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JUNE 2017

PANCHESHWAR DEVELOPMENT AUTHORITY (PDA)

Consultant:

76-C, Institutional Area, Sector – 18, Gurgaon – 122015, Haryana (INDIA)

Telephone: 0124-2342576, Fax: 0124-2349187 [email protected]

Website: http://www.wapcos.co.in

VOLUME-I : ENVIRONMENTAL IMPACT ASSESSMENT REPORT

PANCHESHWAR MULTIPURPOSE PROJECT

GOVERNMENT OF INDIA Ministry of Water Resources,

River Development and Ganga Rejuvenation

GOVERNMENT OF NEPAL Ministry of Energy

CONTENTS

PANCHESHWAR MULTIPURPOSE PROJECT CEIA Study Report

i

TABLE OF CONTENTS

Sub Heading Heading Page No.

CHAPTER 1: INTRODUCTION

1.1 GENERAL 1

1.2 THE MAHAKALI TREATY -1996 2

1.3 PANCHESHWAR DEVELOPMENT AUTHORITY 3

1.4 HISTORY OF THE PROJECT 4

1.5 PROJECT LOCATION 7

1.6 MAHAKALI RIVER BESIN 8

1.7 ACCESS 9

1.8 PROJECT FEATURES 10

1.9 LEGAL AND POLICY FRAMEWORK 11

1.10 OUTLINE OF THE REPORT 12

CHAPTER 2: PROJECT DESCRIPTION

2.1 GENERAL 1

2.2 PANCHESHWAR DAM PROJECT 3

2.3 RUPALIGAD DAM AND POWER PLANT 11

2.4 LAND REQUIREMENT 17

2.5 QUARRYING OPERATIONS 17

2.6 MUCK GENERATION 19

2.7 CONSTRUCTION OF NEW ROADS AND BRIDGES 19

2.8 PROJECT COLONIES AND CONSTRUCTION FACILITIES

22

2.9 ORGANIZATION AND MANPOWER PLANNING 30

CHAPTER 3: CONSTUCTION SCHEDULE, METHODOLOGY AND EQUIPMENT PLANNING

3.1 INTRODUCTION 1

3.2 PANCHESHWAR DAM 2

3.3 RUPALIGAD RE-REGULATING DAM 32

CHAPTER 4: METHODOLOGY ADOPTED FOR THE EIA STUDY

4.1 INTRODUCTION 1

4.2 STUDY AREA 1

4.3 SCOPING MATRIX 3

4.4 DATA COLLECTION 5

4.5 SUMMARY OF DATA COLLECTION 9

4.6 IMPACT PREDICTION 10

4.7 ENVIRONMENTAL MANAGEMENT PLAN AND COST ESTIMATES

12

4.8 CATCHMENT AREA TREATMENT PLAN 13

4.9 DAM BREAK ANALYSIS AND DISASTER MANAGEMENT PLAN

14

4.10 RESETTLEMENT AND REHABILIATATION PLAN 14

4.11 LOCAL AREA DEVELOPMENT PLAN 14

4.12 ENVIRONMENTAL MONITORING PROGRAMME 14

4.13 COST ESTIMATES 14

CHAPTER 5: HYDROLOGY

5.1 CHARACTERISTICS OF THE MAHAKALI BASIN 1

5.2 PROJECT CATCHMENT 2

5.3 HYPSOMETRIC CURVE 4

5.4 LONG TERM WATER AVAILBILITY AT 6


ii

PANCHESHWAR DAM SITE

5.5 RUNOFF DOWNSTREAM OF PANCHESHWAR AT RUPALIGAD AND PURNAGIRI

10

5.6 PROBABLE MAXIMUM FLOOD (PMF) 15

5.7 DESIGN FLOOD HYDROGRAPH 16

5.8 FLOOD FREQUENCY ANALYSIS FOR PANCHESHWAR SITE

17

5.9 DIVERSION FLOOD FOR CONSTRUCTION OF COFFER DAMS AT RUPALIGAD DAM SITES

17

CHAPTER 6: GEOLOGICAL ASPECTS

6.1 INTRODUCTION 1

6.2 REGIONAL GEOLOGY AND TECTONICS 2

6.3 REGIONAL STRATIGRAPHY OF KUMAON HIMALAYAS AND ALMORA KLIPPE AND ADJOINING PARTS OF WESTERN NEPAL

3

6.4 GEOLOGICAL INVESTIGATIONS OF PANCHESHWAR DAM SITE AREA

9

6.5 GEOLOGY OF RUPALIGAD PROJECT 14

6.6 CONCLUSIONS AND RECOMMENDATIONS 20

CHAPTER 7: IRRIGATION PLANNING

7.1 INTRODUCTION 1

7.2 EXISTING IRRIGATION FACILITIES 1

7.3 AGRICULTURE ASPECTS 4

7.4 IRRIGATION BENEFITS IN INDIA 12

7.5 ASSESSMENT OF IRRIGATION BENEFITS 31

7.6 FLOOD CONTROL BENEFITS 36

7.7 TOTAL IRRIGATION & FLOOD CONTROL BENEFITS

36

CHAPTER 8: BASELINE STATUS – PHYSIO CHEMICAL ASPECTS

8.1 INTRODUCTION 1

8.2 METEOROLOGY 1

8.3 SOIL QUALITY 3

8.4 SURFACE WATER QUALITY 13

8.5 WATER QUALITY IN COMMAND AREA 23

8.6 AMBIENT AIR QUALITY 25

8.7 NOISE ENVIRONMENT 37

8.8 LAND USE PATTERN 40

CHAPTER 9: FLORAL ASPECTS

9.1 GENERAL 1

9.2 INTRODUCTION 1

9.3 FLORA 2

CHAPTER 10: FAUNAL ASPECTS

10.1 INTRODUCTION 1

10.2 FAUNAL AFFINITIES 1

10.3 METHODOLOGY ADOPTED FOR THE STUDY 1

10.4 BIODIVERSITY 2

10.5 ASKOT WILDLIFE SANCTUARY 16

CHAPTER 11: AQUATIC ECOLOGY

11.1 INTRODUCTION 1

11.2 METHODOLOGY ADOPTED 1

11.3 BIOTIC COMMUNITIES 3


iii

11.4 COMMUNITY STRUCTURE 4

CHAPTER 12: FISHERIES

12.1 INTRODUCTION 1

12.2 METHODOLOGY 1

12.3 COMMUNITY STRUCTURE 2

12.4 CONSERVATION STATUS 5

12.5 SUSTENANCE FISHING 5

12.6 MIGRATION AND SPAWNING 6

CHAPTER 13: PREDICTION OF IMPACTS

13.1 INTRODUCTION 1

13.2 IMPACTS OF LAND ENVIRONMENT 1

13.3 IMPACTS OF GEOLOGY 16

13.4 IMPACTS ON WATER RESOURCE 17

13.5 IMPACTS ON WATER QUALITY 20

13.6 IMPACTS ON AMBIENT AIR QUALITY 24

13.7 IMPACTS OF NOISE ENVIRONMENT 28

13.8 IMPACTS OF TERRISTERIAL ECOLOGY 32

13.9 IMPACTS OF FAUNA 37

13.10 IMPACTS OF AQUATIC ECOLOGY 41

13.11 INCREASED INCIDENCE OF WATER-RELATED DISEASES

48

13.12 LOSS OF HISTORICAL AND CULTURAL MONUMENTS

51

13.13 IMPACTS ON MINERAL RESOURCES 51

ANNEXURE

Annexure Heading

1 Terms of Reference

2 Soil quality in the command area

3 Water quality in the command area


iv

LIST OF TABLES

Table-1.1 Composition of Governing Body of PDA 4

Table-2.1 Salient Feature of Pancheshwar Dam Complex (4800 MW) 5

Table-2.2 Salient Features of Rupaligad Re-regulating Dam

Complex (240MW)

13

Table-2.3 Land Required for Pancheshwar Multipurpose Project 17

Table-2.4 Construction Material Requirement for Pancheshwar Complex and Rupaligad Complex

18

Table-2.5 Length of Haul Roads for Pancheshwar dam 19

Table 2.6 Length of Haul Roads for Rupaligad dam 20

Table-2.7 Length of Service Roads for Pancheshwar dam 20

Table-2.8 Length of Service Roads for Rupaligad dam 21

Table-2.9 Total land required for office accommodation for Pancheshwar

23

Table-2.10 Total land required for residential accommodation for Pancheshwar

24

Table-2.11 Details of Other Utility Accommodation 24

Table-2.12 Details of Construction Facility Buildings 25

Table-2.13 Details of Construction Facility Areas 25

Table-2.14 Total land required for office accommodation for Rupaligad

26

Table-2.15 Total land required for residential accommodation for Rupaligad

26

Table-2.16 Details of Other Utility Buildings for Rupaligad Dam 27

Table-2.17 Details of Construction Facility Buildings for Rupaligad Dam

27

Table-2.18 List of Infrastructure Facilities for Pancheshwar and

Rupaligad dam sites

28

Table-2.19 Total employees required during peak construction 31

Table-3.1 Scheduled working hours annually 1

Table-3.2 Construction schedule for each tunnel 4

Table-3.3 Requirement of Equipment for Diversion Tunnel 5

Table-3.4 Requirements of Excavation & Fill Materials for Upstream Coffer Dam

5

Table-3.5 Schedules of Construction of U/S Coffer Dam 6

Table-3.6 Requirement of Equipment for Construction of Upstream Coffer Dam

7

Table-3.7 Requirements of Excavation & Fill Materials for D/S Coffer Dam

8

Table-3.8 Schedule of Construction of D/S Coffer Dam 9

Table-3.9 Requirement of Equipment for Construction of Downstream Coffer Dam

9

Table-3.10 Requirements of Excavation & Fill Materials for Main Dam 10

Table-3.11 Proposed Schedule of Foundation Excavation & Treatment of Main Dam

11

Table-3.12 Probable Requirement of Equipment for Foundation

Excavation and Treatment

12


v

Table-3.13 Requirement of Equipment for Placement of Impervious

Core Material

13

Table-3.14 Requirement of Equipment for Placement of Filter Materials

14

Table-3.15 Requirement of shell and riprap materials 15

Table-3.16 Equipment for Shell and Riprap Materials 16

Table-3.17 Quantities of Major Item of Works 17

Table-3.18 Schedules of Activities for Major Item of Works of Spillway

System

17

Table-3.19 Probable Requirement of Equipment for Spillways

Construction

18

Table-3.20 Quantity of excavation and concreting 19

Table-3.21 Schedules of Activities for Major Item of Works of Power

Intake

19

Table-3.22 Probable Requirement of Power Intake Construction 20

Table-3.23 Requirement of Equipment for Construction of Gate Shafts 22

Table-3.24 Time required for completion of HRTs 23

Table-3.25 Probable Requirement of Equipment for each HRT 24

Table-3.26 Estimated Quantities for Construction of Drop Shafts 24

Table-3.27 Requirement of Equipment for Drop Shafts 25

Table-3.28 Size of Different Tunnels 27

Table-3.29 Critical Activities Vs Hourly Progress Rate 28

Table-3.30 Critical Activities Vs Hourly Progress Rate 29

Table-3.31 Requirement of Equipment for PH and TR 29

Table-3.32 Time required for construction of two Diversion Tunnels 34

Table-3.33 Probable Requirement of Equipment for Diversion Tunnel [for 2 faces]

35

Table-3.34 Construction Activities for Coffer Dams 36

Table-3.35 Construction Schedules for U/S and D/S Coffer Dams 36

Table-3.36 Probable Requirement of Equipment for Construction of Coffer Dams

38

Table-3.37 Construction Activities for Main Dams 38

Table-3.38 Construction Schedules for Main Dam 39

Table-3.39 Requirement of Equipment for Construction of Rupaligad Dams

41

Table-3.40 Schedules of Activities for Major Item of Works for Power

Intake and Intake Portal

42

Table-3.41 Requirement of equipment for Construction of Power

Intake & Portal for HRT

43

Table-3.42 Time Required for construction of HRTs 44

Table-3.43 Probable Requirement of Equipment for each HRT 45

Table-3.44 Size of Access Tunnels 46

Table-3.45 Work Schedule for Construction of the Access Tunnels 47

Table-3.46 Critical Activities with proposed Hourly Progress Rate 48

Table-3.47 Hourly Progress Rate of critical activities 49

Table-3.48 Requirement of Equipment for TR and PH 50

Table-4.1 Scoping Matrix for CEIA study for the proposed

Pancheshwar Multipurpose Dam

3


vi

Table-4.2 Details of field studies conducted as a part of CEIA studies 5

Table-4.3 Water quality parameters analyzed as a part of the field

studies

7

Table-4.4 Summary of data collected for the Comprehensive EIA

study

9

Table-5.1 Characteristic Mahakali Basin First and Second Order Sub-

basins

1

Table-5.2 Pancheshwar – Mean Monthly Flows (1962-1992) 6

Table-5.3 Pancheshwar – Observed Mean Monthly Flows (1993-

2012)

7

Table-5.4 Pancheshwar runoff series (m3/s) Catchment area=12276

km2

8

Table-5.5 Intermediate Contribution from Pancheshwar to Rupaligad 10

Table-5.6 Intermediate Contribution for Pancheshwar to Purnagiri 11

Table-5.7 Intermediate contribution from Pancheshwar to Rupaligad (1214 km2)

12

Table-5.8 Intermediate contribution from Pancheshwar to Rupaligad (1214 km2)

13

Table-5.9 Intermediate contribution from Pancheshwar to Purnagiri (2646 km2)

14

Table-5.10 Calculated PMP and PMF for Different Storm Locations 16

Table-5.11 Floods for various return periods at the Pancheshwar site 17

Table-5.12 Floods for various return periods at the Rupaligad site 18

Table-6.1 Stratigraphic Correlation of Indian and Nepalese Geology around site (Modified after Deva, &Kumar 1994)

4

Table 6.2 Foliations and other Discontinuities in outcrops of spillway domain (Modified after Sinha & Srivastava 2002)

14

Table 6.3 Stratigraphic sequence of the project area 17

Table 6.4 Details of discontinuities 19

Table-7.1 Present Land Use 4

Table-7.2 Anticipated crop yield in the command areas under “with project condition”

5

Table-7.3 Existing uses of Nepal 7

Table-7.4 Cropping Pattern, Intensity and Area under each crop (CCA – 93,000 ha)

8

Table-7.5 Crop Water Requirement 9

Table-7.6 Water requirement at Canal Head Work (Diversion Requirement) in m3/s for 93,000 ha CCA

9

Table-7.7 Future Irrigation Requirement of Nepal in m3/s 11

Table-7.8 Command area covered by additional (future) water use 12

Table-7.9 Storage in Sarada Command 14

Table-7.10 Cropping pattern in Sarada Command (CCA 1.462 Mha) 15

Table-7.11 Month wise withdrawal series from Banbasa Barrage to India in m3/s

17

Table-7.12 Month wise withdrawal series from Banbasa Barrage to Nepal in m3/s

19

Table-7.13 Water requirement of SaradaSahayak system 21

Table-7.14 Total Existing Water Requirement of India in m3/s 22

Table-7.15 Total Water Requirement of India and Nepal including 25


vii

River Eco-System

Table-7.16 Water available for additional irrigation in India during dry season (in m3/s) – 75% Dependable year 1977-78

26

Table-7.17 Demand table for additional irrigation in India 28

Table-7.18 Total Water Requirement including Local Community use and Releases for River Eco-System at Banbasa Barrage

29

Table-7.19 Estimated Value of Produce in Nepal before Irrigation (Rainfed)

32

Table-7.20 Estimated Cost of cultivation in Nepal before Irrigation

(Rainfed)

32

Table-7.21 Estimated value of Produce in Nepal after Irrigation 33

Table-7.22 Estimated Cost of cultivation in Nepal after Irrigation 33

Table-7.23 Estimated Value of Produce in India before Irrigation (Rainfed)

34

Table-7.24 Estimated Cost of cultivation in India before Irrigation(Rainfed)

34

Table-7.25 Estimated value of Produce in India after Irrigation 34

Table-7.26 Estimated Cost of Cultivation in India after Irrigation 35

Table-7.27 Computation of agriculture benefits 35

Table-7.28 Assessment of Irrigation Benefits to India and Nepal 36

Table-7.29 Assessment of Irrigation and Flood Control Benefits 36

Table-8.1 Average meteorological conditions at the Pancheshwar Meteorological Station

2

Table-8.2 Computed Average Monthly Temperature at Pancheshwar Site (Unit:0C)

2

Table-8.3 Average Monthly Rainfall at the Pancheshwar Dam site (Unit: mm)

3

Table-8.4 Details of Soil Sampling locations in Project & Catchment Area

4

Table-8.5A Soil quality in the Project & Catchment Area for summer season

7

Table-8.5B Soil quality in the Project & Catchment Area for summer season

7

Table-8.6A Soil quality in the Project & Catchment Area for monsoon season

8

Table-8.6B Soil quality in the Project & Catchment Area for monsoon season

9

Table-8.7A Soil quality in the Project & Catchment Area for winter season

10

Table-8.7B Soil quality in the Project & Catchment Area for winter season

10

Table-8.8 Details of Soil Sampling Locations in Command Area 12

Table-8.9 Details of Water Sampling Location in Project & Catchment Area

13

Table-8.10A Surface Water Quality in the study area during summer season

16

Table-8.10B Surface Water Quality in the study area during summer season

17

Table-8.11A Surface Water Quality in the study area during monsoon season

18


viii

Table-8.11B Surface Water Quality in the study area during monsoon season

19

Table-8.12A Surface Water Quality in the study area during winter season

20

Table-8.12B Surface Water Quality in the study area during winter season

21

Table-8.13 Drinking water quality standards 22

Table-8.14 Details of Locations of Water Sampling 23

Table-8.15 Details of Location of Ambient Air Quality Sampling

Stations

26

Table-8.16 Ambient Air Quality monitoring for summer season 29

Table-8.17 Ambient Air Quality monitoring for monsoon season 31

Table-8.18 Ambient Air Quality monitoring for winter season 33

Table-8.19 Summary of ambient air quality monitoring (Unit: µg/m3) 35

Table-8.20 National Ambient Air quality Standards (NAAQS) 36

Table-8.21 Hourly equivalent noise levels in the study area for summer season

38

Table-8.22 Hourly equivalent noise levels in the study area for monsoon season

38

Table-8.23 Hourly equivalent noise levels in the study area for winter

season

39

Table-8.24 Day time Equivalent noise levels 39

Table-8.25 Ambient Noise Standards 39

Table 8.26 Land use pattern of the study area of Pancheshwar

Multipurpose Project based on satellite data

40

Table-9.1 Study sites for terrestrial ecology w.r.t. Project

Appurtenances

6

Table -9.2 Vegetation composition of the study area in various

seasons

11

Table 9.3 Percentage composition of floristic elements in the study

area

12

Table-9.4 List of plants recorded from the Pancheshwar Multipurpose Project Area in various seasons

12

Table -9.5 Vegetational attributes of woody vegetation at various sampling sites

22

Table-9.6 Vegetational attributes of herbaceous vegetation of Pancheshwar multipurpose project in Monsoon Season

32

Table-9.7 Vegetational attributes of herbaceous vegetation of Pancheshwar multipurpose project in winter season

39

Table-9.8: Vegetational attributes of herbaceous vegetation of Pancheshwar multipurpose project in Summer Season

45

Table-9.9 List of lower plant species recorded from the study sites 52

Table-9.10 Some important medicinal plants of the project area 54

Table-10.1 List of Mammalian species observed influence area along with their conservation status

3

Table-10.2 Avi-faunal species recorded from the study area of Pancheshwar Multipurpose Project during primary survey in various seasons

7

Table-10.3 Herpetofaunal species inhabiting the study area of 11


ix

Pancheshwar Multipurpose Project

Table-10.4 Butterfly species recorded from the Study Area of Pancheshwar Multipurpose Project during field studies

14

Table-11.1 Description of sampling sites for aquatic ecology in the influence area of Pancheshwar Multipurpose Project

1

Table-11.2 Density of biological communities at the different sampling sites of influence area of Pancheshwar Multipurpose Project in monsoon season

3

Table-11.3 Density of biological communities at the different sampling sites of influence area of Pancheshwar Multipurpose Project in winter season

3

Table-11.4 Density of biological communities at the different sampling sites of influence area of Pancheshwar Multipurpose Project in summer season

4

Table-11.5 Average relative abundance of planktonic diatom taxa from different river stretches during monsoon season

5

Table-11.6 Average relative abundance of planktonic diatom taxa from different river stretches during winter season

7

Table-11.7 Average relative abundance of planktonic diatom taxa from different river stretches during summer season

9

Table-11.8 Average relative abundance of benthic diatom taxa from different river stretches of study area during monsoon season

12

Table-11.9 Average relative abundance of benthic diatom taxa from different river stretches of study area during winter season

15

Table-11.10 Average relative abundance of benthic diatom taxa from different river stretches of study area during summer season

17

Table-11.11 Macro-invertebrate diversity and density in the Sarju and Maha kali rivers within influence area of Pancheshwar Multipurpose Project in monsoon season

20

Table-11.12 Macro-invertebrate diversity and density in the Sarju and Maha kali rivers within influence area of Pancheshwar Multipurpose Project in winter season

21

Table-11.13 Macro-invertebrate diversity and density in the Sarju and

Maha kali rivers within influence area of Pancheshwar

Multipurpose Project in summer season

22

Table-12.1 Fish species composition in Sarju and Mahakali river in

the study area of Pancheshwar Multipurpose Project

4

Table-13.1 Construction Material Requirement for Pancheswar Complex and Rupligad Complex

2

Table-13.2 Land Required for Pancheshwar Multipurpose Project 9

Table-13.3 Land Required for Pancheshwar Multipurpose Project (Indian Portion)

9

Table-13.4 Ownership status of land to be acquired for various project appurtenance on Indian portion

10

Table-13.5 Details of land to be acquired for the project 10

Table-13.6 Details of private land to be acquired in Fully Affected Villages of Pancheshwar Dam

10

Table-13.7 Details of private land to be acquired in Partially Affected 11


x

Villages of Pancheshwar Dam

Table-13.8 Details of private land to be acquired in Partially Affected Villages of Rupalugad Dam

13

Table-13.9 Details of forest land acquisition 13

Table-13.10 Inflows and outflows at Pancheswar MPP (for 90% Dependable Year)

17

Table-13.11 Summary of releases from Rupaligad dam in monsoon

season

18

Table-13.12 Summary of releases from Rupaligad dam in non-

monsoon non-lean season

18

Table-13.13 Summary of releases from Rupaligad dam in lean season 18

Table-13.14 Water availability in pre-project and post-project scenario 19

Table-13.15 Increase in hydrocarbon concentration due to vehicular

movement

26

Table-13.16 Noise level due to operation of various construction

equipment’s

28

Table-13.17 Increase in noise levels due to operation of various

construction equipment

29

Table-13.18 Transmission loss for common construction materials 29

Table-13.19 Increase in noise levels due to increased vehicular

movement

31

Table-13.20 Maximum Exposure Periods specified by OSHA 31

Table-13.21 Noise generated due to drilling 32


xi

LIST OF FIGURES

Figure-1.1 Index Map of the project 8

Figure-2.1 Mahakali River Upstream and downstream development

2

Figure-2.2 General Layout Plan of Pancheshwar Dam Complex 4

Figure-2.3 General Layout Plan of Rupaligad Re-regulating Dam Complex

12

Figure-2.4 Location of Quarry sites 18

Figure-4.1 FCC of the Study Area 2

Figure-5.1 DEM of the Pancheshwar Project Area 2

Figure-5.2 Google Map of the Pancheshwar Project Area 3

Figure-5.3 Catchment Area Map of Pancheshwar and Rupaligad dam site

4

Figure-5.4 Hypsometric Curve for Pancheshwar Catchment Area 5

Figure-5.5 Hypsometric Curve for Intermediate Catchment between Pancheshwar and Rupaligad

5

Figure-5.6 Plot of Modified runoff series (1962-2012) at Pancheshwar site

9

Figure-6.1 A generalized Geological Map of Himalayan Arc 2

Figure-6.2 A generalized Section Across Himalayas showing six Geo-morphic zones and thrust sheets (after RasoulSorkhabi, 2010 Himalayan Journal Volume 66)

3

Figure-6.3 Regional Geological Map of Project Area 6

Figure-6.4 Regional Geological Map of Pancheswar Dam Complex

8

Figure-6.5 Geological Map and cross section of Pancheshwar area showing the thrust slices NAT is referred as NDT in this illustration (after Dhital 2015)

10

Figure-6.6 Slope Map of Chamtada Landslide Area 12

Figure-6.7 Photo illustrating the Spillway Domain on Southern Slope on Water Divide between Mahakali and Rollegad Nallah

13

Figure-6.8 Tectonic Framework in west of project on India Side 15

Figure-6.9 Tectonic Framework in east of project on Nepal Side 15

Figure-7.1 Command areas in India on River Sarada 16

Figure-7.2 Existing Uses of Mahakali waters in India 23

Figure-8.1 Soil Sampling Location Map 6

Figure-8.2 Water Sampling Location Map 15

Figure-8.3 Ambient Air Quality Monitoring Stations 28

Figure-8.4 Classified Image of Study Area 42

Figure-9.1 Floristic composition of different life forms in the study area

12

Figure-13.1 Location of Quarry site 3


xii

ABBREVIATIONS AND ACCRONYMS

AEE Assistant Executive Engineer

ASI Archaeological Survey of India

CCA Culturable Command Area

CEA Central Electricity Authority

CEIA Comprehensive Environmental Impact Assessment

COD Chemical Oxyegen Demand

CPCB Central Pollution Control Board

CSMRS Central Soil and Materials Research Station

CWC Central Water Commission

CWPRS Central Water and Power Research Station

CWR Crop Water Requirement

DEM Digital Elevation Model

DHM Department of Hydrology & Meteorology

DMP Disaster Management Plan

DPR Detailed Project Report

DG Diesel Generating Sets

DO Dissolved Oxygen

EC Electrical Conductivity

EIA Environmental Impact Assessment

E&M Electro Mechanical

EMP Environmental Management Plan

EPABX Electronic Private Automatic Branch Exchange

EPC Engineering Procurement Construction

ERDAS Earth Resources Data Analysis System

FRL Full Reservoir Level

GIS Geographical Information System

GOI Government of India

GON Government of Nepal

GSI Geological Survey of India

GWh Gigawatt hours

HEP Hydroelectric Project

HFAF Himalayan Front Active Fault System

HRT Head Race Tunnel

IDA International Development Agency

IDC Interest During Construction

IMD India Meteorological Department

IUCN International Union for Conservation of Nature

IVI Importance value index

IWPA International Wood Products Association

JCWR Joint Committee on Water Resources

JGE Joint Group of Experts

JS Joint Secretary

KVA Kilo Volt Ampere

LADP Local Area Development Plan

LHAF Lower Himalayas Active Fault System

LPG Liquefied Petroleum Gas

MAT Main Access Tunnel

MBF Main Boundary Fault

MCAF Main Central Active Fault System


xiii

MCT Main Central Thrust

MDDL Minimum Drawdown Level

MIP Mahakali Irrigation Project

MIV Main inlet Valve

MoEn Ministry of Environment

MEA Ministry of External Affairs

MOWR Ministry of Water Resources

MW Mega Watt

NASA National Aeronautics and Space Administration

NDT North Dudheldhera Thrust

NEA Nepal Electricity Authority

NRSA National Remote Sensing Agency

O&M Operation & Management

OSHA Occupational Safety and Health Administration

PDA Pancheswar Development Authority

PDR Project Definition Report

PMF Probable Maximum Flood

PMP Pancheswar Multipurpose Project

RPM Respirable Particulate Matter

R&R Resettlement & Rehabilitation

SIA Social Impact Assessment Study

SPL Sound Pressure Level

SRTM Shuttle Radar Topography Mission

SYI Silt Yield Index

TDS Total Dissolved Solids

TR Transformer Room

TRMM Tropical Rainfall Measuring Mission

TRT Tail Race Tunnel

UPID Uttar Pradesh Irrigation Department

UHHP Uri Hydro Power Project

WR Water Resources

CHAPTER-1 INTRODUCTION


Chapter 1: Introduction Page 1

CHAPTER-1

INTRODUCTION

1.1 GENERAL

The Pancheshwar Multipurpose Project (PMP) has been envisaged on the

Mahakali River (known as Sarada in India) where the river forms the

international boundary between India and Nepal, dividing the Far Western

Development Region of Nepal from the Uttrakhand State in India. The main

dam at Pancheshwar is proposed across the Mahakali River, 2.5 km

downstream of the confluence of river Sarju with Mahakali River and, about 70

km upstream of the Tanakpur town (India).

It is a bi-national scheme, primarily aimed at energy production. In addition,

the Project aims to enhance the food grains production in both the countries

by providing additional irrigation resulting from the augmentation of dry

season flows. Due to moderation of flood peaks at reservoir(s), incidental

flood control benefits are also envisaged from the project.

View of Pancheshwar Dam Site



1.2 THE MAHAKALI TREATY-1996

Recognizing that the Mahakali River is a boundary river on major stretches

between the two countries, a treaty (known as the “Mahakali Treaty”) was

signed on February 12, 1996 between His Majesty’s Government of Nepal and

the Government of India concerning the integrated development of the

Mahakali River including Sarada Barrage, Tanakpur Barrage and

Pancheshwar Project. The center-piece of the treaty was “Pancheshwar

Multipurpose Project” which both sides agreed to implement in accordance

with the Detailed Project Report jointly prepared by them.

The main principles enshrined in the Treaty, on which the Pancheshwar

Multipurpose Project is to be designed and implemented, are summarized as

under:

Both Parties have equal entitlement in the utilization of the waters of the

Mahakali River without prejudice to their respective existing

consumptive uses of the waters of the Mahakali River.

Water requirements of Nepal shall be given prime consideration in

utilization of the waters of the Mahakali River. Both the parties shall be

entitled to draw their share of waters of the Mahakali River from the

Tanakpur Barrage and/or other mutually agreed points.

The Project shall be designed to produce the maximum total net

benefit. All benefits accruing to both the Parties with the development

of the Project in the forms of power, irrigation, flood control etc., shall be

assessed.

The P roject shall be implemented as an integrated project including

power stations of equal capacity on each side of the Mahakali River

and the total energy generated shall be shared equally between the

Parties.

Cost of the project shall be borne by the parties in proportion to the

benefits accruing to them. Both the Parties shall jointly endeavour to

mobilize the finance required for the implementation of the Project.

A portion of Nepal’s share of energy shall be sold to India. The

quantum of such energy and its price shall be mutually agreed upon

between the Parties.

Further, in the letters dated 12 February, 1996 exchanged by the two

Governments along with the Mahakali Treaty, the principles for assessment of

project benefits during the preparation of the Detailed Project Report of the

Project are also deliberated as under:



Net power benefit shall be assessed on the basis of, inter alia, saving

in costs to the beneficiaries as compared with the relevant alternatives

available,

Irrigation benefit shall be assessed on the basis of incremental and

additional benefits due to augmentation of river flow

Flood control benefit shall be assessed on the basis of the value of

works saved and damage avoided (to both sides of the river).

Besides the above, Nepal is entitled to draw 1000 cusec of water in

monsoon season and 150 cusec in the dry season from Sarada Barrage

(through its irrigation canal) at Banbasa under Article-1 of the Treaty. This

water drawn from Banbasa barrage provides irrigation to a command area of

11,600 ha; known as Mahakali Irrigation Project (stage-I & II) in Nepal. In

addition, another 1000 cusec of Mahakali water in the wet season and 300

cusec of water in the dry season has been committed under Article-2 of the

Treaty from the Tanakpur Barrage.

Under Article-1 (2) of the Treaty, it was further agreed that India shall maintain

a flow of not less than 10 m3/s (350 cusecs), downstream of the Sarada

Barrage, into the Mahakali River, to maintain and preserve the river eco-

system.

Further, local communities living along both sides of the Mahakali River shall

be entitled to use of the waters of the Mahakali River, not exceeding five (5)

percent of the average Annual flow at Pancheshwar under Article-7 of the

Treaty.

The Pancheshwar DPR has been prepared keeping the above guiding

principles in consideration and the benefits from the Project which are likely to

be accrued to each Party, are assessed clearly in accordance with the letters

dated 12.02.1996 exchanged by the two Governments along with the Mahakali

Treaty.

1.3 PANCHESHWAR DEVELOPMENT AUTHORITY

Pursuant to the Article-10 of the Mahakali Treaty, it was agreed that, both the

Parties may form project specific joint entity for the development, execution

and operation of new projects including Pancheshwar Multipurpose Project in

the Mahakali River for their mutual benefit. Accordingly, at the 3rd meeting of

the Joint Committee on Water Resources (JCWR) headed by the water

resources secretaries of India and Nepal, held in November 2009, it was

decided to set up the Pancheshwar Development Authority, an independent



autonomous body, to finalize the Pancheshwar Detailed Project Report and

expedite the implementation of the Project.

The Authority was set up in August 2014, having two Co-Chairpersons, one

from each side, and twelve Members (six Members from each side), which

would be working as a Governing Body of the Authority. Among others, the

Ambassadors of Nepal to India and India to Nepal shall be permanent invitees

at the meeting of the Governing Body. The Composition of Governing Body of

Pancheshwar Development Authority (PDA) is given in Table-1.1.

Table-1.1: Composition of Governing Body of PDA

Indian side Nepalese side

1. Secretary , MOWR, GOI Co-Chairman Secretary, MoEn, GON

2. Secretary/ Joint Secretary

(Hydro), MOP

Member Joint Secretary, MoEn

3. Joint Secretary (North), MEA Member Joint Secretary, Ministry of

Foreign Affairs

4. Commissioner (Ganga),

MOWR

Member Director General,

Department of Electricity

Development

5. JS & FA, MOWR Member Joint Secretary, Ministry of

Finance

6. Principal Secretary (Energy),

Govt. of Uttarakhand

Member Director General,

Department of Irrigation

7. Chief Executive Officer/

Additional Chief Executive

Officer, PDA

Member

Secretary/

Joint Secretary

Chief Executive Officer/

Additional Chief Executive

Officer, PDA

8. Ambassador of India to Nepal Special Invitee Ambassador of Nepal to

India

9. Chairman, Central Water

Commission

Special Invitee

10. Principal Advisor (WR),

Planning Commission

Special Invitee Joint Secretary, Water and

Energy Commission

11. Principal Secretary/ Secretary

(WR), Govt. of UP

Special Invitee Managing Director, NEA

Source: DPR

1.4 HISTORY OF THE PROJECT

The Pancheshwar dam site was first identified during the hydroelectric survey

of potential sites on the Mahakali River conducted by the erstwhile Central

Water and Power Commission of India in 1956. A storage type development for

power generation was envisaged at that time.



In the year 1962, State Government of Uttar Pradesh carried out preliminary

field investigations with the assistance of the Survey of India and Geological

Survey of India. Based upon the field investigations carried out and data

collected by U.P. Irrigation Department, a project report of the scheme was

prepared by WAPCOS INDIA LIMITED in November 1971. The report

suggested a concrete gravity dam with a crest at an elevation 638 m a s l or a

height from the river bed of about 232 m.

In order to develop the feasibility study of the scheme and to decide about

further investigations to be carried out, a Joint Group of Experts (JGE) of India

and Nepal was constituted in the year 1978. Detailed investigations on Indian

side to formulate the scheme were initiated by Central Water Commission

(India) in July, 1981.

During the 3rd JGE meeting held in April, 1984, it was decided that the

feasibility report would be prepared jointly but the investigations required for the

study be carried out independently by India and Nepal in their respective

territories. The Nepal side appointed consultants with the financial assistance

of the International Development Agency (IDA) to carry out field investigation

works at feasibility level. On the Indian side these investigations were carried

out by Central Water Commission (CWC) with the help of Survey of India,

Geological Survey of India (GSI), Central Electricity Authority (CEA), Central

Soil and Materials Research Station (CSMRS), New Delhi and Central Water

and Power Research Station (CWPRS), Pune.

During 5th meeting of the Joint Group of Experts (JGE) held in March, 1991,

field data collected by both sides were exchanged and data gaps were

identified. It was decided to prepare and finalize a mutually acceptable Project

Definition Report (PDR) to outline the project parameters. Based on the data

collected by both sides, draft Project Definition Report(s) identifying the basic

characteristics of the project, its preliminary benefits and costs was prepared

by both India and Nepal independently and made available to either side for

further discussions.

During the goodwill visit of the Nepalese Prime Minister to India in December

1991, an understanding was reached between the two Countries to prepare a

Joint Detailed Project Report, at Feasibility level.

The 6th meeting of Joint Group of Experts of India and Nepal (JGE) on

Pancheshwar Multipurpose Project was held in February 1992 to discuss the

data gaps in field investigations and modalities for preparation of the Detailed



Project Report. An action plan was drawn and the work of preparation of

Detailed Project Report was assigned by distributing the subject chapters

between the two sides. The additional field investigations that were identified in

the 6th meeting of JGE were completed in December 1993. These field

investigations comprised mainly of topographical surveys, geological

explorations, seismological studies, in-situ rock tests, construction material

surveys, etc. The Indian side completed the assigned chapters and sent to His

Majesty's Government of Nepal (HMG/N) in 1994 for review. Based on the

information contained therein, a draft Detailed Project Report (DPR) was

prepared by HMG/N in 1995 and forwarded to Government of India in July/

August 1996 for their comments. After examination of the draft DPR, three

meetings of Joint Group of Experts followed by two meetings at the level of

Technical officials were held and the contents thereof were discussed to arrive

at a mutually agreed solution.

In the 11th JGE meeting held in March 1999, it was agreed in principle to

establish a Joint Project Office - Pancheshwar Investigation (JOP-PI) at

Kathmandu along with Field Offices, as required, to conduct additional field

investigations for the Re-regulating dam and studies for preparation of Detailed

Project Report jointly. Accordingly, the JPO-PI was established at Kathmandu

in December 1999. The Division office at Tanakpur and three sub-division

offices viz. at Pancheshwar for main dam, at Tamli for Rupaligad site and at

Thuligad for Purnagiri site were established in May 2000. The personnel from

both India and Nepal were deployed to conduct additional field investigations

and studies for preparation of Detailed Project Report jointly.

Due to submergence of Rangun khola valley in Nepal, the Govt. of Nepal did

not agree to locate the re-regulating dam at Purnagiri site and insisted to

construct the regulating dam at Rupaligad only to store the Pancheshwar

powerhouses’ releases during peak hours and release them from Rupaligad

round the clock, to meet the irrigation water requirement downstream. To

resolve the issue pending for last more than ten years, the Indian side agreed

to the Nepalese request to locate the re-regulating dam at Rupaligad site in the

3rd meeting of the Joint Committee on Water Resources (JCWR) held in

November, 2009 at Pokhara (Nepal).



Rupaligad dam site- downstream axis

1.5 PROJECT LOCATION

The Pancheshwar main dam site is proposed about 2.5 km downstream of the

confluence of Sarju with the Mahakali River, a primary tributary of the

Mahakali from India. Here, the Mahakali river flows in a narrow V -shaped

gorge, flanked by 45 degree slopes rising more than 1,000 m above the river

bed. A re-regulating dam is proposed downstream of main dam to even out

peaking out flows from Pancheshwar power houses for meeting irrigation water

requirement and to exploit hydro potential of the basin below Pancheshwar. For

this purpose, two alternative locations were identified; one at Rupaligad, 25 Km

downstream of main dam and other at Purnagiri, 61 Km downstream main

dam. Finally, the Rupaligad site has been selected for re-regulating dam.



An Index Map showing location of main dam and re-regulating dam is

presented in the Figure-1.1.

Figure-1.1: Index Map of the Project

The project structures, including the reservoir area, lie in Champawat,

Pithoragarh, Bageshwar and Almora districts of Uttaranchal state in India and

in Baitadi and Dharchula districts of Far Western Development Region in

Nepal. The entire area directly covered by the project structures and the

proposed reservoir is located between 29°25'0" and 29°47'30" latitude N and

79°55'0" and 80°35'0" longitude E.

1.6 MAHAKALI RIVER BASIN

The Mahakali River originates from the Lipulekh glacier at an elevation of about

7,820 m in the Himalayas. The river flows steeply through a complex sequence



of sedimentary and metamorphic rocks of the High and Inner Himalayan

physiographic provinces and then passes through the Lower Himalayan

province (Mahabharat and Siwalik ranges) before emerging onto the Gangetic

plain in the Terai region.

The Mahakali (Sarada) basin up to the Pancheshwar dam site has a total

catchment area of 12,276 km2, located between 29°20'30" and 30°35'30"

latitude N and 79°20'30" and 81°9'45" longitude E. Out of the total catchment,

an area of 9,720 km2 of the river catchment lies in India, and 4,456 km2 in

Nepal.

During its course, the river carries the flows from several major tributaries

including the Dhauli Ganga (catchment 1357 km2), Gori Ganga (catchment

2300 km2) and Sarju (catchment 4019 km2) from India and the Chamaliya

(catchment 1572 km2) from Nepal. Other minor tributaries joining the Mahakali

River below Pancheshwar dam site are Lohawati & Ladhiya Rivers from India

and Surnayagad, Rupaligad, Sirsegad & Ragun Khola from Nepal before the

river emerges onto the Gangetic plains below the Purnagiri temple near

Tanakpur town. The total drainage area up to Purnagiri temple has been

worked out to be around 14,922 sq km, out of which 10,884 sq km area lies in

India and 4,038 sq km area in Nepal.

The upper reaches of the Mahakali River and its various tributaries are

characterized by very steep drops. For instance in the first 100 km reach, the

river drops over 4900 m. In its middle and lower reaches it flows through

relatively gentle gradients providing favorable terrain for storage projects.

1.7 ACCESS

At present, the only access by road to the project area is through India. The all

weather 40 km long road from Lohaghat to the Mahakali River at Pancheshwar

was constructed by the State Public Works Department in 1971 to facilitate the

field investigations of the dam project taken up by the Indian side.

It is proposed to use the existing Tanakpur – Lohaghat - Pancheshwar road

(about 130 km) as the main access through India, for the pre- construction

activities of the project. The last portion of this road, approaching the actual

dam site that would eventually be submerged by the reservoir would be

suitably relocated according to the requirement of the permanent project

structures and of the construction planning.

At present, access to the site from Nepal is possible only by helicopter or by a

two-day, 60 km trek from the Patan village. The only existing vehicular access



to the far western development region of Nepal from the rest of the country is

the East - West Highway. The Dhanghari - Dadeldhura - Patan - Baitadi feeder

road connects the project area to the East- West highway.

In order to gain access through Nepal for the transportation of construction

equipment, machinery, materials, etc. for the project; and for transport of

generating equipment to the Pancheshwar and Rupaligad Re-regulating dam

sites, a new road from Brahmdev to Pancheshwar along the left bank of

Mahakali River has been envisaged and detailed field investigations including

cost estimates have been undertaken by the Project Authority.

1.8 PROJECT FEATURES

As presently conceived, the project includes the following main structures:

A main rock fill dam at Pancheshwar, 315 m high from the deepest

foundation level, forming about 80 km long reservoir, with a surface area

of 116 km2 and a total gross storage volume of about 11.35 billion m3;

Spillway on the left bank (Nepal side of the river), designed to safely

discharge the estimated maximum river flow;

Two underground powerhouses, one on each bank, having a total

installed capacity of 4800 MW (2400 MW capacity on each bank);

A re-regulating dam downstream at Rupaligad site to even-out main dam

releases to achieve continuous river flow conditions;

Two Underground power houses at re-regulating dam having a total

installed capacity of 120 MW each.

The project will generate a total of 7678 GWh dependable power every

year at main dam complex; that will meet a substantial part of the energy

and peak power demand of the Northern India. The project would also

simultaneously cover the medium and long term energy requirements of

Nepal. In addition, 1438 GWh of dependable power would be generated

annually at Rupaligad dam power stations.

At the same time, the project will regulate the natural river flow, allowing

year round irrigation of agricultural land in the Kanchanpur District in

Nepal, and meeting the existing and future water requirements of the

Indian irrigation systems. It is expected that an additional irrigation

potential of 1.70 lakh hactare in Nepal and 2.59 lakh hactare in the

Indian side would be created with augmented river flows in the post-

Pancheshwar scenario.

In addition, the project will have an incidental flood mitigation effect, reducing

risk of flooding along the lower course of the Mahakali (Sarada) river, both in



the Nepalese and Indian territories. It is expected to protect low lying areas in

Chandani-Dodhara villages along the west bank of Mahakali River in Nepal.

Further, around 10,000 hectare of area of district Pilibhit and 90,000 hectare in

the district Lakhimpur Kheri in Uttar Pradesh (India) are inundated almost every

five years in the Sarada basin due to floods in a stretch of 60 km of the river

which would get protection from floods of 25 years frequency, in the post-


1.9 LEGAL AND POLICY FRAMEWORK

Under the Environmental Protection Act (EPA), 1986, various

rules/notifications/acts have been promulgated to control pollution and manage

environmental issues. EIA Notification, 2006 imposes certain restrictions and

prohibitions on new projects or activities, or on the expansion or modernization

of existing projects or activities based on their potential environmental impacts.

These project categories are listed in the notification and clearance process

defined based on their capacities to obtain prior environmental clearance. State

Pollution Control Boards issue NOCs and “Consent” under Air and Water Act

for various projects.

1.9.1 Environmental Clearance

The proposed Pancheshwar Multipurpose Project (4800+240 = 5040 MW) is a

Category A project (> 50 MW), as per item 1 (c) of Schedule attached to EIA

notification of September 2006 and requires Environmental Appraisal from the

Ministry of Environment,Forest & Climate Change (MoEF&CC), Government of

India.

The appraisal process involves three stages:

Scoping

Public Consultation

Appraisal

Scoping: An application for scoping was submitted to MoEF&CC in the month

of March, 2015 for issuance of Terms of Reference (TOR) to undertake EIA

study. Subsequently, a presentation was made before Expert Appraisal

Committee (EAC) for River Valley and Hydroelectric Projects of Ministry of

Environment, Forest & Climate Change (MoEF&CC) for Prior Environmental

Clearance (Scoping) on 24. 04.2015 and 02.05.2016 and same was accorded

by Ministry of Environment, Forest & Climate Change (MOEF&CC) in 93rd EAC

(River Valley & Hydroelectric Projects) meeting held on 2nd May, 2016. A copy

of the approved Terms of Reference is enclosed as Annexure-I.



Public Consultation: On completion of Draft EIA report and its executive

summary, Public consultation is to be organized by Uttarakhand Environment

Protection and Pollution Control Board(UEP&PCB). The outcome of the Public

Consultation process in the form of report detailing the proceedings and video

of the entire event shall be submitted to MoEF&CC by UEP&PCB.

Appraisal: On completion of Public Consultation process, incorporation of

suggestions, if any during the public consultation, final report alongwith the

integrated EIA Report covering India& Nepal portion is to be prepared,

submitted and presented to the Expert Appraisal Committee for River Valley

and hydroelectric projects at MoEF&CC for final approval.

1.9.2 Forest Clearance

As per the Indian Forest Conservation Act, 1980, in case the diversion of forest

land is more than 40 ha the MoEF&CC is empowered to give the forest

clearance on the basis of recommendations of Forest Advisory Committee

(FAC). The forest land to be acquired for submergence of Pancheshwar

Multipurpose dam and Rupaligad Dam is about 1521.68 ha and 61.23 ha

respectively. The total forest land required for the project is 182.89 ha or 1583

ha. Hence, Forest Clearance is required to be obtained from the MoEF&CC.

1.9.3 Wildlife Clearance

As per the Indian Wildlife Protection Act, 1972, in case distance of project or

project appurtenances are coming within the 10 km distance from the boundary

of wild-life sanctuary, a wildlife clearance is required to be obtained from the

competent authority. The project is located around 80 km away from the Askot

Musk Deer Wildlife Sanctuary; however, the distance from the tip of the

submergence in Pithoragarh district are coming within 300 m from Askot Musk

Deer Wildlife Sanctuary. Hence, the Wildlife Clearance is required to be

obtained from the National Board for wildlife (NBWL).

1.10 OUTLINE OF THE REPORT

The document for the Comprehensive EIA study for the proposed Pancheshwar

Multipurpose project has been presented in three volumes as listed below:

Volume-I: Environmental Impact Assessment (EIA) study Report

Volume-II: Social Impact Assessment Study (SIA) Report

Volume-III: Environmental Management Plan.

The present document (Volume-I) outlines the findings of the EIA study for the

proposed Pancheshwar Multipurpose project, based on the findings of three

seasons studies.



The contents of the document are organized as follows:

Chapter-1: Delineates an overview of the need for the project. The policy, legal

and administrative framework for environmental clearance has been

summarized. The objectives and need for EIA study too have been covered.

Chapter-2: Provides a brief description of the proposed Pancheshwar

Multipurpose project.

Chapter-3: Outlines the construction Methodology to be adopted for the

project.

Chapter-4: Presents the methodology adopted for conducting the CEIA Study

for the project.

Chapter-5: Covers the hydrological aspects of the proposed Pancheshwar

Multipurpose Project.

Chapter-6: Presents the geological aspects of the proposed Pancheshwar

Multipurpose project. This is an abstract of the geological studies conducted in

the DPR prepared for the proposed Pancheshwar Multipurpose Project.

Chapter-7: Outlines the irrigation planning of the project.

Chapter-8: Covers the environmental baseline conditions covering physical

aspects of environment. The baseline study involved both field work and review

of existing documents, which is necessary for identification of data which may

already have been collected for other purposes. The Chapter outlines the

findings of the field studies conducted for three seasons.

Chapter-9: Presents the aspects related to vegetation/flora for the Study Area.

The study is based on collection of data from various secondary data sources.

As a part of the Comprehensive EIA study, detailed field studies was conducted

for three seasons. The findings of the survey were analysed and have been

described in this Chapter.

Chapter-10: Presents the information related to faunal aspects of the Study

Area. The study is based on collection of data from primary as well as various

secondary sources.



Chapter-11: Delineates information pertaining to aquatic ecological aspects of

the Study Area. The findings presented in this Chapter are based on three

season field studies and review of data from various secondary sources.

Chapter-12: Presents information on fisheries in the Study Area. The findings

presented in this Chapter are based on three season field studies and review of

data from various secondary sources.

Chapter-13: Describes the anticipated positive and negative impacts as a

result of the construction and operation of the proposed Pancheshwar

Multipurpose project on physico-chemical and ecological aspects of

environment. The impact prediction exercise is essentially a process to forecast

the future environmental conditions of the project area that might be expected

to occur as a result of the construction and operation of the proposed project.

An attempt was generally made to forecast future environmental conditions

quantitatively to the extent possible. But for certain parameters, which cannot

be quantified, general approach has been to discuss such intangible impacts in

qualitative terms so that planners and decision-makers are aware of their

existence as well as their possible implications.

CHAPTER-2 PROJECT DESCRIPTION


Chapter 2: Project Description Page 1

CHAPTER-2

PROJECT DESCRIPTION

2.1 GENERAL

The Pancheshwar dam project is a bi-national project, primarily aimed at energy

production. In addition, it would enhance the food grains production in both the

countries by providing additional irrigation resulting from the augmentation of

dry season flows. Due to moderation of flood peaks at reservoir(s), incidental

flood control benefits are also envisaged from the project.

The Pancheshwar dam site is located near the Pancheshwar temple which is

about 2.5 km downstream of the confluence of River Mahakali with the Sarju

River. A re-regulating dam is also proposed downstream of the main dam to even

out peaking flows released from Pancheshwar power houses for meeting

downstream irrigation water requirement. For this purpose, two alternative

locations were identified; one at Rupaligad, 27 km downstream of the main dam

and another at Purnagiri, 61 km downstream of main dam. Finally, the Rupaligad

site was agreed by the two sides for locating the re-regulating dam in the 3rd

meeting of Joint Committee of Water Resources (JCWR) held in November 2009

at Pokhara (Nepal). The project includes the following main structures:

A main Rockfill 311 m high dam across the Mahakali river, forming an a

submergence area of around 116km2 (at El 680 m) with a gross storage

volume of about 11355 Mm3;

Spillway on the left bank, designed to safely discharge the estimated

Probable Maximum Flood (PMF=23,500 cumec);

Two underground power houses at Pancheshwar dam site, one on each

bank;

A re-regulating dam downstream to re-regulate the power releases from

Pancheshwar dam to meet irrigation water requirement in the downstream.

Two underground powerhouses at Rupaligad re-regulating dam.

The entire project will generate about 9116 GWh per year that will meet a

substantial part of the energy and peak power demand of the Northern India. The

project can also simultaneously cover the medium and long-term energy

requirements of Nepal.



At the same time, the project will regulate natural river flow, allowing year round

irrigation of agricultural land in the Kanchanpur District in Nepal, and meeting the

future water requirements of the irrigation systems in India fed through Lower

Sarada Barrage. In addition, project will have a significant flood mitigation effect,

reducing the risk of flooding along the lower course of the Mahakali (Sarada) river,

both in the Nepalese and Indian territories.

It is also stipulated under the Article -1 (2) of the Treaty that, India shall maintain a

flow of not less than 10m3/s (350 cusec) downstream of the Sarada Barrage

(Banbasa) in the Mahakali River to maintain and preserve the river eco-system.

Further, under the Article-7 of the Treaty, local communities living along both sides

of the Mahakali River shall have the right use to the Mahakali waters, not

exceeding five (5) percent of the average annual flow at Pancheshwar. In addition,

India shall supply 10 m3/s (350 cusecs) of water for irrigation of Dodhara-Chandani

area of Nepalese Territory, under the Article-4 of the Treaty.

The cascade development of projects in Mahakali river is depicted in Figure-2.1.

Figure-2.1: Mahakali River Upstream and downstream development



2.2 PANCHESHWAR DAM PROJECT

Mahakali River - Main dam at Pancheshwar and Re-regulating dam 27 km further

downstream near Tamli. The Pancheshwar envisages to construct 311 m high,

814.0 m long rock fill dam across Mahakali river gorge 2.5 km d/s of Saryu-

Mahakali confluence near Pancheshwar, with two underground powerhouses

(Installed capacity 6X 400 MW each with total generation of 4800 MW) on either

bank. Rupaligad Re-regulating Dam would consist of 95 m high concrete dam with

two underground powerhouses on either bank (Installed capacity 2X60 MW each

with total of 240 MW).

The two underground powerhouse cavities (59.00m H x 23m W x 290.00m L) are

located in the left and right abutments.

A re-regulating dam downstream of the main dam is also proposed to even out

powerhouse releases to achieve continuous river flow conditions to meet irrigation

water demands in the downstream. The re-regulating dam has been envisaged at

Rupaligad site, of a height of around 95 m from the deepest foundation and having

two power houses, one on each bank, of a total installed capacity of 240 MW.

The Project will generate more than 7678 GWh of dependable power energy at

main dam complex and 1438 GWh at Rupaligad dam site.

The Project will regulate the natural river flow, allowing the year round irrigation of

agriculture land in the existing Sarada command in India and the Kanchanpur

District in Nepal, meeting the existing and future water requirements of Indian and

Nepal irrigation system.

In addition, the project will have an incidental flood mitigation effect, reducing the

risk of flood along the lower course of the Mahakali (Sarada) River, both on the

Nepalese and the Indian territories.

The salient features of Pancheshwar Dam Complex are given in Table-2.1. The

layout map is enclosed as Figure-2.2.



Figure-2.2: General Layout Plan of Pancheshwar Dam Complex



Table-2.1: Salient Feature of Pancheshwar Dam Complex (4800 MW)

A. LOCATION

1. Country India and Nepal

Champawat / Uttrakhand

Baitadi / Nepal

2. River Mahakali

3. Main Pancheshwar dam Near Pancheshwar Temple

Longitude L/B, Nepal 80o 15’ 5”

R/B, India 80o 14’41”

Latitude L/B, Nepal 29o 25’ 40”

R/B, India 29o25’53”

4. Re-Regulating dam at

Rupaligad

27 km downstream of Pancheshwar

dam

Longitude L/B, Nepal 80o 12’ 6.15”

R/B, India 80o 12’ 14.63”

Latitude L/B, Nepal 29o 07’ 38.81”

R/B, India 29o 07’ 55.78”

B. HYDROLOGY

1. Drainage area of the river at

Pancheshwar dam Site

12,276 km2

9861 km2 (India)

2415 km2 (Nepal)

2. Average Annual Rainfall 1996.5 mm ( 1962-2012)

3. Average Annual Yield 582 m3/s (Pancheshwar)

4. 75% Dependable Annual

Discharge

16128 Mm3 (Pancheshwar)

5. Probable Maximum Flood

(PMF)

23,500 m3/s (Pancheshwar)

6. Design Flood for diversion

(1000-year return period)

16,652 m3/s (Pancheshwar)

7. Annual sediment Load 58.18 Mm3/year

C. PANCHESHWAR DAM

1. Main Dam Rockfill with clay core

a. River bed level E.L. 410.00 m



b. Deepest Foundation Level E.L. 380.00 m

c. Top of dam E.L. 691.00 m

d. Height of dam 311.00 m

e. Length of dam at top 814.00 m

f. Upstream slope 3.5 (H):1 (V)

g. Downstream slope 2 (H) : 1 (V)

h. Top Width 20.00 m

i. Full Reservoir Level E.L. 680.00 m

2. Coffer Dams

a. Type Rockfill

b. Crest level of upstream

Coffer dam

461.00 m

c. Crest of downstream Coffer

dam

436.00 m

d. Height of U/S Coffer dam 81 m from Bed Rock

e. Height of D/S Coffer dam 56 m from Bed Rock

3. Spillway

a. Type Gated Chute

b. Crest length 185.5 m

c. Crest level E.L. 658 m

d. Invert level of Plunge Pool E.L.347.00 m

e. Energy Dissipater Trajectory Bucket Type

4. Diversion Tunnels

a. Numbers Six (3 on each side)

b. Diameter & Shape 14 m, Circular

c. Inlet level 410.00 m

d. Outlet level 397.00 m

5. Main Reservoir

a. Full Reservoir Level 680.00 m

b. Minimum Draw Down Level 615.00 m

c. Dead Storage 5317 Mm3

d. Submergence area of

Pancheshwar reservoir

116 km2 (Total)

76 km2 (India)

40 km2 (Nepal)



e. Gross capacity 11355 Mm3

f. Live Storage 6038 Mm3

g. New Zero Elevation after

100 year

El. 511 m

h. Submergence due to

Pancheshwar dam

Villages 123 villages (In Pithoragarh, Almora &

Champawat Districts of India)

25 VDCs and one Municipality in

Darchula & Baitadi Districts in Nepal

6. Power Intake

a. Numbers Six ( 3 on each bank)

b. No. of gates 12 (Service gate) + 12 (Emergency

Gate)

c. Size 7.2 m (W) x 8.7 m (H)

d. Invert level EL. 587.40 m

e. Center line of intake EL. 600.0 m

7. Down Stream Surge

Galleries

a. Numbers Four (2 nos. on each side)

b. Size 90 m (L) X 20 m( W) X 60 m (H)

8. Pressure Tunnels (Vertical +

Horizontal)

a. Number Six (3 nos. on each side)

b. Type Steel Lined

c. Finished Diameter 8.70 m

d. Invert level at inlet EL 596.00.m

e. Design Discharge 368 m3/s of each tunnel

9. Power Houses

a. Number & Type Two (one on each side), Underground

b. Size 290 m (L) x 23 m (W) x 59 m (H) on

each bank

c. Installed capacity 12 x 400 MW

d. Transformer cavern 224 m (L) x18.5 m (W) x32 m (H) on

each bank

e. No. of Vertical drop shafts Six (3 on each side)



Diameter 8.70 m

Height 188.2 m each

f. Maximum Tail Water Level

(at PMF)

El. 435.00 m

g. Normal Tail Water Level El.420.70 m

h. Minimum Tail Water Level El.419.30 m

10. Tail Race Tunnels

a. Numbers, Diameter & Type Four – two on each side; of dia10m,

Circular

b. Invert level at outlet EL 397.00 m

11. Draft Tube Tunnels

a. Numbers, Diameter & Type 12 (six on each side) of dia 7.00 m,

Circular Elbow

b. Invert Level EL 402.00 m

12. Main Generating Plant

12.1 Turbines

a. Type of turbines Francis

b. Rated Output 406 MW

c. Net rated / design head 235 m

d. Synchronous speed 166.67 rpm

e. Efficiency at Rated head &

output

94.5 %

f. Specific speed 134.5 m-kW

g. Design discharge 184 m3/s

h. Normal / Min. TWL EL. 420.7 m / 419.3 m

i. Type of Draft tube Cylindrical

12.2 Main Inlet Valves

a. No.& Type of valve Six- Bi-plane Butterfly on each side

b. Diameter 5.00 m

c. Design head 375 m

d. Max. operating flow 184 m3/s

13. Generator

a. No. & Type Six - Semi-umbrella on each side

b. Rated Output 400 MW

c. Max. output 440 MW



d. Short circuit ratio 1.1

e. Terminal Voltage 21 KV

f. Power Factor 0.85

g. Efficiency at Rated full load 98.5 %

h. Stator Diameter 9.68 m

i. Stator Height 8.60 m

j. Rotor Diameter 7.80 m

k. Rotor weight 763 T

l. Generator F.P. System Water

13.1 Isolated Phase Bus Duct

a. Rating 24/16000 kV/Amp.

b. Generator Circuit breaker

rating

Not provided

14. H.V. Equipment

14.1 Generator Transformers

a. No. & Type 40, 1-Phase

b. Rated capacity 519 (3x173) MVA

c. Cooling ODWF/OFWF

14.2 H.V. Switchgears

a. Type SF6 GIS Double bus bar

b. Voltage Rating 400 KV

c. No. of GIS bays 11 on each bank

14.3 H.V. Cables /GITL

a. Means of power evacuation GITL

b. No. of Circuits, voltage

rating

3, 400 KV

14.4 Reactor

a. No. & Type 2 nos., 3-phase

b. Capacity & Voltage rating 80 MVAr, 400 KV

15 Mechanical Aux. Systems

15.1 EOT Cranes

a. Nos. & capacity of cranes

for PH

2 no. of 400 / 80/10 T on each bank

b. Span 21 m



c. Nos. & capacity of cranes

for MIV cavern

1 no.,150 T on each bank

15.2 Lifts

a. No. & capacity of lifts in

P.H. & Tr. Hall caverns

5 nos. of 10 persons capacity each

16. Power Benefits

a. Pancheshwar Power Plant

i. Firm Power 767.27 MW

ii. Load Factor 18.26%

iii. Annual Generation (90%

dependable year)

7678 GWh

b. Rupaligad Power Plant

i. Firm Power 133.80 MW

ii. Load Factor 68.42 %

iii. Annual Generation (90%

dependable)

1438 GWh

17. Estimated Cost of the Project

(2015 price Level)

a. Pancheshwar Dam

i. Civil Works INR 241,492 Million

ii. E-M Works INR 53,338 Million

iii. Total Cost INR 294830 Million

b. Rupaligad Dam

i. Civil Works INR 31,250 Million

ii. E-M Works INR 5,000 Million

iii. Total Cost INR 36,250 Million

c. Combined

i. Total Cost INR 331,080 Million

ii. Cost Chargeable to Power INR 264,825 Million

iii. Cost Chargeable to

Irrigation

INR 66,225 Million

Source: DPR



2.3 RUPALIGAD DAM AND POWER PLANT

As per the provisions in Mahakali treaty, the proposed power stations at the

Pancheshwar would be operated as peaking station to maximize power benefits to

the power system of India and Nepal. To even out the fluctuations in the releases

due to peaking operation of the Pancheshwar power Stations, a downstream re-

regulating dam with adequate storage capacity needs to be constructed to provide

continuous river flows downstream. A re-regulating structure at Rupaligad with

adequate pondage has been proposed.

As per the DPR, based on the updated survey & investigations, a new dam site

was selected d/s of the earlier site. The FRL for Rupaligad re-regulating dam has

been adopted as 420m considering tail water level of Pancheshwar dam. In

addition to topographical and geological considerations, the dam axis is selected

at the nearest possible location from the Pancheshwar dam where it can provide a

live storage of 56.43 Mm3 for at least 4 hr peaking corresponding to 4800 MW

plants.

2.3.1 Rupaligad Concrete Gravity Dam

The Rupaligad dam intercepts a total catchment area of 13,490 km2 and

envisages construction of a concrete gravity type dam of 95 m high above the

deepest foundation level and 265 m long at the top of dam. The overall length of

the non-overflow section of the dam is 73.50 m extending on both the flanks of the

spillway. The overflow section of the dam is 192m long. The dam top has been

kept at EL.428.00m.

The dam would provide a gross pondage of 81.25 Mm3 and live pondage of 56.43

Mm3 between MDDL +400.00m and FRL +420.00m to enable the re-regulation

envisaged under the project.

The salient features of Rupaligad regulating dam are given in Table-2.2. The

project layout map is enclosed as Figure-2.3.



Figure-2.3: General Layout Plan of Rupaligad Re- Regulating Dam Complex



Table-2.2: Salient Features of Rupaligad Re-regulating Dam Complex (240MW)

A. LOCATION

a. Countries India and Nepal

b. Districts Champawat, Uttrakhand, India, Baitadi,

Nepal

c. River Mahakali

d. Dam Axis 1070 m downstream of Rupaligad Nalla

confluence

e. Power House Two nos. powerhouse – one on each

bank

f. Rupaligad Dam Longitude, L/B 800 18' 25.07'' (Nepal)

R/B 800 18' 15.75'' (India)

Latitude, L/B 290 16' 55.761''

(Nepal)

R/B 290 16' 55.711'' (India)

B. HYDROLOGY

a. Catchment area up to Dam

site

13,490 km2

b. Average annual rainfall 1938 mm

c. Average Annual Discharge 618.60 m3/s

d. Probable Maximum

Flood(PMF)

27700 m3/s

e. Annual Sediment Load 5.83 Mm3 (95% Trap Efficiency at

Pancheshwar)

C. RUPALIGAD RESERVOIR

a. Full Reservoir Level (FRL) EL 420.00 m

b. Minimum Draw Down

Level (MDDL)

EL 400.00 m

c. Submergence Area 396.00 Ha.

d. Gross Capacity 81.25 Mm3

e. Live Storage 56.45 Mm3

f. Dead Storage 24.80 Mm3

g. Maximum Water Level

(MWL)

EL 424.00 m

D. RE-REGULATING DAM

a. Type Concrete Gravity dam

b. Average river bed level EL 361.00 m

c. Deepest foundation level EL 333.00 m

d. Crest Level (Top of the

Dam)

EL 428.00 m



e. Height of Dam 95 m

f. Length of Dam at top 265 m

g. Width of Dam at top 8.00 m

E. SPILLWAY

a. Type Sluice Spillway with Bucket Trajectory

b. Length of spillway portion

(Overflow)

192.00 m

c. Crest Gates 12 Nos Radial of 9.50 m (W) x 14.50 m

(H) each

d. Design Discharge 27700 m3/sec

e. Crest level EL 386.00m

f. Full Reservoir Level EL 420.00 m

F. INTAKE STRUCTURES

a. Type Bell Mouth

b. No. Of Intake 4 No. (2 on each bank)

c. No. Of Openings 8 No. (4 on each bank)

(2 openings converge into one HRT)

d. No. of Gates 8 No. (4 on each bank)

e. Size of Opening 3.0 m (H) X 5.53 m (W)

f. Centre Line of Intake EL 392.00 m

g. Invert Level of Intake EL390.50 m

G. DIVERSION TUNNELS

a. Number Two no.(1 on each bank)

b. Design flood for Diversion 2000 m3/s (1000 m3/s on each side)

c. Shape and size Circular, 12.00m

d. Invert Level at Inlet EL.366.00m

e. Invert Level at outlet EL.361.00m

H. COFFER DAMS

Upstream Coffer Dam

a. Type Concrete

b. Top Width 6 m

c. Top Level EL.385.00m

d. Foundation Level EL.361.00 m

e. Height 24 m

f. Length at top 163 m

Downstream Coffer dam

a. Type Rockfill

b. Top Width 7 m

c. Top Level EL.377.00m

d. Foundation Level EL.360.00m



e. Height 17 m

f. Length at top 110 m

I. HRT (Steel Lined)

a. No. of HRT 4 No. (2 on each side)

b. Design Discharge 150.00m3/s each

c. Shape and size Circular, 6.5 m dia.

d. Centre Line of HRT at

Intake

EL392.00m

e. Invert Level at Inlet EL 390.50m

J. POWER HOUSE CAVERNS

a. No. and Type Two nos.(1 on each bank), Underground

b. Size 24.00 m (W) x 49.50 m (H) x 112.00 m

(L)

c. Service Bay Level EL 366.00 m

d. Type of Draft Tube gate Bonneted type

e. Size of Draft Tube Gate 7 m (H) X 6 (W)

K. TRANSFORMER CUM GIS HALL CAVERN

a. Type Underground

b. Size 19.00 m (W) X 31.00 m (H) X 75.00 m(L)

L. GENERATING EQUIPMENT

a. Type of turbine Kaplan

b. No. of Turbines Four ( Two on Each Side)

c. Unit Spacing 28.00 m

d. Net rated / design head 44.00 m

e. Rated Output 60 MW

f. Synchronous speed 150 rpm

g. Max. / Min net head 50.70m / 30.70 m

h. Runner throat diameter 4.80 m

i. Efficiency at Rated head &

output

95 %

j. Normal Operating / Min.

TWL

367.00m/ 363.00m

k. Design Discharge 150 m3/sec.

MAIN INLET VALVE

a. No.& Type of valve Two nos., Bi-plane butterfly

b. Diameter 5.5 m

GENERATORS

a. No. & Type Four (Two nos. on each bank),

Semi-umbrella type

b. Rated Output 60 MW/ 71 MVA

c. Max. output 66 MW/ 78 MVA



d. Terminal Voltage 11 kV

e. Power Factor 0.85

f. Efficiency at Rated full load 98.5 %

TRANSFORMER CUM GIS

a. No. & Type of Transformer 2 nos., 3 F

b. Rated capacity 78 MVA

c. Voltage Ratio 11/220 kV

M. TAIL RACE TUNNEL

a. Design Discharge 150.00m3/s each

b. Numbers Four nos. (2 on each bank)

c. Size and Shape 7.0m dia, Circular

d. Invert Level at outlet Portal EL 362.0m

N. POTHEAD YARD

a. Area 85m X 32.5m

b. Elevation EL 420.00m

O. CABLE TUNNEL

a. Type Underground

b. Size and Shape 6.5 m X 6.5 m, D-shaped

P. ENERGY GENERATION

a. Installed Capacity & Type 240 MW, Base Load

b. Annual Generation 1438 GWh

c. Annual Load Factor 68.42 %

Q. ESTIMATED COST

Civil Works INR 31,250 Million

E & M Works INR 5,000 Million

Total INR 36,250 Million (Say)

Source: DPR



2.4 LAND REQUIREMENT

The Pancheshwar MPDP and Rupaligad Re-regulated Dam involve two-nations,

viz., India and Nepal. Thus, about 9,100 ha and 5000 ha of land is likely to be

acquired in India and Nepal respectively, for various project appurtenances.

Hence, a total area of 14,100 ha will be required for construction of various project

appurtenances of Pancheshwar Multipurpose Project. Table- he break-up of total

land required in both the nations is given in Table-2.3.

Table- 2.3: Land Required for Pancheshwar Multipurpose Project

S. No. Description of Area’s Pancheshwar (ha) Rupaligad (ha) Total

(ha) India

Nepal

India

Nepal

1 Muck Disposal Area 50 17 20 5 92

2 Quarry site Area

a) Clay 500 0 0 0 500

b) Shell Material 150 210 0 0 360

c) Coarse Aggregate 0 0 30 0 30

3 Infrastructure facilities 310 295 20 20 645

4 Project components 100 150 30 30 310

5 Road & stockpiling 70 55 20 10 155

6 Reservoir Area 7,600 4,000 200 208 12008

Total 8,780 4,727 320 273 14,100

Source: DPR

2.5 QUARRYING OPERATIONS

The construction material requirement for Pancheshwar Complex and Rupaligad

Complex are given in Table-2.4. The location of Quarry Areas is shown in Figure-

2.4.



Table-2.4: Construction Material Requirement for Pancheshwar Complex and

Rupaligad Complex

S. No. Type of Material Quantity

Required (Mm3)

Source of Material

A. Pancheshwar Complex

1. Impervious Core 13.18 Harkhera area (Indian side)

2. Filter Material 4.69 Common Excavation

3. Shell Materials 120.00 River bed material

4. Concrete- coarse and fine

aggregates

2.88 Leopard Quarry

Tiger & Little Elephant Quarry

Rock excavation - 47.862 Mm3

B. Rupaligad Complex

1. Concrete- coarse and fine

aggregates

1.8 Birmola

U/s of dam axis

D/s of Dam axis

Source: DPR

Figure-2.4: Location of Quarry sites



2.6 MUCK GENERATION

The total quantum of muck to be generated as a result of various project related activities, construction of dam, HRT and Powerhouse is 53.98 Mm3 and 2.91 Mm3

for Pancheshwar and Rupaligad projects respectively. For Pancheshwar Dam Complex, about 85% of the muck (0.85*53.98x1.4) 64.26 Mm3 generated shall be used and about 11.33 Mm3 of muck shall be disposed for which an area of 79 ha has been earmarked. The capacity of the muck disposal site is 11.6 Mm3. For Rupaligad Dam Complex, about 25% of the muck (0.25*2.91 x 1.4) 1.02 Mm3 of muck generated shall be used and about 3.05 Mm3, (considering swelling factor of 40%) of muck shall be disposed for which an area of 20.5 ha has been earmarked. The capacity of the muck disposal site is 3.05 Mm3.

2.7 CONSTRUCTION OF NEW ROADS AND BRIDGES

2.7.1 Construction of Haul Roads

For transportation of excavated materials to muck disposal areas, transportation of

fill material to project site from borrow areas/quarries, transportation of various

equipment and other materials. The length of haul roads for Pancheshwar dam

and Rupaligad dam are given in Table-2.5 and 2.6 respectively.

Table-2.5: Length of Haul Roads for Pancheshwar dam

S. No. Parameters Length of Haul roads

(km)

1. Tiger Quarry to dam site 7

2. Clay Borrow area to dam site 14

3. Binayak Borrow area to dam site 8

4. Muck disposal areas to dam site 5

5. Haul road for aggregate processing plant 3

6. Haul road for spillway 2

7. From main access road to other areas on left

& right bank

5

8. Dam site to Batching Plant & Workshops etc. 6

Total 50

Source: DPR



Table 2.6: Length of Haul Roads for Rupaligad dam

S. No. Parameters Length of Haul Roads

(km)

1. Road from dam site to various quarry sites 4

2. Road from dam site to muck disposal area on Indian

side

4

3. Road from dam site to muck disposal area on Nepal

side

2

4. Other miscellaneous road to various work site 5

Total 15

Source: DPR

2.7.4 Service Roads

The service roads shall connect the various residential colonies, office complexes,

contractor’s camps and other service utilities in the project area including re-

regulating dam site.

The service roads to be constructed for Pancheshwar and Rupaligad dams are

given in Tables-2.7 and 2.8 respectively.

Table-2.7: Length of Service Roads for Pancheshwar dam

S. No. Parameters Length of roads (km)

1. Office complex at Nidil (India) 5

2. From main access road on right bank to various

structures of the project

3

3. Road for Gajwal (India) 4

4. For Residential complex at Gureli 5

5. For Residential complex at Siunori (Nepal) 5

6. Road for construction facility area at Kaikot (India) 4

7. Road for construction facility area at Shalla (India) 4

8. Road for construction facility area at Chamtada (Nepal) 4

9. Road for construction facility area at Dhamkani (Nepal) 4

10. Road for office complex at Lek (Nepal) 5

11. Road for residential complex at Paladi (Nepal) 5

12. Road for schools, police station, fire station etc. 5

13. Road for water supply scheme sites 8

14. Road from main access road on left bank to

various structures & bridge site

7

Total 73

Source: DPR



Table 2.8: Length of Service Roads for Rupaligad dam

Sr. No. Parameters Length (km)

Right Bank

1. Link road from Brahmadev – Rupaligad Road 2

2. Roads for office complex & residential complex

at Bajkot

1

Left bank

3. Link road from Brahmadev – Rupaligad Road 2

4. Roads for office & residential complex at

Sukalikhet village

2

5. Roads for construction facility area upstream of

dam

2

6. Misc. roads to various structures on both sides

and to water supply scheme etc.

6

Total 15

Source: DPR

2.7.3 Construction of New Bridges

Keeping in view the magnitude of project, the following five bridges will be

constructed for facilitating smooth construction, transportation of men, materials

and equipment and later on for operation & maintenance of the project.

2.7.3.1 Permanent Bridges

(a) At Pancheshwar : A permanent bridge will be constructed across the Mahakali

river of 150 m span below downstream of coffer dam at Pancheshwar for

transportation of E&M equipment from the left bank road to the right bank Power

House with 70R specifications.

(b) At Rupaligad: A permanent bridge will be constructed across the Mahakali

river of 150 m span below downstream of coffer dam at Rupaligad for

transportation of E&M equipment from the left bank road to the right bank with 70R

specifications.



2.7.3.2 Bailey Suspension Bridges

(a) At Pancheshwar: A temporary bridge of 150 m span is proposed across

Mahakali River just upstream of the upstream coffer dam at Pancheshwar for

construction stage only and shall be dismantled after the dam construction is over

before reservoir filling.

(b) At Rupaligad: Another temporary bridge of 150 m span is proposed across

Mahakali river just upstream of the upstream coffer dam at Rupaligad for

transportation of men and materials during construction of the project and shall be

dismantled after the dam is completed before reservoir filling.

2.7.3.3 Bailey Suspension Bridge across River Sarju

A temporary bridge of 120 m span may also be required during construction

across river Sarju near its confluence with river Mahakali for connecting the

construction facility area/ contractor’s colony on the left bank of Sarju River. This

bridge shall also be dismantled before reservoir filling.

2.8 PROJECT COLONIES AND CONSTRUCTION FACILITIES

The Project Colonies shall comprise of the offices, residential and non-residential

accommodation.

2.8.1 Project Colonies and Construction Facilities at Mahendra Nagar

The Head Quarter of Pancheshwar Development Authority (PDA) is kept at

Mahendra Nagar (Nepal). It is estimated that floor area 800 m2 of permanent and

320 m2 of temporary office accommodation shall be required for 50 officers and

their office staff.

In addition, residential colony for Pancheshwar Development Authority (PDA) at

Mahendra Nagar shall be built comprising of permanent quarters (4400 m2),

temporary quarters (2100 m2) and bachelor’s accommodations with 600 m2 area to

accommodate the officers and staff posted at Mahendra Nagar. The total land

required shall be of the order of 4.0 ha.



2.8.2 Project Colonies and Construction Facilities at Pancheshwar dam

2.8.2.1 Office Complexes

a) Office complex at Nidil Village (Right Bank)

The project office on right bank shall be established at Nidil village where in floor

area 2800 m2 of permanent and 1220 m2 of temporary office accommodation shall

be constructed to accommodate 207 officers and their office staff.

b) Office complex at Lake Village (Left Bank)

The office complex on left bank is proposed to be established at Lake village

where in 2800 m2 of permanent and 1200 m2 temporary office accommodation

shall be constructed to accommodate 204 officers and other office staff.

The total office accommodation and land required at the Pancheshwar dam site is

summarized in Table-2.9.

Table 2.9: Total land required for office accommodation for Pancheshwar

S. No. Place Permanent Temporary Total Land (m2)

A. Nidil village 2800 m2 1220 m2 7000 + 6100 = 13100

B. Lake village (Nepal) 2800 m2 1220 m2 7000 + 6000 = 13000

Total 26100 m2 say 3 ha

Source: DPR

2.8.2.2 Residential Colonies

a) Residential Colony at Pancheshwar site on Right Bank

It is proposed to establish residential colonies at right bank at the places i.e. at

Gureli/ Banga and at Gajwal. At Gureili/ Banga area 50 no (2000 m2) bachelor

accommodation, 75 no. permanent quarters with an area of 15000 m2 permanent

quarters and 47 no. with an area of 9200 m2 temporary quarters shall be

constructed for accommodating of 206 officers and their office staff.

At Gajwal village, 40 no. bachelor accommodations with 1250 m2 area, 57 no.

permanent quarters with an area of 7000 m2 and 36 no. with area of 4400 m2 of

temporary quarters shall be constructed for accommodation of 156 no. employees.

b) Residential colony at Pancheshwar site on Left Bank

It is also proposed to establish similar colonies at left bank where in the colonies

shall be kept at Paladi and Suinani. At Paladi, 53 no. with 2000 m2 area bachelor

accommodation, 73 no. with an area of 14400 m2 and 48 quarters of 9400 m2 area



temporary accommodation shall be constructed to accommodate 205 offices and

staff.

At Siunani village, 40 no. bachelor accommodations with an area of 1250 m2 area,

57 no. with an area of 7000 m2 permanent quarters and 36 no. with an area of

4400 m2 temporary accommodation shall be constructed for accommodating of

155 no. employees.

The total residential accommodation and land required at Pancheshwar is

summarized in Table-2.10.

Table 2.10: Total land required for residential accommodation for Pancheshwar

S. No. Place Permanent (m2) Temporary Land Required (m2)

1. Gureli/ Banga

village (India)

2000 + 15000

= 17000

9500 10000 + 75000 +47500

= 132500

2. Khaikot/ Gajal

village (India)

1250 + 7000 = 8250 4400 6250 + 35000 + 22000

= 63250

3. Paladi village

(Nepal)

2000 + 14400

= 16400

9400 10000+72000+47000

= 129000

4. Siunani/ Abtiar

Kharak village

(Nepal)

1250 + 7000 = 8250 4400 6200+35000+22000

= 63200

Total 387950 say 40 ha

Source: DPR

2.8.2.3 Other Utility Accommodation

In addition, following utility accommodation shall also be constructed for facilitating

the employees posted at the project site. The accommodation shall be constructed

at designated areas for residential accommodation on either banks depending

upon the requirement. Since this accommodation shall also be useful during

operation and maintenance of the project hence this accommodation shall be of

permanent type. The details of other utility accommodation are given in Table-

2.11.

Table-2.11: Details of Other Utility Accommodation

S. No. Type of Utilities Floor area (m2)

1. Guest Houses 3500

2. Hospitals 4800

3. Schools 4000




4. Commercial Centre 6000

5. Police Station 3600

6. Fire Station 3600

7. Community Centre 4000

8. Others/Misc. Buildings 6500

Total 36000

Source: DPR

2.8.2.4 Construction Facility Buildings

For facilitating the construction of the project it is proposed that following building

shall be constructed which can be semi-permanent/temporary type buildings. The

details of construction facility buildings are given in Table-2.12.

Table- 2.12: Details of Construction Facility Buildings

S. No. Type of Facility Floor area (m2)

1. Workshops for Fabrication, Heavy equipment, Light

Vehicles, Electrical, Battery, Plumbing, Denting &

Painting, Carpentry etc.

13000

2. Stores & Ware House and POL Stations 10000

3. Laboratories 2500

4. Explosive Magazines 1000

Total 26500

Source: DPR

In addition, sufficient open land shall be required for storing heavy equipment

Electro-Mechanical Equipment, Hydro-Mechanical Equipment and other machinery

etc. The total requirement of said land shall be about 50 hectare. Since plain land

is not available at both the banks, terraces/ platforms shall have to be created by

excavating, benching and constructing the retaining/breast walls. The river banks

shall also be utilized for the purpose and appropriate protection measures shall be

taken against floods etc. The above accommodation shall be constructed on both

the bank depending upon the requirement.

2.8.2.5 Construction Facility Areas

The areas designated for construction facility areas at Pancheshwar on both the

banks are given in Table-2.13.



Table-2.13: Details of Construction Facility Areas

S. No. Construction Facility Area (ha)

Right Bank

1. Khaikot village 83

2. Salla village 64

Left bank

3. Chamtada village 12

4. Dhamkudi village 45

5. Santola village 63

Total 267

Source: DPR

These areas shall be used by the contractor’s for their offices, stores, workshops,

utility area, residential accommodation, labour camps etc.

2.8.3 Project Colonies for Rupaligad Re-Regulating Dam

It is proposed that both the office complex and residential complex shall be located

only at one place on both the banks.

a) Office cum Residential complex at Bajkot (Right Bank)

It is proposed that 1100 m2 of permanent and 500 m2 of temporary office

accommodation shall be constructed for 75 officers and staff. In addition, 11150

m2 of permanent and 6200 m2 of temporary residential accommodation shall be

constructed at this location to accommodate 187 officers and staff.

b) Office cum Residential Complex at Sukaliket (Left Bank)

The office complex at Sukaliket would comprise of 1100 m2 of permanent and 400

m2 temporary accommodations to accommodate officers and staff. It is also

proposed to construct 11100 m2 permanent and 5700 m2 temporary residential

accommodation at this location to accommodate officers & staff posted for

construction of Rupaligad complex. The total land required at Rupaligad for office

accommodation and residential accommodation are given in Tables-2.14 and 2.15

respectively.



Table 2.14: Total land required for office accommodation for Rupaligad

S. No. Place Permanent

(m2)

Temporary

(m2)

Land Required

(m2)

1. Bajkot 1100 500 2800+2500=5300

2. Sukaliket 1100 400 2800+2000=4800

Source: DPR

Table 2.15: Total land required for residential accommodation for Rupaligad

S. No. Place Permanent (m2) Temporary

(m2)

Land Required

(m2)

1. Bajkot 11150 6200 7550+48000+31000=86550

2. Sukaliket 11100 5700 7500+48000+28500=84000

Source: DPR

2.8.3.1 Other Utility Buildings for Rupaligad Re-regulating Dam

For facilitating the employees posted at Rupaligad, additional accommodation of

permanent type shall also be constructed at Bajkot village and Sukalikot village

which shall be useful during O&M stage. The details are given in Table-2.16.

Table 2.16: Details of Other Utility Buildings for Rupaligad Dam


1. Guest Houses 2000

2. Hospitals 1500

3. Schools 1500

4. Commercial Centre 500

5. Police Station 500

6. Fire Station 500

7. Community Centre 3000

8. Others/Misc. Buildings 6000

Total 15500

Source: DPR

2.8.3.2 Construction Facility Buildings

For facilitating the construction of Rupaligad project, various buildings proposed to

constructed which can be Semi-permanent/Temporary type are given in Table-

2.17.



Table 2.17: Details of Construction Facility Buildings for Rupaligad Dam

S. No. Type of Facility Floor area (m2)

1. Workshops for Fabrication, Heavy equipment, Light

Vehicles, Electrical, Battery, Plumbing, Denting &

Painting, Carpentry etc.

10000

2. Stores & Ware House and POL Stations 3500

3. Laboratories 1500

4. Explosive Magazines 500

Total 15500

Source: DPR

Sufficient open land shall be required for parking heavy equipment electro-

mechanical equipment, hydro-mechanical equipment and other heavy equipment.

The total requirement of land for construction facility buildings has been estimated

as 30 hectare at site and proposed to be developed by excavation / benching and

construction of retaining/ breast walls.

2.8.3.3 Construction Facility Areas

Various areas have been identified for the use of construction facilities which shall

be used by the contractor’s for their offices, residential complex, workshops,

fabrication yards etc.

Polapban 9 ha.

Area upstream of dam 6 ha.

2.8.4 Location of Infrastructure Facilities

The list of various Infrastructure facilities identified on both banks for Pancheshwar

and Rupaligad Dam Complexes are given in Table-2.18.

Table 2.18: List of Infrastructure Facilities for Pancheshwar and

Rupaligad dam sites

S. No. Name of Project Component Scale C.I.

1. Roads & Infra Facilities at Pancheshwar 1:15000 5m

2. Project Road Plan Champawat- Pancheshwar 1:25000 20m

3. Alternative Roads & Bridges due to submergence of Sarju

River & Tributaries

1:5000

5m

4. Alternative Roads & Bridges due to submergence of

Mahakali River at Jhulaghat

1:5000 5m

5. Alternative Roads & Bridges due to submergence of 1:5000 5m



S. No. Name of Project Component Scale C.I.

Goriganga River at Joljibi

6. Alternative Roads & Bridges due to submergence of

Chamaliya River

1:5000 5m

7. Roads & Infra Facilities at Rupaligad 1:7500 5m

Source: DPR

2.8.5 Rail Head Siding at Rudrapur/ Tanakpur

Depending upon the decision of locating the railway siding at Rudrapur / Tanakpur

a full-fledged rail head complex shall be established comprising of office

accommodation, residential accommodation, store, and open space for storage of

equipment and material. The provision for the same shall be made against

provisions made in the overall estimate of infrastructure facilities.

2.8.6 Tele-Communications

As the project is located in the two countries, it shall be difficult if the project

management depends upon the existing facilities of any one country. Hence, it is

proposed that an independent telecommunication system exclusive for

Pancheshwar and Rupaligad sites is established by installation of V-Sets at

Pancheshwar and Rupaligad each. In addition, a 500 lines EPABX system at

Pancheshwar & 200 Lines EPABX system at Rupaligad may be established. Other

communication systems, like Inmarset, Wireless, Internet, etc. may also be

provided.

2.8.7 Water Supply

The total population during peak construction stage for Pancheshwar dam is

estimated as 30,000 including local population and construction workers. The total

water requirement is estimated @ 2800 m3/day. It is proposed to tap the water of

Sarju River near Walchur and lift the same from 425 m to an elevation of 1500 m

at Kalimati village and then treat the water and distribute the same by gravity flow

on Indian side. For Nepal side, the water of Mahakali River at Dunnala would be

lifted from 400 m to 1450 m and then treated and distributed by gravity.

The water for construction activities will be tapped from Pancheshwar by making

arrangement for lifting having pumping stations of adequate capacity. These

arrangements shall be within the scope of Contractor’s.



For Rupaligad dam, the total population at peak construction stage shall be about

15000 including local population and construction workers. Hence the water of

Mahakali shall be tapped separately for domestic purpose and separately for

construction purpose by pumping the water near the colonies and construction

sites.

2.8.8 Construction Power

The requirement of construction power for Pancheshwar and Rupaligad dam

complexes approximately 35 MW in which 8-10 MW would be required at the

Rupaligad site. The entire power of 35 MW can be drawn from suitable 132 kV grid

points of the state’s network of Uttarakhand (i.e. UPTCL).

Back-up Diesel Generating (DG) Sets

A back-up power source is also envisaged for supply of construction power and for

emergency supply, both at the Indian and Nepalese territories. A total of 15 sets of

500 kVA capacity are therefore, proposed.

2.9 ORGANIZATION AND MANPOWER PLANNING

The Pancheshwar Multipurpose Project has been planned to be constructed in 10

years including two years for development of infrastructure facilities including pre-

construction activities viz. pre-construction stage investigations, construction of

roads, bridges & colonies besides inviting tenders for implementation of the

Project. The Project is envisaged to be constructed through contract after breaking

the project activities into manageable contract packages on item rates / EPC

mode.

In addition, the project organization is also required for planning, quality control,

monitoring, construction & maintenance of main access roads, permanent bridges,

project road network, project colonies, stores, workshops, etc. and other related

works like R&R, Environment, Geology, Human Resources, Finance/ Accounting

etc.

The Project Management shall be looked after by the Executive Committee of the

Pancheshwar Development Authority which is being headed by a Chief Executive

Officer and assisted by six Executive Directors of various disciplines viz.

Technical, Environment, R&R, Administration, Legal and Finance.



Accordingly, respective works will be looked after by each Executive Director who

will be assisted in turn, by the Chief Engineers/ Chiefs during implementation. The

Chief Engineers/ Chiefs will be supported by Superintending Engineers, Executive

Engineers/ Sr. Officers, AEE/ Section Officers, Jr. Engineer and other Non-

Executives of various disciplines.

It is also proposed that the works of main contracts, procurement, administration,

finance, legal, land acquisition, R&R for both complexes at Pancheshwar and

Rupaligad would be dealt by the Authority and only field organization for carrying

out day to day construction works be positioned at the Project sites.

2.9.1 Phasing of Organization Structure

The requirement of staff during initial two years shall be very small and will be

enhanced during the main construction period. Hence, the organization set up has

been divided into following two phases.

Organization during pre-construction stage.

Organization during peak construction stage.

2.9.2 Manpower Requirement

The total employees required during peak construction at Pancheshwar as well as

at Rupaligad dam sites have been estimated and details are given in Table-2.19.

Table-2.19: Total employees required during peak construction

S. No. Category of Staff Pancheshwar Dam Rupaligad Dam

1. Executives 185 70

2. Supervisory staff 200 80

3. Non-Executives 400 220

Total 785 370

Source: DPR

Initially PDA may take the officers and staff on deputation from the Government of

Nepal and Government of India, and afterwards the management could decide

for the recruitment of staff. Group-D employees may be recruited on Contract on

consolidated salary depending upon the prevailing situation and requirement

during construction stage and O&M stage of the project.

CHAPTER-3 CONSTRUCTION SCHEDULE,

METHODOLOGY AND EQUIPMENT PLANNING


Chapter 3: Construction Schedules, Methodology and Equipment Planning Page 1

CHAPTER-3

CONSTRUCTION SCHEDULES, METHODOLOGY AND EQUIPMENT

PLANNING

3.1 INTRODUCTION

The project implementation schedules are drawn with a view to complete all the

works and commission the project in the shortest possible duration, so that the

construction cost in terms of IDC is minimum and the project benefits are

accrued early, Mechanized construction has been planned for all

components of the project to achieve consistent quality with faster progress.

Construction activities in different parts of the project will be so sequenced as to

optimize the use of construction equipment and machinery. Access to the

various work sites and all the basic infrastructure facilities will be provided

in advance, before taking up of the main civil structures.

Major assumption considered while making the construction schedule are as

below:

Overall construction time of the Pancheshwar Multipurpose Project has

been considered for eight years in accordance with the Mahakali Treaty-

1996, besides two years for pre-construction activities.

Annual working seasons are adopted for 9 months [excluding 2nd

fortnight of June to 1st fortnight of September] for surface works and 10

months [excluding July & August] for underground works due to the fact

that movement of heavy earth moving machineries during July and

August may be more difficult and risky as well during rains in the rugged &

steep terrain.

25 working days in a month, total working hours for different shifts.

The scheduled working hours annually have been adopted is given in Table-3.1.

Table-3.1: Scheduled working hours annually

Single Shift per day 25 x 9 x 6 hrs 1350 hrs

Two Shift per day 25 x 9 x 11hrs 2475 hrs

Three Shift per day

a. For underground works 25 x 10 x 20 hrs 5000 hrs

b. For surface works 25 x 9 x 15 hrs 3375 hrs

Source: DPR



Construction schedules, methodology and equipment planning is carried out

based upon the following assumptions:

Overall Construction Period v/s Available Working Period

Nearby Sources of Embankment Materials

Selected Disposal/ Stockpiling Areas

Parallel Construction of all Components in each Side

Provision of a Central Adit at Mid-Alignment of DTs from River Sides and

Excavation by Drill & Blast Method

Preferred Transportation of Embankment Materials using Excavation/

Loader-Dumper combination to minimize cost & time against Conveyor

Belt / Shaft Conveyance System due to adverse Terrain, Mobility in

Operation, Available metalled Road from Harkheda for Transport, etc.

Similarly, Equipment Planning has been undertaken with the following

considerations:

Identification of Major Construction Activities vis-à-vis Corresponding

quantities

Assessment of Logistic Construction schedules

Assessment of Hourly Productivity of Work Specific Equipment

Identification of Interfaces between Civil/Mech. & Elec. Works, etc.

Maximum Use of same capacity equipment for a particular Component of

works.

The methodology proposed to be adopted for construction of various project

appurtenances is summarized in the following sections:

3.2 PANCHESHWAR DAM

3.2.1 River Diversion: Diversion Tunnels & Cofferdams

River Diversion System comprises of:

Six Diversion Tunnel (DTs), 14.0 m diameter each one of average length

of 2390 m with inlet and outlet levels at EL 415.5 m and El 407.5 m

respectively, to pass flood peak corresponding to 1 in 1000 year return

period.

81m high x 250m long Rockfill U/S Coffer Dam with crest level at El

461.0m, located at about 845 m upstream of dam axis and

45m high x 275m long Rockfill D/S Coffer Dam with crest level at El 436.0

m, located at about 880 m downstream of dam axis.



3.2.1.1 Diversion Tunnels [DT]

Construction of each diversion tunnel would be carried out from four faces

[inclusive of the end portals] simultaneously, each face being about 600m long.

It is proposed to introduce a construction Adit [8mx 9m size, D-shaped]

appropriately in around mid- alignment of each tunnel from the river banks at El

420 m – 425 m. The bottom of the Adit will be around at El 417.26 m at the

junctions with DTs. The length of these tunnels would be 180m in the left bank

and 400m in the right bank with an average length of about 300m in each side.

Thereby, after accounting of 100mm thick shotcrete and 500mm thick concrete

lining, excavated diameter of each diversion tunnel will be 14.76 m.

