the rate of growth
of electricity demand will rise substantially over the next two decades. The rise of demand
has consistently exceeded the installed capacity addition, thus there has been chronic
shortage of both the peaking power as well as energy.
Electricity is essential for socio-economic development of any country. The standard of
living of people and status of industrialization of any country largely depend upon the
extent of the usage of electricity and can be judged by the per capita electricity
consumption. In India, concerted efforts have been made to increase the availability of
power to give a fillip to Indian economy. The power system planning in the country has
been done on the basis of five regions comprising of Northern, Western, Southern,
Eastern and North Eastern regions.
India’s hydro-power potential has been assessed at about 150,000 MW installed capacity
to provide about 600 billion units. Most of the hydro potential lies in the north-eastern and
northern region of the country in the Himalayan range of mountains. About 20% of the
hydro resources have been developed so far. Ideal thermal-hydro mix in the power system
has been established at 60:40, but the present mix is about 75:25 which is creating
operational problems in the power system including backing down of large thermal power
units.
The total installed capacity of thermal, Hydel, nuclear and gas based power projects in
India, as on 30th June 2013 is about 225793.10 MW as shown in table 4.1 depicted
below. The Northern Region, comprising of Chandigarh, Delhi, Haryana, Himachal
Pradesh, Jammu & Kashmir, Uttarakhand, Punjab, Rajasthan and Uttar Pradesh,
accounts for about 60794.75 MW of this capacity. Being a developing country with
growing power and energy requirements, the country experienced energy shortfall of
about 8.5% during the period April 2011 – March 2012. The shortfall in peak power was
10.6% during the same period.
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Table 4.1 ALL INDIA REGION WISE GENERATING INSTALLED CAPACITY (MW) OF POWER UTILITIES
INCLUDING ALLOCATED SHARES IN JOINT AND CENTRALSECTOR UTILITIES As on 30.09.2014
Captive Generation Capacity in Industries having demand of 1 MW or above, Grid
interactive (as on 31-03-2011) =34444.12 MW
RES- Renewable Energy Sources includes Small Hydro projects (SHP), Biomass Gas
(BG), Biomass Power (BP), Urban & Industrial waste Power (U&I) and wind energy.
ALL INDIA GENERATING INSTALLED CAPACITY (MW) (As on 30.06.2013)
S.No. Region Thermal
Nuclear Hydro R.E.S
@(MNRE) Total
Coal Gas Deisel Total
1. Northern 39431.00 5331.26 12.99 44775.25 1620.00 16598.11 5935.77 68929.13
2. Western 60169.51 10915.41 17.48 71102.40 1840.00 7447.50 1127107 91660.97
3. Southern 27382.50 4962.78 939.32 32284.60 1320.00 11398.03 13784.67 59787.30
4. Eastern 26527.88 190.00 17.20 26735.08 0.00 4113.12 432.86 31281.06
5. N.Eastern 60.00 1571.80 142.74 1774.54 0.00 1242.00 256.67 3273.21
6. Islands 0.00 0.00 70.02 70.02 0.00 0.00 11.10 81.12
7. All India 153570.89 22971.25 1199.75 177741.89 4780.00 40798.76 31692.14 255012.78
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The Government of India (GOI) has adopted a national hydro-power policy to accelerate
the development of hydro-power resources. Under this policy, GOI has undertaken a
number of actions which include rationalization of the process of project clearances,
providing committed funds for the ongoing schemes, creation of a new fund for survey &
investigation of hydro schemes by levying a surcharge on the electricity sold, multistage
clearance from the environment & forest angles to facilitate undertaking feasibility study
and pre-construction activities at the proposed project site, rationalizing the formulation of
tariff, promoting private sector participates in hydro-power development, special
concession for mega power projects, creation of electricity regulatory authorities at central
and state government levels, setting up Power Trading Corporation to facilitate sale of
power across the country.
The GoI aims to develop the entire hydro-power potential of the country by the year 2025-
26.However there are many barriers and hurdles in achieving the above goal. The
principal barriers are lack of financial resources, complicated and multi- agency
involvement in project clearances procedure, inadequate hydrological & geological
investigations, inter-state disputes, limitation of managerial capabilities & contract
management skills, lack of competent construction agencies, lack of adoption of the latest
construction methodologies and technologies etc.
As a part of Power Generation Strategy, Govt. of India has sought active participation of
private sector in power generation. The Electricity Act has been amended to facilitate entry
of private sector in power generation & distribution. Various incentives have been offered
to attract private investors, both domestic and overseas to enter in the field of power
generation. The untapped hydroelectric potential of Northern region provides excellent
opportunities for fulfilling this initiative and to bridge the gap between demand and supply
of power.
In line with the policy guidelines of the Govt. of India, the Himachal Pradesh Govt. has
since 1992 allowed development of small, medium and large capacity hydroelectric power
projects in the State by the private sector on Build, Own, Operate and Transfer (BOOT)
basis. Pursuant to this policy, Himachal Pradesh State Electricity Board (HPSEB) floated a
Global Tender in 2004 for allocation of medium and large hydroelectric projects in
Himachal Pradesh to private developers. Based on the assessment of technical and
financial capabilities of the bidders, HPSEB allotted Tidong - 1 hydroelectric project with
an installed capacity of 100MW in Kinnaur district to M/S NSL Tidong Power Generation
(P) Limited.
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4.2 POWER SCENARIO
The installed generating capacity, planned additions to generating capacity, existing and
anticipated energy demand patterns for Himachal Pradesh in the northern region of India
are discussed in this chapter.
4.2.1 Power Development in India
The power sector since independence has undergone a tremendous change and grown
from 1712 MW at the beginning of First Five Year Plan (1951-52) to 225793 MW as on
31.07.2012. The share of Northern Regional Grid is about 60794.75 MW, accounting for
26.92% of the total installed capacity in the country. Development of the large hydro
electric potential of India is being presently favoured due to its renewable, non-polluting
and low generating cost characteristics.
4.2.2 Power Planning Concept
The country has been divided into 5 power regions for the purpose of planning and
development of electric power. The concept of regional planning has been adopted as
energy resources are not evenly distributed amongst the various states. The approach in
various Five Year Plans has been found extremely useful for exploitation of available
resources and to achieve proper mix of hydro and thermal energy in the region, which is
essential to achieve cost economy in power production.
Central Electricity Authority (CEA) formulates National Power Policy, coordinates the
planning for power development in the country and draws long-term perspective plans. In
drawing up such a plan, CEA identifies the projects, which could be considered for
implementation during the successive Five Year Plan periods to achieve a proper mix of
hydro and thermal in a particular region. Such identification helps the executing agencies
to proceed with further detailed investigations and preparation of detailed project reports.
The names of the constituent States and Union Territories in the various regions are given
below:
Northern Region- Haryana, Himachal Pradesh, Jammu and Kashmir, Punjab,
Rajasthan, Uttar Pradesh, Chandigarh and Delhi (U.T.).
Western Region- Gujarat, Madhya Pradesh, Maharashtra, Goa, Dadra &
Nagar Haveli (UT) and Daman and Diu.
Southern Region Andhra Pradesh, Karnataka, Kerala, Tamil Nadu and
Pondicherry (UT)
Eastern Region Bihar, DVC (System), Orissa, West Bengal, Sikkim and
Andaman & Nicobar Islands
North Eastern- Assam, Manipur, Meghalaya, Nagaland, Tripura, Region
Arunachal Pradesh, Mizoram.
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Various State Govts/ State Electricity Boards are doing power development work in
various states of the regions.
4.2.3 Central Sector Participation
Central government is also setting up a number of hydro and thermal power projects in the
various regions to supplement the efforts of the State Governments/State Electricity
Boards in order to remove the imbalance of power development among several states and
for optimum utilization of energy resources through agencies like NTPC, NHPC, DVC,
NLC, NEEPCO etc. Some projects such as NJPC, THDC etc. are being executed jointly
by the State and Central Governments.
4.2.4 Power Sector Reforms in India
The State Electricity Boards, responsible for providing electricity to people are found to
incur perpetual losses and owe large sums to central power generating companies
because of their deteriorating financial performance. So the Govt. has taken steps in the
power sector to gradually eliminate losses. This process in India was initiated in 1991.The
govt. has amended Electricity Supply Act, 1948 and the Indian Electricity Act, 1910 in
order to attract private sector participation.
The Govt. enacted Electricity Act 2003. The objective is to introduce competition, to
protect consumers’ interests and provide power for all. This aims at commercial growth of
power sector and to enable center and states to move in harmony and co-ordination.
The Govt. of India has kept a target to provide availability of over 1000 units of per capita
electricity by year 2012 by need based capacity addition of more than 100000 MW during
2002-2012. The Govt. of India has created favourable environment for adding power
generation by attracting the private sector. Section 63 of the Act provides for participation
of suppliers on competitive basis in different segments which will further encourage private
sector for investment.
4.3 INSTALLED CAPACITY IN THE COUNTRY
The total installed generating capacity in the country as on 30.06.2013 is 225793 MW
distributed as below:
Thermal (including Coal, gas & diesel) 153848 MW
Hydro 39623 MW
Nuclear 4780 MW
Renewable Energy Sources* 27542 MW
The region-wise distribution of the total power supply and demand position in the country
during April 2009– March 2010 is given below in table 4.2:
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TABLE-4.2
ACTUAL POWER SUPPLY POSITION DURING APR 2011–MAR 2012
PERIO
D
PEAK
DEMAND
(MW)
PEAK
MET
(MW)
PEAK
DEFICIT/
SURPLU
S (MW)
PEAK
DEFICIT/
SURPLU
S (%)
ENERGY
REQUIR
EMENT
(MU)
ENERGY
AVAILABILI
TY (MU)
ENERGY
DEFICIT/
SURPLUS
(MU)
ENERGY
DEFICIT/
SURPLU
S (%)
NORTHERN
APR-
11-
MAR 12
40248 37117 -3131 -7.8 276121 258382 -17739 -6.4
WESTERN
APR-
11-
MAR 12
42352 36509 -5843 -13.8 290421 257403 -33018 -11.4
SOUTHERN
APR-
11-
MAR 12
37599 32188 -5411 -14.4 260302 237480 -22822 -8.8
EASTERN
APR-
11-
MAR 12
14707 13999 -708 -4.8 99344 94657 -4687 -4.7
N.EASTERN
APR-
11-
MAR 12
1920 1782 -138 -7.2 11011 9964 -1047 -9.5
4.4 POWER SCENERIO FOR NORTHERN REGION AND HIMACHAL PRADESH
4.4.1 Hydro Power Potentail in Northern Region
The Hydro Power Potential in the Northern Region is assessed as 53405 MW at 60% PLF
as indicated below in Table 4.3.
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Table 4.3
Particulars Potential Assessed
based on CEA
Principal Hydro Potential at 60 % Load Factor 30155
Feasible Installed Capacity in MW 53405
Potential in billion kWh per year 225
Pumped Storage Feasible Installed Capacity in MW 13065
Small Hydro (up to 15 MW) Potential in MW 3180
4.4.2 Status of Hydro and Thermal Power Projects in the Region
The installed capacity of hydro and thermal power projects and gross energy generation
as on 31.03.2012 in Northern Region is given in following table.
Table 4.4
States Hydro Thermal Nuclear R.E.S Total
Coal Gas Diesel Total
1 Chandigarh 50.74 27.09 15.32 0.00 42.41 8.84 0.00 101.99
2 Delhi 637.12 4193.46 1616.01 0.00 5809.47 122.08 18.53 6587.20
3 Haryana 1351.18 4734.99 560.29 3.92 5299.20 109.16 122.70 6882.54
4 H.P. 2842.94 118.30 61.88 0.13 180.31 34.08 527.66 3584.99
5 J&K 1523.03 263.70 304.14 8.94 576.78 77.00 130.59 2307.40
6 Punjab 2996.89 3208.19 288.92 0.00 3497.11 208.04 353.58 7055.62
7 Rajasthan 1502.80 5054.48 665.03 0.00 5719.51 573.00 2365.55 10160.86
8 U.P. 1774.42 9706.84 549.97 0.00 10256.81 335.72 686.98 13053.93
9 Uttarakhand 1988.18 261.26 69.35 0.00 330.61 22.28 185.87 2526.94
4.4.3 Power Generation and Sales in Himachal Pradesh
The year wise data on power generation and power purchase by the HPSEB from outside
w.e.f. 1980-81 has been depicted in the following table:
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Table 4.5 - Power Generated/Purchased
Generation Year Generation MU Electricity Purchased MU
1. 2. 3.
1980-81 245.07 265.41
1985-86 596.83 392.12
1989-90 935.51 887.58
1990-91 1262.40 1058.69
1991-92 1050.37 1200.72
1992-93 1087.38 1256.16
1993-94 976.60 1338.98
1994-95 1131.69 1685.43
1995-96 1285.42 1926.35
1996-97 1251.93 2065.58
1997-98 1306.008 2287.61
1998-99 1484.493 2333.831
1999-2k 1201.319 2520.149
2000-01 1153.321 2539.338
2001-02 1149.501 2588.836
2002-03 1277.929 2882.881
2003-04 1356.953 3936.958
2004-05 1295.410 4296.838
2005-06 1332.375 4918.951
2006-07 1432.375 5056.951
2007-08 1864.943 5433.371
2008-09 2075.138 6047.497
It would be seen that power generation, which was 245.07 MU in 1980-81, touched the
level of 1262.40 MU in 1990-91. The electricity generation process got a setback in the
year 1993-94, when it dipped to a level of 976.60 MU due to the blockage in the Satluj
river at Bhaba which brought the generation process to a halt. Thereafter, the generation
went up so rapidly that it touched the highest level in the year 2008-09. The shortfall in
over-all generation during 1999-2000 to 2006-07 is mainly due to less water availability at
power stations. During the year 2008-09, total electricity generation from own projects was
2075.138 MU.
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Table 4.6 – Sale of Power (Million KWH)
Year Sale within the state Sale outside the State Total
1. 2. 3. 4.
1980-81 264.73 147.13 411.86
1984-85 470.02 217.28 687.30
1985-86 563.32 223.93 787.25
1989-90 897.10 359.487 1256.587
1990-91 1008.74 717.715 1726.455
1991-92 1022.02 581.866 1603.886
1992-93 1083.28 581.749 1665.029
1993-94 1155.63 511.047 1666.677
1994-95 1339.68 752.721 2092.401
1995-96 1597.68 802.400 2400.08
1996-97 1757.61 732.453 2490.063
1997-98 1946.52 721.458 2667.978
1998-99 2083.42 713.289 2796.709
1999-2k 2181.741 681.985 2863.726
2000-01 2205.866 615.618 2821.484
2001-02 2331.860 548.837 2880.697
2002-03 2519.002 688.026 3207.028
2003-04 2726.324 1692.889 4419.213
2004-05 2954.156 1658.997 4613.153
2005-06 3568.689 1722.532 5291.221
2006-07 4300.439 1255.280 5555.719
2007-08 5028.655 1198.620 6227.275
2008-09 5460.507 1498.210 6958.717
It would be seen that sale of power within the State is on an increase and registered an
increase of 77.55 percent during 1984-85 over 1980-81 period. During 1989-90, the sale
within the State was 897.10 Million kwh and registered an increase of 90.86 percent over
1984-85 period. During 1994-95 the sale within the State was 1339.68 Million kwh and
registered an increase of 49.33% over 1989-90 period. During 1999-2000, the sale within
the State was 2181.741 Million kwh and registered an increase of 62.86% over 1994-95
period and during the last financial year 2007-08 the sale within the State was 5028.655
Million kwh and registered an increase of 16.93% over previous financial year 2006-07.
The power sale within and outside the State during 2008-09 was of the order of 6958.717
Million kwh. The aggregate availability being 8014.502 Million units, the transmission and
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distribution losses come to 1055.785 Million units, which accounted for 13.17% of the total
energy availability. However, it needs to be underlined that the aggregate figures of T&D
losses do not reflect the reality since a large volume of energy is also wheeled through the
system.
4.4.4 Power Consumption
The rate of electricity consumption is growing every year not only in Northern Region but
also throughout the country. Due to limited availability, the growth rate of electricity
consumption which averaged 12-19 % per annum compounded during the decade (1960-
61 to 1979-80) declined sharply to 6.54% during the decade (1970-71 to 1979-80). The
energy consumption has, however, increased to 5460.50 Million kWh in 2008-09 from
5028.656 Million kWh in 2007-08.
4.4.5 Sector - Wise Energy Utilization For Himachal Pradesh
The following are the main categories of electricity consumers.
Domestic
Commercial
Industrial
Government, Irrigation and WSS
Agriculture
Public lighting
Non Domestic/ Non Commercial
Temporary
Bulk/ miscellaneous
The trend in power consumption in the state among different categories is given below:-
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Table 4.7 – Power Consumption (Million KWH)
S.No. End Users Year
1991-92
At the
end of
8th plan
1996-97
At the
end of
9th plan
1997-02
At the
end of
10th plan
2002-07
Year
2007-08
Year
2008-09
1. 2. 3. 4. 5. 6. 7. 8.
1. Domestic 253.1
(24.7)
426.771
(24.28)
664.419
(28.49)
948.307
(22.05)
1058.812
(21.06)
1089.118
(19.95)
2. Commercial 83.7
98.2)
120.549
(6.86)
174.963
(7.52)
225.776
(5.25)
248.252
(4.94)
274.663
(5.03)
3. Industrial 467.7
(47.2)
910.622
(51.81)
1122.544
(48.14)
2553.520
(59.38)
3100.095
(61.65)
3385.303
(62.00)
4. Government
Irrigation &
WSS
94.8
(9.3)
149.334
(8.50)
202.258
(8.67)
324.881
(7.56)
334.973
(6.66)
389.331
(7.13)
5. Agriculture 29.8
(2.92)
11.375
(0.65)
18.048
(0.77)
26.404
(0.61)
26.653
(0.53)
28.738
(0.53)
6. Public
Lighting
3.2
(0.31)
6.158
(0.35)
9.135
(6.39)
11.355
(0.26)
12.609
(0.25)
13.013
(0.24)
7. Non
Domestic/
Non
Commercial*
63.386
(1.47)
77.349
(1.54)
80.585
(1.48)
8. Temporary * 19.370
(0.45)
23.407
(0.47)
22.705
(0.42)
9. Bulk/Misc. 70.2
(6.87)
132.797
(7.55)
140.493
(6.02)
127.461
(2.96)
146.505
(2.90)
177.050
(3.24)
Total 1002.00 1757.606 2331.860 4300.439 5028.656 5460.50
Note: Figures in parentheses are present shares of various end uses of energy for each year.
* Commercial category consumption upto FY 2001-02 is including Non Domestic Non Commercial/
temporary category consumption
The above data indicates that industrial consumption has increased to 3385.303 Million
Kwh at the end of the year 2008-09, which is 9.20% more than the consumption recorded
during the year 2007-08, which is the first year of the 11th Plan. It is interesting to note
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down that industrial consumption alone account for about 62% of the total consumption
which signifies the high rate of industrialization in the State.
The other interesting feature to note is that as compared to the year 2007-08 to 2008-09
there is slight increase in commercial consumption whereas marginal decrease in
domestic consumption of power. In agriculture the power consumption remained same
during the year 2007-08 & 2008-09, while in Govt. irrigation and water supply percentage
consumption has slightly increased as compared to the year 2007-08 to 2008-09.
4.4.6 Power Shortage in Northern India and Himachal Pradesh
It is seen from table 4.8, the requirement and availability of power for northern India during
2009-10 is 253803 MU and 224447 MU respectively, which amounts to a deficit of 29356
MU or 11.6%. The deficit of power is clearly evident almost all the years in Northern
Region and the availability/requirement of energy and peak power during last decade is
summarized in table 4.8.
TABLE-4.8
ACTUAL POWER SUPPLY POSITION IN NORTHERN REGION
Note: Peak Demand- 38021 MW, Energy Requirement – 239807 MU for the year 2008-09 (As per 17th
EPS Report), Occurrence of peak as per actual Power supply position in the month(s)- June, July & August
PERIOD PEAK
DEMAN
D (mw)
PEAK
MET
(mw)
PEAK
DEFICIT/
SURPLU
S (mw)
PEAK
DEFICIT/
SURPLUS
(%)
ENERGY
REQUIREM
ENT (mu)
ENERGY
AVAILAB
ILITY
(mu)
ENERG
Y
DEFICIT
/
SURPL
US (mu)
ENERGY
DEFICIT/
SURPLU
S (%)
9th plan end 23200 21346 -1854 -8 150383 142410 -7973 -5.3
2002-03 24092 21889 -2203 -9.1 156610 144218 -12392 -7.9
2003-04 23817 22271 -1546 -6.5 161595 152743 -8852 -5.5
2004-05 26834 24125 -2709 -10.1 175498 159358 -16140 -9.2
2005-06 28154 25200 -2954 -10.5 188794 168611 -20183 -10.7
2006-07 31516 26644 -4872 -15.5 202125 179986 -22139 -11
2007-08 32462 29495 -2967 -9.1 219797 196147 -23650 -10.8
2008-09 33034 29204 -3530 -10.7 224218 199928 -24290 -10.8
apr,09- mar
10
37159 31439 -5720 -15.4 253803 224447 -29356 -11.6
march 2010 31253 26843 -4410 -14.1 20956 18734 -2222 -10.6
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TABLE-4.9 ACTUAL POWER SUPPLY POSITION IN HIMACHAL PRADESH
Note: Peak Demand- 1176 MW, Energy Requirement – 6909 MU for the year 2008-09 (As per
17th EPS Report), Occurrence of peak as per actual Power supply position in the month(s)- July
4.5 STATUS OF RURAL ELECTRIFICATION IN HIMACHAL PRADESH
As per Census 2001, there were 17495 census villages in Himachal Pradesh. Of these,
110 census villages were un-electrified. Under RGGVY schemes, 108 villages of seven
districts namely Chamba, Kangra, Shimla, Mandi, Kinnaur, Lahaul & Spiti and Sirmour
have been covered and one village (Vari Koksar) of Lahaul Block has been covered for
electrification under R.V.E. plan by Director (Himurja). Only one village Chandori Dhar of
Mehla Block of District Chamba having migratory population still remains to be covered.
In addition to above, 4036 hamlets (out of total of 4182 as per 1988 survey) also stand
electrified upto September, 2009. Besides, 587 un-identified hamlets have also been
electrified.
In order to provide electricity in every household in the State, scheme for all the 12
districts has been sanctioned by the Ministry of Power, Govt. of India within a provision of
Rs. 341.80 crore.
Schemes for 11 districts namely Kangra, Hamirpur, Bilaspur, Una, Mandi, Sirmour,
Shimla, Solan, Kullu, Kinnaur and Lahaul & Spiti have been sanctioned during 11th Plan
amounting to Rs. 275.53 crore and Rs. 82.81 crore have been released as Ist installment.
The awards for these 11 districts have been placed and work is in progress. These
schemes are proposed to be completed within 18 months.
PERIOD PEAK
DEMAND
(mw)
PEAK
MET
(mw)
PEAK
DEFICIT/
SURPLUS
(mw)
PEAK
DEFICIT/
SURPLUS
(%)
ENERGY
REQUIREMENT
(mu)
ENERGY
AVAILABILITY
(mu)
ENERGY
DEFICIT/
SURPLUS
(mu)
ENERGY
DEFICIT/
SURPLUS
(%)
9th plan end 562 562 0 0.0 3293 3206 -87 -2.6
2002-03 770 770 0 0.0 3427 3341 -86 -2.5
2003-04 670 670 0 0.0 3439 3424 -15 -0.4
2004-05 678 671 -7 -1.0 4000 3917 -83 -2.1
2005-06 788 749 -39 -4.9 4302 4258 -44 -1.0
2006-07 873 873 0 0.0 5136 4996 -140 -2.7
2007-08 1061 1010 -51 -4.8 5992 5814 -178 -3.0
2008-09 1055 1014 -41 -3.9 6261 6246 -15 -0.2
apr,09- mar
10
1118 1158 40 3.6 7009 6762 -247 -3.5
march 2010 852 827 -25 -2.9 612 608 -4 -0.7
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4.6 REQUIREMENT OF CAPACITY ADDITIONS
As there is a persistent deficit in power supply, it is imperative to add new power projects
in Northern Region and Himachal Pradesh in particular to meet the energy demand in
different sectors. The Govt. of Himachal Pradesh is taking steps for accelerating the
growth in power sector. The Table below shows the details of month wise Power cuts
imposed on HPSEB system over the various years. The Table emphasizes on the need
for quick or accelerated growth in Hydro power development to meet the needs of ever
rising demand in electricity in Himachal Pradesh.
