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Sainj Hydroelectric Power Project 100 MW

Uni. Roll No. 100770102083 1

REPORT ONSIX MONTHS INDUSTRIAL TRAINING

AT

SAINJ HYDROELECTRIC POWER PROJECT (100MW)

In

Kullu (H.P.)

Himachal Pradesh Power Corporation Ltd.

(H.P.P.C.L.)

Submitted to

PUNJAB TECHNICAL UNIVERSITY, JALANDHARIn partial fulfillment of the requirements for the award of the Degree of

Bachelor of Technology in

Civil Engineering

By

LOVE KUMAR THAKUR

Uni. Roll No. 100770102083

Department of Civil EngineeringSurya School of Engineering & Technology Rajpura,

Patiala (Pb.)June, 2014


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ACKNOWLEDGEMENT

I wish to express my deep sense of gratitude to the Engineers of Himachal

Pradesh Power Corporation Ltd. (Sainj Hydroelectric Power Project) for theirguidance, encouragement and sustained interest during the period of Industrial

Training I undertook at their project ( 1 Jan2014- 30June 2014).

I also wish to record my sincere thanks to the field staff of the department and

Engineers & workers of the Contracting Company H.C.C. (Hindustan Construction

Company) who put lot of hard work in hostile working conditions to make the life

comfortable for the rest of countrymen.

I wish to convey our sincere gratitude to all the faculties of Civil Engineering

Department who have enlightened me during my studies. The facilities and co-

operation received from the technical staff of Civil Engineering Department is

thankfully acknowledged.

LOVE KUMAR THAKUR


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Uni. Roll No. 100770102083 3

ABSTRACT

As a part of academic program in the Engineering Institutions a six month

industrial training is provided during the final year of the course to the

Engineering students at work sites to have first hand physical experience on thetheoretical knowledge gained during the studies at college.

India is making big strides in the field of infrastructural development and Civil

Engineers are the builder of the nation. As the country progresses requirement of

the power increases proportionally. So we need to keep on adding the power

plants to keep the momentum of this development going. The available identified

resources of power generation are limited and we need to explore alternative

resources. The newest and most potential source at present is nuclear power but

the disaster in Nuclear Power Plant due to earthquake in Japan leads to rethinking

over the suitability of this form of power.The other major source of power is thermal power but its environmental impacts

and limited availability of fuel are the factors, which go against this mode of

power production.

Hydro power being environmental friendly and renewable source make it best

source of power generation. The only factor against this type of power is long

construction period and comparatively higher initial cost but the running

maintenance cost is quite low.

Our country has hydro power potential available in few states of the country in

J&K, Himachal Pradesh, Uttrakhand and North East states. Himachal Pradeshalone is gifted with about 25% of hydro power capacity of the whole country with

estimated potential of 22000MW. Various agencies exploiting this potential are

HPSEB Ltd., H.P.P.C.L., NHPC, NTPC, SJVNL, private sector companies like JP

Hydro, AD Hydro, DCM Sriram, NB Seeds etc and many small projects are under

execution by small Independent Power Producers (IPPs) under the guidance of

HIMURJA.


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DECLARATION BY CANDIDATE

I, hereby, certify that this work, on Sainj Hydroelectric Power Project100MW,is

presented in partial fulfillment for the award of degree of B.Tech (Civil) at Surya

School of Engineering & Tech. This report is an authentic record of my own work

(observations at site) carried out during a period from 1 January 2014 to 30 June

2014. The matter presented in this report has not been submitted by me in any

other University / Institute for the award of B.Tech Degree.

Signature of the Student(s)

This is to certify that the above statement made by the candidate is correct to the

best of our knowledge.

Signature of Guide/ Supervisor


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Table of Content

Page No.