Construction of four diversion tunnels will involve:

Portal Construction :

(i) Excavation: 174740 cum

Tunnel Construction :

(i) Excavation with Over breaks: 3320100 cum

(ii) Concrete: 949390 cum

DTs are proposed to be constructed with the following considerations:

Parallel construction of four DTs in each side

Excavation of each DT to be carried out by Drill and Blast Method in two

stages namely, top heading with 9m depth and 3m pull length, followed

by benching with bench width of 3m and an average depth of 3.75m.

Heading operations in a cycle time of about 18.0 hours, followed by

subsequent stage of benching operation in about 10.00 hrs, depending

upon the class of rocks encountered

Concreting in three stages namely, Kerb, Overt and invert. Concrete

over kerb may be placed first and thereafter Rails on kerb may be

installed for movement of the 12m long steel folding travelling form for

overt concreting. Lastly, invert concreting can be done with same system

of travelling steel form work.

Temporary dumping of excavated materials (common soil & rock) at the

designated piling areas in both banks for later use while building the

coffer dams, located at about 5 km distance.

Total volume of concreting for 600m length is taken as 29670 m3. Concreting in

overt may be done with 12m long steel folding forms travelling on rails fixed

over kerb as discussed above through 2x 38m3/hr capacity concrete pumps



with 25m boom, fixed over carrier. Construction schedule for each tunnel is

given in Table-3.2.

Table-3.2: Construction schedule for each tunnel

1. Excavation of 300m long Adit (8mx9m), D-shaped,

simultaneously with approach road and end portals with

Inlet –Outlet structures

3 months

2. Excavation of DTs 12 months

3. Concreting 3 months

4. Plugging of Adit at Junction with DTs 3 months

Total 21 months

Source: DPR

It is expected that construction of all the DTs could be completed within 2

working seasons during the 3rd and 4th year.

Equipment Planning

For simultaneous excavation from four faces of each tunnel, 4 sets of

independent equipment will be required for a single DT as proposed below:

Open Excavation & loading of soft materials with 2.0 m3 capacity Hydraulic

Excavators and Ripping with 180hp Dozer and transportation with 28t RE

Dumpers

Drilling of 38mm dia. holes @ 1.5m c/c with heavy duty Jack Hammers in

the very steep slopes and Drilling in accessible areas with Hyd. Crawler

Drills with 76mm bits and hole patterns with spacing of 2.75m c/c for rock

excavation in open areas

Drilling of blast holes for the tunnels with 3-Boom Jumbo Drill

Loading of blasted rocks with 2.0 m3 capacity Hyd. excavator, assisted with

320hp Dozer for pushing and transportation in 28 t capacity Rear End

Dumpers

Shotcrete with 10 m3 capacity wet Shotcrete Machine with robot arm

Rock bolting with fully mechanized Rock Bolting Rig

Transportation of concrete in 6 m3 capacity Transit Mixers

Concreting from 38 m3 / hr capacity Concrete Pumps

Travelling steel Form, 12m long for concreting

Piling / Stacking of mucks at disposal yard with 180HP Dozer.

Accordingly, probable requirement of equipment for completion of one diversion

tunnel from 4 faces with 30% standby is listed in Table-3.3.



Table-3.3: Requirement of Equipment for Diversion Tunnel

S. No Name & Capacity of Equipment No of Equipment

required*

1 Hyd. Excavator,2m3 capacity 5

2 2-boom Jumbo drill 1

3 3-Boom Jumbo Drill 5

4 Dozer, 320hp for pushing mucks 5

5 Dozer, 180hp at disposal site 3

6 RE Dumper,28 t 134

7 Shotcrete Machine,15cum /hr 5

8 Rock bolting Machine 5

9 Concrete Pump,38cum/hr 20

10 Transit Mixer, 6cum/hr 36

11 Grout Pump 5

12 Steel Folding Traveller Form,12m long 8

* includes 30%

Source: DPR

3.2.1.2 Coffer Dams

a) Upstream cofferdam

The details of requirement of construction material for upstream cofferdam is

given in Table-3.4.

Table-3.4: Requirements of Excavation & Fill Materials for Upstream Coffer Dam

Particulars Quantity in m3

[Bank]

Quantity in m3

[Compacted]

U/S Coffer Dam

Common Excavation 185860

Rock Excavation 1050180

Consolidation & Curtain Grouting 15300 m

Placement of :

Impervious Core 263110

Filter Material(Sand) 167000

Filter Material (Coarse) 162420

River bed Material 1575000

Total 2167530

Source: DPR



Methodology and Schedule for Coffer Dams

Construction of the cofferdams is proposed to be completed in two working

seasons during 4th and 5th year with the following sequence of operations.

Construction of the coffer dams simultaneously from each bank in

general

Excavation of the U/s coffer dam to commence from the 3rd year

Diversion of river water immediately after completion of construction of

DTs with temporary dykes to start with placement of fill materials

Materials from common excavation to be used as core of the dam

Materials excavated in river bed and common excavation to be used as

filters after processing, screening and crushing as per requirements

Materials borrowed from Binayak Borrow area also to be used as shell

materials

Building of the core of the upstream coffer dam to be done in two stages

namely, 1st stage to be built up by dumping excavated materials upto El

420 m and the 2nd stage, from El 420m to the dam top (El 461m), to be

constructed in dry, using conventional rockfill dam construction methods.

Consolidation grouting and curtain grouting for u/s coffer dam to be

continued simultaneously from the built up platform at El 420m from

each bank dam.

Accordingly, construction schedules for each activity with the hourly output are

given in Table-3.5.

Table-3.5: Schedules of Construction of U/S Coffer Dam

Particular Time

(Month)

No. of

Shift

No of Work

Front

Hourly Progress

Rate (m3/hr)/Face

Common Excavation 3 2 2 113

Rock Excavation 6 2 2 318

Grouting with 4

machines

4 3 2 3.5 m

Core material 9 2 1 106

Sand Filter 9 2 1 67

Coarse Filter 9 2 1 66

Riverbed Material 9 2 1 636

Source: DPR



Equipment Planning for Coffer Dams

With the above sequence of construction, deployment of the equipment is

proposed as follows:

Excavation & loading of soft materials with 1.5 m3 capacity Hydraulic

Excavators and Ripping with 180 hp Dozer and transportation with 28t

RE Dumpers

Drilling of 38mm dia holes @ 1.5m c/c with heavy duty Jack Hammers

in the very steep slopes and Drilling in accessible areas with Hyd.

Crawler Drills with 76mm bits and hole patterns with spacing of 2.75m

c/c for rock excavation

Loading of blasted rocks with 3.0 m3 capacity Wheel Loaders , assisted

in pushing blasted rocks with 320 hp Dozers and transportation in 35 t

RE Dumpers

Drilling of Grout holes with Percussion Rotary Drills and grouting with

Grout Pumps

Loading of Fill materials at stockpile sites with 2.0 m3 and 3.0 m3

capacity Wheel Loaders, transportation in 28 t and 35t capacity RE

Dumpers

180 HP Dozer at stockpiled sites

320hp Dozer at Embankment for rough spreading of fill materials

Motor Grader, 145 hp

Compaction with Vibratory Compactor, 10t / 12t capacity with smooth

drum / pad foot roller

Water Tanker, 15000 l capacity for Moisture control.

Accordingly, the probable requirement of equipment for construction of both

cofferdams is estimated in Table-3.6.

Table-3.6: Requirement of Equipment for Construction of Upstream Coffer Dam

S. No Name & capacity of Equipment No. of Equipment required*

1. Hyd. Excavator, 1.5 m3 capacity 2

2. Wheel Loader,1.5 m3 2

3. Wheel Loader, 3 m3 10

4. RE Dumper,28 t 92


6. Dozer,320hp 10

7. Dozer,180hp 105

8. Hyd. Crawler Drill 7

9. Jack Hammer, 120 cfm, Heavy Duty 14



S. No Name & capacity of Equipment No. of Equipment required*

10. Percussion Rotary Drill 4

11. Grout Pump 4

12. Water Pump, 10hp 5

13. Motor Grader,145hp 3

14. Vibratory Compactor, 10t cap., smooth

drum

3

15. Vibratory Compactor,12t, with pad foot

drum

3

16. Water Sprinkler,15000 l 3

Source: DPR

b) Downstream Coffer Dam

The details of requirement of construction material for downstream cofferdam

are given in Table-3.7.

Table: 3.7: Requirements of Excavation & Fill Materials for D/S Coffer Dam

Particulars Quantity m3 [Bank] Quantity m3

[Compacted]

U/S Coffer Dam



Consolidation & Curtain

Grouting

7400 m

Placement of :


Filter Material(Sand) 28650

Filter Material (Coarse) 28650


Source: DPR

Construction of the downstream cofferdam is proposed to be completed in one

working season during 5th year. A like construction of the upstream cofferdam,

sequence of construction operations for the downstream coffer dam is

proposed to be the same, but with working schedule as outlined in Table-3.8.



Table-3.8: Schedule of Construction of D/S Coffer Dam

Particular Time

(Month)

No. of

Shift

No of

Work

Front

Hourly Progress

Rate (m3/hr)/Face



Grouting with

3machine

3 2 2 3.0 m

Core material 4 2 1 108

Sand Filter 4 2 1 26

Coarse Filter 4 2 1 26

Riverbed Material 4 2 1 136

Source: DPR

Equipment Planning

Deployment of equipment for construction of the downstream coffer dam would

be as in Table-3.9.

Table-3.9: Requirement of Equipment for Construction of Downstream Coffer

Dam

S. No Name & capacity of Equipment No. of Equipment

1 Hyd. Excavator, 1 m3 capacity 2

2 Wheel Loader,1.5 m3 2

3 Wheel Loader, 3.5. m3 2

4 RE Dumper,28 t 28

5 Dozer,320hp 2

6 Dozer,180hp 5

7 Wagon Drill 3

8 Jack Hammer, 120 cfm, Heavy Duty 6

9 Percussion Rotary Drill 3

10 Grout Pump 3

11 Water Pump, 10hp 5

12 Motor Grader,145hp 3

13 Vibratory Compactor, 10t cap., smooth drum 3

14 Vibratory Compactor,12t, with pad foot drum 3

15 Water Sprinkler,15000 l 3

Source: DPR



3.2.2 Main Dam

The Pancheshwar main dam comprises of an Earth & Rockfill Dam, 311 m

high, 20m wide and 814m long along the crest at El + 691m. Construction of

the dam will involve more than 9.74 Mm3 [bank volume] excavation and 107.88

Mm3 [compacted volume] of embankment materials as detailed in the Table-

3.10.

Table-3.10: Requirements of Excavation & Fill Materials for Main Dam

Particulars Excavation

[Bank Vol.(m3)]

Embankment fill

[Compacted Vol. (m3)]

Excavation

Common Excavation in bank 1947000

Rock Excavation in bank 7788000

Total 9735000

Drilling

Drilling & Consolidation Grouting, 91700 m

Concrete in Foundation Gallery 26000

Curtain Grouting 65200 m

Embankment Fills


Sand Filter 2253750

Coarse Filter 2005980


Rockfill Material 54870720

Rip Rap material 883100

Total 107 7 300

Source: DPR

a) Foundation Excavation and Treatment

Foundation excavation and treatment of the main dam is proposed to be

completed in 3-working seasons during 3rd to 5th year with the following

sequence of operations and work schedule with proposed hourly progress

rates:

Simultaneous excavation and treatment in foundation from both banks

Common excavation followed with rock excavation in both banks

Consolidation grouting also from both banks



Curtain grouting from inside the foundation gallery on completion of

foundation gallery such that placement of fill materials could be

continued without any interruption during curtain grouting.

The proposed Schedule of Foundation Excavation & Treatment of Main Dam is

given in Table-3.11.

Table-3.11: Proposed Schedule of Foundation Excavation & Treatment of Main

Dam

Particular Time

(Month)

No. of

Shift

No of Work

Front

Hourly Progress

Rate (m3/hr)

Excavation



Consolidation Grouting

with 4 machines

20 2 2 5.0 m

Construction of

Foundation Gallery

6 2 1 16

Curtain Grouting with

2macines

24 3 2 4.0

Source: DPR

Equipment planning for Excavation and Treatment of main dam

Following equipment are proposed for foundation excavation and treatment of

the Main dam:

Excavation & loading of earth & alluvium with 2.0 m3 capacity Hydraulic

Excavators

Excavation & piling of decomposed rock with 320hp Bulldozer equipped

with single shank ripper and transported in 28T RE Dumpers

Rock excavations by Drilling & Blasting with Jack hammers in the steep

slopes and Hyd. Crawler Drills in the accessible areas

Loading of blasted rocks with 3.0 m3 capacity Wheel Loaders duly

assisted with 320 hp Dozers and transportation in 35t RE Dumpers

180hp Dozers at disposal / stockpiled areas for spreading of unloaded

materials

Percussion Rotary Drills for drilling Grout Holes and Grout Pumps for

grouting



Tower Crane, 10t /40m and Concrete Pump,20 m3 /hr for concreting in

Foundation Gallery

Transportation of concrete in 6 m3 capacity Transit Mixtures

Accordingly, probable requirement of various equipment for foundation

excavation and treatment of main dam is estimated as in Table-3.12.

Table-3.12: Probable Requirement of Equipment for Foundation Excavation and

Treatment

S. No Name & capacity of Equipment No. of Equipment

1 Hyd. Excavator, 2 m3 capacity 4

2 Bull Dozer,320hp 4

3 RE Dumper, 28t capacity 104

4 RE Dumper,35 t capacity 200

5 Hyd. Crawler Drill 14

6 Jack Hammer, Heavy Duty 30

7 Percussion Drill with 80m drilling capacity 4

8 Grout Pumps 4

9 Bull Dozer,180hp at disposal site 3

10 Tower Crane, 10t / 40m 1

11 Concrete Pump, 20 m3 capacity 2

12 Transit Mixture, 6 m3 5

Source: DPR

b) Placement of Impervious Core Materials

More than 10.53 Mm3 [compacted] impervious materials would be required for

the core of the dam. Availability of almost all such material is proposed from

Harkheda Borrow areas, which are situated at about 10 km away from dam

axis. Shortfall, if any could be met with processing of earth content from

common excavation or otherwise from Pulhindola Borrow area. It is proposed

that excavation of the required core materials can be commenced in the

beginning of the 3rd year and continued till completion of placement by end of

mid of 10th year. Due to paucity of sufficient space in near vicinity of the Dam

site, it is also proposed that the processing plants of 2 x 300TPH capacity may

be installed in near vicinity of the borrow areas so that after processing /

screening and moisture control, the core materials may be stockpiled there and

transported directly at the placement site as per requirement with the

advancement of the dam height.



Equipment Planning

Following equipment are proposed for borrowing, processing, transportation

and placement of impervious core material at site:

Excavation & loading of core materials at Borrow Areas with 3.0 m3

capacity Hydraulic Excavator assisted with 320 hp Dozer and

transportation of excavated materials from borrow area to processing

plant in 28t RE Dumpers

Processing Plants ( 2x 200TPH)

Stockpiling with 180hp Dozer after processing & screening

Loading of stockpiled material with 3.0 m3 Hyd. Excavator and

transportation to placement site in 35t RE dumpers

Rough Spreading in Embankment with 180hp Dozer

Fine spreading to 25cm layers with Motor Grader, 145 hp

Moisture adjustment with 28000 l Water Sprinkler

Compaction with 10/12t Pad foot Drum Vibrating Roller

Accordingly, probable requirement of equipment for collection & placement of

impervious core materials are estimated as in Table-3.13.

Table-3.13: Requirement of Equipment for Placement of Impervious Core

Material

S. No Name & Capacity of Equipment No. required with20% standby

At Borrow Areas

1. Hyd. Excavator, 3 m3 capacity 8

2. Bull Dozer,320hp 6

3. RE Dumper 28t cap 20

4. Processing Plant (400 TPH) 2

5. Dozer,180 hp at Processing / Stockpiling

Areas

2

For Placement from Stockpiling to site

6. Hyd. Excavator, 3 m3 capacity 5

7. RE Dumper,35t 106

8. Dozer,180hp at Embankment for spreading 2

9. Motor Grader, 145 hp 2

10. Water Tanker, 15000 l cap 4

11. Vibrating Roller, 10/12t pad foot Drum 5

Source: DPR



c) Placement of Filter Materials

About 5.0 Mm3 [loose] filter materials comprising of sand & coarse filter would

be required. These materials are proposed to be obtained from materials

obtained from common excavation and alternately from Binayak Borrow Area,

after processing, screening and crushing of the borrowed materials as per

requirement at nearby vicinity of Binayak borrow area.

One processing plant having capacity of 400TPH may also be installed at the

suitable locations in Binayak Borrow area. Alike transportation of the core

materials, combination of hydraulic excavator with RE dumpers is considered

for transportation of filter materials from the designated stockpiling area at

Binayak borrow area.

Equipment Planning

Excavation and Loading with 3.0 m3 capacity Hyd. excavators assisted

with 320hp Dozers

Processing by crushing & screening in Processing Plant (400TPH)

Loading at stockpiling site with 3 m3 capacity wheel loaders

Transportation to placement site in 22tRE Dumpers

Spreading in layers of 50cm by 180hp Dozer with flywheel

Compaction with 10-12 t smooth drum vibrating roller

Accordingly, probable requirement of equipment for collection & placement of

impervious core materials are estimated as in Table-3.14.

Table-3.14: Requirement of Equipment for Placement of Filter Materials

S No Name & Capacity of Equipment No. required with20% standby

1 Hyd. Excavator, 3.0 m3 capacity 3

Loader,3 m3 capacity 5

2 Bull Dozer, 320hp 3

Bull dozer, 180 hp 4

3 RE Dumper28t cap 100

4 Processing Plant (400PH) 2

6 Motor Grader, 145 hp 2

7 Water tanker, 28000 l capacity 2

8 Vibrating Roller, 10-12t pad foot Drum 2

Source: DPR



d) Placement of Shell and Riprap Materials

Requirement of shell and riprap materials will be about 93.00 Mm3 as detailed

in Table-3.15.

Table-3.15: Requirement of shell and riprap materials

River bed Material 37318960 m3

Rockfill 54870720 m3

Rip Rap 883100 m3

Total [compacted] 93072780 m3

Source: DPR

The total requirement of shell materials for the main dam being about 93 Mm3,

about 47.5 Mm3 rocks need to be obtained equally from Tiger quarry and Little

Elephant quarry. Collection of such materials can be started from the beginning

of the 5th year to the middle of the 10th year (50 months) so that placement can

be continued from the 1st month of the 6th year to the end of the 10th year (45

months) with 2-shift working. River bed materials are proposed to be carried

from three sources whereas the rock fills will be carried from four sources, each

from average distance of 6km.

Equipment Planning

Drilling and Blasting with 82kw and 125kw hydraulic type crawler

mounted drills with bit size of 76mm and 102mm size respectively

Loading of blasted rock materials with 3.5 cum crawler Loader, pushing

rocks along quarry benches with 320 hp Dozers and transportation of

rock materials in 53t capacity RE Dumpers

Loading of excavated materials at stockpiled area with 3.5 cum Wheel

Loaders, assisted with 320hp Dozer for pushing & transportation in 53t

RE Dumpers at stockpiling sites

Spreading of the unloaded materials in about 100cm thick layers with

320hp Dozers

Compaction with 15t capacity smooth drum Vibrating Rollers

Accordingly, probable requirement of equipment for placement of shell

materials and riprap is estimated as listed in Table-3.16.



Table-3.16: Equipment for Shell and Riprap Materials

S. No. Name & Capacity of Equipment No. of Equipment

1. 125 kW Hyd. Crawler mounted Drill 12

2. 125 kW Hyd. Crawler mounted Drill 12

3. Crawler mounted Loader,3.5m3 capacity 72


5. RE Dumper,53t capacity 614

6. Vibrating Roller, 15t smooth Drum 6

7. Water Tanker, 28000 l 6

Source: DPR

e) Belt Conveyor System for Main Dam

Considering very large volume of fill materials required for the Pancheshwar

dam and the distance of borrow area/ rock fill quarry areas, it has been

considered to provide the belt conveyor system at Pancheshwar dam for

transportation of the embankment material. The clay will be transported from

Harkhera village to dam site which is around 10 km away and around 800 m

high from the dam site. Similarly, the quarry for shell material has been

identified 5 km downstream of the dam site on Nepal bank.

To complete the dam construction within 42 months after the foundation

treatment work is over; the hourly rate of placement of clay core material has

been estimated 915 m3/hr. To achieve this progress of placement of core

material, two conveyors belts system of 800 mm width would be required at

site. To negotiate the difference in levels of Harkhera village to riverbed at dam

site, conveyor system has been designed for the extreme case of 12 degree of

declination as per maximum allowed declination and for 20 degree of inclination

based on the material it would carry. The belt speed has been assumed 2.35

m/s and trough angle as 35 degree for transportation of clay material.

For transportation of rock fill material from tiger quarry on Nepal bank to the

dam site, a single belt conveyor system of 1500 mm width would be sufficient

having belt speed of 2.62 m/s and trough angle of 25 degree, to place around

3200 ton per hour.

f) Spillway System

The spillway system comprises a chute Spillway containing 7 bays of 11.5m

each, located on the left abutment with 15.5m height above crest and 177.50 m



width. Main activities to be undertaken for construction of these components

are surface excavation and concreting with the quantities listed in the following

Table-3.17.

Table-3.17: Quantities of Major Item of Works

Item of Works Quantity



Concrete 624815

Source: DPR

Schedules & Methodology

Immediately after diversion of the river water through the diversion tunnels,

excavation work of the spillway system may be resumed independently in the

Approach channel, side channel, spillway chute and plunge pool. Common

excavation is proposed to be completed in 24 months with 2-shift working from

4-work fronts simultaneously. Similarly, rock excavation is proposed to be

completed in 54 months with 2-shift working from 4-working fronts. Concreting

is proposed to be carried out in 27 months with 2-shift working from 3 –work

fronts. Proposed construction schedules along with the hourly progress rate for

each of the above activities are detailed in Table-3.18.

Table-3.18: Schedules of Activities for Major Item of Works of Spillway System

Particular Time

(Month)

No. of

Shift

No of Work

Front

Hourly Progress

Rate (m3/hr)



Concrete 27 2 3 28

Source: DPR

Equipment Planning

The following equipments are planned for the above sequence operations and

construction activities:

- Excavation & loading of soft materials with 3.0 cum capacity Hydraulic

Excavators and Ripping with 180hp Dozer and transportation with 35 t

RE Dumpers



- Drilling of 38mm dia holes @ 1.5m c/c with heavy duty Jack Hammers

in the very steep slopes and Drilling in accessible areas with Crawler /

Wagon Drills with 76mm bits and hole patterns with spacing of 2.75m c/c

for rock excavation

- Loading of blasted rocks with 3.5 cum capacity Wheel Loaders assisted

with 320hp Dozer and transportation of blasted rock materials in 35 t

capacity Rear End Dumpers

- Placing of concrete with Tower cranes, 10t/ 40m/ Crawler crane

- Concrete pumps, 10 m3/hr

- Concrete transportation in Transit Mixtures of 6.0cum

Accordingly, probable requirement of equipment for spillway construction is

listed in the Table-3.19.

Table-3.19: Probable Requirement of Equipment for Spillways Construction

S. No. Name & capacity of Equipment No. of Equipment

1. Hyd. Excavator, 3.0 cum capacity 6

2. Bull Dozer,180 hp 6

3. RE Dumper, 35t capacity 360

4. Wagon Drill 20

5. Jack hammer 40

6. Wheel Loader,3.5 cum 28


9. Transit Mixture, 6cum 25

10. Tower Crane 10t,40m / Crawler crane 4

11. Concrete Pump, 20 cum /hr 8

12. Shotcrete Machine,15 cum/hr 2

Source: DPR

3.2.3 Water Conductor System: Power Intake, Headrace Tunnel & Vertical

Drop Shafts /Pressure Shafts

The Water Conductor System at Pancheshwar dam comprises of:

Intake structure: 3nos open gravity type intakes equipped with trash

racks and stop logs in each side , having 12 gates of size 6m x10.75m

each with invert level at El 587m and deck level at El 617.0m and 3nos

Vertical Gate Shafts, each of size 18m x 4m with 2 gates of size 6m x

10.75m



Head Race Tunnel: 6nos (3nos on each side)x 13.0 m dia each with

lengths of 820m-1100m in India & 620m -840m in Nepal to convey

maximum design discharge of 340.0 m3/s. Each HRT will have to serve

two units on either side. The centre line of the HRTs is kept at El 600.0m

at its start at intake with a downward slope of 1:300 to connect vertical

drop shaft at El597.5m.

Vertical Drop Shafts/ Pressure Shafts: 3 nos in each side , each of 9.0

m dia x 194.5m height,

Alike the other components, construction of each of the above components is

proposed to be carried out simultaneously on both sides of India and Nepal.

(a) Power Intake

Construction Schedules & Methodology

The quantity of excavation and concreting in power intakes is given in Table-

3.20.

Table-3.20: Quantity of excavation and concreting

Item Quantity

Common Excavation 36000 cum

Rock Excavation 204000 cum

Concrete,M-25 90000 cum

Source: DPR

The activities listed in Table-3.20 are proposed to be undertaken during first

fourteen months with following work schedules with simultaneous work in each

side. The schedule is given in Table-3.21.

Table-3.21: Schedules of Activities for Major Item of Works of Power Intake

Particular Time

(Month)

No. of

Shift

No of Work

Front

Hourly Progress

Rate (m3/hr)



Concrete 3 2 3 36

Source: DPR



Equipment Planning

The above sequence of operations shall be based upon the following

construction method and equipment:

- Excavation & loading of soft materials with 1.0 cum capacity Hydraulic

Excavators and Ripping with 180hp Dozer and transportation with 18t

RE Dumpers

- Drilling of 38mm dia holes @ 1.5m c/c with heavy duty Jack Hammers

in the very steep slopes and Drilling in accessible areas with Crawler /

Wagon Drills with 76mm bits and hole patterns with spacing of 2.75m c/c

for rock excavation

- Loading of blasted rocks with 3.0 cum capacity Wheel Loaders assisted

with 320hp Dozer and transportation of blasted rock materials in 35t


- Placing of concrete with Tower cranes /crawler crane and concrete

pumps, 38 m3/hr

- Concrete transportation in Transit Mixtures of 6.0 m3

- Shotcreting with 15 cum/hr capacity Shotcrete Machine with robot arm

- Rock Anchoring with Rock Bolting Machine.

The probable requirement of equipment is given in Table-3.22.

Table-3.22: Probable Requirement of Power Intake Construction

S No Name of Equipment Quantity [Nos]

1 Hydraulic Excavator, 1cum 1

2 Dozer,180hp 4

3 RE Dumpers, 18t 20

4 RE Dumpers , 35t 35

5 Crawler Drill 5

6 Jack Hammer 10

7 Wheel Loader, 3.0cum 5

8 Concrete Pump,10cum/hr 6

9 Tower Crane ,10t/40m 4

10 Transit Mixture 14

11 Shotcrete Machine, 15 cum/hr 3

12 Rock Bolting Machine 3

Source: DPR



(b) Gate Shafts


Three Gate shafts in each side are proposed to be constructed simultaneously.

Before taking up excavation of the gate shafts, an inlet tunnel of 13.m dia x75m

length need to be constructed to provide a passage for carrying out excavation

of the Gate shafts. It is presumed to be completed in 2 months. Construction of

each Gate Shaft may be carried out with the following sequence of operations:

At first an appropriate sized chamber will be excavated at the bottom of the

Gate shaft for installation of the Raise Climber with an access from the

Intake. Then a Pilot shaft of 2.5m dia shall be excavated up to ground level

(≈ El 705 m) , using Raise Climber from the bottom of the chamber

Widening of the Pilot shaft to full section [18m x 4m size] will be done by

Drill & Blast Method with benching of 1.5m deep and access from top over

trolley travelling on rails and hauled by Winch at the top. The rails will

continue to be extended as enlargement of the section will progress

Drilling blast holes with Stopper Drills over the platform of the Raise

Climber

Charging holes by the Operators stationed over the platform

Blasting after positioning of the Raise Climber into safe position at the

bottom

Defuming by spraying mixture of air and water carried through mono rail of

the climber

Blasted rocks to be pushed down through the Pilot shaft and removed from

the bottom of the shaft by deploying 2.5 cum capacity Side Dump Loader

with 18t RE Dumpers through the Intake point

Rock supporting system will be installed concurrently as the excavation

proceeds

The total time for completion of construction of the gate shafts including

construction of 13m dia x 75m long inlet tunnel would be about 12 months

including 2nd stage concreting in Gate shafts. Thereby, it is expected that

completion of the Power Intakes and the Gate Shafts could be made during 3rd

& 4th year.

Equipment Planning

Probable requirement of various equipments is tabulated in Table-3.23.



Table-3.23: Requirement of Equipment for Construction of Gate Shafts

S. No Name of Equipment Quantity [No]

A. Construction of Pilot Shaft

1. Raise Climber 2

2. Stopper drills 2

3. Wheel Loader, 2cum 2

4. RE Dumpers, 18t 6

B. Enlargement of Pilot Shaft up to Full section

1. Winch with Trolley & accessories 2

2. Wagon drill 4

4. Wheel Loader, 2.0cum 2

5. RE Dumper,18t 10

6. Dozer, 180 hp 1

7. Shotcrete Machine, 15 cum/hr 1

8. Concrete Pump, 20cum/hr 2

9. Transit Mixture,6cum 6

10. Air Compressor, 1000cfm 1

Source: DPR

(c) Head Race Tunnel

Finished diameter of the HRTs is required as13.0 m and keeping allowances

for thickness of shotcrete and concrete lining of the tunnels, excavated

diameter of HRTs would be around 14.8m. Before taking up construction of the

HRTs, adits of size 7mx 8m x 300m length will be constructed with its top level

to match with the top level of the HRTs to continue construction of HRTs and

the Vertical Pressure shafts. After completion of heading operation, bottom of

the Adit may be excavated down up to the bottom level of the HRTs, making a

ramp for taking out excavated materials. Construction of the HRTs is proposed

with the following considerations:

Parallel construction of 3-HRTs in each side

Construction of the HRTs may be continued simultaneously from two

end points namely, (i) bottom of the gate shaft moving towards the

Vertical Pressure Shafts and (ii) Adit moving towards the Gate shaft

such that excavation of the HRTs could be continued for about 400m

form each end.

Excavation of each HRT to be carried out by Drill and Blast Method in

two stages namely, top heading with 9m depth and 3m pull length,

followed by benching with bench width of 3m and an average depth of

4.00m.




subsequent stage of benching operation in about 12.00 hrs as detailed in

the following table, subject to vary depending upon the class of rocks

encountered

Concreting in three stages namely, Kerb, Overt and invert. Concrete

over kerb may be placed first and thereafter Rails on kerb may be

installed for movement of the 12m long steel folding travelling form for

overt concreting. Lastly, invert concreting can be done with same system

of travelling steel form work.

Temporary dumping of excavated materials (common soil & rock) at the

designated piling areas in both banks with average distance of 6 km.

Total time of completion of the HRTs shall be 15 months (Refer Table-3.24).

Table-3.24: Time required for completion of HRTs

Construction of Adit (9mx8m)x300m 4 months

Excavation of Tunnels 9 months

Concrete 2 months

Total 15 months

Source: DPR

Equipment Planning

The above sequence of operations is proposed to be carried out as follows:

Driving of Heading according to the class of Rocks ( 3.5m for Class I,

3.0m for Class II, 2.5m for Class II and 2m or less for Class IV type

Rocks). Based upon geological investigations, Class I, II & III type’s

rocks are mostly expected to be encountered in the alignments.

Drilling of blast holes with 3-Boom Jumbo Drill with man–baskets [during

Heading] and that with Hyd. Crawler Drills for Benching

Loading of blasted rocks with 3.5 m3 capacity Loader having side dump

bucket, assisted with 320hp Dozer for pushing and transportation in 28

t capacity Rear End Dumpers


Rock bolting with fully mechanized Rock Bolting Rig, wherever required

Transportation of concrete in 6 m3 capacity Transit Mixers

Concreting from 20 m3 / hr capacity Concrete Pumps

Travelling steel Form, 12m long for concreting

Piling / Stacking of mucks at disposal yard with 180HP Dozer



Air Compressor

Requirement of equipment for construction of the Head Race Tunnels would be

the same in each work front. Probable requirement of equipment for completion

of 4- tunnels with 30% standby is listed in Table-3.25.

Table-3.25: Probable Requirement of Equipment for each HRT

S. No Name & Capacity of Equipment No of equipment required*

1. 2-Boom Jumbo Drill 2

2. Side Dump Loader, 3.5 cum 2

3. Dozer, 320hp for pushing mucks 2

4. FE Dumper,28t 40

5. Shotcrete Machine,15cum /hr 2

6. Rock bolting Machine 2

7. Compressor,1500kwh 2

8. Concrete Pump,38cum/hr 4

9. Transit Mixer, 6cum/hr 20

10. Dozer,180 HP (1x2) at disposal area 3

11. Traveller Form, steel, 12m long 4

Source: DPR

d) Vertical Drop Shafts / Pressure Shafts

Diameter of each Pressure Shaft / Drop Shaft is 8.4m whereas the excavated

dia. would be 9.7m and height of each shaft is 194m. Construction of these

shafts is expected to be completed within 17 months during 4th -6th year.

Quantities likely to be involved for construction of the Drop Shaft / Pressure

Shafts are given in Table-3.26.

Table-3.26: Estimated Quantities for Construction of Drop Shafts

S. No Name of Item Quantity

1 Excavation of Vertical Shafts 240630 cum

2 Concrete 103000 cum

Source: DPR

Excavation of the Pressure Shafts, 3 nos. in each side may be carried out with

the following sequence of operations:

At first an Adit of size 7mx7m x400m would be excavated running

through the bottom of the Pressure shaft at about EL 403.5m.Thereafter



an appropriate sized chamber will be excavated at the bottom of the

Pressure shaft for installation of the Raise Climber with an access

through the Adit.

A Pilot shaft of 2.5m dia shall be excavated up to the bottom of the Adit

at top at about El 597.5, using Raise Climber from the bottom of the

chamber

Widening of the Pilot shaft to full section will be done by Drill & Blast

Method with benching of 1.5m deep and access from top over trolley

travelling on rails and hauled by Winch at the top. The rails will continue

to be extended as enlargement of the section will progress.

Drilling holes with wagon drills over the platform of the Raise Climber

and Charging holes by the Operators stationed over the platform

Blasting after lifting of the trolley into safe position on top of the shaft

Defuming by spraying mixture of air and water carried through mono rail

of the climber and mucks to be pushed down to the bottom of the pilot

hole

Removal of muck at bottom by deploying 3.0 cum capacity Side Dump

Loader with 28t RE Dumpers

Rock supporting system will be installed concurrently as the excavation

proceeds

Lowering of the Steel liners from top by using the rails and subsequently

concreting to fill around the ferrules

Concreting with 20 m3/hr concrete Pumps and Transit Mixtures,6 m3

capacity.

Total time needed for completion of 194m deep Drop shaft including fixing steel

liners, concreting & grouting, construction of Adit, etc is 17 months.

Equipment Planning

The equipment assessed to be required for construction of each Vertical

Pressure Shaft is given in Table-3.27.

Table-3.27: Requirement of Equipment for Drop Shafts

S. No Name of Equipment No. of Equipment

A. Construction of Pilot Shaft

1 Raise Climber Set 1

2 Jack hammer 1

3 Wheel Loader, 1cum 1

4 RE Dumpers, 18t 4



S. No Name of Equipment No. of Equipment

B. Enlargement of Pilot Shaft up to Full section

1 Set of Winch with Trolley & accessories 1

2 Jack Hammers 2

4 Wheel Loader, 3.0cum 1

5 Dozer, 180 hp 1

6 Shotcrete Machine, 15 cum/hr 1

7 Concrete Pump, 20cum/hr 1

8 Transit Mixture 4

9 Air Compressor, 500cfm 1

Source: DPR

3.2.4 Access Tunnels: Main Tunnel and Branch Tunnels

The Main Access Tunnel [MAT] and the Branch Tunnels will have different

sizes as detailed in Table-7.2.5. Main Access tunnel to Powerhouse Cavern

connecting to the service bay level of the power house shall be constructed first

by full face drill and blast method and expected to be completed within

15months including construction of the portal. Excavation of the MAT is

proposed to be continued parallel to the construction of the vertical pressure

shaft so as to complete during 4th-6th year. The exploratory adits, branching out

from MAT to the crown of the Powerhouse and the Transformer room shall also

be driven from the off-take points simultaneously within 6 months and 3 months

respectively. The construction methods and equipment for excavation of these

access tunnels shall be as follows:

- Driving of the Main Access Tunnel to Powerhouse cavern by full face

drill & blast method employing 2-boom Jumbo drill and 2.5 cum capacity

side dump Loader with 18t RE Dumpers for mucking operations and

other equipments deployed for construction of the HRTs.

- Driving of the branch tunnels to the crown of Powerhouse and the

Transformer cavern with similar sets of the same type of equipment

deployed for the HRTs.

The size of different tunnels is given in Table-3.28.



Table-3.28: Size of Different Tunnels

S. No Name of Component Size

1 Main Access Tunnel to PH Cavern 8mx 10m – D-shaped x 900m

long

2 Branch Tunnel to Crown of PH Cavern 7m x7m D-shaped x 350m long

3 Branch Tunnel to Crown of Transformer

Cavern

7m x7m D-shaped x 150long

Source: DPR

3.2.5 Power House Complex and Transformer Cavern

a) Power House Complex

An underground Powerhouse of size 290m (L) x23m (W) x59m (H) has been

proposed to accommodate 6x400MW units with Francis Turbines in each side.

Construction of the Powerhouse will be taken up after completion of

construction of the Main Access Tunnel connecting to the service bay of the

powerhouse at El 428.80 m and the Branch tunnels, with their tops connecting

to the top of crown of the Powerhouse and the Transformer Cavern at El

454.80 m and 460.30m respectively. Thereafter the branch tunnels will be

extended through the entire length of the Powerhouse and the Transformer

cavern to form a central passage to carry out further excavations in later

stages.

After completion of the central passage, the entire width of the power house will

be excavated in parts such that proper supports are left for the crown. At first,

excavation will be completed in both ways of the passage, covering 2/3rd width

of the dome (23m), duly provided with proper rock supports to the dome to

protect against any initial deformation. After completion of excavation of the

2/3rd width of the crown, construction of the remaining 1/3rd portion will be

taken up. Roof supporting and concreting will be carried out appropriately as

roof excavation proceeds. The mucks obtained from excavation of the crown

cavity will be taken out through the ramp, Branch Tunnel and the MAT.

On completion of excavation and supporting of the crown dome of the

powerhouse from El 454.80m to El 448.30m, excavation of the powerhouse

cavity from bottom of the dome (El 448.30m) to the Service bay level (El

428.80m) will be carried out by benching operations in stages. Excavation of

the service bay will be extended up to full width (18.5m) of the Transformer

Room through the Bus Duct Gallery. The blasted material during benching



operation from the bottom of the dome will be pushed down to the service bay

level (extension of Main access tunnel) through the glory holes. Further

extension of the powerhouse cavity from the service bay to MIV level (El

406.80m) will be carried out in similar fashion and the mucks will be disposed

off through the ramps and the Adit at the bottom of the Vertical Pressure shaft.

Concreting of the side walls will also be carried out concurrently in stages along

with excavation of the powerhouse cavity.

Construction of the Power House complex including Bus Duct gallery will

involve the following critical activities which are intended to be carried out as

detailed in Table-3.29.

Table-3.29: Critical Activities Vs Hourly Progress Rate

Particular Quantity

(m3)

Time

(Month)

No. of Shift Hourly Progress

Rate (m3/hr)


Structural Concrete 100150 As and when required

Source: DPR

b) Transformer Cavern

Size of the Transformer cavern will be 224m (L) x18.5m (W) x32m (H). Alike

construction of the Powerhouse, construction of the Transformer cavern will be

carried out from the extended branch tunnel connecting the top of the crown of

the Transformer cavern at El 460.30m.Thereafter dome cavity with the full width

of 18.5m at El 455.30m will be constructed and mucks will be pushed through

the amp and branch tunnel to MAT for onward disposal. Further excavation of

the Transformer Room (TR) from El 455.30m to the TR floor level at El 428.80

will be carried through benching in stages and the mucks will be pushed down

to the service bay level (El428.80m) through the glory holes that will be created

before taking up benching operations in hand. Structural concreting will also be

carried out concurrently in stages along with excavation of the TR cavity.

Construction of the TR will involve the following critical activities which are

intended to be carried out as detailed in Table-3.30. Accordingly, it is expected

that excavation and structural concreting could be completed within three

working seasons during 8th-10th year.



Table-3.30: Critical Activities Vs Hourly Progress Rate

Particular Quantity

(m3)

Time

(Month)

No of

Shift

Hourly Progress

Rate (m3/hr)


Structural Concrete 13190 6 2 As & When required

Construction method and requirement of the equipment for construction of the

Powerhouse and the Transformer Room with construction of extension of the

MAT, Branch Tunnels and the glory holes are proposed to be as follows:

Driving of extension of MAT & Branch Tunnels by drill & blast method

deploying crawler drill and 2.5 m3 capacity side dump Loader with 18t

RE Dumpers for mucking operations

Driving Glory holes with Raise Climbers

Side wall slashing of branch tunnel to form dome of the Powerhouse as

well as th Transformer Room with the same set of equipment

Benching operations by employing crawler drills and jack hammers for

drilling and 180 hp Wheel Dozer for pushing the muck through the glory

holes

Collection and disposition of muck from bottom of glory holes by using

2.5 m3 capacity side dump Loader in combination with 18t capacity RE

Dumpers

Concreting by employing 20 m3/hr capacity concrete pumps, Transit

Mixtures of 6m3 capacity.

The requirement of equipment for PH and TR are given in Table-3.31.

Table-3.31: Requirement of Equipment for PH and TR

S. No. Name of Equipment No of Equipment

1. Crawler Drill 2

2. Jack Hammer, Heavy Duty 4

3. RE Dumper, 18t 54

4. Wheel Dozer,180 HP 3

5. Raise Climber 1

6. Rock bolting Machine, 20 m3/ hr 3

7. Concrete Pump,20 m3/ hr 3

8. Transit Mixture, 6 m3 6

9. Grout Pump 2

10. Air Compressor, 1500/1000 cfm 2

11. Aggregate Processing Plant, 300 TPH 2



S. No. Name of Equipment No of Equipment

12. B&M Plant, 60 m3/hr 2

13. Travelling Form 4

14. Truck, 8/10t 4

Source: DPR

3.2.6 Supply, Installation and Commissioning of Hydro-Mechanical

Equipment

Supply, installation and commissioning of the hydro-mechanical equipment are

proposed to be carried out as follows:

(i) Positioning and fixing embedded parts during pouring concrete at the

desired locations

(ii) Installation of Gates appropriately after setting of 2nd stage concreting in

the gate grooves at the desired locations.

The schedule of supply and installation / commissioning of the following hydro-

mechanical equipment is proposed as follows:

(i) DT Gates in 6 months during 3rd working season

(ii) Spillway gates in 15 months during 9th-10 th working season

(iii) Power Intake & HRT Gates, etc in 18 months during 5h-6th working

season

(iv) Draft Tubes & TRT Gates in 9 months during 9th-10th working season.

3.2.7 Supply / Manufacture, Installation and Commissioning of Electro-

Mechanical Equipment

It is assumed that supply, installation and commissioning of the electro-

mechanical equipment will be carried out by the EPC Contractor. Preparation of

specifications, processing of tenders, allotment of work and approval to

suppliers drawings, etc is planned to be done during the initial two years.

Various activities related to supply / manufacture, installation and testing is

expected to be completed within 30 months from the date of placing orders for

each side. However, installation and testing of the TG Sets is expected to be

done in 12-15 months during the end of 9th year to the end of 10th year.



3.2.8 Construction of Pothead/Switch Yard

Construction of Switch yard is proposed to be undertaken in 18 months during

8th and 9th year.

3.2.9 Schedule of Reservoir’s Initial Filling

Initial filling of the reservoir for an earth & rock fill dam depends upon the

following factors:

Rate of base flow and frequency flood event

All water Release facilities

MDDL

Spillway Crest Level and

FRL

Reservoir filling consists of filling in three stages namely, 1st stage up to MDDL,

2nd stage up to Crest level and 3rd stage up to FRL and comprises of the site

specific filling programme as per time to time observations and monitoring of

performance / behavior of the dam body as follows:

(i) 1st Stage filling up to MDDL (El 615.0m) : This filling can be carried out

without any restraint to any potential hazard;

(ii) 2nd Stage filling : to be carried out in two parts like :

Filling above MDDL shall be gradually built up at a rate not

exceeding 3m per fortnight and filling shall be temporarily stopped

at half the height between MDDL and Crest level (El 658.0m) for a

reasonable time in order to assess the behaviour of the dam body

on the basis of observed values and to take a decision for further

storage and remedial measures in case of any distress

After a decision of continuing filling, further building up of the

storage shall be in gradual stages of 2m to 3m per fortnight and

increase in storage capacity. The reservoir shall then be

temporarily held up at the crest of the spillway for a reasonable

time for monitoring and evaluation of the performance of the dam

body and to take a decision to increase further storage.

(iii) 3rd Stage filling consists of filling above the crest of the spillway up to

FRL. At this stage, rate of reservoir filling shall be restricted to sub-

stages of 0.3m in 48hours. The reservoir shall then be temporarily held

at half of the height between Crest Level and FRL (680.0m) for



sufficient time for monitoring and evaluation of performance of the dam

and to a decision about further storage / remedial measures.

It is expected that the raising of dam height will be sufficient enough above

MDDL by the end of the 8th year and consequently, reservoir filling up to MDDL

could be initiated suitably after in the 8th year. Before such initiation, two sets of

diversion gates are proposed to close the left bank diversion tunnels during the

low flow season. When the closure will be accomplished, two concrete plugs,

separated by a distance of 100m, will be constructed, one upstream and one

downstream of the dam axis in one of the tunnels. The temporary low level

outlet in the left bank diversion tunnel will be incorporated within these plugs.

When the outlet facility would be commissioned, the tunnel will be watered up

and the gates at the diversion tunnel intake structure will be removed and re-

used to seal the right bank diversion tunnels to commence the reservoir

impoundment. The closure operations of the tunnels are scheduled to take

place during the dry season.

3.3 RUPALIGAD RE-REGULATING DAM

The Rupaligad Re-regulating Dam comprises of:

A 95 m high concrete gravity dam, 265m long and 8m wide at top (El

428.0m) with a 192m long central spillway having crest level at EL 386 m

with12 bays, each of 9.5m wide provided with vertical gates, each of

size 9.5m (W) x 14.5m (H).

Two Diversion Tunnels - one on each bank, each with 12m dia, D-

shaped of 1137m length in India and 1077m length in Nepal, having

invert levels of Inlet and Outlet at EL 366.0 m and El 361m respectively,

to pass design flood of 2000 m3/s.

Upstream Coffer dam, colcrete gravity dam with 1.5m thick concrete

wearing course, 34m height x163 m length with 6 m top width at EL 385

m.

Downstream Coffer dam, rock fill dam with 40cm thick concrete face in

the downstream, 17m height x 110 m length with 7m top width at El 377

m.

Power Intake, each one integrated with 8 openings size 5.53m (W)x

3.0m (H) and intake invert level at EL 390.5m to serve two HRTs in each

side

HRT, steel lined, 2nos in each side and each of 6.5m dia of lengths

varying from 260m to 336m & 5.5m dia x 40.0 length, with invert levels at



Inlets and outlets at EL 390.5m and EL 367.0m respectively, to convey

design discharge of 150 m3/s each.

Main Access Tunnel, D-shaped, 8m x8m size x 319 m length in India

and 8m x8m x 320m length in Nepal.

Two Underground Power House complex, one on each side with size of

24m (W) x 50.0m (H) x112 m (L) with Transformer caverns of size 19.0m

(W) x31 m (H) x 75 m(L) with two Tailrace Tunnels of 7.0m dia x 300 m

length on each bank.

3.3.1 River Diversion: Diversion Tunnels & Cofferdams

(a) Diversion Tunnels [DT]

Diversion tunnels comprises one to each side and each tunnel being 12.0 dia x

average length of 1107 m with inlet and outlet levels at EL 366.0 m and El

361.0 m respectively.

Schedules and Methodology

Construction of each diversion tunnel is proposed to be carried out from the

inlet and outlet portals. After accounting of 100mm thick shotcrete and 150 mm

thick concrete lining, excavated diameter of each diversion tunnel will be12.5

m. Construction of two Diversion tunnels will involve:

Portal Construction

(i) Common Excavation 76560 m3

(ii) Rock Excavation 32810 m3

(iii) Concrete 1320 m3

Tunnel Construction

(i) Excavation 338525 m3

(iii) Concrete 64600 m3

Construction of the Diversion tunnels is proposed with the following

considerations:

Simultaneous construction of the DTs at each side

Excavation of each DT varying in accordance with Class of Rock like

3.5m for Class I, 3.0 m for Class II & III and 2.5m for Class IV & V



Portal Excavation to be carried out first from both ends

Each DT is proposed to be constructed from the end portals

Excavation of DTs to be carried out by Drill and Blast Method in two

stages namely, top heading with 9m depth and 3m pull length, followed

by benching with bench depth of 3.5 m


subsequent stage of benching operation in about 10.00 hrs. subject to

availability of type of rock.

Concreting in three stages namely, kerb, overt and invert. Concrete over

invert may be placed first with 12m steel travelling forms, four at a time,

followed with kerb concreting. Lastly, invert concreting can be done with

same system of travelling steel form work.

Construction of two DTs, each from end portals, is expected to be completed

within 15 months with the break up schedules as outlined in Table-3.32.

Table-3.32: Time required for construction of two Diversion Tunnels

Construction of Portals including stabilising slopes &

Ramps for each tunnel

2.5 months

Excavation of Tunnels 10.0 months

Concrete 2.5 months

Total 15 months

Source: DPR

Equipment Planning

For simultaneous excavation of each DT from two end portals, 2 sets of

independent equipment will be required to complete as proposed below:

Open Excavation & loading of soft materials (in portal area) with 0.70 m3

capacity Hydraulic Excavators and ripping with 180hp Dozer and

transportation with 18t RE Dumpers.


for rock excavation in portal areas and loading with 1.5m3 capacity wheel

loaders.

Drilling of blast holes for the tunnels with 3-Boom Jumbo Drill.

Loading of blasted rocks with 3.0 m3 capacity Loaders having side dump

bucket, assisted with 320hp Dozers for pushing and transportation in 28t

capacity Rear End Dumpers for tunnel excavation.


Rock bolting with fully mechanized Rock Bolting Rig, wherever required



Transportation of concrete in 4.5 m3 and 8m3 cum capacity Transit

Mixers

Concreting from 10 m3 /hr and 20 m3 / hr. capacity Concrete Pumps

fitted in the carriers

Travelling steel Form, 2m long, for concreting

Piling / Stacking of mucks at disposal yard with 180HP Dozer.

Accordingly, probable requirement of equipment for completion of 1- diversion

tunnels in each side is listed in Table-3.33.

Table-3.33: Probable Requirement of Equipment for Diversion Tunnel

[for 2 faces]

S. No. Name & Capacity of Equipment No of Equipment required

1. Hyd. Excavator,0.7cum capacity 2

2. Jack hammer 7


4. Wheel Loader, 1.5 m3 2

5. Side Dump Loader, 3.0 m3 3


7. Dozer, 180hp at disposal site 2

8. RE Dumper,18t 16

9. RE Dumper, 28t 22

10. Shotcrete Machine,15 m3 /hr 3


12. Concrete Pump, 10 m3/hr 2

13. Concrete Pump,38 m3/hr 10

14. Transit Mixer, 4.5 m3r 2


16. Traveller Form, steel, 10m long 4set

Source: DPR

(b) Coffer Dams

The upstream coffer dam is 33m high x 177.5m long dam whereas the

downstream coffer dam is 17m high x 110m long dam. Upstream coffer dam

will be concrete in 1:3 cement mortar in the core with 1.5m thick wearing course

of M-20 cement concrete all around the surfaces. The downstream coffer dam

will be rock fill with downstream face, finished with concrete of 40cm thickness.

The activities involved in the construction of the cofferdams is given in Table-

3.34.



Table-3.34: Construction Activities for Coffer Dams


[Bank]

Quantity in m3

[Compacted]

U/S Coffer Dam


Colcrete in 1:3 cement -mortar 57710

Wearing Coarse Concrete

(M-20)

24730

D/S Coffer Dam


Random Rockfill 102000

D/S face Concrete 1060

Source: DPR

Schedule and Methodology

Construction of both the cofferdams is proposed to be carried out

simultaneously from both banks after completion of the DTs construction and

diversion of river water by providing dykes. Both the dams are proposed to be

completed during 4th year. Construction schedule proposed for the U/S and D/S

Coffer Dams is given in Table-3.35.

Table-3.35: Construction Schedules for U/S and D/S Coffer Dams

Particular Time (Month) No. of

Shift

No of Work

Front

Hourly Progress

Rate(m3/hr)

Upstream Coffer Dam


Colcrete 2 2 2 52

Concrete 1 2 2 45

Downstream Coffer Dam

Common Excavation 1/2 2 2 65

Random Rockfill 1 2 2 186

D/S face Concrete 1 2 1 4

Source: DPR

Execution of various works is proposed to be carried out as follows:

Rock fragments for concrete and rock fills to be obtained from

excavation of the Diversion Tunnels, stockpiled at about 2km upstream

of dam axis as discussed above.

Raising of the concrete core of the upstream coffer dam to be done in

stages of 1m to 1.5m height. After placing the rock fragments with due



filling with smaller spawls in position up to the desired lift, cement mortar

(1:3) will be injected inside the fills with sufficient pressure through the

makeshift passages provided for the purpose.

After raising of the concrete dam up to the required height, wearing

coarse of 1.5m thickness may be provided as per drawings and

specifications

As said above, construction of the downstream coffer dam may also be

taken up after diversion of river water

After foundation excavation, raising of the downstream coffer dam may

also be undertaken in stages of 1.5m lifts and / or as per drawings and

specifications and /or directions of the Engineer-in-charge

After completion of raising of the dam up to the required height, gaps in

downstream face of the dam shall be filled up with spawls to bring an

uniform slope and thereafter, layer of 40cm thick concrete may be laid as

per the design drawings and specifications.

Equipment Planning

With the above sequence of construction, deployment of the following

equipment is proposed:


Excavators and Ripping with 180 hp Dozer and transportation with 18t

RE Dumpers


for rock excavation

Loading of blasted rocks with 2.0 m3 capacity Wheel Loaders , assisted

in pushing blasted rocks with 180 hp Dozers and transportation in 28 t

RE Dumpers

Col grouting with Grout Pumps

180 HP Dozer at stockpiled site

Compaction with Vibratory Compactor, 12 t capacity with smooth drum

Water Tanker, 15000 l capacity for moisture control

Concreting with 38 m3/hr Concrete Pumps & Tower Cranes with 40m

boom, 8 m 3 Transit Mixtures

Dewatering with Heavy duty water Pumps (10hp)

Accordingly, the probable requirement of equipment for construction of both

cofferdams is estimated and given in Table-3.36.



Table-3.36: Probable Requirement of Equipment for Construction of Coffer Dams

S. No. Name & Capacity of Equipment No. of Equipment

1. Hyd. Excavator, 1.0 m3 capacity 2

2. Wheel Loader,2.0 m3 2


5. RE Dumper,28 t 6

6. Dozer,180hp 6

7. Grout Pump 5

8. Tower Crane,10t with 40m boom 5

9. Concrete Pump,38 m3/hr 6

10. Transit Mixture ,8m3 6

11. Air Compressor,1000/1500 cfm 2

12. Water Pump, 10hp 10

13. Vibratory Compactor,12t, with pad foot drum 5

15. Water Sprinkler,15000 l 4

*includes 20% standby for 2-shift working

Source: DPR

3.3.3 Main Dam

The main dam comprises of a concrete gravity dam having 192m long central

spillway having 12 bays, each of 9.5m wide. Out of 16 blocks in all, 3-blocks in

the left flank and 1-block in right flank are non-overflow (NOF) blocks. The dam

also conceives three openings like foundation gallery and adits with their bases

at El 381.86m, El 402.50m and 423.50m through the NOF section and at El

335.86m, El 356.86m and El 377.86 through the overflow section. The

construction activities for the Construction of the NOF and OF blocks are given

in Table-3.37.

Table-3.37: Construction Activities for Main Dams


[Bank]

Quantity in m3

[Compacted]



Consolidation Grouting 90000

Curtain Grouting 25000

Dental & Levelling Concrete 215000

Mass Concrete in NOF & OF Blocks 629080

2nd stage Concrete in openings & Galleries 264800

2nd/3rd stage Concrete in End Faces of

sluices, etc

11000

Source: DPR



Schedule and Methodology

Construction of the main dam is proposed to be carried out simultaneously from

both banks after completion of construction of the coffer dams. Construction of

the dam with the central spillway is proposed to be completed in 37 months

during 4th year to 8th year with overall activities as under:

Foundation Excavation and Treatment in 32 months during 4th-7th year

Concreting in 23 months during 5th-7th year with construction schedules

as in Table-3.38.

Table-3.38: Construction Schedules for Main Dam

Particular Time

(Month)

No. of

Shift

No of Work

Front

Hourly Progress

Rate (m3/hr)



Consolidation Grouting 24 2 3 4.5

Curtain Grouting 12 2 2 4.0

Dental & Levelling Concrete 4 2 4 49

Mass Concrete in NOF & OF

Blocks

20 2 4 28

Concrete in openings &

Galleries

12 2 4 20

Concrete in End Faces of

sluices, etc

3 2 2 7

Source: DPR

Foundation excavation and building of the dam body are proposed to be carried

out with following sequence of operations:

Excavation and pouring of concrete will be done from both ends in

general

Excavation of foundation rocks will be carried out following common

excavation

Consolidation grouting from both banks and using three set of drilling

and grouting machines

Curtain grouting and drilling of drainage holes from inside the

Foundation gallery so that pouring of concrete will not be interrupted



After foundation excavation, dental / levelling concrete will be laid over

the entire dam base and thereafter mass concrete will be poured upto

the base of the foundation gallery at El 335.86m inside the spillway.

After erection of the shuttering, pouring of concrete will be resumed and

continued up to the base of the next adit / gallery. Likewise mass

concrete may be poured in stages depending upon the locations of the

adits /galleries.

Concreting is proposed to be carried out in 4-blocks at a time from four

different locations

A float of about 4months during rainy season has been intended for

erection of shuttering for galleries / adits

Similarly, sufficient float has also been provided for 2nd stage concreting

in galleries

2nd / 3rd stage concreting in sluices, gate grooves, etc is proposed to be

done as the end product

In all cases, concreting shall be done in accordance with approved

drawings and specifications and / or as directed by the Engineer-in-

Charge

Equipment Planning

Open Excavation & loading of soft materials with 0.70 m3 capacity

Hydraulic Excavators and Ripping with 180hp Dozer and transportation

with 18t RE Dumpers


in the very steep slopes and Drilling in accessible areas with Hyd.

Crawler Drills with 76mm bits and hole patterns with spacing of 2.75m

c/c for rock excavation

Loading of blasted rocks with 2.5 m3 capacity Hyd. excavator, assisted

with 320hp Dozer for pushing and transportation in 28 t capacity Rear

End Dumpers

Piling / Stacking of mucks at disposal yard with 180HP Dozer

Consolidation / curtain grouting with set of Percussion Rotary drills and

grout pumps

Transportation of concrete in 4.5 / 6 /8 m3 capacity Transit Mixers

Concreting from 38 m3 / hr. capacity Concrete Pumps and

Tower crane,10t /40m boom at higher elevation.

The requirement of equipment of Rupaligad Dam are given in Table-3.39.



Table-3.39: Requirement of Equipment for Construction of Rupaligad Dams

S. No. Name & capacity of Equipment No. of Equipment

1 Hyd. Excavator, 0.70 m3 capacity 2

2 Wheel Loader,2.5 m3 2

3 RE Dumper,18 t 10

4 RE Dumper,28 t 32

5 Dozer,180hp 6

6 Percussion Rotary Drills 4

7 Grout Pump 4

8 Tower Crane,10t with 40m boom 5

9 Concrete Pump,10/ 20/ 38 m3/hr 9

10 Transit Mixture ,4.5 / 6 / 8m3 12

11 Air Compressor,1000/1500 cfm 2

12 Water Pump, 10hp 10

13 Concrete Vibratory 10

14 Water Sprinkler,15000 l 4

Source: DPR

3.3.4 Water Conductor System: Power Intake, Headrace Tunnel /

Pressure Shafts

The Water Conductor System comprises:

Intake structure

1-integrated intake structure in each side with 4-openings and 2-emergency

gates and 2-service gates on either side of the structure, having centre line at

El 392.0 m and invert level at El 390.50m to meet water requirement of 2-

HRTs in each side. The gate openings are of size 5.53m (W) x3.0m (H). Each

opening has a transition zone of 25m length.

Head Race Tunnel

4nos (2nos in each side) x 6.5m dia each with lengths of 309 m & 260 m in

India and 336.0 m & 278.0 m in Nepal to convey maximum design discharge of

150.0 m3/s. Each one is steel lined and after covering a length of 264.0m, will

connect to a ferrule erection chamber(FEC) with invert level at El 389.0m,from

where it will emerge as an inclined pressure shaft with a vertical fall of

33.0m,having its centre line at El 356.0m, before entering into the power house



Alike the activities for the other components, construction of each of the above

components are proposed to be carried out simultaneously on both sides of

India and Nepal.

a) Power Intake


Total quantity of critical item of works for each-power intakes and 2-portals in

each side are estimated to:

(a) Intake Structure

Common Excavation 131000 m3

Rock Excavation 67750 m3

Concrete,M-25 20750 m3

(b) Portal

Common Excavation 130000 m3

Rock Excavation 39000 m3

The above cited activities are proposed to be undertaken during initial seven

months in the 3rd year with following work schedules and simultaneous work in

each side. Hourly Progress rates at each work front are estimated as

mentioned in Table-3.40.

Table-3.40: Schedules of Activities for Major Item of Works for Power Intake and

Intake Portal

Particular Time

(Month)

No. of

Shift

No of Work

Front

Hourly

Progress Rate

(m3/hr)

Intake Structure



Concrete 2 2 2 19

Portal



Source: DPR



Equipment Planning

The above sequence of operations shall be based upon the following

construction method and equipment:


Excavators and Ripping with 180hp Dozer and transportation with 18t

RE Dumpers


for open rock excavation

Loading of blasted rocks with 2.5 m3 capacity Wheel Loaders assisted

with 320hp Dozer and transportation of blasted rock materials in 28t


Placing of concrete with Tower cranes /crawler crane and concrete

pumps, 20 m3/hr

Concrete transportation in Transit Mixtures of 6.0cum

Shotcreting with 15 cum/hr capacity Shotcrete Machine with robot arm

Rock Anchoring with Rock Bolting Machine.

Accordingly, probable requirement of equipment are given in Table-3.41.

Table-3.41: Requirement of equipment for Construction of Power Intake & Portal

for HRT

S. No. Name of Equipment Quantity [Nos]

1. Hydraulic Excavator, 0.7 m3 2

2. Dozer,180hp 4

3. RE Dumpers, 18t 10

4. RE Dumpers , 28 t 9

5. Jack Hammer 7

6. Wheel Loader, 2.5 m3 2

7. Concrete Pump,20 m3 /hr 2

8. Tower Crane ,10 t/40m 2

9. Transit Mixture, 6m3 8

10. Shotcrete Machine, 15 m3 3

11. Rock Bolting Machine 3

Source: DPR

b) Head Race Tunnel

Construction of each HRT is proposed to be taken up immediately after

construction of the portal. Construction of the HRTs is proposed with the

following considerations:



Parallel construction of 2-HRTs in each side

Excavation of the HRTs may be continued from each portal

simultaneously and may be continued for a distance of 264.0 m to

connect the Ferrule Erection Chamber with bottom at El 389.0 m with

Full Face Drill and Blast Method.

Blasted rock fragments derived from excavation of HRT up to FEC will

be taken out through the excavated tunnel itself

A Ferrule Erection Chamber(FEC) of size 34m (L)x9m (W) x 8.15m (H)

will be constructed with the top and bottom of the FEC to match with the

excavated HRT after excavation of the Adit, earmarked for construction

of FEC as an extension of the MAT, in later stage

Excavation of the inclined pressure shaft will be taken up after

construction of FEC.

Excavation of the inclined pressure shaft for a length of 50.0 m with 33m

fall from the bottom of FEC (EL 389.0 m) to the bottom at El 356.0 m is

proposed to be constructed from top to bottom with Full Face (FF) as in

sinking a vertical shaft.

A trolley track can be laid at the bottom so that the blasted rocks and the

working personnel can be winched up easily after every operation.

Mucks derived from excavation of the inclined shaft will be disposed off

through the FEC, Adit to FEC and MAT

Steel Ferrules will be taken to FEC through the MAT and Adit to FEC

After completion of excavation of the entire length of the HRT, steel

liners shall be laid in reverse direction i.e. from power house end to the

FEC and from Portal to FEC

With the above time schedules, total time of construction the HRTs would be 12

months (Refer Table-3.42).

Table-3.42: Time required for construction of HRTs

Construction of Portal 4 month

Tunnel excavation 4 month

Laying of Steel Liners 2 month

Construction of FEC & Other allied activities 2 month

Total 12 months (during 3rd -4th year)

Source: DPR



Equipment Planning

The following sequence of operations is proposed as below:

- Driving of Heading according to the class of Rocks ( 3.5m for Class I,

3.0m for Class II, 2.5m for Class II and 2m or less for Class IV type

Rocks). Based upon geological investigations, Class I, II & III type rocks

are mostly expected to be encountered in the alignments.

- Drilling of blast holes with 2-Boom Jumbo Drill and loading of blasted

rocks with 2.0 m3 capacity Loader having side dump bucket, assisted

with 320hp Dozer for pushing and transportation in 12 t capacity Rear

End Dumpers

- Shotcrete with 10 m3 capacity wet Shotcrete Machine with robot arm

- Rock bolting with fully mechanized Rock Bolting Rig

- Transportation of concrete in 6 m3 capacity Transit Mixers

- Concreting from 38 m3 / hr. capacity Concrete Pumps

- Travelling steel Form, 12m long for concreting

- Fabrication of Steel liners in Workshop

- Transportation of Ferrules to site in Truck trailers

- Air Compressors

- Piling / Stacking of mucks at disposal yard with 180HP Dozer.

Requirement of equipment for construction of the Head Race Tunnels would be

the same in each work front. Probable requirement of equipment for completion

of 4- tunnels with 30% standby is listed in Table-3.43.

Table-3.43: Probable Requirement of Equipment for each HRT

S. No. Name & Capacity of Equipment No of Equipment


2. Side Dump Loader, 2.0 cum 1


4. FE Dumper,12t 28

5. Shotcrete Machine,105cum /hr 1


7. Compressor,1500/1000 kWh 2

8. Concrete Pump, 38 cum/hr 2

9. Transit Mixer, 6cum/hr 8

10. Dozer,180 HP (1x2) at disposal area 1

11. EOT Crane, 20t 2

12. Rolling Machine 113

13. Crane,10t capacity 1



S. No. Name & Capacity of Equipment No of Equipment

14. HD Winch 2

15. Welding & Cutting Machine 2

16. Truck Trailer 2

17. Trolley 2

18. Set of Rail Track As per requirement

Source: DPR

3.3.5 Access Tunnels: Main Tunnel & Branch Tunnels and TRT

The Main Access Tunnel [MAT] and the Branch Tunnels will have the sizes as

detailed in Table-3.44.

Table-3.44: Size of Access Tunnels

S. No. Name of Component Size

1. Main Access Tunnel to PH Cavern 7mx 8m – D-shaped x 420 m long

2. Adit to FEC , off-setting from MAT 7m x8m - D-shaped x 344 m long

3. Link Tunnel to Crown of Transformer

Cavern

7m x8m - D-shaped x 67 m long

4. Link Tunnel to Power House Cavern 7m x 8m – D-shaped x 55m long

5. TRT extended up to bottom of Draft

tube

7m x 8m- D-shaped x 172m long

Source: DPR

Main Access tunnel to the transformer floor and service bay of the power house

at El 366.0 m shall be constructed by full face drill and blast method. After

construction of the MAT for a distance of 192.0 m at El 377.0m, a branch Adit

will take off to connect to FEC at El 389.0 m and from this point, construction of

both the tunnels will continue simultaneously.

After branching of the Adit to FEC for a distance of 90.0 m from its off-take

point at El 377.0 m, a link tunnel of 67 m length will extend from FEC Adit to

connect to the top of the Transformer Room at El 397.0m. Similarly, another

link tunnel of about 55.0 m length will off-take from FEC Adit to connect to the

top of the Power House at El 388.5 m from a point at about 74 m away from the

Transformer link tunnel. Both of these two link tunnels could be constructed

simultaneously after completion of the MAT and the Adit.

Excavation of both the TRTs, extended up to the bottom of the Draft tubes may

be taken up after excavation of the MAT and the branch tunnels. Proposed



excavation of these access tunnels is earmarked for completion in 13 months

during 4th to 5th year with the following work schedule (Refer Table-3.45).

Table-3.45: Work Schedule for Construction of the Access Tunnels

S. No. Name of Component Proposed Time of

Excavation

1. Main Access Tunnel to PH Cavern 6 months

2. Adit to FEC, off-setting from MAT 5 months

3. Link Tunnel to Crown of Transformer Cavern 1 month

4. Link Tunnel to Power House Cavern 1 month

5. TRT extended up to bottom of Draft tube 2 months

Source: DPR

Equipment Planning

Equipment planning for excavation of these access tunnels is proposed as

follows:

Driving of the Main Access Tunnel to Powerhouse cavern and the Adit to

FEC by full face drill & blast method employing two independent sets of 2-

boom Jumbo drill and 2.0 m3 capacity side dump Loader with 12t RE

Dumpers for mucking operations and other equipments deployed for

construction of the HRTs.

Driving of the link tunnels to the crown of Powerhouse and the Transformer

cavern with another sets of the same type of equipment deployed for the

HRT except for ferrule fabrication equipment.

Mucks for construction of all these tunnels will be disposed off through the

MAT and its extensions.

3.3.6 Power House Complex and Transformer Cavern

a) Power House Complex

An underground Powerhouse of size 108.7 m (L) x 24.5 m (W) x 50.5 m (H) has

been proposed to accommodate 2x 60MW units with Vertical Kaplan turbines in

each side. Construction of the Powerhouse will be taken up after completion of

construction of the Transformer Room that connects the service bay of Power

House through the Bus Duct with its floor level at El 366.0m so that disposal of

mucks from the Power House will not be hindered.



At first, the link tunnel connecting to the top of crown of the Powerhouse at EL

388.5m will be extended through the entire length of the Power House to form a

central passage to carry out further excavations in later stages. Thereafter the

dome cavity of the Power House from El 388.5m to El 382.5m will be

excavated.

Excavation of the dome cavity will be carried out in similar fashion alike

excavation of the dome cavity of the Transformer Room. The mucks obtained

from excavation of the crown cavity will be taken out through the ramp, link

tunnel and the MAT for onward disposal.

On completion of excavation and supporting of the dome cavity of the

powerhouse, excavation of the powerhouse cavity from bottom of the dome (El

382.50 m) to the Service bay level (El 366.0m) will be carried out by benching

operations in stages. The blasted material during benching operations from the

bottom of the dome will be pushed down to the service bay through the glory

holes.

Further extension of the powerhouse cavity from the service bay to MIV level

(El 366.0 m to 351.0m) will be carried out in similar fashion and the mucks will

be pushed down to the cavity of the draft tube through the glory holes and

disposed off through the TRT which would be excavated before taking up

excavation of the power house below service bay floor level. Concreting of the

side walls will also be carried out concurrently in stages along with excavation

of the powerhouse cavity.

Construction of the Power House complex will involve the following critical

activities which are intended to be carried out as detailed in Table-3.46.

Table-3.46: Critical Activities with proposed Hourly Progress Rate

Particular Quantity

(m3)

Time

(Month)

No. of

Shift

Hourly Progress

Rate(m3/hr)


Structural Concrete 50800 15 2 As & when required

Source: DPR

b) Transformer Cavern

Construction of the Transformer cavern will be carried out from the top link

tunnel connecting the TR top at El 397.0 m. At first the link tunnel will be

extended covering entire length of the transformer cavern to make a central



passage. Thereafter dome cavity with the full width of 19.0 m at El 391.50 m

will be constructed.

After completion of the central passage, the entire width of the dome cavity will

be excavated in parts such that proper supports are left for the crown. At first,

excavation will be completed in both sides of the passage, covering 1/3rd width

of the dome in each direction, duly provided with proper rock supports to the

dome to protect against any initial deformation. After completion of excavation

of the 2/3rd width of the dome, construction of the remaining 1/3rd portion will

be completed. Roof supporting and concreting / Shotcreting will be carried out

appropriately as roof excavation proceeds. The mucks obtained from

excavation of the dome cavity will be taken out through the ramp, Branch

Tunnel and the MAT for onward disposal.

Further excavation of the Transformer Room (TR) from El 391.50 m to its floor

level at El 366.0 m will be carried out through benching in stages and the

mucks will be pushed down to the floor level through the glory holes that need

to be excavated before taking up benching operations in hand. Structural

concreting will also be carried out concurrently in stages along with excavation

of the TR cavity. Construction of the TR will involve the following critical

activities which are intended to be carried out as detailed in Table-7.42.

After completion of the TR up to its floor level, excavation of the Control gate

shaft can be taken up. At first, a pilot shaft of 2.5m dia may be extended from

the floor level to the top of the underneath TRT and thereafter the pilot shaft

may be widened to full size of the shaft (10m (L)x 6.5m (W) x13m (H)). After full

excavation of the gate shaft, concreting can be taken up and expected to be

completed in 2 months. The hourly progress of critical activities is given in

Table-3.47.

Table-3.47: Hourly Progress Rate of critical activities

Particular Quantity (m3) Time

(Month)

No of Shift Hourly Progress

Rate

Rock Excavation 49500 3 2 60 m3/hr

Structural Concrete 7100 3 2 As & when required

Source: DPR



Equipment Planning

Construction method and requirement of the equipment for construction of the

Powerhouse and the Transformer Room with construction of the glory holes are

proposed to be as follows:

Driving of the Transformer Room and the Power house by drill & blast

method in stages as explained above deploying crawler drill and 2.5 m3

capacity side dump Loader with 12t RE Dumpers for mucking operations

Driving Glory holes with Raise Climbers

Benching operations by employing crawler drills and jack hammers for

drilling and 120 hp Wheel Dozer for pushing the muck through the glory

holes

Side wall slashing of the domes with the same set of equipment

Collection and disposition of muck from bottom of glory holes by using

1.5 m3 capacity side dump Loader in combination with 12t capacity RE

Dumpers

Concreting by employing 20 m3/hr capacity concrete pumps an d Transit

Mixtures of 6m3 capacity for transportation of concrete mix from the B&M

plant

The requirement of equipment for Tail Race and Power House is given in

Table-3.48.

Table-3.48: Requirement of Equipment for TR and PH

S. No Name of Equipment No of Equipment

1. Crawler Drill 2

2. Jack Hammer, Heavy Duty 4

3. RE Dumper, 12t 6

4. Wheel Dozer,180 HP 2

5. Wheel Dozer,120hp 2

6. Raise Climber 1

7 Rock bolting Machine, 20 m3/ hr 3

8. Concrete Pump,20 m3/ hr 3


10. Grout Pump 2

11. Air Compressor, 1500/1000 cfm 2

12. Aggregate Processing Plant, 200 TPH 2

13. B&M Plant, 60 m3/hr 2

14. Travelling Form 4

15. Truck, 8/10t 4

Source: DPR



3.3.7 Supply, Installation and Commissioning of Hydro-Mechanical

Equipment

Supply, installation and commissioning of the hydro-mechanical equipment are

proposed to be carried out as follows:

Positioning and fixing embedded parts during pouring concrete at the

desired locations

Installation of Gates appropriately after setting of 2nd stage

concreting in the gate grooves at the desired locations.

The schedule of supply and installation/ commissioning of the following hydro-

mechanical equipment is proposed as follows:

DT gates in 2 months during 4th working season

Spillway gates in 12 months during 7th & 8th working season

Power Intake & HRT gates, etc in 18 months during 3rd -5th working

season

Draft Tubes & TRT gates in 2 months during 8th working season

3.3.8 Supply/ Manufacture, Installation and Commissioning of Electro-

Mechanical Equipment

It is assumed that supply, installation and commissioning of the electro-

mechanical equipment will be carried out by the EPC Contractor. Preparation of

specifications, processing of tenders, allotment of work and approval to

suppliers drawings, etc is planned to be done during the initial two years.

Various activities related to supply/ manufacture, installation and testing is

expected to be completed within 24 months from the date of placing orders for

each side. However, installation and testing of the TG Sets is expected to be

done in 12 months during the 8th year.

3.3.9 Construction of Pothead Yard

Construction of Pothead yard is proposed to be undertaken in 12 months during

7th year.

3.3.10 Schedule of Reservoir’s Initial Filling

Initial filling of the reservoir will depend upon the following factors:



Rate of base flow and frequency flood event

All water Release facilities

MDDL

Spillway Crest Level and

FRL

Reservoir filling consists of filling in three stages namely, 1st stage up to MDDL,

2nd stage up to Crest level and 3rd stage up to FRL and comprises of the site

specific filling programme as per time to time observations and monitoring of

performance/ behavior of the dam body. However, before starting filling of the

reservoir, a detailed programme may be chalked out with respect to IS -7323,

IS-12633 and IS-15472.

CHAPTER-4 METHODOLOGY ADOPTED FOR EIA

STUDY


Chapter 4: Methodology Adopted for the EIA Study Page 1

CHAPTER-4

METHODOLOGY ADOPTED FOR THE EIA STUDY

4.1 INTRODUCTION

Standard methodologies of Environment Impact Assessment have been

followed for conducting the CEIA study for the proposed Pancheshwar

Multipurpose Project (PMP). A brief description of the methodology adopted for

conducting the CEIA study for the proposed Pancheshwar Multipurpose Project

is outlined in the present chapter. The information in this Chapter has been

presented through various primary as well as secondary sources.

4.2 STUDY AREA

The Study Area considered for the CEIA study is given as below:

Submergence area

Area within 10 km of the periphery of the submergence area

Area to be acquired for siting of various project appurtenances.

Area within 10 km of various project appurtenances

Catchment area intercepted at the dam site

The False Colour Composite (FCC) of the Study Area is enclosed as Figure-

4.1.



Figure-4.1: FALSE COLOUR COMPOSITE (FCC) of the Study Area



4.3 SCOPING MATRIX

Scoping is a tool which gives direction for selection of impacts due to the

project activities on the environment. As a part of the study, scoping exercise

was conducted selecting various types of impacts which can accrue due to

hydroelectric project. Based on the project features, site conditions, various

parameters to be covered as a part of the CEIA study were selected. The

results of Scoping analysis are presented in Table-4.1.

Table-4.1: Scoping Matrix for CEIA study for the proposed Pancheshwar

Multipurpose Dam

Aspects of Environment Likely Impacts

A. Land Environment

Construction phase - Increase in soil erosion from various

construction and quarry sites

- Pollution by construction spoils

- Acquisition of land for labour camps/ colonies

- Solid waste generated from labour

camps/colonies

Operation phase

- Acquisition of land for various project

appurtenances

- Loss of forest land due to acquisition of land

for various project appurtenances

B. Water resources & water quality

Construction phase

- Impact on water quality of receiving water

body due to disposal of runoff from

construction Sites carrying high sediment

level.

- Degradation of water quality due to disposal of

effluent from labour, camps/colonies

Operation phase - Modification of hydrologic regime due to

diversion of water for hydropower generation

C. Aquatic Ecology

Construction phase - Increased pressure on riverine fisheries as a

result of indiscriminate fishing by the

Immigrant labour population.

- Reduced productivity due to increase in

turbidity levels as a result of disposed off

waste water from construction sites and labour

Camps/ colonies.

Operation phase - Impacts on spawning & breeding grounds in

the stretch downstream of dam site to Tail

race disposal site.

- Degradation of riverine ecology




- Impacts on migratory fish species

- Impact on aquatic ecology due to reduction in

flow downstream of the dam site upto tail race

disposal site.

D. Terrestrial Ecology

Construction phase

- Increased pressure from labour to meet their

fuel wood requirements during project

construction phase

- Adverse impacts on flora and fauna due to

increased accessibility in the area and

increased level of human interferences

- Loss of forest due to siting of various project

appurtenances

Operation phase

- Impacts on wildlife movement due to the

project

- Impacts on wildlife habitats due to Acquisition

of forest land for various project

appurtenances.

E. Socio-Economic Aspects

Construction phase

- Increased employment potential during project

construction phase Development of allied

sectors leading to greater employment

- Pressure on existing infrastructure Facilities.

- Cultural conflicts and law and order issues due

to migration of labour population

Operation phase - Loss of community properties, if any

- Impacts on archaeological and cultural

monuments, if any

- Impacts on mineral reserves, if any

F. Air Pollution

Construction Phase - Impacts due to emission as a result of fuel

combustion in various construction equipment

- Impacts due to emission as a result of

increased vehicular movement for

transportation of men and material during

project construction phase

- Fugitive envisions from various sources

- Impacts due to emissions from DG set

G. Noise Pollution

Construction Phase - Noise due to operation of various construction

equipment

- Noise due to increased vehicular movement

- Impacts due to blasting

- Increased noise levels due to operation of DG




set

H. Public Health

Construction Phase - Increased incidence of water related diseases

- Transmission of diseases by immigrant labour

population

Operation phase - Increased incidence of vector- borne diseases

Based on the Scoping matrix, the environmental baseline data has been

collected. The project details have been superimposed on environmental

baseline conditions to understand the beneficial and deleterious impacts due to

the construction and operation of the proposed Pancheshwar Multipurpose

Pproject (PMP).

4.4 DATA COLLECTION

4.4.1 Physico-Chemical Aspects

Primary surveys have been conducted for three seasons namely, Pre-

monsoon, monsoon, and post-monsoon seasons. The data has been collected

for flora, fauna, forest types and ecological parameters, geological and soil

features. During these surveys data and information was collected on physico-

chemical, biological and socio-economic aspects of the study area. In addition,

detailed surveys and studies were also conducted for understanding bio-

diversity in the study area.

As a part of the EIA study, primary data has been collected for three seasons.

The details are given in Table-4.2.

Table-4.2: Details of field studies conducted as a part of CEIA studies

Season Months

Summer May - June, 2015

Monsoon August - September, 2015

Winter December 2015 – January 2016

Geology

The regional geology around the project area highlighting geology, stratigraphy,

etc. has been covered in the CEIA Report, as per the available information in

the Detailed Project Report (DPR) of the project.



Hydrology

Hydrological data for river Mahakali as available in the Detailed Project Report

was collected and has been suitably incorporated in the Comprehensive CEIA

study.

Seismo-tectonics

The regional seismo-tectonics around the project area highlighting seismicity

has been covered in the CEIA Report, as per the available information in the

Detailed Project Report (DPR) of the project.

Land Use Pattern

Land use pattern of the study area as well as the catchment area was carried

out by standard methods of analysis of remotely sensed data and followed by

ground truth collection and interpretation of satellite data. For this purpose

digital satellite data was procured from National Remote Sensing Agency,

Hyderabad, IRS-P6 LISS-IV. The data was processed through ERDAS

software package available with WAPCOS.

Soil

The soil quality was monitored at various locations in the catchment area. The

monitoring was conducted for three seasons as detailed in Table-4.2. The

parameters monitored were:

pH

Electrical Conductivity

Organic Matter

Sodium

Available Phosphorus

Available Potassium

Available Nitrogen

Cation Exchange Capacity

Particle Size Distribution

Texture



Water Quality

The existing data on water quality has been collected to evaluate river water

quality on upstream and downstream of the project site. The water quality was

monitored for various seasons as listed in Table-4.2. The water samples were

collected from the study area and analyzed for various physico-chemical

parameters, listed in Table-4.3.

Table - 4.3: Water Quality Parameters Analyzed as a Part of the Field Studies

pH Zinc

Electrical Conductivity Mercury

Total Dissolved Solids Cadmium

Sulphates Magnesium

Chlorides Lead

Nitrates Manganese

Phosphates Cyanides

Sodium Hardness

Potassium DO

Calcium BOD

Copper COD

Iron Oil & grease

Total Coliform Fecal Coliform

Ambient Air Quality

The ambient air quality was monitored at three locations in the study area.

Monitoring was conducted for three seasons as listed in Table-4.2. The

frequency of monitoring for each season was twice a week for four consecutive

weeks. The parameters monitored were Particulate Matter less than 10 micron

(PM10), Particulate Matter less than 2.5 micron (PM2.5), Sulphur-dioxide (SO2)

and Nitrogen di-oxides (NO2).

Ambient Noise Level

As a part of the EIA study noise level was monitored at various locations in the

study area. Monitoring was conducted for various seasons as listed in Table-

4.2. At each station, hourly noise level was monitored during day time. Further

day time equivalent noise level was estimated.



4.4.2 Ecological Aspects

Terrestrial Ecology

Flora

Data on forest type legal status and their extent in the catchment and study

area has been collected from the forest department. The other relevant data on

bio-diversity economically important species, medicinal plant, rare and

endangered species in the study area and its surroundings have been collected

from secondary sources like Forest research institute and wildlife department.

In addition field studies were conducted to collect data on various aspects in

the study area. The sampling sites were selected based on topography and

floristic composition. The various aspects studied were floral density frequency

and abundance of species of trees, shrubs, herbs and grasses. Plants of

economical species and medicinal use and endangered species were also

identified as a part of the study. The monitoring was conducted for various

seasons listed in Table-4.2.

Fauna

The faunal assessment has been done on the basis secondary data collected

from different government offices like forest department, wildlife department,

fisheries department, etc. The presence of wildlife was also confirmed from the

local inhabitants depending on the animal sightings and the frequency of their

visits in the catchment area. In addition review of secondary data was another

source of information for studying the fauna of the area. In addition, sightings of

faunal population during ecological survey and then field studies were also

recorded as a part of the data collection exercise.

Aquatic Ecology and Fisheries

Water samples from river Mahakali were also collected as a part of field

studies. The density and diversity of periphyton and phytoplankton’s, species

diversity index and primary productivity etc. were also studied. The field studies

were conducted for various seasons as listed in Table-4.2.

The secondary data pertaining to fisheries in river Mahakali was collected from

Fisheries Department and through literature review as well. Fishing was done

at various sites in the project area and river stretches both upstream and

downstream of the dam site of proposed Pancheshwar Multipurpose Project to



ascertain the dispersal pattern of fish species. Identification and measurements

of all the fish catch was done and an inventory of the fish species was also

prepared. Various migratory species and the species to be affected due to

conversion of lentic to lotic conditions as a result of commissioning of the

proposed project were also identified.

4.5 SUMMARY OF DATA COLLECTION

The summary of the data collected from various sources is outlined in Table-

4.4.

Table-4.4: Summary of data collected for the Comprehensive EIA study

Aspect Mode of Data

collection

Parameters

monitored

Frequency Source

Meteorology Secondary Temperature,

humidity, rainfall

- India Meteorological

Department (IMD)

Water

Resources

Secondary Flow, Design

hydrograph and design

flood hydrograph

- Detailed Project

Report (DPR)

Water

Quality

Primary Physico-chemical and

biological parameters

Three

seasons

Field studies for

summer, monsoon,

and winter seasons

Ambient air

quality

Primary PM10, PM2.5, SO2, NO2 Three

seasons

Field studies for

summer, monsoon,

and winter seasons

Noise Primary Hourly noise and

equivalent noise level

Three

seasons

Field studies for

summer, monsoon,

and winter seasons

Landuse Primary and

secondary

Land use pattern - NRSA and

Ground truth

Studies

Geology Secondary

Geological

characteristics of the

study area

- Detailed Project

Report (DPR )

Soils Physico-chemical

parameters

Three

seasons

Field studies for

summer, monsoon,

and winter seasons

Terrestrial

Ecology

Primary and

secondary

Floral and faunal

diversity

Three

seasons

Field studies for

summer, monsoon,

and winter seasons

Secondary data as

available with the

Forest and Wildlife

Departments

Aquatic

Ecology

Primary and

Secondary

Presence and

abundance of various

Three

seasons

Field studies for

summer, monsoon,



Aspect Mode of Data

collection

Parameters

monitored

Frequency Source

species and winter seasons

Secondary data as

available with the

Fisheries

Department

4.6 IMPACT PREDICTION

Prediction is essentially a process to forecast the future environmental

conditions of the project area that might be expected to occur because of

implementation of the project. Impact of project activities has been predicted

using mathematical models and overlay technique (super-imposition of activity

on environmental parameter). For intangible impacts qualitative assessment

has been done. The environmental impacts predicted are as follows:

A. Impacts during Project construction phase

Land Environment

Pollution due to large scale quarrying activities

Degradation of land during construction activities, i.e. as a result of

disposal of construction waste.

Pollution due to increased soil erosion from the construction sites.

Impacts due to disposal of solid waste from labour camps.

Water Environment

Pollution due to disposal of untreated sewage from the labour colonies.

Pollution due to disposal of runoff from construction sites.

Impacts due to discharge of effluent from the crusher.

Ecology

Increase in turbidity during construction phase with corresponding

reduction in photosynthetic activity and primary productivity.

Impacts on terrestrial ecology due to increased human interferences due

to congregation of labour population during construction phase

Air Environment

Impacts on ambient air quality as a result of construction activities, e.g.



operation of various construction equipments, increased vehicular traffic

etc.

Impacts due to fugitive emissions.

Impacts on ambient air quality due to source of construction power to be

identified at the time of construction.

Noise Environment

Increase in noise levels as a result of operation of various construction

equipment.

Impacts due to increased vehicular traffic.

Socio-Economic Environment

Improvement in the employment scenario as a result of absorption of

locals in the construction activities.

Traffic congestion and traffic safety aspects due to increased traffic

movement.

Increased stress on existing infrastructure facilities due to congregation of

labour population.

Incidence of water-borne diseases in construction staff colony

B. Impacts during project operation phase

Land Environment

Impacts on land use pattern due to increase in cropping intensity

Increased irrigation intensity in the command area

Impacts on soil quality due to increased and continued use of agro-

chemicals.

Increased potential for waterlogging and soil salinization in the command

area.

Impacts due to acquisition of land for various project appurtenances

including ownership status

Water Environment

Impacts on reservoir water quality.

Impacts due to increased use of agro-chemical.



Ecology

Impacts on the bio-diversity as a result of introduction of irrigation in the

command area.

Impacts on flora and fauna

Impacts on ecologically sensitive sites like national park, wildlife

sanctuary, etc. if any

Impacts on rare, endangered and threatened species.

Impacts on medicinally important and other economically important

species if any.

Impacts on migratory routes of wildlife

Increased potential for farm and tank fisheries in the command area.

Socio-Economic Environment

Acquisition of private lands for construction of various project

appurtenances.

Improvement in employment potential as a result of increase in irrigation

intensity.

Improvement in quality of life as a result of higher agricultural production,

and improvement in income levels.

Impacts on livestock

Increased incidence of vector-borne diseases.

Improvement in public health, educational status, etc. as a result of

economic development.

Improvement in the status of livestock as a result of greater water

availability and fodder from agricultural residues.

Impetus to urbanization and industrialization as a result of improved water

availability.

4.7 ENVIRONMENTAL MANAGEMENT PLAN AND COST ESTIMATES

Based on the environmental baseline conditions and project inputs, the

adverse impacts were identified and a set of measures have been suggested

as a part of Environmental Management Plan (EMP) for their amelioration. The

management measures have been suggested for the following aspects:

Measures to control water pollution due to various effluents to be

discharged during construction phase.

Measures to control air pollution during construction phase.



Measures to contain noise pollution and mitigate adverse impact on

construction staff and habitat in the study area.

Reclamation of areas disturbed during construction phase including

quarry stabilization and construction waste disposal sites

Development of public health management plan

Biodiversity Conservation Plan

Compensatory Afforestation Plan

Greenbelt development along periphery of reservoir, colonies, approach

road, canals etc.

Health Delivery system.

Air Pollution Control.

Noise Control measures

Resettlement and Rehabilitation Plan

Sustenance and enhancement of fisheries potential.

Infrastructure development for agriculture.

Anti-poaching measures

Provision of facilities in labour camps (Heating, Water Supply, Sanitation

& Sewage Treatment Facilities, Solid Waste Management )

Provision of free fuel to labour population

Restoration of quarry sites and landscaping of construction sites

Disposal of Muck and Reclamation of Muck Disposal Sites

Management of Impact due to construction of road

Energy Conservation measures

Release of Environmental Flows

Fisheries Management Plan

The expenditure required for implementation of these management measures

has also been estimated as a part of the EMP study.

4.8 CATCHMENT AREA TREATMENT PLAN

As a part of the CEIA study, a catchment area treatment plan for the catchment

area intercepted at the project site has been formulated. An amount of 2.5% of

the project cost has been earmarked for implementation of CAT Plan. Various

sub-watersheds have been categorized into different erosion categories, as per

Silt Yield Index (SYI) method. For high and very high erosion categories, a

catchment area treatment plan comprising of engineering and biological

measures has been formulated.



4.9 DAM BREAK ANALYSIS AND DISASTER MANAGEMENT PLAN

A dam break analysis has been conducted to simulate hypothetical failure of

dam including preparation of inundation maps. A Disaster Management Plan

(DMP) including cost estimates has been prepared for dealing with emergency

situation. It includes emergency preparedness plan, surveillance plan,

evacuation plan etc. including communication system.

4.10 RESETTLEMENT AND REHABILITATION PLAN

As a part of the EIA study, a socio-economic survey of project affected families

was conducted. As a part of the survey, information on family profile,

occupational profile, income, land holding, crop grown, assets owned, etc. was

collected. The resettlement and rehabilitation plan for the project affected

families/ persons of the proposed Pancheshwar Multipurpose Project has been

formulated within the provisions and/or guidelines as per the norms outlined in

The Right to Fair Compensation and Transparency in Land Acquisition,

Rehabilitation and Resettlement Act, 2013, Government of India.

4.11 LOCAL AREA DEVELOPMENT PLAN

As a part of the CEIA Study, a Local Area Development Plan (LADP) has been

formulated for implementation in study area villages. An amount of 0.5% of the

project cost has been earmarked for implementation of Local Area

Development Plan (LADP).

4.12 ENVIRONMENTAL MONITORING PROGRAMME

It is necessary to continue monitoring of certain parameters to verify the

adequacy of various measures outlined in the Environmental Management Plan

(EMP) and to assess the implementation of mitigative measures. An

Environmental Monitoring Programme for critical parameters has been

suggested for implementation during project construction and operation

phases. The cost required for implementation of Environmental Monitoring

Programme has also been indicated.

4.13 COST ESTIMATES

The expenditure required for implementation of these management measures

has been also been estimated as a part of the EMP study.

CHAPTER-5 HYDROLOGY


Chapter 5: Hydrology Page 1

CHAPTER-5

HYDROLOGY

5.1 CHARACTERISTICS OF THE MAHAKALI BASIN

The Mahakali Basin upstream of the Pancheshwar Dam site has a drainage

area of 12,276 km2, estimated through SRTM data, out of which 4,034 km2 is

drained by the Sarju River, a first order tributary flowing into the mainstream

from India 2 km upstream of the Pancheshwar Dam site. The drainage area of

the Mahakali mainstream upstream of this confluence is 8,242 km2 of which

2,380 km2 lies in Nepal.

The Sarju River has two major tributaries, the Panar, which drains 457 km2 in

the southwestern portion of the sub-basin and joins the Sarju 25 km upstream

of the dam site and the Ram Ganga, which is a left bank tributary with a

drainage area of 1,213 km2 and joins river Sarju 24 km upstream of the dam

site.

The main stem of the Mahakali River upstream of the Sarju Confluence has

three major tributaries flowing from right bank, namely, the Khuti Yankti, Dhauli

Ganga and the Gori Ganga that drain land exclusively in India. The last named

tributary enters the Mahakali near the upstream end of the proposed reservoir.

One major left bank tributary, Chamalya is a second order stream and drains

land in Nepal, is relatively near the dam site.

The characteristics of the first and second order tributaries including drainage

area, length of main stem, basin slope and stream distance to their confluence

upstream of the Pancheshwar Dam site are given in Table-5.1.

Table-5.1: Characteristic Mahakali Basin First and Second Order Sub-basins

Tributary Drainage Area (Km

2)

Highest Elevation (m)

Streambed Elevation (m)

Length (km)

Average Gradient

Mahakali Main stem 2510 7820 410 120 0.0217

KhutiYankti (I) 522 6320 3008 40 0.0468

Dhauli Ganga ( I ) 1357 6640 1130 78 0.0481

Gori Ganga ( I ) 2300 7820 600 100 0.089

Chamalya (N) 1553 7090 530 75 0.0499

Sarju ( I ) 4034 4360 418 115 0.0229

Panar ( I ) 457 2120 570 37 0.0259

Ram Ganga ( I) 1213 6310 550 90 0.0447

Lohavati (I) 243 1975 450 41 0.0368

Surnayagad (N) 652 2400 450 64 0.0304

Source: DPR



1. The drainage area of the Sarju includes those of its second-order tributaries,

the Panar and Ram Ganga

2. (I) and (N) designate river sources in India or Nepal respectively.