TABLE-4.10
Month wise detail of Power Cuts imposed on HPSEB System
S. No. Month 2004-05 2005-06 2006-07* 2007-08 2008-09 2009-10
1 April - - 46.53 3.08 15.97 24.95
2 May - 15.26 0.30 16.25 13.30 35.17
3 June - - 91.60 3.20 25.92 187.62
4 July - 0.52 40.30 7.48 33.80 31.8
5 August - 3.04 8.08 41.43 42.77 363.78
6 September - 3.95 12.46 19.62 17.21 278.68
7 October - 33.04 383.76 91.89 10.89 280.44
8 November 13.72 40.68 7.71 120.78 26.59 294.15
9 December 178.13 61.51 81.48 424.70 3.36 289.67
10 January 418.93 233.12 402.51 443.72 17.50 -
11 February 161 91.36 231.20 323.01 16.18 -
12 March 0 77.86 14.30 22.35 46.63 -
Total 771.78 560.34 1320.23 1517.51 270.12 1786.26
During 2004-05 Power cuts were imposed up till 14th Feb, 2005
During 2005-06 Power cuts were imposed up till 14th March, 2006
During 2006-07 Power cuts were imposed up till 14th Feb, 2007
* Including 100 MW relief during peak Load hours is from 07.12.2006 to 14.02.2007
4.6.1 Resources for Power Development In Northern Region
The Northern Region has insignificant coal resources and fossil fuels for power
development. On the other hand the region is endowed with large hydroelectric
resources, which account for 36% of the country’s total hydroelectric resources.
Exploitation of nuclear resources for the purpose of power development remains an
uneconomic and unreliable proposition due to inherent problems of operation and
maintenance and disposal of nuclear waste. The unfavourable location of the coal mines
with respect to the Northern Region and the extremely congested railway system make
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regular supply of coal to power plants in the Northern Region a difficult proposition besides
increasing the operation and maintenance costs. The most important and economical
source of power in the Northern Region, therefore, is the hydro resources located in
Uttarakhand, Himachal Pradesh and Jammu & Kashmir.
4.6.2 Power potential in the state of Himachal Pradesh – exploited and available
Himachal Pradesh is endowed with approximately 20,376 MW of hydroelectric potential in
its five river basins. Basin-wise distribution of the potential in H.P. is indicated in the Table
– 4.11 below:
TABLE- 4.11 S. No Basin Potential (MW)
1 Beas 4501
2 Ravi 2361
3 Satluj 8634
4 Yamuna 1049
5 Chenab 3267
6 Mini Micro Projects 564
Total 20376
The Northern Region is blessed with vast hydel potential, but is presently facing under
severe power shortage and the situation is likely to deteriorate further during the 11th and
12th plan periods unless additional schemes are taken up immediately and implemented
to derive timely benefits.
The Govt. of Himachal Pradesh is aware of the need for accelerated exploitation of its
resources and the responsibility it shares in meeting the power needs of the region. In this
context, the Himachal Pradesh State Electricity Board has a significant role to play in
mitigating power shortage in the northern region because of easy accessibility of potential
sites in the state besides being located close to the load centres. Accordingly, a good no.
of major and medium hydroelectric projects has been identified by the State
Government/Himachal Pradesh State Electricity Board for implementation to yield benefits
during 11th and 12th Five Year Plan Periods.
4.6.3 Existing and under investigation hydro projects.
Himachal Pradesh has total estimated harnessed potential of 20415 MW. Out of which
around 6370 MW is already under operation and remaining around 13321.48 MW is under
various stages of execution as detailed below:
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TABLE- 4.12: Hydro Power Status in H.P. (in MW)
Projects under Operation (i/c Himurja
Projects)
6370.12
Projects which are under execution/allotted
and planned for 11th Plan Period
5744.10
Projects which have been allotted/under
process of allotment and expected to yield
benefit during the 12th Plan period
5615.50
Projects which would have to be re
advertised
1481.00
Projects which have been abandoned due to
environmental considerations
435.00
Projects under investigation for preparation
of DPR
46.50
Himurja Projects proposed/under execution)
{750-26.60} [Under Operation - 26.60 MW]
723.40
TOTAL POTENTIAL 20415.00
4.7 PARTICIPATION BY PRIVATE SECTOR IN DEVELOPMENT OF HYDRO PROJECTS
Due to limited resources available with the Central and State Government, the Govt. of
India has approved the participation of private sector in the generation, supply and
distribution of electricity in the country in order to overcome existing and anticipated power
shortage. The Government of India has issued broad guidelines for allotment and
development of hydro power projects to private sector. The details of New Hydro Policy of
Himachal Pradesh on Privatisation are indicated below:
Selection of Developer on MOU Route allowed for projects up to 100 MW
Selection of Developer on ICB route for Projects above 100 MW.
No Clearances necessary from CEA for projects selected on competitive bidding
route for projects costing upto Rs. 2500 crores.
Secondary energy rate to be at par with primary energy. Premium on peak power
proposed.
Process of Transferring clearances to IPP’s simplified.
100% Foreign Equity permitted on the automatic approval route provided it does
exceed Rs. 1500 Crores.
Limit of 40% financing from Indian Financial Institutions waived off.
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Tariff determination by SERC/CERC.
Projects upto 25 MW to be transferred to MNES.
Moratorium of 5 years for payment of Electricity duty by companies which consume
electricity produced by them.
Government of Himachal Pradesh has actively promoted private sector participation in
development of hydro power sector and has issued separate policies for small projects up
to 25 MW, medium projects between 25MW and 100 MW, and large projects above 100
MW. The policy details are available on HPSEB web site - www.hpseb.com.
4.8 CLEAN DEVELOPMENT MECHANISM (CDM)
The Kyoto Protocol sets legally binding targets and timetables for cutting the greenhouse-
gas (GHG) emissions of industrialized countries. The limits on greenhouse-gas emissions
set by the Kyoto Protocol are a way of assigning monetary value to the earth's shared
atmosphere.
The Kyoto Protocol sets limits on total emissions by the world's major economies, a
prescribed number of "emission units." Countries not meeting their commitments will be
able to "buy" carbon credits from developing countries like India that have emission units
to spare.
Hydro power project does not lead to emission of GHG (CO2), whereas the fossil fuel
based power plants leads to emission of GHG (CO2). Thus the Tidong Hydroelectric
Project will result in mitigation in the emission of GHG and addressing the issue of global
warming and is hence eligible for benefits under the Clean Development Mechanism
(CDM) of Kyoto protocol. The project is proposed to be registered as a CDM Project.
4.9 NECESSITY OF THE PROJECT AND RELATED ASPECTS
From the growth of peak demand and anticipated installed generation capacity on the
basis of schemes proposed for benefits under construction / consideration during 10th and
early 11th Five Year Plan period, it is observed that power supply position in the Northern
region would become all the more acute from the start of 11th Five Year Plan and power
region shortages would have to be faced unless additional schemes are taken up
immediately and implemented to derive timely benefits. The most important source of
power development in the Northern region is its abundant hydro resources located in
Himachal Pradesh, Uttar Pradesh, Uttarakhand and Jammu & Kashmir. Priority would
have to be given to the development of these untapped resources because of the
following distinguishing features of the hydro stations.
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They exploit the most economic source of power development.
They provide the cheapest source of peaking capacity.
They enable improvement in the utilization of thermal/nuclear power stations in the
region.
They provide much needed operational flexibility to the system.
The need for the Tidong-1 Hydroelectric project has been considered in the context of
increasing demand of power in the northern region of India. It has been assumed in the
16th power survey that energy requirement increases @ 10% per annum each year. This
project will generate about 643 MU of energy during 90% dependable year and 100%
availability and shall partly meet the increase in energy requirement.
Thus, there is an urgent need of rapid hydro potential exploration for providing additional
generation capacity in the Northern region. Among the various sites, available for hydro
development, Tidong –I HEP is considered very attractive from point of view of deriving
benefits during 11th Five Year Plan.
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5 TOPOGRAPHICAL SURVEY AND INVESTIGATIONS
5.1 INTRODUCTION
M/s NSL Tidong Power Generation (P) Ltd has carried out detailed field
investigations/surveys for the Tidong – I Hydroelectric project for the purpose of design,
construction planning, preparation of layout plans, optimization of various parameters,
components of the project, cost estimate etc .
This chapter deals with topographic survey carried out to establish relative disposition of
various project components with respect to each other and with respect to the defined
benchmarks.
5.2 TOPOGRAPHICAL SURVEY
5.2.1 General layout
The topographical survey conducted for preparing the general layout extends to about 400
m on the upstream of the diversion works location and about 100 m downstream of power
house location on a scale of 1: 1000 with 10 m contour interval. Different alternatives
were studied and general layout has been finalised duly fixing the location of the diversion
barrage, intake structure, desilting basins , head race tunnel, surge shaft, pressure shaft
alignment and power house etc. In addition, surveys along alignment of approach road
required for project implementation has also been carried out. The major components of
project shown in general layout plan vide drawing no 1143-CC-103 and details are
discussed below:
5.2.2 Intake Area
An area covering 400 m upstream and 600m downstream of the diversion
barrage/desilting basin has been surveyed. Cross-Section of Tidong khad has been taken
along axis of diversion site at a regular interval of 50m. Profile of the river has also been
surveyed along 5 locations upstream of barrage axis and 16 locations downstream of
barrage axis. Survey plan of various components for Tidong-1 HEP are indicated in
drawing no. 1143-CD-202.
5.2.3 Head Race Tunnel
The water conductor system consists of 8504 m long Head Race Tunnel. The survey for
head race tunnel covered a strip of 75m on either side of tunnel alignment. The details of
survey for water conductor system are indicated in drawing no. 1143-CD-103.
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5.2.4 Surge shaft and Pressure Shaft
The area covering Surge Shaft extending up to a width of 50m on both side and Pressure
Shaft extending up to a width of 20m on either side of pressure shaft alignment has been
surveyed to a scale of 1:500 with contour interval of 5m.
The L-section of the Pressure Shaft has been prepared on scale of 1:1000. Details of
Surge Shaft area and Pressure Shaft alignment are given in drawing no. 1143-CD-501.
The L-section of pressure shaft alignment has been shown in drawing no 1143-CD-502.
5.2.5 Powerhouse Site
An area covering the locations of Power House, Transformer cum GIS hall and Tailrace
channel has been surveyed to a scale of 1:500 and plotted with contour interval of 5.00 m.
A cross-section of power house along the pressure shaft alignment has been prepared
and shown in 1143-CD-603. Details of the powerhouse location are given in drawing no.
1143-CD-601.
5.2.6 Approach roads
Approach road is made from Rispa Village to Surge Shaft, Powerhouse and Adit-2.
Survey with 10m contour interval has been carried out for the alignment of this road
network.
Survey was also carried out for road alignment on left bank of Tidong Khad for the
approach road to muck dumping yard as well as Adit-1 to Head Race Tunnel with 5.00m
contour interval. These approach roads have been indicated in drawing no 1143-CD-103.
5.2.7 Cross- Sections of Tidong khad
20 Nos of Cross-sections for Tidong khad have been prepared at the interval of 50.00 m.
These cross-sections were required for the area elevation curve and for calculating the
reservoir area and volume for the requisite storage.
5.2.8 Cross- Sections of Sutlej River
Three cross-sections of Sutlej River, near its confluence with Tidong khad have been
prepared for the selection of suitable location for the power house.
5.2.9 Plan and L- Sections
Plan and L-sections of Tidong khad as well as its tributaries have been prepared for the
planning of Head Race Tunnel and Adits to tunnel. Following are the plans and cross-
sections:
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Gara khad, Shicky khad, Rovang khad and Duba khad from bed level of Tidong
khad Junction up to EL 3000.00 m.
Tidong khad from the confluence of Lamber khad with Tidong khad up to the
confluence of Tidong khad with Sutlej river.
The implementation of Tidong - I HEP Phase – I with an installation of 2 x 50MW has been
taken up based on the above survey and investigations conducted. No fresh surveys and
investigations are required for the phase – II of project development.
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6 HYDROLOGY
6.1 GENERAL
6.1.1 Introduction
Tidong-1 HEP proposes to utilize the hydropower potential available in lower reach of
Tidong khad, a tributary of Sutlej River in Kinnaur District of Himachal Pradesh. The
project proposes to utilize a gross head of about 610.977 m for generation of power. The
detailed project report for Tidong-1 having an installed capacity of 100 (2x50) MW was
prepared in 2006 and the power potential study was done based on hydrological flow
series developed from Baspa river flow and one year measured river discharge data of
Tidong. It was recommended in DPR that discharge series shall be updated upon
availability of further measured discharge values of Tidong khad to confirm the data series
obtained by regression analysis.
A gauge site was installed for discharge measurement on Tidong khad in December 2004.
The Gauge site is located near the proposed Intake, downstream of the confluence of
Lambar khad and Tidong khad. Presently, about ten years of measured discharge data is
available at intake site of Tidong 1 HEP. From this data, it is observed that significantly
higher monsoon period flows are available in the river as compared to river flow estimated
at the time of DPR preparation. In view of the higher value of actual flow measurement,
the feasibility of increasing the installed capacity has been studied and the details on
hydrological study are indicated in this chapter.
6.1.2 Project Location
The project has been contemplated as a run-of-the river scheme. The river bed level at
diversion site is EL 2880.00m. The catchment area of Tidong khad up to intake point and
the project components are located between the latitude 31 20’ 30” N to 31 33’ 30” N
and longitude 78 22’ 10”E to 78 47’ 50”E.
6.2 BASIN CHARACTERISTICS
6.2.1 Major river Basin: Sutlej River Basin
Sutlej rises from beyond Indian borders in the Southern slopes of the Kailash mountain
near Mansarover lake from Rakas lake, as Longcchen Khabab river (in Tibet). It is the
largest among the five rivers of Himachal Pradesh. It enters Himachal at Shipki (EL 6,608
metres) and flows in the South-Westerly direction through Kinnaur, Shimla, Kullu, Solan,
Mandi and Bilaspur districts. Its course in Himachal Pradesh is 320 km long from
Rakastal, with famous tributaries viz. Spiti, Ropa, Taiti, Kashang, Mulgaon, Yula, Wanger,
Throng and Rupi as right bank tributaries, whereas the Tirung, the Gayathing, the Baspa,
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the Duling and the Soldang khad are left bank tributaries. Its total catchment area in
Himachal Pradesh is 20,000 sq. km.
6.2.2 Tidong khad basin
The Tidong khad is a left bank tributary of Sutlej river. It originates in the North Western
slopes of Great Himalayas ranges at an altitude of 6740 m. It mostly flows in South-
Easterly to North-Westerly direction. A number of Nallas join Tidong khad up to its
confluence with Sutlej river, just upstream of Tirung village in District Kinnaur of Himachal
Pradesh.
The total catchment area of Tidong khad at diversion site is 497.86 km2 out of which
418.36 km2 lies under permanent snow line (EL 4200m).
6.3 CLIMATE
In general, Tidong catchment is cold desert and being a dry zone, the precipitation during
monsoon is low. In winter, the temperature can drop below freezing point and in summer,
the weather remains pleasant.
The study region is upstream of the dividing line between climatic zone-I and III of
northern India. Zone-I, the tropical Monsoon climate, extends from the Indian ocean north
as far as Wangtoo, with its effects modified by the elevation and topography. The tropical
monsoon climate involves an annual rainfall in excess of 1000mm, occurring mostly in the
month of June to October. The study region, however, experience little rainfall as the
mountains between plains and the study region captures most of the precipitation.
Climatic zone III, the arid mountain climate affects the Tibetan and western China Plateau.
Due to effect of Tibetan and western China plateau, the winters are cold and dry where as
summers are hot and dry. From November to May, the region experiences a generally
north-easterly flow of cold continental air moving out from across the Tibetan plateau. The
effect of this flow is somewhat modified by the mountains but it can result in high winds.
There is no temperature recording station inside the catchment. Measurements of
maximum daily temperature are being made by different agencies at following sites. Also
the temperature observations have been recently started at Kalpa and Jeori from 1984.
Available significant data of the temperature is given in table 6.1 (a):
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Table 6.1 (a)
Station Maximum
Temperature (oc)
Minimum
Temperature (oc)
Period
Shimla 30 -7.2 1956-70
Bilaspur 45.5 -2.0 1956-70
Kalpa 27 -9.5 1984-85
Jeori 40 -3.0 1984-85
Monthly mean temperature (maximum and minimum) and relative humidity at 8:30 AM
and 5:30 PM for Kalpa metrological station have been given in table 6.1 (b)
Table 6.1 (b)
Station
MONTHLY MEAN
TEMPERATURE (oC)
MONTHLY MEAN RELATIVE
HUMIDITY
Maximum
Temperature
Minimum
Temperature
8:30 AM 5:30 PM
January 6.1 -2.9 61 56
February 9.2 -1.6 50 44
Mach 17.5 3.5 32 23
April 19.6 5.3 47 40
May 21.4 7.2 45 38
June 22.7 9.2 61 50
July 24.5 12.1 72 52
August 22.0 11.8 85 75
September 22.9 9.6 69 55
October 16.3 2.9 59 56
November 15.2 0.7 38 41
December 11.5 -0.7 44 31
6.4 PRECIPITATION
Precipitation in the Tidong khad catchment area occurs mostly in the form of snow, which
can be described as moderate to heavy depending upon the altitude.
Average annual precipitation is of the order of 630 to 700 mm, most of which is received in
the form of snow during winter months. Though snow measurement has not been done
however some records are available for rainfall and water equivalent of snow.
There are at present five rain gauge stations in the catchments around the project site.
Long term records are available at these stations and are being regularly published by
Indian Meteorological department. The relevant details of these stations are given in the
following table:
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Table 6.2 (a)
Station District Altitude (in metre) Year of
Commencement
Purbani Kinnaur 2285 1951
Kalpa Kinnaur 2530 1951
Sangla Kinnaur 2590 1951
Kilba Kinnaur 2200 1882
Nichar Kinnaur 1830 1930
There is no regular and systematic record of snowfall at any station in the catchment.
Although snow observations have been started at some stations i.e. Purbani, Kalpa, Kilba
and Nichar from 1984.
The Rainfall and snowfall observations are being conducted in a conventional manner.
There is no self recording rain gauge/snow gauge station in the catchment up to weir site.
Rainfall recorded at Morang Tehsil for 2001 to 2004 and at Kalpa metrological station for
year 2004 are given in Table 6.2 (b)
Table 6.2 (b)
Months
Station
Morang Kalpa
2001 2002 2003 2004 2004
January 3.60 35.20 33.3 149.7 117.50
February 34.10 149.10 209.9 16.3 53.90
Mach 69.40 22.60 38.2 0.00 5.70
April 7.10 108.60 126.7 46.9 46.00
May 10.10 24.34 33.7 18.3 40.10
June 12.50 0.00 13.7 1.4 4.80
July 6.50 0.00 25.3 14.2 25.90
August 33.50 23.60 11.2 28.4 53.00
September 2.40 34.40 0 0.00 5.90
October 0.00 2.40 0 32.3 185.50
November 8.80 0.00 0 0.00 0.00
December 34.6 0.00 60.1 7.80 31.80
Total 222.6 400.24 552.1 315.3 570.10
Snowfall data for the years 2000-2005 recorded at Kalpa, which is the nearest
observatory, is given in the following table.
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Table 6.2 (c)
Sl No. Months Snowfall in mm
2000 2001 2002 2003 2004 2005
1. January 49.1 20.6 87.2 45.5 115 140
2. February 90.4 28.0 165.6 139.9 52.3 155.2
3. March 82.0 24.2 140.4 85.6 0.0 46.6
4. April 0.0 0.0 10.0 16.0 0.0 3.3
5. May 0.0 0.0 0.0 0.0 0.0 0.0
6. June 0.0 0.0 0.0 0.0 0.0 0.0
7. July 0.0 0.0 0.0 0.0 0.0 0.0
8. August 0.0 0.0 0.0 0.0 0.0 0.0
9. September 0.0 0.0 0.0 0.0 0.0 0.0
10. October 0.0 0.0 0.0 0.0 18.0 0.0
11. November 0.0 4.0 0.0 6.4 0.0 0.0
12. December 30.8 48.5 1.8 75.1 16.2 2.2
Total 252.3 125.3 405.0 368.5 201.5 347.3
6.5 SOURCE OF RUNOFF
The flow regime of the stream in this region is complex. Mostly runoff is contributed by
rainfall/snowfall melting, ground water and springs. However, contribution from snowmelt
is significant.
The discharge of Tidong khad is lowest in winter months of November to February and
starts increasing from March due to melting of snow. The snowmelt generally occurs in the
period from March to June. The rainfall occurs during the monsoon period, from July to
September. The bulk of discharge is contributed in months from May to August.
6.6 SEDIMENT LOAD
Major catchment area contributing discharge in tidong khad is snow fed and hence the
river water has very less silt during most of the time in year. But in monsoon season, water
contains a small quantity of silt. Silt analysis is done for the samples collected in the month
of July and August 06. Results of silt analysis are appended in annexure-6.a. During
winter, water is quite clear and free from all kind of impurities. The streambed is
characterized by accumulation of boulders of different sizes along the course of the
stream. The sizes of such boulders vary from small pebbles to big boulders of size up to
3m in diameter.
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6.7 WATER QUALITY
The water in the stream is free from any kind of pollution during winter. It is also suitable
for drinking purposes as well as for construction activities in this period. However, it is
muddy during monsoon months.
6.8 GAUGE & DISCHARGE (G&D) SITE
A discharge measurement site has been installed in December 2004 near the proposed
diversion site. A straight reach of Tidong khad is available at this location with uniform flow
conditions. The waterway width is kept as 12 m for discharge measurements guided by
Gabion wall on both the banks.
At site, following arrangements have been set up for establishing G&D site:
The total width of 12m at gauging site is divided into 6 sections of equal width.
The depth is being measured in each section at 7AM, 12 noon and 5 PM on daily
basis.
For velocity measurement, Float method is used.
Ropeway of adequate capacity along with pulley, Wire & Cradle arrangement for
movement across the River for facilitating measurement of depth of flow by
sounding and velocity by float method.
6.9 DISCHARGE MEASUREMENTS
6.9.1 Methodology
The flow in the mountainous river changes seasonally and from year to year, due to
temporal and spatial variation in precipitation. The flow pattern of Tidong khad is no
exception to this and it follows the trend of Himalayan rivers in which most of the runoff is
available during monsoon months of July to September. Winter rains swell the river flow to
some extent for a short duration during the months of December to February. During
these winter months, the river runoff is usually minimum. Tidong khad receives perennial
flow.
Discharges of Tidong khad at Lumber village gauging sites is measured by surface float
method. Surface floats are made up of well seasoned heavier type wood available locally.
Heavier floats are generally preferred so that its greater part would be submerged in water
thus reducing influence of the wind. Cableways have been installed across the river for the
purpose of taking observations. Two wire ropes have been stretched across the river
section, one at the beginning and other at the end of the selected river reach for
conducting observations. The distance between two ropes known as float run has been
kept as 12 m at Lumber village discharge sites. The ropes have been marked at 2 m
intervals to divide the river cross-section into different segments. The centerline of the
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segment defines the path or track of the float. A third rope has been stretched 12 m
upstream of test reach. The gauge reader rides in a jhulla attached with the cable with a
pulley arrangement and drops floats in different segments 12m upstream of the float race
so that floats acquires uniform velocity by the time they reach float race. Three floats are
dropped in each segments and mean of the time taken to traverse the float race is
considered. The time of travel of test reach of only those floats which follows there correct
track is recorded.
The cross section area has been divided into segments, each of 2m width. Cross-section
is checked before and after monsoon and after every major flood in the river.
Discharge in each vertical is arrived at after multiplying corresponding average velocity
and cross-sectional area of each vertical. Total discharge is calculated by adding
discharge values of each vertical. Discharge is being measured three times a day the
discharge calculations at 7:00 AM, 12:00 PM and 5:00 PM from 1st December, 04
onwards.
Measurement of velocity = (Float Run / Time taken by float to cover float run.)
Mean velocity is generally determined by taking average of the velocities measured at
depths, 0.2 and 0.8 times the total depth from the surface. Float measurements represent
surface velocity, thus velocities measured by float are multiplied by 0.89 to determine
mean velocity of flow.
Mean velocity of flow= 0.89 X Surface velocity.
Mean velocity V1,V2,-------- in each segment is obtained after multiplying the surface
velocities by 0.89. The velocities are multiplied by area of cross-section of corresponding
segment to obtain discharges in each segment. Summation of discharges in each
segment gives discharges in the river.
Q = A1V1 +A2V2+A3V3+--------
Q= Q1+Q2+Q3-------------
6.10 DESIGN FLOOD DISCHARGE
Flood discharge is calculated using the Dicken’s empirical formula as well as by method
based on unit hydrograph principle in Central Water Commission Report no-1/73.
The total catchment area at gauging site is worked out as 497.86 km2. This is further
bifurcated as rain fed area of 79.50 km2 and snow fed area of 418.36 km2.