1.Chapter1: Introduction

1.1

Profile of the organization..2

1.2

Law of Conservation of Energy...4

1.3

Hydro Power Project8

1.4

Identification of the Project10

1.5

Components of the Hydro Power Project.12

1.6

About the Sainj HEP..19

1.7

Project Description (in Short).21

2.Chapter 2: Salient Features of the Project

2.1 Salient features of the Project..233.Chapter 3: Detailed Description of the Projects Components

3.1

Layout Plan of the Project31

3.2 Description of the Components32

4.Progress Photographs:

4.1

Progress Photographs of Barrage Site.59

4.2

Progress Photographs of HRT, Surge Shaft..64

4.3

Progress Photographs of Power House..68

5.Methodology of the Work

5.1 General.. 73

5.2 Basic Assessments of construction method0logy73

5.3

Pre-construction activities74

5.4

Approach Roads..74

5.5

Basic Consideration..75

5.6

Tunneling. 75

1.

Wedge Cut762.

Burn Cut.77

3.

Sequence of Detonation.78

4.

Steps followed in Tunnel construction.. .78

6.Machinery Used In the Project:

6.1 Machinery used in river Diversion.93


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6.2

Machinery used in Intake Structure..93

6.3

Machinery used in Coffer Dam.94

6.4

Machinery used in Barrage Pier, abutment, NFO bocks.94

6.5

Machinery Used SFT.95

6.6

Machinery used in HRT..95

6.7

Machinery used in Surge Shaft.96

6.8

Machinery used in Pressure Shaft..97

6.9 Machinery used in MAT Power House.97

6.10 Machinery used in Transformer Hall.98

6.11

Machinery used in TRT98

6.12

Details of Equipment/machinery.99

6.13

Details of additional Equipments/ Machinery99

7.Photographs of Machinery:

Photographs of Machinery Used in Project.102

8.Effect of the Project on Environment:

8.1

General 117

8.2

Impacts on water environment.117

8.3

Impacts on Air Environment.................................120

8.4

Impacts on Noise Environment....121

8.5

Impacts on Land Environment1228.6

Socio economic Impacts of the project125

9.Bibliography.126


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Chapter 1Introduction


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1.1 PROFILE OF THE COMPANY

HIMACHAL PRADESH POWRE COPRPORATION LTD. (HPPCL)

BACKGROUND:

Himachal Pradesh Power Corporation Limited (HPPCL), was incorporated in

December 2006 under the Companies Act 1956, with the objective to plan,

promote and organize the development of all aspects of hydroelectric power on

behalf of Himachal Pradesh State Government (GoHP) and Himachal Pradesh

State Electricity Board (HPSEB) in Himachal Pradesh. The GoHP has a 60% and

HPSEB, a 40% shareholding in HPPCL.

MISSION:

Development and prosperity in Himachal Pradesh through Powergeneration.

AIM:

To come up as a major power generating company of India with goodmanagerialand technical capabilities

TARGET

To develop 1111 MW Power generating capacity by March 2017 and; 2400 MW

by the year 2022.

Towards achieving this target HPPCL is engaged with development of several

power projects in various parts of the state with a total projected capacity of

more than 1000 MW.

So far HPPCL has following Projects in hand:

1 Shongtong Karcham HEP 450 MW

2 Sainj HEP 100 MW


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3 Chirgaon Majhgaon HEP 42 MW

4 Sawra Kuddu HEP 111 MW

5 Kashang HEP 243 MW

6 Renuka Ji Dam HEP 40 MW

HPPCL is a fast upcoming power generating utility with all the Technical and

Organizational capabilities at par with other generating companies like

NTPC/SJVNL/NHPC. Efforts are afoot to further strengthen the respective

departments with professionals of proven credentials and qualified technical

manpower.

DIVERSIFICATION:

HPPCL, apart from Hydro Power Development, intends to diversify its power

development activities in other areas such as thermal, renewable sources of

energy, mainly solar power etc. The basic idea is to have a long term corporate

plan for planned implementation of power projects to meet the growing energy

demand, ensuring environment and ecological balance for contributing towards

the progress and prosperity of the State. HPPCL intends to meet the challenges ofdynamically transforming business and environment to build a sustainable

relationship with the stakeholders for maximum benefits and economic growth by

achieving performance excellence.