5.2 PROJECT CATCHMENT

For the catchment area of Pancheshwar and Rupaligad, the 90m SRTM DEM

data was used for delineating the catchment whose elevation varies from 7900

m to 400m. The DEM of the area and Google image are shown in Figures 5.1 &

5.2 respectively.

Figure-5.1: DEM of the Pancheshwar Project Area



Figure-5.2: Google Map of the Pancheshwar Project Area

The DEM was analyzed using ARC- GIS (Geographical Information System)

software. The sinks were filled in the DEM and the flow directions and flow

accumulations points were identified before delineation of the main river and

their watersheds up to the project sites (Pancheshwar and Rupaligad). The

stream network for each major river catchment was delineated using flow

direction method in GIS. The delineated watershed of Pancheshwar and

Rupaligad project site which indicates the areas of major tributaries also and

the same is shown in Figure 5.3.



Figure-5.3: Catchment Area map of Pancheshwar and Rupaligad dam site

5.3 HYPSOMETRIC CURVE

The hypsometric curve is a curve indicating the catchment area intercepted

between different elevations. It is helpful in identifying the catchment

characteristics including the pattern of precipitation and runoff generated from

the catchment. Since Pancheshwar dam site intercepts an area of 12276 km2

and intermediate area between re-regulating dam at Rupaligad being 1214

km2. The hypsometric curve for Pancheshwar site and intermediate area

between re-regulating dam at Rupaligad is indicated in Figures- 5.4 and 5.5

respectively.



Figure 5.4: Hypsometric Curve for Pancheshwar Catchment Area

Figure 5.5: Hypsometric Curve for Intermediate catchment between

Pancheshwar and Rupaligad



5.4 LONG TERM WATER AVAILABILITY AT PANCHESHWAR DAM SITE

5.4.1 Long Term Water Availability (1962-1992)

The Pancheshwar Multipurpose Project DPR of 1995 by His Majesty’s

Government of Nepal prepared a long term runoff series at Pancheshwar

utilizing the Chisapani runoff-runoff correlation for the period 1962-1983. The

discharge observations commenced at Pancheshwar site from 1984. As such a

long term runoff series utilizing the yield from correlation study and site specific

observed data was made for the period 1962-1992 (calendar year) which was

agreed to by both India and Nepal. The mean monthly flows (1962-1992) are

given in Table-5.2.

Table-5.2: Pancheshwar – Mean Monthly Flows (1962-1992) (Unit: cumec)

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

1962 223 212 228 252 331 752 1252 2427 1712 639 309 212

1963 162 136 165 203 324 672 1526 2381 1476 484 282 205

1964 161 134 125 176 211 435 1481 1686 1480 534 279 207

1965 166 155 163 217 255 485 876 1076 725 321 215 165

1966 129 125 119 134 237 472 1038 1874 854 331 210 160

1967 128 110 107 131 176 366 1155 1937 1121 426 247 189

1968 168 152 167 182 294 695 1497 1842 918 466 261 189

1969 166 145 148 183 352 587 1172 1767 1564 594 303 209

1970 172 151 145 190 257 620 1648 1748 999 548 296 214

1971 174 159 174 241 273 1207 1763 2169 1520 611 361 250

1972 197 193 187 198 365 464 1193 1273 1235 447 280 200

1973 177 162 195 274 429 930 1579 1668 1387 1212 399 251

1974 200 172 158 204 240 398 989 1667 921 482 272 202

1975 178 171 176 260 396 1317 1568 1859 1585 649 330 236

1976 184 169 157 198 326 502 937 1435 1112 404 248 184

1977 154 141 124 144 238 422 1479 1793 1066 454 276 204

1978 171 165 206 252 484 758 1500 2318 1181 490 281 216

1979 169 174 161 223 397 546 1131 1245 499 480 182 150

1980 130 110 133 181 300 556 1591 2053 1091 436 248 180

1981 155 138 148 197 321 470 1503 1826 937 556 302 206

1982 171 161 230 280 391 724 1176 1928 1141 415 253 182

1983 161 135 129 208 361 475 902 1324 2359 1385 363 216

1984 167 182 174 202 494 972 1484 1398 1226 403 229 168

1985 147 121 117 151 310 483 1351 1872 1232 1053 473 284

1986 235 153 142 226 402 822 1979 1813 850 431 287 209

1987 160 155 139 183 276 575 1026 1493 1242 384 222 155

1988 117 108 130 219 465 605 1789 2145 920 440 283 176

1999 182 128 140 170 329 534 1066 1833 1175 427 244 173

1990 134 121 179 244 476 668 1659 1981 1261 477 246 173

1991 155 130 157 221 430 705 1279 1876 1075 381 212 152



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

1992 123 119 114 152 258 444 901 2022 1284 398 207 136

Avg. 165 148 156 203 335 634 1338 1798 1198 534 277 195

1962 to 1983 Data obtained from correlation with the Chisapani Station

1984 to 1992 Data obtained from actual records of the Pancheshwar Indian and Nepalese

gauging stations

Source: DPR


To update the study, WAPCOS considered the rainfall data received from IMD

Pune, DHM Nepal, CWC and also TRMM rainfall data downloaded from NASA

site. The discharge data received from CWC at Pancheshwar G&D Site after

1993 was also considered. The details of data received from the above

mentioned agencies has already been indicated in the bar diagram in the

earlier para.

An examination and analysis of runoff data received from CWC for the period

1993-2012 was carried out on the raw data as indicated in Table 5.3.

Table-5.3: Pancheshwar – Observed Mean Monthly Flows (1993-2012) (Unit cumec)

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

1993 115.3 145.7 125.9 374.3 241.5 526.1 938.2 1073.9 1516.6 425.4 214.6 190.1

1994 160.5 144.3 137.2 144.2 324.3 651.5 1160.2 1361.9 702.9 329.7 249.3 196.0

1995 178.7 158.3 156.5 148.1 248.0 325.9 1095.0 1183.6 673.5 252.7 185.0 149.7

1996 128.8 117.0 126.1 165.1 226.3 430.8 761.3 1065.7 565.5 239.7 161.5 137.0

1997 132.2 117.0 108.3 142.5 183.1 328.6 848.0 793.2 639.9 296.4 195.4 182.0

1998 136.0 121.9 126.6 184.9 297.1 474.5 1154.0 1692.0 698.2 394.6 207.2 163.1

1999 133.1 116.5 145.6 191.0 304.2 291.6 1073.0 1312.0 597.8 298.9 154.3 120.0

2000 94.8 93.0 83.0 147.2 286.8 546.3 1363.4 1713.7 1106.7 430.4 233.9 177.6

2001 132.7 149.2 143.0 187.4 471.4 809.4 2351.0 1448.0 705.1 253.4 158.0 126.1

2002 152.6 120.4 147.8 216.2 379.7 435.6 1074.0 1499.0 1360.0 382.7 248.5 179.6

2003 144.6 162.2 191.7 253.0 338.6 610.5 1692.0 2221.0 1424.0 524.2 272.2 191.0

2004 147.4 120.0 117.3 133.7 237.3 370.7 1198.0 2075.0 684.2 402.3 257.7 177.0

2005 152.6 173.0 187.1 214.8 294.2 462.3 1548.0 1582.0 1175.0 537.4 274.6 227.8

2006 189.7 172.9 165.4 194.1 432.3 449.8 1341.0 1517.0 950.2 330.5 187.3 165.5

2007 144.5 149.0 215.2 272.3 339.9 650.1 2167.0 2914.0 1848.0 698.2 350.6 215.8

2008 179.6 162.0 159.0 178.7 320.7 889.3 1944.0 1943.0 978.8 456.1 262.6 199.3

2009 167.9 153.0 146.2 148.5 247.2 426.7 913.2 1373.0 1195.0 820.0 300.5 206.6

2010 175.7 160.0 158.9 197.6 288.1 370.9 1248.0 2437.0 2401.0 613.5 295.0 183.8

2011 160.8 154.0 141.9 187.3 372.6 705.2 1742.0 2574.0 1392.0 475.3 271.8 175.1

2012 152.9 134.9 129.9 188.1 275.5 463.2 1249.0 1825.0 1603.0 454.5 208.5 169.0

Source: DPR



5.4.3 Runoff series at Pancheshwar Dam site

The modified runoff series for the period 1962-2012 is in Table-5.4 and

depicted in Figure-5.6.

Table-5.4: Pancheshwar runoff series (m

3/s) Catchment area=12276 km

2


1962 223 212 228 252 331 752 1252 2427 1712 639 309 212

1963 162 136 165 203 324 672 1526 2381 1476 484 282 205

1964 161 134 125 176 211 435 1481 1686 1480 534 279 207

1965 166 155 163 217 255 485 876 1076 725 321 215 165

1966 129 125 119 134 237 472 1038 1874 854 331 210 160

1967 128 110 107 131 176 366 1155 1937 1121 426 247 189

1968 168 152 167 182 294 695 1497 1842 918 466 261 189

1969 166 145 148 183 352 587 1172 1767 1564 594 303 209

1970 172 151 145 190 257 620 1648 1748 999 548 296 214

1971 174 159 174 241 273 1207 1763 2169 1520 611 361 250

1972 197 193 187 198 365 464 1193 1273 1235 447 280 200

1973 177 162 195 274 429 930 1579 1668 1387 1212 399 251

1974 200 172 158 204 240 398 989 1667 921 482 272 202

1975 178 171 176 260 396 1317 1568 1859 1585 659 330 236

1976 184 169 157 198 326 502 937 1435 1112 404 248 184

1977 154 141 124 144 238 422 1479 1793 1066 454 276 204

1978 171 165 206 252 484 758 1500 2318 1181 490 281 216

1979 169 174 161 223 397 546 1131 1245 499 280 182 150

1980 130 110 133 181 300 556 1591 2053 1091 436 248 180

1981 155 138 148 197 321 470 1503 1826 937 556 302 206

1982 171 161 230 280 391 724 1176 1928 1141 415 253 182

1983 161 135 129 208 361 475 902 1324 2359 1385 363 216

1984 167 182 174 202 494 972 1484 1398 1226 403 229 168

1985 147 121 117 151 310 483 1351 1872 1232 1053 473 284

1986 235 153 142 226 402 822 1979 1813 850 431 287 209

1987 160 155 139 183 276 575 1026 1493 1242 384 222 155

1988 117 108 130 219 465 605 1789 2145 920 440 283 176

1989 182 128 140 170 329 534 1066 1833 1175 427 244 173

1990 134 121 179 244 476 668 1659 1981 1261 477 246 173

1991 155 130 157 221 430 705 1279 1876 1075 381 212 152

1992 123 119 114 152 258 444 901 2022 1284 398 207 136

1993 115 146 126 374 242 526 938 1074 1517 425 215 190

1994 161 144 137 144 324 652 1160 1362 703 330 249 196

1995 241 214 211 200 335 440 1478 1598 909 341 250 202

1996 174 158 170 223 306 582 1028 1439 763 324 218 185

1997 179 158 146 192 247 444 1145 1071 864 400 264 246

1998 184 165 171 250 401 641 1558 2284 943 533 280 220

1999 180 157 197 258 411 394 1449 1771 807 404 208 162




2000 128 126 112 199 387 738 1841 2314 1494 581 316 240

2001 133 149 143 187 471 809 2351 1448 705 253 158 126

2002 153 120 148 216 380 436 1074 1499 1360 383 249 180

2003 145 162 192 253 339 611 1692 2221 1424 524 272 191

2004 147 120 117 134 237 371 1198 2075 684 402 258 177

2005 153 173 187 215 294 462 1548 1582 1175 537 275 228

2006 190 173 165 194 432 450 1341 1517 950 331 187 166

2007 145 149 215 272 340 650 2167 2914 1848 698 351 216

2008 180 162 159 179 321 889 1944 1943 979 456 263 199

2009 168 153 146 149 247 427 913 1373 1195 820 301 207

2010 176 160 159 198 288 371 1248 2437 2401 614 295 184

2011 161 154 142 187 373 705 1742 2574 1392 475 272 175

2012 153 135 130 188 276 463 1249 1825 1603 455 209 169

Average 164 150 157 206 334 602 1383 1805 1193 507 268 194

Source: DPR

Figure-5.6: Plot of Modified runoff series (1962-2012) at Pancheshwar site

The 75% and 90% dependable flows are as under:

75% dependable flows = 16127.99 MCM (2006)

90% dependable flows = 14720.11 MCM (1996 )

The above runoff series is recommended tentatively for utilisation in power

potential studies



5.5 RUNOFF DOWNSTREAM OF PANCHESHWAR AT RUPALIGAD AND

PURNAGIRI


The Pancheshwar Multipurpose Project DPR of 1995 by His Majesty’s

Government of Nepal prepared a long term runoff series for the intermediate

contribution from Pancheshwar to Rupaligad and for Pancheshwar to Purnagiri

which was agreed to by both India and Nepal. The same are given in Tables

5.5 and 5.6 respectively.

Table-5.5: Intermediate Contribution from Pancheshwar to Rupaligad

(Unit- 106 m3)

Year Jan Feb Mar Apr May Jun Jul Aug Sep Oct Nov Dec Annual 1962 21 14 11 4 0 17 270 196 398 48 44 44 1067 1963 31 31 29 6 0 13 323 369 358 14 55 31 1260 1964 28 32 30 13 5 0 288 443 358 44 81 24 1347 1965 47 31 27 11 5 0 145 395 113 146 49 48 1020 1966 40 31 30 6 0 0 175 313 220 189 39 40 1081 1967 33 33 29 9 1 0 181 308 241 13 51 29 1028 1968 31 26 23 3 0 10 306 334 156 71 45. 39 1042 1969 27 32 29 8 0 8 216 307 394 63 45 56 1184 1970 21 25 28 11 0 2 342 434 171 72 93 39 1237 1971 16 22 20 9 7 54 484 382 333 76 49 32 1483 1972 25 16 22 11 0 2 203 423 291 39 48 43 1221 1973 14 23 22 11 0 38 407 429 324 94 71 0 1433 1974 32 23 28 8 5 0 136 303 199 138 90 25 988 1975 22 25 26 20 0 90 423 416 365 58 97 30 1571 1976 38 24 27 10 0 1 124 365 232 85 87 36 1029 1977 32 3 I 32 11 0 0 286 482 174 56 61 43 1209 1978 15 24 19 3 0 26 368 341 213 11 56 14 1092 1979 41 19 27 12 0 8 179 365 78 119 37 30 916 1980 37 41 29 13 0 3 345 441 243 37 38 35 1261 1981 32 31 32 11 0 0 285 481 174 55 61 43 1204 1982 38 29 20 8 0 0 230 330 239 52 56 39 1063 1983 20 24 22 15 0 2 136 340 764 72 101 58 1556 1984 33 16 17 4 0 58 381 510 325 119 84 34 1581 1985 10 26 24 8 0 0 256 399 282 21 116 38 1180 1986 16 24 21 15 0 33 537 579 173 58 53 23 1532 1987 38 22 21 9 0 1 188 372 328 161 83 46 1268 1988 30 27 26 17 0 18 422 482 177 35 53 58 1346 1989 31 27 23 0 0 4 188 314 270 120 50 38 1064 1990 0 26 22 8 0 24 387 469 283 28 49 39 1335 1991 38 26 23 10 0 25 281 388 242 185 49 42 1310 1992 39 30 29 5 0 0 171 307 216 186 38 40 1060 Mean 28 26 25 9 I 15 279 388 269 86 62 37 1225 Std.

Dev.

11 6 5 4 2 21 110 78 123 52 22 12 188

Source: DPR



Table-5.6: Intermediate Contribution for Pancheshwar to Purnagiri (Unit-10

6 m

3)

Year Jan Feb Mar Apr May Jun Jul Aug Sep Oct Nov Dec Annual 1962 46 31 24 9 0 38 594 430 875 104 96 97 2344 1963 69 67 63 14 0 29 709 810 787 31 122 67 2768 1964 60 71 66 28 12 0 0 974 788 97 177 54 2960 1965 104 69 60 23 12 0 319 869 248 321 108 106 2241 1966 87 67 65 12 0 0 384 688 484 416 85 89 2377 1967 72 72 63 19 3 0 398 677 531 248 111 65 2259 1968 67 57 50 6 0 23 672 734 342 156 98 85 2290 1969 59 71 63 17 0 17 475 674 866 138 100 122 2602 1970 45 55 62 23 0 3 751 954 377 159 204 85 2719 1971 35 48 44 20 15 119 1065 840 731 167 107 70 3260 1972 55 34 47 24 0 5 445 929 639 306 106 94 2684 1973 30 50 49 25 0 83 895 943 711 207 157 0 3149 1974 70 51 62 18 11 0 299 666 438 303 197 56 2171 1975 48 54 56 44 0 198 929 914 803 128 214 65 3453 1976 83 53 60 22 0 3 273 801 509 188 190 79 2261 1977 71 69 71 24 0 0 628 1060 383 122 134 94 2657 1978 33 52 42 7 0 58 809 750 468 24 123 31 2399 1979 91 41 60 27 0 19 394 802 170 261 82 66 2013 1980 81 89 64 29. 0 6 757 968 534 82 83 78 2771 1981 71 68 71 24 0 0 626 1056 381 122 134 94 2646 1982 83 64 43 18 0 52 506 724 525 115 123 85 2336 1983 45 54 49 34 0 5 298. 748 1679 158 223 128 3421 1984 72 35 37 8 0 128 837 1120 715 262 185 75 3474 1985 23 58 52 18 0 0 563 877 620 46 254 83 2594 1986 35 53 46 33 0 72 1179 1273 381 128 117 50 3368 1987 83 48 47 19 0 3 413 817 720 354 183 101 2787 1988 66 59 56 38 0 40 928 1060 390 78 116 128 2959 1989 67 59 51 0 0 8 414 691 593 263 110 83 2339 1990 0 56 49 18 0 53 851 1030 622 61 109 85 2935 1991 85 57 51 23 0 55 618 853 531 406 107 93 2879 1992 86 66 64 12 0 0 376 674 474 408 83 87 2329 Mean 62 57 54 21 2 34 622 858 595 182 138 80 2692 Std.

Dev.

23 13 1I 10 4 47 241 172 270 115 48 26 414

Source: DPR


The hydrological data available for assessing the flow contribution downstream

of Pancheshwar up to Rupaligad/Purnagiri is as under:-

a) Monthly flow series at Pancheshwar dam site (1993-2012)

b) In case of Rupaligad, monthly rainfall data of 4 rain gauge station in viz

Pancheshwar, Patan West, Dadeldhura and Rupaligad whose data is

available.

c) In case of Purnagiri, the rain gauge stations considered are

Pancheshwar, Rupaligad, Patan (west), Dadeldhura and Mahendra

nagar.



The estimated runoff series at Pancheshwar site is then transposed to

Rupaligad and Purnagiri site for intermediate area in catchment area and

catchment rainfall proportion. The runoff series for intermediate catchment

between Pancheshwar and Rupaligad is given in Table-5.7.

Table-5.7: Intermediate contribution from Pancheshwar to Rupaligad (1214 km

2)

Unit= 106 m

3

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

1993 22 18 37 62 54 201 175 150 236 68 0 0 1022

1994 42 16 12 50 99 143 254 160 64 0 0 1 843

1995 58 37 33 9 58 31 224 281 206 0 209 38 1184

1996 46 44 26 74 151 95 116 137 67 50 0 0 806

1997 30 42 21 49 74 75 317 333 108 40 48 80 1216

1998 40 38 49 25 75 175 426 388 116 77 7 0 1416

1999 42 1 0 18 23 38 129 182 55 99 0 50 637

2000 23 42 15 45 59 120 244 263 191 0 41 45 1087

2001 57 21 13 21 65 94 260 88 48 61 219 0 947

2002 32 17 5 22 44 83 130 110 180 117 39 2 782

2003 32 26 20 20 14 121 122 234 326 0 41 27 984

2004 69 53 10 42 50 83 181 392 144 58 12 0 1095

2005 37 48 62 85 76 73 233 137 264 55 0 190 1260

2006 13 38 62 97 114 68 291 296 85 75 30 62 1231

2007 48 41 54 104 60 94 235 469 428 73 12 24 1642

2008 22 10 22 37 70 148 393 334 294 10 22 0 1363

2009 3 58 21 39 65 88 165 460 242 485 209 0 1835

2010 26 46 15 41 72 68 252 451 480 16 0 11 1478

2011 58 33 22 64 133 189 365 645 225 9 0 0 1743

2012 20 12 27 51 32 41 206 314 330 14 139 33 1221

Mean 36 32 26 48 69 101 236 291 204 65 51 28 1190

Source: DPR


The Intermediate contribution for Pancheshwar to Rupaligad and Pancheshwar

to Purnagiri for the period 1962 to 1992 in the DPR of 1995 was then added

with the intermediate contribution for Pancheshwar to Rupaligad and

Pancheshwar to Purnagiri for the period 1993 to 2012 in above Tables to yield

a combined runoff series for the period 1962-2012. The same are at Tables-5.8

and Table-5.9.



Table-5.8: Intermediate contribution from Pancheshwar to Rupaligad (1214 km2)

Unit= 106 m

3


1962 21 14 11 4 0 17 270 196 398 48 44 44 1067

1963 31 31 29 6 0 13 323 369 358 14 55 31 1260

1964 28 32 30 13 5 0 288 443 358 44 81 24 1347

1965 47 31 27 11 5 0 145 395 113 146 49 48 1020

1966 40 31 30 6 0 0 175 313 220 189 39 40 1081

1967 33 33 29 9 1 0 181 308 241 113 51 29 1028

1968 31 26 23 3 0 10 306 334 156 71 45 39 1042

1969 27 32 29 8 0 8 216 307 394 63 45 56 1184

1970 21 25 28 11 0 2 342 434 171 72 93 39 1237

1971 16 22 20 9 7 54 484 382 333 76 49 32 1483

1972 25 16 22 11 0 2 203 423 291 139 48 43 1221

1973 14 23 22 11 0 38 407 429 324 94 71 0 1433

1974 32 23 28 8 5 0 136 303 199 138 90 25 988

1975 22 25 26 20 0 90 423 416 365 58 97 30 1571

1976 38 24 27 10 0 1 124 365 232 85 87 36 1029

1977 32 31 32 11 0 0 286 482 174 56 61 43 1209

1978 15 24 19 3 0 26 368 341 213 11 56 14 1092

1979 41 19 27 12 0 8 179 365 78 119 37 30 916

1980 37 41 29 13 0 3 345 441 243 37 38 35 1261

1981 32 31 32 11 0 0 285 481 174 55 61 43 1204

1982 38 29 20 8 0 23 230 330 239 52 56 39 1063

1983 20 24 22 15 0 2 136 340 764 72 101 58 1556

1984 33 16 17 4 0 58 381 510 325 119 84 34 1581

1985 10 26 24 8 0 0 256 399 282 21 116 38 1180

1986 16 24 21 15 0 33 537 579 173 58 53 23 1532

1987 38 22 21 9 0 1 188 372 328 161 83 46 1268

1988 30 27 26 17 0 18 422 482 177 35 53 58 1346

1989 31 27 23 0 0 4 188 314 270 120 50 38 1064

1990 0 26 22 8 0 24 387 469 283 28 49 39 1335

1991 38 26 23 10 0 25 281 388 242 185 49 42 1310

1992 39 30 29 5 0 0 171 307 216 186 38 40 1060

1993 22 18 37 62 54 201 175 150 236 68 0 0 1022

1994 42 16 12 50 99 143 254 160 64 0 0 1 843

1995 58 37 33 9 58 31 224 281 206 0 209 38 1184

1996 46 44 26 74 151 95 116 137 67 50 0 0 806

1997 30 42 21 49 74 75 317 333 108 40 48 80 1216

1998 40 38 49 25 75 175 426 388 116 77 7 0 1416

1999 42 1 0 18 23 38 129 182 55 99 0 50 637

2000 23 42 15 45 59 120 244 263 191 0 41 45 1087

2001 57 21 13 21 65 94 260 88 48 61 219 0 947

2002 32 17 5 22 44 83 130 110 180 117 39 2 782

2003 32 26 20 20 14 121 122 234 326 0 41 27 984

2004 69 53 10 42 50 83 181 392 144 58 12 0 1095

2005 37 48 62 85 76 73 233 137 264 55 0 190 1260




2006 13 38 62 97 114 68 291 296 85 75 30 62 1231

2007 48 41 54 104 60 94 235 469 428 73 12 24 1642

2008 22 10 22 37 70 148 393 334 294 10 22 0 1363

2009 3 58 21 39 65 88 165 460 242 485 209 0 1835

2010 26 46 15 41 72 68 252 451 480 16 0 11 1478

2011 58 33 22 64 133 189 365 645 225 9 0 0 1743

2012 20 12 27 51 32 41 206 314 330 14 139 33 1221

Avg. 31.3 28.4 25.3 24.4 27.6 48.7 262.3 349.8 243.6 77.8 58.0 33.3 1210.9

Source: DPR

Table-5.9: Intermediate contribution from Pancheshwar to Purnagiri (2646 km2)

Unit= 106 m

3


1962 46 31 24 9 0 38 594 430 875 104 96 97 2344

1963 69 67 63 14 0 29 709 810 787 31 122 67 2766

1964 60 71 66 28 12 0 633 974 788 97 177 54 2960

1965 104 69 60 23 12 0 319 869 248 321 108 106 2241

1966 87 67 65 12 0 0 384 688 484 416 85 89 2377

1967 72 72 63 19 3 0 398 677 531 248 111 65 2259

1968 67 57 50 6 0 23 672 734 342 156 98 85 2290

1969 59 71 63 17 0 17 475 674 866 138 100 122 2602

1970 45 55 62 23 0 3 751 954 377 159 204 85 2719

1971 35 48 44 20 15 119 1065 840 731 167 107 70 3260

1972 55 34 47 24 0 5 445 929 639 306 106 94 2684

1973 30 50 49 25 0 83 895 943 711 207 157 0 3149

1974 70 51 62 18 11 0 299 666 438 303 197 56 2171

1975 48 54 56 44 0 198 929 914 803 128 214 65 3453

1976 83 53 60 22 0 3 273 801 509 188 190 79 2261

1977 71 69 71 24 0 0 628 1060 383 122 134 94 2657

1978 33 52 42 7 0 58 809 750 468 24 123 31 2399

1979 91 41 60 27 0 19 394 802 170 261 82 66 2013

1980 81 89 64 29 0 6 757 968 534 82 83 78 2771

1981 71 68 71 24 0 0 626 1056 381 122 133 94 2646

1982 83 64 43 18 0 52 506 724 525 115 123 85 2336

1983 45 54 49 34 0 5 298 748 1679 158 223 128 3421

1984 72 35 37 8 0 128 837 1120 715 262 185 75 3474

1985 23 58 52 18 0 0 563 877 620 46 254 83 2594

1986 35 53 46 33 0 72 1179 1273 381 128 117 50 3368

1987 83 48 47 19 0 3 403 817 720 354 183 101 2787

1988 66 59 56 38 0 40 928 1060 390 78 116 128 2959

1989 67 59 51 0 0 8 414 691 593 263 110 83 2339

1990 0 56 49 18 0 53 851 1030 622 61 109 85 2935

1991 85 57 51 23 0 55 618 853 531 406 107 93 2879

1992 86 66 64 12 0 0 376 674 474 408 83 87 2329

1993 37 32 65 90 92 426 499 471 615 356 0 0 2683

1994 76 39 18 79 143 400 653 538 241 0 0 2 2189

1995 124 70 47 13 88 83 505 1143 498 0 301 54 2927




1996 88 80 37 111 322 257 292 306 131 115 0 0 1738

1997 71 66 38 94 125 164 966 790 307 91 85 163 2961

1998 75 68 93 45 148 381 1074 1195 376 202 18 0 3675

1999 100 2 0 26 84 108 332 391 118 212 0 107 1479

2000 69 101 33 106 138 268 554 904 721 0 59 64 3017

2001 100 40 19 31 112 273 593 208 98 211 315 0 1999

2002 61 33 8 43 66 190 298 487 539 315 118 16 2174

2003 90 50 31 32 28 327 204 391 545 0 60 39 1797

2004 149 113 19 83 98 190 305 691 330 156 23 0 2157

2005 79 98 144 162 147 133 565 334 621 106 0 372 2759

2006 15 41 133 182 273 180 662 540 213 147 42 116 2544

2007 143 92 110 216 128 244 548 1142 1039 159 30 56 3908

2008 48 24 44 86 153 328 892 710 693 23 52 0 3053

2009 3 115 40 75 130 228 396 1211 642 1237 460 0 4537

2010 52 103 22 78 178 157 632 1033 1107 27 140 67 3596

2011 117 65 40 107 231 395 879 1485 522 20 0 0 7523

2012 48 18 50 87 43 92 466 732 783 22 172 60 2573

Avg. 67.94 59.3 52.5 46.6 54.5 114.5 594.9 806.0 557.9 181.5 119.8 70.82 2798.6

Source: DPR

5.6 PROBABLE MAXIMUM FLOOD (PMF)

To determine the Probable Maximum Flood (PMF) a single one hour unit

hydrograph was calculated for the entire drainage basin upstream of the dam

site by Clark’s model. The PMP calculated was then superimposed to the

ordinate of the one hour unit hydrograph after taking into account the infiltration

rate and the 72 hour time distribution (Temporal Distribution) for the 72 hour

storm as mentioned above to obtain excessive surface runoff. The surface

runoff obtained was then added to the selected base flow to obtain the

Probable Maximum Flood (PMF).

As mentioned above, the PMF calculations were performed assuming different

locations of the center of the storm. The results achieved for all cases analyzed

are given in the Table 5.10.



Table-5.10: Calculated PMP and PMF for Different Storm Locations

S. No Storm Center

Location

Transposed

Storm Depth

(mm)

Calculated

PMP (mm)

PMF

Peak

Discharge

(m3/s)

Flood

Volume

(106 m

3)

1 Center of storm tilted

above the dam site

431.6 595.7 26,021 5354.65

2 Center of storm

above the darn site

426.0 583.8 15,471 5233.21

3 Center of storm

moves downwards

387.9 535.4 23,227 4739.16

4 Center of storm

above the dam site

428.9 592.0 25,850 5415.19

Using Envelope Curve of world Record Floods (PMF)

5 Upper Envelope - - 41,800 -

6 Average Envelope - - 21,163 -

Source: DPR

Both in terms of peak discharge and of total volume, the Probable Maximum

Floods computed according to the different assumed locations of the center of

the storm does not differ significantly.

As per the present level of studies, location of the storm center downward from

the dam site is considered as the most appropriate. Therefore the value of

23,227 m3/s say 23,500 m3/s, as the peak of the PMF is adopted.

5.7 DESIGN FLOOD HYDROGRAPH

The flood hydrograph from Pancheshwar catchment after routing through

Pancheshwar reservoir and through the river channel from Pancheshwar to

Rupaligad was added to the flood hydrograph computed for the intermediate

catchment Pancheshwar to Rupaligad, directly without any time lag, as the

storm considered was stationary during the period considered and hence no

movement of the design storm was considered appropriate. Since there is slight

variation in catchment area up to Rupaligad re-regulating dam site now

assessed with SRTM data (13490 Km2 instead of 13268 Km2 assessed earlier

and because the variation is only 1.6 percent, therefore two option exists i.e.

either to retain the assessed Rupaligad peak of 27666 m3/s or transport it to

the new area of 13490 Km2 in three fourth power proposition to yield a peak of

28012 m3/s , Since the increase in peak value is marginal , so the peak flood of

27666 m3/s (say 28000 m3/s ) assessed earlier is recommended now as design

flood peak for Rupaligad.



5.8 FLOOD FREQUENCY ANALYSES FOR PANCHESHWAR DAM SITE

River diversion facilities for use during construction period are normally

designed to protect the work in progress on permanent structures from

excessive damage during the passage of a flood having an average return

period on consideration of the monetary and schedule risk, and duration of

exposure to that risk. This may call for a 5 to10 year’s average return period

flood for small works exposed to only one flood season or works where little

cost is incurred if flooding occurs. Up to 500 or even 1000 years for major

works exposed to two or more flood seasons.

In addition, it is necessary to evaluate the characteristics (peak discharge and

flood volume) of floods up to 30-500 years return period in order to assess the

potential flood control benefits and the feasibility of operating the reservoir for

flood control purposes.

To determine the flood of different return periods, a flood frequency analysis

was carried out.

The flood peak series of Pancheshwar site has been checked for randomness,

outliers, trends and the statistical parameters e.g. mean, standard deviation,

coefficient of variance, skewness coefficient and Kurtosis coefficient have been

computed. The Chi Square (χ2) test for ascertaining goodness of fit of observed

data to specified frequency distribution has been carried out. For assessing the

probability/return period Weibull formula (m/n+1) has been used where m is the

rank of the event and n the total number of events. Based on the results of the

statistical tests, frequency distributions by Gumbel using frequency factor, Log

Pearson-III and least square methods have been adopted in estimating floods

for various return periods at the site are given in Table-5.11.

Table-5.11: Floods for various return periods at the Pancheshwar site

Return Period 10 25 50 100 500 1000

Estimated Flood (m3/s) 8272 9867 11078 12310 15296 16651

Source: DPR

5.9 DIVERSION FLOOD FOR CONSTRUCTION OF COFFER DAMS AT

RUPALIGAD DAM SITES

In the present scenario, Rupaligad dam will function as a re-regulating dam for

hydropower generation, diversion for irrigation purposes, downstream



development and considering the construction period (more than a year)

diversion flood has been assessed considering monsoon peaks.

Diversion flood/ Return period flood for various return period have been

assessed for Pancheshwar dam in earlier para. The assessed flood for

Pancheshwar has been transposed to Rupaligad re-regulating dam site in

catchment proportion (Three Fourth power) using monsoon Instantaneous flood

peaks. The diversion flood thus assessed at Rupaligad for various return

periods in Table-5.12.

Table-5.12: Floods for various return periods at the Rupaligad site

Return Period (Years) Estimated Flood (m3/s)

10 8878

25 10590

50 11890

100 13212

500 16417

1000 17871

Source: DPR

CHAPTER-6

GEOLOGICAL ASPECTS


Chapter 6: Geology Aspects Page 1

CHAPTER-6

GEOLOGICAL ASPECTS

6.1 INTRODUCTION

The Pancheshwar Multipurpose Project (PMP) has been envisaged to harness

the power-potential of Mahakali River and regulate the flows to optimize the

irrigation. The project was conceptualized in early sixties as a dam across

Mahakali River. Subsequently, re-regulating structures at Purnagiri and/or

Rupaligad had also been investigated and finally, Rupaligad site was opted as

site for re-regulating dam.

A view of Mahakali River at Pancheshwar and Rupaligad Dam sites

Pancheshwar Multipurpose Project (PMP) has two components viz. (i)

Pancheshwar dam located across Mahakali gorge near Pancheshwar temple

one bank in the District Champawat, India and another bank the District Baitadi,

Nepal) and (ii) Rupaligad Re-regulating dam, 27 km d/s of the Pancheshwar

dam near village Tamli.



6.2 REGIONAL GEOLOGY AND TECTONICS

The Pancheshwar Multipurpose across the Mahakali River is a bi-national

project located in the Kumaon-Dadeldhura Himalayas in Lesser Himalayan

domain (Figures-6.1). However, the basin of antecedent Mahakali River,

originating from Lipulekh glacier, spans across different morpho-tectonic units

of Himalayas. In view of this, this chapter giving brief outlines of Himalayas

presents, tectonic framework and regional geology of Kumaon-Daldeldhura belt

in India and Western Nepal; finally, deliberating on seismo-tectonics, the

findings of seismic analysis are given. The Himalayas, located on the southern

fringe of the Tibetan Plateau, form 2400 km long and 250-300 km wide arcuate

belt with convexity towards the south; the belt is characterized bounded by two

structural / syntaxial bends on the northwest (Nanga Parbat, the Indus gorge)

and northeast.

Figure-6.1: A generalized Geological Map of Himalayan Arc

The Himalayas are the loftiest and still rising mountains in the world. The

Himalayas are classified into six zones from north to south viz. (i) The Trans-

Himalaya, (ii) The Indus-Tsangpo Suture Zone, (iii) The Tethyan (Tibetan)

Himalaya, (iv) The Higher (Greater) Himalaya, (v) The Lesser (Lower) Himalaya

and (vi) The Sub-Himalaya or the Siwalik Range (Figure-6.2). The geology of

Himalayan Fold-Thrust Belt is characterized by south verging thrust system/

systems that have developed in response to ongoing sub-duction of the Indian

plate beneath the Eurasian Plate.

https://www.himalayanclub.org/images/hj/66/large/geologic-map-of-himalaya.png

https://www.himalayanclub.org/images/hj/66/large/geologic-map-of-himalaya.png



Figure-6.2: A generalized Section across Himalayas showing six Geo-morphic zones and

thrust sheets (after Rasoul Sorkhabi, 2010 Himalayan Journal Volume 66)

6.3 REGIONAL STRATIGRAPHY OF KUMAON HIMALAYAS AND

ALMORA KLIPPE AND ADJOINING PARTS OF WESTERN NEPAL

During the previous phase of investigations the litho-stratigraphic correlation

across the Mahakali River has been worked out by PACO enclosed here as

Plate -I (After Deva & Kumar, 1994). The detail lithological attributes are given

in the map; a summarized litho-stratigraphy is given in Table-6.1



Table-6.1 Stratigraphic Correlation of Indian and Nepalese Geology around site

(Modified after Deva, &Kumar 1994)

AGE INDIA NEPAL Remark & Engineering

Components

Group Formation Group Formation

TERTIARY Siwalik

Suntar Formation?? Tetheyan Sediment in the

core of Synform

P

RO

TE

RO

ZO

IC

G A

R H

W A

L

Bhimtal

M

IDLA

ND

- Intrusives

Berinag Banku

Quartzite

-

Tejam

(Pithoragarh)

Malekhu An Arm of Reservoir

along Mahakali river

extends on Tejam

Formation.

Galyang

Lakharpata

Syanja

Rameshwar Suntar?? Source for construction

material in residual soil

Central Crystallines

D

ade

ldh

ura

Almora

Crystalline

Gumalikhet*

Kalikot/

(Shibnath**)

Rupaligad Dam Site

Champabat

Granodiorite*

Saryu* Pancheshwar Dam Site

and source for

construction material in

residual soil

Ramgarh Crystalline

Askot Crystalline

*after Valdiya (1980), ** After Dhital (2015); Champwat granite has recently been assigned

Cambrian-Ordovician age.

Source: DPR



The site for Pancheshwar Multipurpose Project is located within the Lesser

Himalaya, bounded by two important tectonic surfaces, viz, the Main Central

Thrust (MCT) towards North at a distance of about 65 km and the Main

Boundary Fault (MBF) towards South at about 17.5 km (Figure-6.3).



Figure-6.3-Regional Geological Map of Project Area



This zone forms a part of the most complex tectonic belt, the Main Himalayan

Belt (Kumar et al., 1989) occurring between the Indus Suture in the North and

the MBF in the South.

The MCT dips 30⁰ to 45⁰ towards North and forms the base of the Central

Crystallines (Gansser, 1964). Apparently, there is no master thrust plane and

its demarcation is based on an abrupt change in the style of structures, grade

of metamorphism and intense shearing. There are indications of minor recent

movements along it (Valdiya, 1980; Gansser, 1982; Omura et al., 1986;

Narula et al., 1989).

The MBF, also known as MBT, separates the pre-Tertiary formations from the

Tertiary Siwalik Sedimentary belt (Gansser, 1964). This thrust zone is reported

to be active at a number of locations (Valdiya, 1981; Narula et al., 1991),

closest being the area South of Almora, about 60 km WSW of the site.

Other important tectonic planes in the vicinity of the project area include the

North Almora Thrust (NAT) and the South Almora Thrust (SAT) of Heim and

Gansser (1939). The southward dipping NAT is located very close to the site,

barely 3 km (approx.) north of it, and the SAT, is the south in close proximity of

the MBF. In addition to these two more thrusts have been interpreted by some

workers within the narrow stretch between the SAT and the MBF. It would not

be out of place to mention that NAT and MBF / MBT form important

seismogenic lines and would help in constraining MCE and DBE.

Besides these ruling tectonic features, several other lineaments have been

identified in the vicinity of the project area. These lineaments correspond to

breaks in topographic expressions and based on interpreted satellite imagery.

The most dominant trend is in WNW-ESE direction, followed by NNE-SSW to

NE-SW and N-S directions (Figure-6.4).



Figure.6.4-Regional Geological Map of Pancheshwar Dam Complex



Based on the evaluation of fault line Nepal Himalayas by Nakata et. al. (1982 &

1992) following important active fault systems have been identified (HMGN

1995 page 4.66 to 4.68):

(i) Main Central Active Fault System (MCAF): far western Nepal, 180km

from project area; 20 km long active fault line.

(ii) Lower Himalayas Active Fault System (LHAF): 18km long Sangur Khola

fault associated with 6.5M, Nepal Earthquake of 29 July 1980; 90km far

from the project domain.

(iii) Main Boundary Active Fault System (MBAF): Rangun khola fault-

Surkhet-Ghorahi fault, 80km length and has been considered as

important seismo-genic fault line (30km south of project area).

(iv) Himalayan Front Active Fault System (HFAF): this pertains to only

eastern Nepal.

6.4 GEOLOGICAL INVESTIGATION OF PANCHESHWAR DAM SITE AREA

In this chapter, at the outset salient aspect of surface and subsurface

explorations are enlisted. This is followed by deliberations on Geology and

Geo-morphic frame work of Pancheshwar dam, litho-logical and Petrological

attributes of different litho-units met with in the area, characterization of

discontinuities, Petrological & rock mechanic attributes and creep affects and

landslides observed in the area.

6.4.1 Geology and Geomorphic Framework of Pancheshwar Dam Site

The generalized local Geology of the Pancheshwar Dam site is illustrated in the

geological map and associated sections presented in Figure-6.5.

There are three numbers of WNW-ESE trending thrusts viz. North Dadeldhura

Thrust NAT/NDT hading southerly, Anarkholi Thrust (AT) dipping northerly and

Pachkora Thrust (PT) dipping Southwards in the immediate northern vicinity of

Pancheshwar dam site. The rocks of Dadeldhura Group (equivalent to Almora

Crystallines) bound by NDT / NAT are exposed in the Mahakali river section

downstream of Saryu river confluence.

The Ranimatta Formation of Eocene - Early Miocene age are exposed to the

NAT/NDT; these are sandwiched between it and the south dipping Anarkholi

Thrust. Between north dipping Pachkora Thrust (PT) and Anarkoli Thrust lie a

sediment sequence of Churchura Formation (Tertiary). The hanging wall of PT



consists of intensely deformed Patan Formation of Slates and quartzites (Dhital

2008).

Figure-6.5: Geological Map and cross section of Pancheshwar area showing the

thrust slices NAT is referred as NDT in this illustration (after Dhital 2015)

The Almora Crystalline in Indian Stratigraphy are further classified as Saryu

Formation in the lower part and upper unit of Gumalikhet Formation occupying

the central part of the Almora Klippe (Valdiya 1980). The Saryu Formation,

named after the river Saryu, along which most litho-units of the Formation are

exposed for about ten kilometers from Pancheshwar to Bhanisiachhana

(Valdiya, 1980). Saryu Formation comprises alternating cycle of schist and

gneiises. It consists of chlorite- sericite schist, often with mylonite & phyllonitic

bands at the base. This is followed by garnetiferous muscovite schist

alternating with micaceous quartzites. The lower part of the Formation

comprises garnetiferous mica schist, micaceous quartzites, and augen

gneisses with feldspathic schist (Valdiya, 1980). Towards the upper part chain

of lenticular bodies or sills of porphyritic granite grading marginally into augen

gneiss is observed. In the northern flank of Almora/ Dadeldhura-Karnali klippe

bands of strongly mylonitized quartz porphyry and ultramylonite within the

chloritic phyllonite is observed in the basal part around Pancheshwar section of

Mahakali River (Valdiya, 1980; Valdiya and Kothyari, 2001) in the hanging

wall of NAT. The upper unit of Gumalikhet Formation, consisting of schistose



phyllite, carbonaceous / graphitic schist alternating with fine grained micaceous

often garnetiferous meta-graywackes.

The Pancheshwar Dam site is exposes litho-units of lower part of the Saryu

Formation and consists of a alternating sequence of schist & ortho/para-

gneisses & schists viz. garnetiferous mica schist, micaceous quartzites, and

augen gneiss with bands of feldspathic schist.

6.4.2 Geology of the Reservoir area

The Pancheshwar reservoir would spread (116 km2 area) across NNE-SSW

trending tectonic regime, roughly perpendicular to the regional structural trend

of the tectonic unit. Immediately towards north it would be set across the series

of the thrusts viz., NAT, AT, PT etc. An arm of the reservoir with stretch of 80

Km would extend along entrenched valley course of Mahakali River.

The reservoir area consists of litho units of Kalikot formation of Proterozoic age

for initial reaches bound by NAT in either of the arm of the reservoir along the

Mahakali and Saryu. Further upstream the reservoir area consists dominantly

of calcareous and argillaceous litho-units of Midland group of Precambrian-

Early Paleozoic age. Out of these the most vulnerable would be Syngia

Formation & Galyang formation consisting dominantly of shale, slate and

carbonate (dolomite) rocks. Suntar Formation consisting of shale and

ferruginous quartzite sequence of Tertiary age are also exposed in core of the

thrust bound sequence. The shale sequences would be of consequence as

regards to stability of reservoir rim.

It is redeeming to note that the calcareous units exposed in the area are devoid

of signatures of Karstification obviating chances of seepage/leakage losses

from reservoir across water divide. The argillaceous units are impervious in

nature and would offer favorable conditions for reservoir competence.

The main issues pertain to reservoir rim stability especially considering the

large sections of the reservoir slopes exposing vulnerable argillaceous units.

The reservoir rim stability of northern limb in the arms trending along strike

valley should be critically examined. The Geological Survey of India, at the

instance of WAPCOS Ltd. has taken up a project of landslide hazard zonation

mapping of the reservoir domain and the studies are in progress. On availability

of the result of ongoing studies, the reservoir competency issues vis-à-vis

landslide potential shall have to be further evaluated.



6.4.3 Geology of the Spillway site

The spillway is located on the ENE trending water divide between two

transverse nallah viz Chamtada khola in the North and Rollegad /Sir khola in

the south. The intake channel would be cut across Chamtada nallah whereas

the spill channel is proposed on the southern slope across Rollegad. The

northern domain in Chamtada khola area is dotted with debris slides in the

slope segments steeper than 1:1; this area has been classified into 3 slope

segment ranges from 1 (H): 2 (V) to steeper than 1:1 Refer (Figure 6.6).

Figure-6.6: Slope Map of Chamtada Landslide Area

As compared to this, the southern slope of water divide cascades down into

Mahakali River-200m D/S of proposed U/S toe of rock fill dam.

The natural slope along the spillway channel varies from 1(V):3.6(H) near the

crown of the water divide to 1(V):2.06 (H) in the mid slope region. The Rollegad



nallah crosses the spillway alignment in the apron section (630m D/S of

spillway dam axis) with well-defined steep lateral slopes (1V:1.07H).

Further south in plunge pool domain slope segments is characterized by thick

(35m) cover of fanglomerate deposit with gradient of 1(V): 9(H) at the crown;

further D/S a gradient of 1(V):1.07(H) towards Mahakali River is noted. Thus

the slopes in the spillway area could be classified in to two zones viz. (i)

segment above Rollegad Nala crossing upto water divide crown characterized

by rocky slope with moderately steep gradient and (ii) the segment south of the

Rollegad Nala crossing with a large fan- deposit; the Nepali camp is situated on

this fan terrace Refer (Figure: 6.7)

Figure-6.7: Photo illustrating the Spillway Domain on Southern Slope on Water

Divide between Mahakali and Rollegad Nallah

The spillway area comprises (i) mainly Augen Gneiss, (ii) Biotite Gneiss,

(Micaceous quartzite and (iv) Quartz-mica schist with extensive exposures of

augen gneisses close to flip bucket area. The spillway dam lies close to the

contact with laterally pinching band of micaceous quartzite. The plunge pool

domain consists of thick debris cover underlain by quartz mica schist. A

lenticular band of Micaceous Quartzite is exposed in the apron area. The

rocks, in general, are moderately foliated trending in N70° W- S70°E and dip by

60° to 85° towards S 20° W. These are traversed by 3+ random sets of

discontinuities. The details are given in Table-6.2:



Table 6.2: Foliations and other Discontinuities in outcrops of spillway domain

(Modified after Sinha & Srivastava 2002)

S. No. Strike Dip

amount

Dip

direction

Spacing Continuity

(m)

Remarks

J1 N70°W-

S70°E

60°-80° S20°W 10cm-

1.5m

5-30 Foliation parallel joint

Rough, undulating,

planar clay fillings,

and iron stained.

J2 N14°E –

S 14°W

68° N76W 30cm-

3m

4-20 Moderately smooth,

planar to rough,

undulating

J3 N45°E-

S45°W

35° N45W 30cm -

3m


planar to rough,

undulating, iron

stained

J4 N70°W-

S70°E

52° S20W >3m 5-10 Moderately smooth,

planar to rough,

undulating

J5 N40°W-

S40°E

25° N50E 20cm-

50cm


planar to rough,

undulating, iron

stained

J6 N65°W-

S65°E

70° S25W Random >5 Moderately smooth,

planar to rough,

undulating

Source: DPR

The rock mass has variable blocky character yielding oblate and prismatic

blocks; the augen gneisses can be attributed with GSI values of 65 to 75

whereas quartz mica schist with disturbed blocky character is assigned GSI

values of 40-50.

6.5 GEOLOGY OF RUPALIGAD PROJECT

6.5.1 Geomorphology and Geological Framework of Rupaligad Project

Area

The proposed Rupaligad dam site is located across river Mahakali between two

prominent thrusts viz. Main Boundary Thrust (MBT) in the south and Main

Central Thrust (MCT) in the north. The proposed axes fall on the crystalline

thrust sheet between North Almora Thrust (NAT) and South Almora Thrust

(SAT) which are located about 32km north and 5km south of proposed axes.

MCT runs in about 65km north of Re-regulating complex. The MBF is rather



proximal, located about 17km south of the project site. The Tectonic frame work

in west of project on India side and east of project on Nepal side is shown in

Figure-6.8 and Figure-6.9 respectively.

Figure: 6.8 Tectonic framework in west of project on India side

Figure: 6.9 Tectonic framework in the east of project on Nepal side.



The NAT in its continuation in Nepal side is known as North Dudheldhera

Thrust (NDT). As mentioned earlier two more thrust planes viz, Anarkholi

Thrust and Pachkhola Thrust traverse the regional stratigraphic frame work

south of MCT. The thrust sheet hosting the Almora Klippe is folded into a major

synformal structure due to North south compression stemming from the back

thrust. Axial trace of this open synformal structure passes through the north of

Rupaligad dam with roughly E-W trend hence the reversal of the dip direction in

Rupaligad area with reference to Pancheshwar dam complex. As reported

earlier, the NAT displays a NNW-SSE trace in the west between Mahakali and

Yamuna valley. In other surrounding area it is largely oriented in a roughly

WNW-ESE to E-W direction. This could be the valid reason for the orientation

of major structural elements like foliation, fold axes, lineament fabric and

transverse faults between these directions. The compression across the

periodically reactivated NAT has resulted into several episodes of deformation

manifested in emergence of transverse faulting, ductile shearing and regional

folding with varying trend e.g E-W trending Haldughat fault, and NNW-SSE

trending Saryu river fault and Ramganga fault (kothiyari and Pant, 2004).

The regional geological set up comprises a wide spectrum of Proterozoic meta-

sedimentary and igneous rocks belonging to Askot Crystalline,

RamgarhFormation, Almora Crystalline and Central Crystalline along with

Rameshwar and Tejam (Pithoragarh) Formations of Garhwal Group.

Avaryinglitho-assemblege comprising Augen gneiss, Garnetiferous Mica schist,

quartzite, Graphitic schist and granodiorite of Almora Crystalline predominate

the regional realm in a highly sensitive seismo- tectonic set up. Of these the

Garnetiferrous mica schist and quartzites with mutual intercalations and

sporadic bands of sheared Carbonaceous/graphitic schist occupy the area of

Re-regulating Structure Complex. The graphitic schist occurs in this area but at

a much higher level out of the required domain of geological mapping.

The Mahakali valley near Tamli village is a very deeply incised “v” shaped

valley with conspicuous development of sizeable river shoals and sand bars.

Multi-level fluviatile terraces and well folded bed rocks speak of

contemporaneous uplifting and deformational movements. The drainage

pattern is largely dendritic and trellis dictated by litho structural control.

6.5.2 Stratigraphic Sequence of Project Area

The details of stratigraphic sequence has been identified in the mapped area




Table 6.3 Stratigraphic sequence of the project area

H

olo

cen

e t

o r

ecen

t

Riverine

sediments

River-borne

sediments

Pebbles and boulders floating in sandy matrix

occurring in river bed, sand bars and river

shoals.

Fluviatile

terraces

Silty-sandy soil with pebbles and rock

fragments.

Residual soil

/slope wash

and talus

Silty soil with humus and

Colluvial boulders/ rock fragments of varying

size

Pro

tero

zo

ic

Central

Crystalline

*Almora

Crystalline

(Almora Group

**(Dadeldhura

Group in

Nepal side)

Gumalikhet

Formation

**(kalikot

Formation

in Nepal

side)

Garnetiferous

Mica schist with

intercalated

bands of

Quartzite

Rupaligad

Dam Site

and also a

part of

construction

material for

coarse

aggregates

Quartzite with

intercalated

bands of Mica

schist

*Saryu

Formation

**(Shibnath

Formation

in Nepal

side)

Quartz-mica

schist/Micaceous

Quartzite and

Augen gneiss

Reservoir of

Rupaligad

dam.

* After Valdiya, (1980), ** After Dhittal, (2005) Source: DPR

The project area is occupied by a thick sequence of the Proterozoic rocks of

Almora Group forming a part of North AlmoraKlippe. A low grade metamorphic

domain consisting of a closely associated alternating sequence of Quartzite

and Mica schist occurs here, underlain by a thick pile of alluvial sediments in

Mahakali river section. They are classified into Gumlikhet Formation (Kalikot

Formation in the Nepal Side) after Valdiya, (1980) and (Dhittal), 2005. This is

rather a structural sequence as the entire spectrum of stragraphic column has

evidently witnessed several phases of deformation.



6.5.3 Structure

The mapped area forms a part of North Almoraklippe. Earlier folding, which is

reported to be tight isoclinal, and back thrust movement in the thrust plane may

bethe valid causative factors for directional parallelism of the bedding (so) and

foliation (S1); the latter attribute seems to be more eminent in the area being

compatible to general foliation trend. The bedding is relict sometimes preserved

in competent quartzite bands in form of colour and compositional banding.

Foliation is well defined in Garnetiferrous Mica schists by the directional

parallelism of phyllosilicates. In competent quartzite, foliation is absent or

incipiently developed except in compositional bands with advent of increasing

micaceous contents at some places showing schistocity cleavages in interfolial

horizons. The earlier folding reported in the literature is isoclinal and recumbent

type (Kothiyari, 2008) with almost N-S trend of the axial plane and the shallow

northerly plunge of the fold axes. The mega synformal axis passing through the

north of the proposed re-regulating dam represents subsequent deformation

with almost an E-W trend of the axial trace. Asymmetric antiform and

synforms, coeval to this regional structure, have been noticed in mapped area

with sub-horizontal to moderate plunge of the axes. Broad open warping noted

in schist bands, perhaps, manifests the latest episode of deformation. The

general trend of the foliation varies from N- S to N 600 W- S 600 E with a dip of

300 to 500 towards East to N300 E. Thus it is almost sub-parallel to dam axis

with dips towards upstream and slightly askew to right bank. The trend of

bedding (S0) preserved sometimes in quartzite shows identical attitude to

foliation in schistose rocks. The rock types are traversed by 4 sets of joints and

occasional foliation shears and shear zones. Of the joints, the J1 is a foliation

joint and is more predominant. It is disposed favourably with respect to

seepage and dam stability point of view. Other joints traverse the rock mass in

varying direction but their disposition does not result significant instability in

valley slopes. Fracture permeability owing to joint planes need to be

ascertained carefully. Details of discontinuities in the area are given in the

Table-6.4.



Table 6.4: Details of discontinuities

S.

No.

Discontin

uity

Dip amount

& direction

Strike

direction

Spacing

(cm)

Aperture

(mm) Continuity Fillings

1.

J-1 Foliation joint

30⁰-50⁰ North to

N-30⁰E

E-W to N60⁰W –

S60⁰E

1 to 100 1-20 More than 25m

Undulating, rough or smooth (when micaceous) Open/clay filled

2. J-2 30⁰-50⁰/

S20 -30W

N60⁰- to

70⁰W - S60⁰ to

70⁰E

20 to 300 1-5 Up to 10m

Planar, rough/

Tigh

3. J-3 30⁰-70⁰/

N20⁰-30⁰W

N60⁰E –

S60⁰W to

N70⁰E-

S70⁰W

50 TO 400

2-15 Up to 5m

Planar, rough/open or clay/sand filled

4. J-4 30⁰-40⁰/

N80⁰W

N10⁰E-

S10⁰W

>300

1-10 Up to 4m

Planar, rough Open/ Clay-filled

5. J-5 Vertical N40⁰-50⁰E to S40⁰-50⁰W

>400 1-15 Up to 2-3m Planar, Rough/tight

6.

Single shears/ Shear fracture zone

30⁰-50⁰North15⁰ East

N75⁰ West-

S75⁰East

- -

Up to 50cm thick with fractured rock and clayey gauge

Foliation parallel shear zone

Source: DPR

Of these, as mentioned in foregoing paragraph, the foliation joint is, often,

close- spaced. It runs almost parallel to dam axis. Other joints are askew to the

axis but do not pose any serious threat of joint plane- induced slope instability

on the abutments due to a wider intersection angle between slope direction and

dip direction of joints. However, close spaced jointing, mainly the foliation joints

in combination with other joint planes, seems to be responsible for low RQD in

drill core and also for depth persistence of permeability. The joint openings

possibly tend to remain gaping even in the considerable depth in drill holes

resulting permeability values above the permissible limits persisting to deeper

depth. This could be possible due to lateral stresses which become operative

periodically due to movement along the thrust planes.



One 50cm thick foliation parallel shear zone has been suspected along the

Kharagnala upstream of debris fan near the confluence with the Mahakali river.

No other significant shear zone has been delineated in the dam seat area.

However, a number of thin foliation shears and shear/ fracture zones have

been intersected in drill hole core in both Quartzite and Mica schist. Their

thickness is mostly restricted to less than 50 cm as observed in drill hole DH-1,

DH-3 and DH-10 except in the lower part of DH-3 where a shear/fracture zone

with continuous deterioration effect for a thickness of 3m has been recorded. All

these shears are invariably foliation parallel attendant with E-W trending folds

and axial plane foliation. Conspicuous straightness of the river course in the

project area domain with a thicker pile of river fill was suspected for the

possible presence of river bed tear fault. Two inclined drill holes were drilled at

about 34m d/s of dam axis to intersect bed rock in the river bed from both

banks. The drill hole data have ruled out the presence of any such feature in

the river bed. The surface and subsurface exploration carried out so far have

not evidently indicated the presence of any significant fault in the investigated

area.

6.6 CONCLUSIONS AND RECOMMENDATIONS

6.6.1 Dam

The 95.0 m high concrete gravity dam is to be located on an intercalatory

sequence of Quartzite and Mica schist, dominated by the former. The quartzite

is whitish grey, medium grained and strong (GSI 60 to 70). The Mica schist is

greenish grey to light grey, fine to medium grained, well foliated and weak to

moderately strong (GSI 35 to 45). Foliation runs almost parallel to slightly

askew to dam axis with moderate dips predominantly towards upstream. Major

joint sets mostly exhibit a favourable orientation.

From subsurface exploratory data, it is evident that the thickness of overburden

is maximum 5m on abutments and slightly weathered to fresh rock occurs

either just below the overburden or a couple of metres beneath. However most

of the drill hole sections are conspicuous of frequent nil to low RQD zones. The

dam foundation is not homogeneous as the competent quartzite is often

associated with Mica schist bands of up to 10m thickness. This intercalatory

association of alternating foundation media of differing strength parameters

renders the foundation heterogeneous. It will be reasonable, therefore, to

design the foundation on the strength of weaker foundation rock to avoid



possibility of differential settlement and avail the competence of stronger

foundation rock as an additional advantage.

Based on the interpretation of sub surface exploratory information, the tentative

depth of excavation for foundation has been inferred as 9 m to 21m (EL411 to

EL 365m) on the left abutment, 16m to 35m (EL 361m to EL 335m) in the river

bed and 9 m to 22 m (EL 411m to EL 360m) on the right bank (Plate-3) with in

the domain of section accommodating the 90m high concrete gravity dam. The

maximum stripping of 35m is required under present water channel on the left

bank. Two shear/fracture zones have been encountered in drill hole DH-3 from

38.0m to 38.20m and 41.0m to 42.0m depths. The affected portion of the lower

zone seems to be extending up to 44m depth. Since this shear/ fracture zone is

foliation parallel dipping upstream at moderate angle, it may not pose any

serious threat to sliding stability of dam and seepage control from reservoir. But

it is likely to extend along the dam body for considerable length. As such

elaborate dental treatment evolved by designer will be necessary.

Over all permeability values vary between Lu<1 and 43. But more commonly

the higher values are restricted around 20-30Lu only. The permeability tends to

decrease gradually with depth but reversal and deviation from this trend are

also recorded.

As observed in drill hole core, both the Quartzite and Mica schist are fairly well

fractured with variations in core recovery and considerable fluctuation in RQD

within the envelope of low to moderate RQD. Looking to the weight of

incumbent concrete gravity structure, consolidation grouting to the depth equal

to 0.2H and curtain grouting to the depth equal to 0.7H is recommended from

the finally excavated levels of the foundation grade.

In general, with spot specific modifications, rock cut slopes of 600 and 650 are

likely to be stable on abutments with corrective measures.

Rock mechanic testing of different litho-units to characterise rock mechanic

parameters specially shear strength and deformation modulus in drifts or

performing Goodman Jack tests in drill holes is recommended to be carried out.

The “Shear Wave velocity” based geophysical studies may offer a rapid

scanning method for ascertaining rock mass attributes; these be conducted to

further characterize the rock mass.



6.6.2 Spillway

Centrally located bucket type, gated spillway with crest level at 386.00m is

proposed to pass a maximum flood discharge of 27700.m3/sec. It is 192.00m

long along the dam axis with downstream extension of around 200m up to the

end of plunge pool as a part of energy dissipation arrangement. It is to be

founded on a heterogeneous foundation consisting of relatively competent

Quartzite (RMR 56-67 and GSI 60-70) with weaker intercalations of Mica schist

(RMR 35-51and GSI 35-45) as depicted by all the drill holes drilled in Dam/

spillway domain.

Deepest foundation in the river bed as depicted in case of the main dam is

anticipated at a depth of around 35m (EL 335m).The maximum depth in the

river bed for the foundation of all concrete structures including the appurtenant

for energy dissipation has to be lowered down to bedrock underlying a

maximum pile of 33m thickness of RBM. On left bank, a stripping of 12 t0 16m

deep (EL 378m to EL 382m) from the surface) will be enough to rest the

foundation.

The same 3m thick shear/ fracture zone intersected in drill hole DH-3 may

encroach upon the dam foundation on the left bank in spillway section also

calling for the reinforced dental treatment attendant with contact grouting and

provision of drainage holes. This is a foliation shear and is likely to strike the

dam length at a low angle (150 to 200) crossing the dam body for a

considerable length.

On right bank maximum excavation to a depth of 10m to16m (EL380m to EL

365m) is foreseen. As projected in drill hole DH-2, a one m thick shear zone is

anticipated to encroach upon the downstream toe part of dam necessitating

dental treatment as mentioned in respect of left bank shear zone. This is also a

bedding shear and may intersect dam length at a low angle. The spillway

accounts for about 192m out of a total dam length of 265.7m. Deeper

excavation in a narrow channel will necessitate prior conception for cut slope

stability measures. The same advantage of favourable orientation of major

discontinuity planes as in main dam abutments will be available all along the

excavated zone.

6.6.3 Power House Cavern on the Left Bank (Nepal Side)

Power house cavern with dimension of 24.00m X 49.50m X 112.00m (W/H/L) is

proposed between the elevation of 338m and 388.50m with a vertical cover of



146m and lateral cover of around 136m. The transformer cavern has been

located at about 48m away to obviate mutual interference of lateral stresses.

This extent of rock participation between the two caverns of respective width of

24.00m and 19.00m should be duly analysed from tunnel stability point of view

to avoid instability emanating from mutual interference of the lateral stresses.

The cavern will be excavated in moderately strong to strong quartzite with

intercalatory weaker bands of garnetiferrous mica schist. These schist bands

may form significant horizons of relatively weaker strength for a thickness of up

to 10m. They are repeatedly found as intercalations in Quartzite in drill hole

core of dam axis area.

The longer axis of power house cavern was fixed in N150W-S150E (N3450)

direction at an angle of 600 from foliation strike. The vertical cover of 140m

does not rise any possibility of encountering squeezing condition in softer Mica

schist bands during excavation.

The rock mass characterization carried out in surficial outcrops of Quartzite and

drill hole core in adjoining part is indicative of RMR value of 45 to 57 and GSI

60 to 70 (Fair to Good rock). In respect of garnetiferrous Mica schist/Mica

schist, it varies between RMR 35 to 50 and GSI 35 to 45 (Poor to Fair rock).

Based on the extrapolation of these data, the rock mass quality in proposed

power house cavern is indicative largely of “Poor” to “Fair” and “Good”

tunnelling media.

Stereographic projection and wedge analyses indicates that Joint plane J1^J3,

J1^J4 and J1^J5 form wedges with moderate to steep plunge in vulnerable

direction. Similarly, joint planes J2^J4, J2^J5 and J3^J4, J3^J5 also produce

intersecting wedges on the wall of cavern with moderate plunge on the wall.

The current orientation of power house cavern is beset with the problem of

wedge-based instability as indicated by a preliminary wedge analyses. A

rotation of longer axis of PH tunnel on the left bank to N50 to100E-S 50 to

100W is recommended based on the wedge analyses to ensure a better

stability of power house cavity.

6.6.4 Powerhouse Caverns on the Right Bank (India side)

Power house cavern with dimension of 24.00m X 49.50m X 112.00m (W/H/L) is

proposed between the elevation of 338 and 388.50m. The NSL above the

cavern is EL 538m. The power house cavern is thus confined under a vertical

and lateral rock cover of 150m having optimum rock participation from either



direction. It is to be located in moderately strong to strong quartzite with

relatively weaker intercalatory bands of garnetiferrous mica schist. The

presence of these schistose bands of up to 10m thickness as observed in

proximity to dam seat may denigrate the overall quality of rock mass in power

house cavity. Actual presence of any significant weak zone traversing the

power house and transformer hall caverns can be known only after the

completion of subsurface exploration by drilling and drifting. So far available

data do not reveal any possibility of extrapolated weak zone crossing these

underground structures. Thus the power house cavern axis strikes the general

foliation trend at an angle of 750. The vertical cover of 150m rules out any

possibility of encountering squeezing condition in softer Mica schist bands

during excavation.

The rock mass characterization based on surficial outcrops and drill hole data

from adjoining area is indicative of RMR of 50 to 63 and GSI 60 to 70 (Fair to

Good rock) in Quartzite. In respect of garnetiferrous Mica schist/Mica schist, it

varies between RMR 35 to 50 and GSI 35 to 45 (Poor to Fair rock). Based on

the extrapolation of these data, the rock mass quality in proposed power house

cavern is indicative largely of “Fair” and “Good” tunnelling media with localised

bands of Poor to Very poor rock mass.

Based on the stereographic projections and wedge analyses, the orientation of

power house cavern appears to be largely in suitable direction.

6.6.5 Intake Structure on the Left Bank (Nepal Side)

Two bell mouth intake structures with each opening of 3m (H) x 5.53m (W) with

intake tunnel invert level at EL 392m are proposed to feed generation units in

underground powerhouses. These are to be founded on Garnetiferrous Mica

Schist with interbanded Quartzite. The designed depth of foundation (EL387m)

falls on the fresh rock. The excavation in intake portal area is expected under

dry to moist condition. The intake portal back slopes of an expected height of

30-40m will be excavated in Mica schist and interbanded Quartzite in both the

intake structures. Rock cut slopes of up to 600 (1V: 0.5774H) and more are

anticipated to be stable with the corrective measures discussed in the text. .

Almost similar foundation condition, depth of foundation grade and corrective

measures in cut slope stabilization will be applicable on intake structures I and

II on the left bank.



6.6.6 Intake structures on Right Bank (India Side)

Two bell mouth intake structures with each opening of 3m (H) x 5.53m(W) with

intake tunnel invert level at EL 392m are proposed on the right bank (India side)

also to feed generation units in underground powerhouse. These are to be

rested on a heterogeneous foundation comprising Garnetiferrous Mica schist

and Quartzite as the lithological boundary between the two units passes

through this area. A thin shear zone suspected along Kharagnala may

encroach upon the downstream fringe of the foundation of intake structure-II on

the right bank. It is likely to be maximum 50cm thick. If intersected in the

foundation, it will necessitate dental treatment to obviate settlement and

infiltration of water. Design foundation depth makes excavation mandatory to

EL 387m which falls well below the fresh rock depth at around 7m in both the

Intake structures. Steeper cut slopes of 600 and more at portal of both the

structures will require elaborate stabilization measures as discussed in text.

6.6.7 Power Tunnels (HRTs) and Penstocks on the Left Bank (Nepal Side)

Twin circular power Tunnels of 6.5m dia have been envisaged 15m apart with

298m long horizontal and 55m long inclined (500) component (penstock in

tunnel- III and 260m long horizontal and 55m long inclined (500) component

(penstock) in tunnel- IV. They are to be excavated mainly in Garnetiferrous

Mica schist with interbanded Quartzite. The tentative rock mass quality

estimates from drill hole core of intake area are indicative of RMR 40-55 in

Quartzite and 25-40 in garnetiferrous Mica schist. Joint planes J1^J4 are

anticipated to make vulnerable shallow wedges on the crown. Along the

inclined penstock course, combination of joint planes J2^ J5 and J2^J4 may

form wedges plunging down the slope on the walls. Reinforced SFRS and rock

bolting is foreseen as major support components with steel rib support in initial

10-15m reach to counter weathering and distressing effects. Largely similar

tunneling conditions, rock mass quality and support requirement are foreseen in

both the tunnel on the left bank.

6.6.8 Power Tunnels (HRTs) and penstock on the Right Bank (India Side)

Twin circular power Tunnels of 6.5m dia have been envisaged 15m apart with

255m long horizontal and 55m long inclined (500) component (penstock) in

tunnel- I and 229m long horizontal and 55m long inclined (500) component

(penstock) in tunnel- II. The tunnels are to be driven predominantly through

competent Quartzite with intercalatory bands of garnetiferrous Mica schist. The

latter is up to 10m thick. Foliation plane strikes the tunnel alignments at an



angle of 550.Tentative rock mass quality estimates from drill hole core of intake

area are indicative of RMR 48-60 in Quartzite and RMR 33-47 in garnetiferrous

Mica schist. Joint planes J1^J5 and J3^J5 form intersecting wedges near the

crown with shallow to moderate plunge in NE direction which is a vulnerable

direction. Along the inclined penstock tunnel, combination of J1^ J3 may form

wedges on the wall with moderate plunge in upslope direction. Reinforced

SFRS and rock bolting is foreseen as major support components with steel rib

support in initial 10-15m reach to counter weathering and distressing effects.

Largely similar tunneling conditions, rock mass quality and support requirement

are foreseen in both the tunnels on the right bank.

6.6.9 Tail Race Tunnels on Left Bank (Nepal Side)

On left bank, twin tunnels of 7m dia and 56 m length are to be excavated with

18m wide intervening column of rock mass . The tunnels extend in S75OW

direction striking foliation at an angle of 300. They are to be driven through

moderately strong Quartzite ( RMR 50-60 ) with intercalated bands of soft and

weak Mica schist (RMR 35-43) designating the rock mass largely as Fair-Good

Rock with poor reaches in Mica schist. TRT out fall is to be founded on

competent quartzite exposed on the surface. Foundation grade is likely to be

available here at a very shallow depth. Steep rock cut slopes are foreseen to be

stable at outlet portal of TRT with shotcreting and selective rock bolting.

6.6.10 Tail Race Tunnels on the Right Bank (India Side)

On right bank, 92m long twins Tail Race Tunnels of 7m dia are contemplated in

N600W- S600E direction, almost sub parallel to parallel of foliation

cleavage/joint. The tunnel will be driven predominantly through moderately

strong Quartzite (RMR 45-55) with intercalated bands of weaker Mica schist

mostly with orientation specific poor rock mass characteristics (RMR 30-38).

Outlet portal back slopes are gentle and likely to be stable with minimum

remedial measures. TRT outfall is located on overburden comprising slope

wash material of sandy-silty soil and talus boulders. A drill hole is proposed

(DH-28) to probe the overburden thickness and evaluate foundation for outfall.

6.6.11 Diversion Tunnel on the Left Bank (Nepal Side)

The bearing of 1023m long 12m dia proposed diversion tunnel on the left bank

shows two kinks along the alignment. The tunnel is to be driven through

moderately strong to strong Quartzite with intercalated subordinate bands of

Mica schist traversed by several sets of discontinuity. The tunnel is to be driven



through moderately strong to strong Quartzite with intercalated bands of Mica

schist traversed by several sets of joints. The Quartzites are characterized by

RMR 45 to 63 (Fair to Good Rock). However, the intercalated Mica schist

bands, which are up to 10m thick, denigrate the overall rock mass quality.

These bands in addition to remaining 40% rock mass along the tunnel

alignment constitute weak tunneling media characterized by RMR 30 to 45

(Poor to Fair Rock mass). The average foliation trend of rocks is N750 W-

S750E with a dip of around 500 towards N150E i.e. towards upstream of the

tunnel. If tunnel is driven from outlet portal side, no significant adversely

oriented wedges are anticipated at crown along all variations in tunnel

alignment. Joint planes J2^J5 only form wedge near crown with a shallow

plunge. Mainly top heading and benching with short advances will be applicable

as tunneling method. Systematic rock bolting and shotcreting with wire mesh

are foreseen as the main support measures with steel rib installation in initial 10

m reaches from the portal to counter the effect of distressing and portal factor.

Selective rock bolting coupled with shotcreting and cutting of berms with

drainage arrangement will be necessary to retain rock cut slopes of 600 to 70

above the portals.

6.6.12 Diversion Tunnel on the Right Bank (India Side)

Another 958m long 12m dia diversion tunnel is proposed on the right bank. Its

alignment is also punctuated by three kinks. As per the projection from surface

geological map more than 70% of the tunnel excavation is to be accomplished

in moderately strong to strong quartzite with intercalated bands of Mica schist,

predominated by the former. Remaining 30% rock mass is likely to consist

mainly of weak to moderately strong Garnetiferrous Mica schist with thinly

interbanded quartzite. A 50cm thick foliation parallel shear zone has been

inferred at around RD 260m in Mica schist below Kharagnala. Very poor rock

conditions are expected in this zone for a short stretch of a few meters. The

foliation strikes the veering tunnel alignment at an angle of 320 to 750.

According to tentative rock mass quality estimates, the Quartzite is

characterized by RMR 45 to 65 (Fair to Good Rock), intercalated Mica schist

horizon by RMR 35 to 45 (Poor to Fair Rock) and Shear/ fracture zone by RMR

15 to 20 and GSI 20 to 30 (Very Poor Rock). The maximum vertical rock cover

over the tunnel is 234m abstaining squeezing possibility in Mica schist horizon

due to convergence. The tunneling condition, rock mass characteristic and

required method of excavation with support measures should be same as

described in diversion tunnel on the left bank. The tunnel should be driven

preferably from outlet portal to inlet portal to avail driving with the dip of foliation

and major joint sets. If driven so, only the joint plane J2^J5 make vulnerable



wedges on the crown in initial reaches of 150 to 350m. In remaining part, hardly

any wedges with significant vulnerability are anticipated. The inlet portal of right

bank diversion tunnel will be located under minimum rock cover of about 1xD.

Lateral distressing and 2-3m thick veneer of slope wash further deteriorate rock

condition here. It may necessitate construction of a false portal with robust steel

girder support. If overburden becomes unstable, it may be arrested by a small

retaining structure founded on the underlying rock.

6.6.13 Main Approach Tunnel on the Left Bank (Nepal Side)

375m long 8m dia “D” shaped main access tunnel to powerhouse on the left

bank is to be driven thorough mainly Quartzite with intercalated Mica schist at

initial level of EL 386m. The tunnel has a curved course showing three kinks

along its alignment. Very preliminary rock mass quality estimates characterize

the moderately strong to strong quartzite with RMR 50-62 and expected Mica

schist intercalations with RMR 33-49. Effect of weathering and distressing may

be encountered in the initial 10 to 15m reach. The tunneling media of largely

fair to good rock mass is prognosticated along the course of excavation unless

some major weak zone is encountered. Mainly heading and benching or full

face driving with good advances is foreseen to be possible during excavation

with SFRS and rock bolting as mainstay of support component. Steel rib

support may be needed in the initial reach of around 10m to counter distressing

and weathering effect. Due to low cover, these effects may persist relatively

deeper in the portal area. Natural portal slopes are very moderate and stable

whereas the rock condition can retain very steep slopes with minimum support

measures. The tunnel excavation may necessitate open cutting for initial 20m

reach.

6.6.14 Main Approach Tunnel on the Right Bank (India Side)

Main Access Tunnel on the right bank is also proposed at entry level of EL

386m with a “D” shaped dia of 8m. The tunnel will pass through the competent

Quartzite (RMR 46-60) as predominant tunneling media but frequent

intersection of intercalatory bands of weaker Mica schist (RMR 25-46) is

anticipated based on the intimate association of the two rocks in the area as

often intersected in drill holes in adjoining part. The 2xD cover in portal area is

available only at 100m inside the hill.)This low cover area in the initial reaches

may suffer from distressing and weathering effect. The portal may have to be

relocated inside the hill with open cut up to adequate cover. Heading and

benching with short advances and application of SFRS with systematic rock

bolting will comprise the excavation and support measures. Application of thick



SFRS reinforced with wire mesh and systematic rock bolting is recommended

as support measures concurrent with excavation in the tunnel reach after bend

point. Natural portal slopes are very gentle. No major support measures are

fore seen in portal area to arrest cut slopes.

6.6.15 Upstream Coffer Dam

A 24m high and 163.00 m long rock fill coffer dam with an impervious clay core

and upstream concrete face is proposed at 148m upstream of main dam axis.

The upstream cofferdam area is occupied mainly by garnetiferrous Mica schist

with thin interbands of Quartzite. The maximum depth of bed rock in river

section to found the core is likely to be of the order of 32 to 35m.Construction of

coffer dam on riverine overburden after consolidation by high pressure jet

grouting may be considered to avoid deeper excavation for founding the

impervious core.

6.6.16 Downstream Coffer Dam

A 17m high 110.00m long rock fill dam is proposed at about 200m downstream

of the main dam. The competent Quartzite with intercalatory Mica schist rocks

is available on either bank almost at surface or at a very shallow depth.

However in the riverbed, which will accommodate the maximum length of the

dam, the bed rock is anticipated to be available at a depth of a couple of meters

on the river edge to as much as about 33m in the deepest channel bed

beneath a thick pile of riverine sediments..

CHAPTER-7

IRRIGATION PLANNING


Chapter 7: Irrigation Planning Page 1

CHAPTER – 7

IRRIGATION PLANNING

7.1 INTRODUCTION

The waters of Mahakali River are being utilized for irrigation in India since the

commissioning of Banbasa Barrage in 1928. Some Terai area in Nepal has

also been benefited by the Mahakali waters drawn from the Banbasa Barrage.

The Mahakali waters are also being used for irrigation in Nepal Territory

through withdrawal from the Tanakpur Barrage. In addition, Mahakali (Sarada)

waters are being utilized for irrigation in Sarada Sahayak Project of India

through withdrawals from the Lower Sarada Barrage. The brief description of

these existing irrigation facilities are given in the following sections.

7.2 EXISTING IRRIGATION FACILITIES

7.2.1 Banbasa Barrage

The Sarada Irrigation system was first commissioned in 1928 with construction

of a barrage across the River Mahakali (Sarada in India) at Banbasa. In

accordance with the earlier agreement, Nepal is entitled to draw 28.35 m3/s

(1000 ft3/s) of water in monsoon season (from 15th May to 15th October) and

4.25 m3/s (150 ft3/s) in the dry season from Banbasa Barrage. This water drawn

from Banbasa Barrage provides irrigation to a command area of 11,600 ha;

4800 ha under MIP stage-I and 6800 ha under MIP stage-II. The Sarada canal

system having command between Ganga and Ghaghra Doab, is one of the

biggest and oldest irrigation system of Uttar Pradesh (India) covering a

command area of 2.5 million ha (subsequently reduced to 1.61 million ha)

starting from district Pilibhit to Allahabad. For providing these irrigation facilities,

a canal on right bank with 326 m3/s (11,500 ft3/s) discharge capacity for India

and another canal on left bank with 28.35 m3/s (1000 ft3/s) capacity for Nepal

were constructed by signing an agreement between British India and the King

of Nepal.

7.2.2 Tanakpur Barrage

Another barrage at Tanakpur, 10 km upstream of the Banbasa was constructed

in 1985 by M/S National Hydro-electric Power Corporation of India, across river

Sarada, in India to utilize the Sarada water for generation of power. For

commissioning of the Tanakpur HEP, an agreement was reached between

India and Nepal, under which, a part of power (70 million units per annum)

generated there is supplied to Nepal, free of cost, beside additional water



releases to Nepal for irrigation from the Tanakpur barrage, over and above

agreed irrigation supplies from Banbasa barrage. A canal powerhouse of (3*40)

120 MW capacity was commissioned in 1991. The Tanakpur barrage and

power station were so designed as to release its tailrace water back into the

River before the Banbasa head works. As per the agreement, a canal of 28.35

m3/s (1000 ft3/s) discharge capacity was constructed to supply additional water

to Nepal, under the grants-in-aid assistance, by the Ministry of External Affairs,

GoI.

7.2.3 Lower Sarada Barrage

In the early seventies, the State Government of Uttar Pradesh (Irrigation

Department) commissioned another project known as Sarada Sahayak

Pariyojna (System). The original command of Sarada Canal System, lying east

of Sarada Sahayak Feeder was excluded from the Sarada canal system and

transferred to the Sarada Sahayak system. For providing irrigation supplies to

Sarada Sahayak system, two barrages namely (i) Girijapur Barrage across the

river Ghagra and (ii) Lower Sarada Barrage across river Sarada, 160km

downstream of the Banbasa Barrage were constructed. The Ghagra waters are

diverted to river Sarada, upstream of Lower Sarada Barrage through a link

canal of 480 m3/s capacity, taking off from the Girijapur Barrage. However

during monsoon, the river Ghagra carries a lot of silt and, therefore, the Ghagra

waters are transferred to Sarada for use in Sarada Sahayak system only during

non-monsoon/ low silt period. The link canal from Ghagra remains closed from

16th June to 15th October. The Sarada Sahayak system with design discharge

of head works as 650 m3/s draws irrigation supplies from Lower Sarada

Barrage during monsoon season only and, dependent on Mahakali waters for

meeting the irrigation requirements in the lower command area (20 lakh ha).

The flows in the Mahakali River during this period are sufficient to meet the

existing water requirements of Nepal and India at Banbasa/ Tanakpur

Barrages.

7.2.4 Irrigation Benefits from the Project to Nepal and India

The irrigation benefits from the project have been assessed with due

consideration of the relevant provisions under Article 3 of the Mahakali Treaty

and subsequent letters of exchange dated 12th February, 1996 between the

Hon’ble Prime Ministers of the two countries which provides that Pancheshwar

Multipurpose Project shall be designed and implemented on the basis of certain

principles, which inter-alia include the following:



(i) The Project shall, as would be agreed between the Parties, be designed to

produce the maximum total net benefit. All benefits accruing to both the parties

with the development of the project in the forms of power, irrigation, flood

control etc. shall be assessed.

(ii) Irrigation benefits shall be assessed on the basis of incremental and

additional benefits due to augmentation of river flow.

7.2.5 Irrigation Benefits in Nepal

For carrying out the studies for assessment of irrigation benefits to Nepal from

the project, the draft DPR (1995) of Government of Nepal was reviewed. As per

the 1995 report, this aspect was originally studied by PACO during the field

Investigations carried out between April 1988 and February 1991. The study

was aimed to identify the future prospects of potential irrigable lands that can

be developed in the post Pancheshwar scenario as well as to determine the

present status of agriculture in the irrigable lands in the Nepalese side of the

Mahakali River. The study however, was limited to the East of the Mohana and

Godavari Rivers and covered approximately 1,205 km2 or about 74% of the

1,637 km2 of the Kanchanpur District in the Terai area. Within this 1,205 km2

area, a total of 61,950 ha is considered irrigable.

Considering the availability of sufficient regulated water in the Mahakali River

on coming up of the Pancheshwar Multipurpose Project (PMP), it is feasible to

extend the potential project area, to cover the zone between the Mohana and

the Karnali Rivers as well. Some 31,000ha of irrigable area has been identified

in the zone between the Mohana and the Karnali River, thus developing a total

command of about 93,000 ha.

The 1995 DPR also provides details of the existing water availability and the

command area developed under Mahakali Irrigation Project (MIP). As per this

report, with the existing availability of water for MIP, the maximum cropping

intensity possible is 185 to 195%. However, the report emphasize that it is not

an optimum choice and this cropping intensity is regarded as low if

consideration is given to the favorable climate and good soil. Accordingly, with

the availability of water in post Pancheshwar scenario and overall cropping

intensity of 240% is feasible.

His Majesty, Government of Nepal was requested to provide updated

information regarding their existing uses as well as plan for future use of

Mahakali waters in their territory. Department of Irrigation, Ministry of Irrigation,

Government of Nepal (GoN) furnished a booklet containing Irrigation and



Agricultural Data of MIP (Stage-III). In this booklet, information is given about

existing MIP Stage I & II with CCA of 11600 ha and studies for development of

MIP Stage-III comprising of CCA 25,215 ha and 3040 ha of Dodhara-Chandani

area with Cropping intensity of 200%. This report is for development of MIP

only and do not cover the overall plan of Government of Nepal in post


7.3 AGRICULTURE ASPECTS

7.3.1 Present Land Use and Irrigability in the Project Area in Nepal

The present land use in the120, 500 ha of the area west of the Mohana Rivers

is given in the Table-7.1.

Table-7.1: Present Land Use

S. No. Land Use Area (ha) % of total

1. Cultivated area 41,500 35

2. Town, roads, Rivers, etc. 5,000 4

3. Shukla Phat Reserve 33,000 27

4. Forest 37,200 31

5. Waste land 3,800 3

Total 120,500 100

Source: DPR

Soils in the Project area have been classified by Land Resource Mapping

Project (LRMP) into three land systems, which include:

Active Alluvial Plain (River courses andadjacentareas): The soils in

these areas have mainly sandy cobbly texture; there is some danger of

floods. The land use is restricted to grazing and protected forest. This

system represents about 8%m of the Project area.

Recent Alluvial Plain (four subclasses): The soils in this zone represent

good to very good agricultural characteristics depending on position of

command area (depressed or high). Texture is heavy loam with poor to

moderate internal drainage. Topography is flat. They represent about 38%

of the project area.

Alluvial Fan, Apron Complex (four subclasses): These areas are

covered by agriculture and protection forest (especially in highly dissected

areas). Soil texture is medium to high loam with moderate to rapid

internal drainage. Topography is very gently sloping to highly dissected.

They represent about 54% of the Project area.



The area potentially usable for agriculture, excluding the protected Shukla Phat

Reserves, is 78,700 ha, out of which a total of 61,950 ha isconsidered irrigable,

with various degrees ofsuitability and limitations. Inparticular, of the total

37,200 ha of forest land, 20,450 ha is also considered irrigable.

7.3.2 Cropping Patterns and Cropping Intensity in Nepal

Paddy is the predominant crop in the monsoon season and wheat in the winter

season. The crops cultivated in the project area are paddy, wheat, maize,

oilseeds, lentil, potato, sugarcane, sunflower and vegetables. While paddy,

wheat and legumes predominate in areas of low and heavier soils, maize

and oilseeds can be found, especially in upland areas with lighter soils. Crop

rotations vary according to the size of farm, position of land, quality of soils,

availability of irrigation water, needs of farmer, etc. In rain fed conditions, the

main cropping sequences are: paddy-fallow; maize-mustard and maize-wheat

and in irrigated land, cropping sequences comprise of: paddy-wheat, maize-

paddy-wheat and paddy-potato.

As per the house hold survey conducted in 1999 and presented in the study

report of MIP, the cropping intensity ranges from 154.3% to 182.7%, depending

on the irrigation facility. Under irrigated condition the cropping intensity ranges

from 163.0 percent to 188.4 percent. The overall cropping intensity of the area

for which data has been collected is 161 percent ranging from 131% to 172%

among the different farm size groups.

7.3.3 Anticipated Crop Yield

Based on information collected from various sources and as contained in the

study report of MIP, the anticipated crop yields under “with project condition”

are given in the Table-7.2.

Table-7.2: Anticipated crop yield in the command areas under “with project

condition”

S. No. Crop Non-

Irrigated

(t/ha)

Anticipated yield

initial

development

(t/ha)

With project

full development

(t/ha)

1. Paddy (Improved) 2.28 3.60 4.20

2. Paddy (Local) 2.03 2.47 2.87

3. Maize 1.65 2.85 3.50



S. No. Crop Non-

Irrigated

(t/ha)

Anticipated yield

initial

development

(t/ha)

With project

full development

(t/ha)

4. Wheat 1.52 2.91 3.50

5. Oilseed crops 0.57 0.89 1.03

6. Lentil 0.56 0.90 1.16

7. Potato 9.28 14.10 18.65

8. Vegetable 9.22 14.10 18.65

9. Sugarcane 36.50 49.50 66.33

10. Sunflower 1.18 1.60

Source: DPR

7.3.4 Existing Irrigations in Nepal

7.3.4.1 Mahakali Irrigation Project (MIP) – Nepal

The Mahakali Irrigation Project (MIP), being implemented in stages (MIP-I, MIP-

II, MIP-III) is one of such projects in the Far Western Development Region of

the country. The MIP-I and MIP-II are developed with irrigation coverage of

4800 ha and 6800 ha, respectively.

7.3.4.2 Existing use of the Mahakali Waters in Nepal

In accordance with the earlier agreement, Nepal is entitled to draw 28.35 m3/s

(1000 ft3/s) water in wet season (from 15th May to 15th Oct.) and 4.25 m3/s (150

ft3/s) in the dry season (from 16th October to 14th May) from Banbasa Barrage.

This water drawn from Banbasa Barrage provides irrigation to a command area

of 11,600 ha; 4800 ha under MIP stage-I and 6800 ha under MIP stage-II. As

per the Mahakali Treaty, Nepal is also entitled to receive 28.35 m3/s (1000 ft3/s)

water in the wet season and 8.5 m3/s (300 ft3/s) of water in the dry season

respectively from the Tanakpur Barrage. A new canal of 28.35 m3/s (1000 ft3/s)

discharge capacity has been constructed to supply additional water to Nepal

under the grants-in-aid assistance by the Ministry of External Affairs (MEA),

Government of India (GoI).

Besides the above, it is also stipulated under the Article -1 (2) of the Treaty that

India shall maintain a flow of not less than 10 m3/s (350 ft3/s) downstream of

the Sarada Barrage (Banbasa) in the Mahakali River to maintain and preserve

the River eco-system. Further, under the Article-7 of the Treaty, the local

communities living along both sides of the Mahakali River, shall have the use of

the Mahakali waters, not exceeding five percent (5%) of the average annual



flow at Pancheshwar.

The existing water uses of Nepal from Banbasa and Tanakpur Barrage are

given in the Table-7.3.

Table-7.3: Existing uses of Nepal

Month Existing uses of Nepal (m3/s)

From Banbasa

Barrage

From Tanakpur

Barrage

Total

January 4.25 8.50 12.75

February 4.25 8.50 12.75

March 4.25 8.50 12.75

April 4.25 8.50 12.75

May 16.45 18.45 34.90

June 28.35 28.35 56.70

July 28.35 28.35 56.70

August 28.35 28.35 56.70

September 28.35 28.35 56.70

October 16.45 18.45 34.90

November 4.25 8.50 12.75

December 4.25 8.50 12.75

Mean (m3/s) 14.32 16.78 31.09

Note: The existing use of Nepal is based on the provisions under the Article 1 & 2 of

the Mahakali Treaty.

Source: DPR

7.3.4.3 Future Agriculture Developments and Associated Water

Requirements

As per Article-4 of the Treaty, India shall supply 10 m3/s (350 ft3/s) water for

irrigation of Dodhara – Chandani area of Nepalese Territory. Further, as per the

Article-5 of the Mahakali Treaty, water requirements of Nepal are given prime

consideration in the utilization of the waters of the Mahakali river. With the

availability of augmented flow in the post-Pancheshwar scenario, it is

envisaged to bring additional command area in Nepal under the planned

irrigation.

In post-Pancheshwar scenario, that by adopting a cropping pattern for the

project, similar to that studied for the Karnali project, it is techno-economically

feasible to develop a total command of 93,000 ha (maximum option), with

240% cropping intensity; 100% for the wet season; 85% for the winter season

and 55% in the spring season.



The details of the proposed cropping pattern, cropping intensity and area under

each crop are given in the Table-7.4.

Table-7.4: Cropping Pattern, Intensity and Area under each crop (CCA – 93,000

ha)

S. No. Crop Intensity of Irrigation Area under each crop in

ha

1. Paddy Monsoon 85% 79050

2. Paddy Spring 30% 27900

3. Wheat 45% 41850

4. Maize Monsoon 10% 9300

5. Maize Spring 20% 18600

6. Oilseeds 20% 18600

7. Legumes Spring 5% 4650

8.. Legumes 10% 9300

9. Vegetables (5*3) 15% 13950

10. Total 240% 223200

Source: DPR

Crop Water & Diversion Requirements

The overall efficiency, thus, works out to be 35%. The Crop Water Requirement

of various crops proposed in the command and monthly Crop Water

Requirement (CWR) are given in the Table-7.5.

The monthly water requirements at canal head work (Diversion requirement) for

CCA of 93,000 ha are given in the Table-7.6.



Table-7.5: Crop Water Requirement (unit in mm)

Source: DPR

Table-7.6: Water requirement at Canal Head Work (Diversion Requirement) in m3/s for 93,000 ha CCA

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

Average Crop Water Requirement (Net

Irrigation Requirement (NIR) In L/s/ha

0.17

0.21

0.33

0.73

0.64

0.32

0.78

0.49

0.69

0.75

0.08

0.14

Field Application Requirement = NIR/0.7

In L/s/ha

0.24 0.31 0.47 1.05 0.91 0.46 1.11 0.70 0.99 1.08 0.13 0.21

Gross Irrigation Requirement at canal head

(Diversion Requirement) = NIR/0.35 in

L/s/ha

0.49

0.61

0.94

2.09

1.81

0.92

2.23

1.41

1.98

2.15

0.25

0.41

Source: DPR

Crop Months Jan Feb Mar Apr May Jun Jul Aug Sep Oct Nov Dec Total

Paddy Monsoon 246.0 151.0 205.0 232.0 834.0

Paddy Spring 178.9 448.0 372.0 262.0 1261.0

Wheat 58.7 85.1 26.3 18.0 43.1 231.0

Maize Monsoon 13.1 0.7 24.7 26.5 65.0

Maize Spring 71.3 197.0 179.0 447.0

Oilseeds 54.2 25.0 30.9 54.2 164.0

Legumes Spring 94.7 201.0 160.0 455.7 456.0

Legumes 55.3 18.1 53.8 59.0 186.0

Vegetables 54.7 92.0 49.1 125.0 183.0 73.1 0.0 24.7 57.3 94.3 61.6 47.9 863.0

Av. Crop Water Requirement

(mm)

45.5 51.7 88.0 190.0 165.0 83.7 209.0 132.0 180.0 202.0 22.7 38.5

Average Crop Water

Requirement (Net Irrigation

Requirement (NIR) in

(L/s/ha)

0.17

0.21

0.329

0.73

0.64

0.32

0.78

0.49

0.69

0.75

0.08

0.14



Future Water Requirement of Nepal

As per the information given in the booklet on Irrigation and Agriculture data of

MIP-III, on an annual average, 15.3 m3/s of water is required to meet irrigation

water requirements of 11,600 ha of net command area under MIP-I and MIP-II.