6.10.1 Dicken’s Empirical Formula
The flood estimation has been done by the use of Dicken’s empirical formula
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QF = C x A3/4
Where C is the constant = 12 and
A is the rain fed Catchment area.
At diversion site A= 79.50 km2
QF = 12 x (79.50)3/4
= 319.49 m3/sec
6.10.2 Unit Hydrograph Method
CWC Report No. WH/22/1994 & 1/73
In this approach, the design storm after converting it into effective rainfall is applied to the
unit hydrograph to obtain the design flood. Detail steps have been followed referring report
no. WH/22/1994.
Total area of catchment (C.A) = =
497.86 sq km
192.2 sq mile
Area of catchment below contour 4200m (A = =
79.5 sq km
30.687 Sq mile
Length of the longest stream (L) = =
24.975 km
14.4845 mile
Length of the longest stream from a point opposite
to C.G of the catchment to the pt. of study (Lc)
= =
10.2 km
6.32 mile
Weighted mean slope (SLc)= =
RL(m) RL(ft) Li(Km) Li(ft) Di (ft) Si Li/sqrt(Si
) 4200 13482 4000 12840 1.04 3338.4 642 19.23 0.24 3900 12519 9.35 30013.5 321 1.07 9.04 3700 11877 0.32 1027.2 642 62.50 0.04 3500 11235 2.35 7543.5 642 8.51 0.81 3300 10593 7.625 24476.25 642 2.62 4.71 3100 9951 4.05 13000.5 642 4.94 1.82 3000 9630 0.24 770.4 321 41.67 0.04
24.975 Total 16.69 SLc= 0.14% = 0.0014 Since SLc is less than 0.0028
Peak value (QTp=16000A3/4Slc2/3) = 10508.40Cusec
Duration of rainfall excess (tc=255/(Qtp/A)0.9) = 6.96 hrs
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The point rainfall values corresponding to a 50-yr return period storm and for various durations
have been read from the isopulvial maps of India Meteorological departments, Aerial to point
reduction factor is taken from table-A chapter-6 of report 1/73 of CWC and the aerial rainfall
corresponding to different durations as below:-
Duration
Point rainfall vol (mm) of 50 yr return period
Areal to point R/fall ratio (%)
Areal R/fall
Hourly areal
R/fall of Design storm
Read from IMD mapsRead depth duration curve Fig-3.10
0.25 hr 30 29 - - 0.5 hr 40 49 57.53 28.17 -
0.75 hr 58 61 - - 1 hr 70 69 67.63 46.79 46.79 2 hr 89 75.84 67.79 21.00 3 hr 60 101 79.79 80.75 12.96 4 hr 110 82.24 90.13 9.38 5 hr 116 83.95 97.46 7.33 6 hr 80 121 85.25 103.50 6.04 7 hr 126 86.09 108.39 4.89 8 hr 130 86.94 112.84 4.45 9 hr 100 133 87.78 116.95 4.11
10 hr 136 88.29 120.34 3.40 11 hr 139 88.81 123.51 3.17 12 hr 100 142 89.32 126.49 2.98 13 hr 144 89.68 129.09 2.60 14 hr 146 90.04 131.55 2.46 15 hr 100 148 90.40 133.89 2.34 16 hr 150 90.66 135.99 2.10 17 hr 152 90.93 137.99 2.00 18 hr 153 91.19 139.92 1.92 19 hr 155 91.40 141.67 1.76 20 hr 156 91.61 143.37 1.69 21 hr 158 91.82 145.00 1.63 22 hr 159 91.99 146.52 1.52 23 hr 161 92.16 147.98 1.47 24 hr 115 162 92.33 149.40 1.42
Runoff for a long duration storm ( 24 hrs) for hilly region is given by R=0.6H1.2 where, R= Runoff in inches H= Aerial rainfall in inches
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For aerial rainfall of 24 hr duration and 50 year return period, H=149.40 mm
=5.89 inches R=5.03 inches
=127.88 mm Average loss rate per hour = 0.897mm per hr Aerial rainfall of 50-yr return period and 6.96hr duration= 30.03 mm = 1.18 inches Maximum runoff excess of 6.96hr duration is given by Qtc= 10508.40 Cusec
Peak flood hydrograph due to rainfall excess of 1.18 inches and duration of 6.96 hrs= 12433.3
Cusec Taking adjustment factor for the effect of temporal distribution of rainfall excess of 1.075 Peak flood hydrograph excluding base flow = 13365.9 cusec = 378.21cumec Adding base flow @ 5.0 cusecs per sq mile with entire catchment contributing,
Design peak flood = 14326.72694cusec = 405.40cumec = 405.00cumec
6.10.3 Ryve’s Formula
Ryve's Formula :-
QP = C1A2/3
where,
QP, C1 and A have the same meaning as in Dicken's formula.
C1 for areas near hills = 10.1
QP = 186.738 cumecs
Flood estimation was also worked out based on Gumble’s and Ven-Te-Chow method also
but the same found to give very low values which are not comparable with the actual
expected flood in Tidong khad. Therefore, these values have been discarded.
6.10.4 Design flood proposed to be adopted
On the basis of above methods following results are obtained:-
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Table 6.3
S.No Method Flood Discharge
1 Dicken’s formula 319.49 m3/sec
2 CWC ReportNo.H/2/1994 & 1/73 405.00 m3/sec
3 Ryve’s Formula 186.74 m3/sec
To be on safer side, it is proposed to adopt design flood of 405 m3/sec computed by unit
hydrograph approach which is based on physical as well as climatic parameters of the
Tidong catchment.
6.11 DISCHARGE DATA
6.11.1 Available Discharge Data
The available data for carrying out the Hydrological analysis are listed below.
i. Measured ten daily discharge data for Baspa River at Sangla from 1965 to 1972
and then from 1977 to 2001. The gap in the data is filled by developing
correlations between ten daily flow at Sangla and ten daily flow at Wangtoo on
river Sutlej.
ii. Discharge data of Baspa at Sangla from Jan 2002 to Dec 2014, excluding the
period of Jan 2003 to May 2003 collected from Baspa HEP.
The data of (i) & (ii) is presented in Annexure-6.1.
iii. Discharge data of Tidong khad near Lamber from 23rd June 95 to Dec 95, Feb 96
to Mar 96, March 1997 to December 1998 and January 2003 to November 2004
(Measured by HPSEB). This data is given in Annexure-6.2.
iv. Discharge data measured by NSL Tidong Power Generation (P) Ltd near
diversion site of Tidong-1 HEP from December 2004 to December 2014. (This
data is given in Annexure-6.3).
6.11.2 Analysis of available data
Discharge data at serial no 6.11.1 (i) and (iii) was mainly used along with 1 year measured
flow data of Tidong khad for development of long term flow series at intake site of Tidong
1 HEP in DPR finalized in 2006. The long term flow series has been updated based on
measured flow data of Tidong Khad and measured flow of Baspa khad from 2004 to 2014.
From the above available data set, long term data of Tidong khad derived from the Long
term measured discharge data of Baspa at Sangla and discharge data of Tidong near
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Lamber. The following alternative studies have been made to estimate long term flow
series at intake site of Tidong – I HEP:
Method-I : Regression analysis between 10 daily concurrent period discharge of
Baspa at Sangla and Tidong at diversion site from Dec 04 to March 14.
Method-II :Seasonal regression analysis for concurrent period 10 daily discharge
of Baspa at Sangla with Tidong discharge (two regression equations, first for June
to September and second for November to May).
Method-III :Long term discharge data generated by catchment area proportionate
method using the following equation.
Tidong discharge = Baspa discharge at Sangla X [(catchment area of Tidong khad/
catchment area of Baspa at Sangla site)]
Annual flow volume derived from above methods is compared with the actual measured
annual flow volume for the period between 2005-06 and 2013-14 and depicted in the
following curve.
It is seen that the annual inflow estimated from the three alternative methods follows the
same pattern as the annual inflow computed from measured flow at Tidong intake
location.
Discharge series derived by annual regression analysis between discharges of Baspa
river (at Sanlga) and Tidong discharge gives realistic results for development of long term
discharge series. It is observed that results obtained by use of Method –1 are comparable
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with the actual discharge measurement, therefore long term discharge series as obtained
by Method-1 have been adopted for further power potential studies.
Based on annual regression analysis between Baspa discharge and Tidong khad
discharge measured, coefficient of correlation works out as 0.785. The coefficient of
correlation is within acceptable range and hence the long term discharge data of Tidong –
I HEP (Phase – II) at intake location has been generated using annual regression analysis
between Baspa discharge data at Sangla and NSL discharge data at Lamber village site.
This data has been utilized to compute 50%, 75% and 90% dependable year discharge.
Fig-6.1 (Regression Curve)
The Adopted linear regression equation for deriving the long term discharge data is:
y = 0.3862 X + 5.3163
R = 0.886
Where y is the discharge value for Tidong at Lamber and X is the Baspa River discharge
at Sangla.
Long term discharge data for Tidong-1, derived from Baspa Long Term discharge data by
different method is listed in Annexure- 6.4, 6.6 and 6.8.
By considering the annual inflows and applying Weibul's distribution formula, the 90%,
75% and 50% dependable years have been worked out, the computations are indicated in
Annexure 6.5, 6.7 and 6.9.
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6.12 FLOW DURATION CURVE
Variability of stream flow is studied using flow duration curves. Discharge is plotted against
the % of time the flow exceeded.
Fig-6.2
Flow duration curve for Tidong khad shows the following results:
Design Discharge of 19.2 cumecs for 100 MW installed capacity is available for
35.5 % of time i.e. 130 days.
For 50% of time i.e. 183 days, minimum discharge of 11.73 cumecs is available.
For 75% of time i.e. 274 days, minimum discharge of 8.71 cumecs is available.
For 90% of time i.e. 329 days, minimum discharge of 7.60 cumecs is available.
In the lower reach of flow duration curve, major discharge is contributed by base flow,
which is available throughout the year and hence, the curve in this portion is almost flat.
The middle reach of flow duration curve has mild slope. Discharge in this portion is
contributed by snowmelt having low variations compared to rainfall.
The upper reach of flow duration curve has steep slope compared to middle portion
because major discharge is contributed by rainfall.
Flow duration curve of Baspa River and Tidong River are compared and the result is
shown in figure 6.3.
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Fig-6.3
The above flow duration curve indicates that:
For 50% of time i.e. 183 days, minimum discharge of 17.49 cumecs is available in
Baspa river as against 11.73 cumecs in Tidong River.
For 75% of time i.e. 274 days, minimum discharge of 9.40 cumecs is available in
Baspa river as against 8.71 cumecs in Tidong River.
For 90% of time i.e. 329 days, minimum discharge of 7.50 cumecs is available in
Baspa river as against 7.60 cumecs in Tidong River.
The flow duration curve of Tidong khad and Baspa River shows similar trend.
Corresponding to power output of 100 MW, the design flow for Tidong I HEP is estimated
as 19.2 cumecs. With increase in installed capacity proposed in Phase II of the project, the
design flow for 150 MW capacity is estimated as 28.65 cumecs. Flow duration curve of
Tidong River shows that design discharge of 28.65 cumecs is available for 26.29% of the
time i.e. for 96 days a year. Hence plant will run at 150MW generation capacity for 96
days in a year.
6.13 FURTHER STUDY
Hydrology for the Tidong-1 HEP shall be updated based on further availability of discharge
measurements at intake location and for Baspa khad. These measurements will continue
till the completion of the project construction
Baspa Data
Tidong
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ANNEXURE-6 a
Silt analysis data and results
Silt data:
Date of sampling
Silt content PPM (mg/l) Size > 0.212 mm
0.075mm <Size < 0.212 mm Size < 0.075 mm
13.07.05 3 6 1158
20.07.05 24 78 377
27.07.05 128 104 625
01.08.05 21 61 249
08.08.05 110 449 1535
16.08.05 55 293 1356
Results:
Size > 0.212 mm
0.075mm <Size < 0.212 mm Size < 0.075 mm
Maximum 128 449 1535
Minimum 3 6 249
Average 56.83 165.17 883.33
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ANNEXURE – 6.1
Discharge Data of Baspa River at Sangla (1978-79 to 2014-15)
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ANNEXURE – 6.1
Discharge Data of Baspa River at Sangla (1978-79 to 2014-15)
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10 Daily discharge measured by HPSEB Annexure-6.2
MONTH PERIOD 1995 1996 1997 1998 2003 2004
JAN
I NA NA NA 3.25 4.35 3.58
II NA NA NA 3.09 4.25 3.56
III NA NA NA 3.09 3.99 3.77
FE
B
I NA 2.51 NA 2.75 3.40 3.51
II NA 2.47 NA 2.60 3.47 3.45
III NA 2.30 NA 2.67 3.51 3.55
MA
R
I NA 2.32 2.03 2.70 3.76 3.58
II NA 2.48 2.34 2.85 4.19 3.84
III NA 2.95 2.66 2.80 5.28 3.63
AP
R
I NA NA 2.95 2.87 5.22 4.70
II NA NA 2.86 3.19 9.06 4.62
III NA NA 3.06 3.80 16.65 6.21
MA
Y
I NA NA 3.50 9.37 20.11 5.02
II NA NA 3.57 15.17 30.73 10.67
III NA NA 5.09 28.29 53.01 9.04
JUN
I NA NA 6.39 26.49 40.33 10.70
II NA NA 10.65 18.86 31.32 18.56
III NA NA 16.88 34.39 36.89 17.03
JUL
I 15.90 NA 26.53 36.03 51.72 13.16
II 18.05 NA 33.33 37.83 42.17 8.42
III 21.91 NA 36.45 30.95 42.05 9.59
AU
G
I 19.18 NA 31.67 30.80 39.61 10.90
II 16.42 NA 22.89 29.55 25.51 11.25
III 15.30 NA 19.05 24.82 16.70 7.80
SE
P
I 14.73 NA 16.41 24.47 14.19 4.97
II 8.30 NA 15.92 14.53 10.54 5.04
III 5.70 NA 11.93 12.85 7.60 3.74
OC
T
I 5.22 NA 8.82 7.56 6.88 3.64
II 4.19 NA 7.07 5.44 6.59 3.43
III 3.39 NA 6.11 5.51 5.64 3.24
NO
V
I 2.95 NA 5.35 4.55 5.20 3.17
II 2.69 NA 4.30 4.29 4.91 3.08
III 2.35 NA 3.69 4.04 4.61 3.26
DE
C
I 2.72 NA 3.46 3.78 4.30
II 2.74 NA 3.60 3.50 3.90
III 2.55 NA 3.31 NA 3.70
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ANNEXURE-6.3
DISCHARGE DATA MEASURED BY NSL ( 2004-05 TO 2013-14 )
Month 2004-05 2005-06 2006-07 2007-08 2008-09 2009-10 2010-11 2011-12 2012-13 2013-14 2014-15
JUN
12.15 17.20 12.90 14.60 18.20 24.90 26.70 37.10 36.09 23.71
23.12 20.00 25.80 25.70 15.70 26.30 35.90 40.30 40.73 37.31
43.22 37.00 36.40 41.40 35.10 49.40 45.30 49.40 52.32 30.36
Jul
58.08 64.90 46.90 59.90 43.30 52.30 54.30 41.60 37.76 35.80
62.20 69.10 51.50 69.10 47.70 53.60 59.80 35.10 31.56 39.82
60.97 67.10 56.90 67.10 51.40 54.70 68.80 34.60 34.62 41.35
AUG
58.10 67.30 54.70 65.80 52.10 56.20 73.50 34.20 31.11 40.26
52.49 54.40 49.80 57.20 49.40 49.70 78.20 32.30 30.05 36.27
46.73 48.40 47.00 50.60 43.80 42.20 78.20 32.70 31.19 28.98
SEP
31.45 36.50 35.80 36.00 30.90 34.50 59.80 31.50 31.83 20.08
20.54 27.10 27.80 26.50 22.60 23.70 78.20 29.90 30.08 14.18
18.37 21.40 21.90 20.00 19.40 20.22 43.30 25.70 25.89 11.87
OCT
12.90 14.20 14.50 12.60 17.60 16.10 36.40 21.80 22.55 8.76
8.60 9.10 9.10 11.00 12.20 12.30 31.60 14.10 14.15 6.46
7.50 7.40 7.70 8.30 8.70 10.80 22.70 12.00 12.24 5.55
NOV
6.90 7.20 7.30 7.40 7.90 8.40 15.14 9.50 9.84 4.90
7.00 6.60 7.00 6.90 7.40 7.70 15.20 7.90 10.66 4.31
6.00 5.80 5.90 6.10 6.80 7.40 13.40 6.80 13.53 3.94
DEC
5.33 5.80 5.90 6.10 6.10 6.40 7.80 10.80 5.70 10.72 3.76
5.48 6.30 6.40 6.40 6.40 6.60 8.10 8.60 5.10 8.57 3.69
5.49 6.90 6.80 6.90 6.80 6.90 7.70 7.80 5.10 7.84 3.67
JAN
4.53 6.90 6.70 6.90 6.90 6.80 7.50 6.20 6.60 7.48
5.41 6.40 6.20 6.70 6.70 6.20 7.80 7.00 7.00 7.84
4.61 6.30 6.30 6.30 6.30 6.30 7.90 7.20 7.20 7.85
FEB
4.79 6.40 6.60 6.60 5.80 6.20 8.20 7.00 7.00 8.21
4.93 6.50 6.70 6.70 6.00 6.30 8.50 6.50 6.50 8.49
4.75 6.80 6.50 6.80 6.20 7.20 8.90 6.80 7.60 8.92
MAR
4.82 6.60 6.60 6.50 7.00 7.50 8.50 8.10 8.10 8.54
5.67 7.10 7.00 7.00 7.10 8.50 10.10 7.90 7.90 10.09
5.29 6.70 8.00 6.70 7.40 8.90 11.70 8.20 8.20 11.67
APR
5.21 7.50 7.30 6.30 6.20 8.20 8.90 8.80 8.90 8.72
5.95 7.90 7.60 7.30 7.10 10.30 9.50 10.50 9.90 9.37
7.94 8.70 9.00 9.30 8.40 13.70 11.50 12.50 16.00 11.34
MAY
10.73 9.40 11.60 10.60 9.90 17.30 13.60 13.30 18.00 15.52
10.88 11.10 11.60 11.00 13.00 22.80 18.30 16.00 26.50 14.13
10.71 14.60 10.00 12.60 17.60 29.80 24.30 28.70 37.60 14.91
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ANNEXURE - 6.5
DEPENDABLE YEAR CALCULATION : REGRESSION METHOD
Rank Annual Flow
(MCM) Year
Probability of Exceedance
1 1099.31 1999-00 2.7%
2 1016.70 2000-01 5.4%
3 997.99 2001-02 8.1%
4 965.45 2002-03 10.8%
5 925.93 1998-99 13.5%
6 898.40 2011-12 16.2%
7 888.30 1978-79 18.9%
8 844.18 1995-96 21.6%
9 801.65 1997-98 24.3%
10 725.25 1994-95 27.0%
11 723.16 1996-97 29.7%
12 695.18 2003-04 32.4%
13 677.29 1983-84 35.1%
14 667.62 1985-86 37.8%
15 650.91 2010-11 40.5%
16 649.36 1990-91 43.2%
17 641.32 2008-09 45.9%
18 632.10 2006-07 48.6%
19 625.23 1992-93 51.4%
20 620.04 1984-85 54.1%
21 611.38 2012-13 56.8%
22 604.57 1982-83 59.5%
23 596.37 2009-10 62.2%
24 594.36 1979-80 64.9%
25 594.29 2005-06 67.6%
26 593.28 2013-14 70.3%
27 589.88 1980-81 73.0%
28 584.91 1989-90 75.7%
29 578.30 2007-08 78.4%
30 555.36 1987-88 81.1%
31 550.67 1981-82 83.8%
32 531.48 1986-87 86.5%
33 511.17 1988-89 89.2%
34 493.37 2004-05 91.9%
35 489.50 1991-92 94.6%
36 419.01 1993-94 97.3%
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ANNEXURE - 6.7
DEPENDABLE YEAR CALCULATION : SEASONAL REGRESSION METHOD
Rank Annual Flow
(MCM) Year
Probability of Exceedance
1 1042.41 1999-00 2.7%
2 975.33 2000-01 5.4%
3 956.73 2001-02 8.1%
4 947.08 2002-03 10.8%
5 898.40 2011-12 13.5%
6 897.52 1998-99 16.2%
7 867.32 1978-79 18.9%
8 830.18 1995-96 21.6%
9 793.92 1997-98 24.3%
10 728.84 1994-95 27.0%
11 728.40 1996-97 29.7%
12 706.43 2003-04 32.4%
13 688.87 1983-84 35.1%
14 682.81 1985-86 37.8%
15 667.76 1990-91 40.5%
16 650.91 2010-11 43.2%
17 644.23 1992-93 45.9%
18 642.10 1984-85 48.6%
19 641.32 2008-09 51.4%
20 632.10 2006-07 54.1%
21 629.13 1982-83 56.8%
22 620.66 1979-80 59.5%
23 616.42 1980-81 62.2%
24 612.94 1989-90 64.9%
25 611.38 2012-13 67.6%
26 596.37 2009-10 70.3%
27 594.29 2005-06 73.0%
28 593.28 2013-14 75.7%
29 587.19 1987-88 78.4%
30 583.79 1981-82 81.1%
31 578.30 2007-08 83.8%
32 568.41 1986-87 86.5%
33 551.65 1988-89 89.2%
34 535.58 2004-05 91.9%
35 533.62 1991-92 94.6%
36 473.31 1993-94 97.3%
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ANNEXURE - 6.9
DEPENDABLE YEAR CALCULATION : CATCHMENT AREA PROPORTIONATE METHOD
Rank Annual Flow
(MCM) Year
Probability of Exceedance
1 1235.95 1999-00 2.70%
2 1131.03 2000-01 5.41%
3 1106.11 2001-02 8.11%
4 1104.51 2002-03 10.81%
5 1010.11 1998-99 13.51%
6 959.99 1978-79 16.22%
7 900.14 1995-96 18.92%
8 897.82 2011-12 21.62%
9 844.57 1997-98 24.32%
10 742.78 1994-95 27.03%
11 740.00 1996-97 29.73%
12 701.77 2003-04 32.43%
13 677.90 1983-84 35.14%
14 666.02 1985-86 37.84%
15 650.91 2010-11 40.54%
16 641.69 1990-91 43.24%
17 641.32 2008-09 45.95%
18 632.10 2006-07 48.65%
19 611.38 2012-13 51.35%
20 609.55 1992-93 54.05%
21 602.63 1984-85 56.76%
22 596.37 2009-10 59.46%
23 594.29 2005-06 62.16%
24 593.28 2013-14 64.86%
25 582.02 1982-83 67.57%
26 577.71 2007-08 70.27%
27 567.41 1979-80 72.97%
28 562.46 1980-81 75.68%
29 555.84 1989-90 78.38%
30 515.48 1987-88 81.08%
31 510.22 1981-82 83.78%
32 484.66 1986-87 86.49%
33 457.60 1988-89 89.19%
34 433.89 2004-05 91.89%
35 427.81 1991-92 94.59%
36 334.83 1993-94 97.30%
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7 GEOLOGY AND GEOTECHNICAL ASPECTS
7.1 INTRODUCTION
The project layout for phase II development involving installation of 50 MW necessitates
modifications in part of Pressure shaft in (Y-Piece), Surge Shaft and Powerhouse. The
already excavated Adit-4 would serve as the additional pressure shaft by providing T-
Junction . Engineering carried out for Phase-I (100MW ) for Barrage and appurtenant
structures and head race tunnel remain unchanged. The updated geological assessment
has been done for the project components that require modification due to phase II
development, viz. surge shaft, Y-Junction, additional Pressure Shaft (Adit-4) and
Powerhouse. All required geological studies for these components have been completed
and their construction is in progress. The progress of construction at the site as of 31
January 2015 is as given in Table.1. The geological details of components to be modified /
constructed due to phase II development are discussed in following paragraph.
Table.1: The progress of construction of project components
S.No. Components Progress Remarks
1. Barrage 50-60% Under progress 2. Desilting Tank Nil To be done 3. Intake Nil To be done 4. Adit-1 to 5 & Valve House
Adit 100% Completed
5. HRT 95% Only 190.00m length out of 8.5km long HRT is remaining for excavation
6. Surge Shaft 15% Pilot shaft completed 7. Pressure Shaft Excavations 100% Completed
8. Powerhouse 40% Under progress
7.2 UPSTREAM WORKS
No modification is required in upstream works due to proposed enhancement in installed
capacity from 100 MW to 150 MW. The structure is founded on gentle overburden slope
comprising river borne material. This material consists of grey sandy- gravelly matrix with
rounded to sub rounded boulders of granite, gneiss and quartzite. At downstream side,
granitic gneiss/granite is found exposed up to the river bed level.