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1.2 LAW OF CONSERVATION OF ENERGY:

According to this law Energy can neither be created nor destroyed but it can be

converted from one form to another form of the energy

The Sun is the principal source of the energy and all the energies are derived from

Sun, various forms of energy are explained below.

1.Hydel Energy:

Water from sea is evaporated due to heat of the sun and gets transported

to higher reaches where it comes down in the form of snow and rain and

the water flows through rivers which are tapped to produce Hydro Power.

Fig.1.1 Hydro Power Plant

2.Thermal Energy:


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In thermal power station water is boiled to produce steam which exerts

force to move the turbines to produce power.

Fig 1.2: Production Thermal Energy( Flow Chart)

3.Wind Energy:

Wind blows due to temperature difference across the earth, which is due to

relative position of the sun. The speeding wind moves the wings of the

wind turbine to produce power.


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Fig.1.3 Generation Wind Energy

4.Solar Energy:

Sun light is collected by Solar panels with photovoltaic cells which converts

the solar energy into Electrical Energy. This type of energy is costly in initial

phases of development, but in future it may be the major resource.

Fig1.4 Solar Energy


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5.Tidal Energy:

Tidal Energy is the form of hydropower that converts the energy of tides

into useful forms of power, mainly electricity. This energy is produced by

the natural rise and fall of tides.Due to gravitational pulls by Sun and moon

there are high tides in the sea.

Fig.1.5: Tidal energy

6.Nuclear Energy:

Its basic principal is same as a thermal energy, only difference is that the

fuel in such plants is the Uranium or thorium. Their nuclear fission produces

enough energy to produce steam from water to run the turbines.


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Fig.1.6: Nuclear Energy

1.3 HYDRO POWER PROJECT:

Hydropower or hydroelectricity is a method of generating electricity with Kinetic

energy of moving water. Water is the moving force in such power projects. In

such projects the water is used to fall on a turbine which produces the electricity.

There are two types of Hydro Projects schemes:

1.

Storage Schemes

2.

Run of the River Schemes.

1.

Storage Schemes:

When there is enough space available upstream of the proposed project

location and the location is feasible from Geological and topographical

conditions, we go for storage schemes. These are very useful scheme

because during monsoon can be produced during lean period. Potential

head is created due to height of dam and power house is generally located

at the toe of dam to produce power.


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Fig.1.7: Storage Scheme Power Project

Major storage schemes in India are Bhakra Dam, Kol Dam, Sardar Sarovar, Koyna

Dam etc.

2.

Run of the River Schemes:

In the run of river schemes water is diverted away from the river, taken in

water conductor system in a relatively smaller slope than the river thus

creating potential difference (Head) at the power house location and when

water falls on turbines from a height moves the blades of turbine to

produce power.

Some of the run of river scheme in the country are Naptha Jhakri, Bhaba

Project, Parbati I,II,III, Larji Project

Sainj HEP is also a run of river scheme power project.


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Fig.1.8: Run of River Scheme power project.

1.4 INDENTIFICATION OF THE PROJECT:

Projects are identified on the Survey of India topo sheets from where we can get

some idea of the catchment area and approximate head available. From

catchment area we get theoretical discharge from empirical formula and projects

capacity is approximately calculated as

P= 9.81XcXQXhn MW

1000

Where c = cumulative efficiency of generator & turbine

Q = discharge

Hnet= net head available.

After that hydrological, topographical and geological investigation are started.


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In hydrological studies, rain gauge stations are established in catchment area to

know the amount of rainfall, discharge. Sites are established on the river to get

daily discharge data.

We can make relation between rainfall & discharge from data as collected.

Fig.1.9: Discharge Measurement of a site

From prediction of discharge from rainfall, we can know in advance the amount ofwater coming into the river and we can control floods by operating gates of

Dam/Barrage. We can calculate the maximum flood that can come into the river.


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Fig.1.10 Discharge v/s rainfall Curve

Geological investigation are carried out to know beforehand to ascertain the

suitability of rock so that components of the projects like dam/barrage, tunnels,

underground de-silting chambers, power house caverns can be located safely. To

know more about the geology drifts are excavated and the rock sample obtained

is sent for testing. Topographical survey is carried out to make contour plan of the

project area so that the components could be fixed on the plan.