The present cropping intensity is stated to be about 195%. Further, as per this

booklet, out of total CCA of 25,215 ha under MIP-III, only 7,820 ha of command

with cropping intensity of about 180% is developed at present. With the total

existing annual average use of 31.09 m3/s, it is observed that even the water

requirements of MIP-III having CCA of 25,215 ha with planned cropping intensity

of 200% may not be fully met. Full development of 93,000 ha command with 240%

cropping intensity is, therefore, possible only with the availability of additional

water for Nepal in post-Pancheshwar scenario. The command areas to be served

by the existing water uses and future water requirements have been, accordingly,

worked out.

Considering the water requirements at canal head work (diversion requirements)

as given in the Table-7.6, the future water requirement of Nepal for providing(i)

Irrigation facilities to total command of 93,000 ha and (ii) 10 m3 /s for Dodhara-

Chandani area have been computed and are given in the Table-7.7.

Command coverage by additional water- Future water use

Total command to be irrigated on implementation of the project is 93,000 ha with

240% cropping intensity and 3040 ha of Dodhara-Chandani area with 200%

cropping intensity. Part of the total command of 93,000 ha is presently getting

irrigation supplies and remaining areas shall get irrigation supplies as additional

water (future use) on project implementation (Refer Table-7.7). Command area to

be served by additional water (future use) is computed as under:

Existing water use - 980 x 106m3

Additional (Future) Water Demand - 2758 x 106m3

Total water demand for 93000 ha CCA - 3738 x 106m3

Additional (Future) Water Demand Including

requirement of Dodhara-Chandani area - 3073 x 106m3

Therefore, out of total 93000 ha command, 24380 ha (980/3738 x 93000) is

considered to be served by existing supplies and balance 68620 ha (2758 /3738 x

93000) by additional water use on implementation of the project. In addition 6040

ha (CCA 3040 ha with 199% intensity of irrigation) of Dodhara-Chandani area for



which 10 m3/s of water has been earmarked will be served on implementation of

PMP. Crop area getting irrigation benefits on implementation of PMP (future water

use) is given in the Table-7.7.

Table-7.7: Future Irrigation Requirement of Nepal in m3/s

Month Existing Uses of Nepal Total

Demand

for CCA

of

93,000

ha

under

Article-

5 of the

Treaty

Future

Irrigation

Demand

of Nepal

for CCA

of 93,000

ha

(5)-(4)

Demand for

Dodhara

Chandni area

under Article-

4 of the

Treaty

Future

Irrigation

Demand

of Nepal

including

demand of

Dodhara-

Chandani

area

(6)+ (7)

From

Banbasa

Barrage

under

Article 1

of the

Treaty

From

Tanakpur

Barrage

under

Article 2

of the

Treaty

Total

(1) (2) (3) (4) (5) (6) (7) (8)

Jan 4.25 8.50 12.75 45.20 32.45 10.00 42.45

Feb 4.25 8.50 12.75 56.80 44.05 10.00 54.05

Mar 4.25 8.50 12.75 87.40 74.65 10.00 84.65

Apr 4.25 8.50 12.75 194.70 181.95 10.00 191.95

May 16.45 18.45 34.90 168.70 133.80 10.00 143.80

Jun 28.35 28.35 56.70 85.80 29.10 10.00 39.10

Jul 28.35 28.35 56.70 207.30 150.60 10.00 160.60

Aug 28.35 28.35 56.70 130.80 74.10 10.00 84.10

Sep 28.35 28.35 56.70 184.10 127.40 10.00 137.40

Oct 16.45 18.45 34.90 200.00 165.10 10.00 175.10

Nov 4.25 8.50 12.75 23.30 10.55 10.00 20.55

Dec 4.25 8.50 12.75 38.20 25.45 10.00 35.45

Mean in

m3/s

14.32 16.78 31.09 118.53 87.44 10.00 97.43

Total

Water

Requirem

ent in

Million m3

451 529 980 3,738 2,758 315 3,073

Source: DPR

A total crop area of 170720 ha (including 6040 ha of Dodhara-Chandani area) in

Nepal will be brought under irrigation with the availability of additional water on

implementation of Pancheshwar Multipurpose Project. The command area

covered by additional future water use is given in Table-7.8.



Table-7.8: Command area covered by additional (future) water use

Crop

Crop irrigated area (CCA 93000 ha)

Crop area in

Dodhara-

Chandani

Area

(Future

Water Use)

Total crop area

including

Dodhara-

Chandani area

under Future

water use

(3) + (5)

With

Existing

Water Use

With Future

Water Use

Total

(1) (2) (3) (4) (5) (6)

Paddy Monsoon 20725 58325 79050 2220 60545

Paddy Spring 7315 20585 27900 335 20920

Wheat 10970 30880 41850 1490 32370

Maize Monsoon 2440 6860 9300 605 7465

Maize Spring 4880 13720 18600 - 13720

Oilseeds 4880 13720 18600 180 13900

Legumes Spring 1220 3430 4650 - 3430

Legumes 2440 6860 9300 305 7165

Vegetables (5*3) 3660 10290 13950 915 11205

Total crop area

(ha)

58530 164670 223200 6040 170720

Source: DPR

7.4 IRRIGATION BENEFITS IN INDIA

For maximization of irrigation benefits, most suitable pattern of the monthly water

demand for use of augmented river flows in dry season as per the Power Potential

Studies, duly taking into account contribution of 75% dependable flow from the

intervening catchment, downstream of Pancheshwar dam has been identified.

Benefit for irrigation has been assessed on the basis of additional area brought

under irrigation due to augmented flows in dry season. The additional water

available for India due to augmentation of flows in dry season are proposed to be

used in existing commands of Sarada canal system and or in Sarada Sahayak

system.

7.4.1 Sarada Canal System

Sarada canal system with command lying between Ganga and Ghagra Doab is

one of the biggest and oldest irrigation system of Uttar Pradesh which was

commissioned in 1928. With the increasing demand of irrigation in the command, a

number of modifications/ additions to the system were made during last 60 years.

In the year 1954-55, Sarada Sagar Stage-I was commissioned while Sarada Sagar



Stage-II and Nanak Sagar Project were added in 1960-61 increasing the potential

of the system. During 1969, Dalmau Pump Canal Stage- I was added to the

system. In the year 1974-75, Sarada Sahayak Pariyojna was commissioned by

constructing a Barrage (Lower Sarada Barrage) downstream of Banbasa Barrage.

The command area of Sarada Canal System lying to the East of Sarada

Sahayak Feeder was excluded from Sarada Canal System and transferred to

Sarada Sahayak Pariyojna. The Command Area of Sarada System thus got

reduced from 2.55 Mha to 1.479 Mha The water so saved was used to increase

the irrigation intensity in the remaining command of existing Sarada canal

system to 50% and new command adjacent to the existing command was

also added. To cater for the additional command, three new canals were

constructed, namely Madho Tanda. Aliganj and Khatima, covering CCA of 1,

34,014 ha. Hence the total command area of Sarada canal system increased to

16, 12,633 ha (1.613 Mha).

The discharge capacity at head of canal is 326 m3/s and length of main canal is 45

km. The distribution system comprises of Hardoi branch, 252 km long (capacity

187 m3/s), Kheri Branch, 200 km long (capacity 79.32 m3/s), DeohaBaigul Feeder

System (Capacity 68 m3/s). In addition to above, there are three small branches

namely Bisalpur, Nigohi and Shahajanpur. The total length of Sarada canal

system is about 9,677 km.

Command Area

Sarada Canal System provides irrigation facility to districts Pilibhit, Udam

Singh Nagar, Bareilly, Shahjanapur, Hardoi, Unnao, Raebareilly,

LakhimpurKheri, Sitapur and Lucknow. In addition Rohelkhand system also

operates in the adjoining area and covers command of 53,633 ha. The area in the

total command is flat and fertile and slopes gently towards River. The

topography of the area is such that the levels vary from R.L.225.0 to R.L. 90.0 m,

which facilitates proper drainage of the area. The soil of this area is Domat, i.e.

sandy soil which is suitable for rice, wheat and sugarcane crops.

Sources of Irrigation

The main source of irrigation in command is water drawn from Banbasa barrage

constructed in 1928 across the river Mahakali (known as Sarada in India), through

a canal on right bank with discharging capacity of 326 m3/s (11500 ft3/s). To



supplement the supplies in Sarada command, four dams have been constructed in

the command. These minor schemes are namely Sarada Sagar, Nanak Sagar,

Baigul and Dhora; details of which are given in the Table-7.9.

Table-7.9: Storage in Sarada Command

S. No. Name of Dam Name of River Live Storage (Mm3)

1. SaradaSagar Mahakali, through Sarada Canal 364

2. Nanak Sagar Deoh, tributary of Ramganga 210

3. Baigul Baigul, tributary of Ramganga 76

4. Dhora Dhora, tributary of Ramganga 54

Source: DPR

The Sarada Sagar has no catchment of its own worth reckoning and the surplus

water from the Sarada River are stored in this pond during lean demand through

Sarada canal system and are released as per irrigation requirements. The Nanak

Sagar supply water to the Sarada canal system, whereas Baigul and Ohora ponds

exclusively feed the Rohelkhand canal system and have been excluded in the

analysis.

Cropping Pattern

As per the information received from UPID, two major irrigation schemes, namely

Sarada canal system and Sarada Sahayak system are dependent on Mahakali

waters. The data of actual withdrawals from Banbasa Barrage (Upper Sarada

Barrage) on monthly basis (Series from 1992-2014) for use in Sarada canal

system and monthly water requirement and other relevant details of Sarada

Sahayak system, getting water supply from Lower Sarada Barrage across river

Sarada were furnished by UPID to WAPCOS. The withdrawal series on monthly

basis for the period 1962-1992 considered in studies carried out by CWC in 2002

was also utilized in addition to withdrawal series of 1992-2014 to compute mean

monthly withdrawal. As the actual withdrawal series of a long duration of 37 years

is available, monthly mean withdrawal was considered as monthly water

requirement for analysis. Other relevant data/information about Sarada Canal

System & Sarada Sahayak System furnished by UPID earlier (upto 2002) to CWC

was also collected and considered.

The CCA of Sarada canal system is reportedly 1.613 Mha. However, part of the

total command (CCA) is served by the Nanak Sagar Dam across river Deoh,

tributary of Ramganga and is, therefore, not dependent on Mahakali waters. Out of



total CCA of 1.613 Mha, only 1.462 Mha of command is considered dependent on

Mahakali waters in this study to meet its irrigation water requirement. Accordingly,

for Sarada canal system, 1.462 Mha of CCA is considered for further studies.

The cropping pattern and area under each crop for existing irrigation in the

command of Sarada canal system is given in the Table-7.10.

Table-7.10: Cropping pattern in Sarada Command (CCA 1.462 Mha)

Source: DPR

7.4.2 Sarada Sahayak system

In the early seventies, the State Government of Uttar Pradesh (Irrigation

Department) commissioned another project known as Sarada Sahayak Pariyojna

(System). The original command of Sarada canal system, lying East of Sarada

Sahayak Feeder was excluded from the Sarada canal system and transferred to

the Sarada Sahayak system. For providing irrigation supplies to Sarada Sahayak

system, two barrages namely Girijapur Barrage across the river Ghagra and Lower

Sarada Barrage across river Sarada, 160km downstream of the Banbasa Barrage

were constructed. The Ghagra waters are diverted to river Sarada, upstream of

Lower Sarada Barrage through a link canal of 480 m3/s capacity, taking off from

the Girijapur Barrage. However during monsoons, the river Ghagra carries a lot of

silt and, therefore, the Ghagra waters are transferred to Sarada for use in Sarada

Sahayak system only during non-monsoon/ low silt period. The link canal from

Ghagra remains closed from 16th June to 15th October. The Sarada Sahayak

system with design discharge of head works as 650 m3/s draws irrigation supplies

from Lower Sarada Barrage during monsoon season only and, dependent on

Mahakali waters for meeting the irrigation requirements in the lower command

area (20 lakh ha). The flows in the Mahakali River during this period are sufficient

to meet the existing water requirements of Nepal and India at Banbasa/ Tanakpur

Barrages. The command of river Sardar in India is given in Figure-7.1.

S. No. Crop % of CCA Area under each crop in Th. ha

1. Paddy I – Early 8 116.96

2. Paddy II - Late 8 116.96

3. Sugar Cane 4 58.48

4. Other Kharif 6 87.72

5. Wheat Early 12 175.44

6. Wheat Late 12 175.44

Total 50 731

(Say 0.731 Mha)



Figure-7.1: Command areas in India on River Sarada

Existing Irrigation Water Requirement of Sarada canal system

Uttar Pradesh Irrigation Department (UPID) has been collecting data of actual

irrigation releases from Banbasa Barrage to meet irrigation water requirement of

Sarada canal system. The month-wise withdrawal series for the period 1992-2014

was received from UPID. This series along with month-wise withdrawal series from

1962-1992 adopted in the draft Indian report of 2003 was reviewed and updated

As the actual withdrawal series of a long duration of 37 years is available, monthly

mean withdrawal was considered as monthly water requirement for analysis.

The month-wise withdrawal series from Banbasa Barrage to India for the period

1962 to 2014 is given in the Table-7.11. The month wise withdrawals series from

Banbasa Barrage to Nepal side for the period 1976 – 2015 as obtained from Uttar

Pradesh Irrigation Department (UPID) is given in the Table-7.12.



Table-7.11: Month wise withdrawal series from Banbasa Barrage to India in m3/s

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

in MCM

1962 206.1 197.2 203.5 217.2 259.1 268.5 262.8 279.3 265.8 287.1 286.7 222.5 7767.8

1963 169.1 144.7 171.4 194.4 253.1 277.4 265.1 295.3 300.9 309.1 277.0 205.3 7523.4

1964 163.2 141.7 142.2 178.2 215.4 238.8 278.5 311.8 304.8 311.0 280.9 207.2 7289.3

1965 164.3 147.6 77.3 217.2 228.5 290.1 312.5 325.6 337.6 274.4 199.8 149.0 7158.4

1966 123.2 116.2 110.1 118.1 181.8 258.5 315.1 325.6 336.8 307.3 211.0 162.8 6744.8

1967 130.3 112.4 112.8 128.1 155.7 289.4 323.7 325.9 314.4 325.6 239.6 191.2 6961.8

1968 166.5 152.5 164.3 178.6 230.7 297.1 317.0 309.1 330.6 317.7 233.0 179.2 7558.9

1969 159.4 142.6 141.1 160.5 228.5 328.3 313.2 324.8 272.4 325.9 304.0 182.6 7577.3

1970 171.4 148.8 94.5 163.2 237.8 301.7 325.6 325.6 336.4 324.8 261.6 182.6 7552.9

1971 149.7 137.6 143.7 203.7 247.9 267.4 302.4 270.3 239.2 315.9 265.4 236.7 7305.6

1972 185.6 175.2 168.4 171.7 260.6 321.4 324.1 306.9 282.4 324.8 292.8 201.6 7924.7

1973 162.4 141.8 158.7 228.8 311.8 327.5 325.6 271.1 314.8 299.1 233.8 239.3 7922.6

1974 184.8 167.4 151.2 198.7 235.6 275.8 325.6 323.3 336.8 325.6 240.4 176.2 7730.0

1975 168.8 167.0 168.0 234.6 298.7 311.0 318.5 297.6 302.9 321.1 296.3 211.3 8135.8

1976 162.4 143.3 141.1 179.8 277.4 285.9 316.2 242.7 310.2 321.1 247.3 166.9 7343.4

1977 143.4 128.1 111.3 123.5 183.3 279.3 317.4 315.5 293.6 273.7 186.0 194.9 6701.4

1978 150.1 140.5 158.3 107.3 229.6 275.1 228.1 255.7 256.2 259.9 191.7 208.7 6468.0

1979 169.9 159.1 159.1 193.7 210.6 266.2 299.4 299.1 336.8 300.6 200.6 158.3 7235.9

1980 139.6 125.7 119.1 159.7 233.7 307.5 264.3 247.9 251.9 263.2 222.2 182.9 6616.5

1981 164.3 155.0 152.0 191.4 247.9 303.6 265.8 271.1 324.5 254.6 235.7 177.3 7209.1

1982 152.3 138.9 155.7 90.7 231.9 264.3 303.9 302.8 234.6 310.6 229.2 171.4 6796.8

1983 146.7 136.4 136.3 53.6 299.4 327.2 318.5 320.3 244.2 273.7 279.7 219.9 7242.5

1984 172.9 165.6 177.0 188.3 234.8 314.4 211.7 325.6 332.6 323.3 233.0 176.2 7504.0

1985 157.2 128.6 119.1 145.1 224.8 269.3 316.2 296.8 287.8 261.7 281.3 239.7 7168.1

1986 199.0 160.8 150.8 199.8 240.1 295.5 266.2 300.6 324.8 323.0 252.3 214.7 7693.7

1987 179.2 160.8 148.2 186.7 247.9 307.9 314.4 317.7 321.0 291.6 218.4 160.5 7501.1

1988 122.8 107.0 157.6 204.9 289.0 312.1 283.0 283.8 323.7 323.0 247.3 175.9 7437.5

1989 177.3 143.4 140.0 32.4 243.4 324.5 311.0 307.3 319.4 319.2 249.2 181.5 7223.3



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

in MCM

1990 135.9 146.7 183.7 175.5 231.5 302.5 199.4 299.4 303.6 307.3 251.9 182.2 7147.1

1991 171.7 141.4 172.9 217.2 303.9 297.1 297.6 317.4 327.5 312.1 222.2 171.0 7757.9

1992 150.1 149.7 137.0 79.5 160.5 249.2 295.7 325.6 328.7 306.5 234.6 172.5 6805.5

1993 152.2 193.5 160.1 188.8 230.0 325.9 319.4 299.3 321.2 307.8 249.0 190.3 7719.8

1994 154.0 151.2 139.1 143.7 225.2 325.9 325.9 309.4 322.9 292.1 203.8 150.8 7211.2

1995 138.8 137.8 128.4 157.3 251.7 322.3 325.2 310.1 272.8 281.7 230.2 176.8 7182.6

1996 153.1 143.4 155.8 199.5 250.1 285.0 316.5 300.2 267.2 286.7 215.0 177.9 7228.1

1997 150.4 126.0 106.7 149.7 184.8 259.4 311.9 286.0 309.5 286.0 208.3 174.2 6709.0

1998 164.1 135.0 155.5 201.6 269.9 298.7 304.2 252.6 241.2 139.6 161.4 212.1 6664.3

1999 170.0 137.7 124.4 171.5 238.2 259.3 312.7 312.3 293.8 187.5 185.6 180.5 6763.2

2000 136.9 129.7 126.6 211.4 289.5 235.2 325.9 325.9 325.9 325.9 217.3 185.7 7452.7

2001 146.3 119.2 108.7 139.7 264.8 298.3 325.9 325.9 288.5 242.9 197.5 147.3 6845.9

2002 123.8 127.1 192.7 120.2 301.5 325.9 325.9 325.9 325.9 323.4 192.8 167.0 7495.3

2003 124.8 138.1 175.1 201.4 247.0 310.5 325.9 325.9 324.5 295.7 203.8 164.9 7457.2

2004 136.5 131.8 119.2 122.5 190.7 238.5 320.7 325.9 318.9 288.8 198.2 146.5 6670.4

2005 147.4 171.2 169.5 170.0 225.7 270.7 306.6 319.6 291.8 270.9 180.2 156.1 7042.3

2006 154.3 112.4 103.8 122.5 272.4 254.1 325.9 325.9 325.9 277.1 161.6 131.6 6747.4

2007 112. 1 110.5 163.6 195.9 219.5 257.6 302.5 286.2 289.5 242.6 165.5 165.0 6597.6

2008 139.9 122.2 122.7 140.1 197.3 276.7 283.5 240.8 212.1 252.5 161.5 187.1 6140.1

2009 136.2 124.5 109.3 121.8 178.3 227.8 306.5 291.8 300.1 147.1 139.7 185.9 5962.9

2010 155.9 147.2 140.5 163.9 189.7 236.3 286.6 263.2 259.1 274.1 144.9 138.6 6307.2

2011 159.5 135.8 140.3 143.8 261.7 284.0 304.4 325.9 325.9 199.7 144.7 185.6 6862.5

2012 277.7 119.6 119.6 160.5 201.8 234.6 300.4 244.9 230.4 225.0 160.9 142.9 6355.3

2013 138.2 117.2 166.8 281.4 234.9 221.4 187.2 217.7 260.6 197.2 81.3 136.7 5888.3

2014 115.4 129.6 127.4 140.3 150.0 263.6 162.5 43.5 176.2 145.4 101.9 99.0 4348.8

Mean 156.4 142.0 143.1 165.5 236.0 283.9 296.7 294.0 295.9 280.8 217.2 179.3 7069.0

Source: DPR



Table-7.12: Month wise withdrawal series from Banbasa Barrage to Nepal in m3/s

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

MCM

1976 1.1 1.2 1.1 1.2 1.5 1.2 2.6 3.0 3.5 3.4 3.1 3.4 68.8

1977 3.4 3.3 3.4 1.2 0.0 2.3 3.4 4.5 4.6 4.1 1.5 2.6 90.0

1978 2.6 2.5 0.0 0.0 0.0 2.3 4.5 4.1 4.6 3.7 4.6 3.7 86.0

1979 4.1 4.5 4.5 4.6 4.5 3.5 4.5 4.5 4.6 4.5 2.3 3.4 130.0

1980 1.9 2.5 2.2 0.0 2.2 5.0 5.6 5.6 5.8 3.4 3.1 4.5 109.7

1981 4.5 4.5 4.5 0.0 3.4 5.0 5.6 5.6 5.8 4.9 4.6 4.5 138.8

1982 4.5 4.5 4.5 0.4 2.6 5.8 5.6 5.6 4.6 5.2 4.6 4.5 137.9

1983 4.5 4.5 4.5 1.2 4.5 5.8 6.0 6.7 3.1 1.1 4.6 4.5 133.9

1984 4.5 4.5 4.5 4.6 4.5 5.8 6.3 6.3 8.1 6.3 4.6 4.5 169.9

1985 4.5 4.5 4.5 4.6 5.2 6.9 7.1 9.7 9.6 3.4 0.0 0.0 158.0

1986 0.0 0.0 0.0 0.0 0.0 6.2 5.6 6.7 6.6 5.6 4.6 0.7 94.7

1987 3.4 3.7 4.5 0.0 0.0 3.9 12.7 13.4 13.9 7.8 5.0 4.9 192.2

1988 4.5 4.5 4.5 4.6 5.6 8.9 7.8 8.2 9.3 5.2 4.6 4.5 189.9

1989 3.0 1.2 1.1 1.2 5.6 6.9 7.1 7.1 6.9 6.7 4.6 4.5 147.2

1990 4.5 2.9 0.0 0.0 3.4 9.3 8.6 7.5 6.9 6.7 4.6 4.5 154.6

1991 4.3 4.3 4.3 3.7 5.4 8.6 11.3 11.6 11.6 6.9 4.4 4.4 212.3

1992 4.4 4.4 4.4 3.5 3.4 10.0 12.8 13.0 13.0 10.9 4.4 4.4 232.5

1993 4.4 4.4 4.4 4.4 7.2 13.0 13.0 13.0 13.0 10.6 4.4 3.9 251.4

1994 4.4 4.4 4.4 4.4 2.3 12.2 13.0 13.0 13.0 6.2 4.4 4.4 226.0

1995 4.4 4.4 4.5 4.4 8.0 13.0 13.0 13.0 13.0 12.5 8.7 4.4 271.3

1996 4.4 4.4 4.5 4.4 5.4 7.2 12.3 13.0 9.6 3.7 4.4 4.4 203.6

1997 3.7 1.5 2.8 - 3.4 10.0 12.6 12.6 12.6 10.1 2.6 - 189.4

1998 - 2.1 - - 2.8 17.5 19.2 18.6 16.6 - 0.9 4.3 215.5

1999 2.2 4.4 4.4 4.4 9.9 25.8 27.2 26.7 21.9 0.6 3.8 2.7 351.7

2000 2.8 3.8 4.4 4.4 4.1 26.3 27.2 21.3 15.5 3.6 5.5 4.4 323.7



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

MCM

2001 2.6 2.8 3.7 4.4 15.8 27.2 27.2 27.2 27.2 25.8 4.4 4.4 453.7

2002 4.4 4.4 4.4 4.4 8.9 23.8 27.2 26.9 18.4 18.4 14.7 4.4 421.1

2003 4.4 4.4 4.4 4.4 8.6 26.7 27.2 26.3 27.2 24.4 4.4 4.4 438.1

2004 3.4 2.0 4.4 4.4 4.4 14.5 27.2 27.2 27.2 8.1 4.4 4.2 345.2

2005 4.4 4.0 4.4 4.4 4.4 14.3 27.2 27.2 25.4 15.8 4.4 4.4 368.0

2006 4.4 4.4 4.4 4.4 15.8 27.2 27.2 27.2 27.2 16.5 4.4 4.4 439.8

2007 4.4 4.4 4.4 4.4 4.4 19.6 26.3 27.2 26.3 15.8 4.4 4.4 383.0

2008 4.4 4.1 4.4 4.4 4.4 21.1 27.2 27.2 27.2 - 3.5 4.4 347.3

2009 2.8 4.4 3.8 4.4 9.8 10.5 24.9 24.1 27.2 8.6 3.7 3.5 335.5

2010 4.4 4.4 4.4 2.9 4.1 12.0 20.9 - - 3.8 4.4 3.8 170.4

2011 1.3 2.8 4.4 4.4 3.0 16.5 16.9 4.1 4.4 4.4 3.4 3.6 181.3

2012 - 3.7 4.4 3.5 4.4 15.8 27.2 24.5 19.7 3.1 4.4 4.1 301.3

2013 1.3 - 4.1 4.4 11.1 23.6 19.0 10.2 27.2 7.3 0.9 4.2 297.5

2014 - - 3.7 4.4 4.4 12.9 17.0 26.3 10.6 8.2 4.1 3.2 249.1

2015 - - - - 3.3 14.7 27.2 27.2 25.1 5.1 3.3 4.4 290.0

Mean 3.5 3.6 3.7 3.1 5.0 12.6 15.6 15.1 14.3 8.0 4.2 3.9 243.5

Source: DPR



Existing Irrigation Water Requirement of Sarada Sahayak System

The details of crop water requirement of different crops and irrigation water

requirement for Sarada Sahayak system having Culturable Command Area (CCA)

of 2.0 Mha with irrigation intensity of 96%, comprising 60% in Kharif (monsoon

season) and 36% in Rabi season, received from UPID was reviewed and updated.

The water requirement of Sardar Sahayak System is given in Table-7.13.

Table-7.13: Water requirement of Sarada Sahayak system

Crops

classification

% to

C.C.A

Area

Lac

hectare

Water Requirement in ha-m

June July Aug Sep. Oct.

Paddy 33% 3.278

3.278

8900

4520

86650

72250

22500

16000

64300

70900

21600

93000

Sugarcane 7% 1.416 35100 - - 8400 21900

Maize 18% 3.642 39400 - - 11900 -

Fodder 2% 0.4047 22000 4500 - - -

Total 60% 12.0 109920 163400 38500 155500 136500

Water

Requirement in

m3/s

423 608 144 599 509

Losses in m3/s 60 60 30 57 57

Total Water

Requirement

(m3/s)

483 669 174 656 566

Source: DPR

Note:

Water requirements for the month of July & September limited to 650 m3/s i.e. the

canal capacity of Sarada Sahayak main canal.

Water requirements of Sarada Sahayak system have been considered for monsoon

period only (16th June to 15th October). Water requirements of Rabi crops as well as

for remaining period of the sugarcane crop are proposed to be met from Ghagra

waters.

For carrying out Power Potential studies, water requirement of Sarada Sahayak

system for the months of June and October have been considered as 135.30 m3/s

and 213.30 m3/s instead of values computed in the table above, as the water

requirement in these months are for 15 days only. Further, these values conform to

the water requirements furnished by UPID to CWC in 2002.



Sarada Sahayak system is dependent on Mahakali waters to meet its water

requirements in Kharif i.e. monsoon season (16th June to 15th October). Water

requirements of Sarada Sahayak system for the dry period are mainly met by

Ghagra waters drawn at Ghagra (Girija) barrage & supplied to Lower Sarada

barrage through a link channel. Any water incidentally available in the Sarada River

during this period only will be utilized in the Sarada Sahayak command. The

existing irrigation requirement of Sarada Sahayak system, therefore, considered for

the period (16th June to 15th October) only.

Total Existing Water Requirement of India

Total existing water requirement of India comprise of (i) Existing Water

Requirement of Sarada canal system throughout the year and (ii) Existing Water

Requirement of Sarada Sahayak system for monsoon period. The total existing

water requirement of India is given in Table-7.14.

Table-7.14: Total Existing Water Requirement of India in m

3/s

Month Existing Water Requirement of India

Existing irrigation

requirement of Sarada

canal system at

Banbasa Barrage

(for round the year)

Existing irrigation

requirement at Lower

Sarada Barrage (Sarada

Sahayak system) during

Monsoon Season

Total Existing

Water

Requirement

of India

(1) (2) (3) (4)

June 283.90 135.30 419.20

July 296.70 650.00 946.70

Aug. 294.00 174.00 468.00

Sept. 295.90 650.00 945.90

Oct. 280.80 213.30 494.10

Nov. 217.20 0.00 217.20

Dec. 179.30 0.00 179.30

Jan. 156.40 0.00 156.40

Feb. 142.00 0.00 142.00

March 143.10 0.00 143.10

Apr. 165.50 0.00 165.50

May 236.00 0.00 236.00

Mean (m3/s) 224.23 151.88 376.12

Water

Requirement

(in 106m

3)

7,071 4,790 11,861

Source: DPR



The future water requirement of India has not been indicated in Table-7.14. It is

presumed that the augmented flows that may be available from Pancheshwar to

India after meeting the existing demands of India and existing and future demands

of Nepal shall be utilized fully by India for additional irrigation. The existing uses of

Mahakali Waters in India are depicted in Figure-7.2.

Figure-7.2: Existing Uses of Mahakali waters in India

Total Water Requirement of India and Nepal including River Eco-System

There are existing irrigation water requirements of India and Nepal which needs to

be protected so that existing irrigation do not suffer. The Power houses at

Pancheshwar are, therefore, planned to be operated in a manner that releases

from the Power Houses are sufficient to meet the existing irrigation water

requirements of India and Nepal. The augmented flows shall be utilized to increase

the irrigation potential, giving priority to water demands of Nepal are detailed as

below:

i. Existing irrigation water requirement of India at Banbasa Barrage for the

whole year for Sarada System,

ii. Existing irrigation water requirement of India at Lower Sarada Barrage

during monsoon season for Sarada Sahayak system,

iii. Existing irrigation water requirements of Nepal at Banbasa and Tanakpur

Barrage,

iv. Future irrigation water requirements of Nepal, and

v. To meet and preserve River ecosystem below Banbasa barrage.

0

200

400

600

800

1000

June July Aug. Sept. Oct. Nov. Dec. Jan. Feb. March Apr. MayCan

al D

isch

arge

(m

3/s

)

Existing Uses of Mahakali Waters in India

Total Existing Water Requirement requirement at Lower Sarada Barrage

Requirement at Banbasa Barrage



Considering the existing and future Irrigation water requirements of Nepal, existing

Irrigation water requirement of India for the Sarada and Sarada-Sahayak Projects

(Table-7.14), and water requirements for river ecosystem, total gross water

requirement to be protected from the Pancheshwar Project, while carrying out the

Power Potential Studies has been computed. In addition, use of Mahakali waters

by the local communities at 5% of Average Annual Flow at Pancheshwar, under

Article 7 of the Treaty is subtracted from the monthly gross yield, available at

Pancheshwar.

The total water requirement of India and Nepal including Environmental Releases

is given in Table-7.15.

Success of Irrigation

A 75% dependability criteria for India has been adopted to check the success of

irrigation schemes i.e. the irrigation requirements must be met in all the 12 months

of the year in 3 out of 4 years. Further, for Nepal 80% dependability criteria has

also been taken into account as per the prevailing practice of Nepal. From the

results of the power potential studies, it is seen that irrigation water requirement of

both Nepal and India have been met in all the months in 42 years out of 50 years.

The success of irrigation works out to be 84%. The success of the irrigation meets

the dependability criteria of India as well as that of Nepal and is, therefore,

accepted.



Table-7.15: Total Water Requirement of India and Nepal including River Eco-System in (In m3/s)

Month Water

Utilization

by the

Local

Communi

ty

permitted

from

Mahakali

River

Water Requirement of India Water Requirement of Nepal Total Water Requirement

Existing

irrigation

uses of

Sarada canal

system at

Banbasa

Barrage( for

round the

year)

Existing

Irrigation at

Lower Sarada

Barrage (Sarada

Sahayak

system) during

Monsoon

Season

(16th

June - 15th

Oct.)

Total

Existing

Water

Require-

ment of

India

Existing

Irrigation

requirement of

Nepal at

Banbasa

Barrage and

Tanakpur

Barrage for

round the year

Future

Irrigation

requirement of

Nepal for 93000

ha including

requirement of

Dodhara

Chandani area

@ 10 m3/s

Total

Irrigation

Require-

ment of

Nepal

Compulsory

Downstream

releases for

maintaining

River eco-

system

below

Banbasa

Barrage

Gross Water

Requirement

for India and

Nepal

(5)+(8)+(9)

(1) (2) (3) (4) (5) (6) (7) (8) (9) (10)

June 29.15 283.90 135.30 419.20 56.70 39.20 95.90 0.00 515.10

July 29.15 296.70 650.00 946.70 56.70 160.60 217.30 0.00 1164.00

Aug. 29.15 294.00 174.00 468.00 56.70 84.10 140.80 0.00 608.80

Sept. 29.15 295.90 650.00 945.90 56.70 137.50 194.20 0.00 1140.10

Oct. 29.15 280.80 213.30 494.10 34.90 175.20 210.10 0.00 704.20

Nov. 29.15 217.20 0.00 217.20 12.75 20.55 33.30 10.00 260.50

Dec. 29.15 179.30 0.00 179.30 12.75 35.45 48.20 10.00 237.50

Jan. 29.15 156.40 0.00 156.40 12.75 42.45 55.20 10.00 221.60

Feb. 29.15 142.00 0.00 142.00 12.75 54.05 66.80 10.00 218.80

March 29.15 143.10 0.00 143.10 12.75 84.65 97.40 10.00 250.50

Apr. 29.15 165.50 0.00 165.50 12.75 191.95 204.70 10.00 380.20

May 29.15 236.00 0.00 236.00 34.90 143.80 178.70 10.00 424.70

Mean (m3/s) 29.15 224.23 151.88 376.12 31.09 97.46 128.55 5.83 510.50

Demand

(in Million m3)

920.00 7,071.00 4,790.00 11,861.00 980.00 3,073.00 4,053.00 184.00 16,100.00

Source: DPR



Note:

1. Use of water permitted from Mahakali River by the Local Community, under

Article-7 of Mahakali Treaty @ 5% of the annual average inflow at Pancheshwar,

would be subtracted from the gross water availability at Pancheshwar.

2. As per Article 1 (2) of the treaty, a flow of minimum 10 m3/s is to be maintained for

River eco system below Banbasa Barrage. However, as the releases below

Banbasa Barrage to meet requirement of Sarada Sahayak system for the

monsoon months from June to October are higher than the requirement of eco-

system, no compulsory releases from Pancheshwar are considered for these

months.

3. Future water requirement of India has not been indicated in the table. It is

presumed that the augmented flows that may be available from Pancheshwar,

after meeting the existing demands of India and existing and future demands of

Nepal shall be utilized fully by India for additional irrigation.

Future Irrigation in India

Considering the existing requirement of Nepal and India and future

requirement of Nepal (including Dodhara - Chandani area), flows as per Table-

7.16 would be available to India during dry season at 75% dependability.

Table-7.16: Water available for additional irrigation in India during dry season (in m

3/s) –

75% Dependable year 1977-78

Month Monthly Water Availability - Inflow

at Purnagiri/ Tanakpur

(in 75% dependable year)

Existing/Committed

Water Requirement

of Nepal + India*

Additional

Water available

for Irrigation to

India

(4)-(5) Releases

from

PMP

Inflows

from Free

Catchment

Total

(1) (2) (3) (4) (5) (6)

Nov 343.26 51.70 394.96 260.5 134.46

Dec 347.56 35.10 382.66 237.5 145.16

Jan 354.55 12.32 366.87 221.6 145.27

Feb 363.03 21.49 384.53 218.8 165.73

Mar 372.03 15.68 387.71 250.5 137.21

Apr 380.87 2.70 383.57 380.2 3.37

Volume in

Million m3**

5633 362 5995 4090 1905

Note:

* Total water requirement comprise of existing requirements of India & Nepal, water requirement of

eco-system and future water requirement of Nepal including Dodhara-Chandni area.



** Mean water availability in m3/s and total volume of water in Million m

3 for future use in India is for

dry period comprising of six months from November to April.

The augmented flows available during Dry period are proposed to be used in the

existing Sarada canal system. For this a most suitable cropping pattern, taking into

consideration the existing cropping pattern has been identified. The cropping

pattern has been so devised that maximum quantum of month-wise water

available during the period November to March is utilized and wastages are limited

to barest minimum. Though, some quantum of water remains unutilized, the total

water available to India during this period has been considered as future water use

of India. The total demand for additional irrigation in India is given in Table-7.17.

A total crop area of 2, 59,390 ha in India will be brought under irrigation with the

availability of augmented flows in dry period on implementation of Pancheshwar

Multipurpose Project. The present intensity of irrigation in Sarada canal system is

50%, comprising of 24% in Rabi and 26% in Kharif. With the availability of

augmented flows, the cropping intensity in Rabi will increase by about 17%. Thus

the total cropping intensity in Sarada canal system in post-Pancheshwar scenario

will increase to 67% comprising of 26% in Kharif and 41% in Rabi.

Total Water Requirement at Tanakpur/ Banbasa Barrage

The total water requirement from Pancheshwar dam including local community use

and releases for river eco-system at Tanakpur/ Banbasa Barrage are summarized

in Table-7.18.



Table-7.17: Demand table for additional irrigation in India

Period Water

available

for

additional

Irrigation

in m3/s

Proposed Cropping Pattern In Rabi Season 10 days water

requirement in

Volume/Flow

Monthly

water

require

ment

Unutilized

River

Flow at

Banbasa/

Tanakpur

Barrage

Wheat

(Early)

Oilseeds Potato Vegetables Total

Additional

Potential

Area

(in Ha)

128262 64086 32043 35000 259391 Volume Discharge

Demand in Ha-m in Million

m3

in m3/s in m

3/s in m

3/s

Nov ( 1-10) 134.46 11027.97 5510.11 2344.59 0.00 18882.67 188.83 218.55 130.73 3.73

Nov ( 11-20) 4178.78 1898.23 759.42 0.00 6836.43 68.36 79.13

Nov ( 21-30) 4940.65 2276.98 949.11 0.00 8166.74 81.67 94.52

Dec ( 1-10) 145.16 3873.51 1935.40 683.48 0.00 6492.39 64.92 75.14 109.77 35.39

Dec ( 11-20) 3873.51 1935.40 941.42 0.00 6750.33 67.50 78.13

Dec ( 21-31) 5397.26 2696.74 1333.95 6730.50 16158.45 161.58 170.02

Jan ( 1-10) 145.27 6942.82 2709.56 1651.18 856.80 12160.36 121.60 140.74 147.29 - 2.02

(shortfall) Jan ( 11-20) 6778.65 3386.95 1693.47 812.00 12671.07 126.71 146.66

Jan (2 1-31) 7834.24 3551.65 1957.19 1275.05 14618.13 146.18 153.81

Feb ( 1-10) 165.73 9401.60 2725.58 2348.75 1701.70 16177.63 161.78 187.24 160.14 5.59

Feb ( 11-20) 7679.05 3153.03 2032.17 1728.30 14592.55 145.93 168.90

Feb ( 21-28) 3944.06 1606.64 1440.33 980.00 7971.03 79.71 115.32

Mar ( 1-10) 137.21 6195.05 0.00 2416.68 0.00 8611.73 86.12 99.67 90.09 47.12

Mar ( 11-20) 4870.11 0.00 2085.36 0.00 6955.47 69.55 80.50

April (1-30) 3.37 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 3.37

Volume in

Million m3 **

1905 - - - - - 1665 - 1665 240

Source: DPR



Table-7.18: Total Water Requirement including Local Community use and Releases for River Eco-System at Banbasa Barrage

(Unit: m3/s)

Month Water

Utilization

by the

Local

Communi

ty

permitted

from

Mahakali

River

Water Requirement of India Water Requirement of Nepal Total Water Requirement

Existing

irrigation

Requirement

of Sarada

canal system

at Banbasa

Barrage( for

round the

year)

Existing

Irrigation at

Lower Sarada

Barrage (Sarada

Sahayak system)

during Monsoon

Season

(16th

June - 15th

Oct.)

Future

Irrigation

Require

ment of

India for

259391

ha

Total

Irrigation

Water

Require-

ment of

India

Existing

Irrigation

requirement of

Nepal at

Banbasa

Barrage and

Tanakpur

Barrage for

round the year

Future

Irrigation

requirement of

Nepal for 93000

ha including

requirement of

Dodhara

Chandani area

@ 10 m3/s

Total

Irrigation

Require-

ment of

Nepal

Compulsory

Downstream

releases for

maintaining

River eco-

system

below

Banbasa

Barrage

Gross Water

Requirement

including

Local

Community

use up to

Banbasa

Barrage

(2)+(6)+(9)

+(10)

(1) (2) (3) (4) (5) (6) (7) (8) (9) (10) (11)

June 29.15 283.90 135.30 0.00 419.20 56.70 39.20 95.90 0.00 544.25

July 29.15 296.70 650.00 0.00 946.70 56.70 160.60 217.30 0.00 1193.15

Aug. 29.15 294.00 174.00 0.00 468.00 56.70 84.10 140.80 0.00 637.95

Sept. 29.15 295.90 650.00 0.00 945.90 56.70 137.50 194.20 0.00 1169.25

Oct. 29.15 280.80 213.30 0.00 494.10 34.90 175.20 210.10 0.00 733.35

Nov. 29.15 217.20 0.00 134.46 351.66 12.75 20.55 33.30 10.00 424.11

Dec. 29.15 179.30 0.00 145.16 324.46 12.75 35.45 48.20 10.00 411.81

Jan. 29.15 156.40 0.00 145.27 301.67 12.75 42.45 55.20 10.00 396.02

Feb. 29.15 142.00 0.00 165.73 307.73 12.75 54.05 66.80 10.00 413.68

March 29.15 143.10 0.00 137.21 280.31 12.75 84.65 97.40 10.00 416.86

Apr. 29.15 165.50 0.00 3.37 168.87 12.75 191.95 204.70 10.00 412.72

May 29.15 236.00 0.00 0.00 236.00 34.90 143.80 178.70 10.00 453.85

Demand

(in Million

m3)

920.00 7,071.00 4,790.00 1,905.00 13,766.00 980.00 3,073.00 4,053.00 184.00 18,925.00

Source: DPR



Note:

1. Use of water permitted from Mahakali River by the Local Community, under Article-7 of Mahakali Treaty @ 5% of the annual average inflow at Pancheshwar,

would be subtracted from the gross water availability at Pancheshwar.

2. As per Article 1 (2) of the treaty, a flow of minimum 10 m3/s is to be maintained for River eco system below Banbasa Barrage. However, as the releases below

Banbasa Barrage to meet requirement of Sarada Sahayak system for the monsoon months from June to October are higher than the requirement of eco-system,

no compulsory releases from Pancheshwar are considered for these months.



7.5 ASSESSMENT OF IRRIGATION BENEFITS

In the preceding paragraphs, the annual irrigation potential that can be developed

in India and Nepal on implementation of the project have been assessed. This

sub-section deals with the assessment of irrigation and flood control benefits to

Nepal and India in post project scenario, for the purpose of apportionment of cost of

the joint works to irrigation (including flood control benefits) and power and for

distribution of the project cost between India and Nepal.

7.5.1 Irrigation Benefits to Nepal

The water demand for irrigation considering maximum command of 93,000 ha in

Nepal was assessed in Wet, Winter and Spring season with the cropping intensity

of 100%, 85% and 55% respectively. In addition, use of 10 m3/s of water for

Dodhara - Chandani area was considered in the analysis.

The irrigation benefits for the identified 93,000 ha command in Nepal with 240%

intensity of irrigation has been worked out, on implementation of PMP, on the

basis of additional crop area that can be brought under irrigation. Increase in

agricultural production in the additional command area after irrigation has been

worked out with the assumption that whole of the crop area is sown in the pre-

project condition also (Rainfed irrigation). The yield of each crop, rate of produce

and cost of inputs have been taken as per the study report of Mahakali Irrigation

Project-III and also considering practice being followed in Irrigation Projects in

India in the adjacent areas. The estimated value of produce before irrigation

(Rainfed) and estimated cost of cultivation required for agricultural production

before irrigation (Rainfed) are shown in the Tables-7.19 and 7.20 respectively.

Similarly, estimate of value of produce after irrigation and estimated cost of

cultivation required for agricultural production after irrigation have been worked out

and given in the Tables-7.21 and 7.22 respectively.

The estimated value of produce in India before irrigation (Rainfed) and estimated

cost of cultivation required for agricultural production before irrigation (Rainfed) are

given in the Tables-7.23 and 7.24 respectively. Similarly, estimated value of

produce after irrigation in India and estimated cost of cultivation required for

agricultural production after irrigation have been worked out and are given in the

Tables-7.25 and 7.26 respectively. The agricultural benefits are computed in

Table-7.27.



Table -7.19: Estimated Value of Produce in Nepal before Irrigation (Rainfed)

S.

No.

Crops Area

(ha)

Yield

(Qtls/ha.)

Total

Produce in

Qtls.

Rate

INR/Qtl.

Total Value

of Produce

(INR

Million)

1 Paddy Monsoon 60545.0 20.0 1210900.0 1200.0 1453.0

2 Paddy Spring 20920.0 20.0 418400.0 1200.0 502.0

3 Wheat 32370.0 15.0 485550.0 1300.0 631.2

4 Maize Monsoon 7465.0 23.0 171695.0 1150.0 197.4

5 Maize Spring 13720.0 23.0 315560.0 1150.0 362.8

6 Oilseeds 13900.0 6.0 83400.0 3200.0 266.8

7 Legumes Spring 3430.0 6.0 20580.0 3500.0 72.0

8 Legumes 7165 6.0 42990.0 3500.0 150.4

9 Vegetables 11205 95.0 1064475.0 1200.0 1277.3

Total 170720 4913.0

Table-7.20: Estimated Cost of cultivation in Nepal before Irrigation (Rainfed)

S.

No.

Crops Area Cost of inputs per hectare (INR) Total

cost

(INR

Million)

(ha) Seed Manure Fertilizers Pesticides Labour Total

1 Paddy

Monsoon

60545.0 1200.0 900.0 700.0 500.0 6000.0 9300.0 563.0

2 Paddy Spring 20920.0 1200.0 900.0 700.0 500.0 6000.0 9300.0 194.5

3 Wheat 32370.0 1600.0 800.0 1000.0 600.0 5000.0 9000.0 291.3

4 Maize

Monsoon

7465.0 1000.0 800.0 1000.0 600.0 5000.0 8400.0 62.7

5 Maize Spring 13720.0 1000.0 800.0 1000.0 600.0 5000.0 8400.0 115.2

6 Oilseeds 13900.0 3000.0 300.0 800.0 400.0 4000.0 8500.0 118.1

7 Legumes

Spring

3430.0 2000.0 1300.0 900.0 300.0 5000.0 9500.0 32.5

8 Legumes 7165.0 2000.0 1300.0 900.0 300.0 5000.0 9500.0 68.0

9 Vegetables 11205.0 3000.0 300.0 500.0 1000.0 5500.0 10300.0 115.4

Total 170720.0 1561.0



Table-7.21: Estimated value of Produce in Nepal after Irrigation

S.

No.

Crops Area

(ha)

Yield

(qtl./ha)

Total

Produce

(qtl.)

Rate

(INR./qtl)

Total

value of

Produce

(INR

million)

1 Paddy Monsoon 60545.0 35.0 2119075.0 1200.0 2542.8

2 Paddy Spring 20920.0 35.0 732200.0 1200.0 878.6

3 Wheat 32370.0 29.0 938730.0 1300.0 1220.3

4 Maize Monsoon 7465.0 28.0 209020.0 1150.0 240.3

5 Maize Spring 13720.0 28.0 384160.0 1150.0 441.7

6 Oilseeds 13900.0 9.0 125100.0 3200.0 400.3

7 Legumes Spring 3430.0 9.0 30870.0 3500.0 108.0

8 Legumes 7165.0 9.0 64485.0 3500.0 225.6

9 Vegetables 11205.0 140.0 1568700.0 1200.0 1882.4

Total 170720.0 7940.5

Table-7.22: Estimated Cost of cultivation in Nepal after Irrigation

S.

No.


cost

(INR

million)


1 Paddy

Monsoon

60545.0 1200.0 1000.0 900.0 600.0 6500.0 10200.0 617.5

2 Paddy

Spring

20920.0 1200.0 1000.0 900.0 600.0 6500.0 10200.0 213.3

3 Wheat 32370.0 1600.0 900.0 1200.0 700.0 5500.0 9900.0 320.4

4 Maize

Monsoon

7465.0 1000.0 900.0 1200.0 700.0 5500.0 9300.0 69.4

5 Maize

Spring

13720.0 1000.0 900.0 1200.0 700.0 5500.0 9300.0 127.5

6 Oilseeds 13900.0 3000.0 400.0 1000.0 500.0 4500.0 9400.0 130.6

7 Legumes

Spring

3430.0 2000.0 1400.0 1100.0 400.0 5500.0 10400.0 35.6

8 Legumes 7165.0 2000.0 1400.0 1100.0 400.0 5500.0 10400.0 74.5

9 Vegetables 11205.0 3000.0 400.0 700.0 1200.0 6000.0 11300.0 126.6

Total 170720.0 1716.0



Table-7.23: Estimated Value of Produce in India before Irrigation (Rainfed)

S.

No.

Crops Area (ha) Yield

(qtl/ha)

Total

Produce

(qtl.)

Rate

(INR./qtl.)

Total Value

of Produce

(INR.

Million)

1 Wheat 128262.0 18.0 2308716.0 1300.0 3001.3

2 Oilseeds 64086.0 8.0 512688.0 3200.0 1640.6

3 Potato 32043.0 105.0 3364515.0 800.0 2691.6

4 Vegetable 35000.0 95.0 3325000.0 1200.0 3990.0

Total 259391.0 11323.0

Table-7.24: Estimated Cost of cultivation in India before Irrigation (Rainfed)

S.

No.


cost

(INR.

Million)


1 Wheat 128262.0 1600.0 800.0 1000.0 600.0 5000.0 5600.0 718.2

2 Oilseeds 64086.0 300.0 300.0 800.0 400.0 4000.0 4400.0 281.9

3 Potato 32043.0 8500.0 700.0 800.0 400.0 5500.0 5900.0 189.0

4 Vegetable 35000.0 300.0 300.0 500.0 1000.0 5500.0 6500.0 227.5

Total 259391.0 1416.0

Table-7.25: Estimated value of Produce in India after Irrigation

S.

No.

Crops Area (ha) Yield

(qtl./ha)

Total

Produce

(qtl.)

Rate

(INR./qtl)

Total value

of Produce

(INR million)

1 Wheat 128262.0 30.0 3847860.0 1300.0 5002.2

2 Oilseeds 64086.0 12.0 769032.0 3200.0 2460.9

3 Potato 32043.0 190.0 6088170.0 800.0 4870.5

4 Vegetable 35000.0 140.0 4900000.0 1200.0 5880.0

Total 224391.0 18213.0



Table-7.26: Estimated Cost of Cultivation in India after Irrigation

S.

No.

Crops Area Cost of inputs per hectare (INR.) Total

cost

(INR.

Million)

(ha) Seed Manure Fertilize

rs

Pesticid

es

Labour Total

1 Wheat 128262.0 1600.0 900.0 1200.0 700.0 5500.0 9900.0 1269.7

2 Oilseeds 64086.0 3000.0 400.0 1000.0 500.0 4500.0 9400.0 602.4

3 Potato 32043.0 8500.0 800.0 900.0 500.0 6000.0 16700.0 535.1

4 Vegetable 35000.0 3000.0 400.0 700.0 1200.0 6000.0 11300.0 395.5

Total 224391.0 2802.0

Table-7.27: Computation of Agriculture Benefits

S.

No.

Details of

Agriculture

Benefits

Nepal India

Total

Produce

Value

(INR

million)

Cost of

Cultivation

(INR

million)

Agriculture

Benefit

(INR

million)

(3) – (4)

Total

Produce

Value

(INR

million)

Cost of

Cultivation

(INR

million)

Agriculture

Benefit

(INR

million)

(6) – (7)

(1) (2) (3) (4) (5) (6) (7) (8)

1. Agriculture

benefit

before

irrigation

4913 1561 3352 11323 1416 9907

2. Agriculture

benefit after

irrigation

7940 1716 6224 18213 2802 15410

3. Net

Agriculture

Benefit

-- -- 2872

(say 2870)

-- -- 5503

(say 5505)

Irrigation Benefits to India

The irrigation benefits to India have been assessed on the basis of additional area

brought under irrigation due to augmentation of river flows in dry period on

implementation of Pancheshwar Multipurpose Project. The additional water

available to India due to augmentation of river flows in dry season shall be used in

existing command of Sarada Canal System. The cropping pattern has been

devised as to ensure that almost all the water available in dry months is utilized.

The augmented flows during dry period, available for enhancing the irrigation

potential in India.



Total Irrigation Benefits

Annual agriculture benefit for irrigation in Nepal is INR. 2870 Million and annual

benefit for India is INR.5505 million. The total irrigation benefit from the project,

thus, works out as INR.8375 Million.

The Quantum of water use, irrigation potential and annual irrigation benefits in

Indian Rupees INR) in post project scenario are given in the Table-7.28.

Table-7.28: Assessment of Irrigation Benefits to India and Nepal

Nepal India Total

(INR

million)

Quantum

of water

Irrigation

potential

Annual

Benefit

Quantum

of water

Irrigation

potential

Annual

Benefit

3073 MCM 17020 ha 2870

million

1905 MCM 259390 ha INR 5505

Million

INR 8375

Million

7.6 FLOOD CONTROL BENEFITS

Total flood control benefits from the project to India and Nepal have been

assessed as INR 900 Million, out of which benefit to India will be INR 740 Million

and benefit to Nepal will be of the order of INR 160 million.

7.7 TOTAL IRRIGATION & FLOOD CONTROL BENEFITS

The total irrigation and flood control benefits from the project are given in Table-

7.29.

Table-7.29: Assessment of Irrigation and Flood Control Benefits

S. No. Irrigation and

Flood Control Benefits

India Nepal Total

1. Irrigation Benefits 5505 million

(65%)

2870 million

(35%)

8375 million

2. Flood Control Benefits 740 million 160 million 900 million

3. Total 6245 million

(67%)

3030 million

(33%)

9275 million

CHAPTER-8

BASELINE STATUS – PHYSIO CHEMICAL ASPECTS


Chapter 8: Baseline Status – Physio Chemical Aspects Page 1

CHAPTER - 8

BASELINE STATUS- PHYSICO CHEMICAL ASPECTS

8.1 INTRODUCTION

Before start of any Environmental Impact Assessment study, it is necessary to

identify the baseline levels of relevant parameters which are likely to be

affected as a result of the construction and operation of the proposed project. A

similar approach has been adopted for conducting the CEIA study for the

proposed Pancheshwar Multipurpose Project. Based on the specific inputs

likely to accrue in the proposed project, aspects to be covered in the CEIA

study were identified. Thus, planning of baseline survey commenced with the

short listing of impacts and identification of parameters for which the data

needs to be collected. The baseline setting for physico-chemical aspects have

been covered in this Chapter. The present chapter outlines the findings of

summer, monsoon & winter seasons study conducted in the month of May-

June 2015, August-September, 2015 and December, 2015-January, 2016. The

key aspects covered in the present chapter are listed as below:

Meteorology

Soil Quality

Surface Water Quality

Ground Water Quality

Ambient Air Quality

Ambient Noise Level

Landuse Pattern

8.2 METEOROLOGY

The project area experiences moderate sub-tropical to humid climate with three

distinct seasons, viz. summer followed by rainy (monsoon) and winter seasons.

The average meteorological conditions observed for the meteorological station

at Pancheshwar Meteorological Station are given in Table-8.1.



Table-8.1: Average meteorological conditions at the Pancheshwar Meteorological Station

Month Temperature (oC) Rainfall

(mm)

No. of

rainy days

Relative humidity (%)

Maximum Minimum At 8.30 At 17.30

January 18.5 -2.7 46.7 3 53 63

February 19.5 -2 65.2 4.1 55 63

March 22.4 1.2 52.9 3.8 50 60

April 26.9 4.2 46 3.4 42 46

May 28.3 6.8 69.4 5.8 57 59

June 28 9.7 140.2 9.3 71 69

July 26 12 277.1 13.8 91 88

August 24.9 11.9 277.7 14.1 92 90

September 24.3 9.5 236.9 10.4 82 86

October 23.3 5.6 39.5 1.8 60 74

November 20.3 1.9 10.9 0.8 51 69

December 19.2 -1.3 22 1.4 46 62

Total 1284.4 71.7

Source: IMD

Temperature

Temperature begins to rise from March (21.10C) and reaches to its maximum in

May (30.40C), with the commencement of monsoon season by mid-June,

temperature begins to fall. During winter season in the month of November to

February, the temperature ranges between 14.20C and 19.50C. The monthly

computed average of monthly temperature are given in Table-8.2.

Table 8.2: Computed Average Monthly Temperature at Pancheshwar Site (Unit:0C)

Month Indian Station (1982-2015)

Nepal Station (1989-1992)

Mean Monthly temperatures

January 12.4 15.9 14.2

February 15.8 17.0 16.4

March 21.5 20.7 21.1

April 25.8 27.0 26.4

May 28.9 28.7 28.8

June 30.8 30.0 30.4

July 28.9 29.4 29.1

August 30.1 28.3 29.2

September 29.2 28.2 28.7

October 24.3 24.7 24.5

November 18.9 20.0 19.5

December 13.9 15.9 14.9

Source: DPR



Humidity

The relative humidity is highest in monsoon season (92% in the morning and

90% in the evening). The lowest humidity is observed during the month of April

i.e. 46% (in evening) and 42% in May (in morning).

Rainfall

The average normal annual rainfall in the area is 980.05 mm, majority of which

75% is received during monsoon season. Average monthly rainfall at

Pancheshwar, computed from the Nepalese and Indian records, are given in

the Table 8.3.

Table-8.3 : Average Monthly Rainfall at the Pancheshwar Dam site (Unit: mm)

Month Indian Station (1982-2013) with gaps

Nepal Station (1989-1992)

Mean Rainfall

January 29.0 29.6 29.3

February 57.2 32.8 45.0

March 41.2 25.2 33.2

April 60.2 23.5 41.85

May 110.2 86.3 98.25

June 130.4 77.1 103.75

July 271.3 169.9 220.6

August 221.3 180.8 201.05

September 193.1 100.3 146.7

October 65.1 6.1 35.6

November 5.9 5.9 5.9

December 24.7 13.2 18.95

Total 1209.5 750.6 980.05

Source: DPR

Wind

Wind generally blows with the variation in speed of 1-19 kmph. Wind speed is

higher in evening around 28-25 kmph and is lower in morning around 23-20

kmph.

8.3 SOIL QUALITY

Soil Quality in Project & Catchment Area

Soil is the product of geological, chemical and biological interactions. The soils

in the region vary according to altitude and climate. The soil in the project area

and study area are young like any other region of Himalayas. The vegetal cover



is one of the most important influencing factors characterizing the soil types in a

region. Soil on the slope above 30o, due to erosion and mass wasting

processing, are generally shallow and usually have very thin surface horizons.

Such soils have medium to coarse texture. Residual soils are well developed

on level summits of lesser Himalayas, Sub-soil are deep and heavily textured.

As a part of field studies, soil depths at various locations in the project &

catchment area ranged from 20 to 50 cm has been collected during summer,

monsoon and winter seasons and were analyzed. The sampling locations are

shown in Figure- 8.1 and locations are listed in Table-8.4. The results of soil

quality analysis are shown in Tables-8.5A and 8.5B, Table-8.6A and 8.6B,

Table-8.7A and 8.7B for summer, monsoon and winter seasons respectively.

The sampling sites are shown in Plates-8.1 and 8.2.

Table-8.4: Details of Soil sampling locations in Project & Catchment Area

Sampling Code Location

S 1 Downstream of Dam site at Rupaligad dam

S2 Near dam site at Rupaligad dam

S3 Upstream of Dam site at Rupaligad dam

S4 Catchment area of Rupaligad dam

S5 River bed soil at Mahakali River at Rupaligad dam site



S8 At Power house site at Pancheshwar dam

S9 1km U/s of Power house site at Pancheshwar dam

S10 1 km D/s of Power house site at Pancheshwar dam

S11 1 km U/s of Pancheshwar dam site

S12 Near Pancheshwar dam site

S13 1 km D/s of Pancheshwar dam site

S14 Sarju river Submergence area

S15 Sarju river catchment area near bridge

S16 Near Sarju & Ramganga Confluence

S17 U/s of Sarju & Ramganga Confluence on Ramganga side

S18 U/s of Sarju & Ramganga Confluence on Sarju side

S19 Catchment area of Ramganga river



Plate-8.1: Soil Sampling Location Plate-8.2: Soil Sampling Location



Figure-8.1: Soil Sampling Location Map



Table-8.5A: Soil quality in the Project & Catchment Area for summer season

S. No Parameters S1 S2 S3 S4 S5 S6 S7 S8 S9 S10

1 pH Value 7.66 8.04 8.09 8.14 8.43 7.04 6.72 7.83 7.32 7.19

2 Bulk Density,g/cm3 1.2 1.35 0.71 1.24 1.49 1.13 1.13 1.48 1 1.35

3 Conductivity, millimohs/cm 0.102 0.145 0.384 0.114 0.136 0.105 0.065 0.092 0.087 0.145

4 Chloride (as Cl), mg/kg 1493.18 588.86 378.4 244.03 1107.57 210.01 731.96 1736.23 126.43 588.86

5 Porosity, % 57.29 48.37 66.23 53.53 47.35 54.8 59.13 46. 18 57.11 48.37

6 Total Alkalinity (as CaCO3), mg/kg 465.74 533.64 1648.68 726.1 896.97 391.45 1466 607.14 383.45 533.64

7 Water Holding Capacity, % 35.93 31.9 65.4 34.23 22.9 35.26 56.36 25.29 35.43 31.9

8 Organic Carbon, % 1.8 0.51 8.51 0.67 0.06 1.08 0.95 0.48 2.58 0.51

9 Sodium Absorption Ratio 0.23 0.21 0.18 0.17 0.11 0.2 0.17 0.18 0.19 0.08

10 Sodium (as Na), mg/kg 300.28 312.75 274.26 218.04 204.76 209.7 214.12 188.8 259 91.9

11 Potassium (as K), mg/kg 3782.17 4310.2 3102.65 2849 1193.88 1720 4171 1457.0 6000.9 3233.25

12 Calicium (as Ca), mg/kg 4010.96 4434.83 9396.12 4925.38 10726 1653.9 1311.2 2850.2 4405.0 2752.1

13 Magnesium (asMg), mg/kg 4902.2 7061.52 3900.96 4288.2 7213.32 3489 5677.9 2704.1 5455.2 3665.20

14 Salinity, ppt 2.7 1.06 0.68 0.44 2 0.17 1.32 3.13 0.23 1.06

15 Texture Sandy

Clay

Loam

Sandy

Clay

Loam

Sandy

Clay

Loam

Sandy

Clay

Loam

Sand Clay

Loam

Clay

Loam

Sandy

Clay

Loam

Sandy

Clay

Loam

Sandy

Clay

Source: Field Study Table-8.5B: Soil quality in the Project & Catchment for summer season

S. No Parameters S11 S12 S13 S14 S15 S16 S17 S18 S19

1 pH Value 8.31 8.3 8.11 8.17 7.8 7.69 8.13 7.61 7.51

2 Bulk Density,g/cm3 1.44 1.2 1.33 1.22 1.42 1.45 1.42 1.18 1.07

3 Conductivity, millimohs/cm 0.148 0.187 0.217 0.159 0.083 0.106 0.137 0.263 0.288

4 Chloride (as Cl), mg/kg 517.16 175.42 348.45 654.23 225.76 257.98 206.28 566.24 582.55

5 Porosity, % 50.5 53.78 50.57 56.32 50.45 17.41 48.16 30.25 29.22

6 Total Alkalinity (as CaCO3),

mg/kg

531.52 537.76 744.14 666.97 263.7 484.9 752.11 1297.23 1098.41

7 Water Holding Capacity, % 25.38 29.77 30.46 33.81 23.84 22.14 27.21 30.55 32.12




8 Organic Carbon, % 0.14 0.93 1.07 1.03 0.3 0.39 0.33 0.54 0.4

9 Sodium Absorption Ratio 0.13 0.18 0.17 0.1 0.19 0.2 0.12 0.48 0.48

10 Sodium (as Na), mg/kg 230.18 223.63 221.80 221.59 206.1 210.30 215.89 523.62 522.43

11 Potassium (as K), mg/kg 404.63 2060.6 1701.02 1297.58 2503.5 1680.05 757 877.13 837.65

12 Calicium (as Ca), mg/kg 9657.87 5027.15 4931.29 12180.52 1657.4 1540.6 9833.3 4663.44 4654.21

13 Magnesium (asMg), mg/kg 6646.85 3228.97 4482.77 11759.49 3970.14 3839 7809.6 2854.02 2822.5

14 Salinity, ppt 0.93 0.32 0.63 1.18 0.41 0.46 0.37 1.02 1.05

15 Texture Sand Sandy Clay Sandy

Clay Loam

Sandy Clay

Loam

Sandy Clay

Loam

Sandy Clay

Loam

Sandy Clay

Loam

Clay Clay

Source: Field Study Table-8.6A: Soil quality in the Project & Catchment Area for monsoon season


1 pH Value 7.26 7.92 8.12 8.04 8.03 7.24 7.12 7.23 7.54 7.29

2 Bulk Density,g/cm3 1.3 1.25 0.82 1.21 1.34 1.19 1.12 1.42 1.20 1.30



5 Porosity, % 59.21 45.23 62.64 52.50 48.35 52.9 61.23 56. 16 58.31 59.37



8 Organic Carbon, % 1.9 0.67 4.51 0.67 0.26 1.18 1.02 1.02 1.98 1.21


10 Sodium (as Na), mg/kg 301.27 345.29 325.14 218.04 214.26 219.9 224.32 202.9 264 101.9




14 Salinity, ppt 2.8 1.16 1.21 0.64 1.8 0.19 1.26 2.90 0.29 1.16

15 Texture Sandy

Clay

Loam

Sandy

Clay

Loam

Sandy

Clay

Loam

Sandy

Clay

Loam

Sand Clay

Loam

Clay

Loam

Sandy

Clay

Loam

Sandy

Clay

Loam

Sandy

Clay

Source: Field Study



Table-8.6B: Soil quality in ths Project & Catchment Area for monsoon season


1 pH Value 8.22 8.12 8.01 8.19 7.9 7.78 7.90 7.92 7.57

2 Bulk Density,g/cm3 1.34 1.24 1.35 1.29 1.49 1.45 1.49 1.19 1.17



5 Porosity, % 52.5 55.18 49.12 59.12 59.58 27.45 49.26 35.65 31.12

6 Total Alkalinity (as CaCO3), mg/kg 499.12 549.16 754.24 705.12 389.4 584.8 759.20 997.80 1278.29


8 Organic Carbon, % 0.19 0.99 1.27 1.23 0.47 0.42 0.39 0.59 0.49


10 Sodium (as Na), mg/kg 235.26 233.23 245.60 226.19 256.3 249.32 255.91 535.89 569.78

11 Potassium (as K), mg/kg 398.12 2163.5 1722.15 1298.28 2527.8 1896.15 1232.00 989.25 937.25



14 Salinity, ppt 0.98 0.35 0.69 1.19 0.49 0.49 0.42 1.12 1.05

15 Texture Sand Sandy

Clay

Sandy

Clay

Loam

Sandy

Clay

Loam

Sandy

Clay

Loam

Sandy Clay

Loam

Sandy

Clay

Loam

Clay Clay

Source: Field Study

Table-8.7A: Soil quality in the Project & Catchment Area for winter season


1 pH Value 7.78 8.09 8.08 8.18 8.46 7.11 6.67 7.78 7.46 7.28

2 Bulk Density,g/cm3 1.26 1.41 0.78 1.40 1.36 0.98 1.19 1.46 1.01 1.36





5 Porosity, % 56.31 44.24 65.23 54.69 48.74 64.1 57.58 48.56 58.36 49.21



8 Organic Carbon, % 1.7 0.50 8.46 0.65 0.05 1.09 0.94 0.45 2.60 0.48


10 Sodium (as Na), mg/kg 299.10 310.13 273.16 217.05 203.66 210.6 219.56 180.7 252 84.9




14 Salinity, ppt 2.6 1.04 0.70 0.45 2 0.15 1.34 3.11 0.25 1.08

15 Texture Sandy

Clay

Loam

Sandy

Clay

Loam

Sandy

Clay

Loam

Sandy

Clay

Loam

Sand Clay

Loam

Clay

Loam

Sandy

Clay

Loam

Sandy

Clay

Loam

Sandy

Clay

Source: Field Study

Table-8.7B: Soil quality in the Project & Catchment Area for winter season


1 pH Value 7.88 8.1 7.98 8.05 7.65 7.68 8.09 7.49 7.41

2 Bulk Density,g/cm3 1.38 1.18 1.30 1.20 1.40 1.40 1.41 1.17 1.08



5 Porosity, % 48.8 51.6 49.5 55.15 50.01 16.85 47.18 29.35 28.62

6 Total Alkalinity (as CaCO3), mg/kg 530.17 528.78 746.35 650.69 261.8 475.8 741.11 1285.21 1091.12


8 Organic Carbon, % 0.13 0.90 1.05 1.01 0.2 0.37 0.30 0.50 0.39


10 Sodium (as Na), mg/kg 228.98 220.14 220.17 220.61 204.1 209.15 210.10 515.02 515.13

11 Potassium (as K), mg/kg 400.17 2050.1 1680.65 1280.62 2480.1 1665.12 750 870.14 827.15






14 Salinity, ppt 0.91 0.31 0.62 1.17 0.40 0.45 0.35 1.02 1.04

15 Texture Sand Sandy

Clay

Sandy

Clay Loam

Sandy Clay

Loam

Sandy

Clay Loam

Sandy

Clay

Loam

Sandy

Clay

Loam

Clay Clay

Source: Field Study



The pH of soil at various sites lies within neutral range. The levels of NPK

indicate moderate to high soil productivity. The sodium and salinity levels do

not indicate any potential for soil salinization or adverse impacts on soil

productivity.

Soil Quality in Command Area

As a part of field studies, soil samples were collected at 50 locations in the

command area. The soil sampling locations are listed in Table-8.8. The results

of soil quality analysis are given in Annexure-II.

Table-8.8: Details of Soil Sampling Locations in Command Area

S. No. Location S. No. Location

S1 Kamrauli S26 Habidapur

S2 Sonic S27 Der Ras

S3 Nasirpur S28 Kabirpur

S4 Chatiya S29 Chaurasi

S5 Jalalabad S30 Ganj Muradabad

S6 Turtipur S31 Khusumau

S7 Vakrora S32 Darogakhera

S8 Ramuapul S33 Rampur Gopalpur

S9 Sursa S34 Sadat Nagar

S10 Turqman Pur S35 Kumarawa

S11 Katiyan S36 Varauna

S12 Varauna S37 Karwan

S13 Sample-Pawai S38 Panday Tara

S14 Babhana S39 Saimarua

S15 Sarai S40 Majhila

S16 Dehchowki S41 Nijampur

S17 Parchapur S42 Para

S18 Rart S43 Hp

S19 Haseenpur S44 Murtaza Nagar

S20 Jamuna S45 Gasva

S21 Ayari S46 Darauli

S22 Mavi Kothi S47 Bahera

S23 Gadar S48 Safipur Pul

S24 Zinda Khera S49 Chandaile

S25 Rupau S50 Bijgaon

The pH in various soil samples ranged from 6.62 to 9.34. The Electrical

Conductivity (EC) ranged from 0.053 to 0.402 millimohs/cm which indicates the

absence of salinity or sodicity in the soil. The bulk density ranged from 0.85 to



1.79 g/cm3. The porosity level in various soil samples ranged from 41.79 to

70.39 %. The organic matter ranged from 0.13 to 2.08%, indicating low to high

soil productivity. The dominant soil texture is clay followed by Clay Loam and

Silty Clay Loam. The Sodium Absorption Ratio was less than 1 at all the

sampling locations.

8.4 SURFACE WATER QUALITY

There are no major sources of organic pollution loading in the catchment

intercepted at the project site. The catchment has low population density with

low cropping intensity. The low cropping intensity coupled with low agro-

chemical dosing also means that the pollution load due to agro-chemicals is

quite low. The absence of industries implies that there is no pollution load from

this source as well.

As a part of the field studies, water samples were collected at various locations

in the study area. Surface water sampling locations in project & catchment area

are shown in Figure-8.2 and listed in Table-8.9. The sampling sites are shown

in Plates-8.3 and 8.4.

The results of the water quality analysis are given Tables-8.10A and 8.10B,

Tables-8.11A and 8.11B, and Tables-8.12A and 8.12B in summer, monsoon

and winter season respectively. The drinking water quality standards are given

in Table-8.13.

Table-8.9: Details of Water Sampling Location in Project & Catchment Area


W 1 Downstream of Dam site at Rupaligad dam

W2 Near TRT of Rupaligad dam

W3 Dam site at Rupaligad dam

W4 1km u/s of Dam site at Rupaligad dam

W5 Confluence of Rupaligad and Mahakali River

W6 Nala at the catchment of Rupaligad

W7 Power house site at Pancheshwar dam

W8 1km d/s of Power house site at Pancheshwar dam

W9 1 km u/s of Power house site at Pancheshwar dam

W10 1 km u/s of Pancheshwar dam site

W11 Pancheshwar dam site

W12 1 km d/s of Pancheshwar dam site

W13 Confluence of Sarju and kali River

W14 At Kali River near Pancheshwar Mandir

W15 At Ramganga river




W16 At Sarju river before Confluence with Ramganga river

W17 At Sarju river after Confluence with Ramganga river

W18 At Ramganga river

W19 At Sarju river before Confluence with Ramganga river

W20 At Sarju river after Confluence with Ramganga river

Plate-8.3: Water Sampling Location Plate-8.4: Water Sampling Location



Figure-8.2: Water Sampling Location Map



Table-8.10A: Surface Water Quality in the study area during summer season

Parameters W1 W2 W3 W4 W5 W6 W7 W8 W9 W10

pH Value 8.59 8.51 8.62 8.57 8.20 8.34 8.42 8.49 8.50 8.59

Temperature, oC 23.50 24.00 24.00 24.50 17.50 18.00 20.00 20.00 20.50 20.80

Conductivity, µS/cm 248.00 258.00 260.00 278.67 257.50 261.67 275.67 257.67 251.00 215.0

Total Alakalinity (as CaCO3), mg/l 115.00 1.18 126.00 152.00 122.00 124.00 136.00 124.00 132.00 115.00

Chloride (as Cl), mg/l 13.00 16.00 16.00 19.00 19.50 20.00 14.00 14.00 13.62 12.20

Total Hardness (as CaCO3), mg/l 285.00 284.00 282.00 248.00 242.00 248.00 252.00 248.00 252.00 232.00

Calcium (as Ca), mg/l 62.08 60.83 58.87 67.28 53.33 53.83 62.24 53.83 57.70 50.07

Magnesium (as Mg), mg/l 136.00 138.00 135.00 80.00 114.00 113.60 96.60 113.60 113.50 97.92

Nitrate (as NO3), mg/l 0.05 0.03 0.05 0.05 0.03 0.05 0.02 0.11 0.09 0.12

Sulphate (as SO4), mg/l 20.32 21.02 25 21.78 21.8 13.33 29.05 30.47 39.52 28.81

Iron (as Fe), mg/l 0.11 0.09 ND 0.06 0.07 0.05 0.06 0.06 0.06 0.06

Phosphate (as PO4), mg/l 0.11 0.15 0.18 0.29 0.09 ND 0.19 0.02 0.08 <0.04

Total Silica (as SiO2), mg/l 1.12 1.08 0.57 0.02 1.16 0.92 0.29 0.84 0.82 0.81

B.O.D (3 days at 27°C), mg/l 1.9 1.5 1.5 1.5 1.7 1.7 1.7 1.9 2.0 2.1

C.O.D, mg/l 3.6 3.3 3.1 2.8 3.1 2.9 3.0 3.6 3.7 3.8

Oil & Grease, mg/l <2.0 <2.0 <2.0 <2.0 <2.0 <2.0 <2.0 <2.0 <2.0 <2.0

Sodium (as Na),mg/l 1.85 1.55 1.35 1 0.8 0.7 0.7 0.15 0.45 2.1

Potassium (as K),mg/l 2.34 2.31 2.31 2.01 2.26 2.33 2.08 2.40 2.38 0.74

Phenolic Compounds (as C6H5OH), mg/l <0.001 <0.001 <0.001 <0.001 <0.001 <0.001 <0.001 <0.001 <0.001 <0.001

Arsenic (as As), mg/l <0.01 <0.01 <0.01 <0.01 <0.01 <0.01 <0.01 <0.01 <0.01 <0.01

Total Chromium (as Cr), mg/l <0.01 <0.01 <0.01 <0.01 <0.01 <0.01 <0.01 <0.01 <0.01 <0.01

Mercury (as Hg), mg/l <0.01 <0.01 <0.01 <0.01 <0.01 <0.01 <0.01 <0.01 <0.01 <0.01

Copper (as Cu), mg/l <0.01 <0.01 <0.01 <0.01 <0.01 <0.01 <0.01 <0.01 <0.01 <0.01

Zinc (as Zn), mg/l <0.01 0.15 0.2 0.05 0.05 0.05 <0.01 <0.01 <0.01 0.05

Cadmium (as Cd), mg/l <0.01 <0.01 <0.01 <0.01 <0.01 <0.01 <0.01 <0.01 <0.01 <0.01

Lead (as Pb), mg/l <0.01 <0.01 0.1 0.25 0.25 0.2 <0.01 0.3 <0.01 0.25

Residual Sodium Carbonate, mg/l Zero Zero Zero Zero Zero Zero Zero Zero Zero Zero

Fluoride (as F), mg/l <0.01 0.19 0.1 0.05 <0.01 <0.01 <0.01 <0.01 0.07 <0.01

Coliform Organisms/100 ml, (MPN) Absent Absent Absent 14 18 Absent Absent 12 Absent Absent



Table-8.10B: Surface Water Quality in the study area during summer season


pH Value 7.98 8.09 8.01 8.13 8.10 7.90 7.95 8.02 7.78 8.02

Temperature, oC 23.50 22.50 23.50 20.50 23.50 21.50 22.50 23.00 21.50 23.50




Total Hardness (as CaCO3), mg/l 180.00 195.00 189.00 145.00 179.00 157.00 142.00 167.00 158.00 189.00

Calcium (as Ca), mg/l 45.08 61.08 65.08 65.08 59.08 62.08 58.08 58.08 48.08 52.08


Nitrate (as NO3), mg/l 0.04 0.05 0.05 0.03 0.05 0.05 0.05 0.11 0.05 0.09

Sulphate (as SO4), mg/l 26.32 20.32 21.32 21.87 22.30 22.32 22.32 24.32 20.32 20.32

Iron (as Fe), mg/l 0.12 0.11 0.12 0.12 0.13 0.15 0.12 0.13 0.13 0.15

Phosphate (as PO4), mg/l 0.15 0.12 0.11 0.11 0.12 0.12 0.11 0.13 0.11 0.15


B.O.D (3 days at 27°C), mg/l 1.6 1.8 1.9 1.6 1.8 1.8 1.8 1.7 1.7 1.8

C.O.D, mg/l 3.2 3.1 3.6 3.3 3.4 3.5 3.8 3.5 3.5 3.9

Oil & Grease, mg/l <2.0 <2.0 <2.0 <2.0 <2.0 <2.0 <2.0 <2.0 <2.0 <2.0

Sodium (as Na),mg/l 1.80 1.79 1.85 1.68 1.78 1.85 1.82 1.85 1.98 1.65

Potassium (as K),mg/l 2.30 2.19 2.38 1.98 2.30 2.34 2.30 2.38 2.17 2.30


Arsenic (as As), mg/l <0.01 <0.01 <0.01 <0.01 <0.01 <0.01 <0.01 <0.01 <0.01 <0.01


Mercury (as Hg), mg/l <0.01 <0.01 <0.01 <0.01 <0.01 <0.01 <0.01 <0.01 <0.01 <0.01

Copper (as Cu), mg/l <0.01 <0.01 <0.01 <0.01 <0.01 <0.01 <0.01 <0.01 <0.01 <0.01

Zinc (as Zn), mg/l <0.01 <0.01 <0.01 <0.01 <0.01 <0.01 <0.01 <0.01 <0.01 <0.01

Cadmium (as Cd), mg/l <0.01 <0.01 <0.01 <0.01 <0.01 <0.01 <0.01 <0.01 <0.01 <0.01

Lead (as Pb), mg/l <0.01 <0.01 <0.01 <0.01 <0.01 <0.01 <0.01 <0.01 <0.01 <0.01


Fluoride (as F), mg/l <0.01 <0.01 <0.01 <0.01 <0.01 <0.01 <0.01 <0.01 <0.01 <0.01

Coliform Organisms/100 ml, (MPN) Absent Absent Absent Absent Absent Absent Absent Absent Absent Absent



Table-8.11A: Surface Water Quality in the study area during monsoon season


pH Value 8.01 7.74 7.92 7.96 8.05 8.07 7.86 8.06 7.65 8.01

Temperature, oC 33.4 33.4 33.4 33.4 33.4 33.4 33.4 33.4 33.4 33.4




Total Hardness (as CaCO3), mg/l 78 60 50 50 76 82 60 82 34 82

Calcium (as Ca), mg/l 17.6 17.2 17.6 19.2 28 30.4 20.8 11.2 11.2 28.8


Nitrate (as NO3), mg/l 15.2 0.29 0.41 0.28 0.5 0.7 0.61 0.3 0.61 0.53


Iron (as Fe), mg/l 3.4 0.02 0.02 0.02 0.02 0.02 0.02 0.02 0.02 0.02

Phosphate (as PO4), mg/l <0.04 <0.04 <0.04 <0.04 <0.04 <0.04 <0.04 <0.04 <0.04 <0.04


B.O.D (3 days at 27°C), mg/l 0.5 <0.1 <0.1 <0.1 <0.1 <0.1 <0.1 0.5 <0.1 10

C.O.D, mg/l 1.41 <1.0 <1.0 <1.0 <1.0 <1.0 <1.0 1.56 <1.0 31.2

Oil & Grease, mg/l <2.0 <2.0 <2.0 <2.0 <2.0 <2.0 <2.0 <2.0 <2.0 <2.0

Sodium (as Na),mg/l 2.9 1.9 1.5 2.8 1.9 1.4 1.9 2.7 2 3.2

Potassium (as K),mg/l 1.8 1.2 1.0 1.3 2.6 2.4 1 0.7 0.6 3.1


Arsenic (as As), mg/l <0.01 <0.01 <0.01 <0.01 <0.01 <0.01 <0.01 <0.01 <0.01 <0.01


Mercury (as Hg), mg/l <0.01 <0.01 <0.01 <0.01 <0.01 <0.01 <0.01 <0.01 <0.01 <0.01

Copper (as Cu), mg/l <0.01 <0.01 <0.01 <0.01 <0.01 <0.01 <0.01 <0.01 <0.01 <0.01

Zinc (as Zn), mg/l <0.01 <0.01 <0.01 <0.01 <0.01 <0.01 <0.01 <0.01 <0.01 <0.01

Cadmium (as Cd), mg/l <0.01 <0.01 <0.01 <0.01 <0.01 <0.01 <0.01 <0.01 <0.01 <0.01

Lead (as Pb), mg/l <0.01 <0.01 <0.01 <0.01 <0.01 <0.01 <0.01 <0.01 <0.01 <0.01


Fluoride (as F), mg/l <0.01 <0.01 0.35 0.08 <0.01 0.26 <0.01 0.58 <0.01 0.31

Coliform Organisms/100 ml, (MPN) Absent 10 Absent 10 Absent 12 Absent Absent Absent 12



Table-8.11B: Surface Water Quality in the study area during monsoon season


pH Value 8.06 8.01 8.30 7.93 7.94 7.94 7.76 8.05 7.81 7.76

Temperature, oC 33.4 33.4 33.4 33.4 33.4 33.4 33.4 33.4 33.4 33.4

Conductivity, µS/cm 127 139.7 142.6 139.7 139.7 142.6 69.8 193.7 133.3 136.5




Calcium (as Ca), mg/l 27.2 25.6 27.2 27.2 27.2 25.6 9.6 40 20.8 22.4


Nitrate (as NO3), mg/l 0.53 0.62 1.28 0.76 0.84 0.47 1.06 2.04 0.32 1.03


Iron (as Fe), mg/l 0.02 0.02 0.02 0.08 0.12 0.08 0.08 0.05 0.02 0.02



B.O.D (3 days at 27°C), mg/l <0.1 <0.1 <0.1 <0.1 <0.1 <0.1 <0.1 <0.1 <0.1 <0.1

C.O.D, mg/l <1.0 <1.0 <1.0 <1.0 <1.0 <1.0 <1.0 <1.0 <1.0 <1.0

Oil & Grease, mg/l <2.0 <2.0 <2.0 <2.0 <2.0 <2.0 <2.0 <2.0 <2.0 <2.0

Sodium (as Na),mg/l 2.7 2.5 2.1 2.5 2.1 2.2 2.9 1.8 2.7 2.5

Potassium (as K),mg/l 1.5 1.1 0.8 1 0.6 0.9 1.3 0.6 0.9 1


Arsenic (as As), mg/l <0.01 <0.01 <0.01 <0.01 <0.01 <0.01 <0.01 <0.01 <0.01 <0.01


Mercury (as Hg), mg/l <0.01 <0.01 <0.01 <0.01 <0.01 <0.01 <0.01 <0.01 <0.01 <0.01

Copper (as Cu), mg/l <0.01 <0.01 <0.01 <0.01 <0.01 <0.01 <0.01 <0.01 <0.01 <0.01

Zinc (as Zn), mg/l <0.01 <0.01 <0.01 <0.01 <0.01 <0.01 <0.01 <0.01 <0.01 <0.01

Cadmium (as Cd), mg/l <0.01 <0.01 <0.01 <0.01 <0.01 <0.01 <0.01 <0.01 <0.01 <0.01

Lead (as Pb), mg/l <0.01 <0.01 <0.01 <0.01 <0.01 <0.01 <0.01 <0.01 <0.01 <0.01


Fluoride (as F), mg/l <0.01 0.42 <0.01 0.07 <0.01 <0.01 0.06 0.13 <0.01 0.33

Coliform Organisms/100 ml, (MPN) Absent Absent Absent 10 Absent Absent Absent 10 Absent 12



Table-8.12A: Surface Water Quality in the study area during winter season


pH Value 8.11 8.I8 8.32 8.35 8.27 8.4 8.2 8.05 8.24 8.04

Temperature, oC 30.8 30.8 30.9 30.8 30.9 30.9 30.9 30.9 30.8 30.8

Conductivity, µS/cm 230 210 212 201 194 339 189 201 187 210

Total Alakalinity (as CaCO3), mg/l 88 82.5 82.5 82.5 82.5 181.5 82.5 82.5 77 88



Calcium (as Ca), mg/l 40.08 32.06 32.06 32.06 28.05 56.11 32.06 36.07 40.08 36.07


Nitrate (as NO3), mg/l 2.44 0.62 9.72 7.98 7.52 0.28 8.54 2.82 10.43 11.7

Sulphate (as SO4), mg/l 31.43 28.09 30 33.81 31.9 13.33 29.05 30.47 39.52 23.81

Iron (as Fe), mg/l 0.5 0.5 0.25 0.5 0.5 1.0 0.5 0.2 0.8 0.6


Total Silica (as SiO2), mg/l 2.75 3.75 4 0.25 0.25 1.25 2.75 3.25 2.5 2.25

B.O.D (3 days at 27°C), mg/l 1.8 1.6 1.6 1.6 1.6 1.5 1.5 1.8 2.0 2.0

C.O.D, mg/l 3.7 3.1 3.2 3.0 3.0 2.9 3.0 3.4 3.9 3.9

Oil & Grease, mg/l <2.0 <2.0 <2.0 <2.0 <2.0 <2.0 <2.0 <2.0 <2.0 <2.0

Sodium (as Na),mg/l 1.85 1.55 1.35 1 0.8 0.7 0.7 0.15 0.45 2.1

Potassium (as K),mg/l 2 2.2 1.6 1.7 1.2 1.1 2.2 2.4 2.4 0.74


Arsenic (as As), mg/l <0.01 <0.01 <0.01 <0.01 <0.01 <0.01 <0.01 <0.01 <0.01 <0.01


Mercury (as Hg), mg/l <0.01 <0.01 <0.01 <0.01 <0.01 <0.01 <0.01 <0.01 <0.01 <0.01

Copper (as Cu), mg/l <0.01 <0.01 <0.01 <0.01 <0.01 <0.01 <0.01 <0.01 <0.01 <0.01

Zinc (as Zn), mg/l <0.01 0.15 0.2 0.05 0.05 0.05 <0.01 <0.01 <0.01 0.05

Cadmium (as Cd), mg/l <0.01 <0.01 <0.01 <0.01 <0.01 <0.01 <0.01 <0.01 <0.01 <0.01

Lead (as Pb), mg/l <0.01 <0.01 0.1 0.25 0.25 0.2 <0.01 0.3 <0.01 0.25


Fluoride (as F), mg/l <0.01 0.19 0.1 0.05 <0.01 <0.01 <0.01 <0.01 0.07 <0.01

Coliform Organisms/100 ml, (MPN) Absent Absent Absent 14 18 Absent Absent 12 Absent Absent



Table-8.12B: Surface Water Quality in the study area during winter season


pH Value 7.83 8.07 7.93 8.13 7.7 7.86 7.66 8.07 7.51 8.12

Temperature, oC 30.9 30.8 30.9 30.9 30.9 30.9 30.8 30.8 30.9 30.9

Conductivity, µS/cm 181 174 183 172 238 234 236 174 215 185

Total Alakalinity (as CaCO3), mg/l 88 88 104.5 82.5 137.5 132 137.5 82.5 115.5 88



Calcium (as Ca), mg/l 36.07 32.06 32.06 36.07 48.09 40.08 36.07 32.06 44.09 28.05


Nitrate (as NO3), mg/l 5.4 2.33 0.89 1.13 1.42 0.53 0.49 0.42 12.7 5.98


Iron (as Fe), mg/l 0.7 0.5 0.5 0.2 0.3 0.5 0.7 0.7 0.2 0.3


Total Silica (as SiO2), mg/l 1 2 4.4 4 9.7 4.2 5 2.2 4.6 2.8

B.O.D (3 days at 27°C), mg/l 1.6 1.4 1.3 1.7 1.8 1.6 1.4 1.5 2.0 1.8

C.O.D, mg/l 3.1 2.8 2.5 3.3 3.5 3.1 2.8 3.0 4.0 3.6

Oil & Grease, mg/l <2.0 <2.0 <2.0 <2.0 <2.0 <2.0 <2.0 <2.0 <2.0 <2.0

Sodium (as Na),mg/l 3.44 1.1 1.6 5.2 2.25 1.5 1.95 1.15 1.4 1.2

Potassium (as K),mg/l 1.7 0.78 1.5 2.7 3.45 1.75 1.7 0.75 1 0.8


Arsenic (as As), mg/l <0.01 <0.01 <0.01 <0.01 <0.01 <0.01 <0.01 <0.01 <0.01 <0.01


Mercury (as Hg), mg/l <0.01 <0.01 <0.01 <0.01 <0.01 <0.01 <0.01 <0.01 <0.01 <0.01

Copper (as Cu), mg/l <0.01 <0.01 <0.01 <0.01 <0.01 <0.01 <0.01 <0.01 <0.01 <0.01

Zinc (as Zn), mg/l 0.05 <0.01 <0.01 <0.01 <0.01 <0.01 <0.01 <0.01 <0.01 <0.01

Cadmium (as Cd), mg/l <0.01 <0.0I <0.0I <0.0I <0.0I <0.0I <0.0I <0.0I <0.0I <0.0I

Lead (as Pb), mg/l 0.25 <0.01 <0.01 <0.01 <0.01 <0.01 <0.01 <0.01 <0.01 <0.01


Fluoride (as F), mg/l 0.31 0.33 <0.01 0.11 <0.01 0.23 <0.01 <0.01 0.07 <0.01

Coliform Organisms/100 ml, (MPN) 22 Absent Absent Absent Absent 14 Absent Absent Absent Absent



Table-8.13: Drinking Water Quality Standards

Characteristics *Acceptable **Cause for Rejection

Turbidity (units on JTU scale) 2.5 10

Colour (Units on platinum cobalt scale) 5.0 25

Taste and Odour Unobjectionable Unobjectionable

pH 7.0 to 8.5 <6.5 or >9.2

Total Dissolved Solids (mg/l) 500 1500

Total hardness (mg/l) (as CaCO3) 200 600

Chlorides as CD (mg/l) 200 1000

Sulphates (as SO4) 200 400

Fluorides (as F) (mg/l) 1.0 1.5

Nitrates (as NO3) (mg/l) 45 45

Calcium (as Ca) (mg/l) 75 200

Magnesium (as Mg) (mg/l)

If there are 250 mg/l of sulphates, Mg content can

be increased to a maximum of 125 mg/l with the

reduction of sulphates at the rate of 1 unit per every

2.5 units of sulphates

30 150

Iron (as Fe) (mg/l) 0.1 1.0

Manganese (as Mn) (mg/l) 0.05 0.5

Copper (as Cu) (mg/l) 0.05 1.5

Zinc (as Zn) (mg/l) 5.0 15.0

Phenolic compounds (as Phenol) (mg/l) 0.001 0.002

Anionic detergents (as MBAS) (mg/l) 0.2 1.0

Mineral Oil (mg/l) 0.01 0.3

Toxic materials

Arsenic (as As) (mg/l) 0.05 0.05

Cadmium (as Cd) (mg/l) 0.01 0.01

Chromium (as hexaalent Cr) (mg/l) 0.05 0.05

Cyanides (as CN) (mg/l) 0.05 0.05

Lead (as Pb) (mg/l) 0.1 0.1

Selenium (as Se) (mg/l) 0.01 0.01

Mercury (total as Hg) (mg/l) 0.001 0.001

Polynuclear aromatic hydrocarbons (PAH) 0.2 g/l 0.2 g/l

Notes :-

*1. The figures indicated under the column `Acceptable’ are the limits upto which water is

generally acceptable to the consumers

**2 Figures in excess of those mentioned under `Acceptable render the water not

acceptable, but still may be tolerated in the absence of alternative and better source

but upto the limits indicated under column “Cause for Rejection” above which are

supply will have to be rejected.

The pH level indicates that water is in neutral range. The total hardness in

various water samples ranged from 100 to 200 mg/l. The hardness level ranged

from 110 to 200 mg/l, 32 to 216 mg/l and 142-285 mg/l in summer, monsoon

and winter seasons respectively. In some of the sites, in winter season,

hardness level was more than 200 mg/l specified for drinking water purposes,

but was observed to be well within the cause for rejection limit of 600 mg/l.



The total alkalinity was lower than total hardness level surface water in the

project as well as study area. The alkalinity level was lower than hardness

level, which imples that carbonate hardness was equivalent to alkalinity level.

The hardness level in excess of alkalinity value was bicarbonate hareness.

The EC level ranged from 172 to 339 µS/cm. The EC levels were well below

the permissible limit of 2250 µS/cm specified for irrigation water requirements

as per IS:2296. The TDS level ranged from 124 to 244 mg/l, 50 to 100 mg/l

and 155 to 215 mg/l in summer, monsoon and winter seasons respectively,

which is less than permissible limit of 500 mg/l for meeting drinking water

requirements. The EC and TDS level indicates the suitability of water for

meeting irrigation and drinking water requirements.

The concentration of various cations (calcium, Magnesium, Iron etc.) and

anions (Chlorides, Sulphates, Nitrates) were also well below the permissible

limit. The fluorides level at sampling sites were low.

The BOD values ranged from 1.3 to 2.1 mg/l in winter and summer seasons. In

monsoon season BOD values ranged from <0.1 mg/l to 0.5 mg/l. The

concentration of various heavy metals was below the detectable limits,

indicating the suitability of water for meeting domestic requirements. The

concentration of cyanides and phenolic compounds was also below the

detectable limits. The concentration of various heavy metals was observed to

be below detectable limit in various seasons. The Total Coliform level was

recorded as nil to 18 MPN/100 ml at various sampling sites. The concentration

of BOD and Total Coliform levels indicate that in the pre-project scenario,

pollution loading is well below the carrying capacity of river Mahakali and its

tributaries.