The intake structure is located in exposed coarse grained, white to off-white to pinkish
granitic gneiss. Foliation is not prominent but dipping north-easterly from 40o-58o. Granitic
gneiss is hard and compact and slightly weathered at surface. Three sets of main joint
sets dissect the strata and include N140-170/78o-85o, N115-130/25o-35o and N195-
210/25o-40o.
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The Rock Mass Quality (‘Q’) is considered Fair to Good.
7.3 SURGE SHAFT
The surge shaft modification involves increase in diameter from 8.00m to 10.00m. The
structure lies in off white to yellowish white, medium to coarse grained and slightly
weathered granitic gneiss. At the surface, the joints are open up to 5cm and filled with silty
sand and vegetation. These are expected to be tight at shallow depth. The depth of
overburden varies from 1 to 5 m at this location. The rock is dipping N30oE/58o. Three joint
sets dissect the strata resulting in large wedges due to higher spacing. The granitic gneiss
has Good to Fair Rock Mass Quality (‘Q’).
7.4 T-JUNCTION
The already excavated T-Junction at the intersection of Adit-4 and Pressure Shaft would
serve as the location for placement of T-piece of the additional penstock pipe. In the
vicinity, both the pressure shaft and the adit have been excavated in Fair Quality (‘Q’)
quartzite and phyllitic schist. The marginal enlargement of the junction for accommodating
the T-piece is not expected to pose any problem. However, the already erected steel
supports at this location would be removed and reinstalled to suit the larger dimension of
the opening. The geological map covering the site is appended as Plate.1 with this report.
7.5 PRESSURE SHAFT (ADIT-4)
The additional penstock pipe would be laid along the already excavated Adit-4. The adit
has been excavated in quartzite and phyllitic schist. The rock quality is found to be Fair
(‘Q’). The adit remains excavated and unsupported for over 36 months and corroborates
the rock mass classification. The adit, however, has been provided steel supports at its
inlet and exit at pressure shaft. No additional work in this adit is involved with the
modifications in the layout proposal.
7.6 POWERHOUSE
The modification in the powerhouse structure for accommodating additional unit involves
its extension on conventional left side. The powerhouse area is located within quartzite
and phyllitic schist dipping N200/30, i.e. into the hill (Photo.1, Plate.1). Large variations in
dip directions may be expected due to the possibility of the dips being rolling type. Besides
bedding joints, viz N200/30 (J1), three sets of joints are recognized at the site. These
include J2: N300/75, J3: N040/20 and J4: N030/70. Thick colluvium deposits occur at the
base of the rock cliffs forming the valley face. The rock is very well exposed in the hill face
above the colluvium deposit. By virtue of its proximity to the Tidong-Satluj confluence, the
site is dominated by alluvial deposits close to the river.
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No fresh or further Geological studies are required to be conducted for Phase II installation
of additional 50 MW unit than what studies are conducted for phase I of 100 MW Tidong- I
HEP
Photo.1: Site photograph illustrating major geological features.
At the selected powerhouse location, the bedrock is found exposed on the left side and
lies below shallow overburden immediately to its right (Plates 2&3). Immediately away
from the powerhouse location on right side, the overburden of colluvium assumes greater
thickness, but, is of no consequence to the structure. The extended portion of the
powerhouse would rest over exposed bedrock and, hence, is considered free from any
geotechnical problem.
The geology of the powerhouse site is illustrated in the detailed geological map of the site
on 1:1000 scale and two geological sections along the pressure shaft alignment and
across the extended portion of the powerhouse structure. These are appended as Plates
2&3.
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8 POWER POTENTIAL STUDIES
8.1 GENERAL
Tidong HEP envisages utilization of discharges in Tidong khad, a tributary to Satluj River.
It is intended to run the power plant during lean season as peaking station which will be
based on the reservoir operation, and provide peaking capacity benefits of 100 MW for
about 4 hours per day in phase I and 150 MW for 3 hours in Phase II of project
development. The power generated at this project is intended to supplement and partly
meet the growing power requirements of Himachal Pradesh as well as Northern regional
grid of Indian Power supply system. Due to improved water availability series, NSL
proposes to increase the installed capacity of the project. The present study comprises the
analysis of energy generation with power plant capacity ranging from 100MW to 200 MW
so as to arrive at the optimum project capacity in Phase II development due to improved
hydrological series.
8.2 HYDROLOGICAL DATA
A detailed analytical study of hydrological data as prescribed for the project has been
presented in Chapter VI ‘Hydrology’. On the basis of this study, the ten daily discharge
series has been developed with 90% dependability for intake site. Further, it is considered
that a discharge corresponding to 15% of minimum discharge in the lean period ( Dec to
Feb ) arrived at by taking the weighted average of the above 3 months from measured
data for 10 years by NSLTPGPL shall be released in the natural path of the Tidong
stream to meet the D/s ecological flow considerations. It can be observed from the
discharge data in Annexure 6.3 that the minimum discharge works out to 6.7 Cumecs
and 15% of this works out to be 1.0 cumec. Thus, ecological flow release of 1.0 cumec
has been considered from every ten daily discharge data of the 90 % dependable year
flow series for carrying out power potential study. The 90% dependable year discharge
series after deducting the sacrificial discharge is tabulated below in Table 8.1 and shall be
used to carry out power potential of the project:
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Table 8.1
90% Dependable year : 2004 – 2005
Month Days River
Discharge (Cumecs)
Discharge after ecological
release (Cumecs)
June 10 18.18 17.18 10 29.48 28.48 10 27.23 26.23
July 10 34.83 33.83 10 32.68 31.68 11 31.04 30.04
August 10 36.15 35.15 10 35.64 34.64 11 26.58 25.58
September 10 19.86 18.86 10 21.07 20.07 10 13.41 12.41
October 10 12.25 11.25 10 11.09 10.09 11 10.30 9.30
November 10 9.88 8.88 10 9.52 8.52 10 9.00 8.00
December 10 9.03 8.03 10 8.88 7.88 11 8.64 7.64
January 10 7.86 6.86 10 7.52 6.52 11 7.53 6.53
February 10 7.43 6.43 10 7.54 6.54 8 7.37 6.37
March 10 8.00 7.00 10 8.22 7.22 11 8.18 7.18
April 10 8.34 7.34 10 9.54 8.54 10 12.71 11.71
May 10 16.46 15.46 10 16.28 15.28 11 14.14 13.14
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8.3 HEAD
The net operating head, which is expected to be available for the turbines, have been
estimated from the data tabulated below as Table 8.2:
Table 8.2
8.4 COMBINED TURBINE GENERATOR EFFICIENCIES OF THE UNIT
Corresponding to the rated head of 588.92 m, Pelton turbine has been considered for the
project. The power plant shall run as peaking station which will be based on the reservoir
operation i.e running the machines within the operating head range w.r.t. FRL & MDDL
levels of the reservoir and at rated load.
During monsoon when the water is in abundance, the machines can operate continuously
on rated load/overload upto 20%.
The weighted average efficiency of TG unit considered for power potential study is
90.551%.
8.5 METHODOLOGY FOR POWER POTENTIAL ANALYSIS
The methodology adopted for Power potential analysis comprises of calculating the
generation pattern for the power plant at various capacities ranging from 100MW to
200MW at rated net head and weighted TG efficiency of 90.551%, and considering the
plant availability of 95% when all the three machines are in operation
Further, calculation and analysis of the various parameters such as unrestricted energy
available from the discharge, restricted energy generated from the plant, plant load factor,
power potential exploitation for various power plant capacities is also done.
Maximum (full reservoir) level at Reservoir EL 2873.75 m
Minimum draw down level EL 2860.75 m
Runner Centerline EL 2258.44 m
Maximum tail water level EL 2252.00 m
Rated Gross head 610.977 m
Maximum gross head 615.31 m
Minimum gross head 602.31 m
Head loss in water conductor system 22.06 m
Rated Net head 588.92m
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The unrestricted energy for the project has been assessed 671.12 million units in a 90%
dependable year and considering the ecological flow of 1 cumecs. Without considering
ecological flow, the unrestricted energy is computed as 716.94 million units.
8.6 POWER POTENTIAL ANALYSIS
For the purpose of optimization of the installed capacity of the project, an analysis on the
energy extracted throughout the year for 90% dependable year discharge, considering
ecological flow is indicated in Annexure 8.1. A brief comparison of parameters considered
for optimum installed capacity is shown below in the Table 8.3.
Table 8.3
Comparison of various parameters for 90% dependable year discharge series
Sl. No.
Plant cap.
Net Generation
PLF Incr.
Energy
Incr. Capacity
Utilization Potential Exploited
(MW) (MU) (%) (KWh/KW) (%) (%)
1 100 539.43 61.58% Base Base 80.38%
2 110 561.29 58.25% 2186.00 24.95% 83.64%
3 120 580.11 55.19% 1882.00 21.48% 86.44%
4 130 598.79 52.58% 1868.00 21.32% 89.22%
5 140 617.49 50.35% 1870.00 21.35% 92.01%
6 150 632.63 48.15% 1514.00 17.28% 94.27%
7 160 645.82 46.08% 1319.00 15.06% 96.23%
8 170 656.30 44.07% 1048.00 11.96% 97.79%
9 180 664.15 42.12% 785.00 8.96% 98.96%
10 190 670.14 40.26% 599.00 6.84% 99.85%
11 200 671.13 38.31% 99.00 1.13% 100.00%
Note: “Net generation “is calculated considering plant availability of 95%
The incremental energy per kW of installed capacity (kWh/kW), corresponding to different
installed capacities in a 90% dependable year is presented in fig 8.1.
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Fig. 8.1
From Table 8.3 and Fig 8.1, it is analyzed that there is no appreciable increase in the
generation and capacity utilization by increasing the capacity any further from 150 MW.
The plant load factor at this installed capacity is at the optimum value of 48.15% which is
well acceptable for a hydropower project of this size. Besides, it can also be observed that
the potential has been exploited to the extent of 94.27% as against the unrestricted
energy of 671.12 MU by the plant capacity of 150MW. Additional capacity utilization up to
180 MW can be harnessed due to extra discharge available during the monsoon &
summer season with the inherent continuous overloading capacity of 10% to 20% in the
TG unit.
8.7 NUMBER OF GENERATING UNITS
The number of Generating units in the power station are fixed primarily with consideration
of harnessing the potential power to the maximum extent i.e with increase in the number
of generating units it is intended that even the lean discharges could also be exploited
efficiently, however, with the increase in the nos. of units the power house size, cost of the
electromechanical works and cost of the operation & maintenance of the generating units
increases thus increasing the overall project cost. Since, Tidong HEP is envisaged as
peaking power station based on the reservoir operation having sufficient storage for
peaking, the Generating units shall not run at lesser load conditions with respect to less
discharge during lean season, as during the lean season the stream discharges shall be
accumulated in the reservoir and upon filling of the reservoir the machines shall run at full
load. As the existing phase I development of the project envisages installation of 2 units of
50 MW each, it is recommended to provide an additional 50 MW in phase II of project
development leading to total installed capacity of 150 MW for the project.
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8.8 CONCLUSION
Based on the above analysis, the total plant capacity of 150MW with three numbers of
generating units of 50 MW each is recommended, with 2 units being installed in phase I
and one unit of 50 MW being installed in phase 2 of project development.
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9 CIVIL STRUCTURES & HYDRO-MECHANICAL EQUIPMENT
9.1 GENERAL
The civil structures for Tidong – I under Phase I of project development have been
planned to divert and convey water from Tidong khad for generating power in a surface
power house by utilising a maximum gross head of 615 m. The main components of
Phase – I are being executed and under final stage of construction. The main works of the
project comprise a barrage, a head regulator, two desilting basins for removing the silt
particles down to 0.2 mm size and a headrace tunnel, a surge shaft, a pressure shaft, a
surface power house to accommodate 2 generating units of 50 MW each, a tailrace
channel for carrying the tail water back to Tidong khad. The general layout of the project
features under phase I development and one additional bay in power house for phase II
development are shown in drawing no 1143-CD-103. The design features and provisions
of the different components of the scheme are discussed in the following paragraphs. The
provisions are based on detailed designs and dimensioning, taking into account all
essential design parameters. Before implementation of the project, necessary
investigations were carried out to obtain all necessary design parameters and detailed
designs were done for each component, considering the fresh input parameters.
9.2 HEADWORKS AT UPSTREAM
The head works on Tidong khad comprise of a conventional non-gated Barrage,
Diversion channel, Head regulator, Desilting basins, a Storage Reservoir and Intake for
Head Race Tunnel. The general arrangement is shown in drawing no1143-CD-201.
9.2.1 Location
Barrage structure is located across Tidong khad at El 2880.00m downstream of
confluence of Lamber khad with Tidong khad. Based on the topography of the area and
requirement of space for locating the head regulator, desilting basin structure, and
reservoir, the barrage structure has been located downstream of confluence of Tidong
khad with Lamber khad. The orientation of the barrage axis has been so fixed that the
design flood discharge is guided smoothly.
9.2.2 Design Flood
The barrage structure has been dimensioned for passing a discharge of 50 year return
period flood computed as 405 m3/sec. The high flood level for this flood discharge using
Manning’s formula works out to El 2889.00 m for the given khad reach for a bed gradient
of 1 in 13 and value of rugosity coefficient as 0.6.
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9.2.3 Waterway
The average bed level of the khad at barrage site is at about El 2880.00 m. The crest
level of the undersluice is kept at El 2875.50 m. The crest level of the spillway is kept at El
2881.75m, i.e., 6.25m higher than the crest level of the undersluice bays. With the above
crest levels of undersluice and spillway bays and keeping the afflux of 1.00 m, the clear
water-way requirement works out to be 20.00 m and the same has been provided for the
barrage. One un-gated bay of 20 m width and two bays of 5.00 m width each have been
provided for Spillway & under sluice portions respectively. Total width between abutments
including piers works out to 39.50m. No modification in waterway width is required for
phase II development, as there is no change in flood discharge.
9.2.4 Pond Level
The pond level at upstream of the barrage has been fixed at El 2881.75m from the
topographical and hydraulic considerations. Upstream HFL considering afflux of 1.00 m
works out to El 2889.40 m.
9.2.5 Undersluice Bay
Two bays of 5.0 m width each have been provided to pass gravels & debris collected in
gravel trap. Total floor length of 117.00 m, including sloping glacis, has been provided. At
upstream and downstream end of concrete floors, cut-offs to required depth have been
provided to reduce uplift and safe exit gradient. Plan and section of undersluice bays have
been shown in Drawing no. 1143-CD-202 and 1143-CD-203 respectively. No change in
undersluice bay is required for phase II development.
9.2.6 Spillway
An ungated spillway of 20.00m width has been provided to pass 405 m3/s flood. Total
floor length of 117.00m has been provided comprising upstream floor, sloping glacis and
downstream floor. A cut-off extending up to El 2871.00 m on upstream floor and El
2865.00m on downstream floor has been provided to protect the floor from scour action.
Plan and section of barrage bays have been shown in Drawing no. 1143-CD-202 and
1143-CD-203 respectively. No change in spillway arrangement is required for phase II
development.
9.2.7 Energy Dissipation
The energy is dissipated with a hydraulic jump by providing a suitable stilling basin
downstream of the glacis. The stilling basin level and length have been computed for
various flood discharge. On the basis of this study, the lengths worked out to about 68.00
m and 66.00m for the undersluice and spillway respectively.
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9.2.8 Protection Works
On upstream and downstream ends of the impervious floor, a bed protection comprising of
concrete blocks has been provided. Beyond the concrete blocks on both upstream and
downstream. loose boulder protection is also provided.
Downstream block protection
Pervious concrete block protection of size 1500x1500x900 mm arranged in four rows has
been provided beyond the downstream end of the impervious floor over 600 mm thick
graded inverted filter. The length of downstream block protection has been provided as
1.5 times the design scour depth below the floor.
Loose Stone Protection
Beyond the cement concrete block protection on the downstream end, launching apron of
loose boulders/stone has also been provided to spread uniformly over the scoured slopes
upto the design depth of scour below the floor level.
9.2.9 Diversion channel
Construction of undersluice and spillway bays has been completed and no further river
diversion works are required for phase II development.
9.2.10 Raft, Pier and Abutment
The barrage impervious floor is of R.C.C. raft founded on bouldery strata. Deep R.C.C.
cut-offs are provided all around the periphery of undersluice & spillway structures.
R.C.C. piers monolithic with raft are provided for the barrage structure. The height of the
piers is provided from the consideration of free board and the stability of structure against
sliding.
Divide wall between the undersluice and spillway is provided for creating smooth flow
conditions in front of head regulator and to check the cross flows upstream & downstream
of the barrage floor.
The length of the abutment is kept the same as the length of the barrage floor. The top
levels of the abutments are fixed with adequate freeboard over the computed upstream
and downstream H.F.L. and from consideration of bridge requirements.
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9.2.11 Vertical Lift Gates and Stoplogs
Vertical Lift Gates
Two numbers Vertical lift gates for clear opening of size 5.00 m x 3.00 m are provided for
the undersluice. These gates are meant for flushing the silt and boulders deposited in the
upstream of the barrage, and are designed for closing under self weight.
Each Vertical lift gate shall consist of an upstream skin plate supported by vertical
stiffeners and horizontal girders, which in turn transfer the water pressure through the end
vertical girders, wheels and embedded wheel tracks to the concrete. The wheels shall be
equipped with anti-friction roller bearings of the self-aligning type with a ‘Line contact’
between the wheel and the track. To prevent leakage, hollow bulb music note type side
rubber seals shall be attached with the skin plate on the upstream side, and flat wedge
type rubber seals at the bottom. The material of the rubber seals conforms to IS:11855.
In order to limit the longitudinal and transverse movements of the gate in either direction, a
minimum of two guide shoes shall be provided on each side of the gate. The structural
design of the gate embedded parts including selection of materials for various
components of the gate shall be in accordance with provisions of IS:4622.
The Undersluice gates shall be operated by means of independent electrically operated
hoists of 10 tonnes capacity. Undersluice gates shall also be provided with a facility of
manual operation in the event of electric supply failure, in accordance with IS:6938. The
equipment shall be supported on hoist bridges located on steel overhead structures
designed in accordance with IS:800.
Stoplog
Provision of one set each of stoplogs along with two sets of embedded parts for
underluices has been kept for the purpose of maintenance and inspection of the main
gates. Each set shall consist of 2 equal interchangeable sliding type units for the
undersluices.
Each unit shall consist of an upstream skin plate supported by vertical stiffeners and
horizontal girders, which in turn transfer the water pressure through the end vertical
girders, slide blocks and embedded bearing plates to the concrete. To prevent leakage,
hollow bulb music note type side rubber seals shall be attached with the skin plate on the
upstream side and flat wedge type rubber seals at the bottom. In order to limit the
longitudinal and transverse movements of each unit in either direction, a minimum of two
guide shoes shall be provided on each side of the unit. The structural design of the
stoplogs, embedded parts including selection of materials for various components of
stoplogs shall be in accordance with provisions of IS:5620. The stoplogs shall be
operated under balanced head conditions, except the raising of top unit, which shall be
done under unbalanced conditions against a head equal to its height. The stoplogs of
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undersluice shall be operated by means of a common electrically operated mono rail
crane hoist of 10 tonne capacity through an automatic lifting beam, as per IS:13591,
which shall engage and disengage automatically with stoplogs in required position. The
crane shall be equipped with pendant type push button switch capable of operating from
El 2894.00 m. When not in use, two units of undersluice stoplogs shall be dogged.
9.3 HEAD REGULATOR
The head regulator has been located on the left bank of Tidong khad. Its orientation is to
suit topography of the site as well as orientation of the desilting basin.
The sizing of head regulator structure has been verified to draw maximum flow of 35.00
cumecs to the desilting basin under phase II of project development. Two bays of 3.6 m
each have been provided to give clear waterway of 7.20 m. Two bays have been provided
to feed the two separate bays of the desilting basin independently to facilitate functioning
of the other row when one of the desilting rows is isolated for maintenance. The crest of
the structure has been provided at El 2877.40m which is about 2.0 m higher than the
undersluice floor to prevent the rolling bed load from entering the head regulator. A
trashrack comprising a steel framed structure with bar spacing of 75 mm centres has been
provided at the upstream end to prevent entry of any floating/suspended matter. The
hydraulic design of head regulator has been checked for satisfactory operation under both
phase - I and phase – II of project development. The required discharge can be tapped
with the upstream water level at about 2881.75 m. The requirement of maximum
discharge, when the three units are running at overload, can also be met when the
upstream water levels are at or higher than 2881.75 m.
Service and Emergency Gates
2 numbers vertical lift fixed-wheel type Head Regulator Service gates of size 3.6 m x
4.35m have been provided for regulating the discharge in the water conductor system and
these shall be designed to close under self weight, with or without the addition of ballast.
The gate shall consist of an upstream skin plate supported by horizontal beams and
vertical stiffeners which in turn transfer the water pressure through the end vertical girders,
wheels and embedded wheel tracks to the concrete. The cantilever mounted wheels shall
be equipped with sleeve type bronze bushings with a ‘Point contact’ between the wheel
and the track. To prevent leakage, hollow bulb music note type side rubber seals shall be
attached with skin plate on the upstream side and flat wedge type rubber seals at the
bottom. In order to limit the transverse movement of the gate, the wheels have been
flanged on one side whereas for limiting longitudinal movements a guide plate with
rounded face shall be fixed on to the end vertical girders on the upstream side. The
structural design of the gate embedded parts including selection of materials for various
components of the gate shall be in accordance with provisions of IS: 4622.
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The gates shall be operated by means of independent electrically operated rope drum
hoists with a facility of manual operation in the event of electric supply failure, in
accordance with IS:6938. The equipment shall be supported on hoist bridges located on
steel overhead structures designed in accordance with IS: 800.
Provision of one number vertical lift fixed-wheel type Emergency gate of size 3.6 m x
4.35m along with two sets of embedded parts has been made for maintenance, inspection
and reports of service gates of the head regulator. The layout of the Emergency gate has
been made identical to the service gates. The gate shall be capable of being lowered
under flowing water conditions under its own weight with addition of ballast, if required.
The gate shall be operated by means of an electrically operated mono rail crane hoist
through an automatic lifting beam as per IS : 13591 which shall engage and disengage
automatically with gate in required position. The crane shall be equipped with pendant
type push button switch capable of operating from El 2895.0 m. The mono rail support
frame shall be integrated with the hoist supporting structure of the main gates. When not
in use, the emergency gate shall be stored by dogging at the top of any one of the gate
slots. However, an idle bay shall be planned beyond the left abutment of the head
regulator for maintenance purposes.
9.4 FEEDER CHANNEL
The end of the head regulator structure has been connected to desilting basins by feeder
channels with a provision of a suitable transition to ensure smooth flow conditions. The
width of feeder channel throughout the length is 3.60 m. In Feeder Channel, the bed level
varies from El 2877.40 m to El 2874.26m. The structure is divided into two separate
channels by providing a divide wall in continuation of the head regulator pier for isolating
any of the two hoppers of desilting basin for maintenance.
9.5 DESILTING BASIN
The desilting basin is located on the left bank, downstream of the head regulator, and
comprises two longitudinal chambers. A short transition channel, between each bay of the
desilting basin, is proposed of which the width varies from 3.60 m at the end of feeding
channel from each bay of head regulator to 9.50 m at the entry to the desilting basin.
Desilting basin is designed to remove particles of size 0.2 mm or above. The maximum
flow through velocity is 0.25 m/s when the water level is at El 2881.25 m.
Each chamber of the desilting basin is 80.50 m long including transition of 5.00m, 9.50m
wide and 9.15m deep with 2.5m wide central longitudinal flushing trench. Its bed level
lowers from El 2872.6 m to 2871.40m. At the end of each chamber, a weir at El.
2880.00m keeps the water level in desilting basin at 2881.25m at full discharge. No gate is
provided at the outlet of desilting basin for maintenance purposes due to 6.50m level
difference between weir level in desilting and maximum water level in reservoir (El
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2873.50m). Both the longitudinal flushing trenches are connected to a common flushing
pipe, 1.5 m dia discharging into diversion channel by gravity action.
A silt flushing gate located at the end of the desilting basin will allow for conveying the silt
back into the diversion channel. The gate, a Vertical lift type unit, 2.5m wide by 1.5 m high
is operated using an electrical screw hoist. Plan and section of Desilting basin has been
shown in Drawing No. 1143-CD-202 and 1143-CD-204 respectively. Hydraulic design of
desilting basin is verified for higher design flow of 28.65 cumecs under phase II of project
development. It is seen that the provision of desilting basin shall facilitate about 93%
against a permissible 90% removal of sediments of size greater than or equal to 0.2 mm.
Thus no change in desilting basin is required for phase II development.