The project report is prepared based on this investigation, cost estimates are

prepared and the detailed project report (DPR) passes through various stages of

clearance up to the Central Electricity Authority. Forest and Environment

clearances are also required to be obtained. Then finances are arranged before

taking up the project for construction.

1.5 COMPONENTS OF THE PROJECT:

The main components of the projects are:

1. Diversion Structure

2. Intake Structure

3. De-silting Chambers

Discharge

Rainfall


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4.

HRT

5.

Surge Shaft

6.

Pressure Shaft

7.

Power House

8.

Tail Race Tunnel

1.

Diversion Structure:

Diversion structures are the structures constructed across the river to

divert the river. Diversion of river water can be made by either of following

structure depending on the suitability as per site conditions.

(i)

Concrete Gravity Dam

(ii)

Earth Dam

(iii)

Rock fill Dams

(iv)

Barrage

(v)

Broad Crested Weir

(vi)

Trench Weir

(i)

Concrete Gravity Dam:

Concrete gravity dam gets its stability from the gravity i.e. its load. If

rock is available in the river bed at shallow depth then it is better to

provide concrete gravity dam. Water pressure tries to overturn andslide the dam structure but the stabilizing moment due to weight of

the dam protect it against overturning and friction between dam and

the rock below it do not allow it to slide.

Bhakra Dam is the example of the Concrete Gravity Dam


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Fig.1.11: Bhakra Dam

(ii) Earth Dam:

If bearing capacity of the river bed is low, earthquake intensity is high

and sufficient clay material is available nearby we can construct a

Earth dam.

Fig.1.12: Earth Dam (The Mohale dam)

(iii) Rockfill Dam

If clay quantities are available in smaller proportion then we can go

for Earth cum rock fill dam. Only inner core is made from clay while

outer periphery comprises of boulder.


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Fig.1.13: Rockfill Dam

(iv)

Barrage:

Where rock is available at large depths in the river bed we can

provide barrage as diversion structure. Its stability comes from the

strength of concrete against flexural stress (bending). Barrage can be

for smaller height only whereas dams can be very high. Barrage

cannot be given of high heights because seepage shall be difficult to

control. It can also not bear uplift pressure due to smaller weight ofbarrage.

Fig.1.14: Larji Barrage, Kullu (H.P.)


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(v)

Broad Crested Weir:

Broad crested weir are like small concrete gravity dams to divert

small discharge. There are no gates in such weirs.

(vi)

Trench Weir:

Trench weir is small channel type structure laid in the small rivers

where river water falls into these trenches which is taken away into

the water conductor system.

2.

Intake Structures:

The diverted river water is taken into the water conductor system through

intake structure provided with trash racks and gates. Trash racks control

the entry of floating trashes into the water conductor system and gates

regulate the flow of water into the water conductor system.

3.

De-silting Chambers:

From intake structures water is taken to De-silting basin in order to setting

of the silt particles when the velocity of the water gets reduced due to

wider area of the De-silting chambers.

The silt is taken out through the Silt Flushing Tunnel and clearer water istaken to Power House.

4. Water Conductor System(HRT):

Depending upon the site conditions the water is taken through open

channels or pipes or Tunnels. The shape of the Tunnel can be D-shaped,

hours Shoe type and circular type.

Tunnels are provided with supports which are combination of shotcrete,

Wire mesh, ribs and finally concrete lining. After that concrete grouting isdone to fill the gaps left behind the rock after lining. Grouting also controls

the seepage of water through the rocks.

5.

Surge Shaft/Fore bay:


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Surge shaft is provided at the end of the water conductor system and

ahead of the pressure shaft to accommodate upsurge due to sudden

closure of power house turbines and surge due to opening of water into the

turbines.

6. Pressure Shaft/ Penstock:

Pressure Shaft is underground penstock which carries water from surge

tank to turbines. Steel lined penstock is provided to be safe against water

pressure due to the potential head as well as dynamic load due to water

hammering effect.