8.5 WATER QUALITY IN COMMAND AREA

As a part of field survey, water samples were collected from 50 locations in the

command area. Water sampling locations are listed in Table-8.14. The results

of water sample analysis are given in Annexure-III.

Table-8.14: Locations of Water Sampling sites in command area


W1 Kamrauli W26 Habidapur

W2 Sonic W27 Der Ras

W3 Nasirpur Hp W28 Kabirpur

W4 Chatiya W29 Chaurasi

W5 Jalalabad W30 Ganj Muradabad




W6 Turtipur W31 Khusumau

W7 Vakrora W32 Darogakhera

W8 Ramuapul W33 Rampur Gopalpur

W9 Sursa W34 Sadat Nagar

W10 Turqman Pur W35 Kumarawa

W11 Katiyan W36 Varauna

W12 Varauna W37 Karwan

W13 Sample-Pawai W38 Panday Tara

W14 Babhana W39 Saimarua

W15 Sarai W40 Majhila

W16 Dehchowki W41 Nijampur

W17 Parchapur W42 Para

W18 Rart W43 Hp

W19 Haseenpur W44 Murtaza Nagar

W20 Jamuna W45 Gasva

W21 Ayari W46 Darauli

W22 Mavi Kothi W47 Bahera

W23 Gadar W48 Safipur Pul

W24 Zinda Khera W49 Chandaile

W25 Rupau W50 Bijgaon

The pH level in various groundwater samples was observed to be within neutral

range (7.64- 8.9), which is within the permissible limit specified for meeting

drinking water requirements. The total hardness in various water samples

ranged from 132 to 404 mg/l, 116 to 376 mg/l, 112 to 676 mg/l in summer,

monsoon and winter seasons respectively. The total hardness level in some of

the groundwater samples were higher than the permissible limit of 200 mg/l,

specified for meeting drinking water requirement. However, hardness level was

well within the cause of Rejection Limit of 600 mg/l (except for one sample in

winter season). The principal hardness causing cations are calcium,

magnesium, strontium and ferrous and iron. The concentration of calcium and

magnesium are mainly responsible for the hardness level in water.

Alkalinity of water is a measure of its capacity to neutralize acids. The alkalinity of

natural water is due primarily because of the salts of weak acids. The alkalinity

was found to be higher than the total hardness in most the water sampling

stations monitored as a part of the study, which indicates that the entire hardness

is contributed by carbonate hardness. The alkalinity level ranged from 121 to 572

mg/l, 115 to 483 mg/l, 121 to 572 mg/l in summer season, monsoon and winter

seasons respectively. In samples with alkalinity level was lower than hardness

level, carbonate hardness was equivalent to alkalinity level. The hardness level in

excess of alkalinity value was bicarbonate hareness.



Chlorides occur in all natural waters in widely varying concentrations, chlorides

is available in natural water, mainly through solvent power of water, which

dissolves chlorides from top soil and deeper formations. Sulphates ion is one of

the major anions occurring in natural water. It is an important parameter

because of its cathartic affect, when it is present in higher concentration. The

chlorides and sulphates level was found to be above the permissible but below

the cause of rejection limit specified for drinking water purposes in some of the

ground water samples.

The EC level ranged from 202.2 to 1339.7 µS/cm, 200.0 to 914.3 µS/cm, 206.3

to 1133.3 µS/cm in summer, monsoon and winter seasons respectively. This is

also reflected by the fact that the concentration of various cations and anions

as well.

The BOD ranged from 1.2 to 2.1 mg/l and COD ranges from 2.1 to 4.0 mg/l.

The concentration of cyanides and phenolic compounds was also below the

detectable limits. The concentration of various heavy metals was observed to

be below detectable limit in various seasons. This is expected in an area, with

no heavy metals contribution from geogenic sources and has no anthropogenic

sources as well.

The oil & grease level were below detectable limits in all the samples, which is

generally, the case in ground water samples, and is also an indicator of

absence of sources of this pollutant in the command area.

8.6 AMBIENT AIR QUALITY

The ambient air quality with respect to the study area around the proposed site

forms the baseline information. The study area represents rural environment.

The sources of air pollution in the region are vehicular traffic, dust arising from

unpaved village roads and domestic fuel burning. The prime objective of the

baseline air quality study was to establish the existing ambient air quality of the

area. This section describes the identification of sampling locations,

methodology adopted for monitoring, frequency of sampling.

Selection of Sampling Locations

The baseline status of the ambient air quality has been established through a

scientifically designed ambient air quality monitoring network and is based on

the following considerations:



- Meteorological conditions on synoptic scale;

- Representatives of regional background air quality for obtaining baseline

status

- Representation of likely affected area.

The ambient air quality was monitored at 10 locations. The frequency of

monitoring was twice a week for 4 consecutive weeks per season for three

seasons. The location of Ambient Air Quality Monitoring stations is shown in

Figure-8.3 and details are given in Table-8.16. The parameter to be monitored

is PM10, PM2.5, SO2, NO2. The monitoring was conducted in the month of May-

June 2015, August-September, 2015 and December, 2015-January, 2016. The

results of Ambient Air Quality Monitoring are given in Table-8.15 to 8.18 for

summer, monsoon and winter season. The summary of ambient air quality

Moniroring is given in Table-8.19. The National Ambient Air Quality Standards


Table-8.15: Details of Location of Ambient Air Quality Sampling Stations

S. No. Location Name

1. Gauge Discharge Site, Site Office Pancheshwar

2. Near Drilling Labor Room, Pancheshwar

3. CWC Guest House, Pancheshwar

4. Stationary Shop,(Tamli Village)

5. Near River Bank Dam Site, Tamli Village

6. Chederi Village, Hardoi District, Uttar Pradesh

7. Turtipur, Hardoi District, Uttar Pradesh

8. Surseni, Hardoi District, Uttar Pradesh

9. Bahuli, Hardoi District, Uttar Pradesh

10. Parresera, Hardoi District, Uttar Pradesh



Plate-8.5: Air Sampling Location Plate-8.6: Air Sampling Location



Figure-8.3: Ambient Air Quality Monitoring Stations



Table-8.16: Ambient Air Quality monitoring for summer season

S.No Date of Sampling Parameter

PM10 PM2.5 SO2 NO2

Sampling Location - Gauge Discharge Site, Site Office Pancheshwar (AAQ1)

1 15/06/2015 to 16/06/2015 74 51 < 5.0 20.5

2 18/06/2015 to 19/06/2015 76 53 < 5.0 24.1

3 22/06/2015 to 23/06/2015 81 58 < 5.0 26.8

4 25/06/2015 to 26/06/2015 67 42 < 5.0 17.9

5 29/06/2015 to 30/06/2015 69 40 < 5.0 18.4

6 02/07/2015 to 03/07/2015 73 51 < 5.0 23.6

7 06/07/2015 to 07/07/2015 78 56 < 5.0 26.3

8 10/07/2015 to 11/07/2015 65 44 < 5.0 18.7

Sampling Location - Near Drilling Labor Room, Pancheshwar (AAQ2)

1 15/06/2015 to 16/06/2015 68 44 < 5.0 19.7

2 18/06/2015 to 19/06/2015 64 47 < 5.0 18.6

3 22/06/2015 to 23/06/2015 71 52 < 5.0 24.3

4 25/06/2015 to 26/06/2015 74 54 < 5.0 25.8

5 29/06/2015 to 30/06/2015 77 56 < 5.0 27.4

6 02/07/2015 to 03/07/2015 69 46 < 5.0 17.5

7 06/07/2015 to 07/07/2015 67 39 < 5.0 18.4

8 10/07/2015 to 11/07/2015 63 40 < 5.0 16.7

Sampling Location - CWC Guest House, Pancheshwar (AAQ3)

1 15/06/2015 to 16/06/2015 71 52 < 5.0 26.5

2 18/06/2015 to 19/06/2015 64 48 < 5.0 19.5

3 22/06/2015 to 23/06/2015 69 45 < 5.0 17.4

4 25/06/2015 to 26/06/2015 72 54 < 5.0 21.3

5 29/06/2015 to 30/06/2015 70 53 < 5.0 26.9

6 02/07/2015 to 03/07/2015 78 58 < 5.0 29.1

7 06/07/2015 to 07/07/2015 75 56 < 5.0 24.7

8 10/07/2015 to 11/07/2015 66 49 < 5.0 19.8

Sampling Location - Stationary Shop,(Tamli Village) (AAQ4)

1 15/06/2015 to 16/06/2015 71 51 < 5.0 26.5

2 18/06/2015 to 19/06/2015 69 43 < 5.0 21.1

3 22/06/2015 to 23/06/2015 75 54 < 5.0 28.3

4 25/06/2015 to 26/06/2015 73 56 < 5.0 32.4

5 29/06/2015 to 30/06/2015 79 52 < 5.0 32.7

6 02/07/2015 to 03/07/2015 76 53 < 5.0 30.8

7 06/07/2015 to 07/07/2015 81 58 < 5.0 38.4

8 10/07/2015 to 11/07/2015 74 50 < 5.0 28.6

Sampling Location - Near River Bank Dam Site, Tamli Village (AAQ5)

1 15/06/2015 to 16/06/2015 67 42 < 5.0 17.8

2 18/06/2015 to 19/06/2015 71 47 < 5.0 19.5

3 22/06/2015 to 23/06/2015 65 39 < 5.0 16.3

4 25/06/2015 to 26/06/2015 75 51 < 5.0 24.1

5 29/06/2015 to 30/06/2015 73 54 < 5.0 21.7

6 02/07/2015 to 03/07/2015 69 43 < 5.0 18.4

7 06/07/2015 to 07/07/2015 72 56 < 5.0 16.2




PM10 PM2.5 SO2 NO2

8 10/07/2015 to 11/07/2015 70 49 < 5.0 14.8

Sampling Location - Chederi Village, Hardoi District, Uttar Pradesh (AAQ6)

1 15/06/2015 to 16/06/2015 78 48 < 5.0 19.6

2 18/06/2015 to 19/06/2015 82 51 < 5.0 21.6

3 23/06/2015 to 24/06/2015 76 53 < 5.0 22.5

4 25/06/2015 to 26/06/2015 83 48 < 5.0 20.5

5 29/06/2015 to 30/06/2015 86 49 < 5.0 19.5

6 02/07/2015 to 03/07/2015 74 52 < 5.0 21.6

7 07/07/2015 to 08/07/2015 77 50 < 5.0 22.1

8 12/07/2015 to 13/07/2015 79 47 < 5.0 21.7

Sampling Location - Turtipur, Hardoi District, Uttar Pradesh (AAQ7)

1 15/06/2015 to 16/06/2015 83 51 < 5.0 18.7

2 18/06/2015 to 19/06/2015 75 48 < 5.0 21.6

3 23/06/2015 to 24/06/2015 77 48 < 5.0 18.3

4 25/06/2015 to 26/06/2015 81 46 < 5.0 19.3

5 29/06/2015 to 30/06/2015 74 47 < 5.0 17.8

6 02/07/2015 to 03/07/2015 73 49 < 5.0 20.3

7 07/07/2015 to 08/07/2015 71 48 < 5.0 18.9

8 12/07/2015 to 13/07/2015 76 48 < 5.0 17.5

Sampling Location - Surseni, Hardoi District, Uttar Pradesh (AAQ8)

1 15/06/2015 to 16/06/2015 76 46 < 5.0 19.4

2 18/06/2015 to 19/06/2015 78 49 < 5.0 18.6

3 23/06/2015 to 24/06/2015 79 43 < 5.0 20.6

4 25/06/2015 to 26/06/2015 75 48 < 5.0 18.5

5 29/06/2015 to 30/06/2015 80 51 < 5.0 19.4

6 02/07/2015 to 03/07/2015 82 50 < 5.0 19.8

7 07/07/2015 to 08/07/2015 75 46 < 5.0 17.2

8 12/07/2015 to 13/07/2015 73 45 < 5.0 18

Sampling Location - Bahuli, Hardoi District, Uttar Pradesh (AAQ9)

1 15/06/2015 to 16/06/2015 79 51 < 5.0 20.1

2 18/06/2015 to 19/06/2015 82 53 < 5.0 21.6

3 23/06/2015 to 24/06/2015 79 50 < 5.0 19.4

4 25/06/2015 to 26/06/2015 84 55 < 5.0 22.1

5 29/06/2015 to 30/06/2015 83 49 < 5.0 20.5

6 02/07/2015 to 03/07/2015 82 48 < 5.0 19.5

7 07/07/2015 to 08/07/2015 79 51 < 5.0 18.8

8 12/07/2015 to 13/07/2015 75 47 < 5.0 17.7

Sampling Location - Parresera, Hardoi District, Uttar Pradesh (AAQ10)

1 15/06/2015 to 16/06/2015 84 53 < 5.0 23.2

2 18/06/2015 to 19/06/2015 77 50 < 5.0 20.6

3 23/06/2015 to 24/06/2015 79 51 < 5.0 21.1

4 25/06/2015 to 26/06/2015 75 49 < 5.0 22.1

5 29/06/2015 to 30/06/2015 78 50 < 5.0 19.9

6 02/07/2015 to 03/07/2015 73 46 < 5.0 19.3

7 07/07/2015 to 08/07/2015 74 48 < 5.0 18.7

8 12/07/2015 to 13/07/2015 75 45 < 5.0 19.4



Table-8.17: Ambient Air Quality monitoring for monsoon season


PM10 PM2.5 SO2 NO2


1 05/09/2015 to 06/09/2015 36.9 16.4 < 5.0 8.3

2 06/09/2015 to 07/09/2015 34.8 18.6 < 5.0 7.9

3 12/09/2015 to 13/09/2015 40.1 22.4 < 5.0 9.3

4 13/09/2015 to 14/09/2015 34.5 17.4 <5.0 8.5

5 19/09/2015 to 20/09/2015 37.2 15.2 < 5.0 8.1

6 20/09/2015 to 21/09/2015 44.3 26.1 < 5.0 7.6

7 24/09/2015 to 25/09/2015 41.4 19.0 < 5.0 7.8

8 25/09/2015 to 26/09/2015 39.5 18.7 < 5.0 7.5


1 05/09/2015 to 06/09/2015 40.0 18.5 < 5.0 6.9

2 06/09/2015 to 07/09/2015 31.5 16.7 < 5.0 7.4

3 12/09/2015 to 13/09/2015 36.7 21.3 < 5.0 7.5

4 13/09/2015 to 14/09/2015 39.4 20.7 <5.0 6.7

5 19/09/2015 to 20/09/2015 40.3 26.3 < 5.0 8.1

6 20/09/2015 to 21/09/2015 39.7 20.7 < 5.0 8.4

7 24/09/2015 to 25/09/2015 41.4 22.3 < 5.0 7.5

8 25/09/2015 to 26/09/2015 39.5 18.5 <5.0 7.4


1 05/09/2015 to 06/09/2015 36.5 20.5 < 5.0 8.2

2 06/09/2015 to 07/09/2015 38.3 21.5 < 5.0 7.2

3 12/09/2015 to 13/09/2015 34.2 22.4 < 5.0 9.3

4 13/09/2015 to 14/09/2015 37.4 19.8 <5.0 7.4

5 19/09/2015 to 20/09/2015 36.9 19.3 < 5.0 6.8

6 20/09/2015 to 21/09/2015 32.4 16.7 < 5.0 8.3

7 24/09/2015 to 25/09/2015 31.7 18.2 < 5.0 7.2

8 25/09/2015 to 26/09/2015 36.7 20.3 < 5.0 6.7


1 09/09/2015 to 10/09/2015 37.4 14.7 < 5.0 7.8

2 10/09/2015 to 11/09/2015 36.4 15.7 < 5.0 6.7

3 15/09/2015 to 16/09/2015 38.6 17.4 < 5.0 6.9

4 16/09/2015 to 17/09/2015 38.2 22.3 <5.0 8.4

5 22/09/2015 to 23/09/2015 35.1 18.5 < 5.0 6.7

6 23/09/2015 to 24/09/2015 38.4 17.4 < 5.0 7.2

7 27/09/2015 to 28/09/2015 39.5 19.5 < 5.0 8.4

8 28/09/2015 to 29/09/2015 36.5 18.4 <5.0 9.4


1 09/09/2015 to 10/09/2015 35.7 17.4 < 5.0 7.6

2 10/09/2015 to 11/09/2015 38.5 18.3 < 5.0 8.1

3 15/09/2015 to 16/09/2015 40.6 23.5 < 5.0 7.5

4 16/09/2015 to 17/09/2015 36.4 19.8 <5.0 6.9

5 22/09/2015 to 23/09/2015 37.8 21.4 < 5.0 7.3

6 23/09/2015 to 24/09/2015 34.8 17.5 < 5.0 7.8

7 27/09/2015 to 28/09/2015 40.4 22.4 < 5.0 8.2

8 28/09/2015 to 29/09/2015 39.0 18 <5.0 7.9




PM10 PM2.5 SO2 NO2


1 05/09/2015 to 06/09/2015 39.9 18.4 < 5.0 9.6

2 06/09/2015 to 07/09/2015 37.5 18.4 < 5.0 8.2

3 12/09/2015 to 13/09/2015 42.8 24.5 < 5.0 7.8

4 13/09/2015 to 14/09/2015 39.4 20.8 <5.0 7.2

5 19/09/2015 to 20/09/2015 39.8 23.4 < 5.0 7.8

6 20/09/2015 to 21/09/2015 37.9 19.2 < 5.0 7.9

7 24/09/2015 to 25/09/2015 43.5 23.4 < 5.0 8.4

8 25/09/2015 to 26/09/2015 41.2 19.2 <5.0 8.2


1 05/09/2015 to 06/09/2015 43.1 18.7 < 5.0 7.1

2 06/09/2015 to 07/09/2015 33.6 17.8 < 5.0 7.5

3 12/09/2015 to 13/09/2015 38.8 23.8 < 5.0 7.6

4 13/09/2015 to 14/09/2015 41.5 22.8 <5.0 6.9

5 19/09/2015 to 20/09/2015 42.4 27.3 < 5.0 8.3

6 20/09/2015 to 21/09/2015 38.7 21.7 < 5.0 7.9

7 24/09/2015 to 25/09/2015 43.6 23.2 < 5.0 7.6

8 25/09/2015 to 26/09/2015 41.7 19.6 <5.0 7.8


1 05/09/2015 to 06/09/2015 39.5 15.8 < 5.0 7.6

2 06/09/2015 to 07/09/2015 38.6 16.8 < 5.0 6.9

3 12/09/2015 to 13/09/2015 39.6 18.5 < 5.0 7.2

4 13/09/2015 to 14/09/2015 40.2 22.4 <5.0 8.2

5 19/09/2015 to 20/09/2015 37.3 19.6 < 5.0 6.9

6 20/09/2015 to 21/09/2015 41.5 18.5 < 5.0 7.2

7 24/09/2015 to 25/09/2015 42.6 20.6 < 5.0 8.6

8 25/09/2015 to 26/09/2015 39.8 19.4 <5.0 9.1


1 09/09/2015 to 10/09/2015 41.5 17.8 < 5.0 8.6

2 10/09/2015 to 11/09/2015 42.6 16.9 < 5.0 9.2

3 15/09/2015 to 16/09/2015 39.6 19.5 < 5.0 7.2

4 16/09/2015 to 17/09/2015 40.2 23.4 <5.0 7.1

5 22/09/2015 to 23/09/2015 38.2 21.6 < 5.0 6.7

6 23/09/2015 to 24/09/2015 40.5 19.5 < 5.0 7.1

7 27/09/2015 to 28/09/2015 43.8 22.6 < 5.0 8.4

8 28/09/2015 to 29/09/2015 38.2 21.4 <5.0 9.4


1 09/09/2015 to 10/09/2015 43.5 19.8 < 5.0 7.8

2 10/09/2015 to 11/09/2015 42.4 17.9 < 5.0 8.9

3 15/09/2015 to 16/09/2015 41.6 20.2 < 5.0 7.3

4 16/09/2015 to 17/09/2015 39.2 22.4 <5.0 9.1

5 22/09/2015 to 23/09/2015 37.2 21.6 < 5.0 6.7

6 23/09/2015 to 24/09/2015 44.5 23.5 < 5.0 7.2

7 27/09/2015 to 28/09/2015 43.7 22.6 < 5.0 8.5

8 28/09/2015 to 29/09/2015 39.2 22.4 <5.0 7.9



Table-8.18: Ambient Air Quality monitoring for winter season


PM10 PM2.5 SO2 NO2


1 15/06/2015 to 16/06/2015 79 53 < 5.0 19.5

2 18/06/2015 to 19/06/2015 82 48 < 5.0 26.1

3 22/06/2015 to 23/06/2015 84 62 < 5.0 22.8

4 25/06/2015 to 26/06/2015 91 43 < 5.0 15.9

5 29/06/2015 to 30/06/2015 72 42 < 5.0 21.4

6 02/07/2015 to 03/07/2015 79 49 < 5.0 22.6

7 06/07/2015 to 07/07/2015 91 48 < 5.0 27.3

8 10/07/2015 to 11/07/2015 82 51 < 5.0 22.7


1 15/06/2015 to 16/06/2015 72 45 < 5.0 20.1

2 18/06/2015 to 19/06/2015 74 48 < 5.0 19.6

3 22/06/2015 to 23/06/2015 81 54 < 5.0 26.3

4 25/06/2015 to 26/06/2015 72 51 < 5.0 27.8

5 29/06/2015 to 30/06/2015 81 52 < 5.0 26.4

6 02/07/2015 to 03/07/2015 74 41 < 5.0 21.5

7 06/07/2015 to 07/07/2015 71 48 < 5.0 20.6

8 10/07/2015 to 11/07/2015 69 41 < 5.0 19.8


1 15/06/2015 to 16/06/2015 79 48 < 5.0 24.5

2 18/06/2015 to 19/06/2015 69 42 < 5.0 20.5

3 22/06/2015 to 23/06/2015 75 48 < 5.0 19.4

4 25/06/2015 to 26/06/2015 79 55 < 5.0 22.3

5 29/06/2015 to 30/06/2015 81 56 < 5.0 27.9

6 02/07/2015 to 03/07/2015 84 59 < 5.0 28.1

7 06/07/2015 to 07/07/2015 85 61 < 5.0 25.7

8 10/07/2015 to 11/07/2015 79 52 < 5.0 20.8


1 15/06/2015 to 16/06/2015 75 52 < 5.0 24.5

2 18/06/2015 to 19/06/2015 73 45 < 5.0 23.2

3 22/06/2015 to 23/06/2015 76 51 < 5.0 26.2

4 25/06/2015 to 26/06/2015 78 55 < 5.0 33.4

5 29/06/2015 to 30/06/2015 76 58 < 5.0 31.5

6 02/07/2015 to 03/07/2015 75 54 < 5.0 28.9

7 06/07/2015 to 07/07/2015 85 59 < 5.0 31.2

8 10/07/2015 to 11/07/2015 79 52 < 5.0 32.2


1 15/06/2015 to 16/06/2015 71 46 < 5.0 18.5

2 18/06/2015 to 19/06/2015 75 48 < 5.0 19.6

3 22/06/2015 to 23/06/2015 70 41 < 5.0 21.2

4 25/06/2015 to 26/06/2015 78 52 < 5.0 25.6

5 29/06/2015 to 30/06/2015 76 55 < 5.0 18.2

6 02/07/2015 to 03/07/2015 72 48 < 5.0 21.2

7 06/07/2015 to 07/07/2015 76 58 < 5.0 24.6

8 10/07/2015 to 11/07/2015 72 45 < 5.0 26.2




PM10 PM2.5 SO2 NO2


1 15/06/2015 to 16/06/2015 79 49 < 5.0 27.2

2 18/06/2015 to 19/06/2015 79 52 < 5.0 26.5

3 23/06/2015 to 24/06/2015 78 52 < 5.0 23.3

4 25/06/2015 to 26/06/2015 81 55 < 5.0 24.6

5 29/06/2015 to 30/06/2015 85 56 < 5.0 21.2

6 02/07/2015 to 03/07/2015 75 51 < 5.0 22.3

7 07/07/2015 to 08/07/2015 79 52 < 5.0 23.5

8 12/07/2015 to 13/07/2015 81 49 < 5.0 24.2


1 15/06/2015 to 16/06/2015 86 55 < 5.0 16.8

2 18/06/2015 to 19/06/2015 78 50 < 5.0 23.2

3 23/06/2015 to 24/06/2015 79 49 < 5.0 21.2

4 25/06/2015 to 26/06/2015 82 49 < 5.0 18.5

5 29/06/2015 to 30/06/2015 76 48 < 5.0 16.5

6 02/07/2015 to 03/07/2015 75 48 < 5.0 19.2

7 07/07/2015 to 08/07/2015 76 47 < 5.0 16.5

8 12/07/2015 to 13/07/2015 75 46 < 5.0 18.2


1 15/06/2015 to 16/06/2015 79 48 < 5.0 17.2

2 18/06/2015 to 19/06/2015 79 50 < 5.0 19.3

3 23/06/2015 to 24/06/2015 75 45 < 5.0 18.2

4 25/06/2015 to 26/06/2015 79 48 < 5.0 19.6

5 29/06/2015 to 30/06/2015 82 52 < 5.0 20.2

6 02/07/2015 to 03/07/2015 85 53 < 5.0 21.2

7 07/07/2015 to 08/07/2015 76 49 < 5.0 18.2

8 12/07/2015 to 13/07/2015 75 43 < 5.0 19.2


1 15/06/2015 to 16/06/2015 81 52 < 5.0 21.2

2 18/06/2015 to 19/06/2015 85 55 < 5.0 22.5

3 23/06/2015 to 24/06/2015 84 54 < 5.0 24.3

4 25/06/2015 to 26/06/2015 86 56 < 5.0 25.1

5 29/06/2015 to 30/06/2015 82 51 < 5.0 26.2

6 02/07/2015 to 03/07/2015 85 56 < 5.0 24.1

7 07/07/2015 to 08/07/2015 81 52 < 5.0 23.2

8 12/07/2015 to 13/07/2015 78 49 < 5.0 18.2


1 15/06/2015 to 16/06/2015 82 55 < 5.0 22.3

2 18/06/2015 to 19/06/2015 79 51 < 5.0 23.6

3 23/06/2015 to 24/06/2015 81 55 < 5.0 24.2

4 25/06/2015 to 26/06/2015 79 51 < 5.0 21.2

5 29/06/2015 to 30/06/2015 79 52 < 5.0 18.2

6 02/07/2015 to 03/07/2015 72 45 < 5.0 21.3

7 07/07/2015 to 08/07/2015 76 48 < 5.0 24.5

8 12/07/2015 to 13/07/2015 78 46 < 5.0 21.3



Table-8.19: Summary of ambient air quality monitoring (Unit: µg/m3)

Station Summer Monsoon Winter

Max Min. Avg. Max. Min. Avg. Max Min. Avg.

Particulate Matter10 (PM10)

Gauge Discharge Site,

Site Office

Pancheshwar

81 65 72.87 44.3 34.5 38.59 91 72 82.50

Near Drilling Labor

Room, Pancheshwar

77 63 69.12 41.4 31.5 38.56 81 69 74.25

CWC Guest House,

Pancheshwar

78 64 70.63 38.3 31.7 35.51 85 69 78.88

Stationary Shop,(Tamli

Village)

81 69 74.75 39.5 35.1 37.51 85 73 77.13

Near River Bank Dam

Site, Tamli Village

75 65 70.25 40.6 34.8 37.90 78 70 73.75

Chederi Village, Hardoi

District, Uttar Pradesh

86 74 79.37 43.5 37.5 40.25 85 75 79.63

Turtipur, Hardoi


83 71 76.25 43.6 33.6 40.43 86 75 78.38

Surseni, Hardoi


82 73 77.25 42.6 37.3 39.89 85 75 78.75

Bahuli, Hardoi District,

Uttar Pradesh

84 75 80.37 43.8 38.2 40.58 86 78 82.75

Parresera, Hardoi


84 73 76.88 44.5 37.2 41.41 82 72 78.25

Particulate Matter2.5 (PM2.5)

Gauge Discharge Site,

Site Office

Pancheshwar

58 40 49.37 26.1 15.2 19.23 62 42 49.50

Near Drilling Labor

Room, Pancheshwar

56 39 47.25 26.3 16.7 20.63 54 41 47.50

CWC Guest House,

Pancheshwar

58 45 51.88 22.4 16.7 19.84 61 42 52.63


Village)

58 43 52.13 22.3 14.7 17.99 59 45 53.25

Near River Bank Dam

Site, Tamli Village

56 39 47.63 23.5 17.4 19.79 58 41 49.13



53 47 49.75 24.5 18.4 20.91 56 49 52.00

Turtipur, Hardoi


51 46 48.13 27.3 17.8 21.86 55 46 49.00

Surseni, Hardoi


51 43 47.25 22.4 15.8 18.95 53 43 48.50


Uttar Pradesh

55 47 50.5 23.4 16.9 20.34 56 49 53.13

Parresera, Hardoi


53 45 49.0 23.5 17.9 21.30 55 45 50.38

Nitrogen Dioxide (No2)

Gauge Discharge Site, 26.8 17.9 22.04 9.3 7.5 8.13 27.3 15.9 22.29



Station Summer Monsoon Winter

Max Min. Avg. Max. Min. Avg. Max Min. Avg.

Site Office

Pancheshwar

Near Drilling Labor

Room, Pancheshwar

27.4 16.7 21.05 8.4 6.7 7.49 27.8 19.6 22.76

CWC Guest House,

Pancheshwar

29.1 17.4 23.15 9.3 6.7 7.64 28.1 19.4 23.65


Village)

38.4 21.1 29.85 9.4 6.7 7.69 33.4 23.2 28.89

Near River Bank Dam

Site, Tamli Village

24.1 14.8 18.6 8.2 6.9 7.66 26.2 18.2 21.89



22.5 19.5 21.14 9.6 7.2 8.14 27.2 21.2 24.10

Turtipur, Hardoi


21.6 17.5 19.05 8.3 6.9 7.59 23.2 16.5 18.76

Surseni, Hardoi


20.6 17.2 18.94 9.1 6.9 7.71 21.2 17.2 19.14


Uttar Pradesh

22.1 17.7 19.96 9.4 6.7 7.96 26.2 18.2 23.10

Parresera, Hardoi


23.2 18.7 20.54 9.1 6.7 7.93 24.5 18.2 22.08

Source: Field Study

Table-8.20: National Ambient Air Quality Standards (NAAQS)

Pollutants Time Weighted Average

Concentration of Ambient Air

Industrial, Residential Rural and other area

Ecologically Sensitive area

(notified by Central

Government)

Method of Measurement

Sulphur Dioxide (SO2), µg/m

3

Annual*

24 hours **

50

80

20

80

-Improved west and Gaeke

-Ultraviolet fluorescence

Nitrogen Dioxide (NO2), µg/m

3

Annual*

24 hours **

40

80

30

80

- Modified Jacab & Hochheister (Na-Arsentire) -Chemiluminescene

Particulate Matter (Size less than 10, µm) or PM10 , µg/m

3

Annual*

24 hours **

60

100

60

100

-Gravimetric -TOEM -Beta attenuation

Particulate Matter (Size less than 2.5, µm) or PM2.5, µg/m

3

Annual*

24 hours **

40

60

40

60

-Gravimetric -TOEM -Beta attenuation

* Annual arithmetic mean of minimum 104 measurement in a year at a particular site taken twice a week 24 hourly at a uniform intervals.

** 24 hourly or 08 hourly or 01 hourly monitored values, as applicable, shall be complied with 98% of the time in a year. 2% of the time, they may exceeded the limits but not on two consecutive days of monitoring.



The average PM10 level in survey conducted during various seasons ranged

from 35.51 to 84 g/m3. During field studies, PM10 level was observed to be well

below the permissible limit of 100 µg/m3, specified for industrial, residential,

rural and other areas at various stations covered during the survey (refer Table-

8.21). The PM2.5 level ranged between 17.99 to 53.25 µg/m3 , which is lower

than the permissible limit of 60 µg/m3 specified for industrial, residential, rural

and other areas. The SO2 level was observed to be <5.0 g/m3 at all the

sampling locations. The highest NO2 value observed in summer season was

38.4 g/m3. The NO2 level observed at various sampling stations was much

lower than the permissible limit of 80 g/m3 for industrial, residential, rural and

other areas (Refer Table-8.21).

Based on the findings of the ambient air quality survey, conducted for the

summer season, it can be concluded that the ambient air quality is quite good

in the area. The values of these parameters were well below the permissible

limits specified for industrial, residential, rural and other areas. The absence of

industries and moderate vehicular traffic and can be attributed for good ambient

air quality in the project area.

8.7 NOISE ENVIRONMENT

Baseline noise data has been measured using a weighted sound pressure level

meter. The survey was carried out in calm surrounding. Sound Pressure Level

(SPL) measurement in the outside environment was made using sound

pressure level meter. Hourly noise meter readings were taken at different sites.

As a part of the CEIA study noise level was monitored at various locations in

the study area. The ambient noise levels has been monitored for three three

seasons.

At each station, hourly noise level was monitored. The noise levels were

monitored continuously from 6 AM to 9 PM at each location and hourly

equivalent noise level was measured. Sound Pressure Level (SPL)

measurement in the ambient environment was made using sound pressure

level meter. The hourly ambient noise levels monitored for summer, monsoon

and winter seasons are given in Table-8.21 to 8.23 respectively. The day time

equivalent noise levels estimated are also given in Table-8.24. The noise

standards for various categories are given in Table-8.25.



Table-8.21: Hourly equivalent noise levels in the study area for summer season

Location N1 N2 N3 N4 N5 N6 N7 N8 N9 N10

6-7 AM 36 36 36 37 37 37 38 38 36 36

7-8 AM 38 39 40 39 40 39 40 39 36 37

8-9 AM 38 39 40 40 41 41 41 42 39 39

9-10 AM 39 40 40 41 42 43 42 42 40 41

10-11

AM

40

42

43

42

44 44 43 42 42 42

11-12

Noon

42

43

44

43

45 44 40 42 44 42

12 noon

– 1 PM

42

43

46

44

42 43 44 44 41 42

1-2 PM 44 44 43 45 42 42 43 44 41 41

2-3 PM 44 45 41 45 43 43 43 42 42 42

3-4 PM 43 44 42 45 42 42 42 42 42 40

4-5 PM 43 42 42 43 41 41 43 42 42 42

5-6 PM 42 40 41 41 40 40 42 42 40 41

6-7 PM 42 39 38 39 40 40 40 39 39 38

7-8 PM 39 37 37 37 39 39 39 39 37 37

8-9 PM 37 36 37 36 38 38 38 37 37 37

Leq day 41.27 41.46 41.51 42.05 41.55 41.54 41.57 41.50 40.48 40.29

Source: Field Study

Table-8.22: Hourly equivalent noise levels in the study area for monsoon season


6-7 AM 37 38 37 37 38 39 38 38 37 36

7-8 AM 39 39 39 39 41 40 41 39 38 38

8-9 AM 39 40 40 41 42 42 42 41 39 39

9-10 AM 39 41 40 42 43 43 42 42 42 42

10-11

AM

41

42

43

43

44 44 43 42 43 42

11-12

Noon

43

44

45

43

45 44 42 44 45 42

12 noon

– 1 PM

45

44

46

44

43 43 44 45 44 43

1-2 PM 43 43 44 46 42 42 45 46 43 42

2-3 PM 45 46 42 45 43 43 45 44 42 43

3-4 PM 43 44 42 45 42 42 46 42 42 42

4-5 PM 43 43 43 42 42 41 43 43 42 42

5-6 PM 42 41 42 41 40 40 42 42 41 42

6-7 PM 41 39 39 40 40 41 42 39 39 39

7-8 PM 39 37 37 37 39 39 39 39 37 38

8-9 PM 37 36 38 36 38 37 38 38 38 37

Leq day 41.78 41.99 41.97 42.34 41.92 41.72 42.72 42.29 41.49 40.99

Source: Field Study



Table-8.23: Hourly equivalent noise levels in the study area for winter season


6-7 AM 41 39 38 39 39 40 42 39 41 38

7-8 AM 40 39 39 38 46 40 43 39 42 39

8-9 AM 39 42 41 43 45 42 42 41 42 41

9-10 AM 39 43 42 43 47 43 42 42 43 43

10-11 AM 42 44 43 45 48 47 45 45 45 43

11-12 Noon 44 45 46 45 48 47 46 44 47 42

12noon-1 PM 46 45 46 44 49 48 48 49 48 45

1-2 PM 44 43 45 47 51 45 48 48 47 42

2-3 PM 45 46 43 46 48 43 48 47 44 43

3-4 PM 43 44 43 47 47 42 44 42 43 42

4-5 PM 43 43 44 45 47 42 43 43 42 42

5-6 PM 42 42 42 42 42 40 42 42 42 42

6-7 PM 41 41 40 40 42 41 42 39 40 41

7-8 PM 40 38 37 38 39 39 41 39 38 38

8-9 PM 39 37 38 36 40 39 40 41 39 42

Leq day 42.42 42.78 42.65 43.68 46.52 43.56 44.54 43.96 43.80 41.89

Source: Field Study

Table-8.24: Day time Equivalent noise levels

S. No. Location Zone Value (dB(A))

Summer Monsoon Winter

1. N1 Residential 41.27 41.78 42.42

2. N2 Residential 41.46 41.99 42.78

3. N3 Residential 41.51 41.97 42.65

4. N4 Residential 42.05 42.34 43.68

5. N5 Residential 41.55 41.92 46.52

6. N6 Residential 41.54 41.72 43.56

7. N7 Residential 41.57 42.72 44.54

8. N8 Residential 41.5 42.29 43.96

9. N9 Residential 40.48 41.49 43.8

10. N10 Residential 40.29 40.99 41.89

Table-8.25 : Ambient Noise Standards

Area Code Category of Area Limits in dB (A) Leq

Day time Night time

A. Industrial Area 75 70

B. Commercial Area 65 55

C. Residential Area 55 45

D. Silence Zone 50 40

Notes: 1. Day time 6 AM and 9 PM

2. Night time is 9 PM and 6 AM

3. Silence zone is defined as areas upto 100 metres around such premises as

hospitals, educational institutions and courts. The silence zones are to be declared



by competent authority. Use of vehicular horns, loudspeakers and bursting of

crackers shall be banned in these zones.

4. Environment (Protection) Third Amendment Rules, 2000 Gazettee notification,

Government of India, date 14.2.2000.

The day time equivalent noise level at various sampling stations ranged from

40.5 to 41.2 dB (A) and 41.6 to 42.1 dB (A) and 42.9 to 44.0 dB(A) in monsoon,

winter and summer seasons respectively.

The night time equivalent noise level in summer season at various sampling

stations ranged from 40.29 to 42.05 dB(A). The day time equivalent noise level

in various seasons were well within the permissible limit specified for residential

area.

8.8 LAND USE PATTERN

Landuse describes how a patch of land is used (e.g. for agriculture, settlement,

forest), whereas land cover describes the materials (such as vegetation, rocks

or buildings) that are present on the surface. Accurate land use and land cover

identification is the key to most of the planning processes.

For the present study 5 Resourcesat-,LISS-III imageries are used. The details

are given as below:

RSAT, LISS-III Path 098, Row 049 dated 14.12.2016





The data was processed through ERDAS software package available with

WAPCOS.

The classified image of the study area is enclosed as Figure-8.4. The landuse

pattern of the study area is given in Table-8.26.

Table 8.26: Land use pattern of the study area of Pancheshwar Multipurpose Project

based on satellite data

S.No Category Area (ha) Percentage 1 River/ Water body 41773 2.90 2 Dense Vegetation 546414 37.95 3 Open Vegetation 574754 39.92 4 Barren area 150929 10.48 5 Terrace farming 102742 7.14 6 Snow 18781 1.30



S.No Category Area (ha) Percentage 7 Builtup area/Settlements 4515 0.31 Total 1439908 100.00

Source: Satellite Data

The major landuse category in the study area of Pancheshwar multipurpose

project is open vegetation, as it accounts for about 39.92% of the study area

followed by dense vegetation (37.95%). Barren land accounts for about 10.48%

of the study area. Snow covered area accounts about 1.30% of the study area.

Terrace farming & Settlements accounts for about 7.14% and 0.31% of the

study area respectively. The area under River/water body is 2.90% of the study

area.



Figure-8.4: Classified Image of the Study Area

CHAPTER-9

FLORAL ASPECTS


Chapter 9: Terristerial Ecological Aspects Page 1

CHAPTER-9

FLORAL ASPECTS

9.1 GENERAL

Before start of any Environmental Impact Assessment study, it is necessary to

identify the baseline levels of relevant environmental parameters which are

likely to be affected as a result of the construction and operation of the

proposed project. A similar approach has been adopted for conducting the

CEIA study for the proposed Pancheshwar Multipurpose Project. This Chapter

outlines the ecological aspects of both flora and fauna. The chapter is based on

primary data collection for three seasons and review of secondary data. The

three seasons covered for primary data collection includes monsoon, winter

and summer.

9.2 INTRODUCTION

Uttarakhand is situated in the north-western part of India and shares an

international boundary with China in the north and with Nepal in the east. The

northern most parts of the state are part of Greater Himalaya covered by high

peaks and glaciers and lower foothills are densely forested. The entire state

can be divided into three physiographic zones viz., the Himalayas, the Siwaliks

and the Terai region. The high altitude mountain ranges are totally snow

covered and serve as perennial source of water for the all downstream states.

The climate varies from tropical in the plain south areas to temperate in north.

The lower valleys are usually hot during summer and record maximum

temperature up to 450C while the higher reaches remain considerably cool

even in summer months (Srivastava and Singh, 2005). The average annual

rainfall is 1,550 mm. The great rivers like Ganga, Yamuna, Ramganga, Ghagra,

etc. originate from the glaciers of Himalaya.

General Thomas Hardwicke (1787-1835) was the first European to collect

plants from North-Western Himalaya from Alkananada valley. Sir Richard

Strachey and J.E. Winterbottom traveled extensively the hills of Kumaon and

collected over 2000 plant species which were finally transfererred to Hooker’s

Herbarium. A list of these plants (1852-1853) was published in 1882 and later

supplemented by Duthie in 1918. Osmaston (1927) also extensively surveyed

the Kumaon and adjoining portions of Garhwal and brought in bringing out

“Forest flora of Kumaon”. After the establishment of Northern Circle, Botanical

Survey of India (BSI) in 1956, M. A. Rau, T.A. Rau, U.C. Bhattacharya, S.K.



Mehrotra, R.R. Rao, B.P Uniyal, Surindra Singh, Bipin Balodi have extensively

explored the different parts of Kumaon and Garhwal. Among the recent workers

include Ghildyal (1957), Gupta (1956-57), Rau (1961), Mehrotra et. al. (1979),

Gaur (1982), Kala & Gaur (1982), Hajra (1983), Naithani (1984 -1985), Uniyal

et al, (1994) and many others. Apart from the floristic exploratory work, some

contributions have also been made on vegetation, medicinal, ethnobotanical

and ecology (Rawat et al., 1994; Mudgal and Hajra, 1999; Pande and Samant,

2001; Srivastava and Singh, 2005).

9.3 FLORA

9.3.1 Forest types in the project area

Uttarakhand is reported to have 45.82 per cent of its total geographic area under

forest cover, which includes very dense, moderately dense, open forest and

scrub (FSI, 2013). The major forest types occurring in the state are Tropical

Moist Deciduous, Tropical Dry Deciduous, Sub-tropical Pine, Himalayan Moist

Temperate, Himalayan Dry Temperate, Sub-alpine and Alpine forests. The

catchment area of the proposed Pancheshwar Multipurpose Project covers

almost of these forests. The forests in the project area fall in the Champawat

Forest Division.

The vegetation in these forests, particularly in lower valleys of the project area

comprises Tropical Moist Deciduous and Tropical Dry Deciduous forests. Sub-

tropical Pine and Himalayan Moist Temperate forest occur in the upper valleys.

In the entire valley of the catchment, the lower reaches are either covered by

open tropical moist deciduous and dry deciduous forests, while middle reaches

are patchy mixed pine forest interspersed with agricultural fields and orchards.

The forests present in the catchment area have been grouped into different

forest types and subtypes following the classification of Osmaston (1907),

Champion & Seth (1968), Negi (1989, 1996), Chowdhery (1996), Muddgal &

Hajra (1999) and Srivastava and Singh (2005). The major forest types found in

this catchment are discussed below.

3C/C2 Moist Sal-bearing forest

This forest type consists of extensive sal forests observed throughout in the

northern Indian belt, in the sub-Himalayan tract in area with rainfall is not less

than 1000 mm. These forests may be sub-divided into the following sub-types:



3C/ C2a Moist Siwalik sal forest

These are dense forests where sal accounts for a major part of the top storey.

They are found in the Shiwalik hills of eastern Himachal Pradesh, Garhwal and

Kumaon. The important tree species found in the top storey include Adina

cordifolia, Anogeissus latifolia, Lannea coromandelica, Pinus roxburghii,

Shorea robusta, Terminalia tomentosa, etc. Second storey consists of

moderate sized trees like Bauhinia purpurea, Holoptelea integrifolia, Ougeinia

oojeinensis, Phyllanthus emblica, etc. Among shrubs are Boehmeria

platyphylla, Clerodendrum viscosum, Colebrookea oppositifolia,

Dendrocalamus strictus, Lantana camara, Murraya koenigii, Woodfordia

fruticosa, etc. This type of forest is observed downstream of Lupda area,

Pancheshwar, Tadevia, Rodgada areas. Epiphytes and climbers are common.

The common climbers are Bauhinia vahlii, Cryptolepis buchanani, Dioscorea

bulbifera, Mucuna pruriens, Stephania glabra and Vallaris solanacea. The

common epiphytic orchids are species of Aerides, Bulbophyllum, Dendrobium,

etc. The dominant grasses in the forest include Chloris dolichostachya,

Chrysopogon serrulatus, Heteropogon contortus and Thysanolaena latifolia.

3C/ C2b Moist Bhabar Sal forest

These forests occur on the Bhabar slopes between the Shiwalik hills and the

Ganga plains. The important tree species found in the top storey include Adina

cordifolia, Ficus spp., Lagerstroemia parviflora, Lannea coromandelica, Shorea

robusta and Terminalia tomentosa. Second storey consists of species like

Bauhinia purpurea, Holoptelea integrifolia, Kydia calycina, Mallotus

philippenensis, Ougeinia oojeinensis, Phyllanthus emblica, Syzygium cumini,

etc. Shrubs are Bauhinia vahlii, Boehmeria platyphylla, Clerodendrum

viscosum, Colebrookea oppositifolia, Dendrocalamus strictus, Desmodium

spp., Lantana camara, Murraya koenigii, Woodfordia fruticosa, etc. This forest

type is observed downstream of Pancheshwar and near Khet areas. Epiphytes

and climbers are not common. The commonly observed climbers are Bauhinia

vahlii, Butea parviflora, Cryptolepis buchanani, Dioscorea bulbifera, Mucuna

pruriens, Stephania glabra and Vallaris solanacea.

5B/C2 Northern tropical dry mixed deciduous forest

This is an open dry deciduous forest with thin top canopy. The trees are mostly

deciduous and leafless during hot weather. The dominant tree species in this

forest are Acacia catechu, Aegle marmelos, Anogeissus latifolia, Bauhinia

purpurea, Bridelia retusa, Holoptelea integrifolia, Kydia calycina, Lannea

coromandelica, Ougeinia oojeinensis, Morinda citrifolia, etc. This forest type is



observed near dam site and Pancheshwar area. Shrubs are mostly semi-

deciduous such as Cassia mimosoides, Colebrookea oppositifolia, Murraya

koenigii, Randia dumetorum and Woodfordia fruticosa. Herbs are represented by

some tall grasses such as Neyraudia arundinacea, Saccharum spontaneum,

Thysanolaena latifolia, etc., which colonise the riverine soil.

9C1/b Upper or Himalayan Chir pine forest

This forest type is observed in lower Himalaya between 900-1800 m from

Jammu hills in the west to Sikkim in the east, towards upper limits they give

way to temperate forests. The top storey is dominated by chir pine and few

scattered deciduous species in the middle storey. Important tree species in the

middle storey are Engelhardtia spicata, Myrica esculenta, Pinus roxburghii,

Pyrus pashia, Quercus leucotrichophora, Sapindus mukorosii and Toona ciliata.

The common shrubs are Berberis asiatica, Indigofera heterantha, Leptodermis

lanceolata, Prinsepia utilis, Pyracantha crenulata, Rubus ellipticus, etc. This

type of forest is observed in Kimtoli area. Among herbs are Anaphalis contorta,

Artemisia nilagirica, Arundinella nepalensis, Capillipedium parviflorum,

Desmodium parviflorum, Eulalia mollis, Heteropogon contortus, Mischanthus

nepalensis, Saccharum rufipilus, Sporobolus diander, etc. are observed.

12/ C1a Banj Oak forests (Quercus leucotricophora)

This type of forest dominated by ban oak and found relatively in sites with

relatively higher moisture. These forests are found in the lower part of the

temperate belt of the western Himalaya. Important tree species in the forests

are Alnus nepalensis, Ilex dipyrena, Litsea umbrosa, Myrica esculenta, Pinus

roxburghii, Quercus leucotrichophora and Rhododendron arboreum. The

dominant shrubs are Benthamida capitata, Berberis aristata, Indigofera

heterantha, Leptodermis suaveolans, Rubus ellipticus and Viburnum

cotinifolium. This type forest is observed above Kimtoli and Lohaghat areas.

12/C1c Moist deodar forest

This is more or less pure forest of Deodar (Cedrus deodara) with low proportion

of other tree species. These forests are found in the temperate areas of

western Himalaya from Kashmir to Kumaon, between 1700-2500 m elevations.

Important trees found in the forests are Acer caesium, Aesculus indica, Betula

alnoides, Cedrus deodara, Pinus wallichiana, Quercus leucotrichophora etc.

Climbers and epiphytes are few. The prominent climbers are Clematis

montana, Parthenocissus semicordata, Rubia cordata, etc. Epiphytes are



represented by species of mosses, lichens and ferns. This type of forests is

observed above Lohaghat area and near Mayavati Ashram area.

9.3.2 Field studies

As a part of the CEIA Study, a detailed ecological survey was conducted at

different sites in the project area for various seasons. The seasons covered for

study are given as below:

Summer Season May-June 2015

Monsoon season August-Septamber 2015

Winter season December 2015-January 2016

9.3.3 Objectives

The ecological study of the surrounding area up to 10 km radius of propose

project has been conducted in order to understand the ecological status of the

existing flora and fauna to generate baseline information and evaluate the

probable impacts on the biological environment.

The objectives of the terrestrial ecological survey were to:

Preparation of comprehensive checklist of flora.

Determine frequency, abundance and density of different vegetation

component.

Importance value index of the dominant vegetation in the study area

of proposed project.

Estimation of ecological diversity of different plant communities

Identification and listing of Rare Endangered species –RET.

Identification and listing of plants of biologically, economical and

medicinal importance.

9.3.4 Sampling sites

Seven sampling sites were selected in the project area, where the land to be

acquired for dam site, reservoir and other project appurtenances. The sampling

sites selected for floral survey in the project site is given in Table-9.1. The

sampling location map is enclosed as Figure-9.1.



Table-9.1: Study sites for terrestrial ecology w.r.t. Project Appurtenances

Study sites Sampling locations

Site-(V1) downstream of Rupali dam site (right bank of Mahakali river)

Site-(V2) Near Rupali dam site (right bank of Mahakali)

Site-(V3) Near Pancheshwar dam site (downstream of Lupada, right bank of

Mahakali)

Site-(V4) Submergence area (downstream of confluence area i.e. river Mahakali

with Sarju)

Site-(V5) Upstream site (Punthuda, right bank of Sarju river)

Site- (V6) Upstream of Punthuda, right bank of Sarju river)

Site-(V7) Upstream site (Pancheshwar, left bank of Sarju river)

Site-(V8) Upstream site (Tadevia, right bank of Mahakali river)

Site-(V9) Upstream site (Lupada, left bank of Mahakali river)

9.3.5 Methodology applied for the study

For assessing the floral diversity in the study area both floristic survey and

quantitative analysis of vegetation were undertaken. Information regarding local

names and locality of the plants were recorded with the help of the locals and

forest staff. The quantitative analysis of vegetation was done by using quadrats

as sampling units. The quadrats were laid randomly in identified sites of the

project area. The vegetation analysis was undertaken by collecting numerical

community data for trees, shrubs, sapling and herbs from the randomly laid

quadrats. The size and number of quadrats needed were determined using the

species area curve (Misra, 1968). Trees were counted whose circumference at

breast height (i.e. cbh at 1.37 m from the ground) was greater than 30 cm (>

30cm). All individuals with 10-30 cm cbh were listed as saplings and shrubs.

The size of vegetation patches, 10 each random quadrates of 10mX10m size

were laid to study for tree, 5x5 m for shrubs and sapling, while herbs were

enumerated through 1 x 1 m quadrats. The community level studies of the

selected sites were conducted during different seasons (i.e., monsoon, winter

and summer season) for herbaceous vegetation and once for trees and shrubs.

During the survey, individuals within the quadrat were identified up to the

species level, and the numbers of individuals of each species in each quadrat

were counted. The GBH of all trees and shrubs were measured. Vegetation

composition was evaluated by analyzing the frequency, density, abundance

and importance value index (IVI) according to Mishra, (1968) and Curtis and

McIntosh. Based on the quadrat data, frequency, density and cover (basal

area) for each species were calculated using the following formula:



Density (ha-1) = (Total number of individuals of the species in all the

quadrats/total number of quadrats studied) multiplied by the factor depending

on the quadrat size to express on per hectare basis for trees and shrubs,

individual/m2 for herbs.

Frequency (%) = (Number of quadrats in which the species occurred/total

number of quadrats studied) × 100;

Basal cover is considered as the portion of ground surface occupied by a

species (Greig-Smith, 1983). Basal area = πr2 = C2/4 π Where, C = 2 πr (C =

Circumference at breast height; r = Radius)

Frequency indicates the number of sampling units in which a given species

occur and thus express the dispersion of various species. The density

represents the numerical strength of the species in the community. Based on

the quantitative characters like frequency, density, and dominance (Basal area

or cover) the overall dominance of a species on the entire community is

measured by analyzing the synthetic character called Importance Value Index

(IVI), Philips (1959) reported that IVI expresses the abundance and ecological

success of any species. The values of IVI were computed by the summation of

the value of relative frequency, relative density and relative dominance (Curtis

and McIntosh 1950 and 1951; Mishra, 1968). Relative values for frequency,

density and basal area were calculated by dividing the individual species value

by the total value multiplied by 100. The IVI values were tabulated in the

descending order. It helped in permitting the development of an abstract called

community type.

Diversity index

The herbaceous vegetation has been studied through tiller analysis. Separate

shoots appearing above the ground were counted as individual tiller. The

method was selected for study because it was difficult to decide where an

individual plant begins and where it ends. Grasses and sedges usually form

smaller and large tufts and the number of aerial shoots (culms) varies greatly

with the tufts as well as the species. Such a method provides a real picture of

the actual composition of herb age of mixed grassy vegetation. To assess

diversity of floral elements and structure of the plant community in different

study sites, diversity index was analyzed.



Shannon Weinner index (H)

It is calculated by using the following formula:

H = –

s

i

ii pp1

ln

where, s = the number of species

pi = the proportion of individuals or abundance of the ith

species expressed as a proportion of total cover

ln = log base n.

Identification of Rare, Endangered and Threatened plant species

Rare and endangered species were identified referring to the Red Data Book of

India, following the IUCN Red list of plants and other available literature, flora

and herbarium pertaining to the rare/endangered species of state of

Uttarakhand.

Medicinal & Economic important Plants

An Ethno botanical survey is carried out to identify the wild plants used by the

local peoples for different purposes.

9.3.6 Vegetation profile in the influence zone

The description of vegetation of the project area has been presented in terms of

zones which correspond to topographic/ elevational class within the study area

of the project. These are as follows:

i) Area between Lohaghat - Kimtoli and Lupada

ii) Area between Pancheshwar and Punthanwala (right bank of river Sarju)

iii) Tadeviya, Rodgaida, Bhura and up to Suraya Haldu (left bank of river

Mahakali)

iv) Area beyond Pancheshwar Confluence and up to Khet (along river

Sarada)

i) Area between Lohaghat - Kimtoli and Lupada

There are Banj oak forests, moist deodar (Cedrus deodara) and Hiamalayan

Chir pine (Pinus wallichina) forests are found above the Lohaghat in different

altitudinal ranges. Aesculus indica, Alnus nepalensis, Myrica esculenta, Pyrus

pashia, Quercus leucotrichophora, Rhododendron arboreum, etc are found to

occur scattered or in patches. In the lower storey Benthamidia capiata, Berberis



asiatica, Cotoneaster macrophyllus, Pyricantha crenulata, Rosa brunonii, etc

occur. At certain places pure stands of Cedrus deodara, Pinus wallichiana and

Quercus leucotrichophora can be seen. On dry slopes Berberis asiatica, Pyrus

pashia, Prinsepia utilis and Rubus ellipticus are dominant shrubs. Towards

Lupada is a gentle slope interspersed with terrace cultivation. At few places,

natural vegetation comprises of trees like Engelhardtia spicata, Pyrus pashia,

Myrica esculenta, Pinus roxburghii, Sapindus mukorossii, Toona ciliata, etc.

Along the edges of agricultural fields and forest clearings, Berberis asiatica,

Colebrookea oppositifolia, Inula cappa, Lantana camara, Rhus parviflora,

Rubus ellipticus, etc are the commonly observed woody shrub species.

At lower heights i.e. near the Lupada area, vegetation is dominated with moist

tropical and dry deciduous forests. The dominant tree species in the forest is

Sal (Shorea robusta). Other trees include Adina cordifolia, Pinus roxburghii,

Rhus punjabensis, Mallotus philippinensis, Holoptelea integrifolia, Ficus

bengalensis, Kydia calycina, Sapium insigne, Terminalia tomentosa, etc. The

common shrubs in the lower storey includes Colebrookea oppositifolia, Isodon

ternifolius, Rhus parviflora, Murraya koenigii, Morinda citrifolia, Urena lobata

and Woodfordia fruticosa. Epiphytes and climbers are not common. Among

climbers are Cayratia japonica, Cryptolepis buchanani, Dioscorea bulbifera,

Vallaris solanacea, etc. are observed.

ii) Area between Pancheshwar and Punthanwala (right bank of river

Sarju)

The lower reaches in this zone are characterized by moist Sal forests whereas

areas lying above Punthanwala have mixed dry deciduous forests. The river

terraces and nala fans are being stabilized by Haldu (Adina cordifolia), Khair

(Acacia catechu), Mahwa (Bassia latifolia), Khina (Sapium insigne), Toon

(Toona ciliata), Ruina (Mallotus philippinensis) and Khina (Ficus semicordata).

A few bushy trees of Ougeinia oojeinensis are visible on old clearings along the

road side and river course. They are very valuable as they nurse other trees

such as Acacia, Bassia, Bauhinia, Mallotus, Toona, etc. The lower reaches

dominated by sal trees gradually merge into mixed oak and pine forests in the

upper ridges.

The Sal, Mallotus, Toon and Mawa offer unique habitats for epiphytic orchids,

parasitic plants, climbers and ferns. The parasitic plant Scurrula elata was

observed on Ficus trees. A number of epiphytic orchids such as Aerides,

Bulbophyllum, Dendrobium, etc. are often found to occur in the area. The

bushes of some small trees and shrubs are covered with twining species such



as Cayratia, Cuscuata, Cynanchum, Dioscorea, Stephania and Vallaris. These

mixed forests are being lopped for fodder and fuel-wood in the area.

iii) Tadeviya, Rodgaida, Bhura and up to Suraya Haldu (left bank of

river Mahakali)

The river Mahakali originates from the glaciers of Nepal and descends below in

the area with Dhauli and Gauri river. The vegetation around Pancheshwar

temple is characterized by dry mixed deciduous forests. The dominant trees in

this zone are Syzygium cumini (Jamun), Anogeissus latifolia (Bakli), Aegle

marmelos (Bel), Adina cordifolia (Haldu), Holoptelea integrifolia (Dhamina), Rhus

punjabensis (Khechada), Acacia katechu (Babul), Ficus bengalensis (Bargad), F.

religiousus (Pipal), etc. The prominent shrubs include Colebrookea oppositifolia,

Lantana camara, Maytenus senegalensis, Murraya koenigii, Woodfordia

fruticosa, etc. The vegetation towards Tadeviya-Rodgada consists of few

deciduous trees such as Acacia catechu, Adina cordifolia, Aegle marmelos,

Anogeissus latifolia, Ficus bengalensis, Lagerstroemia parviflora, Phyllanthus

emblica, Rhus punjabensis and Sygygium cumini. Few large woody climbers like

Bauhnia vahlii, Cryptolepis buchanani, Mucuna pruriens, Vallaris solabnacea, etc

can be seen hanging on rocks and trees. Beyond Bhura up to Saurarya Haldu,

from the bank of river Mahakali is a moderate slope interspersed with terrace

cultivation. The natural vegetation comprises of Casearia glomerata, Ficus

bengalensis, Rhus parviflora, Ougeinia oojeinensis and Trema politora. At higher

elevations, these forests are characterized by Himalayan Chir or pine forests.

iv) Area beyond Pancheshwar Confluence and up to Khet (along river

Sharada)

This area predominantly has a Moist bhabar Sal and open dry deciduous

forests in lower reaches. In Pancheshwar and adjoining downstream Khet area

from the banks of Mahakali is a gentle slope with some terrace cultivation. Thin

patches of a bhabar sal trees are found in the forest right from Khet to Lupada.

At right bank of river Mahakali, dominant trees are Acacia catechu, Bischofia

javanica, Bombax ceiba, Bridelia retusa, Holoptelea integrifolia, Mallotus

philippinensis, Rhus punjabensis, Sapium insigne, Shorea robusta, Syzygium

cumini and Terminalia tomentosa occur on the lower reaches. The shrub

elements are composed of species like Cassia ternifolia, Girardiana diversifolia,

Lantana camara, Murraya koenigii, Urena lobata, Woodfordia fruticosa, etc.

Epiphytes and climbers are not common. Among climbers Atylosia indica,

Bauhinia vahlii, Cryptolepis buchanani, Dioscorea bulbiflora, Mucuna pruriens

and Stephana glabra are observed. The vegetation on the upper reaches is

sparse and open. Important trees include Adina cordifolia, Bassia latifolia,



Bischofia javanica, Boehmeria rugulosa, Ficus benghalensis, Holoptelea

integrifolia, Kydia calycina, Mallotus philippinensis, Ougeinia oojeinensis,

Phyllanthus emblica and Terminalia chebula. Predominant shrubs reported in

the stretch are Lanatana camara, Rhus parviflora, Urena lobata and Rubus

ellipticus. Above Lupada, the vegetation in this zone is sparse due to varied

biotic factors like various developmental activities viz., road construction, heavy

deforestation on account of tree felling and burning for preparation of

agricultural fields, grazing, etc.

9.3.7 Findings of the floral diversity in various seasons

The present report on the vegetation of project area is based on field survey

conducted during various seasons. The project area has been divided into four

zones based on project appurtenances in the river course i.e. dam axis site,

catchment area or submergence zone (u/s), and project influenced area d/s of

dam site following surrounding area upto 10km radius.

9.3.8 Floristic diversity

During the field survey, a total of 193 plant species belonging to 131 genera

and 61 families were recorded from the proposed project area. The findings of

the present study reveals that herbaceous group of plant contributed highest

number of species with 63 species (32.64%) followed by trees with 46 species

(23.83%), shrubs with 38 species (19.69%), grasses with 29 species (15.03%),

climbers with 11 species (5.70%), sedges with 5 (2.59%) and parasite with

single species (0.52%). The details of number of floral species recorded in

various seasons covered as a part of the field studies is given in Table-9.2 and

shown in Figure-9.1

Table -9.2: Vegetation composition of the study area in various seasons

Plant habit No. of species Percentage of species

Trees 46 23.83

Shrubs 38 19.69

Herbs 63 32.64

Climbers 11 5.70

Grasses 29 15.03

Sedges 5 2.59

Parasite 1 0.52

Total 193 100

Source: Field Study



Figure-9.1: Floristic composition of different life forms in the study area

The taxonomic group of species showed that angiosperms (monocot & dicot)

were the dominant component of the flora in the study area. The composition of

floristic elements of the study area consisted of 79.79% dicots, 19.69%

monocots and 0.52% of gymnosperm. The details of the floristic exploration

from the proposed project area are depicted inTable-9.3.

Table 9.3: Percentage composition of floristic elements in the study area

Plant division Family Genera Species

No. % No. % No. %

Dicots 55 90.16 131 79.88 154 79.79

Monocots 5 8.20 32 19.51 38 19.69

Gymnosperm 1 1.64 1 0.61 1 0.52

Total 61 164 193

Source: Field Study

The list of floral species recorded at various sampling locations of project area

in various seasons is given in Table-9.4.

Table-9.4: List of plant species recorded from the Pancheshwar Multipurpose

Project Area during conducted for various seasons

S.No. Botanical Name Local Name Family Habit Division

1. Acacia catechu (L. f.) Willd., Khair Mimosaceae Tree Dicot

2. Acalypha brachystachya

Hornem - Euphorbiaceae Herb Dicot.

3. Acalypha indica - Euphorbiaceae Herb Dicot

4. Achyranthes aspera L. - Amaranthaceae Herb Dicot.

5. Adhatoda zeylanica Mendik Bhaingish Acanthaceae Shrub Dicot.

6. Adina cordifolia Hook. f. Haldu Rubiaceae Tree Dicot

0

10

20

30

40

50

60

70

Trees Shrubs Herbs Climbers Grasses Sedges Parasite

No

.of

Spe

cie

s

Life forms




7. Aechmanthera gossypina

(Nees) Nees - Acanthaceae Shrub Dicot.

8. Aegle marmelos L. Bael Rutaceae Tree Dicot

9. Aerva sanguinolenta (L.)

Blume - Amaranthaceae Shrub Dicot.

10. Agave cantula Roxb. Rambans Agavaceae Shrub Dicot.

11. Ageratum conyzoides L. Visadodi Asteraceae Herb Dicot

12. Ajuga parviflora Benth. - Lamiaceae Herb Dicot.

13. Albizzia lebbek Benth. Siris Mimosaceae Tree Dicot

14. Amaranthus viridis L. - Amaranthaceae Herb Dicot.

15. Anogeissus latifolia Edgew. Daura Combretaceae Tree Dicot

16. Apluda aristata Tachlu Poaceae Grass Monocot

17. Apluda mutica L. - Poaceae Grass Monocot.

18. Aristida adscensionis L. - Poaceae Grass Monocot.

19. Artemisia nilagirica (Clarke)

Pamp. Kunja Asteraceae Shrub Dicot.

20. Artemisia scoparia waldstein

& Kitaibel - Asteraceae Herb Dicot.

21. Arthraxon lancifolius (Trin.)

Hochst - Poaceae Grass Monocot.

22. Artocarpus heterophylla

Lam., Kathahal/Jackfruit Moraceae Tree Dicot

23. Arundinella nepalensis Trin. - Poaceae Grass Monocot.

24. Arundo donax L. - Poaceae Grass Monocot.

25. Barleria cristata L. - Acanthaceae Herb Dicot.

26. Bauhinia vahlii Wight & Arn., Malu Caesalpiniaceae Climber Dicot

27. Bauhinia variegata L. Kachnar/Guiral Caesalpiniaceae Tree Dicot

28. Berberis lycium Royle Kingora Berberidaceae Shrub Dicot.

29. Bidens biternata (laur.) merill

& sherff - Asteraceae Herb Dicot.

30. Bidens pilosa L. - Asteraceae Herb Dicot.

31. Bischofia javanica Kain Bischofiaceae Tree Dicot

32. Boehmeria macrophylla

Hornem. - Ulmaceae Shrub Dicot.

33. Boehmeria rugulosa Wedd. Gethi Urticaceae Tree Dicot

34. Boerhavia diffusa L. Punarnava Nyctaginaceae Herb Dicot

35. Bombax ceiba Burm.f. Semal Bombacaceae Tree Dicot

36. Brachiaria reptans (L.) Gard.

& Hubb. - Poaceae Grass Monocot.

37. Buddleja crispa Benth. - Buddlejaceae Shrub Dicot.

38. Callicarpa arborea Ghiwala Lamiaceae Shrub Dicot




39. Calotropis procera (Aiton)

R.Br. Madar Asclepiadaceae Shrub Monocot

40. Cannabis sativa L. Hemp/Bhang Cannabaceae Herb Dicot.

41. Capillipedium assimile - Poaceae Grass Monocot

42. Carissa opaca Stapf ex

Haines Karonda Apocynaceae Shrub Dicot.

43. Casearia tomentosa Chilka Flacourtiacea Tree Dicot

44. Cassia fistula L. Amaltash Caesalpiniaceae Tree Dicot

45. Cassia occidentalis L. - Caesalpiniaceae Shrub Dicot.

46. Cassia tora L. - Caesalpiniaceae Herb Dicot

47. Cayratia japonica - Vitaceae Shrub Dicot

48. Celtis australis L. Kharak Ulmaceae Tree Dicot.

49. Chenopodium ambrosioides

L. - Chenopodiaceae Herb Dicot.

50. Chloris dolichostachya - Poaceae Grass Monocot

51. Chrysopogon serrulatus Trin. - Poaceae Grass Monocot.

52. Circium wallichii - Asteraceae Herb Dicot

53. Cissampelos pareira L. - Menispermaceae Climber Dicot.

54. Clinopodium umbrosum

(M.Bieb.) C. Koch - Lamiaceae Herb Dicot.

55. Colebrookia oppositifolia J.E.

Smith Bilmod Lamiaceae Shrub Dicot.

56. Commelina bengalensis - Commelinaceae Herb Monocot

57. Conyza canadensis (L.)

Cronquist - Asteraceae Herb Dicot.

58. Conyza japonica (Thunb.)

Less. ex DC. - Asteraceae Herb Dicot.

59. Corchorus aestuans - Tilliaceae Herb Dicot

60. Cordia dichotma Forst. L. Lisora Ehertiaceae Tree Dicot

61. Cryptolepis buchananii

Roemer & Schult. - Asclepiadaceae Climber Dicot.

62. Cuscuta reflexa Akas-bel Cuscutaceae Parasite Dicot

63. Cymbopogon martinii (Roxb.)

Wats. - Poaceae Grass Monocot.

64. Cynodon dactylon (L.)

Persoon Dhoob Poaceae Grass Monocot.

65. Cynoglossum lanceolatum

Forsk. - Boraginaceae Herb Dicot.

66. Cyperus distans L.f. - Cyperaceae Sedge Monocot.

67. Cyperus nutans Vahl - Cyperaceae Sedge Monocot.

68. Cyperus rotundus L. - Cyperaceae Sedge Monocot.

69. Dactyloctenium aegyptium - Poaceae Grass Monocot




70. Dalbergia sissoo Roxb. Sisham Fabaceae Tree Dicot

71. Datura stramonium L. Datura Solanaceae Shrub Dicot.

72. Dendrocalamus stricus Nees Bans Poaceae Grass Monocot

73. Desmodium gangeticum Salphani Fabaceae Herb Dicot

74. Dicleptera bupluroides - Acanthaceae Herb Dicot

75. Dioscorea bulbifera L. - Dioscoreaceae Climber Monocot.

76. Dioscorea melanophyma

prain & Burkill - Dioscoreaceae Climber Monocot.

77. Diploknema butyracea

(Roxb.) H.J. Lam Chura Sapotaceae Tree Dicot.

78. Eclipta prostrata (L.) L. - Asteraceae Herb Dicot

79. Eleusine indica (L.) Gaertner - Poaceae Grass Monocot.

80. Emilia sonchifolia (L.) DC. - Asteraceae Herb Dicot.

81. Engelhardtia spicata

Leschenoult ex Blume Mahuwa Juglandaceae Tree Dicot

82. Eragrostis minor Host. Gram.

Austr. - Poaceae Grass Monocot.

83. Eragrostis tenella - Poaceae Grass Monocot

84. Eriophorum comosum

(Wallich) Wallich ex Nees Bajua Cyperaceae Sedge Monocot.

85. Eupatorium adenophorum

Sprengel - Asteraceae Shrub Dicot.

86. Euphorbia heterophylla L. - Euphorbiaceae Herb Dicot.

87. Euphorbia hirta L. - Euphorbiaceae Herb Dicot.

88. Euphorbia royleana Boissier Chiun Euphorbiaceae Shrub Dicot.

89. Ficus auriculata Lour. Anjir Moraceae Tree Dicot.

90. Ficus benghalensis L. Bargad Moraceae Tree Dicot

91. Ficus hederacea Roxb. - Moraceae Shrub Dicot.

92. Ficus palmata Forsk. Bedu Moraceae Tree Dicot.

93. Ficus racemosa Roxb. Gular/Umar Moraceae Tree Dicot

94. Ficus religiosa L. Pipal Moraceae Tree Dicot

95. Ficus semicordata Buch.-

Ham. ex J.E. Smith Khaniya Moraceae Shrub Dicot.

96. Ficus virens Aiton Pilkhan Moraceae Tree Dicot.

97. Fimbristylis dichotoma (L.)

Vahl - Cyperaceae Sedge Monocot.

98. Flacourtia indica (Burm.f.)

Merrill Ranel Flacourtiacea Tree Dicot.

99. Geranium nepalense - Geraniaceae Herb Dicot

100. Glochidion velutinum Wight Bhairo Euphorbiaceae Shrub Dicot.

101. Grewia eriocarpa A.L.Juss Pharshanyi Tiliaceae Tree Dicot.




102. Grewia optiva J.R.

Drummond ex Burrett Bhimal Tiliaceae Tree Dicot.

103. Hedera nepalensis K. Koch - Araliaceae Climber Dicot.

104. Heteropogon contortus (L.)

P. Beauv. ex Roem. &

Schult. - Poaceae Grass Monocot.

105. Holoptelea integrifolia (Roxb)

Planch Banchila Ulmaceae Tree Dicot

106. Iindigofera heterantha

Wallich ex Brandis Sakina Fabaceae Shrub Dicot

107. Imperata cylindrica (L.)

P.Beauv. - Poaceae Grass Monocot.

108. Jatropha curcas L. Ratanjot Euphorbiaceae Shrub Dicot

109. Justicea simplex - Acanthaceae Herb Dicot

110. Justicia procumbens - Acanthaceae Herb Dicot

111. Kydia calycina Puli Malvaceae Tree Dicot

112. Lagerstroemia parviflora Seja Lytheraceae Tree Dicot

113. Lannea coromandelica

(Houttuyn) Merrill Gheen Anacaeaediac Tree Dicot

114. Lantana camara L. Lantana Verbenaceae Shrub Dicot.

115. Launia naudicaulis - Asteraceae Herb Dicot

116. Lecanthus wallichii Wedd. - Urticaceae Herb Dicot.

117. Leucas lanata Benth - Lamiaceae Herb Dicot.

118. Leucus cephalotus - Lamiaceae Herb Dicot

119. Lindernia ciliata (Colsm.)

Pennell - Scrophulariaceae Herb Dicot.

120. Mallotus philippensis (Lam.)

Muell.-Arg. Reohni Euphorbiaceae Tree Dicot.

121. Malvastrum

coromandelianum (L.)

Garcke - Malvaceae Herb Dicot.

122. Mangifera indica L. Aam Anacardiaceae Tree Dicot

123. Marsdenia roylei Wight - Asclepiadaceae Climber Dicot.

124. Maytenus senegalensis - Celastraceae Shrub Dicot

125. Melia azedarach L. Neem Meliaceae Tree Dicot

126. Melilotus alba - Fabaceae Herb Dicot

127. Micromeria biflora (Buch.

Ham.ex D.Don) - Lamiaceae Herb Dicot.

128. Millettia extensa (Benth.)

Baker Gauja Fabaceae Climber Dicot.

129. Mimosa pudica Chuee-Muyee Mimosaceae Herb Dicot

130. Mirabilis Jalapa L. Gulbakshi Nyctaginaceae Herb Dicot.




131. Morus alba L. Shahtoot Moraceae Tree Dicot.

132. Mucuna pruriens (L.) DC. Jagul/Kapikachhu Fabaceae Climber Dicot.

133. Murraya koenigii (L.)

Sprengel Karipatta Rutaceae Shrub Dicot.

134. Nepeta hindostana (Roth)

Haines - Lamiaceae Herb Dicot.

135. Neyraudia arundinacea - Poaceae Grass Monocot

136. Oplismenus compositus (L.)

P. Beauv. - Poaceae Grass Monocot.

137. Ougeinia oojeinensis (Roxb.)

Hochreutiner Sanjan Fabaceae Tree Dicot.

138. Oxalis corniculata L. - Oxalidaceae Herb Dicot.

139. Parthanium hysterophorus L. Gajarghas Asteraceae Herb Dicot.

140. Pennisetum orientale - Poaceae Grass Monocot

141. Perilla frutescens (L.) Britton - Lamiaceae Herb Dicot.

142. Phragmites karka (Retz.)

Trin. ex Steud. - Poaceae Grass Monocot.

143. Phyllanthus emblica L Amla Euphorbiaceae Tree Dicot

144. Pinus roxburghii Sargent Chir Pinaceae Tree Gymno.

145. Pistacia khinjuk Stocks Kakad Anacardiaceae Tree Dicot.

146. Poa annua - Poaceae Grass Monocot

147. Pogostemon benghalense

(Burn. F) kuntze - Lamiaceae Shrub Dicot

148. Polygala chinensis - Poligalaceae Herb Dicot

149. Polygonum barbatum L. - Poligonaceae Herb Dicot

150. Pupalia lappacea (L.) Juss. - Amaranthaceae Herb Dicot

151. Pyracantha crenulata

(D.Don) M. Roemer Firethorn Rosaceae Shrub Dicot

152. Pyrus pashia Buch.-Ham ex

D.Don Molu Rosaceae Tree Dicot.

153. Rabdosia coetsa (Buch.-

Ham. ex D.Don) - Lamiaceae Herb Dicot.

154. Rabdosia rugosa (Wallich ex

Benth.) - Lamiaceae Shrub Dicot.

155. Reinwardtia indica Dumortier Phinyuli Linaceae Herb Dicot.

156. Rhus parviflora Roxb. - Anacardiaceae Shrub Dicot.

157. Rhynchosia minima (L.) DC. - Fabaceae Herb Dicot.

158. Rhynchosia rothii Benth. ex

Aitchinson - Fabaceae Climber Dicot.

159. Ricinus communis L. Arendi Euphorbiaceae Tree Dicot

160. Roylea cinarea (D. Don)

Baillon - Lamiaceae Shrub Dicot.




161. Rubus ellipticus Smith Hinsar Rosaceae Shrub Dicot.

162. Rumex hastatus D.Don - Polygonaceae Herb Dicot.

163. Saccharum rifipilum - Poaceae Grass Monocot

164. Saccharum spontaneum L. Kans Poaceae Grass Monocot.

165. Sapium insigne (Royley)

Benth ex. Hook Khira Euphorbiaceae Tree Dicot

166. Setaria verticillata - Poaceae Grass Monocot

167. Shorea robusta Roxb. ex

Gaertner f., Sal Dipterocarpaceae Tree Dicot

168. Sida acuta Burm. F. - Malvaceae Herb Dicot.

169. Sida cordata (Burm. F.)

Borss. Waalk. - Malvaceae Herb Dicot.

170. Sida rhombifolia L. - Malvaceae Herb Dicot.

171. Siegesbeckia orientalis L. - Asteraceae Herb Dicot.

172. Smilax aspera L. - Smilacaceae Climber Dicot.

173. Solanum nigrum L. Makoi Solanaceae Herb Dicot.

174. Solanum surattense Burm. f. - Solanaceae Herb Dicot

175. Solanum viarum Dunal - Solanaceae Herb Dicot.

176. Sporobolus diander - Poaceae Grass Monocot

177. Stellaria media (L.) Villars - Caryophyllaceae Herb Dicot.

178. Sterculia villosa Roxb. Udal Sterculiaceae Tree Dicot

179. Syzygium cumini (L.) Skeels Jamun Myrtaceae Tree Dicot.

180. Tamarix ericoides Rott. Salt Cedar Tamaricaceae Shrub Dicot

181. Terminlia chebula Harra Combretaceae Tree Dicot

182. Thysanolaena maxima

(Roxb.) Kuntze Oneh Poaceae Grass Monocot.

183. Toona ciliata M. Roemer Toona Meliaceae Tree Dicot.

184. Trema politoria (Planchon)

Blume Basatiya Urticaceae Shrub Dicot

185. Tridax procumbens L. - Asteraceae Herb Dicot

186. Triumfetta rhomboidea

Jacquin - Tiliaceae Herb Dicot.

187. Urena lobata L. - Malvaceae Shrub Dicot.

188. Urtica ardens Link. Kandali Urticaceae Shrub Dicot.

189. Vitex negundo L. Shiyali Verbenaceae Shrub Dicot.

190. Woodfordia fruticosa (L.)

Kurz. Dhau Lythraceae Shrub Dicot.

191. Xanthium indicum Koenig - Asteraceae Herb Dicot.

192. Youngia japonica (L.) DC. - Asteraceae Herb Dicot.

193. Ziziphus mauritiana Lam. Ber Rhamnaceae Shrub Dicot.



9.3.9 Community characteristics at various sampling sites in various

seasons

In order to understand the community structure, vegetation sampling was

carried out at different locations in the project area.

1. Tree, shrub and sapling community

At sampling station downstream of dam site (right bank of Mahakali river)

(site,V1), the tree and sapling strata were dominated by Mallotus philippinensis

having maximum frequency and density. The associated species in the tree

layer were Rhus punjabensis, Holoptelea integrifolia, Syzygium cumini,

Terminalia tomentosa, Acacia catechu, Lannea coromandelica, Sapium

insigne, Kydia calycina, Lagerstroemia parviflora, Bombax ceiba and Adina

cordifolia. In the shrub stratum, Lanatana camara was the dominant species

having high density. Other competing species in the layer were Murraya

koenigii, Woodfordia fruticosa, Bauhinia vahlii, Ricinus communis, Colebrookea

oppositifolia and Solanum verbascifolium.

At sampling station near dam site (right bank of Mahakali) (V2), the tree and

sapling strata were dominated by Mallotus philippinensis having maximum

density (130 trees/ha). The associated species in the tree layer were Adina

cordifolia, Rhus punjabensis, Shorea robusta, Syzygium cumini, Acacia

catechu, Sapium insigne, Bombax ceiba, Callicarpa arborea, Terminalia

tomentosa, and Kydia calycina. In the shrub stratum, Lanatana camara was the

dominant species with high density. Other competing species in the layer were

Woodfordia fruticosa, Gerardiana diversifolia, Murraya koenigii, Bauhinia vahlii,

Isodon ternifolius and Myena spinosa.

At sampling station near dam site (downstream of Lupada, right bank of

Mahakali) (V3), the tree and sapling strata were dominated by Kydia calycina

having maximum frequency and density. The associated species in the tree

layer were Rhus punjabensis, Holoptelea integrifolia, Adina cordifolia, Trema

politora, Boehmeria rugulosa, Syzygium cumini, Ougeinia oojeinensis, Toona

ciliata, Mangifera indica, Bassia latifolia, Terminalia chebula, Bischofia javanica

and Lannea coromandelica. In the shrub stratum, Lantana camara was found to

be the dominant species having high density. Other competing species of the

layer were Wodfordia fruticosa, Murraya koenigii, Solanum verbascifolium,

Andrachne cordifolia and Bauhinia vahlii.

At sampling station submergence area (downstream of confluence area i.e.

river Mahakali with Sarju) (V4), the tree stratum was dominated by Syzygium



cumini having maximum frequency and density (120 trees/ha). The associated

species in the tree layer were Terminalia tomentosa, Rhus punjabensis,

Bridelia retusa, Grewia eriocarpa, Callicarpa arborea, Bischofia javanica,

Trema politora, Kydia calycia and Ficus subincisa. In the sapling stratum,

Mallotus philippinensis was found to be the most dominant species having high

density. In the shrub layer Lantana camara was found to be the most dominant

species having maximum density. Other competing species in thin layer were

Boehmeria polystachya, Urena lobata, Murraya koenigii, B. penduliflora, Isodon

ternifolius, Gerardiana diversifolia and Woodfordia fruticosa.

At sampling station upstream site (Punthuda, right bank of Sarju river) (V5), the

tree stratum was dominated by Trema politora having maximum frequency

(50%) and density (100 trees/ha). The associated species in the tree layer were

Syzygium cumini, Shorea robusta, Sapium insigne, Ficus semicordata,

Mangifera indica, Mallotus philippinensis, Ougeinia oojeinensis, Bassia latifolia,

Acacia catechu and Celtis australis. In the sapling stratum, Mallotus

philippinensis was found to be the most dominant species having maximum

density. In the shrub layer, Lantana camara was found to be the most dominant

species having maximum density. Other competing species in the layer were

Urtica dioica and Murraya koenigii.

At sampling station upstream site (upstream of Punthuda, right bank of Sarju

river) (V6), tree stratum was dominated by Syzygium cumini and Trema politora

and having maximum frequency density (40 trees/ha). The associated species

in the tree layer were Mallotus philippinensis, Sapium insigne, Toona ciliata,

Ficus semicordata, Acacia catechu and Ougeinia oojeinensis. In the sapling

stratum, Mallotus philippinensis was found to be the dominant species having

maximum density. In the shrub layer, Lantana camara was found to be the

most dominant species having maximum density. Other competing species in

this layer were Murraya koenigii, Woodfordia fruticosa and Bauhinia vahlii.

At sampling site upstream of Pancheshwar (left bank of Sarju river) (V7), tree

stratum was dominated by Holoptelea integrifolia having maximum frequency

(70%) and density (100 trees/ha). The associated species in the tree layer were

Rhus punjabensis, Acacia catechu, Ougeinia oojeinensis, Adina codifolia,

Aegle marmelos, Mallotus philippinensis, Syzygium cumini, Artocarpus lacucha,

and Anoegisus latifolia. In the sapling stratum, Rhus parviflora was found to be

the most dominant species having maximum density. In the shrub layer,

Lantana camara was the dominant species having maximum density. Other

competing species in the layer were Murraya koenigii, Meytenus senegalensis,

Colebrookea oppositifolia and Woodfordia fruticosa.



At sampling station upstream site (Tadevia, right bank of Mahakali river) (V8),

tree stratum was dominated by Holoptelea integrifolia and Mallotus

philippinensis having maximum density (40 trees/ha). The associated species

in the tree layer were Rhus punjabensis, Rhus parviflora, Sapium insigne,

Acacia catechu, Syzygium cumini, Lagerstremia parviflora, Phyllanthus

emblica, Ficus religiosa, Aegle marmelos, Casearia glomerata and Ougeinia

oojeinensis. In the sapling stratum, Rhus parviflora was found to be the

dominant species having maximum density. In the shrub layer, Lantana camara

was the dominant species having maximum density. Other competing species

in the layer were Murraya koenigii, Woodfordia fruticosa, Meytenus

senegalensis, Colebrookea oppositifolia and Bauhinia vahlii.

At sampling upstream site (Lupada, left bank of Mahakali river) (V9), tree and

sapling strata were dominated by Shorea robusta having maximum frequency

and density. The associated species in the tree layer were Mallotus

philippinensis, Kydia calycina, Sapium insigne, Holoptelea integrifolia,

Boehmeria rugulosa, Adina cordifolia, Rhus punjabensis, Morinda citrifolia,

Bischofia javanica, Acacia catechu, Ougeinia oojeinensis and Terminalia

tomentosa. In the shrub layer, Lantana camara was the dominant species

having maximum density. Other competing species in the layer were

Woodfordia fruticosa, Murraya koenigii, Bauhinia vahlii, Andrachne cordifolia,

Solanum verbascifolium and Colebrookea oppositifolia.

Across all the sites/stands the total tree density ranged from 250 trees/ha at

site, V6 (Upstream of Punthanwala, right bank of Sarju river) to 640 trees/ha at

site, V7 (Pancheshwar, left bank of Sarju). In the sapling stratum, the highest

total density was recorded at site, V7 (1880 individuals/ha). The total density for

shrubs ranged from 2560 to 6720 individuals/ha and comparatively higher

shrub density (6720 individual/ha) recorded at site V7 as compared to other

sites. The maximum individual shrub density (4960 individual/ha) was recorded

for Lantana camara near dam site (right bank of Mahakali). The dominance of

Lantana camara in all the sites may be due to its non paltable nature and

capability to grow in dry and disturbed places.

The total basal area ranged from 4.77 m2/ha at Upstream site 4 to 31.49 m2/ha

at site V1 (Punthuda, right bank of Sarju river). The lowest mean basal area

(0.007 m2/tree) was recorded for Morinda citrifolia at Dam site V3 (right bank of

Mahakali), while the highest basal area was recorded for Toona ciliata (0.287

m2/tree) at site V5 (Punthuda, right bank of Sarju). Syzygium cumini, Toona

ciliata, Adina cordifolia, were the dominant species with an IVI of 92.80, 70.01,

61.81 and 56.55 at site V4 (ubmergence area), site V5, site V7 and site V3



(dam site) respectively. The vegetation attributes of woody vegetation at

various sampling sites are given in Table-9.5.

Table -9.5: Vegetational attributes of woody vegetation at various sampling sites

S.No. Species Frequency

(F %)

Density

(Ind/ha)

TBC

(m2 /ha) IVI H’

V1

Downstream of Dam site (right bank of Maha

Mahakali river)

Trees

1 Lagerstroemia parviflora 10 20 0.23 9.83

2 Mallotus philippinensis 50 100 1.61 52.15

3 Holoptelea integrifolia 40 50 0.46 29.18

4 Acacia catechu 20 30 1.93 26.87

5 Rhus punjabensis 40 70 3.64 54.61

6 Sapium insigne 20 20 0.74 16.69

7 Terminalia tomentosa 20 30 2.89 33.08

8 Lannea coromadelica 20 20 0.18 13.10

9 Bombax ceiba 10 10 0.38 8.45

10 Kydia calycina 20 20 0.25 13.56

11 Syzygium cumini 20 40 2.58 33.44

12 Adina cordifolia 10 10 0.47 9.02

Total 420 15.38 2.25

Saplings



3 Trema politora 10 40 0.05 14.14

4 Callicarpa arborea 10 40 0.13 17.68

5 Phyllanthus emblica 20 80 0.21 33.26


Total 800 2.30 1.37

Shrubs

1 Lanatana camara 80 2880 3.30 188.59

2 Colebrookea oppositifolia 10 80 0.08 8.77

3 Murraya koenigii 40 400 0.46 39.95

4 Bauhinia vahlii 20 120 0.12 15.30

5 Woodfordia fruticosa 30 200 0.31 26.61

6 Solanum verbascifolium 10 40 0.08 7.57

7 Ricinus communis 20 80 0.07 13.31

Total 3800 4.42 0.92




(F %)

Density

(Ind/ha)

TBC

(m2 /ha) IVI H’

V2

Near Dam site (lower stretch, right bank of

MahaMahakali river)

Trees


2 Acacia catechu 30 30 4.20 27.19


4 Bombax ceiba 20 30 3.63 22.48




8 Sapium insigne 20 30 1.63 16.00


10 Lannea coromadelica 10 10 0.13 4.94

11 Kydia calycina 10 10 0.13 4.94

12 Shorea robusta 20 50 2.85 23.28

Total 600 30.86 2.16

Saplings




4 Morinda citrifolia 30 160 0.44 39.48

5 Boehmeria regulsa 10 40 0.13 11.50

6 Trema politora 10 40 0.11 11.17



9 Rhus parviflora 20 120 0.62 36.00

10 Shorea robusta 10 40 0.13 11.50

Total 1200 3.74 1.96

Shrubs

1 Lanatana camara 70 4960 8.89 204.96

2 Ricinus communis 10 80 0.07 7.57


4 Isodon ternifolius 10 80 0.07 7.53


6 Gerardiana diversifolia 10 320 0.29 13.52


8 Myena spinosa 10 40 0.04 6.56

Total 6120 10.45 0.80

V3 Dam site Upper stretch(downstreamof Lupada, right bank of Mahakali




(F %)

Density

(Ind/ha)

TBC

(m2 /ha) IVI H’

river)

Trees

1 Toona ciliata 20 20 0.91 15.57

2 Boehmeria rugulosa 20 30 0.60 14.68

3 Bischofia javanica 10 10 0.18 5.56

4 Kydia calycina 70 120 1.70 50.67

5 Mangifera indica 20 20 0.40 11.37



8 Syzygium cuminii 20 20 0.29 10.52


10 Trema politora 20 40 0.81 18.11

11 Ougenia oojiensis 20 20 0.32 10.69

12 Bassia latifolia 10 10 0.10 4.90


14 Sapium insigne 20 40 0.72 17.34

15 Meliusa velutina 10 10 0.20 5.72


17 Acacia catechu 10 10 1.35 15.12

18 Morinda tictoria 10 10 0.07 4.66

19 Lannea coromandelica 10 20 0.35 8.61

20 Terminalia chebula 10 10 0.20 5.69

Total 600 12.15 2.64

Saplings

1 Toona ciliata 10 80 0.28 16.91


3 Sapium insigne 10 80 0.18 14.96



6 Kydia calycina 70 400 2.59 117.07


8 Ougenia oojiensis 10 40 0.18 11.49

9 Rhus panjabensis 10 40 0.13 10.36


11 Trema politora 10 40 0.13 10.36

12 Morinda tictorea 20 120 0.43 27.80


Total 1160 4.96 2.17

Shrubs




(F %)

Density

(Ind/ha)

TBC

(m2 /ha) IVI H’

1 Lanatana camara 60 2480 2.84 156.27


3 Aracnide cordifolia 10 80 0.07 9.70

4 Woodfordia cordifolia 50 520 1.74 76.22




Total 3600 5.70 1.09

V4

Submergence area ( downstream of confluence area, right bank of

MahaMahakali river)

Trees

1 Bischofia javaniaca 10 10 0.41 7.04


3 Bridelia retusa 40 50 1.66 30.40



6 Syzygium cumini 60 120 11.56 92.80

7 Callicrpa arborea 20 20 0.99 14.77

8 Trema politora 10 10 0.39 6.95

9 Grewia eriocarpa 30 30 1.59 22.57

10 Kydia calycina 10 10 0.24 6.33

11 Ficus subsinca 10 10 0.81 8.68

Total 450 24.40 2.08

Saplings






6 Syzygium cuminii 10 40 0.15 11.49

1320 4.82 1.18

Shrubs


2 Urena lobata 40 240 0.21 28.66

3 Lantana indica 60 2440 2.57 143.61

4 Isodon ternifolius 10 80 0.07 8.10

5 Gerardiana diversifolia 10 80 0.07 8.04

6 Boehmeria pendulifera 10 200 0.19 13.51

7 B. polystachya 10 400 0.36 22.17




(F %)

Density

(Ind/ha)

TBC

(m2 /ha) IVI H’

8 Cassia ternifolius 20 120 0.24 17.52

9 Woodfordi fruticosa 10 40 0.05 6.54

10 Asparagusd racemosus 20 440 0.38 28.14

Total 4240 4.37 1.52

V5 Upstream site 1 (Punthuda, right bank of Sarju)

Trees

1 Shorea robusta 40 60 7.11 47.47

2 Trema plitora 50 100 0.85 39.12

3 Acacia catechu 10 10 0.72 7.44



6 Sapium insigne 50 50 0.96 28.83

7 Toona ciliata 20 20 5.75 28.57


9 Basia latifolia 10 10 1.56 10.11

10 Celtis australis 10 10 0.29 6.07

11 Ougenia oojeinensis 10 20 0.20 7.91

12 Ficus semicordata 20 50 1.47 21.37

Total 470 31.49 2.21

Saplings

1 Phoenix sylvestris 10 40 0.05 12.30

2 Trema politora 10 80 0.10 18.13


4 Shorea robusta 20 120 0.82 46.54




Total 880 4.20 1.70

Shrubs

1 Lanatana camara 60 2360 2.48 206.24

2 Murraya kenigii 40 320 0.37 57.84

3 Urtica dioica 10 400 0.46 35.93

Total 3080 3.31 0.704

V6

Upstream site 2 (upstream of

Punthuda)

Trees

1 Acacia catechu 20 20 0.57 22.20






(F %)

Density

(Ind/ha)

TBC

(m2 /ha) IVI H’

4 Sapium insigne 30 30 0.56 30.44

5 Toona ciliata 30 30 4.68 70.01


7 Trema politora 30 40 0.40 32.90

8 Celtis australis 10 10 0.35 11.68

9 Ficus semicordata 20 30 0.61 26.52


Total 250 10.41 2.19

Saplings

1 Shorea robusta 20 80 0.57 51.55

2 Trema politora 20 160 0.21 44.47





760 2.07 1.62

Shrubs

1 Lanatana camara 50 2120 2.23 207.14

2 Murraya kenigii 30 240 0.28 46.37

3 Woddfordia fruticosa 20 160 0.29 34.56


Total 110 2560 2.83 0.62

V7

Upstream site 3(Pancheshwar, left bank of

Sarju)

Trees


2 Dalbergia sissoo 10 10 0.13 4.32

3 Acacia catechu 40 80 2.05 29.47

4 Casearia glomerata 10 10 0.09 4.17



7 Aegle marmelos 30 60 0.91 19.68

8 Sapium insigne 30 30 0.90 14.95





13 Anoegisus latifolia 10 10 1.15 8.23

14 Artocarpus lacucha 10 20 1.44 10.91




(F %)

Density

(Ind/ha)

TBC

(m2 /ha) IVI H’

Total 640 26.09 2.40

Saplings


2 Rhus parviflora 70 720 14.47 97.25

3 Aegle marmelos 10 40 2.83 12.05



1880 50.73 1.28

Shrubs

1 Lantana indica 100 4560 51.55 181.60


3 Meytenus senegalensis 20 320 2.93 17.45



Total 6720 73.36 0.88

V8 Upstream site 4(Tadevia, right bank of Mahakali)

Trees



3 Aegle marmelos 10 10 0.13 9.99


5 Sapium insigne 20 20 0.40 23.07

6 Acacia catechu 20 20 0.23 19.41

7 Ficus bengalensis 10 10 0.38 15.36




11 Ficus religiosa 10 10 0.76 23.32


13 Lagerstroemia parviflora 20 20 0.17 18.22


Total 290 4.77 2.52

Saplings

1 Rhus parviflora 20 320 0.83 124.39

2 Aegle marmelos 10 40 0.05 19.87



Total 720 1.43 299.77 1.21

Shrubs




(F %)

Density

(Ind/ha)

TBC

(m2 /ha) IVI H’


2 Lantana camara 100 2960 3.39 215.93




Total 3720 4.20 0.735

V9

Upstream site 5(Lupada, right bank of Mahakali

river)

Trees


2 Bischofia javanica 10 10 0.15 6.17

3 Kydia calycina 30 40 0.57 21.27



6 Shorea robusta 70 160 7.85 102.76


8 Pinus roxburghii 10 10 2.58 20.64


10 Sapium insigne 30 40 1.05 24.17


12 Acacia catechu 10 10 0.51 8.29


14 Rhus paunjabensis 20 20 0.75 14.96


Total 470 16.76 2.27

Saplings




4 Shorea robusta 40 400 1.91 101.86





Total 1160 4.36 300.08 1.86

Shrubs


2 Lanatana camara 60 1800 2.06 150.51

3 Aracnide cordifolia 20 160 0.14 20.32




(F %)

Density

(Ind/ha)

TBC

(m2 /ha) IVI H’

4 Woodfordia cordifolia 40 440 0.50 50.87




Total 3040 3.56 1.33

TBC= Total Basal Cover; IVI = Importance value Index; H= Shannon Diversity Index

Source: Field Study

2. Herbaceous community

A. Monsoon season


(site,V1), Eulaliopsis binata was the dominant species having maximum density

(68000 plants/ha) during field study in monsoon season. It was followed by

Saccharum spontaneum (61000 plant/ha) and Conyza japonica (48000

plant/ha) in terms of density. As per IVI values, Eranthemum pulchellum was

the dominant species (54.26) followed by Conyza japonica (50.91), Saccharum

spontaneum (42.50) and Eulaliopsis binata (26.76). The lowest IVI of 2.56 was

recorded in Cissampelos pariera.