9.6 STORAGE RESERVOIR
Storage Reservoir is provided for peaking arrangement during lean season. It caters for
peaking capacity benefits of 100 MW for about 4 hours per day in phase I, and 150 MW
for 3 hours in phase II of project development. The reservoir floor is kept at EL.2860.00m,
and MDDL is kept at EL. 2860.75m by providing sufficient submergence for Tunnel Intake.
A low level water channel is provided to feed tunnel intake directly during cleaning and
maintenance of storage reserovoir. The FRL is kept at EL 2873.75m. To ensure that the
top level in the reservoir does not exceed the top level of wall, a 42.00m wide surplus weir
has been provided at the RCC gravity wall of the reservoir. The crest level of the weir has
been proposed at the El. 2873.75m. In case of rise in water level in reservoir above the
crest of weir, excess water shall spill over the weir into the Diversion channel. The top
level of gravity wall is kept at EL.2875.00 with a freeboard of 1.25m.
The layout plan and section of storage reservoir are shown in Dwg No. 1143-CD-301 &
1143-CD-302 respectively.
9.7 HEAD RACE TUNNEL (HRT)
The 8504 m long headrace tunnel is designed to convey water from reservoir to surge
shaft Turbine through Pressure shaft under pressure with an upstream water level in the
reservoir varying between El 2860.75 and EL 2873.75 m. The size of the D shaped tunnel
between RD 0 and RD 2130.00 m is of 3.50 m, and the size from RD 2130.00 m to
8409.00m is of 3.5 (W) x 3.9 m (H). The entire HRT stretch from RD 0 to RD 8409m will
be lined with 200 mm thick M:20 grade concrete, and the stretch from RD 8409.00m to RD
8504.00 will be provided with 2.50 m dia circular shape, and will be steel lined.
Head losses are calculated by Manning’s formula with coefficient of rugosity of 0.014 for
concrete lined stretch and with a coefficient of 0.01 in steel lined stretch. The flowing water
in the concrete lined stretch will have a maximum velocity of about 3.0 m/sec
corresponding to discharge, when three machines are running at 10% to 20% overload
capacity. The velocity is well within the limit for concrete lined tunnel.
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The tunnel invert level at the HRT intake is El 2853.0 m, and that at the surge shaft
junction is El 2800.00 m. Three intermediate construction adits are provided to facilitate
the construction activities with five working faces, and they meet the HRT at RD 242 m,
RD 2140 m and RD 8474 m respectively. Keeping in view of length of the tunnel, provision
of access in the adit plugs has been proposed in Adit -2 to facilitate the future inspection of
the HRT. Plan and L-section of head race tunnel have been shown in Drawing no. 1143-
CD-402. Plan and L-section of Intermediate adits have been shown in Drawing no. 1143-
CD-406, 407 & 409 respectively.
The hydraulic design of HRT is verified for carrying higher design flow under phase – II of
project development. All hydraulic design parameters are found to be within permissible
limit and accordingly no change in HRT is proposed in phase II of project development.
9.7.1 Tunnel support system
Based on the geological condition encountered along the tunnel alignment, reaches have
been classified into four types of tunneling media rocks, each requiring a different
supporting system.
9.7.2 Tunnel reach in very good rock
The length of tunnel that passes through very good rock has given following support. After
excavation local shotcrete is applied in the tunnel as required to fill up over breaks in the
form of shotcrete etc. Provision for rock bolts 25 mm dia, 2.50 m long has also been made
for this reach. Details have been shown in Drawing no. 1143-CD-403 & 404 respectively.
9.7.3 Tunnel reach in Good rock
After excavation in good rock, 50 mm thick shotcrete is placed in the tunnel for rock
support. Provision for rock bolts 25 mm dia, 3.0 m long & 2 m c/c has also been made for
this reach. Details have been shown in Drawing no. 1143-CD-403 & 404 respectively.
9.7.4 Tunnel reach in Fair rock
Wherever fair rock corresponding to very blocky and seamy rock is encountered, 100 mm
thick shotcrete is applied in the tunnel after excavation. Provision for rock bolts 25 mm dia,
3.0 m long & 1.75 m c/c has also been made for this reach. In addition to this provision of
wire mesh has been provided between, 2 layers of 50 mm shotcrete with wire mesh
installed after the first layer. Details have been shown in Drawing no. 1143-CD-403 & 404
respectively.
9.7.5 Tunnel reach in Poor rock/Shear zone
Wherever shear zone is encountered in tunnel reach, after excavation, 150 mm thick
shotcrete is applied in the tunnel over breaks in the form of shortcrete etc. Provision for
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rock bolts 25 mm dia, 3.0 m long & 1.5 m c/c has also been made for this reach. In
addition to this provision of wire mesh has been provided, 3 layers of 50 mm each with
wire mesh installed after the first layer. Another alternative has also been provided which
comprises of steel rib ISMB 150 at spacing of 1000 mm c/c with concrete backfill between
steel ribs and rock surface, with precast sleepers 100 mm x 125 mm x 900 mm as
required has been proposed. Details have been shown in Drawing no. 1143-CD-403 &
404 respectively.
9.7.6 Tunnel Concrete Lining
Head race tunnel is proposed to be lined throughout its length with 200 mm thick lining of
M20 concrete.
9.7.7 Grouting
A low/high pressure contact/consolidation grouting will be done in the tunnel, wherever
required. Details have been shown in Drawing no. 1143-CD-405.
9.8 SURGE SHAFT
At the end of head race tunnel, surge shaft with its top level at El 2910.00m and bottom
level at El 2800.0 m. With increase in design discharge in phase II of project development,
the finished diameter of existing surge shaft will require increase from 8.00m to 10.00 m.
Surge shaft is located at about 11.00m offset to alignment of HRT. The maximum upsurge
level has been worked out at El 2903.00 m and minimum down surge level at El 2825.00
m. Hydraulic design of surge shaft is verified for both phase I and phase II of project
development and is found to be within permissible limits with increase in diameter from
8.00 m to 10.00m. Sections of surge shaft have been shown in Drawing no. 1143-CD-411.
9.8.1 Type
A simple circular surge shaft is provided with a provision of orifice type riser from El
2800.00 to 2820.00 m. The 11 m offset from HRT acts as a restricted orifice for the surge
shaft to minimize the water fluctuations at the time of load rejection and sudden load
acceptance.
9.8.2 Surge Shaft Supporting System
Surge shaft is located in fine to medium grained granitic gneiss rock. The surge shaft has
been proposed to be anchored with rock bolts of 3 m long, 25 mm dia & 2.5 m c/c spacing
(both ways) and to be finished with 100 mm thick shotcrete with welded wire mesh.
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9.8.3 Steel Lining
It has been proposed to provide steel lining in surge shaft, with a backfill concrete of 500
mm thickness, along periphery from bottom up to the top of surge shaft. It is assumed that
upsurge being of very short duration will not cause any saturation in the surrounding rock
mass. Lining has been designed for maximum internal pressure and design is verified for
external loading also.
9.9 PRESSURE SHAFT
A 2.50 m dia steel lined pressure shaft takes-off beyond surge shaft to carry water to the
Turbines . The general arrangement of the pressure shaft is shown in drawing no 1143-
CD-501, 502 & 503 respectively.
To optimize the diameter of Pressure shaft studies were carried out in phase II
development. The results show that a 2.5 m diameter conduit, steel lined, back filled with
concrete is required. Optimisation studies included evaluation of parameters such as
cost of excavation of inclined tunnel, concrete backfill, cement grouting, steel liner
procurement, fabrication and erection, head loss and power loss.
In phase I of project development, the 2.5 m diameter pressure shaft bifurcates into two Y-
piece unit penstocks of 1.76 m diameter each to feed the two pelton turbine of 50 MW.
The length of the 2.5 m dia main pressure shaft upto the bifurcation is about 1145.0m.
Under phase II of project development, it is proposed to provide a new bifurcation about
33m upstream of earlier bifurcation point, to feed the third unit. taking advantage of follow
the alignment of adit- 4 to bottom of pressure shaft. This arrangement will thus eliminate
the necessity of any excavation for pressure shaft for unit - 3.
The 2.50 m dia penstock takes off as T junction at the junction of Adit 4 to pressure shaft,
which feeds the unit no -3 proposed in phase – II of the project development. The
Pressure shaft continues little further bifurcates into two 1.76m dia pressure shaft, feeding
two Pelton turbines of 50 MW each.
An inclination of 55 to the horizontal has been provided for the pressure shaft. The
pressure shaft tunnel in the inclined portions has been excavated by raise climber. Two
such machines were deployed at El 2284.00m and El 2534.00m.
Diameter of the inclined tunnel has been kept as 3.1 m circular. Since the dia of steel-liner
has been adopted as 2.5 m, minimum space of 300 mm between the liner and excavated
rock surface has been made available for ease in erection and welding of steel liner and
placement of backfill concrete. Circular shape for the inclined tunnel has been proposed
as this would give wider working space at the invert.
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Horizontal tunnel at El 2530 m has been provided with a 3.4m D-shaped section as this
would facilitate transportation of raise climber upto the inclination point leaving enough
space for mucking and independent erection of horizontal portion of the steel liner without
interfering with the excavation/erection of inclined pressure shaft.
Depending upon the head to be resisted, steel-liner of different thicknesses has been
used. Thickness of the plates varies from 18mm to 54mm. Maximum plate thickness has
been restricted to 54mm to exclude requirement of stress relieving and for ease in
handling. Sumiton 610 F grade steel plates have been proposed.
Length of each ferrule has been restricted to 2.5 m for ease in handling. All field-welded
circumferential joints shall be radiographed at the contractor’s workshop whereas 10% of
the field joints shall be radiographed. All field joints shall also be subjected to ultrasonic
examination.
The ferrules shall be lowered from top downwards from EL 2801.75m for the first inclined
stretch, and from EL 2525.14m for the second inclined stretch. Ferrules shall be provided
with backing steel strip for proper alignment and fitting.
Procurement of steel plates for phase I development has been completed and fabrication
of ferrules is in progress. About 350 MT of steel will have to be purchased for fabrication
and erection of bifurcation and unit pressure shaft for unit-3.
9.10 POWER HOUSE COMPLEX
The Power House has been located on a moderately flat terrace on the left bank of Tidong
khad. The overall dimension of the powerhouse, including the space requirement of
additional bay proposed in the phase – II of the project development, is 80.1meters long
and 19.1meters wide. The units 1 & 2 are spaced at 15 meters, c/c while units 2 & 3 are
spaced at 27 meters c/c. The levels of different floors in Power House Complex are
mentioned below.
Turbine Floor at EL. 2257.71 m
Generator Floor at EL. 2263.80 m
Service bay, Machine hall & Transformer bay at El. 2268.30 m
GIS bay & Control room are at EL. 2277.30 m
Pot head yard at EL 2286.80 m
The total height of Power house above bottom of the tailrace channel is about 33 meters.
The powerhouse machine hall has dimensions of 59.85 x 19.1. The control panels will be
located near upstream wall. It is proposed to construct the powerhouse. Concrete slab
supported over plate girder section spacing between B and D line column is provided to
cover the powerhouse. The service bay will have slanting transgress covered with
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corrugated sheet with RCC columns of size 800 mm x 1200 mm shall be provided to
support the roof and crane beam. All columns are connected with tie beams of size
600mm x 600mm. A RCC beam is constructed at EL 2278.65m for carrying operation load
of EOT crane of 120 / 25 T carrying capacity. A 230mm thick brick wall / RCC wall is
provided all the sides above Service bay Floor. Proper drainage arrangement is provided
all along the powerhouse.
The powerhouse is protected from floods by Gabion wall, which will be constructed along
the left bank of the Tidong khad.
The Plan at different elevations, Unit cross section and longitudinal section are given in
the Dwg No’s 1143-CD-602, 603 & 604.
9.11 TAIL RACE DUCTS AND CHANNEL
From the power house, water is conveyed through independent tail race RCC ducts
joining a tail race channel. Length of the tail race channel is about 100 m. The maximum
water level in the channel corresponds to the highest flood level in Tidong khad (i.e, El
2250m). This channel joins Sutlej River smoothly to convey the tail water. Drawing no.
1143-CD-605 shows details of tail race.
9.12 TRANSFORMER HALL, GIS AND CONTROL ROOM
A Transformer cum GIS hall is proposed on the upstream of the Power house building and
it shall house 10 nos of 26MVA single phase Transformers and Gas Insulated Switch yard
(GIS). The size of the Transformer cum GIS hall is proposed as 14m (W) x 71.5.m (L) x
18.5m (H) and shall be located at EL 2268.30m. A 300mm thick concrete fire wall is
proposed to separate each Transformer. Under each Transformer a soak pit has been
provided to collect oil and fire water from there, and both oil and water will be sent to Oil
separator tank. Oil will be separated from water in oil separator tank, and water will be
thrown to Tail race channel. GIS hall has been proposed at EL 2277.30m along with
control room building. This control room building shall accommodate Electrical Room,
Battery Room, Mechanical Workshop, Control Room, and HVAC unit Room.
9.13 ADDITIONAL WORKS REQUIRED FOR THE 3RD UNIT (PHASE-II)
Existing surge shaft shall require increase in finished diameter from 8 m to 10 m.
The space available in the power house has been examined in detail and it is
found that the third unit can be accommodated, without necessitating any
additional land acquisition. A new bay of size 16.8 m x 19.1m will be constructed to
have the third unit.
The power transformer will be accommodated in the transformer hall of size 14.00
m wide x 18.5 m height x 71.50m long at elevation 2268.3 m.
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The tail race channel from the 3rd unit shall be joined to the tail race channel of the
2 units with a transition.
Provision for addition of new GIS to cater 3rd unit will be made in the existing
arrangement of phase I development. No additional works are necessary in the pot
head yard.
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10 POWER PLANT-ELECTRICAL & MECHANICAL WORKS
10.1 GENERAL
The Tidong I Hydroelectric Project with installed capacity of 2x50 MW for Phase-1 has
been already approved by government of Himachal Pradesh. Based on updated
hydrological studies, it is proposed to install 3rd Unit of 50 MW in the same surface Power
House as Phase-II development.
The Electro-Mechanical equipment for the power plant shall primarily consist of Turbine,
Generator, Governor, Oil Pumping Units, Main Inlet Valves, Excitation System, Battery &
Battery Charger, Generator Transformers, Station Service Transformer, Unit Auxiliary
Transformers, D.G set, Cooling Water System, AC & Ventilation System, Fire Detection &
Fire Fighting System etc., The description of above has been given in detail in relevant
paragraphs below.
The power evacuation shall be through 220kV D/C transmission line and has been
discussed in detail in a separate chapter.
10.2 TURBINE -CAPACITY AND TYPE
The Tidong HEP is a run of the river type development with pondage facility to enable the
power station to work as the peaking power station and to cater the daily variations .
The Power potential studies incorporated in the report clearly lead us for utilization of as
much of the stream flows as possible for power generation followed by the economic
evaluation of various possible project capacities. The in depth analysis has resulted in
optimizing the project capacity by extending the capacity to 150 MW from the existing
capacity of 100(2x50) MW under Tidong I, HEP Phase I. Hence, an additional unit of 50
MW is envisaged to be installed for the Tidong I HEP, Phase II.
As discussed in the Power Potential chapter, in view of the
machines already being installed
requisite operation conditions
maintenance aspects of generating units of the two units of 50 MW, it is felt that it
would be of 50 MW in advantageous to install similar type and capacity machine,
phase II development. Further, an inherent overloading capacity of 10% to 20% is
considered for the generating units to harness the extra discharge available during
the summer & monsoon period.
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Total head loss in the entire water conductor system i.e from the intake at the reservoir to
Powerhouse corresponding to the unit design discharge of 9.55 cumecs for each of the
three units works out to 22.06 m. The rated net head works out to 588.92 m and the
Turbine is expected to operate within maximum and minimum net head of 593.25m and
580.25m, respectively. For this range of operating heads, Pelton Turbines are considered
suitable for installation. However, various aspects pertinent to the selection criteria based
on specific speed have been looked in to, as follows:
The specific speed (m.kW) as suggested for various Turbines are:
Ns Type of M/c
4- 35 per jet Pelton Turbine
60 – 400 Francis Turbine
> 300 Kaplan Turbine
Specific speeds calculated for the Tidong HEP with a Turbine to generate 55 MW at
Generator terminals (i.e rated capacity of 50MW and overloading of 10%) for different
parameters is indicated in Table 10.1, below.
Table 10.1
S. No.
Speed (N) Specific Speed (Ns)
(rpm) Machine (m. kW) Per jet (m. kW)
4jets 5jets 6jets
1 750 61.35 30.68 27.74 25.05
2 600 49.08 24.54 21.95 20.04
3 500 40.90 20.45 18.29 16.70
4 428.57 35.09 17.55 15.69 14.33
5 375 30.68 15.35 13.72 12.52
6 333 27.24 13.62 12.18 11.12
It is observed form the above table that all the values pertinent to specific speed per jet
with 4, 5 and 6 jets option falls within the suggested range for the Pelton type Turbine.
The basic parameters required to be determined in order to optimize the specification of
the Pelton Turbine are:
Specific speed per jet (Ns)
Number of jets
Turbine runner pitch circle diameter (D)
Jet diameter (d)
Wheel ratio (D/d)
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Buckets number
Jet interference
The computations are tabulated in the following Table 10.2
Table 10.2
S.
No.
Total
jets
Jet
diameter
(d) (mm)
speed
(rpm)
PCD (D)
(mm)
wheel
ratio
(D/d)
Ns per jet
(m. kW)
No. of
buckets
1 4 178.21 428.57 2149.29 12.06 17.55 21
2 4 178.21 500 1844.09 10.35 20.45 20
3 4 178.21 600 1536.74 8.62 24.54 19
4 4 178.21 750 1229.40 6.90 30.68 18
5 5 159.39 428.57 2149.29 13.48 15.69 22
6 5 159.39 500 1844.09 11.57 18.29 21
7 5 159.39 600 1536.74 9.64 21.95 20
8 5 159.39 750 1229.40 7.71 27.44 19
9 6 145.51 428.57 2149.29 14.77 14.33 22
10 6 145.51 500 1844.09 12.67 16.70 21
11 6 145.51 600 1536.74 10.56 20.04 20
12 6 145.51 750 1229.40 8.45 25.05 19
As per the prevailing best modern practices, the optimum range of specific speed per jet
is 15 to 19 with a preference of specific speed per jet on the lower side; the optimum
range of wheel ratio is 10 to 14 with the preference of the wheel ratio on the higher side.
In view of the above criteria the options available with respect to the Turbine speed and
number of jets narrows down and are show in the table 10.3 below:
Table 10.3
S.
No.
Total
jets
Jet
diameter
(d) (mm)
speed
(rpm)
PCD (D)
(mm)
wheel
ratio
(D/d)
Ns per jet
(m. kW)
No. of
buckets
1 4 178.21 428.57 2149.29 12.06 17.55 21
2 4 178.21 500 1844.09 10.35 20.45 20
3 5 159.39 500 1844.09 11.57 18.29 21
4 5 159.39 600 1536.74 9.64 21.95 20
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Among the options available in the table 10.3 above it is observed that the option with 5
jets and 600 rpm has specific speed of 21.95 which is very high for such a high head
installation, hence should be ruled out.
The option with 4 nos. of jets and 500 rpm has high specific speed of 20.45 and for such a
high head machine it is preferred to opt for a lower specific speed.
Among the remaining options of 4 jet with 428.57 rpm and 5 jet of 500 rpm, it is observed
that the 4 jet 428.57 rpm has a higher wheel ratio but has a larger Turbine runner and
shall have a heavier Generator thus increasing the overall cost of the Electromechanical
works.
Thus, a 5 jet 500 rpm vertical arrangement Pelton Turbine installation is recommended for
the Tidong – I, Phase II HEP. The selected turbine is similar to the turbines already under
installation in Phase-I development.
10.3 MAIN TURBINE PARAMETERS
10.4 DESCRIPTION OF ELECTROMECHANICAL EQUIPMENT
10.4.1 Turbine
The Turbine shall be 5 jet 500 rpm vertical installation type capable to generate 50 MW at
Generator terminal at rated head and discharge. An inherent overloading capacity of 10%
shall be provided in the Turbine to generate higher output.
S. No. Parameter Value
1 Rated output at Generator terminals 50 MW
2 Rated output a Turbine shaft 50.7 MW (approx.)
3 Rated Head 588.92 m
4 Rated Discharge 9.55 cumecs
5 Rated Speed 500 rpm
6 Number of Jets 05
7 Specific speed per jet (w r t 10% overload) 18.29 (m. kw)
8 Maximum Net Head 593.25 m
9 Minimum Net Head 580.25 m
10 Pitch circle Diameter (approx.) 2000 mm
11 Runner centerline elevation El 2258.44 m
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10.4.1.1 Runner
The runner shall be single piece forged. The material composition of runner shall be 13%
Cr and 4% Ni stainless steel, in accordance with ASTM A 743, Grade CA-6N. Its
composition shall be follows:
C 0.05%, Si = 0.4 – 0.6%, Mn = 0.5 –0.8 %, P 0.025%, Si 0.015%,
Cr = 12.5 – 13.5%, Ni = 3.5- 4.5%, Mo 0.7 %, P + S 0.03%
The buckets shall be accurately ground and polished to templates. The runner shall be
provided with machined spigot flange and fitted with friction bolts. The runner shall be
statically balanced, designed and manufactured to withstand safely the stresses at the
runway speed under the conditions of maximum head. In addition the runner shall be
provided coating of tungsten carbide (or better material) with 300 microns of thickness to
prevent buckets from silt erosion and hence to prolong the runner life.
10.4.1.2 Shaft
The Turbine shaft shall be of forged carbon steel, properly heat-treated with integral
flanges for bolting to the runner and the generator shaft on either side. It shall be hollow
bored and of ample size to transmit torque at any speed up to the full runaway speed
without detrimental vibration or distortion.
10.4.1.3 Turbine Guide Bearing
The Turbine guide bearing shall be of the Babbitt-lined, oil self-lubricating type, shall be
located above the runner, and easily removable; shall be capable of being insulated from
ground, and shall be complete with oil sump having removable cover plates. It shall
permit axial movement of the shaft to facilitate adjustment and dismantling of the
generator thrust bearing and clearing of the male and female portions of the
Turbine/generator shaft couplings. The bearing shall be designed to withstand safely and
without damage natural retardation from maximum runaway speed without the use of the
generator brakes. The bearing shall also be designed for eccentric loading in any
direction and shall be capable of withstanding the side thrust caused by the use of only
one nozzle, or any combination of nozzles whereby one nozzle is shut off while the
opposite is operating normally.
10.4.1.4 Nozzle assembly
Nozzles for supplying water to the Turbine runner shall be designed to produce the most
uniform jet possible, shall be equipped with governor operated needles and shall be
placed as near as possible to the runner.
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The nozzle body shall be of Cast steel construction, flanged for bolting to the distributor
piping and to the nozzle tip. Each nozzle shall have a bronze guide bearing (self-
lubricated type or equivalent) for supporting the needle stem. Each nozzle shall be
provided with a replaceable nozzle tip.
The needle stems shall be of forged Stainless Steel and shall be fitted with renewable
sleeves where they pass through the guide bearings and packing boxes. The Nozzle tip,
and Nozzle spear shall be made of forged stainless steel of 13 Cr 4 Ni same as of runner.
The needle stems shall be protected in the water passage area by suitable Stainless Steel
sleeves to prevent sand or grit from entering the bearings and stuffing boxes. The nozzle
servomotor shall be self closing type and provided with spring at the upstream side of
piston
10.4.1.5 Deflector
The deflector shall be of cast steel with weld deposit cutting edge of stainless steel of 13
Cr 4 Ni, complete with operating shaft carried in bearings mounted on the nozzle body.
The deflector rod is keyed to the deflector lever and operated through deflector operating
mechanism.
The deflectors shall be inter-connected to move in unison and shall be controlled by a
servomotor operated by governor oil pressure. A restoring mechanism and
interconnecting controls shall be provided to ensure proper relative movement between
the needles and deflectors with change of load. Under normal speed control, the needles
shall do the governing so that water will not be wasted. The deflectors shall enter the jets
when the rate of load reduction is faster than that which can be controlled by the needles
alone.
The deflectors shall be actuated by a counter force supplied by a spring, in case of oil
pressure failure. Each deflector shall be constructed to withstand safely the maximum
continuous discharge from its associated nozzle.
10.4.1.6 Needle and Deflector servomotors
The servomotors shall be oil pressure actuated, double-acting type, having sufficient
capacity to supply the maximum forces necessary to operate the jet deflectors and
needles with the oil in the governor oil tank at 60 % of the rated governor oil pressure. The
arrangement shall be such that with a loss of governor oil pressure, the needles shall
close automatically by means of a spring. Control orifices shall be installed in the closing
end of the servomotors to limit the maximum rate of needle movement to the minimum
closing time. Each servomotor shall be equipped with a pointer and scale to indicate the
needle position.