At sampling station near dam site (right bank of Mahakali) (V2), Saccharum

spontaneum was found to be dominant species having maximum density

(110000 plants/ha) during field study. It was followed by Apluda aristata (68000

plants/ha) and Chloris dolichostachya (44000 plants/ha) in terms of density.

Maximum value of IVI was observed in Saccharum spontaneum (66.72)

followed by Artemisia nilagirica (50.37), Chloris dolichostachya (31.28) and

Apluda aristata (25.72). The minimum IVI of 2.58 was noted for Lygodium

flexuosum.


Mahakali) (V3), Capillipedium assimile was found the dominant species having

maximum density (64000 plants/ha) during field study. It was followed by

Eriophorum comosum (39000 plants/ha), Adiantum incisum (22000 plants/ha)

and Thysanolaena latifolia (30000 plants/ha). Maximum value of IVI was

observed in Thysanolaena latifolia (41.00) followed by Artemisia nilagirica

(33.46), Capillipedium assimile (31.52) and Eriophorum comosum (20.65). The

lowest IVI of 2.61 was recorded in Cynodon dactylon.




river Mahakali with Sarju) (V4), Imperata cylindrica was observed as the

dominant species having maximum density (250000 plants/ha) during field

study. It was followed by Adiantum incisum (204000 plants/ha) and

Capillipedium assimile (113000 plants/ha) in terms of density. Maximum value

of IVI was observed in Imperata cylindrica (48.26) followed by Adiantum

incisum (42.56), Reinwardtia indiac (37.67), Capillipedium assimile (28.65) and

Perilla frutescens (23.62. The lowest IVI of 1.70 was recorded in Cissampelos

pariera.

At sampling station upstream site (Punthuda, right bank of Sarju river) (V5),

Cynodon dactylon was found the dominant species having maximum density

(96000 plants/ha) during field study. It was followed by Bothriochloa pertusa

(66000 plants/ha) and Ageratum conyzoides (48000 plants/ha). Maximum value

of IVI was observed in Cynodon dactylon (48.96) followed by Xanthium

strumarium (43.35), Ageratum conyzoides (36.19) and Bothriochloa pertusa

(25.65). The minimum IVI of 3.59 was noted for Conyza japonica.


river) (V6), Imperata cylindrica was found the dominant species having


Ageratum conyzoides (63000 plants/ha) and Capillipedium assimile (48000

plants/ha) in terms of density. Maximum value of IVI was observed in Ageratum

conyzoides (49.58) followed by Neyraudia arundincea (38.54), Imperata

cylindrica (26.27) and Ageratina adenophora (26.10). The lowest IVI of 3.19

was recorded in Perilla frutescens.

At sampling station upstream site (Pancheshwar, left bank of Sarju river) (V7),

Pogonatherum paniceum was found the dominant species having maximum

density (50000 plants/ha) during field study. It was followed by Saccharum

spontaneum (39000 plants/ha) in terms of density. Maximum value of IVI was

observed in Saccharum spontaneum (51.25) followed by Bidens bipinnata

(45.93), Pogonatherum paniceum (41.02) and Conyza japonica (33.51). The

lowest IVI of 4.00 was recorded in Vernonia cinerea and Urena lobata.


Neyraudia arundinacea was found the dominant species having maximum

density (92000 plants/ha) during field study. It was followed by Dichanthium

annulatum (89000 plants/ha) and Adiantum incisum (34000 plants/ha) in terms

of density. Maximum value of IVI was observed in Neyraudia arundinacea

(101.59) followed by Dichanthium annulatum (75.12) and Selaginella bryopteris

(22.54). The lowest IVI of 4.37was recorded in Cissampelos pariera.



At sampling upstream site (Lupada, left bank of Mahakali river) (V9),

Cymbopogon sp. was found the dominant species having maximum density

(62000 plants/ha) during field studies. It was followed by Imperata cylindrica

(50000 plants/ha) and Adiantum incisum (41000 plants/ha) and Saccharum

spontaneum (30000 plants/ha) in terms of density. Maximum value of IVI was

observed in Artemisia nilagirica (67.38) followed by Cymbopogon jwarancusa

(30.65), Saccharum spontaneum (29.70) and Adiantum incisum (26.26). The

lowest IVI of 3.69 was recorded in Bidens bipinnata and Conyza japonica. The

details are given in Table-9.6.

Table-9.6: Vegetational attributes of herbaceous vegetation of Pancheshwar

multipurpose project in Monsoon Season


(F %)

Density

(Ind/ha) IVI H’

V1, Downstream of Dam site (right bank of MahaMahakali river)

1 Eulaliopsis binata 10 68000 26.76

2 Bidens bipinnata 10 4000 3.71

3 Eranthemum pulchellum 60 24000 54.26

4 Blumea hieracifolia 20 3000 5.63

5 Pteris vittata 10 8000 7.32

6 Urena lobata 20 3000 8.44

7 Conyza japonica 70 48000 50.91

8 Justicia procumbens 20 5000 6.84

9 Saccharum spontaneum 40 61000 42.50

10 Parthenium hysterophorus 10 4000 5.25

11 Perilla frutescens 20 4000 12.48

12 Ageratina adenophora 20 13000 15.48

13 Oplismenus compositus 40 24000 17.16

14 Pogonatherum paniceum 10 10000 5.61

15 Cissampelos pariera 10 1000 2.56

16 Lygodium flexuosum 10 2000 2.90

17 Apluda aristata 10 20000 9.30

18 Ageratum conyzoides 20 10000 8.91

19 Chloris dolichostachya 10 2000 2.97

20 Equisetum ramosissimum 10 3000 3.66

Total 320000 2.42

V2 Near Dam site (right bank of MahaMahakali river)






(F %)

Density

(Ind/ha) IVI H’

3 Tridex procumbens 30 23000 13.60



6 Eriophorum comosum 10 18000 7.22


8 Artemisia nilagirica 30 25000 50.37

9 Roylea cinerea 10 4000 4.95

10 Heteropogon contortus 10 20000 8.33

11 Thysanolaena latifolia 10 14000 15.00

12 Urena lobata 20 4000 9.35


14 Oxalis corniculata 10 2000 2.81




18 Boerhavia diffusa 10 3000 3.50

Total 412000 2.36

V3 Dam site Upper stretch(downstream of Lupada, right bank

of Mahakali river)

1 Ageratina adenophorum 10 3000 5.68


3 Urena lobata 30 7000 12.61



6 Capillipedium assimile 50 64000 31.52

7 Cynodon dactylon 10 2000 2.61

8 Achyranthes aspera 20 9000 9.91

9 Reinwardtia indica 10 2000 4.24

10 Xanthium strumarium 10 2000 7.30


12 Aleuritopteris doniana 20 19000 10.11

13 Eranthemum pulchellum 10 3000 3.45

14 Adiantum incisum 40 31000 17.94

15 Micromeria biflora 20 17000 9.32


17 Rumex hastatus 10 2000 2.87


19 Cyrtococcum accrescens 10 10000 5.26

20 Artemisia scoparia 20 4000 6.58




(F %)

Density

(Ind/ha) IVI H’


22 Saccharum narenga 10 12000 16.13

23 Arundinella nepalensis 10 5000 3.85

25 Imperata cylindrica 10 8000 4.64



Total 353000 2.80

V4 Sumergence area (downstream of confluence area, right

bank of MahaMahakali river)







7 Perilla frutescens 20 14000 23.62




11 Geranium nepalense 10 4000 2.19

12 Sida cordifolia 10 2000 1.90

13 Dioscorea bulbifera 10 2000 1.96




17 Urena lobata 30 6000 8.81




21 Vicia sativa 40 37000 11.79




Total 836000 2.20





4 Cyperus rotundus 10 2000 3.61




(F %)

Density

(Ind/ha) IVI H’






10 Boerhvia diffusa 10 4000 4.45

11 Chrysopogon serrulatum 10 3000 4.07

12 Sida rhombifolia 10 5000 7.61


14 Calotropis procera 10 4000 9.91

15 Sonchus asper 10 3000 6.84


17 Bothriochloa pertusa 10 66000 25.65

18 Ajuga parviflora 10 2000 3.92


20 Aster molliusculus 10 10000 6.24

Total 350000 2.26

V6 Upstream site 2 (upstream of Punthuda, right bank of Sarju)


2 Corchorus aestuans 20 3000 7.58



5 Prunella frutescens 10 1000 3.19

6 Ajuga parvifolia 20 4000 7.15




10 Circium wallichii 10 1000 5.65



13 Launia naudicaulis 10 4000 4.32

14 Plectranthus ternifolius 20 2000 6.59





19 Neyraudia arundinacea 10 34000 38.54

Total 334000 2.34




(F %)

Density

(Ind/ha) IVI H’

V7 Upstream site 3 (Pancheshwar, left bank of Sarju)


2 Blumea hieracifolia 30 7000 18.81

3 Pteris biaurita 10 5000 6.38


5 Euphorbia prostrata 20 7000 9.53


7 Bothriochloa pertusa 20 22000 20.47

8 Carex myosurus 10 10000 9.03

9 Vernonia cinerea 10 1000 4.00




13 Euphorbia hirta 30 8000 12.77



16 Urena lobata 10 1000 4.00

Total 380 215000 2.37

V8 Upstream site 4 (Tadevia, right bank of Mahakali)


2 Dichanthium annulatum 80 89000 75.12

3 Selaginella bryopteris 20 38000 22.54

4 Leucus lanata 20 14000 15.65








Total 260 328000 1.87

V9 Upstream site 5 (Lupada, right bank of Mahakali river)


2 Chrysopogon serrulatum 10 8000 6.26


4 Cymbopogon jwarancusa 20 62000 30.65


6 Carex myosurus 10 14000 7.98




(F %)

Density

(Ind/ha) IVI H’





11 Rungia pectinata 10 8000 6.61












Total 310000 2.57

IVI = Importance value Index; H= Shannon Diversity Index

Source: Field Study

B. Winter season

Among the herbaceous species in winter season, Apluda aristata and

Saccharum spontaneum were the dominant species having maximum density

(44000 plants/ha) at At sampling station downstream of dam site (right bank of

Mahakali river) (site, V1). As per the IVI values, Conyza japonica was the most

dominant species (59.08) followed by Saccharum spontaneum (43.34),

Artemisia nilagirica (39.05) and Apluda aristata (33.44) during. The lowest IVI of

3.83 was recorded in Stephania glabra.

At sampling station near dam site (right bank of Mahakali) (V2),, Nephrolepis

auriculata was the dominant species having maximum density (32000

plants/ha) during field study. It was followed by Apluda aristata and Saccharum

spontaneum in terms of density. As per the IVI values, Artemisia nilagirica was

the most dominant species (75.73) followed by Oplismenus compositus (31.90),

Nephrolepis auriculata (30.28) and Saccharum spontaneum (30.14). The

lowest IVI of 10.93 was recorded in Xanthium strumarium.




Mahakali) (V3), Neyraudia arundinacea was found to be the most dominant

species having maximum density (92000 plants/ha) during field study. It was

followed by Apluda aristata (48000 plants/ha). Maximum value of IVI was

observed in Neyraudia arundinacea (95.63) followed by Apluda aristata (40.07),

Artemisia nilagirica (34.83) and Sida acuta (31.59). The minimum IVI of 4.25

was noted for Achyranthes aspera.


river Mahakali with Sarju) (V4), Imperata cylindrica was the dominant species

having maximum density (142000 plants/ha) during field study. It was followed

by Apluda aristata (58000 plants/ha). As per the IVI values, Imperata cylindrica

was the most dominant species (74.13) followed by Conyza japonica (40.43),

Apluda aristata (37.67) and Cymbopogon citratus (34.37). The minimum IVI of

4.10 was recorded in Stephania glabra.


Cynodon dactylon was the dominant species having maximum density (73000

plants/ha) during field study. It was followed by Parthenium hysterophorus

(23000 plants/ha). Maximum IVI was observed in Parthenium hysterophorus

(85.67) followed by Cynodon dactylon (70.23). The lowest IVI of 4.49 was

recorded in Polygala chinensis.


river) (V6),, Imperata cylindica was the dominant species having maximum

density (38000 plants/ha). It was followed by Apluda aristata (27000 plants/ha)

and Ageratum conyzoides (25000 plants/ha). Maximum IVI was observed in

Parthenium hysterophorus (61.05) followed by Ageratum conyzoides (36.36),

Imperata cylindrica (31.77) and Apluda aristata (25.10). The lowest IVI of 4.75

was recorded in Commelina benghalensis.

At At sampling station upstream site (Pancheshwar, left bank of Sarju river)

(V7), Nephrolepis auriculata was the dominant species having maximum

density (74000 plants/ha) during field study. It was followed by Chrysopogon

serrulatus (55000 plants/ha). Maximum IVI was observed in Parthenium

hysterophorus (61.33) followed by Nephrolepis auriculata (55.66), Chrysopogon

serrulatus (49.86) and Sida rhombifolia (46.38). The lowest IVI of 4.08 was

recorded in Euphorbia hirta.


Nephrolepis auriculata was the dominant species having maximum density

(30000 plants/ha) during field study. It was followed by Parthenium



hysterophorus (20000 plants/ha). Maximum IVI was observed in Parthenium

hysterophorus (86.41) followed by Chrysopogon serrulatus (32.36),

Nephrolepis auriculata (31.97), Sida rhombifolia (17.89) and Chloris

dolichostachya (11.55). The lowest IVI of 4.86 was recorded in Dicleptera

bupluroides.

At sampling upstream site (Lupada, left bank of Mahakali river) (V9), Apluda

aristata was the dominant species having maximum density (32000 plants/ha).

It was followed by Heteropogon contortus (28000 plants/ha). Maximum IVI was

observed in Artemisia nilagirica (36.46) followed by Ageratina adenophora

(29.29), Thysanolaena latifolia (27.91), Apluda aristata (26.31) and Neyraudia

arundinacea (19.11). The lowest IVI of 4.17 was recorded in Stephania glabra.

The details are given in Table-9.7.


multipurpose project in winter season

S.N. Species Frequency

(F %)

Density

(Ind/ha) IVI H’

V1 Downstream of Dam site (right bank of MahaMahakali river)






6 Stephania glabra 10 1000 3.83

7 Thysanolaena maxima 20 10000 25.12


9 Nephrolepis auriculata 20 20000 17.13



12 Abutilon indicum 20 4000 9.28



Total 210000 2.26



2 Urena lobata 20 2000 12.44







(F %)

Density

(Ind/ha) IVI H’







12 Abelmoschus manihot 20 3000 15.78

Total 162000 2.14

V3 Dam site Upper stretch(downstream of Lupada, right bank

of MahaMahakali river)




4 Urena lobata 10 1000 4.64


6 Bidens bipinnate 20 4000 9.37




10 Scutellaria linearis 30 10000 16.97


12 Sida acuta 30 10000 31.59



15 Hedyotis scandens 10 8000 8.17

Total 237000 2.02

V4 Sumergence area (downstream of confluence area, right bank of

MahaMahakali river)

1 Cymbopogon citratus 10 20000 34.37








9 Sida cordata 10 2000 4.26

10 Digitaria ciliaris 10 4000 4.97





(F %)

Density

(Ind/ha) IVI H’

12 Andrachne cordifolia 20 9000 11.12



15 Atylosia elongata 10 2000 4.26

16 Abutilon indicum 10 4000 6.71

17 Urena lobata 10 1000 5.75

Total 312000 1.86




3 Sida cordata 20 5000 14.66


5 Dactyloctenium aegyptium 20 3000 10.47



8 Polygala chinensis 10 1000 4.49

9 Melilotus alba 10 10000 10.40

10 Commelina benghalensis 10 2000 5.37

11 Chrysopogon serrulatus 10 10000 11.47


13 Eragrostis tenella 10 12000 11.49

Total 181000 2.01

V6 Upstream site 2 (upstream of Punthuda, right bank of Sarju)

1 Dactyloctenium aegyptium 10 2000 5.10







8 Melilotus alba 10 10000 9.67


10 Adiantum lunulatum 20 6000 10.25

11 Sigesbeckia orientalis 10 4000 19.99









(F %)

Density

(Ind/ha) IVI H’

Total 188000 2.46








7 Justicea simplex 10 2000 4.28





12 Cynoglosum zeylanicum 10 1000 4.99



15 Dicleptera bupluroides 10 2000 4.28


Total 244000 2.07




3 Adiantum lunulatum 20 5000 9.87



6 Justicea simplex 20 6000 11.55










16 Dicleptera bupluroides 10 2000 4.86


Total 156000 2.48

V9 Upstream site 5 (Lupada, right bank of MahaMahakali river)




(F %)

Density

(Ind/ha) IVI H’


2 Conyza stricta 20 8000 15.77



5 Scizesbeckia orientalis 10 4000 9.11






11 Scutelaria linearis 30 10000 16.67



14 Sida acuta 20 7000 17.51




18 Eriphorum comosum 10 5000 5.95


Total 215000 2.67

IVI = Importance value Index; H= Shannon Diversity Index

Source: Field Study

C. Summer season


(site,V1) Saccharum spontaneum was the dominant species having maximum

density (52000 plants/ha) during the field study in summer season. It was

followed by Ageratum conyzoides (28000 plant/ha) and Parthanium

hysterophorus (48000 plant/ha) in terms of density. As per IVI a value,

Heteropogon contortus was found to be dominant species (51.74) followed by

Saccharum spontaneum (43.85) and Cymbopogon martinii (36.85). The lowest

IVI of 1.41 was recorded for Xanthium indicum.

At sampling station near dam site (right bank of Mahakali) (V2), Parthanium

hysterophorus was found to be the dominant species having maximum density

(480000 plants/ha) during summer season. It was followed by Cymbopogon

martinii (46000 plants/ha) and Saccharum spontaneum (36000 plants/ha). In

terms of IVI, Maximum value was observed for Cymbopogon martinii (52.81

followed by Saccharum spontaneum (49.31) and Cynodon dactylon (35.12).



The minimum value of IVI 2.41 was recoeded for Boerhavia diffusa. Frequency

value ranged from 10% to 50%.


Mahakali) (V3), Cynodon dactylon was found the dominant species having

maximum density (42000 plants/ha) during summer season. It was followed by

Saccharum spontaneum (38000 plants/ha) and Parthanium hysterophorus

(31000 plants/ha). Maximum value of IVI was observed for Chrysopogon

serrulatus (42.45) followed by Heteropogon contortus (38.09), Saccharum

spontaneum (35.41) and Cymbopogon martinii (32.14). The lowest value of IVI

(3.05) was recorded for Sida cordata.


river Mahakali with Sarju) (V4), Heteropogon contortus was observed as the

dominant species having maximum density (680000 plants/ha). It was followed

by Eriophorum comosum (52000 plants/ha) and Parthanium hysterophorus

(40000 plants/ha) in terms of density. The highest value of IVI was observed for

Parthanium hysterophorus (46.32) followed by Heteropogon contortus (42.56),

Eriophorum comosum (35.76) and Cynodon dactylon (24.98). The lowest IVI of

3.07 was recorded for Chenopodium ambrosioides.


Heteropogon contortus was found the dominant species having maximum

density (58000 plant/ha) and Saccharum spontaneum (48000 plants/ha).

Maximum value of IVI was observed for Imperata cylindrica (46.54) followed by

Saccharum spontaneum (38.60), Heteropogon contortus (37.87) and

Parthanium hysterophorus (34.76). The lowest value of IVI (1.76) was recorded

for Micromeria biflora. Frequency value ranged from 10% to 50%.


river) (V6), Imperata cylindrica was found the dominant species having


Parthanium hysterophorus (46000 plants/ha) and Artemisia nilagirica (39000

plants/ha) in terms of density. Maximum value of IVI was observed for

Heteropogon contortus (39.58) followed by Imperata cylindrica (37.21) and

Parthanium hysterophorus (34.45). The lowest IVI of 1.32 was recorded for

Emilia sonchifolia. Frequency value ranged from 10% to 40%.

At sampling station upstream site (Pancheshwar, left bank of Sarju river) (V7),

Heteropogon contortus was found the dominant species having maximum

density (54000 plants/ha) during field study. Species like Parthanium

hysterophorus, Cynodon dactylon, Imperata cylindrica were the co-dominant



species at this site. Maximum value of IVI was observed for Heteropogon

contortus (41.32) followed by Chrysopogon serrulatus (31.52) and Imperata

cylindrica (28.25). The lowest IVI of 1.85 was recorded for Malvastrum

coromandelianum.


Chrysopogon serrulatus was found the dominant species having maximum

density (77000 plants/ha) during field study. It was followed by Heteropogon

contortus (72000 plants/ha) and Parthanium hysterophorus (43000 plants/ha) in

terms of density. Maximum value of IVI was observed for Apluda mutica (50.15)

followed by Heteropogon contortus (46.25) and Imperata cylindrica (35.85). The

lowest IVI of 2.15 was recorded for Youngia japonica.

At sampling upstream site (Lupada, left bank of Mahakali river) (V9),

Phragmites karka was found the dominant species having maximum density

(64000 plants/ha) during field study. It was followed by Heteropogon contortus

(47000 plants/ha) and Imperata cylindrica (41000 plants/ha) in terms of density.

The highest value of IVI was observed for Parthanium hysterophorus (35.63)

followed by Heteropogon contortus (34.56) and Phragmites karka (26.26). The

lowest IVI of 1.54 was recorded for Euphorbia hirta. The details are given in

Table-9.8.


multipurpose project in Summer Season

Site Species

Frequency

(%)

Density

(/ha) IVI H’

V1, Downstream of Dam site (right bank of Maha Mahakali

river)


2 Tridax procumbens 10 12000 5.21

4 Cymbopogon martinii 30 10000 36.85




8 Parthanium hysterophorus 20 24000 35.76

9 Xanthium indicum 10 2000 1.41




13 Arthraxon lancifolius 30 4000 14.35





Site Species

Frequency

(%)

Density

(/ha) IVI H’

16 Bidens biternata 10 4000 8.36

17

Chenopodium

ambrosioides 10 3000 5.58

18 Rhynchosia minima 20 5000 7.45

19

Malvastrum

coromandelianum 10 6000 7.57

20 Sida cordata 20 2000 2.45

21 Lindernia ciliata 10 4000 4.58

Total

206000

2.53


1 Eragrostis tenallaHost. 20 32000 6.58



4 Conyza canadensis 20 8000 7.65



7 Eclipta prostrata 20 4000 4.26



10 Emilia sonchifolia 10 20000 7.25







17 Solanum nigrum 10 8000 9.65



Total

329400

2.27

V3 Dam site Upper stretch(downstream of Lupada, right













Site Species

Frequency

(%)

Density

(/ha) IVI H’





14

Malvastrum


15 Sida cordata 20 2000 3.05





20 Solanum nigrum 10 4000 6.42



Total

262000

2.24

V4 Sumergence area (downstream of confluence area, right



2 Xanthium indicum Koenig 20 4000 5.9








10

Chenopodium


11 Rhynchosia minima 10 1000 7.86

12

Malvastrum


13 Sida cordata 10 1800 5.43





18 Phragmites karka 40 34000 16.43

19 Siegesbeckia orientalis 10 3000 3.65

20 Youngia japonica 10 2000 3.89

21 Cynoglossum lanceolatum 20 1000 4.4



Site Species

Frequency

(%)

Density

(/ha) IVI H’

22 Vicia sativa 10 2000 6.45

Total

339200

2.35










9

Malvastrum






14 Nepeta hindostana 10 2000 3.05

15 Sida acuta Burm. 10 1000 4.76




19 Circium wallichii 20 24000 7.65


Total

325000

2.28

V6 Upstream site 2 (upstream of Punthuda, right bank of

Sarju)



3 Xanthium indicum Koenig 10 3000 5.14





8 Sida acuta Burm. 10 1000 4.36









Site Species

Frequency

(%)

Density

(/ha) IVI H’


16

Malvastrum





20 Sida cordata 20 2000 5.14




Total

376000

2.19


1 Sida acuta 20 12000 7.35









10

Chenopodium


11 Sida cordata 20 6000 4.95







18

Malvastrum




Total 420 346000 300 2.05









Site Species

Frequency

(%)

Density

(/ha) IVI H’


7

Malvastrum




10 Apluda mutica 30 42000 50.15

11 Youngia japonica 20 4000 2.15


13 Nepeta hindostana 20 6000 7.45




17 Sida cordata 10 1000 5.53

Total

343000

2.11

V9 Upstream site 5 (Lupada, right bank of Mahakali river)


2 Sida acuta 10 8000 6.52









11

Malvastrum





15 Sida cordata 10 2000 6.26





Total

414000

2.37

Source: Field Study



9.3.10 Species diversity

The diversity index value (H) for the tree layer ranged from 2.08 at site V4

(downstream of Confluence area, right bank of Mahakali river) to 2.64 at site V3

(downstream of Lupada, right bank of Mahakali river). The species diversity for

sapling and shrub strata ranged from 1.18 to 2.17 and 0.70 to 1.52, respectively

(Table-9.5). The low diversity in the tree layer especially at site V4

(submergence area), site V5 & site V6 can be attributed to the human activities

in the area. All the forest sites except the Dam site upper stretch are under

increasing biotic pressure due to timber, fuel-wood, fodder collection and

agricultural purposes. These pressures not only results in the degradation of

valuable forest but also affects the regeneration potential. The distribution of

plant species in this region depends largely on altitude and climatic variables.

Shrub diversity was recorded higher on the highly disturbed site (i.e.

submergence area) as compared to other forest sites because opening of

canopy provides high opportunity for the recruitment of shrubs.

The value of species diversity (H’) for the herbaceous layer in monsoon season

ranged from 1.87 (site V8, (Tadevia right bank of river Mahakali) to 2.80 (site

V3 (Pancheshwar dam site, right bank of river Mahakali), respectively (Table-

9.6). In winter season, species diversity ranged from 1.86 (At site, V4 to 2.67

(site,V9) in monsoon season (Table-9.7) while it was ranged from 2.05 ( site-

V1, downstream of dam site (right bank of Mahakali river) to 2.53 (site-V7,

Pancheshwar, left bank of Sarju) in summer season (Table-9.8). The greater

number of early colonizing herb on the disturbed site was due to anthropogenic

disturbances.

9.3.11 Lower plant diversity

Cryptogamic flora of Uttarakhand is very rich with a diverse species

composition. However, studies on this component of the flora are largely

lacking. The state represents about 521 species, 2 subspecies and 18 varieties

of lichens belonging to 125 genera under 48 families. Dixit and Kumar (2001)

listed 487 species of pteridophytes belonging to 108 genera and 50 families

from India, of these 10 species and 2 varieties confined their distribution only to

Uttarakhand. A list of some woodrotting fungi, mosses, lichens and ferns

recorded in the influence zone are given in Table-9.9:



Table-9.9: List of lower plant species recorded from the study sites

Species Habit

Woodrotting Fungi

Atheliaceae

Daedalea dickinsii Epiphytic woodrotting fungi

Coniophoraceae

Laetiporus sulphureus Epiphytic woodrotting fungi

Phanerochetaceae

Fomes fomentarius Epiphytic woodrotting fungi

Hexagonia tenuis Epiphytic woodrotting fungi

Mosses

Polytrichaceae

Atrichum undulatum terrestrial moss

Funariaceae

Funaria hygrometrica terrestrial moss

Fissidentceae

Fissidens bryoides terrestrial moss

Dicranaceae

Campylopus gracilis terrestrial moss

Brachytheceae

Brachythecium campestre terrestrial/epiphytic moss

Liverworts

Aytoniaceae

Plagiochasma intermedium terrestrial

Marchantiaceae

Marchntia paleacea terrestrial

Anthocerotaceae

Anthoceros angustus terrestrial

Lichens

Parmeliaceae

Bulbothrix meizospora epiphytic lichen

Cladoniaceae

Cladonia cartilaginea epiphytic lichen

Physciaceae

Heteroderma diademata epiphytic lichen

Pteridophytes

Equisetaceae

Equisetum ramosissimum herb

Selginellaceae



Seleginella chrysocaulos herb

Marsileaceae

Marsilea minuta herb

Gleicheniaceae

Dicranopteris linearis herb

Lygodiaceae

Lygodium flexuosum twining herb

Adiantaceae

Adiantum lunulatum herb

Adiantum capillus-veneris herb

Pteridaceae

Nephrolepis auriculata herb

Pteris vittata herb

Pteridiaceae

Pteridium aquilinum herb

Sinopteridaceae

Aleuritopteris doniana herb

Source: Srivastava & Singh, 2005 ; Dandotiya et al, 2011, Prasar & Lalita, 2013,

Alam, 2013

9.3.12 Economically important plants

Medicinal plants

Uttarakhand is one of the remotest hilly states in India and harbours the highest

number of plant species known for medicinal properties among all the Indian

Hiamlayan states (Kala, 2004). The majority of the human population lives in

the rural areas. The local people inhabited in the various pockets of forest

areas use these plants in various ailments for curing their diseases. Due to

isolation and poor access to modern medical facilities, the inhabitants of the

area still dependent on traditional Vaidyas for treating diseases (Nautiyal &

Dewan 2001; Nautiyal & Gaira, 2004; Dhyani & Kala 2005; Kala 2000, 2005;

Gangwar et al, 2010).

Some of the plants like Achyranthes aspera, Acorus calamus, Aegle marmelos,

Artemisia nilagirica, Celastrus paniculatus, Clerodendrum serratum, Holarrhena

pubescens, Murraya koenigii, Oroxylum indicum, Stephania glabra, Terminalia

chebula, Tinospora cordifolia, Tridex parviflora, Viola biflora, etc are important

medicinal plants occurring in the lower foot hill of tropical zone. The list of some

medicinally important plant species found in the project area given in Table-

9.10.



Table-9.10: Some important medicinal plants of the project area

Sl.No. Plant Species Vern./ Local Name Part/s used

Menispermaceae

1. Stephania glabra Gindaru Tuber

2. Tinospora cordifolia Gileh Stem

Bombacaceae

3. Bombax ceiba Semal Fibre,Vegetables

Malvaceae

4. Sida rhombifolia Khrenti Roots

5. Urena lobata Sokomara Roots

Sterculaceae

6. Abroma angusta Ulatkambal Capsule

Rutaceae

7. Aegle marmelos Bel Leaves; Fruits

Meliaceae

8. Melia azedarach Bakyan Fruit

Celastraceae

9. Celastrus paniculata Jyotishmati Roots

Papilionaceae

10. Ougeinia oojeinensis Sandan Bark, leaves

Mimosaceae

11. Acacia catechu Khair Bark

Combretaceae

12. Terminalia chebula - Fruit

13. Anoegeissus latifolia Dhaura Bark

Myrtaceae

14. Syzygium cumini Jamun Fruits

Lythraceae

15. Woodfordia fruticosa Dha Flowers

Rubiaceae

16. Randia dumetorum Mindphal Fruits

Asteraceae

17. Ageratum conyzoides - Leaves

18. Artemisia nilagirica Kunja Leaves, flower buds

Apocynaceae

19. Holarrhena pubescens Indra-jau Fruits

Asclepiadceae

20. Cryptolepis buchanani Dudi Leaves, roots

Bignoniaceae

21. Oroxylum indicum Pharri Bark

Verbenaceae

22. Clerodendrum serratum Begyo Roots

23. Vitex negundo Ningori Leaves

Nyctaginaceae



24. Boerhavia diffusa Punernava Whole plant

Amaranthaceae

25. Achyranthes aspera Chirchita Leaves

Euphorbiaceae

26. Sapium insigne Khina Leaves

27. Phyllanthus emblica Amla Fruit

28. Euphorbia hirta Dudhi Roots

Canabinaceae

29. Cannabis sativa Bhang Leaves

Liliaceae

30. Asparagus racemosus Satawar Roots

Acoraceae

31. Acorus calamus Vach Rhizome

9.3.13 Edible Plants

There are large numbers of edible flowering plants found wild in the area and

used in the daily life in the form of fruits, flowers, rhizomes, tubers, leaves, etc.

These include: Fruits of Aegle marmelos, Bassia latifolia, Ficus palmata, F.

semicordata, Rubus ellipticus, Syzygium cumini, Zizyphus mauritiana, etc are

eaten at ripening, Flower buds and fruits cooked as vegetables such as

Bauhinia purpurea, Bombax ceiba, Ficus auriculata, etc. Roots/rhizomes of

Colocasia esculenta (Arabi), Dioscorea bulbifera (Genthi), D. alata (Teru) and

young leaves of Urtica dioica (Kandali) and Girardinia diversifolia (Dholan) are

cooked as vegetables.

9.3.14 Timber Yielding Plants

Important timber yielding species of the project area include Adina cordifolia

(Haldu), Dalbergia sissoo (Shisham), Ougeinia oojeinensis (Sandan), Pinus

roxburghii (Chir), Shorea robusta (Sal), Terminalia tomentosa (Asan) and

Toona ciliate (Toon).

9.3.15 Fibre Yielding Plants

The important fibre yielding species of the area are Bombax ceiba, Bauhinia

vahlii, Cannabis sativa, Grewia optiva, Gerardiana diversifolia, etc.



9.3.16 Rarity and Endemism

As per Red Data Book of Indian plants and following IUCN red list of

Threatened plants, no rare, endemic and threatened plant species are reported

from the project area.

Rupaligad (Khet) Dam axis site Downstream area of Rupaligad dam

D/S of Pancheshwar dam axis Pancheshwar Dam axis site



Plate-9.1: Confluence of MahaMahakali and Sarju river at Pancheshwar

Murraya koenigii Calotropis procera

Boehmeria rugulosa Euphorbia royleana



Vitex negundo Tamarix ericoides

Plate-9.2: Shrub diversity in the study area

Solanum nigrum Portulaca sp

Thysanolaena maxima Artemisia nilagirica

Plate-9.3: Some herbaceous species found in the study area



Adiantum capillus- veneri

s(terrestrial fern) Pteris vittata(terrestrial fern)

Mosses Plasmochasma intermedium

(Liverworts)

Nephrolepis auriculata (terrestrial fern)

Plate-9.4- Lower plant diversity in study area

CHAPTER-10

FAUNAL ASPECTS


Chapter 10: Faunal Aspects Page 1

CHAPTER-10

FAUNAL ASPECTS

10.1 INTRODUCTION

The zone of influence of Pancheshwar Multipurpose Project is characterized by

highly undulating topography; the tall forested mountains are intersected by

deep river gorges in the vicinity. The Influence area extends nearly from 400 m

to 2100 m and covered with tropical, sub-tropical and temperate elements.

Entire region is arid for most of the months in general and experienced with

heavy rains in monsoon season. The elevational variation and composite land

use/land cover in such small area make this region fairly rich and diverse in the

floral and faunal elements.

Left bank of Mahakali river in the influence zone comes under the jurisdiction of

Nepal while right bank falls in Indian territory. Nepalese territory harbours rich

forest cover and sparse human population. Indian territory is relatively rich in

human population and agricultural activities. Though, entire influence area is

sparse in human population density.

The proposed Pancheshwar Multipurpose Project envisages one of the highest

dams in India and Nepal, which would lead to significant impacts on the

ecological, religious and spiritual values of this region. On the other hand, it is

anticipated as a milestone in the water and energy sector of India as well as

Nepal. This study is aimed to collect the baseline data on mammals, avifauna,

herpetofauna and invertebrate fauna of this region. Understanding of the

baseline data would be help in delineating the ecological vulnerability of this

region, predicting the likely impacts and consequently in formulating the

suitable conservation strategy.

10.2 FAUNAL AFFINITIES

The present study area is a transitional zone between Western Nepal and

Eastern Uttarakhand (Central Himalaya). It harbours mostly Palaearctic

elements; however, some of the faunal elements below tree line are common

between oriental and Palaearctic regions.

10.3 METHODOLOGY ADOPTED FOR THE STUDY

Primary surveys for the fauna in the influence area and project component area

were conducted in various seasons. The baseline information on the faunal



elements was collected through primary surveys and with the help of available

scientific literature. Primary surveys include direct and indirect evidences.

During the primary surveys, species belonging to mammals, birds, reptiles,

amphibia, butterflies and other insects were spotted at the various sites of

influence area of Pancheshwar Multipurpose Project.

The avifauna and butterflies of the study sites have been documented through

Direct Observations. Random Walks and Opportunistic Observations during

early morning (6:00 to 10:00 hrs.) and evening (17:00 to 19:00 hrs) for birds

using a pair of binoculars and noon (11:00 to 14:00) for butterflies were carried

out during the field surveys.

Grewal et al. (2002) and Harbal (1992) were used to identify birds and

butterflies species, respectively.

For mammals both direct and indirect methods have been used as a part of the

study. Indirect evidences like tracks and signs (e.g. footprints/pugmarks, calls,

signs and scats) along with Visual Encounter Surveys have been used. In

addition, presence of species was confirmed indirectly with the help of species’

calls, presence of trophies and hides and by interviewing the local people.

The secondary literature was not available, particularly for the study area,

however, information through secondary sources from the catchment and

surrounding areas were also used to prepare the inventory. The important

secondary sources used in this study comprise of Sinha (1995), Everard and

Kataria (2010), Husain and Ray (1995), Ray (1995).

10.4 BIODIVERSITY

10.4.1 Mammals

The presence of a total of 43 species of mammals could be confirmed from the

Pancheshwar Multipurpose Project area and its surroundings. The species

belonged to 17 families and are listed in Table-10.1.

The species belonging to Soricidae are common in the settlement area while

bats inhabit agricultural fields, rocks and settlement areas. About 11 species of

bats from three families could be confirmed from this region including left bank of

Mahakali –Kali river in Nepal. Family Cercopithecidae comprised of observed 2

species namely Semnopithecus entellus and Macaca mulatta. Both are common

in the study area.



The cat family is represented by three species Panthera pardus and Felis chaus

are common in distribution while Felis viverrina is rarely observed in the study

area. In the lower reaches (foothills) Panthera tiger is also reported.

The dog family includes Canis aureus indicus and Vulpes bengalensis. The

former is found in the open places and spotted by locals frequently. Vulpes

bengalensis dwells dense forests especially on the left bank of MahaMahakali

river.

Ursidae was represented by Ursus thibetanus (Black Bear) and Ursus arctos

(Brown Bear). Black bear is reported to descend in lower reaches and invade

settlement areas. Brown Bear inhabit relatively higher elevations of the study

area.

The family Mustelidae is represented by 5 species, of which Martes flavigula is

common in the study area. All three species of Otters are reported from Sarju,

Mahakali and Sharda rivers (see Everard and Kataria, 2010).

Family Viverridae includes three species; Herpestes edwardsi is common

among them and is found in open places and along the road sides. Wild Boar

(Family Suidae) is another common mammalian species of the study area. It is

reported to invade agricultural fields and sometimes encounters with local

people.

The family Cervidae is represented by three species, Muntiacus muntjak is

relatively common in the study area. Its call is generally reported from the inner

forests. Remaining two species of Cervidae dwell in the inner forests.

The family Bovidae comprises of Goral and Serow, both are found in dense and

inner forests especially in the territory of Nepal. Other small mammals in the

study area are Lepus nigricollis, Petaurista petaurista, Hystrix indica, mice and

rats. Lepus nigricollis and Hystrix indica inhabit scrubs while Petaurista

petaurista is found in the dense forests.

Table-10.1: List of Mammalian species observed influence area along with their

conservation status

S.N. Common Name Scientific Name IUCN

(2015)

IWPA

(1972)

Family: Soricidae

1 Sikkim Large Clawed

Shrew

Soriculus nigrescens LC -

2 House Shrew Suncus murinus LC _




(2015)

IWPA

(1972)

3 Pygmy Shrew Suncus etruscus LC _

Family: Pteropidae

4 Fruit Bat Rousettus leschenaulti LC V

5 Indian Flying Fox Pteropus giganteus LC -

6 Short-nosed Fruit Bat Cynopterus sphinx LC -

Family:Megadermatidae

7 Greater Horse-shoe Bat Rhinolophus

ferrumequinum

LC -

8 Horse-shoe Bats Rhinolophus spp. LC -

9 Himalayan Leaf-nosed

Bat

Hipposideros armiger LC -

Family:Vespertilionidae

10 Horsfield’s Bat Myotis siligorensis LC -

11 India Pipistrelle Pipistrellus coromandra LC -

12 Indian Pygmy pipistrelle Pipistrellus mimus LC -

13 Long-eared Bat Plecotus auritus LC -

14 Hutton’s Bat Murina huttoni LC -

Family:Cercopithecidae

15 Common Langur Semnopithecus entellus LC II

16 Rhesus Macaque Macaca mulatta LC II

Family:Felidae

17 Leopard Panthera pardus NT I

18 Jungle cat Felis chaus LC II

19 Fishing Cat Felis viverrina - I

Family:Canidae

20 Jackal Canis aureus indicus LC II

21 Bengal Fox Vulpes bengalensis LC II

Family:Ursidae

22 Himalayan Black Bear Ursus thibetanus VU II

23 Himalayan Brown Bear Ursus arctos LC I

Family:Mustelidae

24 Yellow-throated Marten Martes flavigula LC II

25 Yellow-bellied Weasel Mustela kathiah LC II

26 Eurasian otter Lutra lutra NT II

27 Smooth-coated Otter Lutra perspicillata VU I

28 Small-clawed Otter Aonyx cinereus VU I

Family:Viverridae

29 Small Indian Civet Viverricula indica LC II

30 Masked Palm Civet Paguma larvata LC II

31 Grey Mongoose Herpestes edwardsi LC IV

http://www.iucnredlist.org/details/10110/0




(2015)

IWPA

(1972)

Family:Suidae

32 Wild Boar Sus scrofa LC III

Family:Cervidae

33 Barking Deer Muntiacus muntjak LC III

34 Hog deer Axis porcinus EN

35 Sambar Rusa unicolor VU III

Family:Bovidae

36 Serow Capricornis

sumatraensis

VU

37 Goral Naemorhedus goral NT III

Family:Leporidae

38 Indian Hare Lepus nigricollis LC IV

Family:Sciuridae

39 Giant Flying Squirrel Petaurista petaurista LC IV

Family:Histricidae

40 Crested Porcupine Hystrix indica LC IV

Family:Muridae

41 House Rat Rattus rattus LC V

42 Field Mouse Mus booduga LC V

43 House Mouse Mus musculus LC V

LC = Least Concerned; VU = Vulnerable; EN = Endangered

Conservation Status

The conservation status of mammals reported from the study area has been

assessed by using IUCN (2015) and IWPA (1972) criteria. Out of 43 species in

the IUCN redlist, 33 species belonged ‘least concerned’ category. Hog Deer

(Axis porcinus) is only ‘endangered species’ in the study area. It inhabits dense

and inner forests. Under the ‘vulnerable’ category, Smooth-coated Otter (Lutra

perspicillata) and Small-clawed Otter (Aonyx cinereus) are reported from

Mahakali river. Himalayan Black Bear (Ursus thibetanus), Sambar (Rusa

unicolor) and Serow (Capricornis sumatraensis) are found in the inner forests

area. No hunting pressures on threatened species were observed in the study

area.

10.4.2 Avifauna

The area is rich in avifauna diversity. No secondary source on the bird species,

particularly from the defined study area is available. Field studies were



conducted for 3 seasons to collect the information on the avifauna. Primary

survey was carried for three seasons.

During primary survey, a total of 70 species from 26 families were recorded

from the study area. Out of 70 species 56 were recorded in monsoon season,

52 in summer while 47 species in winter season. Muscicapidae was largest

family (7 species) followed by Phylloscopidae (5 species). The details of

various avi-faunal species recorded from the study area in various seasons are

given in Table-10.2.

Blue Rock Pigeon (Columba livia), Spotted Turtle Dove (Streptopelia

chinensis), White-breasted Kingfisher (Halcyon smyrnensis), Red-billed Magpie

(Urocissa erythrorhyncha), Himalayan Tree Pie (Dendrocitta formosae) and

White-cheeked Bulbul (Pycnonotus leucogenys) were most abundant species

in the defined study area during monsoon season, Red-billed Magpie (Urocissa

erythrorhyncha), Himalayan Tree Pie (Dendrocitta formosae), White-capped

Redstart (Chaimarrornis leucocephalus) species are commonly spotted in

summer season. In winter season Slaty-headed Parakeet (Psittacula

himalayana), Plum-headed Parakeet (Psittacula cyanocephala), Grey-headed

Parakeet (Psittacula finschii), Chestnut-headed Bee-eater (Merops

leschenaulti), White-capped Redstart (Chaimarrornis leucocephalus),

Plumbeous Water Redstart (Rhyacornis fuliginosa), White-crested

Laughingthrush (Garrulax leucolophus), Grey treepie (Dendrocitta formosae),

Jungle Babbler (Turdoides striata) dominated the over avifaunal community in

the study area.

The rarely spotted species included Black Kite (Milvus migrans), Crested

Serpent Eagle (Spilornis cheela), White Crested Kaleej Pheasant (Lophura

leucomelana), Asian Cuckoo (Cuculus canorus), Garhwal Pied Woodpecker

(Picoides himalayensis) and an Egyptian Vulture (Neophron percnopterus)

(Juvenile) in monsoon season and Pallid harrier (Circus macrourus), Blue-

bearded bee-eater (Nyctyornis athertoni), European green woodpecker (Picus

viridis) and Brown-capped pygmy woodpecker (Yungipicus nanus) in winter

season.

Considering the migratory habit of bird species in the influence area, nearly

51% were sparse resident comprising of altitudinal migrant, and low altitude

resident. Widespread resident birds accounted for nearly 41% of the total

species. Summer visitors included Tickell’s Leaf Warbler (Phylloscopus affinis),

and Asian Cuckoo (Cuculus canorus). The species including Pallid

harrier (Circus macrourus) and Chestnut-headed Bee-eater (Merops



leschenaultia) are considered migratory and local migratory species in the

study area.

Table-10.2: Avi-faunal species recorded from the study area of Pancheshwar

Multipurpose Project during primary survey in various seasons

S.N. Family/Common Name Scientific Name Habit Conservation

status

Accipitridae

1 Egyptian Vulture

Neophron

percnopterus r EN IV

2 Black Kite Milvus migrans r LC IV

3 Crested Serpent Eagle Spilornis cheela r LC IV

4 Pallid harrier Circus macrourus P NT IV

5 Phasianidae IV

6 Black Partridge

Francolinus

francolinus R LC IV

7

White Crested Kaleej

Pheasant

Lophura

leucomelana R - IV

Psittaculidae

8 Slaty-headed Parakeet

Psittacula

himalayana R IV

9 Grey-headed Parakeet Psittacula finschii R NT IV

10 Plum-headed Parakeet

Psittacula

cyanocephala R LC IV

Columbidae

11 Blue Rock Pigeon Columba livia R LC IV

12 Ring Dove

Streptopelia

decaocta R LC IV

13 Spotted Turtle Dove

Streptopelia

chinensis R LC IV

Cuculidae

14 Asian Cuckoo Cuculus canorus S LC IV

Alcedinidae

15 Himalayan Pied Kingfisher Ceryle lugubris r LC IV

16 White-breasted Kingfisher

Halcyon

smyrnensis R LC IV

Meropidae

17 Small Green Bee Eater Merops orientalis R LC IV

18 Chestnut-headed Bee-eater

Merops

leschenaulti p LC IV

19 Blue-bearded Bee-eater

Nyctyornis

athertoni r LC IV




status

Upupidae

20 Hoopoe Upupa epops R LC IV

Megalaimidae

21 Coppersmith Barbet

Psilopogon

haemacephalus R LC IV

22 Great Barbet Megalaima virens R LC IV

Picidae

23 Golden-backed Woodpecker

Dinopium

benghalensis R LC IV

24 Garhwal Pied Woodpecker

Picoides

himalayensis r LC IV

25

European Green

Woodpecker Picus viridis r LC IV

26

Brown-capped Pygmy

Woodpecker Picoides nanus r LC IV

Lanidae

27 Rufous-backed Shrike Lanius schach R LC IV

Sturnidae

28 Indian Myna Acridotheres tristis R LC IV

Corvidae

29 Red-billed Magpie

Urocissa

erythrorhyncha r LC IV

30 Northern Tree Pie

Dendrocitta

vagabunda r LC IV

31 Himalayan Tree Pie

Dendrocitta

formosae R LC IV

32 Jungle Crow

Corvus

macrorhynchos R LC IV

Campephagidae

33 Long-tailed Minivet

Pericrocotus

ethologus r LC IV

Dicruridae

34 Black Drongo

Dicrurus

macrocercus R LC IV

35 Ashy Drongo

Dicrurus

leucophaeus r LC IV

Pycnonotidae

36 White-cheeked Bulbul

Pycnonotus

leucogenys R LC IV

37 Red-vented Bulbul Pycnonotus cafer r LC IV

38 Black bulbul Hypsipetes R LC IV




status

leucocephalus

Leiothrichidae

39

White-throated Laughing

Thrush

Garrulax

albogularis r LC IV

30 Streaked Laughing Thrush Garrulax lineatus R LC IV

40

White-crested

Laughingthrush

Garrulax

leucolophus R LC IV

Sittidae

41 Velvet-fronted Nuthatch Sitta frontalis r LC IV

42 Jungle Babbler Turdoides striatus r LC IV

Muscicapidae

43 Small Niltava

Muscicapa

macgrigorie r LC IV

44 Verditer Flycatcher

Muscicapa

thalassina r LC IV

45 Slaty-Blue Flycatcher Ficedula tricolor r LC IV

46 Spotted Forktail

Enicurus

maculates R LC IV

47 Plumbeous Redstart

Rhyacornis

fulginosus r LC IV

48 White-capped Redstart

Chaimarrornis

leucocephalus r LC IV

49 Blue Whistling Thrush

Myiophonus

caeruleus LC IV

Rhiphiduridae

50

White-throated Fantail

Flycatcher Rhipidura albicollis R LC IV

Phylloscopidae

51 Tickell’s Leaf Warbler

Phylloscopus

affinis S LC IV

52 Greenish Leaf Warbler

Phylloscopus

trochiloides r LC IV

53 Hume’s Warbler

Phylloscopus

humei r LC IV

54 Blythy Leaf Warbler

Phylloscopus

reguloides r LC IV

55 Grey-headed Warbler

Seicercus

xanthoschistos r LC IV

Turdidae

56 Indian Magpie Robin Copsychus saularis r LC IV

57 Pied Bush Chat Saxicola caprata r LC IV




status

58 Grey-winged Black Bird Turdus boulboul r LC IV

Nectarniidae

59 Crimson Sunbird Aethopyga siparaja r LC IV

60 Mrs Gould Sunbird

Aethopyga

gouldiae r LC IV

Purple sunbird Nectarinia asiaticus R LC IV

Cinclidae

61 Himalayan Brown Dipper Cinculus pallasii r LC IV

Paridae

62 Grey Tit Parus major R LC IV

63 Yellow-cheeked Tit Parus xanthogenys r LC IV

64 Cinereous Tit Parus cinereus r - IV

65 Himalayan black-lored Tit

Machlolophus

xanthogenys r - -

Certhidae

66 Himalayan Tree Creeper Certhia himalayana r LC IV

Motacillidae

67 Grey Wagtail Motacilla caspica r LC IV

68 White Wagtail Motacilla alba wm LC IV

69 White-browed wagtail

Motacilla

maderaspatensis R LC IV

Passeridae

70 House Sparrow Passer domesticus R LC IV

R = resident, r = local/sparse resident, S = summer visitor, P = Migratory, p = local

migratory, wm = winter migrant, LC = least concerned

Conservation Status

In monsoon season all species (except Neophron percnopterus) recorded

during primary survey were categorised as ‘least concerned’ under IUCN redlist

(IUCN, 2015). Egyptian Vulture (Neophron percnopterus) which was recorded

during primary survey is an ‘endangered’ species. In winter season Pallid

Harrier (Circus macrourus) and Plum-headed Parakeet (Psittacula

cyanocephala) were observed which is categorised as ‘near threatened’

species. All species of birds recorded during the survey were placed under

Schedule IV of IWPA (1972).



10.4.3 Herpetofauna

Herpetofauna of influence area comprises of more than 29 species, of which 21

species are reptilian (7 families) and 8 species belong to amphibia (3 families).

The species belonging to Gekkonidae and Agamidae are common in the study

area. Colubridae is largest family, comprising 7 species. In the amphibia Indian

Bull Frog (Hoplobatrachus tigerinus), Himalayan Toad (Duttafrynus

himalayanus) and Asian Common Toad (Duttaphrynus melanostictus) are

generally distributed in and around the settlement areas near damp places,

ditches and small streams. Skittering Frog (Euphlyctis cyanophlyctis),

Blanford's Frog (Rana blandordii) and Asian Grass Frog (Fejervarya

limnocharis) are distributed in dense forests especially on the left banks of

Mahakali river (Nepal). The Herpitofaunal species inhabiting the study area of

Pancheshwar multipurpose project are given in Table-10.3.

Field Studies

During the field survey in monsoon and summer season three species of

reptiles were spotted from different sites. Rock Lizard (Agma tuberculata) was

spotted from different sites (river bank near dam site), near Pancheshwar

temple and uphills (Kimtoli). Similarly Mountain Lizard (Japalura umainensis)

was common in the study area and recorded from different sites. Common

Trinket Snake (Elaphe helena) was spotted from about 1500 m near Kimtoli

area. In the winter and summer season Rock Lizard (Agma tuberculata) and

Indian Garden Lizard (Calotes versicolor) were recorded abundantly from

different sites of study area including riparian zone. Ground Sking (Scincella

himalayanum) was spotted from uphill area of Khet village area. In addition,

local people revealed the presence of Monitor Lizard (Varanus bengalensis),

Cobra (Naja kaothia) and many other species of snakes like Krait etc. from the

defined study area. In the amphibian none of the Frog species could be

located (Refer Table-10.3).

Table-10.3: Herpetofaunal species inhabiting the study area of Pancheshwar

Multipurpose Project

S.No Family/Common Name Scientific Name IUCN

(2015)

IWPA

(1972)

Reptile: Family: Gekkonidae

1.

Spotted Indian House

Gecko Hemidactylus brookii - -

2.

Yellow-bellied House

Gecko Hemidactylus flaviviridis - -







(2015)

IWPA

(1972)

Family: Agamidae

3. Rock Lizard Agma tuberculata - -

4. Indian Garden Lizard Calotes versicolor - -

5. Mountain Lizard Japalura kumainensis - -

Family: Varanidae

6. Monitor Lizard Varanus bengalensis LC II

Family: Scincidae

7. Common Skink Eutropis carinata LC -

8. Little Skink Mabuya macularia - -

9. Ground Skink Scincella himalayanum - -

Family: Colubridae

10. Common Kukri Snake Oligodon arnensis - IV

11. Striped Keel Back Amphiesma platyceps - IV

12. Chekered Keel Back Xenochrophis piscator - II

13. Common Trinket Snake Elaphe helena - IV

14. Himalayan Trinket Snake Elaphe hodgsoni - IV

15. Rat Snake Ptyas mucosus II

16. Himalayan Cat Snake Boiga multifasciata DD IV

Family: Elapidae

17. Common Krait Bungarus caeruleus - IV

18. Banded krait Bungarus fasciatus LC IV

19. Cobra Naja kaothia LC II

Viperidae

20. Russell’s Viper Vipera russelli - II

21. Himalayan Pit Viper

Agkistrodon

himalayanus - IV

Amphibia: Family: Dicroglossidae

22. Blanford's Frog Rana blandordii - IV

23. Skittering Frog

Euphlyctis

cyanophlyctis LC IV

24. Asian Grass Frog Fejervarya limnocharis LC IV

25. Indian Bull Frog

Hoplobatrachus

tigerinus LC IV

Family: Bufonidae

26. Himalayan Toad

Duttafrynus

himalayanus LC -

27. Asian Common Toad

Duttaphrynus

melanostictus LC -

28. Indian Marbled Toad

Duttaphrynus

stomaticus LC -







(2015)

IWPA

(1972)

Family: Rhacophoridae

29. Indian Tree Frog Polypedates maculatus LC -

LC = least concerned

Conservation Status

Out of 29 species of herpetofauna, only 12 species are assessed under the

IUCN (2015) redlist. All species except Himalayan Cat Snake (Boiga

multifasciata) are considered as ‘least concerned’. Himalayan Cat Snake is

categorised as ‘data deficient’. Likewise, rare herpetofauna have been placed

under the Schedule list of IWPA (1972). A total of 18 species are considered

under the Schedule list, of which 12 are Schedule IV. Important Schedule II

species are Cobra (Naja kaothia), Rat Snake (Ptyas mucosus), Chekered Keel

Back (Xenochrophis piscator), and Monitor Lizard (Varanus bengalensis).

10.4.4 Butterflies

The influence area of proposed Pancheshwar Multipurpose project falls in the

tropical limits of Central Himalaya. The area records high temperature in the

summer and monsoon seasons and forms a conducive environ for the butterfly.

Nevertheless, the butterfly diversity is less as compared to Eastern Himalaya.

During primary survey, a total of 47 species of butterfly were recorded from the

study area, of which monsoon season recorded 38 species of 6 families, winter

season recorded 23 species of 5 families and 32 species recorded in summer

season). The species like Common Rose (Pachliopta aristolochiae), Lime

Butterflly (Papilio demoleus), Common Mormon (Papilio polytes), Punchinello

(Zemeros flegyas), Common Sailer (Neptis hylas), Blue Bottle (Graphium

sarpedon), Large Cabbage White (Pieris brassicae), Pale Colored Yellow

(Colias erate), Indian Red Admiral (Vanessa indica) and Club Beak (Libythia

myrrha myrrha) were common speciesSmall Yellow Sailer (Neptis miah), and

Common Fivering (Ypthima baldus) were most common species in the study

area, recorded from all sampling sites. Rare raxa recorded from a few sites

were Dark Judy (Abisara fylla), Sorrel Sapphire (Heliophorus sena), Common

Jester (Symbrenthia liaea) and Himalayan Dart (Potanthus dara).

Nymphalidae was largest family, comprised of more than 50% of the total

species. Family Hespiridae is represented by a single species in monsoon

season. The wet places around the streams and river Sarju was found to be

most preferred habitat of butterfly. Majority of the Papilionidae congregated on

such habitats. A few species like Common Fivering, Sorrel Sapphire, Dark Judy



etc. were identified as forested species. The list of bitterfly species recorded

from the Study Area along with conservation status is given in Table-10.4.

Table-10.4: Butterfly species recorded from the Study Area of Pancheshwar

Multipurpose Project during field studies

S. No. Common Name Scientific Name IUCN

(2015)

IWPA

(1972)

1 Lime Butterflly Papilio demoleus - -

2 Common Mormon Papilio polytes - -

3 Common Peacock Papilio polyctor - -

4 Paris Peacock Papilio paris - -

5 Common Rose

Pachliopta

aristolochiae - -

6 Common Blue Bottle Graphium sarpedon - -

7 Common Grass Yellow Eurema hecabe - -

8 Indian Cabbage White Pieris canidia - -

9 Large Cabbage White Pieris brassicae - -

10 Pale Colored Yellow Colias erate - -

11 Dwarf Clouded Yellow Colias electo - -

12 Brimestone Gonepteryx sp. - -

13 Spot Puffin Appias lalage - -

14 Common Brimstone Gonepteryx rhamni -

15 Common Emigrant Catopsilia pomona - -

16 Mottled Emigrant Catopsilia pyranthe - -

17 Dark Judy Abisara fylla - -

18 Punchinello Zemeros flegyas - -

19 Sorrel Sapphire Heliophorus sena - -

20 Common Line Blue Prosotas nora - -

21 White Bordered Copper Lycaena panava - -

22 Plain Tiger Danaus chrysippus - -

23 Common Tiger Danaus sitta - -

24 Blue Tiger Tirumala hamata - -

25 Small Tawny wall Rhaphicera moorei - -

26 Lilacin Bushbrown Mycalesis francisca - -

27

Common Evening

Brown Melanitis leda - -

28 Common Baron Euthalia aconthea - -

29 Common Earl Tanaecia julii - -

30 Common Sailer Neptis hylas - -



S. No. Common Name Scientific Name IUCN

(2015)

IWPA

(1972)

28 Small Yellow Sailer Neptis miah - -

31 Common Jester Symbrenthia liaea - -

32 Common Crow Euploea core core LC IV

33 Common Fivering Ypthima baldus - -

34 Yellow Pansy Junonia hierta LC -

35 Lemon Pansy Junonia lemonias - -

36 Chocolate Pansy Junonia iphita - -

37 Indian Red Admiral Vanessa indica - -

38 Blue Red Admiral Kaniska canace - -

39 Grey Count Tanaecia lepidea - -

40 Western Courtier Sephisa dichrora -

41 Common Forester Lethe insana insana - II

42 The Painted Lady Cynthia cardui - -

43 Indian Tortoishell Aglais cachmirensis - -

44 Staff Sergent

Parathyma

selenophora - -

45 Club Beak

Libythia myrrha

myrrha - -

46 Common Beak Libythia lepita lepita - -

47 Himalayan Dart Potanthus dara - -

Source: Field Survey

Conservation Status

Out of 38 species, only 2 species have been assessed for their conservation

status under IUCN (2015) redlist. Both species - Common Crow (Euploea core

core), and Common Fivering (Ypthima baldus) are ‘least concerned’. In IWPA

(1972) Schedule list Common Crow (Euploea core core) has been considered

as Schedule IV species.

10.4.5 Other Invertebrates

Other invertebrates described here are relatively important from the ecological

point of view. Besides butterfly, Lepidoptera includes important taxa of moths.

The important moth taxa expected to inhabit environ of Pancheshware area are

Trabala vishnou, Sameodes cancellalis, Goniorhynchus signatalis, Psyra

similaria, Spilosoma, Diarsia albipennis etc. Most common Odonata species in

the surroundings of Pancheshwar Multipurpose Project are Eastern Pondhawk

(Erythemis simplicicollis), and Copper Demoiselle (Calopteryx

haemorrhoidalis). Other common Odonata species are Calicnemia maheshii,



Himalagrion pithoragarhicus, Ischnura senegalensis, Megalestis major. Most

common species of Coleopteara are Amaria batesi, Chaenius laetiusulcus,

Chaenius pulcher, Chaenius punctastriatus, Xuthera orientalis etc. In addition

there are various other species of aquatic insects under the order

Ephemeroptera, Trichoptera, Diptera, Placeptera, etc which are described

separately in this report. Annelids mainly represented by Pharetima posthuma

and larger crustacean includes Paratelphusa masoniana.

10.5 ASKOT WILDLIFE SANCTUARY

Askot Wildlife Sanctuary is located in the middle of a snow covered peak in the

Kumaon Himalayan at an elevation of 1620 m in the Indian state of

Uttarakhand. The Askot Wildlife Sanctuary was established in 1986 with the

object of conserving the musk deer and its habitat. Though the musk deer are

present in significant numbers in the sanctuary, they require further protection

as they are an endangered species.

Askot Wildlife Sanctuary, with altitude range from 600 m to 6,905 m is located

in district Pithoragarh. It lies between coordinates 29°46'45" to 30°27'45"N

latitude and 81°01'53" to 80°16'25"E longitude and covers almost 600 km2. The

river Kali forms the international boundary and separates it from Nepal in the

east and to the west it is bounded by West Almora Forest Division, to the north

by Tibet and the south by Pithoragarh Forest Division.

The Askot sanctuary has a large collection of herbs, shrubs, trees and climbers.

The sanctuary has a rich vegetation of Teak, Grevelia, Eucalyptus etc. This

sanctuary has been set up primarily with the objective of conserving Musk deer

(Moschus leucogaster) and its habitat. The other mammal species found in this

sanctuary include Bengal tiger, Indian leopard, Himalayan Jungle Cat, Civet,

Barking Deer, Serow, Goral, Himalayan Brown Bear. Many species of high

altitude avi-fauna are also found in this sanctuary.

The musk deer (Moschus chrysogaster) belongs to the family Moschidae and

genus Moschus one of the most primitive deer like ruminants. Musk deers

(Moschus chrysogaster) are so-named because the males of the species have

a gland, called the pod that develops in the skin of their abdomen. This gland

produces a waxy substance called musk, which may be used by males to

attract females.

Musk deer feeds on herbaceous and woody plants, leaves, flowers, twigs,

lichens symbiotic association of fungus and algae), moss, shoots and grass.

Musk Deer generally remains above an elevation of 3000 m asl. One of the

most important characteristics of the Himalayan musk deer is that it does not

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

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

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

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

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

https://en.wikipedia.org/wiki/Habitat_%28ecology%29

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

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

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

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

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

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

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



undertake any seasonal migration, but remains in the same place round the

year despite harsh weather conditions. Himalayan musk deer is the smallest of

the Himalayan ungulates living in cold environment. The Musk deer prefer to

eat leaves. For drinking water it uses the spring water available in Himalayan

forests during the summer and eats snow as water resource in the winter.

Askot Wildlife Sanctuary is located about 300 m from the tail end of

submergence.

Common Langur (Semnopithecus entellus) Rhesus Macaque (Macaca mulatta)

Plate- 10.1. Most common mammalian species in the surroundings of




Neophron percnopterus (Juvenile) Red-billed Magpie (Urocissa

erythrorhyncha)

Grey Wagtail (Motacilla caspica) White-cheeked Bulbul (Pycnonotus leucogenys

White-breasted Kingfisher (Halcyon smyrnensis)

Plate-10.2.a. Avifaunal species recorded during fielf study from surroundings of




Pallid harrier (Circus macrourus) Plum-headed Parakeet (Psittacula

cyanocephala)

Brown-capped pygmy woodpecker

Plate-10.2b. Avifaunal species recorded during winter season from surroundings

of Pancheshwar Multipurpose Project

Blue-bearded bee-eater (Nyctyornis

athertoni) (Yungipicus nanus)



Mountain Lizard (Japalura kumainensis) Rock Lizard (Agma tuberculata)

Common Trinket Snake (Elaphe helena)

Plate-10.3. Most common reptilian species in the surroundings of Pancheshwar




Common Rose (Pachliopta aristolochiae) Common Mormon (Papilio

polytes)

Lime Butterflly (Papilio demoleus) Punchinello (Zemeros flegyas),

Small Yellow Sailer (Neptis miah) Common Sailer (Neptis

hylas),

Plate 10.4 a. Common butterfly species in the surroundings of Pancheshwar




Sorrel Sapphire (Heliophorus sena) Common Baron (Euthalia aconthea)

Dark Judy (Abisara fylla) Common Line Blue (Prosotas nora)

Common Earl (Tanaecia julii) Common Jester (Symbrenthia liaea)

Plate 10.4 b. Rarely spotted butterfly species in the surroundings of




Eastern Pondhawk (Erythemis simplicicollis) Copper Demoiselle (Calopteryx

haemorrhoidalis)

Plate 10.5 Common Odonata species in the surroundings of Pancheshwar


CHAPTER-11

AQUATIC ECOLOGY


Chapter 11: Aquatic Ecology Page 1

CHAPTER-11

AQUATIC ECOLOGY

11.1 INTRODUCTION

Mahakali or Sarada is largest Rivers draining eastern Uttarakhand and Western

Nepal. Mahakali River is a glacierfed torrential River, originates from Great

Himalayan range at Kalapani (3600 m). It traverses about 150 km before joining

Sarju River at Pancheshwar temple. In the upper catchment River is joined by

Dhauliganga, Goriganga and Sarju on the right bank in Uttarakhand, India and

Chamaliya and Gurans Himal River s on left bank in Nepal. In the catchment

area of Pancheshwar Multipurpose Project Mahakali River drains relatively

through pristine ecosystem. Proposed Pancheshwar Multipurpose Project is

envisaged as one of the biggest dams in Indian that would inundate a huge

area along the Sarju and Mahakali River s. Such inundation is anticipated to

lead the significant impacts on the water quality, biotic component, channel

morphology, and flow regime in the downstream as well as upstream of the

dam.

11.2 METHODOLOGY ADOPTED

Pancheshwar Multipurpose Project is proposed on the Mahakali River

bordering India and Nepal in North. The project is planned at downstream of

confluence of Sarju and Mahakali Rivers. Surveys were conducted in the

various seasons (monsoon, winter and summer) at various sampling sites. A

total of 9 sites along with their coordinates were described in Table-11.1. The

samples were retrieved from three locations at each site and average value of

each parameter at each site was presented in the final result. The sampling

locations are depicted in Figure-11.1.

Table-11.1: Description of sampling sites for aquatic ecology in the influence

area of Pancheshwar Multipurpose Project

Site Sampling site River Coordinats

S1 Bruyuri Village Sarju 29°27'57.12"N 80°10'37.24"E

S2 U/s Panthyura Village Sarju 29°27'34.20"N 80°11'44"E

S3 Sarju (Panthyura) Sarju 29°27'04.72"N 80°13'07.07"E

S4 Sarju u/s Confluence Sarju 29°26'48.59"N 80°14'09.96"E

S5 Kalaban Mahakali 29°27'29.28"N 80°16'41.30"E

S6 Kali u/s confluence Mahakali 29°26'41.84"N 80°14'34.87"E

S7 D/s confluence Mahakali 29°26'23.28"N 80°14'44.26"E

S8 Dam Site Mahakali 29°25'45.90"N 80°14'48.58"E

S9 D/s dam site Mahakali 29°24'43.34"N 80°14'32.22"E



Four biotic communities namely phytoplankton, Zooplankton, Phytobenthos and

Macro-invertebrates were sampled to assess the aquatic richness.

Phytoplankton and Zooplankton were collected by filtering 30 to 50 litres of water

at each site using a sieve of 25µ mesh size. The residue left in the sieve was

collected in a 50 ml vial. Three replicates were taken for each community and

pooled for further analysis. Phytoplankton samples were preserved using Lugol’s

solution. No preservative were added in zooplankton samples. Benthos samples

were collected from each site by scraping the boulder surfaces of known quadrat

area (5cm x 5 cm). These samples were then preserved and analyzed in the

same way as described for the plankton.

The macro-invertebrates were obtained with the help of a square feet Surber’s

sampler. The substrate, mainly stones are disturbed and immediately

transferred to a bucket kept under water and later rinsed thoroughly to dislodge

all the attached macro-invertebrates. For macro-invertebrates three replicates

for each community were obtained and pooled for further analysis.

Further analysis was conducted in laboratory. The volume of zooplankton,

phytoplankton, and benthos were made up to 100 ml. The total density of

zooplankton and phytoplankton were calculated using ‘Drop-count’ method,

described by Adoni (1983). Macro-invertebrates samples retrieved from the

sampling sites were brought to the laboratory all individuals were counted. The

final densities of macro-invertebrates were expressed in the individuals per m2.

The relative abundance of algal species was calculated as:

(Number of cells of a species / Total number of cells counted) x 100.

Identification of planktonic and benthic algae was carried out using permanent

slide mounts of samples from all the sites. The samples are acid digested,

centrifuged and thoroughly rinsed to get the cleared samples. For treatment of

samples, the standard method was followed (APHA, 2005). The permanent

slides were prepared by mounting the medium in Euparol. These slides were

examined using standard literature (Lange- Bertalot & Krammer 2000, 2001,

2002; Hustedt and Jenson, 1985; Sarod and Kamat, 1983). Relative

abundance of each species of phytoplankton and phytobenthos was calculated

at each site. For the final result, sites were categorised under three stretches

viz., Sarju River , Kali River u/s of confluence and Kali River d/s of confluence.

Average value of relative abundance of each species was calculated for each

stretch for final presentation. To count and identify the macro-invertebrate

Pennak (1953) and Edmondson (1959) were followed.



11.3 BIOTIC COMMUNITIES

A total of 5 biotic communities were sampled from the Sarju and Mahakali River

s. Description of fish is given separately in this report. The description of

remaining 4 communities is given below. In the planktonic communities,

phytoplankton is major component in all three seasons, though; overall density

of plankton was recorded at lower side. Densities of zooplankton,

phytoplankton and macro-invertebrates were higher in winter season as

compared to those in monsoon season and summe, however, phytobenthos

density was recorded low in winter season. Except macro-invertebrate, no

considerable variation was observed in the density of different biotic

communities between different River stretches in monsoon season. However,

Sarju River stretch (site S1-S4) recorded considerably high densities of

phytoplankton and macro-invertebrate as compared to Mahakali River

(upstream before confluence and downstream after confluence) in general. The

densities of zooplankton, phytoplankton and macro-invertebrates in various

seasons are given in Tables 11.2 to 11.4.

Table-11.2: Density of biological communities at the different sampling sites of

influence area of Pancheshwar Multipurpose Project in monsoon season

Parameters Sampling Sites

S1 S2 S3 S4 S5 S6 S7 S8 S9

Zooplankton (indiv./l) 28 18 42 32 33 41 49 52 56

Phytoplankton (No./l) 488 449 432 341 402 356 390 412 532

Phytobenthos (No/cm2) 1226 1115 1092 980 1498 1198 1254 1365 1468

Macro-invertebrates

(Indiv./m2)

1644 2210 2910 3344 210 188 155 477 522


influence area of Pancheshwar Multipurpose Project in winter season


S1 S2 S3 S4 S5 S6 S7 S8 S9



Phytobenthos (No/cm2) 222 214 184 725 805 NR 142 359 201

Macro-invertebrates

(Indiv./m2)

2650 2859 2721 3665 1542 902 1511 953 1161




influence area of Pancheshwar Multipurpose Project in summer season


S1 S2 S3 S4 S5 S6 S7 S8 S9



Phytobenthos (No/cm2) 768 850 676 824 1236 644 592 932 1062

Macro-invertebrates (Indiv./m2) 2005 2361 2882 3428 546 318 842 698 775

11.4 COMMUNITY STRUCTURE

11.4.1 Zooplanktons

Zooplankton community was represented by 9, 7 and 5 taxa in Sarju River ,

Mahakali River (u/s section) and Mahakali River (d/s section) respectively in

monsoon season and it decreased to 7, 7, 4 taxa in winter and 8,6,4 taxa in

summer seasons respectively. Rotifer fauna comprised of Philodina,

Branchionus, Filina, Monostyla, Keratella, Pampholix, Asplanchna species

while crustacean fauna were represented by Daphnia, Cyclops, Bosmina and

Ceriodaphnia. Filina spp., Keratella spp., Daphnia spp. and Bosmina spp. were

most common and abundant taxa in Sarju and Mahakali River s in all seasons.

11.4.2 Filamentous algae (Chlorophyceae and Cyanophyceae)

In the phytoplankton as well as benthic communities green algae comprised of

Chlorella, Cladophora, Closterium, Hormidium, Microspora, Pediastrum,

Spirogyra, Stigeoclonium, Ulothrix and Zygnema species in Sarju and

Mahakali River s. Blue green algae were represented by Anabena, Microcystis,

and Oscillotoria. Filamentous algae were more diverse in Sarju River as

compared to Mahakali River during all seasons. In term of density Microspora

was abundant in the benthic form in Sarju River accounting for 16.7% of total

density of filamentous algae.

In the Planktonic form Oscillatoria and Closterium were abundant, accounted

11.4% and 10.5%, respectively of total density in monsoon season, 12.5% and

11.6% in winter season and 11.95% and 10.7% in summer season in Sarju

River. In addition, Ulothrix spp. constituted 13.6% in Sarju River in winter

season. Ulothrix and Microcystis were predominant species of planktonic and

benthic communities of Mahakali River (u/s stretch) in monsoon and summer

season.



In winter season Ulothrix and Microcystis (plankton) and Spirogyra (benthic

form) were dominant taxa accounting for 10.5%, 13.7% and 11.8%,

respectively of total density. In the downstream section of the Mahakali River

(after confluence) Microspora and Microcystis dominated the planktonic and

benthic communities, respectively in monsoon and summer seasons while

Microcystis (16.3%) and Ulothrix (12.9%) dominated plantonic and benthic

communities in winter season. Pediastrum and Chlorella were absent from both

stretches of Mahakali River s in monsoon season but Pediastrum was present

in downstream section during winter and summer seasons.

11.4.3 Diatom (Bacillariophyceae)

In monsoon season non-filamentous algae (bacillariophyceae) in the planktonic

form, comprised of a total of 48 taxa (Table-10.5), of which Sarju River is

represented by 43 taxa. Planothidium lanceolata was most abundant species of

Sarju River , accounting for 10.8% (average relative abundance) of total

species. Other taxa, which were abundant at a few sites of Sarju River were

Achnanthes affinis, Reimeria sinuata, and Ulnaria ulna. The upstream stretch of

Mahakali River (before confluence) harboured a total of 38 taxa in the

planktonic community. Achnanthes biasolettiana (average relative abundance =

13.13%), Cymbella bohemicum (average relative abundance = 11.7%) and

Ulnaria sp. (average relative abundance = 15.4%) were most abundant taxa of

this section of Mahakali River . Downstream stretch of Mahakali River recorded

a total of 43 diatom taxa in planktonic form. None of the taxon in this section

accounted for 10% of average density, however, relatively abundant taxa were

Achnanthes affinis, Planothidium lanceolata and Ulnaria ulna. About 31 taxa of

diatoms were recorded form all three stretch of River, in which Reimeria

sinuate, Ulnaria ulna, Achnanthes affinis, Achnanthes biasolettiana and

Planothidium lanceolata were most common, recorded from all sites of all three

stretches. The average relative abundance of planktonic diatom taxa from

different river stretches in Monsoon season is given in Table-11.5.

Table-11.5: Average relative abundance of planktonic diatom taxa from different

River stretches during monsoon season

Taxa Sarju River Mahakali R.

before

confluence

Mahakali R. after

confluence

Achnanthes affinis 7.22±0.93 2.98±0.89 7.74±0.29

Achnanthes biasolettiana 1.95±0.43 13.13±3.05 4.55±2.69

Achnanthes conspicua 0.56±0.79 1.02±1.05 3.72±3.73

Achnanthes frigida 2.46±3.48 0.00±0.00 5.07±0.32




before

confluence

Mahakali R. after

confluence

Achnanthes Hauckiana 1.41±1.99 4.76±5.74 3.20±0.71

Achnanthes lanceolata 2.19±3.09 1.72±0.89 1.87±0.40

Achnanthes lanceolata

var. lanceolata

3.33±0.85 0.00±0.00 2.39±1.10

Achnanthes linearis 2.25±3.17 1.44±0.45 3.21±0.78

Achnanthes micoscopica 2.76±1.51 1.87±0.69 1.34±0.39

Achnanthes minutissima 4.69±2.65 0.00±0.00 2.93±0.34

Achnanthes saccula 2.20±1.53 0.00±0.00 2.15±1.53

Cocconeis placentula 1.69±2.38 1.01±0.24 1.06±1.50

Cocconeis placentula var.

euglypta

0.84±0.40 0.21±0.30 1.60±1.49


linearis

0.82±1.16 0.50±0.13 0.27±0.38

Craticula riparia 0.84±0.40 0.21±0.30 1.07±0.74

Cymbella bohemicum 1.10±1.55 11.74±1.69 0.54±0.76

Cymbella laevis 1.11±0.02 0.28±0.39 1.06±1.50

Cymbella sp. 1.40±1.20 0.94±0.34 0.27±0.38

Fragilaria leptostauron 4.45±0.87 1.70±0.74 0.27±0.37

Fragilaria pinnata var.

subrotunda

5.27±0.49 1.32±1.86 0.80±1.12

Fragilaria sp. 2.19±3.09 3.19±2.97 3.23±4.56

Fragilaria vaucheriae 2.51±2.01 0.00±0.00 2.68±2.29

Gomphonema angustatum 2.78±0.83 0.00±0.00 2.94±1.16

Gomphonema bohemicum 2.23±0.83 1.15±0.05 1.35±1.90

Gomphonema eriguga 0.55±0.77 0.43±0.22 0.81±0.39

Gomphonema gracile 1.66±0.76 0.41±0.59 1.33±1.87

Gomphonema

olivaceoides

0.82±1.16 1.68±1.79 1.35±1.90

Gomphonema olivaceum 0.00±0.00 2.36±3.33 1.88±1.91

Gomphonema parvulum 1.13±1.59 3.81±4.59 0.00±0.00

Gomphonema

sphaerophorum

0.56±0.79 0.14±0.20 0.80±0.37

Gomphonema

sphenovertex

0.00±0.00 0.30±0.42 0.00±0.00

Navicula cryptotenella 0.85±1.20 0.00±0.00 1.33±1.87

Navicula cryptotenelloides 0.28±0.39 0.00±0.00 1.33±1.12

Navicula dicephala 1.41±1.99 1.53±1.16 0.00±0.00

Navicula grimmei 1.39±0.42 0.35±0.49 0.53±0.75

Navicula leptostriata 0.28±0.39 0.00±0.00 0.27±0.37

Navicula microcari 0.00±0.00 0.00±0.00 0.53±0.75

Navicula 0.85±1.20 1.39±1.36 0.00±0.00




before

confluence

Mahakali R. after

confluence

microdigitoradiata

Navicula normalis 0.00±0.00 1.47±2.08 0.80±1.12

Navicula radiosa 0.83±0.37 2.27±2.62 0.27±0.37

Navicula rhyncocephala 0.00±0.00 1.18±1.66 1.07±0.01

Navicula sp. 0.56±0.79 1.61±1.88 0.00±0.00

Pinnularia sp. 0.28±0.39 0.66±0.74 0.80±1.12

Planothidium lanceolata 10.80±0.97 5.93±0.76 9.62±2.37

Reimeria sinuata 6.36±1.83 3.94±1.08 6.66±1.06

Surirella sp. 0.56±0.79 0.44±0.22 0.27±0.38

Ulnaria sp. 5.26±0.28 15.44±3.97 5.87±0.69

Ulnaria ulna 7.47±1.03 5.69±2.77 9.34±0.49

In winter season non-filamentous planktonic algae comprised of 51, 53 and 31

taxa in Sarju River , Mahakali (upstream section) and Mahakali (downstream

section after confluence), respectively (Table-10.6). In Sarju River

Planothidium lanceolata, Achnanthes affinis and Ulnaria ulna were relatively

dominant taxa, accounted 10.91%, 7.20% and 7.57% of total density. In

upstream section of Mahakali River Planothidium lanceolata, Achnanthes

biasolettiana and Ulnaria ulna dominated the planktonic communities,

accounting for 10.25%, 10.35% and 7.07%, respectively of the total density. In

downstream stretch of Mahakali River, none of the species accounted for 10%

of total density, however, Planothidium lanceolata (9.19%), Reimeria sinuata

(9.27%), Achnanthes conspicua (9.84%) etc were relatively abundant taxa in

the planktonic communities. A total of 30 taxa were common in all three River s.

The details of average relative abundance of planktonic diatom taxa from

different river stretches during winter season are given in Table-11.6.

Table-11.6: Average relative abundance of planktonic diatom taxa from

different River stretches during winter season

Taxa Sarju River Mahakali River

before

confluence

Mahakali River

after confluence


A. biasolettiana 1.93±0.21 7.07±2.01 7.95±0.36

A. conspicua 0.52±0.74 2.07±2.93 9.84±13.91

A. fragilaroides 1.04±1.47 0.40±0.57 0.96±1.36

A. Hauckiana 2.19±0.58 0.44±0.62 0.00±0.00

A. linearis 2.09±2.95 2.56±0.38 2.25±3.17

A. micoscopica 2.85±1.82 3.02±1.06 0.96±1.36




before

confluence

Mahakali River

after confluence

A. microcephala 1.04±1.47 0.21±0.29 0.00±0.00

Achnanthes sp. 1.41±0.52 0.60±0.85 1.61±2.27



Cymbella affinis 0.59±0.83 0.37±0.53 1.28±1.81

C. bohemicum 2.52±0.62 0.83±1.18 1.64±2.32

C. delicatula 0.52±0.74 0.10±0.15 0.00±0.00

C. laevis 1.11±0.10 0.88±1.24 3.28±4.64

C. microcephala 0.26±0.37 0.18±0.25 0.64±0.91

C. ventricosa 0.52±0.74 0.10±0.15 0.00±0.00

Fragilaria capucina 0.78±1.10 0.41±0.58 1.28±1.81

F. construens 0.00±0.00 1.26±0.89 0.64±0.91

F. leptostauron 4.42±0.39 2.18±0.41 0.82±1.16

Fragilaria sp. 2.37±3.34 6.34±3.05 3.85±5.44

F. vaucheriae 2.42±1.75 1.32±1.87 4.21±1.31

Gomphonema

angustatum

2.75±0.54 1.66±2.34 5.53±1.46

G. bohemicum 2.19±0.58 1.89±0.00 1.61±2.27

G. gracile 1.71±0.94 0.34±0.48 0.00±0.00

G. intricatum var.

pumilum

1.30±1.84 0.82±0.16 0.00±0.00

G. longiceps 0.00±0.00 0.00±0.00 0.00±0.00

G. longiceps var.

subclavata

0.52±0.74 0.30±0.42 0.96±1.36

G. olivaceoides 0.89±1.26 3.33±1.96 1.61±2.27

G. olivaceum 2.38±2.53 3.87±2.53 0.00±0.00

G. parvulum 0.52±0.74 0.10±0.15 0.00±0.00

Gomphonema sp. 0.30±0.42 0.19±0.26 0.64±0.91

G. sphaerophorum 0.52±0.74 0.50±0.70 1.96±1.87

G. sphenovertex 0.30±0.42 0.06±0.08 0.00±0.00


N. cryptotenelloides 0.30±0.42 0.78±1.10 3.60±4.19

N. dicephala 1.30±1.84 1.39±0.70 0.00±0.00

N. grimmei 1.37±0.27 0.27±0.39 0.00±0.00

N. leptostriata 0.30±0.42 0.06±0.08 0.00±0.00

N. microcari 0.00±0.00 0.00±0.00 0.00±0.00

N. microcephala 1.11±0.10 0.22±0.31 0.00±0.00

N. microdigitoradiata 1.97±0.57 0.39±0.56 0.00±0.00

N. minuta 0.78±1.10 0.16±0.22 0.00±0.00

N. normalis 1.48±2.09 0.30±0.42 0.00±0.00

N. radiosa 2.33±2.56 0.47±0.66 0.00±0.00




before

confluence

Mahakali River

after confluence

N. rhyncocephala 1.19±1.68 0.37±0.52 0.64±0.91

Navicula sp. 2.00±1.36 0.40±0.57 0.00±0.00

Pinnularia sp. 0.56±0.05 1.25±0.91 0.00±0.00

Planothidium

lanceolata

10.91±2.16 10.25±0.19 9.19±6.04


Surirella sp. 0.52±0.74 0.56±0.79 2.28±1.41

Ulnaria sp. 5.31±0.87 10.45±3.91 7.31±1.27

U. ulna 7.57±1.86 10.35±2.70 7.41±5.84

U. ulna var.

amphirhynchus

1.97±0.57 4.84±2.49 2.43±1.11

During the field studies in summer season, the algal taxa belonging from the

bacillariophyceae in the planktonic form, represented by total of 51 taxa (Table-

11.7), of which Sarju River is consisted by 47 taxa. The most abundant species

of Sarju River , is represented by Reimeria sinuata which accounting for 8.75%

(average relative abundance) of total species. Other taxa, which were abundant

at a other sites of Sarju River were Achnanthes affinis, Planothidium lanceolata,

and Ulnaria ulna. The upstream stretch of Mahakali River (before confluence)

comprised a total of 51 taxa in the planktonic community. Cymbella bohemicum

(average relative abundance = 12.25%) and Achnanthes biasolettiana (average

relative abundance = 11.35%), were most abundant taxa of this section of

Mahakali River . At downstream stretch of Mahakali River recorded a total of

38 diatom taxa in planktonic form. Ulnaria ulna (average relative abundance =

1032%), was the most abundant species of this section in the study area. Other

taxa were relatively contributed in this stretch of Mahakali River. About 38 taxa

of diatoms were recorded form all three stretch of River, in which, Achnanthes

affinis, Achnanthes biasolettiana, Reimeria sinuate, Ulnaria ulna and

Planothidium lanceolata were most common, recorded from all sites of all three

stretches. The average relative abundance of planktonic diatom taxa from

different river stretches during summer season is given in Table-11.7.

Table-11.7: Average relative abundance of planktonic diatom taxa from different

River stretches during summer season

Taxa Sarju

River

Mahakali River

before confluence

Mahakali River

after confluence






Achnanthes fragilaroides 1.25±0.54 0.56±0.38 1.08±1.78

Achnanthes frigid 1.98±2.74 1.25±1.38 4.25±0.85

Achnanthes hauckiana 1.52±2.07 3.54±0.87 2.58±0.85



var. lanceolata

2.45±0.68 0.26±1.45 1.06±1.47







euglypta

0.56±0.80 0.38±0.87 1.45±1.12


linearis

0.63±1.12 0.38±1.74 0.24±0.45



Cymbella delicatula 0.47±0.93 0.74±0.15 0.52±0.65

Cymbella laevis 1.07±0.45 0.63±0.43 0.85±1.32

Cymbella microcephala 1.26±0.75 0.36±0.27 0.38±0.99

Cymbella sp. 0.95±1.14 0.16±0.26 0.44±0.75



subrotunda

3.87±0.48 1.05±0.84 0.80±2.54

Fragilaria sp. 1.75±2.08 2.47±3.54 2.85±1.05


Gomphonema

angustatum

2.91±0.76 0.58±0.25 1.85±0.66

Gomphonema

bohemicum

2.05±0.56 0.58±0.08 0.45±0.90



Gomphonema

olivaceoides

0.75±2.74 0.85±1.55 0.55±1.54



Gomphonema

sphaerophorum

0.73±0.48 0.43±0.58 0.53±0.21

Gomphonema

sphenovertex

1.08±0.05 0.23±0.72 1.58±1.56

Navicula cryptotenella 0.5.6±1.42 0.54±2.44 0.85±2.45






11.4.4 Benthic Diatoms

Benthic flora was more diverse as compared to that of plankonic flora. Benthic

diatom comprised of a total of 82 taxa in monsoon season. Sarju River

recorded a total of 65 species from 4 sites (Table-11.8). A few abundant diatom

species accounting more than 10% of total density at a few sites were

Achnanthes affinis, Fragilaria bidens, Fragilaria brevistriata and Ulnaria ulna.

Upstream stretch of Mahakali River recorded a total of 49 taxa. Most dominant

diatom in this stretch were Achnanthes minutissima, Planothidium lanceolata

and Ulnaria ulna. Average relative abundance of each of the dominant taxon

was more than 10% in upstream stretch of Mahakali River. Downstream stretch

of Mahakali River was most diverse in diatom flora; it recorded a total of 71

diatom taxa. The average relative abundance of diatoms indicated that none of

the taxon was observed to account more than 10% or more in the downstream

stretch of Mahakali River, however, a few taxa like Ulnaria ulna, Achnanthes

affinis etc were abundant at one or two sites. A few common taxa which were

recorded from all sites of all three stretches were Achnanthes affinis,

Achnanthes minutissima, Ulnaria ulna, Planothidium lanceolata, Ulnaria ulna

var. amphirhynchus etc. Cymbella laevis, Fragilaria bidens and Navicula

rhyncocephala were specific to Sarju River while Geissleria sp., Gomphonema

bohemicum ssp. Bohemicum, Gomphonema olivaceum etc. were specific to

Mahakali River.



Navicula

microdigitoradiata

0.47±1.5 0.77±1.25 1.74±2.33




Navicula sp. 0.86±0.23 1.25±0.75 1.35±1.85

Pinnularia sp. 0.75±0.63 0.27±0.74 0.65±1.85



Surirella sp. 0.00±0.00 1.75±0.68 1.45±0.85

Ulnaria sp. 3.87±0.56 7.65±2.86 3.25±0.44

Ulnaria ulna 6.35±1.05 2.45±1.58 10.32±1.54



Table-11.8: Average relative abundance of benthic diatom taxa from different

River stretches of study area during monsoon season


before confluence

Mahakali River

after confluence




Achnanthes frigida 1.66±0.71 0.00±0.00 1.67±2.35




var. lanceolata

0.83±0.36 2.83±2.83 0.87±1.23







euglypta

0.27±0.38 0.00±0.00 0.56±0.78


linearis

0.27±0.38 0.14±0.19 0.28±0.40



Cymbella amphicephala 0.81±1.15 1.10±0.40 0.28±0.40


Cymbella excise 0.29±0.40 0.49±0.29 0.87±1.23

Cymbella laevis 1.15±1.63 0.00±0.00 0.00±0.00

Cymbella sp. 0.27±0.38 0.00±0.00 0.84±1.18

Cymbella stuxbergii 0.86±1.22 0.43±0.61 1.14±0.04

Cymbella ventricosa 0.58±0.81 0.00±0.00 1.11±1.57

Diatoma hiemale 0.29±0.40 0.14±0.20 1.46±2.06

Diatoma sp. 1.10±0.74 0.00±0.00 1.72±0.86

Encyonema sp. 0.27±0.38 0.00±0.00 1.98±0.34

Epithema sp. 0.27±0.38 0.14±0.19 0.85±0.37

Eunotia arcus 0.00±0.00 0.35±0.49 1.17±1.65

Fragilaria bicapitata 3.87±1.41 1.93±2.73 1.74±1.66

Fragilaria bidens 5.26±1.75 0.00±0.00 0.00±0.00

Fragilaria brevistriata 5.28±0.95 0.00±0.00 1.98±0.34




subrotunda

0.27±0.38 1.52±1.76 0.00±0.00

Fragilaria sp. 1.73±2.44 0.86±1.22 3.39±1.49




before confluence

Mahakali River

after confluence


Geissleria sp. 0.00±0.00 0.00±0.00 2.85±0.09

Gomphonema affine var.

affine

0.54±0.76 0.00±0.00 1.98±0.34

Gomphonema

angustatum

1.96±0.48 1.67±0.41 0.84±1.18

Gomphonema

bohemicum

1.15±1.63 0.00±0.00 0.58±0.82

Gomphonema

bohemicum ssp.

Angustiminus

0.86±1.22 0.78±0.12 0.56±0.78

Gomphonema

bohemicum ssp.

Bohemicum

0.00±0.00 1.38±1.95 0.56±0.78



Gomphonema

insigniforme

1.67±0.07 0.00±0.00 0.87±1.23

Gomphonema intricatum 0.00±0.00 0.00±0.00 1.98±0.34

Gomphonema lanceolata 1.13±0.83 0.91±0.31 1.13±0.77

Gomphonema micropus

var. micropus

0.00±0.00 1.38±1.95 0.00±0.00

Gomphonema

olivaceoides

1.39±0.33 0.69±0.98 1.69±0.75



Gomphonema

pseudobohemicum

0.00±0.00 0.00±0.00 1.71±0.05

Gomphonema sp. 0.54±0.76 0.27±0.38 1.72±0.86

Gomphonema

sphaerophorum

0.00±0.00 0.69±0.98 0.56±0.78

Gomphonema

sphenovertex

0.85±0.43 0.00±0.00 0.87±1.23

Hannaea arcus 0.29±0.40 0.00±0.00 1.17±1.65

Hannaea arcus var.

amphioxys

0.27±0.38 0.83±0.78 0.29±0.41

Navicula cincta 0.00±0.00 0.35±0.49 0.58±0.82

Navicula cryptocephala 1.67±0.07 0.84±1.18 0.00±0.00









before confluence

Mahakali River

after confluence


Navicula

microdigitoradiata

0.54±0.76 0.62±0.11 0.00±0.00



Navicula reichardtiana 0.00±0.00 1.04±1.46 0.58±0.82


Navicula salinicola 0.00±0.00 0.69±0.98 1.17±1.65

Navicula sp. 0.00±0.00 0.00±0.00 0.28±0.40

Navicula veneta 0.00±0.00 0.00±0.00 1.11±1.57

Pinnularia sp. 0.00±0.00 0.00±0.00 0.28±0.40



Surirella sp. 0.00±0.00 0.35±0.49 2.53±1.93

Ulnaria sp. 6.12±0.52 5.82±0.42 2.26±0.74

Ulnaria ulna 8.33±1.22 11.31±0.04 6.85±1.82

Ulnaria ulna var.

amphirhynchus

3.04±1.05 3.59±0.78 1.98±0.34

In winter season a total of 49 taxa of diatoms were recorded from study area;

the diatom diversity was considerably low in winter season as compared to that

in monsoon season. Sarju River recorded a total of 39 taxa, of which

Achnanthes Haukiana and Ulnaria ulna var. amphirhynchus were most

abundant taxa accounting for an average relative abundance (%) of

7.90±11.17and 8.77±4.96, respectively. The details are given in Table-11.9.

Upstream of Mahakali River (before confluence) recorded all 49 taxa. Likewise

in Sarju River Upstream section of Mahakali River was dominated by

Achnanthes Haukiana (10.20±12.36) and Ulnaria ulna var. amphirhynchus

(7.06±5.59). Downstream stretch of Mahakali River (after confluence) was

relatively poor in diatom diversity in winter season, recording only 29 taxa.

Achnanthes Haukiana and A. micoscopica were most abundant taxa,

accounting for an average relative abundance (%) of 12.50±17.68 and

9.38±13.26, respectively. Only about 18 taxa were common in all River s while

11 taxa were common at all sites. The common benthic taxa in winter season

were Achnanthes affinis, A. biasolettiana, A. frigid, A. Hauckiana, F.

vaucheriae, Hanna arcus, G. parvulum, G. lanceolata, G. bohemicum, U. ulna

and U. ulna var. amphirhynchus.




River stretches of study area during winter season


before confluence

Mahakali River

after confluence


A. biasolettiana 3.68±5.21 3.18±3.77 2.68±3.79

A. frigida 2.11±2.98 1.05±2.11 0.00±0.00

A. Hauckiana 7.90±11.17 10.20±12.36 12.50±17.68

A. lanceolata 0.88±1.24 0.44±0.88 0.00±0.00

A. lanceolata var.

lanceolata

0.00±0.00 1.56±3.13 3.13±4.42

A. linearis 0.00±0.00 2.23±4.47 4.47±6.31

A. micoscopica 2.63±3.72 6.00±8.85 9.38±13.26

A. minutissima 5.27±7.45 2.63±5.27 0.00±0.00

A. saccula 3.69±5.21 1.84±3.69 0.00±0.00


C. placentula var.

euglypta

1.06±1.49 0.53±1.06 0.00±0.00

C. placentula var. linearis 0.00±0.00 1.56±3.13 3.13±4.42



C. bohemicum 1.58±2.23 0.79±1.58 0.00±0.00

C. laevis 0.53±0.74 0.26±0.53 0.00±0.00

Cymbella sp. 0.88±1.24 2.00±2.95 3.13±4.42

Diatoma hiemale 0.00±0.00 0.89±1.79 1.79±2.52

Eunotia arcus 0.00±0.00 1.34±2.68 2.68±3.79


F. brevistriata 3.51±4.96 1.76±3.51 0.00±0.00

F. capucina 0.53±0.74 0.26±0.53 0.00±0.00

F. leptostauron 0.00±0.00 1.56±3.13 3.13±4.42

F. vaucheriae 1.06±1.49 2.76±4.23 4.47±6.31

Gomphonema

angustatum

0.53±0.74 0.26±0.53 0.00±0.00

G. bohemicum 3.16±2.98 3.36±3.39 3.57±5.05

G. intricatum 1.76±2.48 0.88±1.76 0.00±0.00

G. lanceolata 1.58±2.23 2.13±2.62 2.68±3.79

G. micropus var.

micropus

0.53±0.74 0.26±0.53 0.00±0.00

G. olivaceum 0.53±0.74 1.16±1.68 1.79±2.52

G. parvulum 4.57±3.47 2.73±3.01 0.90±1.27

Gomphonema sp. 1.06±1.49 2.09±2.95 3.13±4.42

G. sphaerophorum 0.00±0.00 2.68±5.36 5.36±7.57

Hanna arcus 1.06±1.49 1.42±1.74 1.79±2.52




before confluence

Mahakali River

after confluence

Hanna arcus var.

amphioxys

0.53±0.74 0.26±0.53 0.00±0.00

Navicula cincta 0.00±0.00 0.89±1.79 1.79±2.52

N. cryptocephala 1.76±2.48 1.33±1.68 0.90±1.27

N. cryptotenella 2.11±2.98 1.05±2.11 0.00±0.00

N. cryptotenelloides 1.06±1.49 0.53±1.06 0.00±0.00

Navicula sp. 0.88±1.24 1.33±1.71 1.79±2.52

N. veneta 0.53±0.74 0.26±0.53 0.00±0.00

Pinnularia sp. 0.53±0.74 0.26±0.53 0.00±0.00



Surirella sp. 0.53±0.74 1.16±1.68 1.79±2.52

Ulnaria sp. 13.69±10.42 7.74±9.25 1.79±2.52

U. ulna 4.21±5.95 3.89±4.52 3.57±5.05

U. ulna var.

amphirhynchus

8.77±4.96 7.06±5.59 5.36±7.57

In summer season, benthic diatom comprised of a total of 64 taxa in all the

study sites. Sarju River represented a total of 52 species from 4 sites. The

details are given in Table-11.10. Certain abundant diatom species accounting

more than 9% of total density at a few sites were Achnanthes affinis,

Achnanthes minutissima, Fragilaria capucina, and Ulnaria ulna. Upstream

stretch of Mahakali River recorded a total of 43 taxa. The species like

Planothidium lanceolata, Ulnaria ulna and Achnanthes biasolettiana were found

to be most dominant diatoms in this stretch. Downstream stretch of Mahakali

River was most diverse in diatom flora in summer season, it recorded a total of

56 diatom taxa. Few taxa like Surirella sp, Achnanthes affinis, Cymbella

amphicephala etc were abundant at one or two sites. A few common taxa

which were recorded from all sites of all three stretches were Achnanthes

affinis, Achnanthes micoscopica, Ulnaria ulna, Cymbella laevis, Gomphonema

pseudobohemicum, Fragilaria leptostauron etc. Cymbella affinis, Fragilaria

bidens and Gomphonema olivaceoides were specific to Sarju River in this

season while Navicula cryptotenella, Surirella sp. Gomphonema bohemicum,

Fragilaria vaucheriae etc. were specific to Mahakali River in this particular

season.




River stretches of study area during summer season


before confluence

Mahakali River

after confluence



Achnanthes frigid 0.00±0.00 2.14±1.07 2.62±1.22


Achnanthes lanceolata var.

lanceolata

1.83±2.36 0.00±0.00 2.42±0.32







linearis

0.00±0.00 2.14±0.42 2.14±0.28





Cymbella excise 2.24±1.40 0.29±0.49 0.00±0.00

Cymbella laevis 2.12±1.52 2.41±1.20 2.00±0.84

Cymbella stuxbergii 1.48±0.29 0.00±0.00 1.28±0.01

Cymbella ventricosa 0.00±0.00 2.41±1.07 2.12±1.20

Diatoma hiemale 1.29±0.12 1.14±0.09 6.32±2.06

Encyonema sp. 0.00±0.00 0.00±0.00 1.48±0.14

Eunotia arcus 0.12±1.30 2.13±0.29 1.41±1.42


Fragilaria bidens 4.13±1.25 0.00±0.00 0.00±0.00

Fragilaria brevistriata 2.12±0.45 3.14±2.12 1.23±0.12




subrotunda

0.12±1.28 2.22±0.54 2.12±2.10


Gomphonema affine var.

affine

1.41±0.32 2.12±0.02 3.18±0.22

Gomphonema angustatum 1.16±0.21 0.00±0.00 1.11±2.81



Gomphonema bohemicum

ssp. Bohemicum

2.12±1.12 3.18±1.32 2.21±0.41




before confluence

Mahakali River

after confluence


Gomphonema insigniforme 2.31±1.02 0.00±0.00 2.46±1.10

Gomphonema intricatum 0.00±0.00 2.18±0.01 0.00±0.00

Gomphonema lanceolata 1.02±0.21 0.00±0.00 2.10±1.12

Gomphonema olivaceoides 1.12±0.10 0.00±0.00 0.00±0.00



Gomphonema

pseudobohemicum

1.12±2.13 2.12±0.30 1.20±0.01

Gomphonema

sphaerophorum

1.19±0.26 0.00±0.00 2.12±0.21

Hannaea arcus 0.00±0.00 1.12±0.23 1.22±1.56

Hannaea arcus var.

amphioxys

2.12±0.12 0.00±0.00 0.02±0.20

Navicula cincta 1.12±1.20 1.22±0.21 2.32±1.28

Navicula cryptocephala 2.52±1.07 1.84±2.46 0.00±0.00






Navicula microdigitoradiata 0.00±0.00 0.00±0.00 0.10±0.41

Navicula reichardtiana 1.36±0.68 0.00±0.00 0.58±0.82


Navicula salinicola 1.13±0.56 0.00±0.00 1.17±1.65

Navicula veneta 2.00±0.16 4.34±2.89 3.15±1.75


Reimeria sinuate 1.50±2.18 0.00±0.00 4.58±0.28

Surirella sp. 0.00±0.00 3.25±0.94 7.25±1.83

Ulnaria ulna 9.74±1.22 10.29±0.01 1.21±1.32

Ulnaria ulna var.

amphirhynchus

1.03±1.32 3.54±085 2.71±1.21

11.4.5 Macro-Invertebrates

The area was rich in insect diversity, indicated by the presence of their nymphs

in Sarju and Mahakali Rivers. Density ranged from 155 to 3344 individuals/m2

in monsoon, 902 to 3665 individuals/m2 in winter and 318 to 3428

individuals/m2 in summer season. In all seasons Sarju River recorded

considerably high density and diversity as compared to Mahakali River waters.

In monsoon season a total of 17 taxa of macro-invertebrates were recorded

from both River s, of which 5 were common in both Rivers (Refer Table-11.11).



In winter season a total of 20 taxa were recorded from both River s, of which 15

were found in both River s (Refer Table-11.12). In summer season a total of 18

taxa of macro-invertebrates were recorded from both River s (Refer Table-

11.13). Cinygmula, Baetis, Chironomu, Antocha saxicola and Ablabesmyia

were most common taxa, recorded from all sampling sites. Distribution of

Caenis latipennis, Ochrotrichia, Hydroptila, Antocha saxicola, Simulium pictipes

and Limno chares was restricted in the Sarju River during monsoon season

though, their density was low. Similarly, a few taxa like Cinygma, Ephemerella

excrucians and Ochrotrichia were specific to Mahakali River in both monsoon

and summer seasons. In winter season Acroneuria, Heterlimnius, Glossosoma

were recorded from Sarju River only while Ephemerella excrucians could be

sampled from Mahakali River only.



Table-11.11. Macro-invertebrate diversity and density in the Sarju and Mahakali River s within influence area of

Pancheshwar Multipurpose Project in monsoon season

Order Family Genus Sarju River Mahakali River

u/s Confluence

Mahakali River

d/s confluence

S1 S2 S3 S4 S5 S6 S7 S8 S9

Ephemeroptera Heptageniidae Cinygmula 300 522 122 56 11 22 11 22 33

Cinygma 0 0 0 0 11 0 22 0 45

Ephemerellidae Ephemerella excrucians 0 45 0 0 0 0 0 22 22

Caenidae Caenis latipennis 322 133 11 33 0 0 0 0 0

Baetidae Baetis 0 144 156 278 33 44 33 211 122

Leptophlebiidae Leptophlebia 0 0 0 0 0 11 0 0 0

Coleoptera Elmidae Heterlimnius 0 0 0 0 22 11 0 0 11

Psephenidae Psephenus herricki 144 233 22 0 0 0 0 0 0

Trichoptera Hydroptilidae Ochrotrichia 0 0 0 0 0 0 0 22 0

Hydroptila 0 0 0 22 0 0 0 0 0

Leucotrichia 78 322 11 56 0 0 0 0 0

Hydropsychidae Hydropsyche 0 0 111 133 0 0 0 67 33

Diptera Chironomidae Ablabesmyia 800 722 2466 2578 100 100 89 122 189

Chironomus 0 0 0 44 33 0 0 11 67

Tipulidae Antocha saxicola 0 0 11 122 0 0 0 0 0

Simuliidae Simulium pictipes 0 89 0 11 0 0 0 0 0

Acari Limnocharidae Limnochares 0 56 0 11 0 0 0 0 0

Density (indiv./m2) 1644 2210 2910 3344 210 318 155 477 522



Table-11.12: Macro-invertebrate diversity and density in the Sarju and Mahakali River s within influence area of

Pancheshwar Multipurpose Project in winter season

Order Family Genus Sarju River Mahakali

River u/s

Confluence

Mahakali River

d/s confluence

S1 S2 S3 S4 S5 S6 S7 S8 S9


Cinygma 290 301 0 122 22 32 33 100 97



Baetidae Baetis 665 549 1311 500 278 194 867 100 118

Leptophlebiidae Paraleptophlebia 0 97 0 133 0 21 0 44 11

Leptophlebia 0 11 0 67 0 0 0 22 0

Plecoptera Perlidae Acroneuria 139 172 0 22 0 0 0 0 0




Hydroptila 0 0 0 44 0 21 0 0 32

Leucotrichia 32 97 22 11 0 0 0 33 11


Glossosomatidae Glossosoma 129 129 0 33 0 0 0 0 0


Chironomus 182 183 178 500 22 118 100 44 129




Density (indiv./m2) 2650 2859 2721 3665 1542 902 1511 953 1161



Table-11.13: Macro-invertebrate diversity and density in the Sarju and Mahakali River s within influence area of

Pancheshwar Multipurpose Project in summer season

Order Family Genus Sarju River Mahakali

River u/s

Confluence

Mahakali River

d/s confluence

S1 S2 S3 S4 S5 S6 S7 S8 S9


Cinygma 0 0 0 81 0 24 66 28 11



Baetidae Baetis 258 10 87 174 46 44 0 75 86

Leptophlebiidae Leptophlebia 136 0 140 55 35 11 0 26 220




Hydroptila 451 356 275 165 0 0 110 165 11

Leucotrichia 41 198 0 0 0 0 0 33 0


Glossosomatidae Glossosoma 11 0 25 11 0 0 105 104 0


Chironomus 0 635 24 56 0 0 33 17 67




Density (indiv./m2) 2005 2361 2882 3428 546 318 842 698 775

CHAPTER-12

FISHERIES


Chapter 12: Fisheries Page 1

CHAPTER – 12

FISHERIES

12.1 INTRODUCTION

Pancheshwar Multipurpose Project is located on Sharda (Maha kali) River at

about 1.5 km downstream of Sharda-Sarju River confluence. The project has

been identified as a huge rock fill dam under storage scheme,that will inundate

large stretches of Mahakali and Sarju River s. Sharda is one of the largest

River s in Eastern Uttarakhand bordering the India and Nepal. Mahakali River

originates from Great Himalayan range at Kalapani mountain at 3600 m asl.

The River is fed by three major River s, viz. Dhauliganga, Goriganga and Sarju

in its catchment. In its course, the River is known as various names like Maha

kali, Sharda and Sarju.

Mahakali River is not only rich in fish fauna but it harbours many threatened,

game and migratory fish species (Saund et al., 2012; Joshi 2007). This River is

known as abode of Golden mahseer and well organized angling of mahseer is

prevalent in the surrounding of Sharda-Sarju confluence. The fishing activities

in the surroundings of Pancheshwar is prohibited, however, the ‘catch and

release’ angling is promoted to conserve the fish fauna especially Golden

mahseer (Tor putitora). For the angling of mahseer, the anglers visit this area

from different parts of India and abroad. The anglers are issued with licence to

fish in the River .

The fisheries survey was carried out in the influence area of Pancheshwar

Multipurpose Project, comprising mainly of Sarju River in India and Mahakali

River in India and Nepal. This contribution was aimed to collect the information

on the fish diversity, fisheries, migratory phenomena and conservation so that

this baseline data can suitably be used to predict the likely impacts of the

project and to formulate the comprehensive fish conservation and fishery

management plan.

12.2 METHODOLOGY

The survey and sampling for ecological studies of Pancheshwar Multipurpose

Project were carried out in the various seasons. The fishing activities were

completely prohibited in the surrounding areas of Pancheshwar, however,

‘catch and release’ angling is allowed to the anglers. The information on the fish

fauna in Sarju and Mahakali River s was collected with the help of anglers. The



anglers were found to fish at the spot with the help of rods. In addition, indirect

evidences like interviews of anglers and photographs of fish were also used to

collect the information. The published literature of Joshi (1999, 2007) and

Saund et al. (2012) were also used as secondary sources.

12.3 COMMUNITY STRUCTURE

A total of 30 species of fishes were recorded in Mahakali and Sarju River s from

all sources in all seasons. All species belong to 5 families. Cyprinidae is largest

family comprising of 18 species (60% of total species) (Table-12.1). Tor putitora

and Schizothorax richardsonii are abundant species of Sarju and Mahakali

River s while Labeo dero, Barilius bendelisis, Puntius ticto, Acanthocobitis botia

and Schistura inglisi are common species of this region (Joshi, 1999).

Schizothorax kumaonensis and Glyptothorax alaknandi are rare species of

Mahakali River system. The former is restricted to the waters of Kumaun

Himalaya and western fringe of Nepal. Glyptothorax alaknandi is confined to

the waters of Ganga River in Garhwal Himalaya and Mahakali River in

Kumaun and Nepal.

The generally clear, cool, fast-flowing waters and bedrock and coarse sediment beds of rivers like Mahakli serve as habitat for fish species with limited temperature tolerances, high oxygen needs, and strong swimming ability and specialised reproductive strategies to prevent eggs or larvae being swept away. These characteristics also encourage invertebrate species with limited temperature tolerances, high oxygen needs and ecologies revolving around coarse sediments and interstices or "gaps" between those coarse sediments. The main factors which influence fish life in the Himalayan streams are:

current velocity fluctuation in water discharge

water temperature and dissolved oxygen level

substratum

shelter from the current

food availability represented mostly by organisms clinging to and growing on rock and stone surfaces in fast current.

The Himalayan fishes spend the major part of their life facing the current. This helps them in two ways: firstly, to maintain their upright position, and secondly, to make respiration easier. They have to open their mouths to take in water and boost the respiratory current. Shoals of lesser barils (Barilius spp.) are found in shallow pools (20-25 cm in depth). The need for shelter from the current has led to territoriality i.e. having a fixed territory/tributary. Mahseers and schizothoracines chase intruders to defend the



limited food resource and available shelter. Such behaviour develops after the young fish emerges from the eggs that are laid in gravel. During winter months groups of all sizes of mahseers and schizothoracines inhabit the pools when the water level is at its lowest and water is highly transparent. Shoaling behaviour has been observed in juvenile mahseers in shallow. This is one of the devices employed by these species to confuse predators. When a few fish are caught in a cast net, the rest disperse. Water temperature is always an important limiting factor affecting geographical distribution and local occurrence within one water system. Cold stenothermic species such as the endemic schizothoracines (Schizothorax richardsonii) and exotic brown trout have an upper tolerance around 20°C. Carps, mahseers and lesser barils have a wider tolerance and even survive water temperatures over 25°C. Schizothoracines remain active in the near-zero temperature which prevail in streams of the Lesser and Greater Himalaya during December and January. According to Sehgal (1999) to cope up with the steep fall in temperature in winter months schizothoracines migrate from headwaters to lower altitudes where they represent a sizeable part in fish catches in large rivers and their tributaries. The rise in temperature varies from low water temperature (less than 5 to 8o C) to 10-17°C during May-June induces Schizothorax richardsonii to spawn. S. richardsonii starts upstream migration with the rise in water temperature during March. During the upstream migration the fish still finds itself in waters of low temperature of 8.0-9.5°C, owing to the steady influx of snow-melt water. This induces the species to migrate to and spawn in side streams, which receive warm ground water of 17.5-21.5°C. In the Ravi River system the fish spawn in May. In the Himalaya, two zones can be distinguished i.e. rhithron zone and potamon zone. The rhithron zone is characterized by a monthly mean temperature of 17.3°C, high concentrations of dissolved oxygen (10.0 mg/l), fast current (0.9-1.8 m/sec), and turbulent waters. The substratum is rocks and boulders with sand and silt patches and with some pools. The fish of this zone are stenothermic, such as snow trout (Schizothorax richardsonii). This zone borders on the potamon zone which has a higher mean water temperature of 22.1°C, dissolved oxygen of 8.0 mg/l , and current velocity of 0.5-0.7 m/sec. The substratum consists of boulders, stones, gravel and patches of aquatic vegetation in the pools. The fish fauna is eurythermic or warm-stenothermic (Labeo dero, Tor putitora and Garra gotyla).

Fishing activities are prohibited in the immediate surroundings of Pancheshwar

due to religious importance of Pancheshwar temple and conservation efforts of

some angling association and River guide (Pers. communication: Raj Garkoti).



Anglers were found to land fish mainly at confluence area of Sarju and Sharda

(Mahakali River). The primary survey revealed that Tor puritora, Schizothorax

richardsonii, Bagarius bagarius and Labeo species comprised the main angling

catch in monsoon and summer season while in winter season juveniles of Tor

putitora was recorded at the confluence of Sarju and Kali River. In Sarju River

species of Puntius and Barilius were recorded at small pools however, they

could not be identified up to species level. In addition, Schizothorax

richardsonii, Crossocheilus latius latius and Garra species were recorded with

the help of anglers. The fish species composition in Sarju and Mahakali River in

the study area is given in Table-12.1.

Table-12.1: Fish species composition in Sarju and Mahakali River in the study

area of Pancheshwar Multipurpose Project.

S. N. Scientific Name Common Name

Conservatio

n Status

(IUCN 2016)

Cyprinidae

1 Labeo dero Kalabans LC

2 Labeo dyochilus Kali -

3 Labeo angra Angra Labeo LC

4 Puntius chilynoides Dark Mahseer -

5 Pethia conchonius Rosy Barb LC

6 Puntius gelius Golden Barb LC

7 Puntius ticto Two Spot Barb LC

8 Tor putitora Golden Mahseer EN

9 Tor tor Deep Bodied Mahseer NT

10 Neolissichilus hexagonolepis Copper Mahseer NT

11 Barilius bendelisis Hamilton’s Baril LC

12 Barilius barila - LC

13 Barilius barna Barna Baril LC

14 Schizothorax kumaonensis Kumaun Snow Trout DD

15 Schizothorax richardsonii Snow Trout VU

16 Schizothorax progastus Dinnawah Snow Trout LC

17 Crossocheilus latius latius Gangetic Latia LC

18 Garra gotyla gotyla Gotyla LC

Namachilidae

19 Acanthocobitis botia Striped Loach LC

20 Nemachilus beavani Loach -

21 Nemachilus corica Loach -

22 Schistura inglisi Loach VU

Cobitidae

23 Lepidocephalus guntea Peppered Loach LC

Sisoridae



S. N. Scientific Name Common Name

Conservatio

n Status

(IUCN 2016)

24 Parachiloglanis hodgarti Torrent Catfish LC

25 Glyptothorax pectinopterus Catfish LC

26 Glyptothorax trilineatus Three-line Catfish LC

27 Glyptothorax alaknandi LC

28 Pseudecheneis sulcatus Sulcatus Catfish -

29 Bagarius bagarius Giant Catfish NT

Mastacembelidae

30 Mastacembelus armatus Spiny Eel LC

LC = least concerned; DD = Data deficient; VU = vulnerable; EN = endangered

12.4 CONSERVATION STATUS

Fishes inhabiting Mahakali and Sarju River s have been assessed for their

conservation status following IUCN (2016) criterion. Out of 30 species, 25

species are included under IUCN’s list, of which 18 species are ‘least

concerned’. Tor putitora (Golden Mahseer) is an ‘endangered’ species while

Schizothorax richardsonii (Snow trout) and Schistura inglisi (Loach) are

categorised as ‘vulnerable’ species. The game fishing is common in Mahakali

River, which comprises Tor putitora, Tor tor, Schizothorax richardsonii and

Bagarius bagarius. Game fishing is found in the form of ‘catch-and-release’,

thus no major threats are foreseen on the threatened species.

12.5 SUSTENANCE FISHING

Sustenance fishing is prohibited in the influence area of the Pancheshwar

Multipurpose Project. People are relatively well aware of conservation of fish

especially for Tor putitora (Golden mahseer) Anglers’ associations are active in

this area. The area is regularly visited by anglers from the different parts of the

country. State government issues licenses to anglers for catch-and-release

angling. During the survey ‘catch-and-release’ was observed in Mahakali River

near the confluence of Sarju River . The sport fishing mainly depends on Tor

putitora, Tor tor, Schizothorax richardsonii and Bagarius bagarius. During the

survey anglers were found to land Tor putitora, and Schizothorax richardsonii in

monsoon and summer season and Schizothorax richardsonii and

Crossocheilus latius latius in winter season.



12.6 MIGRATION AND SPAWNING

Joshi (2007) carried out detail study on the fish migration in Mahakali River

system. He reported 4 species, viz. Tor putitora, Schizothorax richardsonii,

Labeo dero and Bagarius bagarius which perform migration in Mahakali River

system. Though, other species namely Tor tor reported in this system is also

known to perform migration. Schizothorax richardsonii descends in low

temperature and use tributaries in relatively lower reaches for spawning. The

main purpose of migration is to cope with low temperature. Tor putitora and Tor

tor are long route migratory species and ascend in pre-monsoon season. In this

River system Sarju River and its tributaries like Eastern Ramganga are

probable spawning grounds of mahseer. In Mahakali River system Labeo dero

ascends upstream up to 90-110 km for the search of food in the summer

months. It descends downstream during onset of monsoon (Joshi, 2007).

Bagarius bagarius is a bottom dweller fish and ascends in Mahakali system

during summer. Joshi (2007) mentioned its presence in the Sarju River up to

Bageshwar. Sarju River is probable uses as spawning grounds by various fish

species. The fry were recorded from a large number of pools along the River

side of Sarju River.



Plate 12.1 Endangered game fish Golden mahaseer (Tor putitora) from river

Mahakali River (Source: S Das, an angler) in post-monsoon season

Plate 12.2 Fry collected from Sarju River in winter season. The fry were

released in River water

CHAPTER-13

PREDICTION OF IMPACTS


Chapter 13: Prediction of Impacts Page 1

CHAPTER-13

PREDICTION OF IMPACTS

13.1 INTRODUCTION

Based on project details and the baseline environmental status potential

impacts that are expected to accrue as a result of the proposed Pancheshwar

multi-purpose project have been identified. The environmental impact

assessment for quite a few disciplines are subjective in nature and cannot be

quantified. Wherever possible, the impacts have been quantified and otherwise,

qualitative assessment has been done. This section deals with anticipated

positive as well as negative impacts during pre-construction, construction and

operation phases of the proposed Pancheshwar Multi-purpose project.

13.2 IMPACTS ON LAND ENVIRONMENT

a) Pre-Construction Phase

During pre-construction phase, activities such as geological investigation for

various project appurtenances would lead to generation of waste generated on

account of collection of rock and soil samples. The quantum of waste

generated is quite small and the impact is not expected to be significant. The

other activities including survey for various project related appurtenances are

not expected to cause any adverse impacts to the environment.

b) Construction Phase

Majority of the environmental impacts due to construction works are temporary

in nature, lasting mainly during the construction phase and often little beyond

the construction period. Very few impacts of construction phase are permanent

in nature. However, if these issues are not properly addressed, impacts can

continue even after the construction phase. Though, impacts due to

construction, are temporary in nature, but may attach significance due to the

nature and intensity of the impacts. The major impacts anticipated on land

environment during construction phase are as follows:

Quarrying operations

Excavation and Muck disposal.

Operation of construction equipment.

Impacts due to construction of roads.

Changes in land use



Immigration of labour population, etc.

i) Quarrying operations

The construction material requirement for Pancheshwar Complex and

Rupaligad Complex are given in Table-13.1. The location of Quarry Areas is

shown in Figure-13.1.

Table-13.1: Construction Material Requirement for Pancheshwar Complex

and Rupaligad Complex

S. No. Type of Material Quantity

Required

(Million m3)

Source of Material

A. Pancheshwar Complex

1. Impervious Core 13.18 Harkhera area (Indian side)

2. Filter Material 4.69 Common Excavation

3. Shell Materials 120.0 River bed material

4. Concrete- coarse

and fine aggregates

2.88 Leopard Quarry

Tiger & Little Elephant

Quarry

Rock excavation - 47.862

Mm3

B. Rupaligad Complex

1. Concrete- coarse

and fine aggregates

1.8 Birmola

U/s of dam axis

D/s of Dam axis



Figure-13.1: Location of Quarry sites

A permanent scar is likely to be left, once quarrying activities are over. With the

passage of time, rock from the exposed face of the quarry under the action of

wind and other erosional forces, get slowly weathered and after some time,

they become a potential source of landslide. Thus, it is necessary to implement

appropriate slope stabilization measures to prevent the possibility of soil

erosion and landslides in the quarry sites. The measures recommended for

quarry slope stabilization are given in EMP.

The soil, stones and sand required for the construction of dams and

canals are often mined and quarried from around the actual site. Such

extraction can also have adverse environmental impacts, especially by

aggravating dust pollution, disturbing wildlife and destroying vegetation. These

impacts that can be prevented by ensuring that such mining or quarrying are

done in environmentally friendly manner and not close enough to the dam to

have a direct impact on it. Where this is unavoidable, the mined area should be

restored prior to submergence.



ii) Muck Disposal

The total quantum of muck to be generated as a result of various project related

activities, construction of dam, HRT and Powerhouse is 53.18 Mm3 and 2.56

Mm3 for Pancheshwar and Rupaligad projects respectively.

For Pancheshwar Dam Complex, about 90% of the muck (0.9*53.18 = 47.86

Mm3) generated shall be used and about 5.32 Mm3 of muck shall be disposed

for which an area of 67 ha has been earmarked. The capacity of the muck

disposal site is 7.9 Mm3.

For Rupaligad Dam Complex, about 75% of the muck (0.75*7.56= 5.67 Mm3)

generated shall be used and about 1.89 Mm3 , (considering swelling factor) of

muck shall be disposed for which an area of 25 ha has been earmarked. The

capacity of the muck disposal site is 2.05 Mm3.

iii) Operation of Construction Equipment

During construction phase, various types of equipment such as crushers,

batching plant, drillers, earth movers, rock bolters, etc. The siting of all such

construction equipment would be done at predefined places and land shall be

temporarily used for storage of the quarried material before crushing, crushed

material, cement, rubble, etc. Efforts would be made to select the site for

locating the construction equipment at the construction site itself to minimize

the impacts on environment. During construction phase, there will be increased

vehicular movement for transportation of various construction materials at the

project site and other activities. Dust is likely to be entrained due to the

movement of trucks and other heavy vehicles. For better control of the likely

impacts, however, suitable measures viz. Greenbelt development around

construction, quarry and residential areas will be developed and other

measures are sprinkling of water on roads, proper maintenance of vehicles are

also suggested as a part of Environmental Management Plan (EMP).

iv) Construction of Roads

Construction of New Roads

A new road of about 12 km in length shall be constructed for connecting Tamili

the nearest village with project site. Since there shall be heavy traffic on this

road the specification shall be kept same that for a double lane road.



Construction of Temporary Haul Roads

For Pancheshwar

For transportation of excavated material to disposal areas, transportation of fill

material to project site for borrow areas/quarries, Transportation of various

equipment and other misc. material temporary haul roads are to be constructed

for the purpose.

Following haul roads are envisaged to be constructed

(i) Tiger Quary to dam site = 11 km

(ii) Clay Borrow area to dam site = 14 km

(iii) Binayak Borrow area to dam site = 8 km

(iv) Muck disposal areas to dam site = 5 km

(v) Haul road for aggregate processing plant = 3 km

(vi) Haul road for spillway = 2 km

(vii) From main access road to other areas on

left & right bank = 5 km

(viii) Dam site to Batching Plant & Workshops etc. = 6 km

Total = 50 km

Haul roads for Rupaligad Project

i Road from dam site to various quarry sites = 4 km

ii Road from dam site to muck disposal

area on Indian side = 4 km

iii Road from dam site to muck disposal

area on Nepal side = 2 km

iv Other miscellaneous road to various work sites = 5 km

Total = 15 km

Service Roads


These roads are those roads which shall connect the various Residential

colonies, Office complexes, Contractors colonies and other service utilities.

Following service roads shall be constructed

a) Office complex at Nidil (India) = 5 km

b) From main access road on right bank



to various structures of the project = 3 km

c) Road for Gajwal (India) = 4 km

d) For Residential complex at Gureli = 5 km

e) For Residential complex at Siunori (Nepal) = 5 km

f) Road for construction facility area at Kaikot (India) = 4 km

g) Road for construction facility area at Shalla (India) = 4 km

h) Road for construction facility

area at Chamtada (Nepal) = 4 km

i) Road for construction Dhamkani (Nepal) = 4 km

j) Road for office complex at Lek (Nepal) = 5 km

k) Road for construction facility area at Santola (Nepal) = 5 km

l) Road for residential complex at Paladi (Nepal) = 5 km

m) Road for schools, police station, fire station etc. = 5 km

n) Road for water supply scheme sites = 8 km

o) Road from main access road on left bank to

various structures & bridge site = 7 km

Total = 73 km

Rupaligad Project

Right bank

(i) Link road from Brahmadev – Rupaligad Road = 2 km

(ii) Roads for office complex & residential

complex at Bajkot = 1 km

Left Bank

(i) Link road from Brahmdev – Rupaligad Road = 2 km

(ii) Roads for office & residential complex at Sukalikhet = 2 km

(iii) Roads for construction facility area upstream of dam = 2 km

(iv) Misc. roads to various structures on both

sides and to water supply schemes etc. = 6 km

Total = 15 km



New roads of about 153 km length are proposed to be constructed to connect

the various project components. The construction of roads can lead to the

following impacts:

Removing of forest vegetation for site clearance, earthworks and

levelling for road could cause soil erosion and landslides altering

localised drainage and storm runoff patterns and slope failure.

Dumping of mucks below the road on slopes will also lead to adverse

impacts on erosion and slope stability.

Construction of new roads increases the accessibility of an hitherto

undisturbed areas resulting in greater human interferences and

subsequent adverse impacts on the ecosystem.

Increased air pollution during construction phase.

Appropriate management measures have been recommended for control of

adverse impacts due to construction of roads as a part of Environmental

Management Plan (EMP).

v) Changes in land use

Project activities such as construction of dam, powerhouse intake, spillway

structure, tailrace outlet and other associated structures, project office and

working facility sites, excavation for construction materials in borrows and

quarry sites, disposal of spoils in spoil tip areas, haul road and service road

construction, workshops, etc. during the construction phase will change the

existing land use and land cover in the project area. Land use to reservoir, dam

and power generation related concrete structures, project camps, roads and

exposed excavated area with changed topography.

The proposed project involves construction of dam for which forest and private

land will be acquired. The total land required for the project is 14100 ha. This

includes 9100 ha in India and 5000 ha in Nepal. The construction of the project

would lead to formation of two reservoirs of area 11600 ha (11600 ha in India

and 4000 ha in Nepal. The land cover of the area likely to be submerged in

pre-project scenario is river, vegetal cover, agriculture land, etc. Similarly land

cover of the area proposed to be used for muck disposal and quarry sites will

be changed and detailed measures have been recommended to be undertaken

to stabilize such sites are suggested in the EMP for their reclamation.

The construction of two reservoirs with a total area of about 11600 ha would

lead to acquisition of private, forest and government land, which is a significant

change in land use. Likewise, river stretch within submergence area, with

moving water condition will convert into quiescent conditions.



New roads of about 172 km length are proposed to be constructed to connect

the various project components. Adequate measures need to be implemented

as a part of EMP to ameliorate this adverse impact to the extent possible.

The storage of scrap materials, used containers, cement bags, domestic and

construction wastes, etc. in scrap yards will degrade the land quality. After the

completion of the project, temporarily acquired land will be returned to the

owners.

The construction sites would be adversely affected on account of large scale

construction activities. The construction sites will have to cleared of waste

construction material, solid waste from various sources, leading to adverse

impacts.

vi) Immigration of labour population

During construction stage of the project about 8500 workers and technical staff

are likely to work in the project area. However, during the peak construction

phase, congregation of labour force can create problems of sewage disposal,

solid waste management etc. if not addressed properly. These aspects are

addressed in the waste disposal plan and free fuel provision for labourers is

kept in the EMP to meet the fuel requirement of the labour population.

vii) Slope Instability in Construction Sites

Dam Site and Powerhouse Site

Site clearance and land clearing on slopes, earthworks, and blasting drilling

and vibration could cause soil erosion and landslides altering localised drainage

and storm runoff patterns and slope failure.

Project Office and Facility Sites Land clearance and site preparation, removing of forest vegetation, levelling uplands could cause soil erosion and landslides altering localised drainage and storm runoff patterns and slope failure.

Contractor and Labour Camps

The nature of impacts would be similar to Project Office and Facility Sites as

described earlier.



viii) Slope Instability and Mass Failure in Borrows and Quarry Sites

Unmanaged excavation for construction materials from borrow areas and Tiger

quarry site could cause landslides and slope failure and even mass movement.

This will be a mining operation. The magnitude of the impact will be medium,

site specific and of long term duration.

c) Project operation phase

i) Change in Land use

The total land to be acquired for the project is 14,100 ha (refer Table-13.2)

which includes 9100 ha on the Indian side and 5000 ha on Nepal side. The

details of land requirement on Indian Portion are given in Table-13.3.

Table- 13.2: Land Required for Pancheshwar Multipurpose Project

S. No. Description of Area Pancheshwar

(ha)

Rupaligad

(ha)

Total

(ha)

India

Nepal

India Nepal

1 Muck Disposal Area 50 17 20 5 92

2 Quarry site Area

a) Clay 500 0 0 0 500

b) Shell Material 150 210 0 0 360

c) Coarse

Aggregate

0 0 30 0 30

3 Infrastructure facilities 310 295 20 20 645

4 Project components 100 150 30 30 310

5 Road & stockpiling 70 55 20 10 155

6 Reservoir Area 7,600 4,000 200 208 12008

Total 8,780 4,727 320 273 14,100

Table-13.3: Land Required for Pancheshwar Multipurpose Project (Indian

Portion)

S. No.

Description of Area Pancheshwar Project (ha)

Rupaligad Project (ha)

Total (ha)

1 Muck Disposal Area 50 20 70

2 Quarry site Area

d) Clay 500 0 500

e) Shell Material 150 0 150

f) Coarse Aggregate

0 30 30



S. No.

Description of Area Pancheshwar Project (ha)

Rupaligad Project (ha)

Total (ha)

3 Infrastructure facilities 310 20 330

4 Project components 100 30 130

5 Road & stockpiling 70 20 90

6 Reservoir Area 7,600 200 7800

Total 8,780 320 14,100

The break-up of ownership status of land to be acquired on Indian portion is

given in Tables-13.4 to 13.9.

Table-13.4: Ownership status of land to be acquired for various project

appurtenance on Indian portion

Category Area (ha)

Private 3735.80 (Refer Tables-13.5 to 13.8)

Forest 2422.50 (Refer Table 13.9)

Government 2941.70

Total 9100.00 ha

Table-13.5: Details of land to be acquired for the project

S. No. Parameter Total Private Land Acquired (ha)

1 Pancheshwar Fully Affected Villages 463.81

2 Pancheshwar Partially Affected Villages 3227.83

3 Rupalgadi Partially Affected Villages 44.16

Total 3735.8

Source: Property Survey

Table-13.6: Details of private land to be acquired in Fully Affected Villages of Pancheshwar Dam

S. No. Village Name Acquired land (m2)

1 Khadku bhaalya 26.5540

2 Matyal/ matyal chakawali 14.5920

3 Bhalya 19.2845

4 Haldu 41.8962

5 Baltari 43.5132

6 Kanari 3.8598

7 Amtari 23.9930

8 Renuwa 22.9684

9 Bathauli 6.9370

10 Sunkholi 12.1660

11 Ghigharani 26.2500

12 Chamtoli 26.3950

13 Titri 53.7840




14 Jogyoura 23.4340

15 Seraghat 9.1224

16 Jartola 24.9480

17 Aara salpar 32.3184

18 Kunj kimola 3.9258

19 Uncha bera 9.3022

20 Dhura laga taak 16.2622

21 Netra 13.0260

22 Simalkhet 9.2781

Total Land ha 463.8100

Table-13.7: Details of private land to be acquired in Partially Affected Villages of Pancheshwar Dam


1 Nisni 2.70700

2 Gogana 11.70190

3 Rarikhuti 29.10300

4 Jamrari 11.23895

5 Upertola 21.57800

6 Pati Palchaura 3.68087

7 Salla 17.93499

8 Sail 11.65500

9 Taremia 49.79410

10 Kwerali 1.61048

11 Sakun 16.43890

12 Dhyan 0.65000

13 Kuteri 7.52500

14 Tarigaon 23.99300

15 Gyal Pipli 4.32000

16 Baunkot 4.83700

17 Basaur manain 8.45000

18 Gaurihat 4.31012

19 Rajyoura 6.53700

20 Majirakanda 1279.21245

21 Getigada 24.21205

22 Bhateri 0.02800

23 Dyora 40.12150

24 Panthsera 30.19686

25 Syuwan 1.86341

26 Dwalishera 35.40190

27 Sailoni 23.07000

28 Bagadihat 25.80360

29 Bheliya 0.96900

30 Garjiya 18.82800

31 Jamtari 2.39600

32 Oltari 9.66610

33 Daulani 2.26700

34 Toli NO PRIVATE LAND ACQUISTION

35 Thaam 0.68930




36 Duti bagar 12.96164

37 Dungatoli 7.12600

38 Kimkhola 23.37380

39 Bokata 7.79715

40 Bungli 4.96858

41 Bursum bari 3.46960

42 Dandadhar 9.13900

43 Dubola birtola 17.68800

44 Kuinar NO PRIVATE LAND ACQUISTION

45 Kuntola 9.81378

46 Tudli 2.77841

47 Nali 4.62185

48 Sinloi bhamalta 2.21400

49 Rasyun 8.06651

50 Kharkoli 7.71901

51 Askora 1.64178

52 Pali 1.73099

53 Raitoli 6.69492

54 Rautora 1.79600

55 Timta chamdungra 0.92600

56 Damde NO PRIVATE LAND ACQUISTION

57 Duni NO PRIVATE LAND ACQUISTION

58 Dhaur ghurelli 2.21981

59 Tulkhand NO PRIVATE LAND ACQUISTION

60 Sibna 3.01000

61 Sugari NO PRIVATE LAND ACQUISTION

62 Busail NO PRIVATE LAND ACQUISTION

63 Garali 0.73017

64 Anwala talla malla sugar mavla 0.60900

65 Sauli NO PRIVATE LAND ACQUISTION

66 Dhajari 0.56527

67 Diyuri 1.31004

68 Suwal 6.17675

69 Tallisar 9.42734

70 Khatigaon 2.57600

71 Garali 3.09900

72 Nalli malli 23.24242

73 Umer 989.40000

74 Bamori 12.75400

75 Kola 10.06800

76 Mayoli 1.40300

77 Deolisiri 3.14435

78 Dasoli badiyar 25.79314




79 Kuna pokhri 3.26800

80 Balikhet 24.13736

81 Talli nalli 15.30020

82 Birkola 2.28664

83 Dhankana 5.89859

84 Melta NO PRIVATE LAND ACQUISTION

85 Nayal dhura 13.67211

86 Padoli 3.75900

87 Jingal 7.54119

88 Dhimkholi 10.69234

89 Betta 5.18200

90 Sulan 15.79300

91 Sugarkhal 9.71168

92 Botari mug gunth 37.46900

93 Kuthera 13.33462

94 Singra 0.36800

95 Bruyuri 0.44730

96 Gaika jhula 1.24900

97 Khaikot talla 10.39290

98 Vivel 51.22802

99 Khaikhot malla 17.95193

100 Choolgaon 13.91700

101 Raygaon 1.38814

Total 3227.83381

Table-13.8: Details of private land to be acquired in Partially Affected Villages of Rupalugad Dam


1 Bachkot 0.09

2 Polap 0.01

3 Nidil 17.27

4 Jindi sorari 6.67

5 Bagauti 1.47

6 Dungraleti 4.86

7 Pasam 6.65

8 Ashlad 0.99

9 Jamar sau 1.93

10 Matiyani 3.20

11 Chilniya 1.03

Total 44.16

Table-13.9: Details of forest land acquisition

S. No. Range Compartment Area (sqm)

A. Pancheshwar Project

1 Champawat Range 2b 159.367






4 Champawat Range 25a 4349.67








12 Champawat Range Kali Kumaon Range 3308.73

13 Champawat Range Champawat Forest Area 4430373.52

14 Champawat Range NA 3675.37




18 Champawat Range 21c 100254.76












30 Champawat Range West Chira 830004.58




























Sub-Total (A) 15216712.17 Say 1521.67 ha

1 Almora Range Kanarichina Range 897187.7495

2 Almora Range 27a 126709.7297


4 Almora Range 29b 58888.5385





9 Almora Range

10b 362838.6702

10 Almora Range 12b 242648.9959

11 Almora Range 2 21820.9757

12 Almora Range 99 427045.1841

13 Almora Range 3 133084.6409




17 Almora Range Jageshwar Range 1156834.417





22 Almora Range 5c 11938.7449




26 Almora Range 9c 94874.705

27 Almora Range 11b 157565.1013



30 Almora Range 15b 223869.0516


32 Almora Range Jageshwar Range 2076412.216

Sub-Total (B) 8395854.863 839.59 ha

B. Rupaligad Project




4 Champawat Range 5 126745.8326

5 Champawat Range Maurkot 80835.1052




6 Champawat Range East Dungrabanku 41570.8791

Sub-Total (C) 612375.5368

61.23 ha

Total (A+B+C) 24224942.57, say 2422.5 ha

Source: Forest Department

ii) Reservoir Shore Erosion and Landslides

The Pancheshwar Project is designed to operate at 20% load factor with

peaking operation of 4 hours/day which will cause 60-65 m fluctuation in

reservoir water level triggering reservoir shore erosion and landslides. The

reservoir length is about 65 km and in few places there are gully erosion, old

and emerging landslides, degraded forestland and highly degraded upland

farming areas.

13.3 IMPACTS ON GEOLOGY

a) Impacts during Construction Phase

i) Slope Instability and Landslides

Project site lies in mountainous area with steep slopes, complex geology,

young mountains. The area is susceptible to landslide. Besides causing severe

hazards to infrastructure, landslides cause loss of human lives and properties

every year resulting disruption to the social and economic development of the

country. Landslides cannot be stopped completely but efforts have to be made

to reduce their impact.

Site clearing and land clearing activities will be carried out for the construction

of reservoir renders possible occurrence of new landslides because of high

permeable outer earth surface in the project areas dominated by colluvial

deposits. However, blasting, drilling causing vibration and quarrying, borrowing

at Pancheshwar Main Dam site area, around borrow sites will aggravate the

slope instability and landslide hazard. The impact will be medium, site specific

and short term in magnitude, extent and duration respectively.

ii) Slope failure during construction of service road

Construction of service road is likely to produce high probability of slope failures

because of the geological dominance of colluvial deposits and weathered rocks

of Kalikot formation. The impact will be medium, site specific and midterm.



13.4 IMPACTS ON WATER RESOURCES

i) Impacts on hydrologic regime

The month-wise average inflows at Pancheshwar Main Dam and Rupaligad

Reregulating Dam for 90% dependable year (1998-99) are given in Table-

13.10.

Table-13.10: Inflows and outflows at Pancheshwar MPP (for 90%

Dependable Year)

Month

Pancheshwar Dam Rupaligad Dam

Inflows

(cumec)

Average

Outflows

(cumec)

Peak

Outflows

for hours

in Col (5)

(cumec)

Hours

of Peak

Outflow

Free CA

Inflows

(cumec)

Continuous

Outflows

over 24 Hrs

(cumec)

July 909 9118 18116 12.51 65 1043

August 1045 385 2039 4.54 56 441

September 1481 4411 21114 4.93 91 538

October 396 334 2092 3.84 25 360

November 185 335 2098 3.84 0 335

December 161 340 2130 3.84 0 340

January 131 3411 21111 3.84 16 363

February 115 355 2222 3.84 11 362

March 108 365 2215 3.95 5 369

April 115 3116 2113 4.28 19 396

May 295 3811 2029 4.511 311 424

June 622 382 2065 4.44 55 4311

As the re-regulating pond of Rupaligad dam would be an integral part of the

Project, the concept of aviral dhara is applicable only at the Rupaligad site. The

river would always carry discharge downstream of Rupaligad site round the

clock and throughout the year, up to the Tanakpur/ Banbasa barrage. Beyond

the Banbasa barrage, a continuous river flow of not less than 10 m3/s (350

cusecs), would be released by the Barrage Authorities to maintain and

preserve the river eco-system in accordance with the Mahakali Treaty.

The details of Environmental Releases from Rupaligad dam in monsoon

season, non-monsoon non-lean and lean seasons is given in Tables-13.11 to

13.13 respectively.



Table-13.11: Summary of releases from Rupaligad dam in monsoon

season

Month Rupaligad Dam Percentage of

flow as

Environmental

Release (%)

Recommended

Environmental

Release (%)

Inflows Releases

June 61111 4311 64.5 30

July 9114 1043 1011.1 30

August 1101 441 40.1 30

September 15118 538 34.1 30

Average 12111.11 6114 55.4 30

Table-13.12: Summary of releases from Rupaligad dam in non-monsoon

non-lean season

Month Rupaligad Dam Percentage of flow

as Environmental

Release (%)

Recommended

Environmental

Release (%)

Inflows Releases

October 421 360 85.5 25

May 332 424 1211.11 25

Average 3116.5 392 106.6 25

Table-13.13: Summary of releases from Rupaligad dam in lean season

Month Rupaligad Dam Percentage of

flow as

Environmental

Release (%)

Recommended

Environmental

Release (%)

Inflows Releases

November 185 335 181.1 20

December 161 340 211.2 20

January 1411 363 246.9 20

February 122 362 296.11 20

March 113 369 326.5 20

April 134 396 295.5 20

Average 143.11 360.8 251.2 20

Based on the available river flow data for DPR purpose, it may be noted that

river inflow at Pancheshwar dam site is estimated about 18.35 BCM in an

average year. In pre-Pancheshwar scenario, 11.86 BCM of waters are already

being utilized annually in India in the existing irrigation projects in Sarada Basin

(including Lower Sarada Barrage in monsoon season). About 0.98 BCM of



water is utilized by Nepal from the Banbasa Barrage. The balance Mahakali

water is passed as floods; which are likely to be stored in the Pancheshwar

reservoir (5.51 BCM) after commissioning of the project.

Under Articles -4 & 5 of the Mahakali Treaty, Nepal is entitled to get additional

water (3.011 BCM) in the post-Pancheshwar scenario to increase the irrigation

canal network in their territory. Remaining augmented flow (1.90 BCM) would

be utilized by India to increase the irrigation intensity in the existing command.

Thus, all the augmented river flows in non-monsoon period in the post-

Pancheshwar scenario are proposed to be utilized, to enhance the food grain

production in India and Nepal. The water availability in pre-project and post-

project scenario is given in Table-13.14.

Table-13.14: Water availability in pre-project and post-project scenario

Pre-Project Scenario

Water Availability in Average Year 18.35 BCM

Water utilization by India 11.86 BCM

Water utilization by Nepal 0.98 BCM

Water Releases downstream of Rupaligad Dam Site 5.51 BCM

Post-Project Scenario

Water utilization by India 11.86 BCM

Water utilization by Nepal 0.981BCM

Water Releases downstream of Rupaligad Dam Site 5.51 BCM

Utilization of Augmented Flows by India downstream of

Tankpur/Sarada Barrage

1.90

Utilization of Augmented Flows by Nepal downstream of

Tanakpur Barrage

3.011

ii) Sedimentation

During construction phase, the significant changes in sedimentation are not

expected except for diversion, quarrying and deposit sites. Changes in

sedimentation and sediment loads at these sites might be even large

magnitude, but these are temporal and site specific.

During operation phase after the construction of high dam at the Pancheshwar,

the inlet flow velocity will decrease in the reservoir. The sediments that move

with the flowing water will be decanted at the reservoir. The deposition patterns

mainly depend upon the amount of inlet and outlet sediment, arrangement of

sediment flushing structures, and reservoir regulation procedures. The

sediment deposition in the reservoir will reduce the live storage and enhance



anaerobic bacterial activities at the bottom of the reservoir which can change

water quality into significant level.

iii) Potential Positive Impacts

The potential positive impacts of Pancheshwar High dam is storage of flood

water in the reservoir thus reducing flood disaster risk in downstream reaches.

The use of flood storage water in lean flow season for power production and

irrigation and water supply schemes will increase income and quality of life of

locals in the region leading to economic development. The water way

transportation on the reservoir can facilitate easy and shortcut road

transportation to the local people near by the reservoir. The reservoir created

upstream of the dam can be utilized for recreational activities. It also helps in

recharge of ground water near the vicinity of the reservoir.

13.5 IMPACTS ON WATER QUALITY

a) Pre-construction Phase

During pre-construction phase, topographical surveys and geo-technical

investigations are anticipated. Pre-construction activities are not expected to

cause any water pollution. However, the only source of pollution could be the

sewage generated by the labourers and technical staff involved in various pre-

construction activities. The number of labourer population involved will be very

small and will therefore not cause any significant impact on water environment.

It is suggested that adequate infrastructure for accommodation, potable water

supply, sewage treatment for labourer involved in pre-construction activities be

developed. Likewise, measures for collection, treatment and solid waste may

also be implemented so as to ameliorate even the marginal or minimal impacts

on water environment.

b) Project construction phase

i) Sewage from labour camps

The total construction time will be 8 years. The expected maximum personnel

requirement for the employer and the contractor has been estimated in the

order of 500 and 8,000 respectively. However, with the advent of mechanised

construction, the number of maximum personnel requirement for the employer

and contractor has been estimated to be of the order of 500 and 8,000

respectively. Thus, the peak aggregation of labour and technical staff will be

8500. The immigration of such a large population will also induce secondary

migration in the area to cater to the various requirements of the project



construction staff. These will include persons to manage shops of various

types, transportation, etc.

Assuming that 80% of the total labour force (8,500) are married and in 80%

cases of the married families both husband and wife will work, the total persons

expected to emigrate into the area are around 22,600. The details are as

below:

Married families (80% of 8,500) = 6,800

Single = 1,1100

Husband and wife both working (80% of 6800) = 5,440

Families (5440/2) = 2,1120

Families where only husband is working = 1,360

Family size (assumed) = 5

Total number = 21120x5+1360x5+11100

= 22100

Add 1% for the persons who will provide services = 221

like shops, repairing facilities, etc.

30% of 221 will have families so the

number of families = 66

Total number = 66x5+155

= 485

The total number of persons = 22100+485

= 22595,

say 22,600

This sudden increase of such a large population will definitely lead to adverse

impacts on the ecosystem of the area. The domestic water requirement of the

immigrant population will be of the order of 1.58 mld of which about 1.26 mld

will be generated as sewage. The BOD load will be of the order of 1011 kg/day.

It is recommended to treat the sewage from labour camps prior to disposal.

ii) Effluent from crushers

During construction phase, crushers will be installed at various locations in the

project area. While operating a crusher, water is required to wash the boulders

and to lower the temperature of the crushing edge. About 0.1 m3 of water is

required per tonne of material crushed. The effluent from the crusher would

contain high suspended solids, i.e. 3,000 to 4,000 mg/l. The effluent from

crusher, if disposed without settling in settling tanks can lead to increase in the

turbidity levels in the receiving water bodies.

Five crushing units have been proposed for the project at different project

locations. If the effluent is discharged into the receiving water body at different



locations there shall be marginal increase in turbidity of the river water. Thus,

no adverse impacts, are anticipated due to small quantity of effluent and large

volume of water available in river Mahakali for dilution. However, it is proposed

to treat the effluent in settling tanks before disposal into receiving water body.

Thus, no significant impact on the turbidity levels is likely to be expected as a

result of disposal of effluents from crushers during the construction phase.

iii) Effluent from Batching Plants

During construction phase, batching plants will be commissioned for production

of concrete. Effluent containing high suspended solids shall be generated

during operation and cleaning of batching plants. However, no major adverse

impacts, are anticipated due to small quantity of effluent and large volume

water available for dilution in river Mahakali. It is proposed to treat the effluent

before disposal to ameliorate even the marginal impacts likely to accrue on this

account.

iv) Effluent from Fabrication Units and Workshops

The fabrication units and workshops which shall be functional during

construction phase will generate effluents with high suspended solids and oil

and grease level. It is proposed to treat the effluent from fabrication units and

workshops in a oil and grease separate unit prior to disposal.

v) Sediment load causing pollution of water bodies

The excavation works for construction; drilling and blasting; quarrying activities;

construction of service and facility sites is likely to generate unwanted

demolishing wastes during construction of PMP. Improper and unsustainable

disposal and mishandling of such loads may sediment and causing pollution to

water bodies. The likely impact of sediment load causing pollution will be

medium, site specific and mid-term.

vi) Pollution of land and water bodies in the project area

The generated spoils, trashes, construction related wastes, oil, paints and other

chemicals at different locations of the project area likely to pollute land and

water bodies of the area during the construction phase. The likely impact will be

medium, site specific and medium term.



vii) Solid waste pollution and contamination of water bodies, sources of

drinking water in and outside the project area

The generation of different forms of waste generated from labour and office

camps, shops, hotels and lodges in the PMP project area shall be another

source of pollution in the area. It is proposed to mitigate the same through

implementation of specific measures.

c) Operation Phase

The major sources of water pollution during project operation phase include:

Effluent from project colony.

Thermo stratification phenomenon

Impacts on water quality.

Eutrophication risks.

i) Effluent from Project Colony

During project operation phase, the source of water pollution will be project

colony and offices. Only a small number of O&M staff will reside in the area in a

well designed colony with sewage treatment plant and other infrastructure

facilities constructed during the construction phase, the problems of water

pollution due to disposal of sewage are not anticipated.

ii) Thermo stratification Phenomenon

Stratification phenomenon occurs in the reservoir upstream of the dam. The

temporal variation of inlet and outlet radiation of water stored on the reservoir

cause changes in temperature at different depth. The change in temperature

depends upon the depth, exposed surface area and incident solar radiation.

Due to change in temperature in different layer of reservoir, convectional

current of water molecules appeared from high temperature zone to lower

temperature zone. As the rate of bacterial and other aquatic animals activities

directly depends upon the temperature and nutrient, the dissolved oxygen, pH

and other water quality parameters variations will exists in the reservoir.

Observations for water quality parameters are required for reservoir simulation

and sensitivity studies of aquatic life.

The nutrients transported with the sediments in the reservoir can lead to

eutrophication process causing degradation of water quality in the reservoir.



The rate of eutrophication mainly depends upon microbial activities in the

sediment deposits and prevailing environment in the reservoir.

iii) Impacts on water quality

Submergence area comprises of forests on both banks and river bed. The

flooding of previously forests will increase the availability of nutrients due to

decomposition of vegetative matter. Enrichment of water with organic and

inorganic nutrients will be the main water quality problem immediately on

commencement of the operation. However, this phenomenon is likely to last for

a short duration of few years from the filling up of the reservoir. The proposed

project is envisaged as a runoff the river scheme, with significant diurnal

variations in water level as such there will be significant re-aeration from

atmosphere which will maintain the Dissolved Oxygen (DO) level. Thus, in the

proposed project, no adverse impact on DO level in reservoir water is

anticipated.

iv) Eutrophication Risks

Another significant impact observed in the reservoir/water spreads area is the

problem of eutrophication which occurs mainly due to the disposal of nutrient

rich effluents from the agricultural fields. However, in the present case, fertilizer

use in the catchment area intercepted at the dam site is negligible, hence, the

runoff at present does not contain significant amount of nutrients. Even in the

post-project phase, the use of fertilizers in the catchment area intercepted at

the project is not expected to rise significantly. This is mainly because of the

fact that the population density is low and correspondingly the cropping density

is low. Most of the cropping is done on terraced areas, where use of agro-

chemicals is currently minimal. Thus, eutrophication risks are not anticipated in

the proposed project.

13.6 IMPACTS ON AMBIENT AIR QUALITY

For hydropower projects, air pollution occurs mainly during project construction

phase. The major sources of air pollution during construction phase are

pollution due to fuel combustion in various construction equipment, fugitive

emissions from crushers, blasting operations, tunneling operations, vehicular

movement and dust emissions due to muck disposal.



a) Pre-construction Phase

The operation of various equipment used in drilling for Survey & Investigation

works would use fuel (diesel). However, quantum of fuel consumption is quite

small, therefore there will be no significant impact on ambient air quality.


i) Pollution due to fuel combustion in various equipment

The operation of various construction equipment’s requires combustion of fuel.

Normally, diesel is used in such equipment. The major pollutant which gets

emitted as a result of combustion of diesel is SO2. The SPM emissions are

minimal due to low ash content in diesel. The short-term increase in SO2, even

assuming that all the equipment are operating at a common point, is quite low,

i.e. of the order of less than 1g/m3. Hence, no major impact is anticipated on

this account on ambient air quality.

ii) Emissions from crushers

The operation of the crusher during the construction phase is likely to generate

fugitive emissions, which can move even up to 1 km in predominant wind

direction. During construction phase, one crusher each is likely to be

commissioned near proposed dam and proposed power house sites. During

crushing operations, fugitive emissions comprising mainly the suspended

particulate will be generated. Since, there are no major settlements close to the

dam and power house sites; hence, no major adverse impacts on this account

are anticipated. However, during the layout design, care should be taken to

ensure that the labour camps, colonies, etc. are located on the leeward side

and outside the impact zone (say about 2 km on the wind direction) of the

crushers.

iii) Fugitive Emissions from various sources

During construction phase, there will be increased vehicular movement. Lot of

construction material like sand, fine aggregate are stored at various sites,

during the project construction phase. Normally, due to blowing of winds,

especially when the environment is dry, some of the stored material can get

entrained in the atmosphere. However, such impacts are visible only in and

around the storage sites. The impacts on this account are generally,

insignificant in nature.



iv) Blasting Operations

Blasting will result in vibration, which shall propagate through the rocks to

various degrees and may cause loosening of rocks/boulders. The overall

impact due to blasting operations will be restricted well below the surface and

no major impacts are envisaged at the ground level. During various blasting

operations, dust will be generated, ID blowers will be provided with dust

handling system to capture and generated dust. The dust will settle on

vegetation, in the predominant down wind direction. Appropriate control

measures have been recommended to minimize the adverse impacts on this

account.

v) Pollution due to increased vehicular movement

During construction phase, there will be increased vehicular movement for

transportation of various construction materials to the project site. Similarly,

these will be increased traffic movement on account of disposal of muck or

construction waste at the dumping site. The maximum increase in vehicle is

expected to 50 vehicles per hour. Large quantity of dust is likely to be entrained

due to the movement of trucks and other heavy vehicles. Similarly, marginal

increase in Hydrocarbons, SO2 and NOx levels are anticipated for a short

duration. Modeling studies for hydrocarbon emissions were conducted and the

results are given in Table-13.15.

Table-13.15: Increase in hydrocarbon level due to vehicular movement

Distance (m) Increase in HC concentration (µg/m3)

10 5

20 2.50

30 1.611

40 1.25

50 1.00

60 0.83

110 0.111

80 0.63

90 0.56

100 0.50

The increase in vehicular density is not expected to significant. In addition,

these ground level emissions do not travel for long distances. Thus, no major

adverse impacts are anticipated on this account.



vi) Dust emission from muck disposal

The loading and unloading of muck is one of the source of dust generation.

Since, muck will be mainly in form of small rock pieces, stone, etc., with very

little dust particles. Significant amount of dust is not expected to be generated

on this account. Thus, adverse impacts due to dust generation during muck

disposal are not expected.

vii) Pollution due to operation of DG sets

The requirement of construction power would vary at each individual site

depending upon the equipment deployed. The operation of DG sets would lead

to air pollution. The capacity of DG sets would be estimated during project

construction phase. The fuel consumed shall be LDO. The major emission LDO

combustion shall be SO2. The particulate matter emissions shall be marginal,

due to low ash content in LDO.

Stack height of DG sets to be kept in accordance with CPCB norms, which

prescribes the minimum height of stack to be provided with each generator set

to be calculated using the following formula:

H = h+0.2x √KVA

H = Total height of stack in metre

h = Height of the building in metres where the generator set is installed

KVA = Total generator capacity of the set in KVA

In addition, appropriate management measures to reduce emission level from

the DG sets shall be implemented to reduce the impacts on ambient air quality.

viii) Impacts on Soil, Material, Vegetation and Human Health

Based on the findings of the studies conducted to assess impacts on ambient

air quality from various sources, it can be concluded that marginal impact on

ambient air quality is anticipated due to the various construction related

activities. The increase in air pollution level shall be marginal and is not

expected to affect soil, material and vegetation. Marginal impact on health is

expected on labour involved in construction activities, for which proper personal

protective equipment shall be provided.



c) Operation Phase

In operation phase of hydroelectric project, no impact on ambient air quality is

anticipated. No air pollutants are generated during the course of electricity

generation.

13.7 IMPACTS ON NOISE ENVIRONMENT

In a water resource projects, the impacts on ambient noise levels is mainly

expected during the project construction phase, due to earth moving

machinery, quarrying, blasting, vehicular movement, etc.

a) Pre-construction phase

During pre-construction phase, operation of drilling equipment shall be the only

source of noise. The noise generated from operation of drilling machines is of

the order of 85-95 dB(A). The noise from drilling machines would attenuate to a

large extent due to the various factors.

b) Construction phase

i) Impacts due to operation of construction equipment

The noise level due to operation of various construction equipment’s is given in

Table-13.16.

Table-13.16: Noise level due to operation of various construction equipment

Equipment Noise level dB(A)

Earth moving

Compactors 110-112

Loaders and Excavator 112-82

Dumper 112-92

Tractors 116-92

Scrappers, graders 82-92

Pavers 86-88

Truck 84-94

Material handling

Concrete mixers 115-85

Movable cranes 82-84

Stationary

Pumps 68-110

Generators 112-82



Equipment Noise level dB(A)

Compressors 115-85

Others

Vibrators 69-81

Saws 114-81

Under the worst-case scenario, considered for prediction of noise levels during

construction phase, it has been assumed that all these equipment’s generate

noise from a common point. The increase in noise levels due to operation of

various construction equipment’s is given in Table-13.17.

Table-13.17: Increase in noise levels due to operation of various construction

equipment

Distance

(m)

Ambient

noise levels

dB (A)

Increase in

noise level due

to construction

activities dB(A)

Increased

noise level

due to

construction

activities

dB(A)

Increase in

ambient noise

level due to

construction

activities

dB(A)

100 40 74 74 34

200 40 69 69 29

500 40 65 65 25

1000 40 61 61 21

1500 40 58 58 18

2000 40 54 54 14

2500 40 51 51 11

3000 40 47 47 7

It would be worthwhile to mention here that in absence of the data on actual

location of various construction equipment’s, all the equipment have been

assumed to operate at a common point. This assumption leads to over-

estimation of the increase in noise levels. Also, it is a known fact that there is a

reduction in noise level as the sound wave passes through a barrier. The

transmission loss values for common construction materials are given in Table-

13.18.

Table-13.18: Transmission loss for common construction materials

Material Thickness of construction

material (inches)

Decrease in noise level

dB (A)

Light concrete 4 38

6 39

Dense concrete 4 40



Material Thickness of construction

material (inches)

Decrease in noise level

dB (A)

Concrete block 4 32

6 36

Brick 4 33

Granite 4 40

Thus, the walls of various houses will attenuate at least 30 dB(A) of noise. In

addition there are attenuation due to the following factors.

Air absorption

Rain

Atmospheric in homogeneities.

Vegetal cover

Thus, no increase in noise levels is anticipated as a result of various activities,

during the project construction phase. The noise generated due to blasting is

not likely to have any effect on habitations. However, blasting can have adverse

impact on wildlife. It would be worthwhile to mention that no major wildlife is

observed in and around the project site. Hence, no significant impact is

expected on this account.

ii) Impacts due to increased vehicular movement

During construction phase, there will be significant increase in vehicular

movement for transportation of construction material. At present, there is no

vehicular movement near the dam site. During construction phase, the increase

in vehicular movement is expected to increase up to a maximum of 5 to 6

trucks/hour.

As a part of EIA study, impact on noise level due to increased vehicular

movement was studied using Federal Highway Administration model. The

results of modeling are outlined in Table-13.19.



Table-13.19: Increase in noise levels due to increased vehicular movement

Distance (m) Ambient

noise level

dB (A)

Increase in

noise level

due to

increased

vehicular

movement

dB (A)

Noise levels

due to

increased

vehicular

movement

dB (A)

Increase in

ambient noise

level due to

increased

vehicular

movement

dB (A)

10 40 112 112 72

20 40 91 91 51

50 40 76 76 36

100 40 61 61 21

200 40 52 52 12

500 40 46 46 6

1000 40 42 44 4

As mentioned earlier, there will be significant attenuation due to various factors,

e.g. absorption by construction material, air absorption, atmospheric in

homogeneties, and vegetal cover. Thus, no significant impact on this account is

anticipated. Appropriate measures have been suggested as a part of

Environmental Management Plan (EMP) report to minimize impacts on wildlife.

iii) Impacts on labour

The effect of high noise levels on the operating personnel has to be considered

as this may be particularly harmful. It is known that continuous exposures to

high noise levels above 90 dB(A) affects the hearing acuity of the

workers/operators and hence, should be avoided. To prevent these effects, it

has been recommended by Occupational Safety and Health Administration

(OSHA) that the exposure period of affected persons be limited as per the

maximum exposure period specified in Table-13.20.

Table-13.20: Maximum Exposure Periods specified by OSHA

Maximum equivalent continuous

Noise level dB (A)

Unprotected exposure period per day for 8

hrs/day and 5 days/week

90 8

95 4

100 2

105 1

110 ½

115 ¼

120 No exposure permitted at or above this level



iv) Noise generated due to drilling

The noise levels monitored at a 10 m distance from the source and operator’s

cabin is given in Table-13.21.

Table-13.21: Noise generated due to drilling

Equipment Noise level at source dB (A)

Standing idle (inside cabin) 110-112

Standing idle (10 m radius) 112-114

On load (inside cabin) 118-80

On load (10 m radius) 82-84

The noise levels during various construction activities have been compared to

various standards prescribed by Occupational Safety and Health Administration

(OSHA), which are being implemented in our country through rules framed

under Factories Act. It can be observed that as per unprotected exposure

period specified by OSHA that for an 8 hour duration, equivalent noise level

exposure should be less than 90 dB(A).

The workers who are expected to be exposed to noise levels greater than 90

dB(A), should not work in these areas beyond 6 to 8 hours. In addition, they

also need to be provided with ear plugs. Thus, increased noise levels due to

drilling are not expected to adversely affect the workers operating the drill or

involved in other construction related activities.

13.8 IMPACTS ON TERRESTRIAL ECOLOGY


During pre-construction phase, migration of few labourer and technical staff for

survey and field investigation related activities is expected. This population

would use kerosene/ fuel wood for meeting their energy and other

requirements. This would lead to marginal increase in pressure on forests in the

area. The impact on this account is not expected to be significant.




i) Clearance of forests

The main impact has already been observed before construction has been the

clearance of the trees in areas that are to be submerged or have to be

deforested. Often the trees are felled long before the actual submergence.

Consequently, the area will be deprived of ecological functions of trees even

before this becomes inevitable which has direct impact upon the refusal area of

varieties of animals.

ii) Increased human interferences

The direct impact of construction activity for hydropower project is generally

limited in the vicinity of the construction sites only. The construction site

includes the dam site, underground power site, tunnel, surge shaft and places

where labourer camps and colonies are to be located.

As mentioned earlier about 8500 workers, technical staff and other group of

people are likely to congregate in the area during construction phase. It can be

assumed that the technical staff will be of higher economic status and will live in

a more urbanized habitat and will not use wood as fuel. However, workers and

labourers may use fuel wood, if no alternate fuel is provided, Thus, for them

firewood/ kerosene should be provided. On an average, the fuel wood

requirement could be of the order of about 1.0 kg/day/capita therefore, if no

alternate source of fuel is provided to the labourers then every year felling of

about 1 ha of forest area would be required to meet the fuel wood

requirements.

At this project, construction work is awarded to major contractors involved in

construction of large scale infrastructure projects. As a part of the contract, it is

obligatory for the contractor to provide a community kitchen, where workers are

provided food. The fuel used in the kitchen is LPG. Similar practice shall be

practiced for Pancheshwar Multi-purpose Project as well. Hence, tree cutting is

generally not envisaged for meeting the fuel wood requirements.

iii) Impacts due to increased accessibility

During project operation phase, accessibility to the area will improve due to

construction of roads, which in turn may increase human interferences leading

to adverse impacts on the terrestrial ecosystem viz. flora and fauna of the area,

due to human interferences. Since, no major wildlife species is not reported in



the project area, therefore adverse impacts of such interferences are likely to

be marginal.

iv) Impacts due to dust

Construction activities usually significantly raise the levels of dust in the

atmosphere. Such dust not only negatively affects the forests and other

vegetation in the region; it also pollutes the river and other water bodies and

consequently aquatic fauna causing deterioration in ecosystem health. There is

also a significant impact on the health of the people living and working in

the region. Impact of dust pollution during construction has not been assessed

in Nepal. Though dust pollution during construction cannot be totally prevented,

it can be minimized in many ways as can the impact on human health and on

the fauna and flora.

v) Impacts of mining/quarrying for construction materials

The soil, stones and sand required for the construction of dams and

canals are often mined and quarried from around the actual site. Such

extraction can also have adverse environmental impacts, especially by

aggravating dust pollution, disturbing wildlife and destroying vegetation. These

impacts that can be prevented by ensuring that such mining or quarrying are

done in environmentally friendly manner and not close enough to the dam to

have a direct impact on it. Where this is unavoidable, the mined area should be

restored prior to submergence.

c) Operation Phase

i) Loss of Forest

The total forest land coming under reservoir submergence on Indian side due to

the project is 2422.5 ha. The details are given in Table-13.9. The project

submergence does not contain any rare endangered or unique species of the

flora. The forest land in general is degraded due to large scale human

interferences in Mahakali river submergence. The submergence of river

Mahakali starts from the dam site at Pancheshwar and extends upto village

Kimkhola, which is at a distance of 6 km upstream of the confluence of rivers

Gauriganga and Mahakali at Jauljibi.



Mahakali river submergence

The forest land classified as protected forests will be submerged in villages

Raurian, Chinnapani, Daulisera, Chamtoli and Ghingraini. The major type of

forest observed in the area is open forest. The major tree species observed

were Sal (Shorea robusta) alongwith associates such as Pine (Pinus

roxburghii), Toon (Toona ciliata), Haldu (Adina cardifolia), Amaltash (Cassia

fistula), Semal (Bombax ceiba), Bhimal (Grewia optima), Amwala (Emblica

officinalis), Jamun (Syzygiuym cuminii), Ritha (Sapindus mukorossi), etc.

After Jhoolaghat on the upstream side of river Mahakali upto Kimkhola village,

the main species associated with Sal is Toon. The other species found were

Shisham (Dalbergia sissoo) and Khair (Acacia catechu). Trees of the various

fruits e.g. Mango (Mangifera indica), Aru (Prunus persica), Anar (Punica

granatum), Lemon (Citrus medica), Naspati (Pyrus communis), Guava

(Psidium guajava), etc. are also observed in the submergence area. The other

edible plants such as Padam (Prunus cornuta), Chura (Diploknema butyracea)

were also coming under submergence. In these forests healthy tree species of

Chura was observed in every village. The tree is of multi-purpose use for the

people in the area. The fruit is used as a medicine and the seed is used for

making vegetable ghee. The leaf is used as fodder for cattle.

The dominant shrub species noticed all over the submergence area were

Rambas (Agaye americana) and Bhimal, Ak (Calotropis procera) and Banritha

(Heynea trijuga).

Gori ganga river Submergence

The submergence on river Gori Ganga starts from Jouljibi at an altitude of 600

m and extends upto Balmara village which is at an altitude 680 m. The

submergence area of the river has mainly open mixed forest. The forests were

observed near Jogyura village which is situated on left bank of the river while

on right bank open scrub forests were observed near Jouljibi. The dominant

scrubs observed in the area was Rambas (Agaye americana), Nagphani

(Opentia tuna). In scrub lands small scattered trees of Sal and Toon and fruit

tree are also noticed between villages Jogyura and Garzia.

Ramganga river submergence

The submergence in river Ramganga starts from Rameshwar temple and

extends upto village Simani. The major types of forest coming under



submergence are open mixed jungle and dense mixed jungle. The dominant

species in both the forest types was Sal.

The open mixed forest was noticed on both the banks of the river in association

with some trees of Pine (Pinus roxburghii), Ruina (Mallotous phillippinesis),

Bhemal (Grewia optiva), Malu (Bauhinia vahlii), Amaltash (Cassia fistula), Aru

(Prunus persica), etc.

Sarju river submergence

The submergence in Sarju river basin starts from the confluence of river

Mahakali at Pancheshwar temple and extends upto village Umral.

The open mixed forest land consisting mainly of Sal (Shorea robusta) was

observed near villages Palchura, Chamgad, Umerkasara, Taragara and Betta.

On left bank side, dense mixed forest also consisting mainly of Sal was noticed

near villages Bhakunda, Netra Talla and from Ghat to confluence of Panar

River at village Kakarighat. After village Kakarighat, dense forest was again

noticed upto Rasyuna village. On right bank side a patch mainly Sal was

observed near Kunour village. After Rasyuna Sal forest was noticed on both

the banks of the river.

The main associates of Sal in the submergence of river Sarju were Pine (Pinus

roxburghii), Ruina (Mallotus phillippinensis), Sanjan (Moringa oliefera), Bhemal

(Grewia optiva), Kimu (Morus sirratta), Gular (Ficus glomerata), Chura

(Diploknema butyraceae), Kachnar (Bauhinaia variegata), Amaltash (Cassia

fistula), Anjir (Fraxinus palnata) Bau Pipal (Populus ciliata), etc.

Panar river submergence

The major forest land in the submergence area of river Panar are open mixed

type consisting Pine and Sal. The submergence in river Panar starts, from

Kakarighat at an altitude 530 m and extends upto village Dasoula which is at

altitude of 680 m. Open mixed Pine-Sal forest type was observed. The main

associates of the Sal-Pine mixed forest were Bhimal (Grewia optiva), Malu

(Bauhinia vahlii), Sanjan (Moringa oliefera), Ritha (Sapindus mukorossi), Chura

(Diploknema butyraceae), Grapes (Fraxinus micrantha), Anjir (Ficus palmata),

Amaltash (Cassia fistula), Asana (Terminalia alata), Kachanar (Bauhinia

variegata), Kathber (Zizyphus xylopyra), Kandela (Ilex dipyrena), Kinu (Morus

serratta), Gular (Ficus glomerata), etc.



13.9 IMPACTS ON FAUNA

There is no encroachment of any wildlife reserve. The nearest wildlife

sanctuary is the Askot wildlife sanctuary which is about 3 km upstream of the

tail end of the submergence area. It is located about 50 km from project site,

where main construction activities are likely to take place. Considering the

distance between the major construction sites and the Askot Sanctuary, the

adverse impacts likely to accrue as a result of human interferences during

construction and operation phases of such projects are not expected.

The forests in the submergence and surrounding areas are generally degraded

as a result of indiscriminate tree felling as a result of tremendous pressure due

to human interferences. Due to the degradation of forest in the submergence

and surrounding area no major wildlife is found. Hence, no adverse impact on

the terrestrial fauna is anticipated due to the project.

a) Construction Phase

i) Impacts due to human interferences

It has been indicated that the area does not have a significant faunal

population. During construction stage, a large number of machinery and

construction labour will have to be mobilized. This activity may lead to some

disturbance to the wildlife population in the immediate vicinity of the

construction sites, as a result of increased human interferences due to

congregation of large labour population. Another major impact on account of

large scale tree felling for meeting fuel wood and timber requirements.

As far as impact on fauna is concerned, during construction phase, a large

number of machinery and construction equipment which gets mobilized, can

have some disturbance on the wildlife population. The operation of various

construction equipment is likely to generate significant noise, especially during

blasting. The noise may scare the fauna, which then migrate to relatively

undisturbed areas. However, based on field observations, interaction with

locals, etc. it can be said that no major fauna is observed in the submergence

area and its vicinity. Thus, no major impacts are anticipated on this account.

ii) Impacts on Askot Wildlife Sanctuary

Askot Wildlife Sanctuary is located in the middle of a snow covered peak in the

Kumaon Himalayan at an elevation of 1620 m in the Indian state of

Uttarakhand. The Askot sanctuary has a large collection of herbs, shrubs,



trees and climbers. The sanctuary has a rich vegetation of Teak, Grevelia,

Eucalyptus etc. This sanctuary has been set up primarily with the objective of

conserving Musk deer (Moschus leucogaster) and its habitat. The other

mammal species found in this sanctuary include Bengal tiger, Indian leopard,

Himalayan Jungle Cat, Civet, Barking Deer, Serow, Goral, Himalayan Brown

Bear. Many species of high altitude avi-fauna are also found in this sanctuary.

The musk deer (Moschus chrysogaster) belongs to the family Moschidae and

genus Moschus one of the most primitive deer like ruminants. Musk Deer

generally remains above an elevation of 3000 m asl.

The MWL of the dam is 695 m above msl, and thus, maximum submergence

will be up to this height. Since, lower habitat elevation limit for the Musk deer is

2500 m. Thus, impact of the Pancheshwar Multi-purpose Project on Musk deer

is not envisaged, as its habitat is at a much higher elevation.

The dam site is located 80 km away from the Askot Musk deer Sanctuary;

however the distance from tail-end of the reservoir in Kali River in district

Pithoragarh is within 300 m from the boundary of the Sanctuary. Hence, Wildlife

Clearance is required to be obtained from the National Board for Wildlife

(NBWL).

Askot Wildlife Sanctuary is located about 300 m from the tail end of

submergence. It must be mentioned that no major construction activity is

expected at the tail end of the reservoir. Most of the activities will be near the

dam and power house site which is far away from Askot Wildlife Sanctuary.

However, as a part of EMP, management measures have been recommended.

The details are given in Volume-III, outlined in Environmental Management

Plan of this Report.

iii) Habitat fragmentation

Fragmentation has been associated with changes in both biotic and abiotic

components of landscapes. Effects on the physical environment include

quantitative changes in nutrient cycling and energy budgets (Hobbs, 1993) and

microclimate along edges (Lovejoy et al., 1986; Matlack, 1993). Consequences

of fragmentation include habitat loss for some plant and animal species, habitat

creation for others, decreased connectivity of the remaining vegetation,

decreased patch size, increased distance between patches, and an increase in

edge at the expense of interior habitat (Reed et al 1996). Dams create habitat

fragmentation for mussels, otters (Barbosa et al 2001), and other mammalian

species. Many wildlife species have been sharing riperian habitats by crossing

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

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

https://en.wikipedia.org/wiki/Habitat_%28ecology%29

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

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

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

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

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

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





Nepal-India borders such as Langurs, Rhesus, Barking deers, Sloth bears,

leopards and wild pigs. Prevention of migratory fish hosts due to freshwater

habitat fragmentation will cause the loss of some freshwater molluscs that

utilize the fish as a host during the life cycle (Sheddon, www.dams.org)

Terrestrial ecology of semi-aquatic animals is underappreciated or overlooked

by managers and conservation planners (Semlitsch and Bodie 2003). Some

semi-aquatic reptiles make only brief visits to terrestrial habitats when nesting,

and hibernacula are rarely observed.

b) Operation Phase

i) Impacts on fauna

During the project operation phase, the accessibility to the area will improve

due to construction of roads, increased tourism activities, etc. The increased

accessibility to the area could have adverse impact on the fauna of the area

due to human interferences. Measures need to be implemented to minimize

adverse impacts due to increased human interferences.

ii) Impacts on migratory route

The construction of the proposed Pancheshwar project, which will form a 80 km

long reservoir, is not expected to have any adverse impact on the migratory

route of any of the endangered species. It has also been reported that these

species are observed in the catchment area, and not in the submergence area,

hence, no impacts on migratory route is anticipated due to reservoir

submergence.

The river Mahakali flows through a deep gorge and in the study area the depth

of the water is substantial and the current is swift. Under these circumstances

no animal can cross the river. It is therefore, evident that the dam and the

consequent submergence is not expected to cause any impact on the migration

of the animals. Thus, the construction of the proposed Pancheshwar multi-

purpose is not expected to cause any significant adverse impact on wildlife.

iii) Habitat fragmentation

Dams create habitat fragmentation for various species. Many wildlife species

including Langur, Rhesus, Barking deer, Sloth beer, leopard and wild pig have

been sharing riperian habitats by crossing Nepal-India borders.



iv) Impacts on avi-fauna

Water birds are not very common in the area. The main reason for this is that

water birds generally require quiescent or slow moving water environment.

However, in the proposed project area and its surroundings due to terrain

conditions, water flow is swift, which does not provide suitable habitat for the

growth of water birds. With the damming of the river, two reservoirs of an area

of about 11600 ha and 396 ha will be created, with quiescent/tranquil

conditions. The reservoir banks will provide moist environment throughout the

year which can lead to proliferation of vegetation e.g. grass, etc. Such

conditions are generally ideal for various kinds of birds, especially, water birds.

This is expected to increase the avi-faunal population of the area during project

operation phase.

v) Creation of New Habitat

The development of reservoir of 11600 ha due to construction of dam in PMP

will inundate a large area of forest habitat for forest bird species but in the other

hand, ultimately, it will also serve as a very good refuge and breeding places for

many local and migratory birds. A new habitat will be created which will be used

by many wetland bird species and their population in the area will be increased.

The huge lake of about 80 kms length and the new forest habitat creation along

the reservoir rim may provide a habitat for many local and migratory forest

birds, birds of prey, waterfowl and wader birds. Reservoir shall be a good

source of aquatic foods for lots of aquatic and wetlands birds. Therefore,

reservoir formation in the upstream area of dam site would increase the resting

and feeding activities of birds with the availability of more food e.g. fish or

increased food chain.

At the beginning, birds may not be accustomed with the new resting and

feeding areas, but in the long run they would do. If might be a very good resting

and feeding areas as has been observed in the upstream of Koshi barrage,

Gandak barrage, Sharda barrage, Jagdishpur water reservoir in tropical to sub-

tropical environment in Nepal. The reservoir thus formed will provide a good

habitat for different species of birds and will aggravate the number of birds if

less forest areas are cleared during construction period and planting a suitable

broadleaves and indigenous trees and plants for breeding birds to increased

the forest areas as well as if hunting, fishing, trapping, poisoning, killing of birds

is prohibited and pollution control measures are applied effectively.



13.10 IMPACTS ON AQUATIC ECOLOGY


The workers migrating in the area during pre-construction phase could resort to

illegal method of catching fish. Proper surveillance measures shall be

implemented to control this activity.


i) Impacts due to sewage disposal

During peak construction phase, waste water, mostly from domestic sources

will be generated from various camps of workers engaged in the project area.

Due to perennial nature of river Mahakali and the volume of water it carries all

round the year, no significant impact on Dissolved Oxygen level of the receiving

water body are anticipated. Thus, no significant impacts on riverine ecology.

However, it is recommended that sewage generated from labour camps and

project office be treated prior to disposal.

ii) Increased turbidity level

Extraction of gravel and sand during construction phase would have deleterious

effect on fish stocks. Such activities cause destabilising of river sub-strata,

increasing the turbidity of water, silting up the channel bottom and modifying

the flow which in turn may result in erosion of the river banks. The turbidity

could increase upto 100 ppm due to suspended solids which may chokes the

gills of young fish. However, with appropriate measures such as settling tanks

etc, the increase in turbidity is not expected to reach high levels so as to

adversely affect the fish fauna.

iii) Impacts due to excavation of construction material from river bed

During the construction phase a large quantity of construction material like

stones, pebbles, gravel and sand would be needed. Two river shoals are

proposed to be excavated for the project purpose. The extraction of

construction material may affects the river water quality due to increase in the

turbidity levels. This is mainly because the dredged material gets released

during one or all the operations mentioned below:

Excavation of material from the river bed.

Loss of material during transport to the surface.



Overflow from the dredger while loading

Loss of material from the dredger during transportation.

The cumulative impact of all the above operations is increase in turbidity levels

which with proper dredging practices can be minimized. It has also been

observed that slope collapse is the major factor responsible for increase in the

turbidity levels. If the depth of cut is too high, there is possibility of slope

collapse, which releases a sediment cloud. This will further move outside the

suction radius of dredged head. In order to avoid this typical situation, the depth

of cut be restricted to:

H/C < 5.5

where,

- unit weight of the soil

H - depth of soil

C - Cohesive strength of soil

The dredging and deposition of dredged material may affect the survival and

propagation of benthic organisms. The macro-benthic life which remains

attached to the stones, boulders etc. gets dislodged and is carried away

downstream by turbulent flow. The areas from where construction material is

excavated, benthic fauna get destroyed. In due course of time, however, the

area gets recolonized, with fresh benthic fauna. The density and diversity of

benthic fauna, will however, be less as compared with the pre-dredging levels.

The second important impact is on the spawning areas of fishes. Almost all the

cold water fish breed in the flowing waters. The spawning areas of these fish

species are found amongst pebbles, gravel, sand etc. The eggs are sticky in

nature and remain embedded in the gravel and subsequently hatch. Thus, if

adequate precautions during dredging operations are not undertaken, then

significant adverse impacts on aquatic ecology are anticipated.

iv) Increased silt load and consequent increased turbidity

There could be a hazardous effect on the fish bio-diversity during the

construction phase of the dam. There could be disturbance in the present fish

habitat of the river due to silt during construction phase. The silt produced

during construction of the coffer dams upstream and downstream of the main

dam and the rock filled main high dam (315 m. height), quarrying activities and

construction of access road could make the river water downstream of the

construction site turbid to the extent that the migration of fish upstream and

downstream could be blocked disturbing their breeding activities. This could

cause severe consequences on the fish bio-diversity of the water body



downstream of the construction site. The disturbances could be caused by

deposit of soil, boulders etc. during digging, blasting and activities.

v) Activities of increased human population in the project area

Upstream of the construction site may not be effected by the by the turbidity

caused by the construction activities. However, excessive fishing activities by

construction workers are likely to cause severe depletion in fish population

upstream of the dam site. There is a large tributary of Mahakali River, Saryu

River flowing from Indian side just about 2-3 km. upstream of the proposed dam

site. Fish species e.g. Tor sp., Schizothorax sp, Neolissocheilus hexagonolepis

and even some of the sub-continental major carps like Labeo sp and Barilius

sp. have upstream and downstream movement in Mahakali as well as the

tributaries even during the construction period for their breeding as well as

growing purposes. Excessive fishing activities could cause severe depletion of

these species to the extent that it could be difficult to re-generate the population

of these species in the reservoir to be created.

Heavy fishing by the workers of the construction work force, could destroy the

fish bio-diversity of the Mahakali River both upstream and downstream. Illegal

fishing could be of any kinds like by diverting the river flow, by dynamiting,

electro fishing or by poisoning which could destroy the fish population of all the

age and size within its effective zone.

vi) Impacts due to diversion of Mahakali River during construction period

Diversion of river for the construction of dam could hinder migration up and

down stream of the river of the migratory fish species due to fast water current

(faster than the present river water current) in the diversion canal. As the

duration of the diversion of river could exceed over a year some of the warm

water fish species may not be able to migrate up stream even in summer which

could result the upstream water body could possibly be devoid of warm water

fish species like Labeo sp., Neolissoheilus hexagonolepis and Bagarius sp. as

the water temperature upstream of high dam site rises above 20 degree

centigrade only during summer time. The winter time (October-December) the

water temperature does not exceed 18 degree which is not favorable for the

warm water fishes.

vii) Impacts due to discharge of sewage from labour camp/colony

The proposed hydropower project would envisage the construction of

temporary and permanent residential colonies to accommodate labourers and



staff engaged in the project. This would result in production of domestic waste

water which is ultimately discharged into the river. However, it is proposed to

setup appropriate units for treatment of domestic sewage before its disposal in

to the river. Due to perennial nature of river Mahakali, it maintains sufficient flow

throughout the year which shall dilute the treated sewage generated from

residential/labour colonies. Therefore, as mentioned earlier, no adverse

impacts on water quality are anticipated due to discharge of sewage from

labourer camps or project colonies.

viii) Impacts due to human activities

Accumulation of labour force in the project area might result in enhancement in

indiscriminate fishing including use of explosives. The use of explosive material

to catch fish in river in Mahakali and its tributaries in the project area would

result in complete loss of fishes and other aquatic life making a river stretch dry.

This aspect have been adequately covered in the Environmental Management

Plan (EMP).

c) Operation Phase

i) Impacts on migratory fish species

The construction of the dams would hinder migration of species especially

Schizothorax sp., Tor tor and Tor putitora. These fish species undertake annual

migration for feeding and breeding. Under this situation poaching activities may

increase in the area. Most of the species will shift to the section of the river

where they find favourable environment for breeding since the dam is 315 m

high and construction of fish ladders is not feasible in the proposed dam.

However, it is proposed that the artificial seed production in hatchery may be

adopted which can be stocked in the river stretches downstream and upstream

of the proposed dam.

Fish populations are highly dependent upon the characteristics of the aquatic

habitat which supports all their biological functions. This dependence is most

marked in migratory fish which require discrete environment for the main

phases of their life cycle which are reproduction, production of juveniles, growth

and sexual maturation. The fish composition in the project areas are

represented by potadromous species i.e. the species which occur only in

freshwater system and their reproduction and feeding zones are separated by

distances that could vary from few meters to hundreds of kilometers. The

building of a dam generally has an adverse impact on fish population and their

migration.



Snow Trout (Schizothorax progastus) migrate from lower elevation to higher

elevation in summer months and return to lower elevation in winter months. The

fish species such as Mahaseer (Tor putitora) and Golden Mahaseer (Tor tor)

also migrate to lower elevation in summer months and undertake the reverse

journey in winter months.

Construction of proposed dam would hamper the upward and downward

migratory movement of these fish species namely, snow trout and Mahaseer.

Likewise, migration of fish species from tributaries to river Mahakali would also

be affected on account of creation of two reservoirs. Thus, the project will have

adverse impact on migratory fish species. To mitigate the adverse impact on

the migratory fish species, appropriate & comprehensive fisheries management

plan has been formulated as a part of Environmental Management Plan.

ii) Impact on fish fauna due to damming and reservoir formation

There are two types of effect that could be caused on the aquatic flora and

fauna of the water body (Mahakali River) due to damming and reservoir

creation. One could be considered as the negative impact and the second

could be a positive impact. The negative impact is caused by the submersion of

the present fish habitat and the obstruction of migration upstream and down

stream movement of the fishes due to the construction of the dam. Positive

impact could be expected as the damming will create deeper and wider water

body which could provide suitable habitat for both the coldwater as well as

warm water fish species and wider niches for the aquatic biomass that could

help aquatic bio-diversity as well as could provide more opportunities for

improving the economy of the local community and improve the social

environment of the locality.

iii) Obstruction in fish migration

The habitat of fishes like Asla and Mahaseer could exist up stream of the main

river Mahakali and its major tributaries. Asla (Schizothorax sp.) may be limited

around the confluence areas of its tributaries and along the periphery of the

reservoir/s at shallow water regions because, Asla feed on the plankton and

macro-organisms attached to the substrates like pebbles and boulders of the

river bottom at shallower area.