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The servomotor cylinders shall be of plate steel or cast steel construction and shall be
provided with a drain connection at each end of the cylinder. The pistons shall be fitted
with not less than three oil piston rings. Pistons shall be locked to the operating shafts to
prevent rotation, and piston rings shall also be designed to prevent their rotation on the
pistons. The cylinders shall be of such design as to provide cushioning at the end of the
piston stroke from a point slightly below speed-no-load position to the fully closed position.
Provision shall be made for collection of leakage water and oil from the needle stem
packing
10.4.1.7 Spiral distributor
The spiral distributor shall be of welded plate steel fabricated only confirming to ASTM 517
Gr A steel plates. The distributor shall be designed for maximum internal working pressure
including the effect of water hammer. The stresses in the material shall not exceed those
permitted by the ASME Code.
The spiral distributor shall be connected to MIV through dismantling cum expansion joint
through welding.
10.4.1.8 Turbine Housing
The discharge pit liner shall consist of a lower cylindrical part and an upper conical part.
The top of the liner shall be provided with a curb ring to support the discharge pit cover
and guide bearing assembly. The curb ring shall have sufficient strength and rigidity to
support the bearing while the Turbine is operating under the most adverse conditions.
10.4.1.9 Brake Nozzle
A braking nozzle or nozzles impinging on the back of the runner buckets, of sufficient
power to bring the unit rapidly to a reasonable minimum speed before the generator
brakes shall be supplied for bringing the unit to rest. The supply of water for braking
nozzle operation shall be taken from upstream of main inlet valve. The braking jet system
shall be complete with necessary piping, brake nozzle, isolating valve and control
equipment, both for manual and automatic operation
10.4.2 Governor
The governor shall be microprocessor based Electro-hydraulic governor (EHG) of PID
type (Proportional Integral Derivation). The governor shall be possible to sense the speed
of rotation, determine an error signal and there from, with suitable feedback and
stabilization, develop a hydraulic control signal of sufficient power to regulate the
deflectors and nozzles via the servomotors. The governor shall be complete with all
necessary devices for completely automatic and local manual control and shutdown. The
governor shall primarily have two parts- The Hydraulic control assemble and governor
electronic cubicle.
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The hydraulic control assembly of the Governor shall be enclosed in a free-standing sheet
steel enclosure competes with sump tank and pumps. The control block, oil filters and
deflector relay valve shall be mounted on one side of the cabinet, facing the front, with the
needle relay valves and the pump set equipment on another side. The cabinet shall be of
rigid construction and neat appearance, dustproof and properly ventilated.
The governor electronic cubicle, containing all wiring, instrumentation, controls and
electrical devices
10.4.3 Main Inlet Valve (MIV)
The main Inlet Valve shall be of spherical valve type one for each Turbine and shall be
housed in the Powerhouse. The MIV shall be of 1200 mm nominal size and nominal
Turbine flow of 9.55 cumecs. The valve shall be of dual seal type i.e. one main or service
seal and one repair or maintenance seal for repairing the service seal without the need for
dewatering the penstock header/pressure shaft.
The valve would be designed to withstand the maximum pressure inclusive of water
hammer. It will be operated by the same oil supply from the governor Oil pressure unit to
open and the closing shall be with the dead weight. The valve shall be provided with
emergency closure function also i.e. capable of closing against full flows.
10.4.4 Generator and excitation system
10.4.4.1 Type & description
The generator will be, vertical shaft synchronous machine with rated continuous output of
55.55 MVA having rotational speed of 500 rpm to match with that of the Turbine. Each
generator will have the following parameters
Rated Speed 500 rpm
Rated capacity 55.55 MVA
Power factor 0.9
Nominal Active Power 50 MW
Maximum Active Power 55 MW (One Unit operation)
Rated Voltage 11 KV
Rated Frequency 50 Hz
Qty 02 Nos (Phase-I), 01 No (Phase-II).
Approx. rotor weight 100 T
The generators are envisaged to have overload rating of 110% of the name plate rating.
Provision of this overload capacity is as per convention and would be useful during
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planned and forced outage of the other unit, as the capacity loss due to outage could be
partially compensated and to harness more energy from the excess discharge during the
monsoon season.
The generator stator and rotor windings will be provided with epoxy insulation of class F
type. The generator ventilation system would be of re-circulation type with air (the primary
coolant) cooled by water. The generator shall be designed to withstand the runaway
speed which shall be co-ordinated with the Turbine supplier. The reactances short circuit
ratio and GD2 shall be consistent with optimal and stable operation of the units both
under steady state and dynamic conditions
For the rated and 110% overload generator output within the permissible operating
conditions, the temperature rise limits of the stator and rotor windings would be restricted
to class B insulation temperature rise and the limits would be as per latest Bureau of
Indian Standards (BIS)/IEC over the ambient air temperature of 40C.
The bearing arrangement will comprise a combined thrust and guide bearing above the
rotor and a guide bearing below the rotor.
The generator will be provided with the static excitation system complete with excitation-
transformer, thyristor cubicle, field flashing system, field suppression system, digital
(electronic) voltage regulator. It will have features like rotor current limiter, stator current
limiter, follow up circuits etc. for the entire function. Auxiliary Excitation shall be provided
for switching on during dynamic braking.
10.4.5 Automation control, metering and protection
PLC based Unit Control board shall be provided, which shall control all functions of the
generating units, transformers and lines etc., both in auto & manual mode. A separate Unit
Control Board shall be provided for each unit and shall comprise of ammeter, voltmeter,
power factor meter, kWH meter, kVAR meter, frequency meter, recorder, push buttons,
indicators etc., as per the system requirement. The energy meter shall be provided of 0.2
accuracy class for measurement of import & export of energy from the system.
The protection equipment will comprise instantaneous time delay over current relay, over
voltage relay, reverse power relay, negative phase sequence relay, loss of excitation
relay, and differential protection relay. In addition suitable alarm/trip circuits shall be
provided for indicating abnormal conditions like high bearing temperature, low oil pressure,
low high oil level etc. For power transformer, Bucholz protection and temperature
alarm/trip circuit shall be provided. The protection system is designed for 110V DC
operation
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10.4.6 Station switching scheme and type of 220kV switching equipment
Considering the site terrain and space constraint, it has been decided to install 220 kV GIS
Bays, for interfacing with the evacuation line instead of 220 kV outdoor switchyard
envisaged in the earlier DPR (Phase-I). Accordingly 5 GIS bays consisting of Two (2)
Generator bays, Two (2) Line bays and One (1) Bus coupler bays are being installed as
part of Phase-I execution of project. Under Phase-II, one (1) additional 220 kV GIS Bay is
proposed to be installed by extending the 220 kV buses of existing switchgear. The double
bus scheme has been adopted as per prevailing practices as well as approved for Phase-I
DPR for the Project. The GIS bays for Phase-I are already under execution.
The double bus switching scheme shall be consistent with established sub-station
practices in India which has been evolved to give reliable service. The outgoing 220 KV
circuits shall be provided with lightning arrestors, CVT, Wave trap, Line Isolator as well as
revenue metering CT & VT on line side.
10.4.7 Transformers
10.4.7.1 Power Transformers
Seven number (including One Spare), single phase, 22.5 MVA, 11/220 kV Delta/Star step
up transformer of OFWF type with normal protective devices such as restricted earth fault,
etc. will be installed in the Phase-I. Additionally 3 Nos, single phase, 22.5 MVA, 11/220 kV
step-up transformers will installed in the Phase-II to cater to the requirement of 3rd unit.
10.4.7.2 Station Transformer and unit Auxiliary Transformers
Two number of 11kV/433 V, 630kVA capacity ONAN type Unit Auxiliary Transformers are
being provided in the Phase-I to meet the requirement of unit auxiliary loads such as rotor
jacking, governor OPU motor, brake dust collector etc. One number of 22 kV/433 V,
630kVA capacity ONAN type Station Service Transformer is being provided to meet the
requirement of station loads such as cooling water pump, compressor, general lighting,
switchyard auxiliary supply, EOT crane and other misc. loads. Additional One (1) No.
11kV/433V, 630 kVA capacity ONAN type Unit Auxiliary Transformer (UAT) will be
provided in the Phase-II for feeding auxiliary loads of 3rd Unit (Similar to Unit-1 & Unit-2).
10.4.8 Electrical Auxiliaries
10.4.8.1 Generator Main Bus ducts and tap off bus ducts
The generator will be connected to main step-up transformer by 11 KV, isolated phase
main bus ducts of rating 4000A. There would be auxiliary ducts tapped off from the main
bus duct for connection to unit auxiliary transformer, excitation transformer, LAVT cubicle
etc. The connection between generator neutral terminal and neutral grounds equipment
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would also be by bus ducts. The main bus ducts would be laid as shown in the layout
drawings. The bus duct shall be complete with shorting isolators for Dynamic Braking.
10.4.8.2 Generator terminal and Neutral equipment
The terminal equipment would comprise of potential transformers, CTs, lightning arrestors
and neutral grounding cubicles. The neutral of the generator shall be connected to the
grounding system of the Powerhouse through neutral grounding distribution transformer
loaded with a resistor in the secondary winding
10.4.8.3 Auxiliary LT power supply
LT auxiliary power supply for units would be tapped from respective unit buses at 11 KV
through 11KV/433 V - 3 phase 630kVA (each) dry type transformers. Station service
supply would be taken through a 630kVA, 11 KV/433 V station service transformer
(installed in Phase-I). For emergency supply, 500 KVA, DG set is being provided in
Phase-I.
10.4.8.4 DC supply system
This shall be110 volts DC system and consists of two sets of 680 AH, 110 V DC batteries
with main and standby chargers, other control equipment and independent DC distribution
boards under Phase-I. These two batteries shall be used for control/protection function
and field flashing/emergency functions respectively. The same batteries shall meet the DC
requirement of 3rd unit being installed under Phase-II. However a separate DC Board will
be provided for DC distribution for Phase-II loads.
10.4.8.5 Grounding mat
Two grounding mats of steel having suitable cross section have been provided, one
embedded under Powerhouse and the other embedded under transformer/GIS Area. All
mats have been inter-connected by grounding strips. Grounding electrodes of suitable
size have been be installed and connected to grounding mats. Suitable number of
grounding connections would be provided on each power house floor for earthing of
various electrical equipment under Phase-I & Phase-II. The grounding system shall be
designed to keep the step and touch potential within safe limits. The embedded grounding
mat for area covered by 3rd unit (Phase-II) is proposed to be laid as provided for Phase-I
before completion of Phase-I schedule.
10.4.8.6 Illumination of the Plant
Fluorescent tubes with appropriate fitting for diffused light would be used inside the
Powerhouse. High bay type mercury/sodium vapour lamps would be used to illuminate the
machine hall. Outdoor switchyard would be illuminated by mercury/ sodium vapour lamps.
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DC emergency lighting at suitable location would also be provided. Area/street lighting
would be provided by suitable mercury/sodium vapour lamps.
10.4.8.7 PLCC equipment
PLCC equipment for this Powerhouse will be installed for providing line protection,
communication, telemetry and remote control. Independent carrier channels would be
provided for relaying, communication and telemetry functions. The PLCC equipment will
be installed and commissioned at Phase-I. The system/equipment will be used for
communicating 3rd unit operating parameters as well to load dispatch in the Phase-II.
10.4.9 Mechanical auxiliaries
10.4.9.1 EOT Crane
The heaviest assembly required to be lifted by the EOT crane will be the assembled rotor.
For the 50 MW, 500 rpm generating unit, the assembled rotor weight is expected to be of
the order of 100 tonnes. One Cabin operated EOT crane with 120 tonnes Main Hook for
handling the rotor and 25 tonnes Auxiliary Hook has been provided at Phase I.
Appropriate hook limits to enable handling of Turbine Inlet Valve etc. have been provided.
The existing crane provided at Phase I will be used for assembly & execution of Turbine &
Generator of third unit in Phase II.
10.4.9.2 Cooling water system
Cooling water for generating unit and transformers and other purposes will be tapped from
the Turbine discharge water. Two (2) sets of pumps (1W + 1SB) for the third unit under
Phase II will be provided. These are located in the downstream side. The cooling water
supply pumps will be of vertical type. It will feed water through a common header to the
third unit. Cooling water requirement during initial start-up of a unit is met by a sump with
adequate capacity.
10.4.9.3 Compressed Air System
Compressed Air requirements have been envisaged for governor pressure oil system, the
Turbine inlet valve pressure oil system, generator brakes and station service. Two high
pressure (60 bar) compressors with an air receiver tank meeting the requirements of both
the units have been provided. Low pressure air (at 7 Kg/Cm2) required for Generator
Brakes and Station Service is tapped off from the main high pressure air header with a
pressure reducing valve and a low pressure air receiver. The high pressure (HP) and low
pressure (LP) compressed air requirements will be met from the existing equipment in
Phase I.
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10.4.9.4 Station Drainage System
No station drainage equipment is required for the station with Pelton Turbine installation
as all station drain water will be led by gravity to the free flow unit discharge duct/tailrace.
10.4.9.5 Ventilation and Air Conditioning System
Forced ventilation for Powerhouse MIV, Turbine and Generator floors is envisaged. Two
nos. Air Handling Units with air filters will be installed for forcing air to various floors.
During winter when outside temperature will be low, recirculation of air mixed with fresh air
will be provided, to maintain desired temperature level. Manually controlled heaters will be
provided in the ventilation system to maintain warm temperature, whenever necessitated
during very cold season. Control Room, Shift Engineer and Officers rooms will be air
conditioned with suitable Windows / Split type air conditioning units.
10.4.9.6 Fire protection system
Water for fire protection covering emulsifier systems for Generator Transformers, OPU
and other areas have been taken from an overhead tank located outside the Powerhouse
at an elevation. Suitable capacity submersible water sump pumps have been provided for
filling of overhead Fire Protection Tank under Phase I. Fire protection system comprises of
Pipe Systems with Valves, Hydrant Valves, Deluge Valves and hose cabinets at number
of strategic points. Portable Fire Extinguishers have been provided at strategic points at
all the floors of the Powerhouse/ Transformer area for protection in case of small
fire/emergencies. In addition, fire alarm system is provided in the Powerhouse and
Transformer area etc.
For the third unit, an automatic CO2 fire protection system will be provided for Generator.
10.4.9.7 Potable Water System
Potable and Sanitation Service Water have been provided for the Powerhouse which
draws water from the Fire Water Tank. The system comprises of distribution piping and
water purifying units.
10.4.9.8 Vibration Monitoring System
One set of Vibration measurement system for third generating unit is proposed to measure
at the vibrations in the shaft near the Turbine & generator bearings
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11 POWER EVACUATION ARRANGEMENTS
11.1 INTRODUCTION
The Tidong-I Phase-II Hydro Electric Project (50 MW) is located on Tidong Rivualet which
is a tributary of Satluj River near Reckong Peo Town in Kinnaur District of Himachal
Pradesh. The Project consists of One No. vertical Pelton Turbine driven Generating Unit
of 50 MW. It is expected that bulk of the power generated at this Project would be
available to serve the Northern Region of India. This chapter details the power evacuation
arrangement from the Project to the injection point.
11.2 LOAD DEMAND
As per projections (including Ultra Mega Projects) for the year 2013-14 given by CEA in
the National Electricity Plan 2007, the Northern Region shall be power deficit region (with
a power deficit of - 6890 MW during Winter Off Peak, - 11772 MW during Winter Peak, -
4368 MW during Summer off Peak & - 5535 MW during Summer Peak conditions.
As per Annual Report 2012-13 of NRLDC there was a minimum deficit of 1093 MW in
September, 2012 and a maximum deficit of 4343 MW during January, 2013 (copy of
relevant abstract is enclosed as Ann. 11.1). During Evening Peak hour this deficit was
1939 MW on 18.01.2015 (Power Supply Position in Northern Region for 18.01.2015 as
available on NRLDC website and copy enclosed as Ann. 11.2).
Thus, the power deficiency in Northern Region still remains. The commissioning of the
proposed Tidong-I Phase-II HEP shall partly meet power deficiency in Northern Region.
11.3 TRANSMISSION LINES
There is an existing 400 kV D/C Transmission Line from Baspa-II HEP (300 MW) to
Nathpa Jhakri HEP (1500 MW) which is also looped in and looped out at Karcham
Wangtoo HEP (1000 MW). Further, Nathpa Jhakri HEP (1500 MW) is connected to
Abdullapur sub – station through 400 kV D/C Transmission Line and to Nalagarh sub –
station through another 400 kV D/C Transmission Line.
Karcham Wangtoo HEP is also connected to Abdullapur sub- station through 400 kV D/C
Transmission Line. HPSEB has also constructed 220 kV D/C Transmission Line from
Bogtu sub – station to Bhava HEP (120 MW) which is further connected to Kunihar sub –
station (via Kotla sub – station) through 220 kV D/C Transmission Line.
As per Master Plan prepared by CEA (downloaded from CEA website and enclosed as
Ann. 11.3) for Satluj Basin, proposed 400/220 kV station at Ka-Dogri is to be developed as
Interstate Pooling Station. Power from different Projects to be established across Spiti
River i.e. Killing - Lara HEP (40 MW), Lara HEP (60 MW), Mane - Nadang HEP (70 MW),
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Lara - Sumta HEP (104 MW), Sumte - Khatang HEP (130 MW), Chango - Yangthang
HEP (140 MW), will be fed to proposed 400/220 kV Ka-Dogri Pooling Station being
constructed by HPPTCL. One more 400/220 kV Pooling Station at Jangi is proposed to be
constructed by HPPTCL. The 400/220 kV Pooling S/stn. at Ka- Dogri shall be connected
to this 400/220 kV S/stn. at Jangi through 400 kV Twin Moose D/C Transmission Line.
Power from Tidong-I HEP (100 MW), Tidong-II HEP (90 MW) and Kashang HEP (243
MW) shall be injected into Jangi Pooling station. One 400 kV D/C Transmission Line with
HTLS Quad Conductor has been proposed between 400/220 kV Jangi Pooling Station
and proposed 400/220 kV Wangtoo Pooling Station. One circuit of this proposed 400 kV
D/C Transmission Line shall be looped in & looped out at Jangi Thopan – Thopan Powari
(480 + 480 MW) HEP and other circuit of this proposed 400 kV D/C Transmission Line
shall be looped in & looped out at Shongton – Karcham HEP (450 MW) as shown in
Master Plan prepared by CEA (Ann. 11.3).
Subsequently, a Task Force having representatives from Govt. of HP, HPPTCL, CEA and
POWERGRID visited site of Satluj Basin Projects in Sept, 2011 & the matter came up for
discussion in the 30th meeting of the Standing Committee on Power System Planning of
Northern Region. Relevant portion from Annex. II of Minutes of 30th SCM dated 19.12.11
(enclosed as Ann. 11.4) is reproduced below:
“• SHPs: Establishment of 66/220/400 kV GIS Pooling Station at Wangtoo by Mid
2014 to match commissioning of SHPs in Bhaba Khad (57 MW) and Sangla Valley
(40 MW) + LILO of 220 kV Kashang – Bhaba D/c Line and LILO of both circuits of
400 kV Karcham Wangtoo - Abdullapur D/c line at Wangtoo. – Proposed
Implementation through STU.
HPPTCL proposed to implement this substation by Mid 2014 and they have tied up
the funds from ADB. The switchgear rating and bus capacity etc. at Wangtoo
substation should be equivalent to 4000 Amps.
• Kashang-I (65 MW), Kashang-II (65 MW) and Tidong-I (100 MW): During the
meeting HPPTCL stated that Kashang-I is likely to be commissioned by 2013. For
evacuation of power from Kashang-I, HP is constructing a 220 kV D/c line from
Bogtu to Kashang. Accordingly, power can be evacuated through Bogtu – Bhabha
220 kV D/c line. HPPTCL stated that Tidong-I is under construction and is likely to be
commissioned by December, 2014. Since, Tidong-I (100 MW) is due for
commissioning by December, 2014 and Jangi Pooling station may not come up by
that time, Tidong-I power shall be temporarily evacuated by LILO of one circuit of
220 kV D/C Kashang- Bhaba line at Tidong-I HEP. These works shall be carried out
by HPPTCL. Later on when Jangi P.S. is commissioned, Tidong-I – Jangi line shall
be constructed and also Kashang – Jangi 220 kV D/c line with single HTLS
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conductor shall be established. These works are proposed to be carried out by
HPPTCL.
HPPTCL further informed that works for Kashang-II (65 MW) has also been awarded
and commissioning is expected by 2015. It was suggested that Kashang-II is also
evacuated through 220 kV system as Jangi pooling station may not be available in
that time frame, however some constraints may be faced during contingency of
outage of one circuit. POWERGRID stated that establishment of Jangi Pooling
station may be taken up with further stages of Kashang.
…………………………………………………………………………………………………
…………………………………………………………………………………
• Kashang-III (65 MW) & Kashang-IV (48 MW) and Tidong-II (90 MW) HEP:
Evacuation of power from Kashang-I (65 MW), Kashang-II (65 MW) and Tidong-I
(100 MW) is discussed above. With the commissioning of other stages of Kashang
and Tidong, the power shall be injected at Jangi pooling station. The Jangi Pooling
station shall be established by this time frame. Transmission scheme for Kashang &
Tidong shall be as given as below:
° Kashang-Jangi Pooling Station 220 kv D/c line (Single HTLS- Equivalent to
300 MW capacity) – Proposed Implementation as STU network
° 2x315 MVA (7X105 MVA units) 220/400 kV GIS Pooling Station at Jangi (with
4000 Amps. Switchgear) (with space provision for 3rd ICT) - Proposed
Implementation as ISTS
° LILO of one ckt. of Shongtong – Wangtoo 400 kV Line at Jangi - Proposed
Implementation as ISTS
° Tidong – Jangi Pooling Station 220 kV D/C line - Proposed Implementation
as STU network
Note: After coming up of Kashang III & Tidong-II and its inter-connection with Jangi
Pooling Station, the Kashang-Bogtu 220 kV Line has to be kept in open condition.”
11.4 IDENTIFICATION OF TRANSMISSION SYSTEM
As per CEA Master Plan and Minutes of 30th SCM dated 19.12.11 the evacuation from
Tidong-I HEP in temporary and final evacuation arrangement is at 220 kV level.
Accordingly, the Switchyard at Tidong-I HEP is designed for Power Evacuation at 220 kV
voltage level.
Since the Tidong-I Phase-II HEP (50 MW) shall be located adjacent to Tidong-I HEP (100
MW), switchyard of Tidong-I Phase-II HEP can also be located adjacent to Tidong-I HEP
switchyard to facilitate injection of power from Tidong-I Phase-II HEP (50 MW) into
Tidong-I HEP switchyard.
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11.5 POWER EVACUATION FROM TIDONG-I PHASE-II HEP
The facility that is being created by laying the 16.5 Kms of 220 D/c line from Tidong-I HEP
to Kashang Bhaba through LILO is adequate to carry the power generated through
Phase-II installation of 50MW .As such no other facility need be created.
11.6 STATUS OF OPEN ACCESS/ CONNECTIVITY
Approval for Grid connectivity and Long Term Open Access from STU & CTU for Tidong-I
phase II HEP (50 MW) will be sorted out for after getting Techno Economic Clearance
(TEC) for the Project.
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Tidong-I Phase-II HEP Detailed Project Report NSL Tidong Power Generation Pvt. Ltd. 11. Power Evacuation Arrangements
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Tidong-I Phase-II HEP Detailed Project Report NSL Tidong Power Generation Pvt. Ltd. 11. Power Evacuation Arrangements
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Tidong-I Phase-II HEP Detailed Project Report NSL Tidong Power Generation Pvt. Ltd. 11. Power Evacuation Arrangements
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Tidong-I Phase-II HEP Detailed Project Report NSL Tidong Power Generation Pvt. Ltd. 11. Power Evacuation Arrangements
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Tidong-I Phase-II HEP Detailed Project Report NSL Tidong Power Generation Pvt. Ltd. 11. Power Evacuation Arrangements
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Tidong-I Phase-II HEP Detailed Project Report NSL Tidong Power Generation Pvt. Ltd. 11. Power Evacuation Arrangements
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Tidong-I Phase-II HEP Detailed Project Report NSL Tidong Power Generation Pvt. Ltd. 11. Power Evacuation Arrangements
Indo Canadian Consultancy Services Ltd. 155 P-1143
Tidong-I Phase-II HEP Detailed Project Report NSL Tidong Power Generation Pvt. Ltd. 11. Power Evacuation Arrangements
Indo Canadian Consultancy Services Ltd. 156 P-1143
Tidong-I Phase-II HEP Detailed Project Report NSL Tidong Power Generation Pvt. Ltd. 11. Power Evacuation Arrangements
Indo Canadian Consultancy Services Ltd. 157 P-1143
Tidong-I Phase-II HEP Detailed Project Report NSL Tidong Power Generation Pvt. Ltd. 11. Power Evacuation Arrangements
Indo Canadian Consultancy Services Ltd. 158 P-1143
Tidong-I Phase-II HEP Detailed Project Report NSL Tidong Power Generation Pvt. Ltd. 12. Infrasturcutre Facilities
Indo Canadian Consultancy Services Ltd. 159 P-1143
12 INFRASTRUCTURE FACILITIES
12.1 GENERAL
Tidong khad joins Sutlej river near village Rispa/Morang at an elevation of about 2244m.
Morang is located about 325 km from Shimla and is accessible through National Highway-
22. The Powerhouse site is located near village Rispa. An approach road to Rispa village
is available on the left bank of Sutlej. The nearest broad gauge railway station, is Kalka
on the Northern Railway which is about 400 km from the project site.
The project is located on the left bank of Tidong khad. The diversion site is located at an
elevation of 2880.00 m, downstream of the confluence of the Lambar khad with Tidong
khad. The barrage site is located in a steep valley with exposed bed rock available on left
bank of Tidong khad. Right bank is covered with the overburden and rock is exposed at
higher elevation only.
An approach road is constructed by HPPWD for connecting Moorang with Lambar village
on the right bank of Tidong khad. This road passes through the diversion site. Permanent
approach to diversion barrage is planned by constructing about 100 meters long branch
road from PWD road. This road is extended by 2900m to inlet face of Adit-1 to Head
Race Tunnel via Plant area cum muck dump yards.
Powerhouse is just located upstream of the confluence of the Tidong khad with Sutlej
river. Permanent approach roads to powerhouse, surge shaft, construction adits and
muck dumping yards are made.
For the efficient & economical execution of the project, adequate construction facilities like
project roads, colonies & construction power etc. are already in position for project
execution in Phase – I which would be sufficient for phase II also.
12.2 ACCESS ROADS AND STRENGTHNING OF EXESTING ROADS
To approach the various major components and construction sites, The following project
roads and bridges are constructed.
A 6.00 m wide and 2.46 km long approach road to power house which takesoff
from PWD road.
A bridge across Tidong khad at power house site.
An approach road of 6.22 km long to reach Surge shaft and Adit- 2 and Adit-3.
Two temporary bridges across Tidong khad at barrage site.
Approximately 100 m long approach road to connect Barrage site from HPPWD
road.
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A 2.9 km long approach road to provide access to adit-1.
Strengthening of bridges on Sutlej river wherever required.
Besides the above main roads, access roads/paths/mule paths are also be provided as
per the requirements of construction. These include:
Approach path to explosive magazines, road to crusher and aggregate processing
plants, batching and mixing plants, contractor’s staff and labour camps, stores,
sheds, workshops, plants etc.
Colony roads.
Haulage roads for removal of excavated muck to fill plant cum dumping areas.
Temporary residential colony near the power house site and at village Lambar for
the staff deployed for the construction supervision of power house, auxiliary works
and diversion works respectively.
The approach roads to reach permanent colony are constructed as permanent roads
while other roads are temporary roads
The permanent colony near Power house has a well equipped medical center as also a
recreation center, telephone exchange etc. Colony is built with Prefab structures using puff
panels which are thermal resistant. This colony has following facilities:
Potable Water Supply arrangements.
Sanitation and sewage disposal arrangements
Drainage arrangements
Internal roads and cross-drainage works
Electrical supply
Fencing and Security
Medical facility
All above facilities are proposed to be used for project development under phase – II
without any need for additional infrastructure.
12.3 TELE-COMMUNICATION
Telecommunication link between powerhouse, barrage and the project is provided by
connecting these places by extending the existing telephone network of Post and
Telegraph Department, through the nearest P&T exchange.
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An internal automatic telephone exchange (EPABX) with 50 lines capacity for the project
is provided. All important sites of work, offices and residences of senior officers are
connected by telephone.
The powerhouse and permanent colony near Power house is also provided with VHF
wireless link to keep contact with other power stations and substations in the grid. The
powerhouse shall ultimately be connected by carrier communication system.
12.4 CONSTRUCTION POWER
The construction power for execution of phase – I works is taken from available HPSEB
supply lines at the powerhouse, surge shaft and barrage sites. The power distribution
lines from these sites are laid by the Project Authorities. The contractors, engaged on the
construction of various project components, are supplied power at one point where it can
be metered. The power distribution lines for carrying power to various places of work are
installed by the contractors themselves.
In addition to power from HPSEB grid, One DG set of 1010 kVA at Powerhouse site and
Two 1010 kVA capacities at Diversion site are installed and distribution is laid for
supplying at all the working sites.
12.5 EXPLOSIVE MAGAZINE
The arrangement for storage and transportation of explosives required for the drilling and
blasting operations is made by the contractors themselves.
12.6 INFRASTRUCTURE FOR PHASE – II WORKS
All infrastructure works developed for executing project works under Phase – I
development for 2 x 50 MW power house are considered adequate for phase – II
development also. No additional cost is likely to be incurred for infrastructure works under
phase II of the project.
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13 CONSTRUCTION METHODOLOGY & EQUIPMENT PLANNING
13.1 GENERAL
Construction work on various components of civil works in Phase-I development is under
progress. It is proposed to utilize the same methodology for working at site for small
quantum of work required for the installation of third unit.
Status of Phase-I civil works:
Excavations for Spillway, sluiceway and diversion channel and slope protection works are completed, and Concreting works are substantially completed.
Excavations for Head Regulator & Desilting Basin are almost completed, and Concreting works for head regulator is under progress.
Excavation works at Storage Reservoir area and gravity wall location are almost completed and concreting of gravity wall is under progress.
Underground excavations of all construction adits are completed.
Excavation of 95 % of Head Race Tunnel is completed and 10 % of concrete lining is completed. Mud mat concreting is under progress in different faces.
Underground excavation of pilot shaft for surge shaft is completed, and widening of the surge shaft is to be commenced.
Excavation of Valve house is under progress.
Excavation of underground pressure shaft is completed and fabrication of pressure shaft ferrules is under progress and erection will commence shortly
Excavation for Power house & service bay area and slope protection behind power house area are completed. Concreting of Service bay area is completed and super structure like columns and beams upto roof level has been completed. In machine hall area, concreting of raft at turbine floor has been completed and concreting of wall in powerhouse area upto generator floor has been completed.
The civil engineering works required for the installation of additional 3rd unit to be carried
out in Phase I
Surge shaft of required diameter is planned to be constructed in Phase-I works.
The excavation and rock support in unit pressure shaft-3 is planned to be
completed under Phase-I works.
The other works associated to unit-3 and planned to be completed in phase-II are
Civil Works associated with fabrication and erection of unit pressure shaft for the 3rd unit.
Excavation at Power House Building. Minor Civil works in Tail Race.
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It is estimated that the additional works required for the commissioning of 3rd unit will take
about 24 months from the zero date.
13.1.1 Surge Shaft
The additional works required in surge shaft for the 3rd unit are planned to be completed
under Phase-I. The excavation of surge shaft is in progress at site and the methodology
planned under Phase-I works shall be adopted for the construction of surge shaft.
13.1.2 Unit-3 Pressure Shaft
The excavation and rock support in unit pressure shaft-3 is planned to be completed
under Phase-I works and the methodology planned under Phase-I works shall be adopted
for the excavation & rock support of unit-3 pressure shaft. Civil Works associated with
fabrication and erection of unit pressure shaft for the 3rd unit is planned to be taken under
Phase-II. The methodology adopted for fabrication and erection of ferrules under Phase-I
work shall be adopted for Phase-II works.
13.1.3 Power House and other outlet structures
13.1.3.1 Construction Methods
Main activities to be undertaken for the addition of 3rd unit of power house complex are
surface excavation, concreting along with erection of Electro-Mechanical and Hydro-
mechanical equipments. Surface excavation will comprise of common excavation in
overburden and rock excavation.
The sequence of operations for power house complex is based on the following
construction methods and equipments:
Excavation and loading of the soft material by 1.5 Cum Hydraulic excavators
assisted by 180 hp bulldozer.
The unit 3 area of Power House pit rock excavation may have to be carried out by
Rock breakers to avoid any disturbance to the concreting and equipment already
erected for unit I & II. The area excavated may have to be filled up with the same
muck
The E&M works in Power House will be taken up in parallel to civil works after the first
stage concrete in Power House is completed. The civil contractor will co-ordinate with the
agencies supplying E&M equipments and provide them all necessary support at site.
Block outs and first stage embedment shall be provided in various structures during first
stage concreting. The supply and installation of all E&M equipments required at different
fronts shall be ensured to be completed in time so that the Power House works can be
completed in scheduled time.
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14 CONSTRUCTION SCHEDULE
14.1 GENERAL
It is proposed to utilize the same methodology of Phase-I work for working at site for small
quantum of work required for phase II installation of the third unit. The project area is
situated in extreme winter conditions therefore the working season is limited to 9 months,
beginning from March to November. It is estimated that the additional works required for
the commissioning of 3rd unit will take about 24 months from the zero date.
The civil engineering works involved for the additional 3rd unit are:
Surge shaft of required diameter is planned to be constructed in Phase-I works
only.
The excavation and rock support in unit pressure shaft-3 is planned to be
completed under Phase-I works.
The other works associated to unit-3 and planned to be completed in phase-II are
Civil Works associated with fabrication and erection of unit pressure
shaft for the 3rd unit.
Excavation at Power House Building.
Minor Civil works in Tail Race.
In order to achieve the benefits from the scheme at the earliest possible time, a suitable
phasing of expenditure of various component works consistent with the resources
expected to be available, is made. It is expected that it will be possible to complete the
additional works in a period of 24 months from day of the commencement of work (zero
date). A bar chart showing the approximate schedule of construction is given in
Appendix -14.1. It is proposed to mechanize all construction activities by deployment of
appropriate equipments for the timely completion of the works associated to 3rd unit.
The delivery schedule of the various generating equipment and their accessories and
other related equipments, their erection and commissioning has been planned to
synchronize with the construction schedule of civil works, so that the TG set will be put
into operation as per the programme chalked out.
The scheduled time for commissioning of 3rd unit is February 2019
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APPENDIX – 14.1
Tidong-I Phase-II HEP Detailed Project Report NSL Tidong Power Generation Pvt. Ltd. 15. Project Organization
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15 PROJECT ORGANIZATION
15.1 GENERAL
The project spreads over a length of about 10 km along the left bank of Tidong khad
starting from Lambar village to Rispa village.
The construction in phase – I of project development has been supported by relevant
infrastructure works such as permanent and temporary colonies, offices, roads and
bridges, workshops etc., all situated within the project area, and the same infrastructure
facilities will be used to complete the phase –II of project development.
The phase – II of project development is planned to be completed in a period of 24
months.
The construction of the phase II of project development is proposed to be carried out
through contracting agencies entrusted with suitable contract packages. Following
packages have been envisaged for the civil and E&M works:
Powerhouse complex and its associated works including pressure shaft and tail
race channel.
Hydro-mechanical works including fabrication and erection of steel liner for
pressure shaft.
Turbine, Generator, Spherical valve and other associated auxiliary equipment.
It is also proposed that works related to preparation of detailed designs, technical
specifications and construction drawings for various components of the project would be
executed through a separate contract package by a competent consultant.
Keeping in view of the difficult hilly terrain in which the project is located and the quantum
of design and construction work involved, very close coordination would have to be
maintained to avoid time and cost over-runs. The organization of the project has,
therefore, been planned keeping the above in view and is presented in the Organization
Chart. Broad features of this organization structure are described in the following
paragraphs.
15.2 PROJECT ORGANISATION
The works would be looked after by a specific unit sets up for the purpose under the
overall control of a Project Manager for the overall management of the project. All
engineering disciplines and project services would be accountable to the Project Manager
stationed at Rispa, the Project Headquarter. The Project Manager would be assisted by
separate wings to look after the planning, material procurement, construction
management, quality control, Public relation, financial and accounts aspects of the project.
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Organisation chart showing seven wings to be handled by Project Manager (Head
Quarter) is indicated in Figure-15.1. The organizational set up outlined above will be
supported by the necessary support staff.
Organization for Peak Construction Period
The proposed organization for peak construction period will comprise of the following:
Project Manager, responsible for overall execution of the project.
Four DGM/AGM level Senior Managers, for Quality Control, civil, planning &
monitoring, Geology and Electrical/Mechanical works. One Asst .General Manager
will take care of each of the major civil construction components of surface works ,
tunnel and power house complex. One Manager (Electrical) and One Manager (
Mechanical) for the Power house works of the E&M equipment including stores
are proposed. Required number of supporting staff (Assistant manager, Engineer,
Assistant Engineer and junior engineer) will work under the supervision of each
Manager in-charge.
One Financial Adviser along with necessary complimentary staff for ensuring
proper financial control.
One Senior Manager with necessary complementary staff to look after personnel &
administration, public health, liaison work, security, medical etc.
One Public Relations officer
The above mentioned officers shall be overall in-charge of their respective wings and shall
function as an integrated team, every member of which will not only be conversant with his
duties and responsibilities, but will also get necessary report/feed back regularly from his
respective Division for taking timely corrective measures wherever required, for achieving
targeted completion of the project. Each Division will have technical and secretarial
supporting staff as per requirement.
Project organization chart proposed for peak construction period is given in Figure-15.2
15.3 FUNCTIONS AND RESPONSIBILITIES OF PROJECT TEAM MEMBERS
15.3.1 Senior Manager (Civil)
He will be responsible for the construction of additional bay in powerhouse required for
Unit – 3 proposed in the phase – II of the project development. He will be assisted by one
manager (Civil) in execution of these works.
Manager (Civil): The manager in-charge will take care of the construction of pressure
shaft, Surge shaft and additional bay for unit – 3 in power house and its associated works
including tail race channel.
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15.3.2 Senior Manager (Quality control)
He will be responsible for organizing all testing of materials and quality control for the
entire civil works and would also be in charge of upkeep and maintenance of all
laboratories. For this purpose, he will be assisted by a team of assistant manager,
engineers, assistant engineers and junior engineers
15.3.3 Senior Manager (Electrical and Mechanical Works)
One manager (Electrical) and one manager (Mechanical) will assist the senior manager
along with the required number of assistant manager, engineers, assistant engineers and
junior engineers for executing the following works for Electrical/Mechanical Works:
Power house electrical and mechanical works.
Switchyard and Transmission lines,
Procurement of Stores and equipment
Material management
Construction and running of workshops
Communication and Transport
Inspection and maintenance of field machinery and
Construction power.
Stores
Manager (Electrical): He will be responsible for execution of all electrical and mechanical
works pertaining to the powerhouse complex as well as construction power requirement.
Manager (Mechanical): He will be responsible for procurement of material equipment,
material management, maintenance of stores, construction and running of workshops,
communication and transport, inspection and maintenance of field machinery etc.
These managers will assisted by a team of assistant manager, engineer, assistant
engineer and junior engineers for performance of their duties.
Geology: Any and all the excavations, protection works for underground and surface
works will be taken by DGM level specialist in Geology
15.4 NEED BASED UNITS
The number of units headed by the senior managers as proposed above, are based on
the functional and physical requirements of works. The works have been so distributed
that appropriate progress is achieved for critical items of works without affecting progress
on other works.
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Senior Managers shall execute works in a manner that all items including critical items of
work are completed on schedule to ensure timely commissioning of the project.
15.5 PROJECT PLANNING AND MONITORING
Senior Manager will be assisted at Project Headquarters directly by a Project manager
along with one manager in carrying out the functions of monitoring the progress of works,
co-ordination and liaison with various agencies, safety aspects etc.
15.6 FINANCE & ACCOUNTS
The Project Manager will have a Financial incharge (F.A.) supported by two Accounts
Officer (AO) attached to his office to support the work of accounts , costing regular and
work-charged staff establishment etc.
15.7 PROJECT ADMINISTRATION
Regarding project administration including maintenance of colonies, running of schools
and dispensaries, public relations, welfare , security etc., the Project Manager will be
assisted directly by a Senior Manager (Administration) posted in his office. The Senior
Manager (Administration) will be assisted by a Security officer along with supporting staff
to look after the vigilance and security aspects of the project areas.
The organization structure will be reviewed and firmed up as part of the detailed planning
in the pre-construction stage.
M/s NSL Tidong Power Generation (P) Ltd. will ensure adequate review of project
activities, give financial and administrative approvals and render policy guidance to the
Project Manager of the project. Support from M/s NSL will help the Project Manager in
taking expeditious decisions regarding award of contracts to competent contractors,
procurement of materials and posting of staff etc.
The project management shall function as a fully integrated team dedicated to the
implementation of the project. Every member of the team shall report regularly to his
officer-in-charge and shall be subject to review of his performance.
While the Project Manager assumes responsibility for all aspects of the project, his
deputies have to ensure that their reports etc. reflect up to date status of the project at that
point of time. They would periodically review the progress of works, identify the problem
areas suggest remedial measures, see through the implementation of such measures,
and have a realistic forecast of the status of the project in the intermediate time frame.
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To achieve the above objective the Engineers shall ensure that they and their personnel
are interacting regularly on a day-to-day basis with all the concerned personnel of the
project whose work has a direct impact on the progress of their own work, and take
corrective actions, wherever called for, to adhere to work schedule.
15.8 TECHNICAL ADVISORY COMMITTEE
A technical advisory committee comprising of renowned international experts shall be
constituted by M/s NSL. This committee will advise the project team through Project
Manager on all critical aspects of project planning, design and construction activities.
15.9 CONSULTANTS
The Project Manager may utilize the services of Technical Consultants who will assist and
advice the project authorities on all aspects of the project implementation including
engineering design, logistics, costs and schedules, planning, construction and quality
control. The consultants will submit a monthly report indicating the work programme,
progress to date, status of drawings, problem areas and ways and means for solving the
same.
15.10 REPORTING / REVIEWS
The project will be subject to monthly reviews so that all concerned are aware of progress
to date. The monthly report will give details of manpower, productivity, materials ,logistics,
schedule and costs. The purpose of these reviews will be to highlight the problem areas
and provide the required additional supervision and action to resolve the problem. The
reports will be prepared using inputs from consultants, contractors, construction
supervisors, procurement officers etc., so that a realistic picture of the project is available
for review and report.
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Tidong-I Phase-II HEP Detailed Project Report NSL Tidong Power Generation Pvt. Ltd. 16. Environmental & Ecological Aspects
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16 ENVIRONMENTAL & ECOLOGICAL ASPECTS
16.1 GENERAL
NSL Tidong Power Generation Pvt. Ltd. (TGPL) is constructing the run-off the river Hydro
Power Project of 2 X 50 MW on Tidong Khad a tributary of Satluj river AS Phase-I. The
project has obtained Environmental Clearance from MoEF vide letter no. J-
12011/35/2007-IA-I dated 7/9/2007. (Copy of the environmental clearance letter is
enclosed as Annexure-XIV-1).
The detailed hydrological study conducted recently indicates that the flow condition of the
Tidong Khad has a potential to generate more power. The required water flow of 28.60
cusecs with 90% dependability is available which can generate 50 MW more power. NSL
TPGPL is proposing to expand the existing power generating capacity from 100 MW to
150 MW by installing third unit of 50 MW. The excess water which is available in the khad
will be utilized for expansion project. The 15% of the lean flow will always be maintained
in the khad to comply with the condition of Environmental Clearance.
The design components of the existing project like spillway, under sluice, desilting
chamber, Head Race Tunnel, Surge shaft, Pressure shaft etc. have adequate capacity to
generate additional 50 MW capacity. Therefore this additional 50 MW power generation
can be achieved without any change/modification in the existing design. Only one Turbine
and Generator of 50 MW capacity shall be installed in the area adjacent to the existing
units in the power house. This will improve the cost per MW of power and benefit the
nation.
The installation of Unit 3 will be located within the project area and no additional land is
required.
NSL TPGPL will adhere to the environmental conditions as approved in TEC and maintain
15% of the lean flow in the river downstream of the intake during operation of the project.
The observations made in the earlier EIA studies indicate that there are no aquatic life in
the Tidong Khad.
16.2 SUBMERGENCE
As only diurnal storage is envisaged, no submergence is involved. The water will be
diverted through the spillway and no land will be submerged.
No habitation will be affected due to the implementation of the expansion project and there
will not be any displacement of any population and loss of cultivated land.
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16.3 EFFECT ON CLIMATE
The project layout and planning ensure no submergence and impoundment of water that
could influence the microclimate of the region, there will be no effect of the project on the
climate.
16.4 CATCHMENT AREA TREATMENT
There is no change in the catchment area to the spillway site. Therefore the Catchment
Area Treatment (CAT) plan prepared earlier stands good. CAT plan was prepared and
approved by the Forest Department. Subsequently, NSL TPGPL has deposited Rs.
7,24,00,000/- to Forest Department for implementation of CAT plan.
16.5 SEISMICITY
The project area lies in the Himalayan Region and is susceptible to earthquakes. The area
as per ISI classification falls in seismic zone V. Proper seismic co-efficients have already
been taken into consideration during design stage of the project.
16.6 REHABILITATION
The installation of 3rd unit is located within the area of project under construction and no
additional land is required. Therefore the land acquisition and displacement of the
habitation is not envisaged.
16.7 OTHER PREVENTATIVE MEASURES
16.7.1 Restoration of construction areas and disposal of muck
All the construction areas are properly planned so as to merge the project in the natural
surroundings after completion of the construction work. There will not be any additional
muck generation in the proposed expansion project since all the components of the
project under construction are adequate and no more extra excavation/construction work
is needed. The muck is being stacked systematically at the muck dump area approved by
HPPCB.
16.7.2 Anti Poaching Measures
Proper training is being given to all the construction labour and project staffs and educated
in terms of environmental concerns and relevant anti poaching laws.
16.7.3 Environmental Impact and Mitigation Measures
The environmental impact which occur as a result of construction activity of spillway,
intake structure, desilting tank, head race tunnel, pressure shaft, power house, road
construction, housing and dumping of excavated material etc., are already considered in
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the existing project under construction and necessary mitigation measures are being
implemented. Since there is no additional construction work with very little excavation
involved for the expansion project, no additional impacts are envisaged. The mitigation
measures, which are being implemented, are adequate.
Further, there is no additional land requirement for the expansion project and
consequently there will be no adverse social impact on the nearby habitation.
NSL TPGPL is committed to release 15% of the lean flow at any given time in the Tidong
Khad to preserve the aquatic life.
A summary of environment management plan, which is under implementation, is given as
under:-
The EIA study has established the fact that the Tidong Khad is not a biologically
rich area and no fishe were observed. However, we have already deposited Rs.
1.11 crore to Fishery Department, Bilaspur to improve and conserve the biological
life of the Tidong kahd.
Catchment Area Treatment plan has been prepared and approved by the Forest
Department. The amount of Rs. 7,24,00,000/- have been deposited to forest
department for the implementation of CAT plan.
Compensatory afforestation scheme has been prepared by the Forest Department
and Rs. 2,66,76,610/- are deposited for the implementation of the same.
Environmental Monitoring Plan has been prepared and monitored by HPPCB. The
amount of Rs. 25.02 Lakh is already paid to HPPCB for the same.
Local Area Development Fund of Rs. 6,41,40,000/- has been paid to LADA for
development of infrastructural facilities in the affected villages.
16.8 BENEFITS
One of the main reasons for promoting hydroelectric schemes is their environmentally
friendly character. This form of energy, unlike the energy from other conventional sources,
entails no discharge of wastes or emission of toxic gases. It is virtually free from pollution
and is therefore looked as “technology of the future” for the rural and remote areas. The
generation of energy at low cost will help in reducing the demand for fuel wood and will
help in reducing the global warming impacts. This is renewable energy and Eco-friendly.
The expansion of the project by adding 50 MW will help to reduce the overall cost of
power generation resulting in the lower tariff, which would benefit the people, state and the
country at large.
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NSL TPGPL has implemented CSR activities in surrounding villages like Lamber, Thangi,
Rispa and Moorang etc. in addition to funds deposited to LADA. Further, many local
persons have got the employment in the project. NSL TPGPL has awarded many petty
contracts to local people. This has benefited the local population in improving the socio-
economic condition.
16.9 CONCLUSION
The Phase-II of the Tidong I HEP is being taken up without acquiring any further land nor
raising any further structures either in the surface or sub-surface works, not affecting any
habitation, no displacement of population, no submergence, cause no pollution etc.
Phase-I of the project was accorded the Environmental Clearance by MoEF based on the
detailed environmental assessment study. Further Environment Impact Assessment for
the Phase-II project is not required since there is no land acquisition.
ECOLOGICAL ASPECTS OF HYDRO-ELECTRIC PROJECT
1.01 Detailed basic information affecting the environment.
The project consists of a spillway, desilting tank, head race tunnel, surge shaft, pressure shaft, power house etc. All these components are being constructed for the project under construction and the design of these components are capable to accommodate additional 50 MW expansion project. No additional construction is required for the expansion project.