Also, it has been reported that large fishes like Gaunch (Bagarius spp.) and

Sahar (Tor sp.) are vanishing from upstream of the dam of Kali Gandaki Hydro

Project after the implementation of the project (Kantipur National Daily, 2006).



The breeding habitat of Gaunch (Bagarius spp.) are likely to be observed

downstream of the dam. The migration of these fishes will be obstructed by the

dam. However, they are expected to remain in the Mahakali River up and down

stream of Pancheshwar area as they were not found to be affected by Sarada

Barrage and Tanakpur Barrage so far and these fishes were found upstream of

Pancheshwar dam area in summer and winter).

However, for warm water fishes like Labeo sp., Barilius sp., Bagarius sp. etc. it

may possibly be affected by the barrier effect of the dam as the water

temperature does not go above 18 degree Celsius upstream of the high dam

during winter. These fishes were rarely found during winter upstream area of

Pancheshwar dam site. They could have migrated upstream during summer

time when the water temperature reached to or over 20 degree Celsius in

summer.

iv) Impacts due to reservoir formation

The high dam at Pancheshwar is expected to convert the fast flowing river

morphology into a large reservoir submerging many of its large and small

tributaries. The present habitat of all the native fish species will be destroyed by

the submersion of these tributaries together with the main river stretch up to the

direct zone. The present breeding grounds of economically important cold

water fishes like Snow Trout (Schzothorax sp.) were found around the

confluence area and upstream of its tributaries, spawning grounds of Mahaseer

(Tor sp.) and Catle (Neolissocheilus hexagonolepis) were found mainly in the

main river stretch, up stream of the Pancheshwar high dam site which is

expected to be submerged by damming at Pancheshwar dam site. This will

lead to adverse impacts on fisheries upstream of Pancheshwar high dam site.

However, marginal areas of the confluences of some of the tributaries of the

reservoir could provide breeding habitats for these fish species. Fishes like

Mahaseer (Tor sp.) are expected to flourish quite well because of the expanded

area of water surface as well as depth could provide more niches for their

feeding. However, the condition of Bagarius sp. (Gounch) could not be

assessed as the breeding season and breeding habitat of these species is not

known yet.

v) Impacts due to change in Water Quality

The water temperature of the reservoir, created by the high dam at

Pancheshwar, should increase by the absorption of more solar heat by its

increased water surface area which should help providing suitable habitat for

warm water fish species, residing downstream of the dam. The expansion of



water surface area and rise in water temperature is not only expected to

improve in the fish bio-diversity by accommodating more fish species up stream

of the dam but also should help increase fish production to many folds due to

increase in water surface area as well as increase its productivity due to the

accumulation of organic nutrients drained into the reservoir from its watershed

area.

The increase in fish production could be caused due to three main factors: a).

Increase in water surface area and the volume in the reservoir, b). Increase in

water temperature in the reservoir and c). Increase in the productivity of the

reservoir water due to the accumulation of organic nutrients load drained into

the reservoir from forest, settlements and farmland of its watershed area.

Water temperature and pH play a major role for the habitat of cold as well as

warm water fish species. The comparative water temperature and pH, recorded

during winter and summer and fish catch composition clearly indicate the water

temperature can play the role of barrier for their migration. Only a very few of

the warm water species like Labeo sp, Bagarius sp. Barilius sp. and

Neolissocheilus hexagonolepis were available upstream of Pancheshwar

dam site (Sarju-Mahakali confluence area) and that too only in Summer when

the water temperature reaches over 20oC. This indicates that possibly these

fishes do not breed upstream of the Pancheshwar dam site and they migrate up

stream only for grazing purpose up to the place only when and where the water

temperature is favorable for them.

vi) Impacts on Aquatic Ecosystems and Biodiversity

Construction activities, including the diversion of the river through a tunnel,

cause major disturbances and have adverse impacts on the aquatic ecosystem.

In many cases, vulnerable species, with either limited distribution or low

tolerance, become extinct even before the dam is completed. However, in

most projects, the study of aquatic biodiversity has been limited to the study of

fish, and then only the commercially important species. The results of the Tehri

Dam, India (Tehri, 19911) and Uri (UHPP, 1989) indicate that there are

significant adverse impacts on the aquatic ecosystems and biodiversity at and

around the construction site.

Even after the construction of the dam, there can be various adverse impacts

of the dam on aquatic ecosystems. The blocking of a river and the

formation of a lake significantly alters the ecological conditions of the

river: there are changes in pressure, temperature, oxygen levels and

even in the chemical and physical characteristics of the water. Besides, by



interrupting the flow of water, ecological continuity is broken, especially for

those species of fish whose passage up river to their breeding grounds is

blocked by the dam. According to a World Bank Technical Paper, on the

upstream side, the thermal regime of the flow is changed so that the

impounded water may become anaerobic or it may become hostile to the

wildlife previously supported by the river.

Though the adverse impacts on the aquatic biodiversity cannot be totally

prevented, they can be reduced. Besides, as these are very significant

impacts, they should form a part of the assessment process of a project.

Unfortunately, they have remained largely unanticipated costs. Many studies

suggest that such changes are deleterious to the natural history of the river, not

just within the impoundment, but below it as well. Unfortunately, these long-

term effects are often over shadowed by the perceived and immediate needs of

'development' and 'civilization' (Watters 1996).

Unionoid life cycles involve a parasitic larval stage that attaches to fish hosts.

These fish hosts are largely responsible for the distribution and zoogeography

of unionoids (Watters, 1992). Unionoids are thus influenced by distributional

barriers to their hosts, as well as by barriers to their own movements (Waters

1996). The lack of information on the importance, abundance and life history of

migratory fishes, and freshwater mussels of Mahakali river it is difficult to

measure the exact impacts on such species.

13.11 INCREASED INCIDENCE OF WATER-RELATED DISEASES


During pre-construction phase, few individuals are involved in survey activities,

as such no impact is anticipated.


About 8500 labourers and technical staff with a total increase in population by

22,000 will aggregate in the project area during construction phase. The

labourers would live in dormitories provided by the Contractor where proper

sanitary facilities are to be provided as per contract agreement. However, some

of the labourers coming from outside the project area could be carrier of certain

diseases therefore proper screening of labour population will be done by the

contractor.



i) Excavations

The excavation of earth from borrow pits etc. could accumulate water during

rainy season which could increase breeding ground for various vectors and

mosquitoes. However, in the present case, the borrow areas are within the river

bed, which in any case remain under water. Thus, no additional habitat for

mosquito breeding is created due to excavation. However, fumigation and other

measures are suggested in the EMP.

ii) Inadequate facilities in labour camps

Labourer camps without adequate facilities for potable water supply and

sewage treatment could lead to outbreak of epidemics of water-borne diseases.

Adequate measures for supply of potable water and sewage treatment have

been recommended as a part of Environmental Management Plan.

iii) Water pollution and water borne diseases

Lack of potable water supply could lead to increased incidence of water borne

diseases particularly in camp sites and in adjoining areas. There could

incidence of spread of water-borne diseases in labour camps/colonies.

Communities located in direct impact zone as well as indirect impact zone

could also be severely affected from such epidemics.

iv) Air pollution

Dusts, particulate matters and smoke generated during the time of construction

in project construction sites could increases chances of respiratory diseases

and dust allergies. Project staffs and labor workers could be affected from the

air pollution during the construction of high dam and other relevant engineering

structures during the time of construction period. Dust particles ranging from 1-

10 microns could spread air borne infections. Diseases related to dusts and

smoke such as asthma, bronchitis, eye irritation, throat and nose irritations etc.

could prevail into the communities situated at the direct impact zones during the

time of construction.

v) Noise Pollution

Moving of heavy vehicles from one part to other around project site, use of

excavator/ crane work force and blasting activities will create a noisy

environment for the total community resides in the project site. These activities

will produce not only the annoyance but also will cause ill health. The noise of



blasting and crouching will create a long lasting effect. The effect of noise

exposure will have either Auditory or Non-Auditory or both. In the Auditory

effect there will be auditory fatigue, deafness and will cause hearing loss. In the

Non-Auditory effect there will be interference with speech, annoyance reduction

in the efficiency of work and other psychological, physiological changes occur.

In addition to this rise in blood pressure and increase of breathing and sweating

will occur.

vi) Occupational Injuries

Overall during construction, a substantial member of potential hazards could be

create; workers may endure injuries form machinery and equipment, chemical,

explosive materials, burns Electrocution, falls, falling objects, dust and vibration

during construction activities. During constructional phase a substantial number

of occupational hazardous will take place. Worker may endure injuries from

machinery and equipment, chemicals, explosions, burns, electrocutions, falls,

falling objects, and vibration. Silicosis, asthma and bronchitis will create an

occupational problems among labour/technical staff involve in project activities.

Workers exposed with sound bigger than 90 dB(A) increased" the risk of noised

induced hearing impairment. The construction activities such as blasting,

quarrying, heavy vehicular movements are associated with high risk of

accidents and injuries for workers as well as surrounding communities.

vii) Solid Waste Management

Solid waste could be the major impacts upon the community and human

resources at the project construction and facility sites. In appropriate and

unsustainable disposal and direct disposal as well as open defecation by the

project staff and labor/workers at the project site could enhance the incidence

of various water-borne diseases, i.e. cholera, dysentery, typhoid etc. could

have substantial affect upon human health of the project staff as well as upon

the population at the community level.

c) Operation phase

The construction of a reservoir replaces the riverine ecosystem by a lacustrine

ecosystem. The vectors of various diseases breed in shallow areas not very far

from the reservoir margins. The magnitude of breeding sites for mosquitoes

and other vectors in the impounded water is in direct proportion to the length of

the shoreline. Thus, there could be increased incidence malaria and other

vector-borne disease during project construction phase.



13.12 LOSS OF HISTORICAL AND CULTURAL MONUMENTS

The reservoir so constructed as a result of construction of the dam will not

submerge any monument notified by Archaeological Survey of India (ASI).

However, about 89 temples are likely to be submerged. Among these

temples, three temples located at Pancheshwar, Rameshwar and

Taleshwar are the major temples which are revered not only by the locals but

also by the people in the surrounding areas. The main deity in these three

temples is Lord Shiva. The temple at Pancheshwar is located about 2.5 km

upstream of dam site at the confluence of rivers Sarju and Mahakali. The

Reduced Level of the temple is about 450 m. Thus, the depth of the reservoir

water above this temple will be 230 m. The temple at Rameshwar is situated at

the confluence of rivers Sarju and Ramganga. The R.L. at this site is 550 m.

The depth of the water above the temple will be about 130 m. The other

major temple is at Taleshwar along the banks of river Mahakali, about 10 km

upstream of Jhoolaghat. The depth of water above this temple would be about

120 m. The reservoir depth over the above mentioned temples sites is too high

(120 m to 250 m) to be protected by engineering structures. Thus, these

temples will be submerged as a result of the projects.

13.13 IMPACTS ON MINERAL RESOURCES

No mineral deposits are coming under submergence due to the reservoir.

The project and its surrounding areas have little or no mineral deposits.

ANNEXURE

Minutes of the 93rd Meeting of the Expert Appraisal Committee (EAC) for

River Valley and Hydroelectric Projects held on 2nd May, 2016 at Indus

Meeting Hall, Ground Floor, Jal Wing, Indira Paryavaran Bhawan, Jor Bagh

Road, New Delhi – 110003.

The 93rd Meeting of the EAC for River Valley and Hydroelectric Projects (RV

&HEPs) was held on 2nd May, 2016 at Indus Meeting Hall, Ground Floor, Jal Wing,

Indira Paryavaran Bhawan, Jor Bagh Road, New Delhi – 110003. The meeting was

chaired by Shri Alok Perti, Chairman, RV &HEPs. The list of EAC members and

officials/consultants associated with various projects and who attended the meeting is

at Appendix.

The following Agenda items were taken-up in that order for discussions:

Agenda Item No.1: Welcome by Chairman and confirmation of Minutes of the 92nd

Meeting of EAC held on 28th -29th March, 2016. Thereafter, following agenda items

were taken-up:

Agenda Item No 2.1: Nandprayag-Langasu HEP (100 MW) on Alaknanda

River in Dist. Chamoli, Uttarakhand by M/s UJVN

Limited- for consideration of Environmental

Clearance.

1. The Nandprayag-Langasu HEP (100 MW) is proposed in the middle reach of the

Alaknanda Basin to meet the requirement of power shortage in the Northern region

in general and in the country as whole. The project has been conceptualized as a

Run-of-the-River (RoR) scheme with 162 m wide gated barrage comprising of one

under sluice (11.6 m wide) and 7 barrage bays of 18m width each with 10.3m

height above the river bed and utilising a design discharge of 268.46 cumecs of

Alaknanda river for power generation. The Project Site is located on NH-58 (New

Delhi-Badrinath) almost midway between Karanprayag and Nandprayag in district

Chamoli of Uttarakhand State and is about 190 Kms from the nearest railhead

Rishikesh. The nearest airfield Jolly Grant is about 210 km from the barrage site. The

barrage site is approachable from NH-58 (Delhi-Badrinath Road) upto Nandprayag

and thereafter by Nandprayag – Devikhal – Gopeshwar district road.

2. During the presentation, Project Proponent (PP) informed that Hon’ble Supreme

Court vide orders dated 12-08-2014 and dated 12.10.2015 clarified that ban imposed

on Hydroelectric Power Projects (HEPs) was applicable to 24 HEPs mentioned in the

report of Wildlife Institute of India, Dehradun (WII). Further as Nand Prayag

Langasu HEP is not listed in the said 24 project, this project may be considered for

Environment Clearance.

3. It was informed that Terms of Reference (ToR) for the project was issued in October

2010 for 2 years. Repeated communications were made with MoEF & CC for

extension of TOR from October 2012 onwards upto December 2016 by the Project

Proponent, but no communication was received from MoEF & CC. Therefore, in

smd

Typewritten text

ANNEXURE-I

4. The project proponent presented the pre-feasibility report prepared by NWDA in

1995 and hence it is advised to finalize the technical aspects of the project (DPR)

to ascertain the project specific ToRs by EAC.

Agenda Item No 2.4: Jameri HEP (60 MW) in West Kameng District of

Arunachal Pradesh by M/s KSK Jameri Hydro Power

Private Limited - for consideration of ToR.

The project proponent did not attend the meeting. Therefore, the EAC has not

considered the project and deferred the project.

Agenda Point 2.5: Pancheshwar Multipurpose Project in Uttarakhand by M/s

Pancheshwar Development Authority-for consideration of

ToR.

The project proponent made a detailed presentation on the project and informed that the project was appraised for ToR in 83rd meeting held on 24-25 April, 2015.

2. The Pancheshwar Multipurpose Project (PMP) is envisaged on river Mahakali

(known as Sarada in India) where the river forms the international boundary between

India and Nepal, dividing the Far Western Development Region of Nepal from the

Uttarakhand State in India.

3. It is a bi-national scheme, primarily aimed at energy production. In addition,

project aims at to enhance food grain production in both the countries by providing

additional irrigation resulting from augmentation of dry season flows. Due to

moderation of flood peak at reservoir(s), incidental flood control benefits for both the

countries are also envisaged from the project.

4. The project would comprise of a rock-fill dam with central clay core of 315 m height from the deepest foundation level. It shall have two underground powerhouses, one on each bank of Mahakali River with the total installed capacity of nearly 5600 MW. The power plant at main dam will be operated as the peaking station to meet energy demand in India and Nepal. A re-regulating dam at Rupaligad, 25 km downstream, is proposed to even out powerhouse releases into continuous river flows and irrigation demands in the downstream

5. The project proponent presented the response to issues raised in the 83rd EAC meeting held on 24-25 April, 2015:

The project is being promoted by Pancheshwar Development Authority (PDA) constituted under Article-10 of the Mahakali Treaty between India and Nepal. The Pancheshwar Development Authority is the project proponent, a joint entity of India and Nepal.

It has been clarified by National Ganga River Basin Authority (NGRBA) vide their letter no Z-14012/3/2015-FM(Part-2)/828-31 dated 18th March 2016 that the location of Pancheshwar Multipurpose Project does not fall under the eco-sensitive zone.

NMCG has further informed that the ban on environmental clearance to Hydro Power Projects in Uttarakhand was applicable only to the projects in Bhagirathi and Alaknanda River Basins. Whereas, the Pancheshwar Multipurpose Project is located in Sarada River Basin. As such the ban is not pertaining to it.

EAC recommended that an Integrated EIA study covering Indian and Nepal portion be presented for obtaining Environmental Clearance.

After the detailed deliberations, the EAC noted that under the present dispensation

there is no provision for giving TORs for part of any project. Since this is a special

case where a project is proposed to be implemented by a joint establishment agreed

to by India and Nepal the matter needs a special consideration. In order to ensure

that studies on preparation of EIA/EMP are not delayed the EAC recommends that

TOR for the portion of project falling in India subject to the following conditions:

i. A joint mechanism be set-up for considering the assessment of environmental

impact of the full project. While considering the full project by the proposed joint

mechanism a need arises to modify the TORs the same may be consider by the

EAC for modification of TORs. The EIA/EMP prepared for the full project by the

Project Proponent should be placed before the entity established through the

joint mechanism mentioned earlier for examination and for recommendation to

be given to the Ministries of Environment in both countries for acceptance.

ii. The EIA/EMP studies as depicted in the model ToR of MoEF&CC effective from

April 2015 shall be carried out.

iii. Skill mapping of project affected families shall be carried out and suitable

provisions shall be made in R&R plan.

iv. Minimum e-flow discharge of 20%, 25% and 30% should be planned for Lean

season, Non-lean season and monsoon.

Agenda Point 2.6: Lower Orr Dam under Ken-Betwa Link Project-Phase-II,

Water Resources Department, Govt. Of Madhya Pradesh

and M/s National Water Development Agency for

reconsideration of EC.

The project proponent made a detailed presentation on the project and informed

the Expert Appraisal Committee for River Valley and Hydroelectric Projects that project

was appraised in 91st meeting held on 8-9 February, 2016. It was clarified that the

Lower Orr is an independent project of Govt. of M.P and is not related to Ken-

Betwa link project, however, as and when Ken-Betwa link project materializes, the

Lower Orr project shall become an integral part of Ken-Betwa Link Project Phase-II.

2. It was noted that the project is proposed across Orr River which is a tributary to

Betwa River near the village Didauni on the border of Shivpuri & Ashok Nagar Districts

in Madhya Pradesh. The main objective of the Lower Orr project is to provide irrigation

and domestic water supply to water deficit areas of Shivpuri and Datia Districts

of Madhya Pradesh. The proposed dam site is located at a distance of about 6 km

Appendix.

93rd MEETING OF THE EXPERT APPRAISAL COMMITTEE FOR RIVER VALLEY

AND HYDROELECTRIC POWER PROJECT

DATE &TIME : 2nd May, 2016, 10.30 AM VENUE : INDUS MEETING HALL, JAL WING, GROUND FLOOR, INDIRA PARYAVARAN BHAWAN, NEW DELHI EAC members

ATTENDANCE SHEET

SI. No

Name of Member Contact No / Email

1. Shri Alok Perti, Chairman 9868120880

2. Sh. Vinay Kumar, Central Water Commission Sewa Bhawan New Delhi-110066

9868123768

3. Dr. Vijay Kumar Ministry of Earth Sciences New Delhi-110003

[email protected] [email protected]

4. Shri Manoj Kumar Gangeya Member Secretary, MOEF&CC

9405801777

5. Dr. C.Palpandi, Dy. Director. MoEF&CC

8220725672

1

Minutes of the 5th Meeting of the Expert Appraisal Committee for River Valley and Hydroelectric Projects held on 31st May, 2017 at Indus Meeting Hall, Prithvi Wing, Indira Paryavaran Bhawan, Jor Bagh Road, New Delhi–3. The 5th meeting of the re-constituted EAC for River Valley & Hydroelectric Projects was held with the Chairmanship of Dr. Sharad Kumar Jain on 31st May, 2017 in the Ministry of Environment, Forest & Climate Change at Indus Meeting Hall, Jal Wing, Ground Floor, Indira Paryavaran Bhawan, Jorbagh Road, New Delhi. The following members were present:

1. Dr. Sharad Kumar Jain - Chairman 2. Shri Sharvan Kumar - Representative of CEA 3. Dr. J.A. Johnson - Representative of WII

4. Dr. Vijay Kumar - Representative of Ministry of Earth Science 5. Dr. T.P. Singh - Member 6. Shri Chetan Pandit - Member 7. Dr. Poonam Kumria - Member 8. Dr. S. Kerketta - Member Secretary

As requested by Prof. Pradeep P. Mujumdar, the Competent Authority has approved to relieve him from the Expert Appraisal Committee for River Valley and Hydroelectric Projects. Accordingly, his name has been deleted from the Committee list. His services rendered to the Ministry have been duly acknowledged. Further, the Competent Authority has also approved the names of Dr. T.P. Singh and Dr. Poonam Kumria to include as Expert Members in the Committee. The Chairman welcomed the new Expert Members in the committee. The Chairman also gave some briefing to the new Expert Members and highlighted the requirement of maintaining true spirit of neutrality while appraising a project proposal placed before the Committee and felt that in doing so, merit of the case shall be the sole criteria for recommendations by the Committee. Prof. Govind Chakrapani, Dr. R. Vasudeva, Dr. A. K. Sahoo, Dr. D. N. More, Shri N. N. Rai, Dr. J.P. Shukla and Dr. S. R. Yadav could not attend the meeting due to pre-occupation. The deliberations held and the decisions taken are as under:

Agenda Item No. 5.0 Confirmation of minutes of 4th EAC meeting. The Minutes of the 4th EAC (River Valley & Hydroelectric Projects) meeting held on 12.04.2017 were confirmed. Agenda Item No. 5.1 Sunni Dam HEP (355 MW) Project in Mandi & Shimla

Districts of Himachal Pradesh by M/s Satluj Jal Vidyut Nigam Ltd – For TOR clearance

The project proponent made a presentation on the project. The project is proposed on Satluj River near Khaira in Shimla District of Himachal Pradesh. This is a run-of-the-river scheme. It is proposed to construct a 71 m high concrete gravity dam across Satluj River with an installed capacity of 355 MW. The total land requirement is about 319.09 ha out of which, 262.52 ha is forestland. The total submergence area is about 265.39 ha. No RF, WL, Sanctuary, etc. is present within

7

(Private + Government land) land is in West Bengal and 7 ha (1.30 ha forest land) is in Sikkim. Total project cost is Rs. 633.92 crores. The environmental clearance for this project was accorded on 17.8.2007 for a period of 10 years as per the provisions of EIA Notifications, 1994 and 2006. The validity period will be ending on 16.8.2017. The PP has submitted online application for the extension of validity of EC for 5 years. It was informed that the validity of EC for River Valley Projects is for 10 years and as per EIA Notification, 2006, a provision of extension of validity of EC for further 3 years is available/ existing for River valley Projects. However, PP had requested the extension validity of EC for 5 more years. The PP mentioned that project implementation got delayed due to frequent

interruption by the villagers and also tree felling permission got delayed from District Administration. The PP also submitted the latest compliance report to the EC conditions. Among others, the following are mentioned in the compliance report:

i. The total cost has been revised from Rs. 663.92 crores to Rs. 1381.94 Crores (at 2014 price index). An amount of Rs. 893.035 Crores has been spent so far on the project.

ii. Forest clearance was accorded on 23.05.2008 and wildlife clearance was accorded by Government of West Bengal on 01.02.2008

iii. For CAT plan implementation, Rs. 3.2562 Crores & Rs. 1.189 Crores have been deposited with forest department of West Bengal and Sikkim.

iv. One-time settlement for R&R package to PAFs has been agreed and an amount of Rs. 2.98 Crores has been disbursed as per R&R Policy till 31.3.2017.

The EAC considered the request for extension of the validity of EC for 3 years. It was informed that a provision for extending the validity of EC for further period of 3 year exists as per EIA Notification, 2006. After detailed deliberations and considering all the facts of the project as presented by the PP, the EAC recommended for extension of the validity of EC for a period of three years in order to facilitate the PP to complete the works and commission the project.

Agenda Item No. 5.7 Any other item with the permission of the Chair Agenda Item No. 5.7

(a) Pancheshwar Multipurpose Project in Uttarakhand by M/s Pancheshwar Development Authority

The Member Secretary informed EAC that the Secretary, MoWR, RD & GR has written to the Ministry mentioning that EIA report for this project for the Nepal side has been approved by Govt. of Nepal on 16.10.2014. It has also been informed that in connection with the formation of Joint Mechanism, an internal meeting was held on 20.2.2017, which was attended by the officials of MoEF & CC and MEA and the current status of the activities on EIA report was discussed. It has also been informed that both sides have significantly advanced on preparation of EIA/EMP report of the project. Under such circumstances, it was proposed that in lieu of considering the assessment of environmental impact of full project through Joint Mechanism, separate EIA/EMP

8

reports of the project for Indian side & Nepal side be placed before the EAC for considering the EIA of full project. It was also informed that the DPR & EIA study report has been prepared and the documents have been submitted to the Government of Uttarakhand for consideration and appraisal. After their clearance, the documents will be submitted for conducting the Public Hearing for the project for the Indian portion in Uttarakhand as per the EIA Notification, 2006. Then the PP made a presentation along with WAPCOS, the consultant to the project, and inter alia provided the following information: Pancheshwar Multipurpose Project will be located in Uttarakhand and Nepal and will be implemented by M/s Pancheshwar Development Authority, Ministry of Water Resources, River Development and Ganga Rejuvenation. The proposed project is envisaged on river

Mahakali (known as Sarada in India) which forms the international boundary between India and Nepal, dividing the Far Western Development Region of Nepal from the Uttarakhand State in India. It is a bi-national scheme, primarily aimed at energy generation and with other benefits too. The project comprises of a rock-fill dam of 315 m height from the deepest foundation level. It is proposed to have 2 underground powerhouses with an installed capacity of 5,600 MW. The total submergence area is 11,600 ha (India - 7,600 ha + Nepal - 4,000 ha). The Ministry granted scoping/TOR for this project on 13.10.2016 with additional conditions and some are presented below:

i. The EIA/EMP studies as depicted in the model ToR of MoEF & CC effective from

April, 2015 shall be carried out. ii. Minimum e-flow discharge of 20%, 25% and 30% should be planned for lean

season, non-lean season & non-monsoon and monsoon, respectively. iii. The EIA/EMP report for the full project should be placed before the entity

established through the Joint Mechanism mentioned earlier for examination. Recommendation would be given to the Ministries of Environment in both the countries for acceptance.

The EAC observed the following:

i. EIA/EMP studies as depicted in the model TOR of MoEF & CC are effective from April, 2015.

ii. Skill mapping of the project effected families shall be carried-out and suitable

provisions should be made in R&R plan iii. Environmental flows should be planned as per the TOR or based on a detailed

site specific scientific investigation. The EAC was informed by the Member Secretary that the above stipulations are very much present in the model TOR of the Ministry and the same would have to be incorporated by the PP as a part of the EIA/EMP studies. Since the reports are complete in respect of the above ToRs and thus EAC has recommended that there is no objection for finalizing the reports and submitting them to Departments/ Organisations concerned for their consideration and approval. After completing all the formalities, the same could be submitted to Ministry/EAC for consideration. As far as Joint Mechanism Set up is concerned, the EAC is of the view that as of now and considering the progress of preparation of EIA reports, setting up of the Joint Mechanism would rather delay the process of this important international project. Hence, let the Public Hearing be

9

conducted based on the EIA report for Indian portion and the PP may approach the Ministry for final appraisal for environmental clearance. As there being no agenda item left, the meeting ended with a vote of thanks to the Chair.

10

Attendance Sheet

12

Approval of Chairman of the EAC –RV&HEP


Annexure Page 1

ANNEXURE –II

Soil quality in the Command area for summer season

S. No Parameters S1 S2 S3 S4 S5 S6 S7 S8 S9 S10 1 pH Value 8.12 8.33 8.18 8.16 8.18 7.85 8.27 8.02 8.41 8.35 2 Bulk Density,g/cm3 1 1.11 1 1.13 1.28 1.24 1.14 1.08 1.29 1.05 3 Conductivity, millimohs/cm 0.194 0.08 0.282 0.129 0.186 0.21 0.22 0.249 0.175 0.369 4 Chloride (as Cl), mg/kg 106.6 93.33 329.5 538.85 103.85 944.34 353.43 194 255.39 171.56 5 Porosity, % 59.19 56.86 57.22 61.64 54.37 54.05 44.35 56.8 50.01 56.09 6 Total Alkalinity (as CaCO3), mg/kg 998.91 900.58 1848.28 957.33 1118.08 610.32 1248.52 1590.2 1264.77 1379.51 7 Water Holding Capacity, % 33.41 34.59 37.81 28.57 31.33 27.21 29.51 36.05 28.87 32.69 8 Organic Carbon, % 0.13 0.97 1.04 1.49 1.29 0.5 0.13 1.76 0.82 0.8 9 Sodium Absorption Ratio 0.37 0.42 0.42 0.34 0.32 0.91 0.32 0.32 0.34 0.42 10 Sodium (as Na), mg/kg 521.63 423.2 622.21 331.68 400.83 786.32 319.78 358.37 375.62 477.16 11 Potassium (as K), mg/kg 5166.1 1879.3 2517.66 1826.46 3270.66 3049.28 1751.62 2237.08 1864.6 3926.9 12 Calicium (as Ca), mg/kg 3519.8 1477.62 6503.15 2591.54 4927.68 1606.93 1804.12 2456.45 2822.76 3147.21 13 Magnesium (asMg), mg/kg 6874.5 3641.4 6176.43 4192.46 4355.37 2452.68 3414.95 4152.73 3805.67 4085.28 14 Salinity, ppt 0.19 0.17 0.59 0.96 0.19 1.71 0.64 0.35 0.46 0.31 15 Texture Clay

Loam

Clay Loam

Silty Clay

Loam

Sandy Clay

Loam

Sandy Clay

Loam

Sandy Clay

Clay Loam

Clay Loam

Clay Loam

Clay Loam


Annexure Page 2


S. No Parameters S11 S12 S13 S14 S15 S16 S17 S18 S19 S20 1 pH Value 8.23 7.8 8.7 8.17 8.27 8.14 7.06 8.02 8.23 8.15 2 Bulk Density,g/cm3 1.03 1.15 0.92 1.11 1.08 1.03 0.98 1.08 1.25 1.09 3 Conductivity, millimohs/cm 0.136 0.1 0.194 0.378 0.189 0.119 0.086 0.137 0.131 0.137 4 Chloride (as Cl), mg/kg 251.99 180.53 208.39 476.07 758.08 283.16 523.14 397.26 411.76 482.66 5 Porosity, % 58.71 55.81 61.92 55.71 56.18 58.6 63.01 69.05 50.85 58.81 6 Total Alkalinity (as CaCO3), mg/kg 912.19 484.81 998.04 587.83 454.22 500.11 126.25 501.27 638.64 581.05 7 Water Holding Capacity, % 34.88 32.62 34.45 30.99 30.77 31.91 38.21 39.89 34.32 28.2 8 Organic Carbon, % 0.21 1.63 1.06 0.22 1.59 2.08 1.06 0.92 0.42 1.06 9 Sodium Absorption Ratio 0.34 0.38 0.59 0.61 0.35 0.52 0.32 0.33 0.35 0.37 10 Sodium (as Na), mg/kg 328.93 307.95 712.73 656.94 353.42 427.98 301.09 336.86 379.41 320.28 11 Potassium (as K), mg/kg 1650.76 1248.03 2147.47 3298.29 1773.64 1616.29 2473.93 2376.87 2417.79 1795.38 12 Calicium (as Ca), mg/kg 1766.49 1298.97 2997.17 1678.59 1897.98 1341.33 1035.86 1521.11 1646.58 1213.46 13 Magnesium (asMg), mg/kg 3224.36 2204.32 4682.64 4238.4 3464.37 2276.2 3336.78 3851.95 4262.76 2679.54 14 Salinity, ppt 0.45 0.33 0.37 0.86 1.37 0.51 0.94 0.72 0.74 0.87 15 Texture Clay

Loam

Clay Loam

Sandy Clay

Loam

Clay Loam

Silty Clay

Loam

Clay Loam

Clay Loam

Clay Loam

Clay Loam

Sandy Clay

Loam


Annexure Page 3


S. No. Parameters S21 S22 S23 S24 S25 S26 S27 S28 S29 S30 1 pH Value 8.32 7.98 8.16 8.22 7.63 7.76 6.94 8.1 8.12 7.9 2 Bulk Density,g/cm3 1.2 1.21 0.96 0.96 0.96 0.96 1.08 1.01 1.09 0.85 3 Conductivity, millimohs/cm 0.056 0.053 0.111 0.115 0.084 0.402 0.055 0.071 0.093 0.118 4 Chloride (as Cl), mg/kg 322.09 918.19 117.39 209.2 298 251.72 207.36 340.24 182.35 771.5 5 Porosity, % 54.89 53.38 62.29 61.27 63.82 62.91 56.9 59.92 56.62 70.39 6 Total Alkalinity (as CaCO3), mg/kg 748.12 588.94 1249.48 932.24 713.97 899.61 456.62 829.02 956.93 1162.08 7 Water Holding Capacity, % 34.86 31.55 33.99 36.7 36.41 37.44 34.27 36.53 30.63 39.08 8 Organic Carbon, % 0.7 1.33 2.05 1 1.51 1.85 1.31 0.32 1.5 1.17 9 Sodium Absorption Ratio 0.34 0.32 0.29 0.25 0.3 0.26 0.29 0.36 0.3 0.29 10 Sodium (as Na), mg/kg 372.51 315.92 320.48 367.75 342.81 352 334.55 421.98 398.3 334.01 11 Potassium (as K), mg/kg 1611.68 1406.44 1733.51 2147.3 2261.17 3606.3 3004.12 2356.86 2524.16 3171.93 12 Calicium (as Ca), mg/kg 1511.23 1006.27 2631.83 4215.62 1350.8 4448.83 1402.38 1424.18 2752.77 1703.23 13 Magnesium (asMg), mg/kg 2977.81 3676.4 3848.21 7478.53 5153.47 5434.44 5066.45 5341.9 6111.24 5171.27 14 Salinity, ppt 0.58 1.66 0.21 0.38 0.54 0.45 0.37 0.61 0.33 1.39 15 Texture Clay

Loam

Sandy Clay

Loam

Sandy Clay

Clay Loam

Silt Loam

Silty Clay

Clay Loam

Clay Loam

Silty Clay

Silty Clay

Loam


Annexure Page 4


S. No Parameters S31 S32 S33 S34 S35 S36 S37 S38 S39 S40 1 pH Value 8.46 8.12 8.23 8.19 7.92 8.24 8.35 8.95 8.1 8.45 2 Bulk Density,g/cm3 1.26 1.02 1.2 1.24 0.97 1.24 1.21 1.24 1.14 1.15 3 Conductivity, millimohs/cm 0.074 0.081 0.103 0.103 0.153 0.34 0.123 0.185 0.082 0.137 4 Chloride (as Cl), mg/kg 252.26 412.68 194.96 94.74 250.62 828.35 428.66 329.81 353.12 254.02 5 Porosity, % 53.17 60.16 53.52 55.75 62.29 54.84 54.54 52.39 66.84 54 6 Total Alkalinity (as CaCO3), mg/kg 956.68 637.84 401.98 901.3 1869.29 818.73 703.1 1017.88 819.6 984.42 7 Water Holding Capacity, % 25.51 36.31 39.15 30.81 43.24 28.84 56.52 29.22 34.7 33.97 8 Organic Carbon, % 1.06 1.17 1.06 1.12 2.78 3.39 0.75 1 1 0.9 9 Sodium Absorption Ratio 0.23 0.33 0.26 0.21 0.22 0.31 0.25 0.9 0.25 0.69 10 Sodium (as Na), mg/kg 341.31 422.93 332.37 304.32 370.42 506.76 405.48 1090.26 385 887.7 11 Potassium (as K), mg/kg 2180.61 2292.74 169.9 2319.38 2841.43 2492.58 3233.48 2486.17 2316 3648.62 12 Calicium (as Ca), mg/kg 6731.45 2389.19 2878.22 6432.1 7385.42 6758.82 6828.99 3259.09 6489.1 2545 13 Magnesium (asMg), mg/kg 5968.24 5995.25 5560.79 5856.06 8388.55 7897.99 8210.93 4693.95 6043.3 5948 14 Salinity, ppt 0.45 0.74 0.35 0.45 0.45 1.49 0.77 0.59 0.64 0.47 15 Texture Clay

Loam

Clay Loam

Clay Loam

Clay Loam

Clay Loam

Clay Loam

Clay Loam

Sandy Clay

Loam

Sandy Clay

Loam

Sandy Clay

Loam


Annexure Page 5


S. No Parameters S41 S42 S43 S44 S45 S46 S47 S48 S49 S50 1 pH Value 7.91 7.83 8.1 8.25 7.44 7.48 7.96 8.43 7.58 8.34 2 Bulk Density,g/cm3 1.06 1.11 1.03 1.28 1.08 1.02 1.16 1.28 1.09 1.36 3 Conductivity, millimohs/cm 0.095 0.103 0.13 0.093 0.103 0.053 0.099 0.101 0.084 0.098 4 Chloride (as Cl), mg/kg 314.02 426.05 420.12 312.15 209.12 312 394.68 238.54 446.81 368.64 5 Porosity, % 50.1 56 62.12 58.22 60.04 64.55 62.02 58.91 48.09 56.09 6 Total Alkalinity (as CaCO3), mg/kg 535.3 464.04 963.24 94989 544.29 541.28 369.9 883.57 552.79 620.63 7 Water Holding Capacity, % 38.81 33.44 36.55 33.59 32.6 29.37 30.74 27.51 29.71 32.26 8 Organic Carbon, % 3.31 0.82 1.9 1.22 1.16 2.94 1.13 0.8 0.79 0.82 9 Sodium Absorption Ratio 0.38 0.51 0.39 0.44 0.38 0.33 0.38 0.45 0.29 0.39 10 Sodium (as Na), mg/kg 483.6 548.17 503.5 600 291.98 292.7 421.7 585.02 258.2 508.7 11 Potassium (as K), mg/kg 5285.4 2528.3 2044 3126.19 1500.99 1549 209.78 3018.99 1624.9 2870 12 Calicium (as Ca), mg/kg 3154.1 1266.3 3517 2352.3 802.4 912.37 1159.7 1892.5 923.29 2030 13 Magnesium (asMg), mg/kg 5362.4 4463.6 5249.7 6900 2699.19 2878 4832.6 6439 2840 6317.3 14 Salinity, ppt 0.37 0.77 0.76 0.56 0.38 0.56 0.71 0.43 0.81 0.66 15 Texture Sandy

Clay Loam

Sandy Clay

Loam

Sandy Clay

Loam

Sandy Clay

Loam

Sandy Clay

Loam

Sandy Clay

Loam

Sandy Clay

Loam

Sandy Clay

Loam

Sandy Clay

Loam

Sandy Clay

Loam


Annexure Page 6

Soil quality in the Command area for monsoon season

S. No Parameters S1 S2 S3 S4 S5 S6 S7 S8 S9 S10 1 pH Value 8.45 8.60 8.25 8.72 8.45 8.50 8.26 8.29 8.20 8.35

2 Bulk Density, g/cm3 1.13 1.24 1.18 1.03 1.07 1.12 1.09 1.03 1.10 0.98



5 Porosity, % 54.61 52.42 52.26 55.41 57.83 57.47 57.59 61.59 59.12 59.47

6 Total Alkalinity (as CaCO3), mg/kg 1180.60 1010.10 605.94 1715.60 656.27 1048.84 835.03 680.71 597.75 724.41


8 Organic Carbon, % 2.31 0.07 0.65 1.02 0.29 0.36 0.40 0.47 0.76 0.69


10 Sodium (as Na), mg/kg 517.99 394.27 228.84 810.68 790.83 363.47 316.71 234.88 254.81 229.58

11 Potassium (as K), mg/kg 2247.08 1337.53 2088.75 2915.21 2138.85 2133.32 2107.36 2149.69 2843.55 2278.14

12 Calicium (as Ca), mg/kg 7310.31 2929.58 2651.89 6241.58 9561.89 9561.93 8934.95 9656.85 5130.11 4704.19

13 Magnesium (asMg), mg/kg 3869.16 2749.91 2580.09 5835.07 5261.74 5017.34 5321.18 5641.55 4016.15 3421.63

14 Salinity, ppt 0.59 0.64 0.40 0.51 0.53 0.51 0.47 0.48 0.43 0.52

15 Texture Silt Clay

Loam

Silt Clay

Loam

Silt Clay

Loam

Silt Clay

Loam

Clay

Loam

Clay

Loam

Clay

Loam

Clay

Loam

Clay

Loam

Clay

Loam


Annexure Page 7



2 Bulk Density,g/cm3 1.04 1.00 1.18 1.07 0.97 1.02 1.03 1.05 1.0 1.01



5 Porosity, % 55.93 58.36 51.73 54.53 60.27 63.30 64.11 55.39 69.17 69.82



8 Organic Carbon, % 1.07 1.12 0.56 0.82 0.65 0.51 0.70 0.50 0.65 0.70


10 Sodium (as Na), mg/kg 401.22 327.33 661.35 449.35 127.67 154.13 164.80 2722.54 187.67 15917




14 Salinity, ppt 0.76 0.77 0.55 0.46 0.57 0.58 0.54 0.69 0.53 0.52

15 Texture Clay Clay Clay Clay Clay Clay Clay Clay Clay Clay


Annexure Page 8



2 Bulk Density,g/cm3 0.95 1.0 1.01 1.07 1.09 1.07 1.10 0.99 1.05 1.27



5 Porosity, % 71.64 58.41 57.44 50.20 56.61 55.58 54.57 57.51 65.34 57.38



8 Organic Carbon, % 1.08 0.59 1.01 0.41 0.99 0.54 0.50 0.41 0.32 0.60


10 Sodium (as Na), mg/kg 191.25 130.65 129.57 109.66 136.56 209.36 211.23 206.06 237.02 266.50




14 Salinity, ppt 0.39 0.45 0.27 0.47 0.28 0.31 0.34 0.40 0.24 0.33



Annexure Page 9



2 Bulk Density,g/cm3 1.14 1.03 1.09 1.29 1.44 1.26 0.85 1.14 1.26 0.97



5 Porosity, % 53.46 56.14 55.77 49.39 40.99 49.95 64.37 54.87 50.80 61.14



8 Organic Carbon, % 0.19 0.61 0.63 0.28 0.62 0.71 0.65 0.86 0.84 0.88


10 Sodium (as Na), mg/kg 255.88 747.56 248.47 1273.34 344.30 350.43 319.33 229.67 247.61 211.02




14 Salinity, ppt 0.34 0.31 0.43 0.39 0.30 0.41 0.23 0.23 0.41 0.27



Annexure Page 10



2 Bulk Density, g/cm3 1.09 1.11 1.02 1.21 1.29 0.95 0.97 0.90 0.85 0.93



5 Porosity, % 55.87 58.60 65.65 59.39 50.63 57.82 59.26 60.95 64.61 60.95



8 Organic Carbon, % 0.39 0.02 1.13 0.31 0.28 0.59 0.43 0.54 0.53 0.29


10 Sodium (as Na), mg/kg 189.29 273.55 233.95 192.54 143.02 282.63 259.21 190.76 223.46 255.37




14 Salinity, ppt 0.38 0.32 0.30 0.36 0.27 0.39 0.28 0.31 0.30 0.28



Annexure Page 11

Soil quality in the Command area for winter season


2 Bulk Density,g/cm3 1.11 1.21 1.10 1.13 1.12 1.02 1.19 1.23 1.11 1.21



5 Porosity, % 53.91 52.62 51.96 54.91 58.33 56.74 56.95 60.99 59.72 58.78



8 Organic Carbon, % 2.32 0.17 0.62 1.22 1.29 0.36 0.46 0.47 0.79 0.69


10 Sodium (as Na), mg/kg 518.9 494.27 229.84 817.68 795.83 463.47 319.89 274.88 264.81 239.58


12 Calcium (as Ca), mg/kg 7520.18 2819.28 2451.89 5141.28 9019.67 9566.12 8334.56 8956.81 6132.12 4604.10


14 Salinity, ppt 0.69 0.61 0.50 0.55 0.57 0.52 0.49 0.49 0.42 0.51

15 Texture Silt Clay

Loam

Silt Clay

Loam

Silt Clay

Loam

Silt Clay

Loam

Clay

Loam

Clay

Loam

Clay

Loam

Clay

Loam

Clay

Loam

Clay

Loam


Annexure Page 12



2 Bulk Density,g/cm3 1.14 1.02 1.10 1.03 1.09 1.04 1.07 1.03 1.2 1.02



5 Porosity, % 59.13 60.32 54.18 58.13 61.12 61.25 65.18 57.19 66.21 65.12



8 Organic Carbon, % 1.12 1.22 0.67 0.93 0.69 0.58 0.72 0.53 0.69 0.73


10 Sodium (as Na), mg/kg 421.12 329.13 678.25 506.15 129.24 156.23 165.83 267.23 189.27 176.45




14 Salinity, ppt 0.76 0.77 0.55 0.46 0.57 0.58 0.54 0.69 0.53 0.52



Annexure Page 13



2 Bulk Density,g/cm3 1.12 1.2 1.11 1.15 1.12 1.12 1.10 1.12 1.09 1.20



5 Porosity, % 69.14 59.24 58.24 52.17 57.61 57.28 56.27 58.51 68.34 62.38



8 Organic Carbon, % 1.18 1.27 1.10 1.10 1.20 0.78 0.89 0.49 0.87 0.68


10 Sodium (as Na), mg/kg 192.25 130.65 129.57 109.66 136.56 209.36 211.23 206.06 237.02 266.50




14 Salinity, ppt 0.43 0.46 0.28 0.48 0.28 0.32 0.35 0.42 0.24 0.37



Annexure Page 14



2 Bulk Density,g/cm3 1.54 1.23 1.79 1.69 1.74 1.66 0.75 1.24 1.36 0.88



5 Porosity, % 54.56 55.24 54.87 48.29 41.79 48.50 65.47 55.27 51.30 60.24



8 Organic Carbon, % 0.20 0.64 0.65 0.25 0.60 0.70 0.62 0.84 0.95 0.78


10 Sodium (as Na), mg/kg 253.88 745.55 249.45 1275.35 345.35 351.45 320.32 228.65 248.51 210.12




14 Salinity, ppt 0.35 0.33 0.47 0.37 0.35 0.45 0.26 0.27 0.48 0.22



Annexure Page 15



2 Bulk Density,g/cm3 1.10 1.15 1.22 1.25 1.28 0.94 0.95 0.98 0.87 0.95



5 Porosity, % 55.25 58.32 65.45 59.85 50.25 57.35 59.85 60.25 64.52 60.19



8 Organic Carbon, % 0.35 0.09 1.23 0.55 0.48 0.49 0.63 0.58 0.83 0.79


10 Sodium (as Na), mg/kg 190.21 274.45 232.85 191.44 145.12 281.73 258.91 191.66 224.26 254.97




14 Salinity, ppt 0.42 0.42 0.32 0.39 0.32 0.38 0.29 0.33 0.31 0.29



Annexure Page 16

ANNEXURE – III

Water Quality in the command area during summer season

Parameters W1 W2 W3 W4 W5 W6 W7 W8 W9 W10 pH Value 8.32 8.57 8.6 8.33 7.93 8.57 8.16 8.31 8.06 7.64 Temperature, oC 30.2 30.2 30.2 30.2 30.2 30.2 30.2 30.5 30.5 30.5 Conductivity, µS/cm 228.6 485.7 377.7 364 311.8 225.5 393.2 444.1 346 1339.7 Total Alakalinity (as CaCO3), mg/l 126.5 275 275 220 187 121 192.5 297 209 572 Chloride (as Cl), mg/l 3.46 13.84 1.73 3.46 5.19 5.19 25.95 19.03 5.19 107.26 Total Hardness (as CaCO3), mg/l 132 192 184 171 172 132 204 220 168 356 Calcium (as Ca), mg/l 35.26 27.25 17.63 54.5 49.69 38.47 68.93 43.28 51.29 100.99 Magnesium (as Mg), mg/l 10.69 30.13 44.44 19.44 11.66 8.75 7.77 27.21 9.72 25.27 Nitrate (as NO3), mg/l 0.94 2.31 1.22 1.56 1.78 0.28 2.16 0.78 2.78 1.44 Sulphate (as SO4), mg/l 10.54 13.48 6.36 11.01 3.32 11.39 10.92 1.61 0.75 65.81 Iron (as Fe), mg/l 0.07 1.53 0.12 0.24 0.35 0.1 0.27 0.03 1.73 0.44 Phosphate (as PO4), mg/l <0.04 <0.04 <0.04 <0.04 <0.04 <0.04 <0.04 <0.04 0.41 0.31 Total Silica (as SiO2), mg/l 2.9 17.7 12.2 13.4 16.5 6.4 25.8 15.4 22.6 18.3 B.O.D (3 days at 27°C), mg/l 1.7 1.2 1.5 1.2 1.8 1.5 1.6 1.5 1.8 1.6 C.O.D, mg/l 2.8 2.5 3.0 2.5 3.5 2.9 3.1 3.0 3.5 3.1 Oil & Grease, mg/l <2.0 <2.0 <2.0 <2.0 <2.0 <2.0 <2.0 <2.0 <2.0 <2.0 Total Suspended Solids, mg/l 1 5 1 3 3 1 6 1 1 78 Sodium (as Na),mg/l 3.7 51.3 46.9 9.8 11.1 4.3 8.3 40.6 25.3 167 Potassium (as K),mg/l 1.6 6.5 4.7 3.8 3.8 2.5 1.2 4.6 5.4 8.4 Phenolic Compounds (as C6H5OH), mg/l <0.001 <0.001 <0.001 <0.001 <0.001 <0.001 <0.001 <0.001 <0.001 <0.001 Arsenic (as As), mg/l <0.01 <0.01 <0.01 <0.01 <0.01 <0.01 <0.01 <0.01 <0.01 <0.01 Total Chromium (as Cr), mg/l <0.01 <0.01 <0.01 <0.01 <0.01 <0.01 <0.01 <0.01 <0.01 <0.01 Mercury (as Hg), mg/l <0.01 <0.01 <0.01 <0.01 <0.01 <0.01 <0.01 <0.01 <0.01 <0.01 Copper (as Cu), mg/l <0.01 <0.01 <0.01 <0.01 <0.01 <0.01 <0.01 <0.01 <0.01 <0.01 Zinc (as Zn), mg/l <0.01 0.5 0.6 0.1 0.7 <0.01 0.4 0.3 1.3 0.4 Cadmium (as Cd), mg/l <0.01 <0.01 <0.01 <0.01 <0.01 <0.01 <0.01 <0.01 <0.01 <0.01 Lead (as Pb), mg/l 0.2 <0.01 <0.01 0.1 <0.01 0.2 <0.01 <0.01 <0.01 0.3 Residual Sodium Carbonate, mg/l Zero 1.65 0.95 0.08 0.3 Zero Zero 1.54 0.82 4.32 Fluoride (as F), mg/l <0.01 0.59 0.27 <0.01 <0.01 <0.01 <0.01 0.06 <0.01 0.34 Coliform Organisms/100 ml, (MPN) Absent Absent Absent 14 13 Absent Absent Absent Absent Absent


Annexure Page 17


Parameters W11 W12 W13 W14 W15 W16 W17 W18 W19 W20 pH Value 7.89 8.36 8.6 8.52 8.06 8.09 8.59 8.46 8.37 8.17 Temperature, oC 30.5 30.5 30.5 30.5 30.5 30.5 30.5 30.5 30.5 30.5 Conductivity, µS/cm 1292.1 511.1 262.6 260.3 981.5 980.8 222.2 314.9 398.6 371.3 Total Alakalinity (as CaCO3), mg/l 544.5 319 154 154 390.5 379.5 126.5 203.5 258.5 242 Chloride (as Cl), mg/l 107.26 6.92 3.46 3.46 103.8 100.34 1.73 3.46 5.19 3.46 Total Hardness (as CaCO3), mg/l 388 268 160 168 404 356 136 192 236 216 Calcium (as Ca), mg/l 102.59 51.29 44.88 35.26 59.31 59.31 36.87 40.07 36.87 40.07 Magnesium (as Mg), mg/l 32.07 34.02 11.66 19.44 62.21 50.54 10.69 22.35 34.99 28.18 Nitrate (as NO3), mg/l 0.18 0.36 0.48 0.22 0.86 0.76 2.12 1.08 0.78 0.86 Sulphate (as SO4), mg/l 70.08 4.75 7.21 9.59 65.23 69.89 10.92 0.28 1.61 0.28 Iron (as Fe), mg/l 0.07 0.15 0.22 0.14 0.61 0.44 3 0.5 0.3 0.3 Phosphate (as PO4), mg/l 0.32 <0.04 <0.04 <0.04 <0.04 <0.04 <0.04 <0.04 <0.04 <0.04 Total Silica (as SiO2), mg/l 16.1 18.6 15.9 19.8 22.1 14.7 9.9 18.5 21.2 18.1 B.O.D (3 days at 27°C), mg/l 1.6 1.5 1.5 1.2 1.6 1.8 1.5 1.5 1.6 2.0 C.O.D, mg/l 3.2 3.0 2.9 2.1 3.1 3.5 3.0 3.0 3.2 3.9 Oil & Grease, mg/l <2.0 <2.0 <2.0 <2.0 <2.0 <2.0 <2.0 <2.0 <2.0 <2.0 Total Suspended Solids, mg/l 54 12 1 1 10 1 1 1 1 1 Sodium (as Na),mg/l 175.2 30.6 8.9 114.8 115.9 149.6 8.4 10.5 20.8 12.4 Potassium (as K),mg/l 8.8 4.5 3.2 9.8 9.8 7.1 3.5 4.1 5.9 5.3 Phenolic Compounds (as C6H5OH), mg/l

<0.001 <0.001 <0.001 <0.001 <0.001 <0.001 <0.001 <0.001 <0.001 <0.001

Arsenic (as As), mg/l <0.01 <0.01 <0.01 <0.01 <0.01 <0.01 <0.01 <0.01 <0.01 <0.01 Total Chromium (as Cr), mg/l <0.01 <0.01 <0.01 <0.01 <0.01 <0.01 <0.01 <0.01 <0.01 <0.01 Mercury (as Hg), mg/l <0.01 <0.01 <0.01 <0.01 <0.01 <0.01 <0.01 <0.01 <0.01 <0.01 Copper (as Cu), mg/l <0.01 <0.01 <0.01 <0.01 <0.01 <0.01 <0.01 <0.01 <0.01 <0.01 Zinc (as Zn), mg/l 1 1.1 <0.01 0.6 0.6 0.6 0.4 <0.01 <0.01 <0.01 Cadmium (as Cd), mg/l <0.01 <0.01 <0.01 <0.01 <0.01 <0.01 <0.01 <0.01 <0.01 <0.01 Lead (as Pb), mg/l <0.01 0.3 <0.01 <0.01 <0.01 <0.01 <0.01 <0.01 <0.01 <0.01 Residual Sodium Carbonate, mg/l 3.13 1.02 <0.01 Zero Zero 0.47 Zero Zero 0.45 0.68 Fluoride (as F), mg/l 0.6 0.37 0.25 0.61 0.45 0.43 0.14 0.57 0.41 0.49 Coliform Organisms/100 ml, (MPN) Absent 10 10 Absent Absent Absent 11 24 Absent Absent


Annexure Page 18


Parameters W21 W22 W23 W24 W25 W26 W27 W28 W29 W30 pH Value 8.65 8.9 8.85 8.7 8.73 8.33 8.49 8.57 8.36 8.5 Temperature, oC 30.5 30.5 30.5 30.5 30.5 30.5 30.5 30.5 30.5 30.5 Conductivity, µS/cm 400.6 281.5 270 288.8 266.6 422.2 609.5 253.9 291.9 396.8 Total Alakalinity (as CaCO3), mg/l 236.5 148.5 132 165 264 264 374 137.5 165 187 Chloride (as Cl), mg/l 10.38 3.46 3.46 1.73 5.19 6.92 5.19 6.92 5.19 6.92 Total Hardness (as CaCO3), mg/l 224 168 152 116 224 224 216 144 184 208 Calcium (as Ca), mg/l 68.93 59.31 65.72 36.87 44.88 44.88 25.64 44.88 57.71 57.71 Magnesium (as Mg), mg/l 12.63 4.86 2.91 5.83 27.22 27.22 36.93 7.78 9.72 29.16 Nitrate (as NO3), mg/l 2.45 1.54 2.62 1.44 2.44 2.62 1.44 9.82 1.44 2.36 Sulphate (as SO4), mg/l 2.56 16.8 15.48 7.59 9.02 1.61 8.45 8.64 10.06 1.14 Iron (as Fe), mg/l 1.7 0.6 1.1 0.7 1.3 1.2 0.9 7.5 0.7 1.3 Phosphate (as PO4), mg/l <0.04 <0.04 <0.04 <0.04 <0.04 <0.04 <0.04 <0.04 <0.04 <0.04 Total Silica (as SiO2), mg/l 9.2 7.3 5.4 16 9.1 15.6 11.2 14.2 13.6 25.1 B.O.D (3 days at 27°C), mg/l 2.1 1.9 1.9 2.0 1.7 1.5 1.9 1.7 1.8 1.5 C.O.D, mg/l 4.2 3.8 3.8 4.1 2.8 3.0 3.8 3.4 3.5 3.0 Oil & Grease, mg/l <2.0 <2.0 <2.0 <2.0 <2.0 <2.0 <2.0 <2.0 <2.0 <2.0 Total Suspended Solids, mg/l 1 1 1 1 1 6 2 425 1 1 Sodium (as Na),mg/l 9.7 8.6 9.6 21 7.9 26.1 87.7 7.5 6.9 39.1 Potassium (as K),mg/l 4.1 3.1 3.4 2.8 3.4 5.1 6.6 4.4 1.3 5.3 Phenolic Compounds (as C6H5OH), mg/l

<0.001 <0.001 <0.001 <0.001 <0.001 <0.001 <0.001 <0.001 <0.001 <0.001

Arsenic (as As), mg/l <0.01 <0.01 <0.01 <0.01 <0.01 <0.01 <0.01 <0.01 <0.01 <0.01 Total Chromium (as Cr), mg/l <0.01 <0.01 <0.01 <0.01 <0.01 <0.01 <0.01 <0.01 <0.01 <0.01 Mercury (as Hg), mg/l <0.01 <0.01 <0.01 <0.01 <0.01 <0.01 <0.01 <0.01 <0.01 <0.01 Copper (as Cu), mg/l <0.01 <0.01 <0.01 <0.01 <0.01 <0.01 <0.01 <0.01 <0.01 <0.01 Zinc (as Zn), mg/l <0.01 0.8 <0.01 <0.01 <0.01 1.1 <0.01 0.8 1.1 1.3 Cadmium (as Cd), mg/l <0.01 <0.01 <0.01 <0.01 <0.01 <0.01 <0.01 <0.01 <0.01 <0.01 Lead (as Pb), mg/l <0.01 <0.01 <0.01 <0.01 <0.01 0.2 <0.01 <0.01 <0.01 <0.01 Residual Sodium Carbonate, mg/l Zero Zero Zero 0.98 Zero 0.8 3.16 Zero Zero Zero Fluoride (as F), mg/l 0.14 0.79 0.12 0.18 0.61 0.39 0.21 0.37 0.01 0.6 Coliform Organisms/100 ml, (MPN) 11 Absent Absent Absent Absent Absent Absent 12 Absent Absent


Annexure Page 19


Parameters W31 W32 W33 W34 W35 W36 W37 W38 W39 W40 pH Value 8.38 8.65 8.71 8.43 8.61 8.17 8.29 8.23 8.29 8.25 Temperature, oC 30.5 30.5 30.5 30.5 30.5 30.1 30.1 30.1 30.1 30.1 Conductivity, µS/cm 555.1 780.9 307.9 363.9 263.5 492.1 393.6 387.3 531.4 227.8 Total Alakalinity (as CaCO3), mg/l 324.5 258.5 154 209 121 297 242 209 313.5 137.5 Chloride (as Cl), mg/l 5.19 108.99 3.46 5.19 3.46 6.92 1.73 1.73 1.73 0.86 Total Hardness (as CaCO3), mg/l 208 296 170 184 140 228 224 220 140 148 Calcium (as Ca), mg/l 65.72 33.66 46.49 64.12 52.9 46.49 24.04 46.49 35.26 35.26 Magnesium (as Mg), mg/l 10.69 51.51 14.58 5.83 1.94 27.21 39.85 25.27 12.64 15.55 Nitrate (as NO3), mg/l 2.82 6.22 3.32 2.88 1.56 1.32 0.44 0.28 1.38 0.22 Sulphate (as SO4), mg/l 9.11 59.25 9.4 7.46 10.16 9.02 3.42 7.5 9.68 7.03 Iron (as Fe), mg/l 1.2 1.0 0.5 0.6 0.8 0.2 0.1 0.98 0.8 0.4 Phosphate (as PO4), mg/l <0.04 <0.04 <0.04 <0.04 <0.04 <0.04 <0.04 <0.04 <0.04 <0.04 Total Silica (as SiO2), mg/l 3.8 14 9 15.8 9 26.5 0.8 28.1 17.7 10.4 B.O.D (3 days at 27°C), mg/l 1.2 1.4 1.5 1.5 1.2 1.4 1.5 1.5 1.4 1.2 C.O.D, mg/l 2.5 3.0 3.2 3.1 2.4 2.2 2.6 3.1 3.0 2.3 Oil & Grease, mg/l <2.0 <2.0 <2.0 <2.0 <2.0 <2.0 <2.0 <2.0 <2.0 <2.0 Total Suspended Solids, mg/l 1 36 1 3 1 2 56 2 2 1 Sodium (as Na),mg/l 7.3 121.4 10.2 16.8 18.3 51.4 13 8.5 3.5 5.1 Potassium (as K),mg/l 1.5 8.4 4.4 5.9 15.2 4.8 5.4 3.3 2 2.3 Phenolic Compounds (as C6H5OH), mg/l

<0.001 <0.001 <0.001 <0.001 <0.001 <0.001 <0.001 <0.001 <0.001 <0.001

Arsenic (as As), mg/l <0.01 <0.01 <0.01 <0.01 <0.01 <0.01 <0.01 <0.01 <0.01 <0.01 Total Chromium (as Cr), mg/l <0.01 <0.01 <0.01 <0.01 <0.01 <0.01 <0.01 <0.01 <0.01 <0.01 Mercury (as Hg), mg/l <0.01 <0.01 <0.01 <0.01 <0.01 <0.01 <0.01 <0.01 <0.01 <0.01 Copper (as Cu), mg/l <0.01 <0.01 <0.01 <0.01 <0.01 <0.01 <0.01 <0.01 <0.01 <0.01 Zinc (as Zn), mg/l 0.8 0.5 0.8 0.6 0.2 0.2 0.8 0.2 <0.01 <0.01 Cadmium (as Cd), mg/l <0.01 <0.01 <0.01 <0.01 <0.01 <0.01 <0.01 <0.01 <0.01 <0.01 Lead (as Pb), mg/l <0.01 <0.01 <0.01 <0.01 <0.01 <0.01 0.2 0.3 <0.01 0.2 Residual Sodium Carbonate, mg/l 2.32 Zero Zero 0.5 Zero 1.38 0.37 Zero 3.47 Zero Fluoride (as F), mg/l 0.16 0.26 0.41 0.1 <0.01 0.95 0.92 0.96 0.88 0.89 Coliform Organisms/100 ml, (MPN) Absent Absent Absent Absent Absent Absent Absent Absent Absent 161


Annexure Page 20


Parameters W41 W42 W43 W44 W45 W46 W47 W48 W49 W50 pH Value 8.29 8.1 8.3 7.78 8.28 8.1 7.97 8.7 8.23 8.17 Temperature, oC 30.1 30.1 30.1 30.1 30.2 30.2 30.2 30.2 30.2 30.2 Conductivity, µS/cm 322.5 478.5 224.7 1270.9 202.2 939.7 517.5 314.5 431.6 354.8 Total Alakalinity (as CaCO3), mg/l 192.5 319 132 550 121 352 280.5 159.5 269.5 231 Chloride (as Cl), mg/l 12.11 3.46 1.73 105.33 0.86 105.53 20.76 6.92 5.19 5.19 Total Hardness (as CaCO3), mg/l 200 312 140 376 132 388 276 160 228 204 Calcium (as Ca), mg/l 41.68 41.67 35.26 100.99 32.06 60.91 54.5 36.87 38.47 43.28 Magnesium (as Mg), mg/l 23.33 50.54 12.63 30.13 12.63 57.35 34.02 16.32 32.07 23.33 Nitrate (as NO3), mg/l 0.36 1.22 0.72 2.34 0.88 4.22 1.06 0.96 4.34 1.48 Sulphate (as SO4), mg/l 2.47 4.46 9.02 56.31 7.79 68.27 21.36 5.98 6.74 0.95 Iron (as Fe), mg/l <0.01 9.4 0.04 1.27 0.1 5.35 2.26 0.08 4.52 0.1 Phosphate (as PO4), mg/l <0.04 <0.04 <0.04 <0.04 <0.04 <0.04 <0.04 <0.04 <0.04 <0.04 Total Silica (as SiO2), mg/l 11.9 13 12.3 10.5 9.2 19.1 25.2 11.3 15.1 18.2 B.O.D (3 days at 27°C), mg/l 1.5 1.5 1.4 1.6 1.2 1.1 1.2 2.0 1.5 2.1 C.O.D, mg/l 2.9 3.0 2.8 3.1 2.3 2.2 2.3 4.0 3.1 4.0 Oil & Grease, mg/l <2.0 <2.0 <2.0 <2.0 <2.0 <2.0 <2.0 <2.0 <2.0 <2.0 Total Suspended Solids, mg/l 1 17 1 22 1 18 12 1 13 1 Sodium (as Na),mg/l 7.7 12.7 12.9 167.7 4.5 124.3 29.7 4 29.5 9.7 Potassium (as K),mg/l 3 6.1 2.6 8.9 2.5 9 5.2 1.9 5.1 3.7 Phenolic Compounds (as C6H5OH), mg/l

<0.001 <0.001 <0.001 <0.001 <0.001 <0.001 <0.001 <0.001 <0.001 <0.001

Arsenic (as As), mg/l <0.01 <0.01 <0.01 <0.01 <0.01 <0.01 <0.01 <0.01 <0.01 <0.01 Total Chromium (as Cr), mg/l <0.01 <0.01 <0.01 <0.01 <0.01 <0.01 <0.01 <0.01 <0.01 <0.01 Mercury (as Hg), mg/l <0.01 <0.01 <0.01 <0.01 <0.01 <0.01 <0.01 <0.01 <0.01 <0.01 Copper (as Cu), mg/l <0.01 <0.01 <0.01 <0.01 <0.01 <0.01 <0.01 <0.01 <0.01 <0.01 Zinc (as Zn), mg/l 0.3 0.4 0.7 <0.01 <0.01 <0.01 0.5 <0.01 1.4 0.7 Cadmium (as Cd), mg/l <0.01 <0.01 <0.01 <0.01 <0.01 <0.01 <0.01 <0.01 <0.01 <0.01 Lead (as Pb), mg/l 0.1 0.1 <0.01 <0.01 <0.01 <0.01 <0.01 0.5 <0.01 <0.01 Residual Sodium Carbonate, mg/l Zero 0.22 Zero 3.51 Zero Zero 0.09 0.01 0.83 0.54 Fluoride (as F), mg/l 0.73 0.96 0.96 0.96 0.96 0.77 0.34 0.25 0.93 0.15 Coliform Organisms/100 ml, (MPN)

Absent 24 28 Absent Absent Absent Absent 24 24 Absent


Annexure Page 21

Water Quality in the command area during monsoon season


pH Value 8.29 8.31 8.41 8.49 8.21 8.09 8.44 8.31 8.42 8.35

Temperature, oC 19 19 19 19 19 19 19 19 19 19

Conductivity, µS/cm 431.7 429.6 244.4 238.1 285.7 276.2 279.4 212.7 200 225.4

Total Alakalinity (as CaCO3), mg/l 262.5 258.71 138.6 134.4 168.4 163.8 164.6 126 115.5 124.6



Calcium (as Ca), mg/l 3206 32.06 21.16 23.72 28.85 27.57 26.93 18.59 22.44 22.4


Nitrate (as NO3), mg/l 0.59 0.34 0.56 0.44 0.82 0.74 0.47 0.21 0.05 0.24


Iron (as Fe), mg/l 0.02 0.04 0.02 0.55 0.02 0.1 0.04 0.03 0.03 0.04



B.O.D (3 days at 27°C), mg/l Nil Nil Nil Nil Nil Nil Nil Nil Nil Nil

C.O.D, mg/l Nil Nil Nil Nil Nil Nil Nil Nil Nil Nil

Oil & Grease, mg/l <2.0 <2.0 <2.0 <2.0 <2.0 <2.0 <2.0 <2.0 <2.0 <2.0

Total Suspended Solids, mg/l 1 1 1 1 1 1 1 1 1 1

Sodium (as Na),mg/l 24.3 66.7 12.6 12.4 12.8 6.9 7.8 6.6 5.2 9.7

Potassium (as K),mg/l 5.7 4 1.9 1.9 2.5 2.9 2.1 1.4 1.1 2.4

Phenolic Compounds, mg/l <0.001 <0.001 <0.001 <0.001 <0.001 <0.001 <0.001 <0.001 <0.001 <0.001

Arsenic (as As), mg/l <0.1 <0.1 <0.1 <0.1 <0.1 <0.1 <0.1 <0.1 <0.1 <0.1


Mercury (as Hg), mg/l <0.1 <0.1 <0.1 <0.1 <0.1 <0.1 <0.1 <0.1 <0.1 <0.1

Copper (as Cu), mg/l <0.1 <0.1 <0.1 <0.1 <0.1 <0.1 <0.1 <0.1 <0.1 <0.1

Zinc (as Zn), mg/l <0.1 <0.1 <0.1 <0.1 <0.1 <0.1 <0.1 <0.1 <0.1 <0.1

Cadmium (as Cd), mg/l <0.1 <0.1 <0.1 <0.1 <0.1 <0.1 <0.1 <0.1 <0.1 <0.1

Lead (as Pb), mg/l <0.1 <0.1 <0.1 <0.1 <0.1 <0.1 <0.1 <0.1 <0.1 <0.1

Residual Sodium Carbonate, mg/l 1.28 1.26 0.13 Zero Zero Zero Zero 0.24 Zero Zero

Fluoride (as F), mg/l 0.03 0.05 0.32 0.32 0.05 <0.01 0.59 <0.01 <0.01 0.02

Coliform Organisms/100 ml, (MPN) Absent Absent 24 17 Absent Absent Absent Absent Absent 10


Annexure Page 22


Parameters W11 W12 W13 W14 W15 W16 W17 W18 W19 W20 pH Value 8.5 7.9 8.06 7.97 7.79 8.13 8.01 8.62 7.94 8.42

Temperature, oC 19 19 19 19 19 19 19 19 19 19

Conductivity, µS/cm 431.7 473 526.9 463.5 625.4 279.4 619 285.7 634.9 273

Total Alakalinity (as CaCO3), mg/l 235.2 285.6 319.2 289.8 357 147 357 151.2 361.2 142.8



Calcium (as Ca), mg/l 33.9 46.1 50.6 44.9 59.8 47.5 60.28 50.5 59.64 47.1


Nitrate (as NO3), mg/l 1.55 1.67 0.8 1.27 1.37 1.34 0.76 0.99 1 1.24


Iron (as Fe), mg/l 0.8 1.2 0.75 0.55 0.75 0.3 1.3 0.15 0.7 0.55



B.O.D (3 days at 27°C), mg/l Nil Nil Nil 3 3 Nil Nil Nil Nil Nil

C.O.D, mg/l Nil Nil Nil 7.63 7.63 Nil Nil Nil Nil Nil

Oil & Grease, mg/l <2.0 <2.0 <2.0 <2.0 <2.0 <2.0 <2.0 <2.0 <2.0 <2.0 Total Suspended Solids, mg/l 2 2 3 3 1 1 1 1 1 1 Sodium (as Na),mg/l 24.7 22.9 33.4 24 52.7 7.3 49 8.3 39.6 8.6 Potassium (as K),mg/l 4.7 4.3 5 4.9 5.8 2.6 5.3 2.8 5.1 2.7 Phenolic Compounds, mg/l <0.001 <0.001 <0.001 <0.001 <0.001 <0.001 <0.001 <0.001 <0.001 <0.001 Arsenic (as As), mg/l <0.1 <0.1 <0.1 <0.1 <0.1 <0.1 <0.1 <0.1 <0.1 <0.1 Total Chromium (as Cr), mg/l <0.1 <0.1 <0.1 <0.1 <0.1 <0.1 <0.1 <0.1 <0.1 <0.1 Mercury (as Hg), mg/l <0.1 <0.1 <0.1 <0.1 <0.1 <0.1 <0.1 <0.1 <0.1 <0.1 Copper (as Cu), mg/l <0.1 <0.1 <0.1 <0.1 <0.1 <0.1 <0.1 <0.1 <0.1 <0.1 Zinc (as Zn), mg/l <0.1 <0.1 <0.1 <0.1 <0.1 <0.1 <0.1 <0.1 <0.1 <0.1 Cadmium (as Cd), mg/l <0.1 <0.1 <0.1 <0.1 <0.1 <0.1 <0.1 <0.1 <0.1 <0.1 Lead (as Pb), mg/l <0.1 <0.1 <0.1 <0.1 <0.1 <0.1 <0.1 <0.1 <0.1 <0.1 Residual Sodium Carbonate, mg/l 0.47 Zero 0.07 0.19 Zero Zero Zero Zero Zero Zero Fluoride (as F), mg/l 0.3 0.38 0.29 0.32 0.18 0.58 0.16 0.09 0.08 0.54 Coliform Organisms/100 ml, (MPN) 12 Absent Absent Absent Absent Absent Absent 24 Absent Absent


Annexure Page 23



pH Value 8.18 8.29 8.1 8.46 8.11 8.33 8.32 8.2 8.15 8.28

Temperature, oC 19 19 19 19 19 19 19 19 19 19


Total Alakalinity (as CaCO3), mg/l 239.4 130.2 239.4 126 239. 117.6 117.6 126 420 340.2



Calcium (as Ca), mg/l 59.25 35.45 65.8 48.25 65.8 45.35 45.85 50.15 63.1 46.7

Magnesium (as Mg), mg/l 16.95 15.4 18.45 16.25 18.1 18 18.35 17.25 28.8 30.75

Nitrate (as NO3), mg/l 1.12 1.27 0.18 0.94 0.34 1.22 0.74 0.59 0.2 0.23


Iron (as Fe), mg/l 0.5 0.45 1.2 0.17 0.18 0.05 0.08 0.11 0.08 0.21



B.O.D (3 days at 27°C), mg/l 1 Nil Nil Nil Nil Nil Nil Nil 3 Nil

C.O.D, mg/l 4.03 Nil Nil Nil Nil Nil Nil Nil 8.06 Nil

Oil & Grease, mg/l <2.0 <2.0 <2.0 <2.0 <2.0 <2.0 <2.0 <2.0 <2.0 <2.0

Total Suspended Solids, mg/l 2 1 1 1 1 1 2 1 4 1

Sodium (as Na),mg/l 15.1 7.3 13.5 8.7 12.9 6.2 5.8 9 88.3 51.2

Potassium (as K),mg/l 3.7 5.6 3.1 2.8 3.5 3 3 2.7 4.4 4.1

Phenolic Compounds, mg/l <0.001 <0.001 <0.001 <0.001 <0.001 <0.001 <0.001 <0.001 <0.001 <0.001

Arsenic (as As), mg/l <0.1 <0.1 <0.1 <0.1 <0.1 <0.1 <0.1 <0.1 <0.1 <0.1


Mercury (as Hg), mg/l <0.1 <0.1 <0.1 <0.1 <0.1 <0.1 <0.1 <0.1 <0.1 <0.1

Copper (as Cu), mg/l <0.1 <0.1 <0.1 <0.1 <0.1 <0.1 <0.1 <0.1 <0.1 <0.1

Zinc (as Zn), mg/l <0.1 <0.1 <0.1 <0.1 <0.1 <0.1 <0.1 <0.1 <0.1 <0.1

Cadmium (as Cd), mg/l <0.1 <0.1 <0.1 <0.1 <0.1 <0.1 <0.1 <0.1 <0.1 <0.1

Lead (as Pb), mg/l <0.1 <0.1 <0.1 <0.1 <0.1 <0.1 <0.1 <0.1 <0.1 <0.1

Residual Sodium Carbonate, mg/l 0.44 Zero Zero Zero 0.02 Zero Zero Zero 2.88 1.94

Fluoride (as F), mg/l 0.06 0.9 0.06 0.42 0.12 0.52 0.43 0.32 0.39 0.32

Coliform Organisms/100 ml, (MPN) Absent Absent Absent 18 Absent Absent Absent Absent 12 12


Annexure Page 24



Temperature, oC 19 19 19 19 19 19 19 19 19 19

Conductivity, µS/cm 736.5 568.3 409.5 257.1 612.7 476.2 495.2 409.5 358.7 400

Total Alakalinity (as CaCO3), mg/l 415.8 336 256.2 138.6 306.6 298.2 306.6 252 210 222.6



Calcium (as Ca), mg/l 43.25 47.9 42 31.85 43.25 47.1 51.25 47.35 37.4 41.1


Nitrate (as NO3), mg/l 0.23 3.2 1.21 0.18 0.14 0.15 1.32 0.25 2.44 1.82


Iron (as Fe), mg/l 0.15 0.07 0.15 0.11 0.13 0.12 0.11 0.07 0.1 0.1





Oil & Grease, mg/l <2.0 <2.0 <2.0 <2.0 <2.0 <2.0 <2.0 <2.0 <2.0 <2.0 Total Suspended Solids, mg/l 3 1 1 1 1 1 1 1 1 1 Sodium (as Na),mg/l 99.7 52.9 18.2 42.2 6.2 40 37.3 16.5 31.6 34.1 Potassium (as K),mg/l 4.9 4.1 3.7 6.8 5.1 6.4 4.2 3.6 4 4.2 Phenolic Compounds, mg/l <0.001 <0.001 <0.001 <0.001 <0.001 <0.001 <0.001 <0.001 <0.001 <0.001 Arsenic (as As), mg/l <0.1 <0.1 <0.1 <0.1 <0.1 <0.1 <0.1 <0.1 <0.1 <0.1 Total Chromium (as Cr), mg/l <0.1 <0.1 <0.1 <0.1 <0.1 <0.1 <0.1 <0.1 <0.1 <0.1 Mercury (as Hg), mg/l <0.1 <0.1 <0.1 <0.1 <0.1 <0.1 <0.1 <0.1 <0.1 <0.1 Copper (as Cu), mg/l <0.1 <0.1 <0.1 <0.1 <0.1 <0.1 <0.1 <0.1 <0.1 <0.1 Zinc (as Zn), mg/l <0.1 <0.1 <0.1 <0.1 <0.1 <0.1 <0.1 <0.1 <0.1 <0.1 Cadmium (as Cd), mg/l <0.1 <0.1 <0.1 <0.1 <0.1 <0.1 <0.1 <0.1 <0.1 <0.1 Lead (as Pb), mg/l <0.1 <0.1 <0.1 <0.1 <0.1 <0.1 <0.1 <0.1 <0.1 <0.1 Residual Sodium Carbonate, mg/l 4.1 1.81 1.42 Zero 1.74 1.15 2.05 1.09 1.17 1.11 Fluoride (as F), mg/l 0.38 0.33 0.37 0.99 0.35 0.41 0.39 0.4 0.31 0.36 Coliform Organisms/100 ml, (MPN) Absent Absent Absent Absent Absent Absent Absent Absent Absent Absent


Annexure Page 25



Temperature, oC 19 19 19 19 19 19 19 19 19 19


Total Alakalinity (as CaCO3), mg/l 260 231 159.6 163.8 159.6 420 294 483 294 289.8

Chloride (as Cl), mg/l 18.05 9.5 2.85 2.85 2.8 38 4.75 38 6.6 4.8


Calcium (as Ca), mg/l 27.9 27.25 38.8 41 36 37.4 28.45 42.32 29.6 27.8


Nitrate (as NO3), mg/l 0.86 0.73 0.66 0.66 0.74 2.44 0.51 0.6 1.94 1.4


Iron (as Fe), mg/l 0.15 0.05 0.15 0.04 0.04 0.03 0.03 0.12 0.1 0.15





Oil & Grease, mg/l <2.0 <2.0 <2.0 <2.0 <2.0 <2.0 <2.0 <2.0 <2.0 <2.0 Total Suspended Solids, mg/l 1 2 1 1 1 1 1 1 1 1 Sodium (as Na),mg/l 28.6 27.4 5.65 8.1 4.9 138.3 58.4 62.1 61.1 58.9 Potassium (as K),mg/l 5.3 5 2.6 2.75 2.2 5.6 6.65 5.86 6.95 6.65 Phenolic Compounds, mg/l <0.001 <0.001 <0.001 <0.001 <0.001 <0.001 <0.001 <0.001 <0.001 <0.001 Arsenic (as As), mg/l <0.1 <0.1 <0.1 <0.1 <0.1 <0.1 <0.1 <0.1 <0.1 <0.1 Total Chromium (as Cr), mg/l <0.1 <0.1 <0.1 <0.1 <0.1 <0.1 <0.1 <0.1 <0.1 <0.1 Mercury (as Hg), mg/l <0.1 <0.1 <0.1 <0.1 <0.1 <0.1 <0.1 <0.1 <0.1 <0.1 Copper (as Cu), mg/l <0.1 <0.1 <0.1 <0.1 <0.1 <0.1 <0.1 <0.1 <0.1 <0.1 Zinc (as Zn), mg/l <0.1 <0.1 <0.1 <0.1 <0.1 <0.1 <0.1 <0.1 <0.1 <0.1 Cadmium (as Cd), mg/l <0.1 <0.1 <0.1 <0.1 <0.1 <0.1 <0.1 <0.1 <0.1 <0.1 Lead (as Pb), mg/l <0.1 <0.1 <0.1 <0.1 <0.1 <0.1 <0.1 <0.1 <0.1 <0.1 Residual Sodium Carbonate, mg/l 1.97 1.4 Zero Zero 0.05 5.99 2.71 4.38 2.56 2.62 Fluoride (as F), mg/l 0.18 0.38 0.15 0.15 0.09 0.48 1.1 0.52 1.15 1.14 Coliform Organisms/100 ml, (MPN) Absent Absent Absent Absent Absent Absent Absent Absent Absent Absent


Annexure Page 26

Water Quality in the command area during winter season


Temperature, oC 19 19 19 19 19 19 19 19 19 19

Conductivity, µS/cm 238.1 282.5 307.9 219 241.3 209.5 225.4 225.4 228.6 225.4

Total Alakalinity (as CaCO3), mg/l 126 163.8 168 117.6 134.4 114 126 121.8 121.8 117.6



Calcium (as Ca), mg/l 35.27 27.25 24.05 25.65 32.06 33.66 28.86 28.86 28.86 35.27


Nitrate (as NO3), mg/l 1.76 1.12 1.27 1.67 1.56 0.91 1.39 1.09 1.11 1.59


Iron (as Fe), mg/l 0.15 0.55 0.02 0.6 0.15 1.45 0.8 0.45 0.25 0.02



Oil & Grease, mg/l <2.0 <2.0 <2.0 <2.0 <2.0 <2.0 <2.0 <2.0 <2.0 <2.0 Total Suspended Solids, mg/l 3.0 4.0 3.0 1 3.0 2.0 1 2.0 2.0 2.0 Sodium (as Na),mg/l 5.9 13.1 17 3.2 3.9 2.6 3.4 3.7 6.2 2.9 Potassium (as K),mg/l 2.5 2.7 3.2 3.4 2.8 2.2 1.4 3.4 3.0 3.7 Phenolic Compounds, mg/l <0.001 <0.001 <0.001 <0.001 <0.001 <0.001 <0.001 <0.001 <0.001 <0.001 Arsenic (as As), mg/l <0.01 <0.01 <0.01 <0.01 <0.01 <0.01 <0.01 <0.01 <0.01 <0.01 Total Chromium (as Cr), mg/l <0.01 <0.01 <0.01 <0.01 <0.01 <0.01 <0.01 <0.01 <0.01 <0.01 Mercury (as Hg), mg/l <0.01 <0.01 <0.01 <0.01 <0.01 <0.01 <0.01 <0.01 <0.01 <0.01 Copper (as Cu), mg/l <0.01 <0.01 <0.01 <0.01 <0.01 <0.01 <0.01 <0.01 <0.01 <0.01 Zinc (as Zn), mg/l <0.01 <0.01 <0.01 <0.01 <0.01 <0.01 <0.01 <0.01 <0.01 <0.01 Cadmium (as Cd), mg/l <0.01 <0.01 <0.01 <0.01 <0.01 <0.01 <0.01 <0.01 <0.01 <0.01 Lead (as Pb), mg/l <0.01 <0.01 <0.01 <0.01 <0.01 <0.01 <0.01 <0.01 <0.01 <0.01 Residual Sodium Carbonate, mg/l Zero 0.55 0.72 Zero Zero Zero 0.24 Zero Zero Zero Fluoride (as F), mg/l 0.20 0.09 0.07 0.01 <0.01 <0.01 <0.01 0.01 0.08 <0.01 Coliform Organisms/100 ml, (MPN) Absent 10 12 8 Absent Absent Absent Absent Absent Absent


Annexure Page 27



Temperature, oC 19 19 19 19 19 19 19 19 19 19

Conductivity, µS/cm 330.2 441.3 301.6 206.3 387.3 396.8 320.6 231.7 282.5 619

Total Alakalinity (as CaCO3), mg/l 210 205.8 172.2 100.8 210 252 180.6 130.2 184.8 289.8



Calcium (as Ca), mg/l 19.24 24.05 35.27 30.46 16.03 24.05 25.65 30.46 27.25 36.87


Nitrate (as NO3), mg/l 0.91 0.98 1.76 1.17 0.57 0.79 0.3 0.79 20.03 2.55


Iron (as Fe), mg/l 0.04 0.04 0.15 15.9 0.9 0.4 0.6 0.2 0.3 0.4





Oil & Grease, mg/l <2.0 <2.0 <2.0 <2.0 <2.0 <2.0 <2.0 <2.0 <2.0 <2.0 Total Suspended Solids, mg/l 1.0 1.0 3 900.0 1.0 2 6.0 2.0 1 1 Sodium (as Na),mg/l 12.4 22.2 5.9 2.1 31.1 12.9 8.3 2.4 13.7 57.9 Potassium (as K),mg/l 4.3 2.2 2.5 6.1 4.8 4.5 15.2 2.0 3.7 2.5 Phenolic Compounds, mg/l <0.001 <0.001 <0.001 <0.001 <0.001 <0.001 <0.001 <0.001 <0.001 <0.001 Arsenic (as As), mg/l <0.01 <0.01 <0.01 <0.01 <0.01 <0.01 <0.01 <0.01 <0.01 <0.01 Total Chromium (as Cr), mg/l <0.01 <0.01 <0.01 <0.01 <0.01 <0.01 <0.01 <0.01 <0.01 <0.01 Mercury (as Hg), mg/l <0.01 <0.01 <0.01 <0.01 <0.01 <0.01 <0.01 <0.01 <0.01 <0.01 Copper (as Cu), mg/l <0.01 <0.01 <0.01 <0.01 <0.01 <0.01 <0.01 <0.01 <0.01 <0.01 Zinc (as Zn), mg/l <0.01 <0.01 <0.01 <0.01 <0.01 <0.01 <0.01 <0.01 <0.01 <0.01 Cadmium (as Cd), mg/l <0.01 <0.01 <0.01 <0.01 <0.01 <0.01 <0.01 <0.01 <0.01 <0.01 Lead (as Pb), mg/l <0.01 <0.01 <0.01 <0.01 <0.01 <0.01 <0.01 <0.01 <0.01 <0.01 Residual Sodium Carbonate, mg/l 0.6 Zero Zero Zero 0.92 0.4 0.01 Zero 0.57 0.67 Fluoride (as F), mg/l 0.18 0.07 0.20 <0.01 0.48 0.28 0.21 0.15 0.27 0.23 Coliform Organisms/100 ml, (MPN) 14 Absent Absent Absent Absent 12 Absent Absent Absent Absent


Annexure Page 28



Temperature, oC 19 19 19 19 19 19 19 19 19 19

Conductivity, µS/cm 365.1 603.2 320.6 247.6 419 222.2 622.2 438.1 380.9 241.3

Total Alakalinity (as CaCO3), mg/l 189 357 193.2 159.6 231 117.6 256.2 260.4 235.2 130.2



Calcium (as Ca), mg/l 20.84 6.41 27.25 14.43 6.41 33.67 28.85 9.62 16.03 28.86


Nitrate (as NO3), mg/l 1.76 1.65 1.77 2.17 2.4 1.59 2.02 2.03 1.97 2.03


Iron (as Fe), mg/l 0.3 1.3 0.45 0.55 2.4 0.85 0.65 0.55 0.7 0.6



Oil & Grease, mg/l <2.0 <2.0 <2.0 <2.0 <2.0 <2.0 <2.0 <2.0 <2.0 <2.0 Total Suspended Solids, mg/l 2 29.0 21.0 2.0 83.0 1.0 2.0 28.0 1.0 4.0 Sodium (as Na),mg/l 9.8 71.2 20.4 11.5 32.5 2.9 66.6 38.1 33 11.9 Potassium (as K),mg/l 3.2 7.7 3.3 4.1 4.7 1.3 4.4 4.6 5.1 6.1 Phenolic Compounds, mg/l <0.001 <0.001 <0.001 <0.001 <0.001 <0.001 <0.001 <0.001 <0.001 <0.001 Arsenic (as As), mg/l <0.01 <0.01 <0.01 <0.01 <0.01 <0.01 <0.01 <0.01 <0.01 <0.01 Total Chromium (as Cr), mg/l <0.01 <0.01 <0.01 <0.01 <0.01 <0.01 <0.01 <0.01 <0.01 <0.01 Mercury (as Hg), mg/l <0.01 <0.01 <0.01 <0.01 <0.01 <0.01 <0.01 <0.01 <0.01 <0.01 Copper (as Cu), mg/l <0.01 <0.01 <0.01 <0.01 <0.01 <0.01 <0.01 <0.01 <0.01 <0.01 Zinc (as Zn), mg/l <0.01 <0.01 <0.01 <0.01 <0.01 <0.01 <0.01 <0.01 <0.01 <0.01 Cadmium (as Cd), mg/l <0.01 <0.01 <0.01 <0.01 <0.01 <0.01 <0.01 <0.01 <0.01 <0.01 Lead (as Pb), mg/l <0.01 <0.01 <0.01 <0.01 <0.01 <0.01 <0.01 <0.01 <0.01 <0.01 Residual Sodium Carbonate, mg/l 0.34 3.86 0.74 0.31 1.26 Zero 0.8 1.61 1.42 0.04 Fluoride (as F), mg/l 0.09 0.06 0.01 0.07 0.19 0.44 0.42 0.28 0.38 0.05 Coliform Organisms/100 ml, (MPN) 24 Absent Absent Absent Absent Absent Absent Absent 10 Absent


Annexure Page 29



Temperature, oC 19 19 19 19 19 19 19 19 19 19


Total Alakalinity (as CaCO3), mg/l 126 327.6 306.6 298.2 147 134.4 138.6 142.8 189 130.2



Calcium (as Ca), mg/l 36.87 35.6 24.05 24.05 38.48 44.89 36.87 38.48 19.23 43.3


Nitrate (as NO3), mg/l 1.78 7.64 8.24 7.66 1.19 1.15 1.33 1.35 1.59 1


Iron (as Fe), mg/l 0.7 0.3 0.11 0.2 0.2 0.07 0.05 0.21 0.08 0.15





Oil & Grease, mg/l <2.0 <2.0 <2.0 <2.0 <2.0 <2.0 <2.0 <2.0 <2.0 <2.0 Total Suspended Solids, mg/l 9.0 3.0 3.0 3.0 1 5.0 1.0 1.0 2.0 1 Sodium (as Na),mg/l 5.7 106.7 21.2 108.4 7.2 8.1 12.4 6.8 9.7 15.6 Potassium (as K),mg/l 2.6 110.7 5.4 108.5 4.9 3.3 4.6 3.1 3.2 5.5 Phenolic Compounds, mg/l <0.001 <0.001 <0.001 <0.001 <0.001 <0.001 <0.001 <0.001 <0.001 <0.001 Arsenic (as As), mg/l <0.01 <0.01 <0.01 <0.01 <0.01 <0.01 <0.01 <0.01 <0.01 <0.01 Total Chromium (as Cr), mg/l <0.01 <0.01 <0.01 <0.01 <0.01 <0.01 <0.01 <0.01 <0.01 <0.01 Mercury (as Hg), mg/l <0.01 <0.01 <0.01 <0.01 <0.01 <0.01 <0.01 <0.01 <0.01 <0.01 Copper (as Cu), mg/l <0.01 <0.01 <0.01 <0.01 <0.01 <0.01 <0.01 <0.01 <0.01 <0.01 Zinc (as Zn), mg/l <0.01 <0.01 <0.01 <0.01 <0.01 <0.01 <0.01 <0.01 <0.01 <0.01 Cadmium (as Cd), mg/l <0.01 <0.01 <0.01 <0.01 <0.01 <0.01 <0.01 <0.01 <0.01 <0.01 Lead (as Pb), mg/l <0.01 <0.01 <0.01 <0.01 <0.01 <0.01 <0.01 <0.01 <0.01 <0.01 Residual Sodium Carbonate, mg/l Zero Zero Zero Zero Zero Zero Zero Zero Zero Zero Fluoride (as F), mg/l 0.12 0.17 0.16 0.11 0.05 0.05 2.40 0.49 0.26 0.05 Coliform Organisms/100 ml, (MPN) Absent Absent Absent Absent Absent Absent Absent Absent Absent Absent


Annexure Page 30



Temperature, oC 19 19 19 19 19 19 19 19 19 19

Conductivity, µS/cm 257.1 292.1 314.3 193.6 996.8 273 260.3 400 1092.1 403.2




Calcium (as Ca), mg/l 20 37.9 19.4 25.9 70 30.8 33.5 38.7 117.1 68.8


Nitrate (as NO3), mg/l 1.02 1.62 1.59 2.17 9.42 1.88 2.13 2.24 10.18 1.59


Iron (as Fe), mg/l 0.25 0.1 0.1 0.35 0.05 0.06 0.25 0.09 0.1 1.7





Oil & Grease, mg/l <2.0 <2.0 <2.0 <2.0 <2.0 <2.0 <2.0 <2.0 <2.0 <2.0 Total Suspended Solids, mg/l 2.0 2.0 2 1 1.0 1 3.0 26.0 4.0 18.0 Sodium (as Na),mg/l 18.3 8 36.8 3.4 51.8 15.7 26.3 26.3 61.5 31.8 Potassium (as K),mg/l 4.9 3.5 5.8 2.1 4.9 4.5 4.4 2.0 5.0 2.6 Phenolic Compounds, mg/l <0.001 <0.001 <0.001 <0.001 <0.001 <0.001 <0.001 <0.001 <0.001 <0.001 Arsenic (as As), mg/l <0.01 <0.01 <0.01 <0.01 <0.01 <0.01 <0.01 <0.01 <0.01 <0.01 Total Chromium (as Cr), mg/l <0.01 <0.01 <0.01 <0.01 <0.01 <0.01 <0.01 <0.01 <0.01 <0.01 Mercury (as Hg), mg/l <0.01 <0.01 <0.01 <0.01 <0.01 <0.01 <0.01 <0.01 <0.01 <0.01 Copper (as Cu), mg/l <0.01 <0.01 <0.01 <0.01 <0.01 <0.01 <0.01 <0.01 <0.01 <0.01 Zinc (as Zn), mg/l <0.01 <0.01 <0.01 <0.01 <0.01 <0.01 <0.01 <0.01 <0.01 <0.01 Cadmium (as Cd), mg/l <0.01 <0.01 <0.01 <0.01 <0.01 <0.01 <0.01 <0.01 <0.01 <0.01 Lead (as Pb), mg/l <0.01 <0.01 <0.01 <0.01 <0.01 <0.01 <0.01 <0.01 <0.01 <0.01 Residual Sodium Carbonate, mg/l Zero Zero Zero Zero Zero Zero Zero Zero Zero Zero Fluoride (as F), mg/l 0.20 0.64 1.10 0.09 0.12 0.17 0.89 0.10 0.19 0.04 Coliform Organisms/100 ml, (MPN) Absent Absent Absent 14 Absent Absent Absent Absent Absent Absent

Consultant:

76-C, Institutional Area, Sector – 18, Gurgaon – 122015, Haryana (INDIA)

Telephone: 0124-2342576, Fax: 0124-2349187 [email protected]

Website: http://www.wapcos.co.in JUNE 2017

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