Thus the expansion project does not have any adverse effect on the environment.
02 Break up of submerged area total submerged area of the reservoir.
The capacity of all the components of the project under construction are adequate for the installation of 3rd unit of 50 MW. Therefore, the question of submergence does not arise. There is no requirement of additional land.
Forest land Nil
Cultivated land Nil
Shrubs & fellow Rocky Output Nil
Wetland Nil
Open water other use Nil
03 Forest type in catchments and submerged areas.
Nil
Extent and nature of forest to be cut for construction of roads, colony and other appurtenant
Nil
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works.
04 Duration of Project construction
24 months
05 Estimated peak labour strength
Skilled / Technical 200
Unskilled / Non-Technical 600
Labour to be recruited from affected population.
No population would be affected by the expansion project. Local labour is being recruited as per the requirement. However, local population has been given the employment in the existing project under construction.
Skilled
Unskilled
.06 Population density in the area per sq. km.
60 persons per sq. km. (Dist. Kinnaur)
07 Number of villages and population to be displaced.
No displacement of population of the village.
No. of villages. Nil
Size of village. Not applicable
Affected families in each villages Not applicable
Occupation of the affected people.
Not applicable
Agriculture Nil
Industrial labour Nil
Forest based Nil
Owner cultivators by size of land holdings.
Marginal (1.0-2 hect.) Not applicable
Small (1.0 –2 hect.) Not applicable
Medium (2-5.0 hect.) Not applicable
Big (Over 5.0 hect.) Not applicable
08 Resettlement
Is a rehabilitation committee being constituted.
Resettlement is not involved.
Existing guidelines, if any for compensation in cash and kind.
Nil
Number of ousted families likely to be settled in new settlement.
Nil
Size of the proposed new settlement.
Nil
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09 Layout plans/master plans for new settlements.
Nil
Distance of new settlements from the present habitat.
Nil
Number and type of facilities Approach road and paths (e.g. school, post offices, for the project area bank, approach road drainage and water supply etc., proposed to be provided).
Nil
10 Is the affected area covered by development programmes like IED, SED, Drought prone area, tribal development etc.?
No
11 Any proposal to provide or create employment for oustees; nature and quantum of employment to be provided.
No oustees under expansion project. However, land oustees under the project under construction have been given the employment.
12 Wind at Dam site (diagram giving statistical information concerning the direction and speed of the wind at the site.
Predominant wind direction in the morning and evening are NE and SW respectively.
Hurricane, tornadoes, cyclones. : Nil
13 The depth of ground water table : Potable
Maximum : Not applicable
Minimum : Not applicable
Quality of ground water potable/non potable/fit for irrigation/industry.
: Potable
14 Present ground water use pattern in the command area under irrigation.
: Not applicable.
15 Based on the experience of similar project in the area, specify the interaction between the altered surface water patterns and underground aquifers and their recharge.
: Not applicable
00 ENVIRONMENTAL STATUS
01 Indicate known pollution sources in the region (indicate the Industrial like chemicals, textiles and other thermal power units, mining operations etc.).
: None
02 Indicate the industrial and other development project likely to be
: None
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taken up in the area during the next five to ten years.
03 Does the area support economically viable aquatic life, fish and crocodiles?
: No
Are there any fish/crocodiles breeding ground in the river tributaries in the submergence?
: No
04 Does the site contain a wild life (including birds) habitat, breeding area, feeding area, migration route including the number of wild life available in the area.
: No
05 Is the site potential wild life sanctuary?
: No
06 Specify any rare or end-angered species of flora and fauna in the affected area along with their approximate number and measures to salvage/rehabilitate them.
: No
07 Is the area a tourist resort? : No
08 Are any monuments/sites of cultural, historical, religious, recreational importance including wild life sanctuaries, national park etc. likely to be affected by the proposed project. If so, details thereof.
: No
09 Does the proposed area suffer from endemic health problems due to water/soil borne diseases.
: No
00 ENVIRONMENTAL IMPACTS
01 What measures are planned to develop the site to enhance its aesthetic aspects (i.e. recreation and water sport facilities and picnic sites etc.)
: Not proposed,
02 Will the project help in flood control, reduction for even eradication of flood havoc downstream?
: No
03 Are any changes in water salinity expected? If yes, give details of proposed measures to counter act this.
: No
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04 Are problems of water logging envisaged in the command area? If so give details of proposed steps to combat the problem.
: No
05 Will the reservoir be used for fisheries development, fish culture as well as fish breeding, crocodile, farming etc? if yes, give details thereof.
: No
06 Will fish ladder/lift and like arrangements be provided to allow movements of import-ant migratory fish population?
: Not applicable
07 Measures proposed to prevent grazing the cultivation on reservoir slopes to avoid erosion and premature silting up the impoundment
: Not applicable
08 Will any important natural resources (minerals, coal, timber etc.) be lost or their use precluded because of the presence or operation of the project? If yes, specify the resources estimated loss.
: No
09 What is potential loss in aquatic production on site up and down stream, fish and other useful animals and plants.
: Nil
10 Will the formation and use of the water body result in the introduction of enhancement of water borne diseases?
: No
11 Will the impounded reservoir lead to:-
Noxious aquatic weeds like salina, water Hyacinth etc.
: No
Intermittent host (vector) like snails, mosquitoes etc.
: No
12 How will aquatic weeds be controlled in submerged areas so as to provide an improved habitat as for fishery exploitations.
: Not applicable
13 Will the project induce ad-verse climatological changes (regarding temperature, humidity, wind and precipitation
: No
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including modifications to macro and micro climate)?
14 What impact is expected on geological factors (e.g. seismic impact or reservoir loading)?
: No impact
15 Indicate the magnitude of impact due to population pressure on:-
Felling of trees for firewood. : Nil
Forest fires : Nil
Overgrazing leading to depletion of the pastures.
: Nil
Visual pollution and damage to scenic values.
: Nil
16 What arrangements are being made:-
i) to meet fuel requirements of the labour force during construction period to prevent indiscriminate felling of trees for firewood?
:
LPG gas is provided by the contractors to labours. In case of emergency, fire wood is purchased from the authorized vendors.
For compensatory a forestation? : Not applicable
To enforce anticipating laws? : Not applicable
To control flow to sediments and pollutants due to fertilizer and pesticide run-off for cultivated area.
: Not applicable
For restoration of land in construction areas (filling, grading and reforesting etc. to prevent erosion).
: The muck dumps will be re-vegetated after the muck generation is stopped to control the erosion
For soil conservation in the catchment?
: Plantation
00 COST OF ENVIRONMENTAL STUDIES AND PROJECT MANAGEMENT
01 Provision for Environmental studies/ surveys need for this project.
: Not required
02 Cost of proposed remedial and mitigative measures, if any, to protect the environment.
: Not required
03 Has the cost of environmental studies/protection measures been considered in the cost benefit analysis of the project?
: Not applicable
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17 COST ESTIMATE
17.1 GENERAL
The estimate of cost has been prepared in detail to arrive at the total capital cost of the
project. The estimate is based on the actual rates as being executed and updated to year
2014-15 level.
17.2 BASIS OF COST ESTIMATE
The Phase-II estimates are prepared as per Central Water Commission guidelines
contained in the Publication entitled Broad Guidelines for the preparation of Project
Estimates for Major Irrigation and Multipurpose Projects. The guidelines contained in the
Indian Renewal Energy Development Agency Limited (IREDA) publication titled Best
Practices Manual on Small Hydro have also been followed.
The quantities of various items have been worked out from the drawings
prepared on the basis of preliminary planning and design of various components of
works after review of site conditions. At some places lump sum cost has been
considered where detailed breakup is not possible at present.
The estimate for the Generating Equipment - Electrical and mechanical works are
based on actual purchase orders placed for E & M equipment for the first 2 units
and adding possible escalations upto the completion of the project.
A provision of 1 % for building construction workers welfare cess
A provision of 4.944% of the cost has been made towards Service Tax in the
estimate of civil works.
Contractor overhead and profit @ 20% has been considered.
17.3 ESCALATION IN COST
It is estimated that with the adoption of the available technology for construction of the
various component works and considering the present status of works, the Project can be
completed in a period of 24 months. Therefore, it is appropriate that the estimated cost of
the Project as in the current year 2014-2015 is updated to the date of completion by
adopting suitable rates of average annual escalation of prices, at 7%.
17.4 DETAILS OF COST ESTIMATES
The provisions made under the various heads of cost estimate are briefly explained in the
following paragraphs.
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I-WORKS
A Preliminary (Rs. 10.80 Crores)
Under this sub-head, provision has been made for topographical surveys, field and
laboratory tests on rocks, construction material investigations and testing, collection
of hydrological and meteorological data, etc. Provision has also been made for
consultant's fees for preparation of the project report and other reports.
J Power plant civil works (Rs. 22.04 Crores)
Under this sub-head, provision has been made for the following works:
Civil Works associated with fabrication and erection of unit pressure shaft
for the 3rd unit.
Excavation at Power House and Building.
Minor Civil works in Tail Race.
O Miscellaneous (Rs. 0.50 Crores)
Under this sub-head provision has been made for the following items:
Capital cost of electrification, water supply, sewerage disposal and drainage.
Fire fighting equipment, telephone and other communication facilities.
Maintenance services for electrification, water supply etc. and other
Services including security arrangement and fire fighting arrangement.
Running of inspection vehicles, transport of staff and ambulances.
Other items such as visits of dignitaries, technical record of works, power
supply, compensation to workmen, writing of completion and history of
project etc.
P Maintenance (Rs. 0.10 Crores)
The provision has been made under this sub-head for maintenance of buildings,
roads and main civil works during construction period of the project.
Q Special Tool and Plants (Rs. 0.15 Crores)
Cost provided under this sub-head for general purpose equipments to meet
exigencies, inspection vehicle and ambulance. Provision for construction equipment
for civil works has not been made under this sub-head, as its cost shall be
recovered from the works, as per norms.
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X Environment and Ecology (Rs. 0.20 Crores)
The provision under this sub head covers the cost of landscaping, Public Health
Measures, etc. The cost is based on the current estimates and may vary with the
actual plans prepared by the various govt. Bodies. Provision for Catchment Area
Treatment (2.5% of Final Cost) and Local Area Development Fund (1.5% of Final
cost of Project) is included separately.
II-Establishment (Rs. 2.00 Crores)
A provision of Rs 2.00 Crores has been made towards establishment cost during
construction of Phase-II works.
2 b) Audits and Accounts (Rs. 0.99 Crore)
Provision of Rs 0.99 Crore has been made for Audit and Accounts.
2 c) Design Engineering Services (Rs. 2.00 Crores)
A provision of Rs 2.00 Crores has been made towards Detailed Design Engineering
services cost during construction of Phase-II works.
Cost of Electromechanical Works (Rs. 65.76 Crores)
The cost of the turbine, generator and the related electrical and mechanical
equipment for setting up of Unit-3 has been worked out as Rs. 65.76 Crores. The
cost under this head also covers transportation, insurance, erection &
commissioning charges. Major component of the electro-mechanical equipment are:
Turbine, Generator Set, Main Inlet Valve;
All Balance of plant (BOP) Electrical Equipments;
All BOP Mechanical Equipments;
Main Power Transformers;
Switchyard equipment and interconnection.
17.5 ESTIMATED COST OF THE PROJECT
The total cost of the project at December, 2014 price level works out as under:
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ABSTRACT OF COST OF CIVIL WORKS Sl. No.
Description Amount in
lakhs
A CIVIL WORKS
1 DIRECT CHARGES
I - Works
A- Preliminary
1,080.00
B- Land -
C - Works -
J. Power Plant civil works
1. Pressure Shaft
693.17
2. Power House
1,387.52
Total for J-Works
2,080.69
Add @1% on J-Works for Construction Workers Cess 1.00%
20.81
Add @4.944% on J-Works for Service Tax 4.944%
102.87
Total for J- Works with Taxes
2,204.37
K - Buildings -
M - Plantation -
O - Miscellaneous
50.00
P - Maintenance
10.00
Q - Special Tools & Plants
15.00
R. communication -
S - Power Plant & Electro-Mechanical System
6,576.44
X - Environment & Ecology
20.00
Y - Utilities and other Services
10.00
Total of I - Works
9,965.81
II Establishment
200.00
III - Tools and Plants @ 1% of cost of I - Works
99.66
IV - Suspense -
V - a)Receipt & Recoveries -
b) Resale value of Temporary buildings -
TOTAL DIRECT CHARGES 10,265.47
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ABSTRACT OF COST OF CIVIL WORKS Sl. No.
Description Amount in
lakhs
2 INDIRECT CHARGES
a) Capitalised Value of abatement of Land Revenue -
b) Audit and Account charges @ 1% of Cost of I - works
99.66
c)Design engineering services
200.00
TOTAL INDIRECT CHARGES
299.66
TOTAL DIRECT AND INDIRECT CHARGES
10,565.12
3 Escalation 878.00
4 IDC & Financing Charges 1,539.00
5 CAT 324.55
6 LADA 194.73
7 Total Cost
13,501.41
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TIDONG - I (PHASE-II) HEP
A - PRELIMINARY
It.No. Description of Item Unit QuantityRate in
Rs. Amount
1 Expenditure towards the Survey and
Investigation works, discharge measurement LS
10.00 2 Topographical surveys, preparing block levels
of the various components of the Project. LS
10.00 3 Printing project reports, estimates and Design
reports and completion reports LS
10.00 4 Charges payable to GoHP @ Rs 20 Lakh per
MW LS
1,000.00 5
Consultancy for DPR+ DPR Clearance LS
50.00
Total Estimated
Cost
1,080.00
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J1‐Pressure Shaft
Abstract of Quantities
S.No. Description of Items Unit Quantity Rate (Rs) Amount (Rs in
Lakhs)
1 Supply and placing of M15 concrete backfill behind steel ribs/steel liner
m³ 1,000.00
5,349.00
53.49
2 Steel Liner including horizontal shafts
MT 350.00
173,335.20
606.67
Sub Total 660.16
3 Contingencies @ 3 % of Sub Total cost excluding LS Items
3% 20
4 Work Charged Establishment @ 2 % of Sub Total cost excluding LS Items
2% 13
Total Cost 693
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J2‐Power House
Abstract of Quantities
S. No.
Description Unit Quantity Rate (Rs) Amount (Rs
in Lakhs)
1 Site clearance LS 10
2 Excavation
2.1 Common excavation m³
5,000.00 251
12.55
2.2 Rock excavation m³
15,000.00 537
80.55
3 Rock stabilization and supports
3.1 Rock bolts including accessories and testing of bolts 32 mm
m
500.00 1,571
7.86
3.2 Welded wire mesh reinforcement (4mm thick, 100 mm*100 mm opening)
m²
500.00 316
1.58
4 Shot crete m³
50.00 8,792
4.40
5 Supply and installation of PVC pipe 70mm dia
m
200.00 669
1.34
6 Concrete
6.1 PCC (M10) m³
150.00 5,349
8.02
6.2 Reinforced concrete M25/A40 (Second stage)
m³
5,000.00 6,551
327.55
7 Reinforced steel
7.1 Deformed reinforcing bars Grade Fe500
MT
300.00 74,284
222.85
8 Structural Steel MT
500.00 91,869
459.35
9 Brickwork m³ 150.00 7,116 10.67
Sub Total 1,147
10 Miscellaneous and Architectural, Building works etc @ 10 % of Sub Total cost excluding LS Items
LS 10% 114.67
11 Instrumentation works @ 1 % of Sub Total cost excluding LS Items
1% 11
12 Dewatering works @ 3 % of Sub Total cost excluding LS Items
3% 34
13 Contingencies @ 5 % of Sub Total cost excluding LS Items
5% 57
14 Work Charged Establishment @ 2 % of Sub Total cost excluding LS Items
2% 23
Total Cost 1,388
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TIDONG - I (PHASE-II) HEP O - MISCELLANEOUS
It.No. Description of Item Unit Amount
(Rs. in Lacs) 1.00 Capital Cost
1.01 Electrification at work sites, colony etc. LS 2.00
1.02 Water supply, purification and distribution arrangements including
purchase of water tankers, cost of tanks and chlorination LS 2.00
1.03 Providing sewage disposal and storm water drains at various colonies sites LS 1.00
1.04 Furnishing and equipping rest houses, field hostels, hospitals,
schools etc. LS 1.00 2.00 Maintenance and Service charges during execution period 2.01 Maintenance of Power arrangements LS 1.00
2.02 R & M of water supply facilities LS 1.00
2.03 R & M of sanitation and drainage facilities LS 1.00
2.04 R & M of Telecommunication system and post office LS 1.00
2.05 R & M of Hospitals LS 2.00
2.06 R & M of Rest houses and field hostel LS 1.00
2.07 R & M of Research and Quality control laboratories LS 1.00
2.08 Labour welfare compensation and retrenchment benefits LS 2.00
2.09 Providing Security Police including R & M of posts LS 2.00
2.10 R & M of inspection vehicles and staff cars LS 2.00
2.11 R & M of school buss and staff buses LS 2.00
2.12 R & M of Ambulance LS 2.00
2.13 R & M of field workshops LS 1.00
2.14 Maintenance and running of school LS 2.00
3.00 Miscellaneous
3.01 Group Insurance LS 10.00
3.02 Compensation for accidents LS 10.00
3.03 Training personnel abroad including study courses and visits LS 3.00
TOTAL 50.00
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TIDONG - I (PHASE-II) HEP P - MAINTENANCE
Amount in Rs. Lakhs
It.No. Description of Item Unit Quantity Rate Amount
1 Maintanance LS 10.00 Total 10.00
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TIDONG - I (PHASE-II) HEP
Q - SPECIAL TOOLS AND PLANTS
It.No. Description of Item Unit Quantity Rate Amount
1 Ambulance 1
8.00
2 Jeep 1
7.00
Total for 'Q- Special tools and Plants' 15.00
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TIDONG - I (PHASE-II) HEP
X - ENVIRONMENT & ECOLOGY& SOCIAL DEVELOPMENT
It.No. Description of Item Unit Qty Rate Amount
1 Miscellaneous LS 20
Total 20.00
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18 FINANCIAL AND ECONOMIC EVALUATION
18.1 GENERAL
Tidong-I Phase-II HE Project (50 MW), at December 2014 price level is estimated to cost
Rs. 129.83 Crores excluding IDC, Escalation and Financial Charges. Assuming an annual
escalation of 7% & 3.05% per annum in respect of the civil works and electro-mechanical
works, the completed cost is estimated to be around Rs. 135.01 Crore including IDC and
Financial Charges.
Pre-construction activities and infrastructure development works would be carried out prior
to start of the main civil works. A total construction period of 24 months has been
considered for completion of the project.
The project is estimated to be financed in a Debt: Equity ratio of 70:30, with the financing
terms including;
Interest of 14% per annum on loan.
Loan repayment of 10 years post construction.
The Design Energy of Tidong-I Phase-II Hydro Electric Power Project is assessed to be
218.48 MUs at the generator terminals after considering mandatory ecological releases
equivalent to 10% of the minimum inflows in 90% dependable year. After considering
auxiliary consumption, transformation losses and free Power to the Government of
Himachal Pradesh @ 12% for the lease period, the net saleable energy is 190.34 MUs.
The financial analysis was carried out following the applicable CERC tariff norms, which
inter-alia allows 15.5 % post-tax return on the equity. The 40 years levelised tariff as per
the CERC norms works out to Rs. 1.31 per KWh. Major base case assumptions/ key
results in the financial analysis conducted for the project are summarized below:
18.2 ANALYSIS OF THE MAJOR ASSUMPTIONS
The major assumptions and findings of the analysis are given below followed by the tariff
& cash flow statements:
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18.2.1 Project Cost in Rs. Crores
Description Amount (Rs)
Total Hard Cost of the Project 105.65
Up front Lenders’ Financing fees 3.88
Interest During Construction (IDC) 11.52
Escalation 8.78
TOTAL PROJECT COST 135.01
Margin money for working capital -
GRAND TOTAL (At December’14 Price Level)
135.01
18.2.2 Capital Structure in Rs Crores
Description Amount (Rs)
Equity (30%) 40.51
Debt (70%) 94.51
TOTAL
18.2.3 Debt Financing Terms
Term of Loan (Post construction) 10 years
Interest Rate on loan 14%
Interest on working capital 14 %
18.2.4 Plant Details
Unit Capacity 50 MW
No of Units 1
Plant Gross Capacity 150 MW
Auxiliary Consumption & Transformation Losses 1.00 %
Tidong-I Phase-II HEP Detailed Project Report NSL Tidong Power Generation Pvt. Ltd. 18. Financial & Economic Evaluation
Indo Canadian Consultancy Services Ltd. 202 P-1143
18.2.5 Generation Details
Primary Generation (90% Dependable year) in MUs 218.48
Less: Auxiliary & Transformation Consumption (@ 1.00%) in MUs 2.18
Total Energy Metered in Million Units 216.30
- Royalty payable to GoHP 12% 25.96
- Total Energy Billed in Million Units before 12 years in MU 190.34
18.2.6 O & M
Annual O&M as a % of Project Cost 2.00 %
Annual O&M Escalation 5.72%
18.2.7 Working Capital
Interest on Working Capital 14%
18.2.8 Depreciation
Depreciable Value 90 %
18.2.9 Tariff (Calculated as per CERC Norms)
Description Rs / KWh
First Year Tariff Rs./KWh 1.48
Levelised Tariff of 1st Thirty Forty years
Rs./KWh 1.31
18.2.10 Conclusion
The levelised tariff of 1st 40 years as Rs. 1.31/ kWh calculated with financial parameters
mentioned above suggests that Tidong-I Phase-II Hydro Electric Project is techno-
economically viable for implementation. With easy accessibility to the project, it can be
taken up for active construction immediately.
Tidong-I Phase-II HEP Detailed Project Report NSL Tidong Power Generation Pvt. Ltd. 19. Recommendations
Indo Canadian Consultancy Services Ltd. 203 P-1143
19 RECOMMENDATIONS
19.1 GENERAL
The Phase-I of Tidong-1 Hydro electric project comprising of an installation of Pelton
turbines with rated capacity of 2x50 MW each is under advanced stage of completion.
Based on updated hydrological study of flow in Tidong River, it is observed that installed
capacity of Tidong-I HEP Phase I can be enhanced from 100 MW of project development
to 150 MW in phase II with provision of one additional TG unit of 50 MW capacity. The
project involves construction of conventional civil structures with the availability of
Reservoir the project is ideally suited for providing peaking power. The project would
afford a peaking benefit of 100 MW for 4 hours per day in phase I, and 150 MW for 3
hours per day in phase II of project development during lean seasons.
Shown in the detailed project report, prepared in 2006, anticipated the annual energy
generation is 414.15 MU with 100 MW installed capacity in a 90 % dependable year
(2004). With the improved hydrological series, the annual energy generation after
completion of phase I with 100 MW and phase II with 150 MW is estimated to be about
539.43 MU and 632.63 MU respectively in a 90% dependable year (2004-05) with 95 %
plant availability.
The power generated would be transmitted to the Northern regional power grid. The
additional capital cost, including the escalation, financial charges and interest charges
during construction period, for 50 MW additional installed capacity in phase II has been
estimated to be about Rs. 135 crore, which is considered very attractive as compared to
other projects of similar magnitude in the region. Addition of one unit of 50 MW capacity in
phase – II will also improve techno-economical feasibility of the ongoing Tidong -1 Phase I
HEP having installed capacity of 2 x 50 MW. The project implementation period is
anticipated as 24 months including winter / monsoon months after obtaining all required
project clearance and achieving financial closure.
19.2 PRELIMINARY AND PRE-CONSTRUCTION WORKS
In order to ensure the commissioning of third unit, as proposed in the phase –II of project
development by the end of February 2019, the already available infrastructure
development at site will be used. The following activities have already been completed
under phase – I development.
Acquisition of land and completion of main infrastructure facilities.
Completion of detailed designs and specifications.
Firm financial arrangements for taking up the construction, and
Award of work for major components and substantial completion of Civil and E&M
works.
Tidong-I Phase-II HEP Detailed Project Report NSL Tidong Power Generation Pvt. Ltd. 19. Recommendations
Indo Canadian Consultancy Services Ltd. 204 P-1143
19.3 RECOMMENDATIONS
Tidong – I HEP Phase – II is expected to provide additional 50 MW power at very
reasonable capital cost and is recommended for implementation at the earliest. The
following sequential activities are recommended for early project commission.
Obtaining Techno Economic Clearance for additional 50 MW installation under
phase II development
Obtaining all clearance for phase II development
Achieving Financial closure
Conducting detailed Engineering designs and preparation of tender documents
and award of works and speedy implementation of installation of third unit of 50
MW under phase II.