Water hammer takes place due to movement of water in forward or

backward in penstock due to sudden closing.

If surge shaft is not provided then water hammer would travel into HRT and

can cause collapsing of tunnel lining.

7.

Power House:

The water from the pressure shaft enters through the pipes into the

turbines to run them which are connected through shafts to generator

where power is produced. The power house can be surface power house or

underground power house. It depends upon the geology of the area. Thepower house has one service bay where erection and repair of the

machinery is carried out. There is a machine hall where the machinery

generator or turbines are erected. There is a control room where there are

so many control panels to control all machinery of the power house. Power

from the power is taken to switch yard where voltage is increased through

transformers. So that transmission losses get reduced when power is taken

to long distances through transmission lines.

8.

Tail Race Tunnel:The water from the Power house is taken through TRT back to the river. It

can be either a channel or a tunnel.


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1.6 ABOUT THE SAINJ HYDROELECTRIC PROJECT

Sainj Hydroelectric Project is a 100MW hydroelectric run of river

scheme under development by Himachal Pradesh Power Corporation

Ltd. (HPPCL). The proposed Sainj Hydro Electric project is located inSainj Sub Tehsil of district Kullu at a distance of about 35 km from NH-

21 on the Sainj River, which is the major tributary of the Beas River. The

barrage site is proposed to be located near village Niharani of Godapur

Panchayat. Likewise, power house is proposed near village Siund of

Railla panchayat in Sainj sub-tehsil and Banjar main tehsil of Kullu

district. The power house of the Sainj Hydro-electric project is located

about 300 m upstream of proposed power house of the Parbati Stage-

II. The barrage and power house sites are located at a distance of 58 kmand 46 km from Kullu, (district headquarters) respectively. The project

location has been shown in Figure.

HPPCL has awarded the projects civil work to Hindustan Construction

Company (HCC).


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Fig 1.1: Location of Sainj HEP

100MW

SainjMap 1: Location of Himachal in India

Map 3: Location of Sainj HEP 100MW in Kullu Dist.

(H.P.)

Map 2: Location of Kullu in Himachal


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1.7 PROJECT DISCRIPTION (in Short):

The Sainj Hydroelectric Power project 100MW is a run of river scheme. The

project consists of a diversion Barrage at village Nihaarni with two intake

tunnels of 2m wide and 3m height separated with a concrete wall. Two de-silting chambers of 139m length, 9 m width and 14m depth, with a bottom

hopper depth of 4m. A circular HRT of dia. 3.85m and 6300m long and an 87m

high and 9m diameter surge shaft with an orifice of 1.5m dia. A 2.75m

diameter steel lined 550m long pressure shaft. An underground power house

with two units of Pelton turbines (Vertical Axis) each having 50MW capacity. A

286 m long, 7m diameter D-shaped main access tunnel (MAT) at the right bank

of the river is proposed to access the power house. A 400m long 4.50m

diameter Tail Race Tunnel (TRT) has been constructed to carry the water back

to the river.

The nominal discharge is 28.70cumecs. The total installed capacity of the plant

is 100MW


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Chapter 2Salient Features of the

Project


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Chapter 2

2.1 SALIENT FEATURES OF THE PROJECT

LOCATION:

State

Dist.

River

Barrage Site

Power House Site

Adit 1

Adit2

Himachal Pradesh

Kullu

Sainj, A tributary of RiverBeas

Near Village Niharni

Front of Matla Village

At Samba

HYDROLOGY

Catchment area at Diversion Site

Snow Catchment

Mean Annual Rainfall

Probable Maximum Flood

Standard Project Flood }

Observed Maximum Flood

RESERVOIR

408sqm

176sqm km above EL

4250m

1047.72mm

1800cumec

42.31 ham

437.04cumec at Talara


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Full Reservoir Level (FRL)

Maximum Reservoir Level (MRL)

Minimum Draw Down Level (MDDL)

Gross Storage

Live Storage

Peaking Available

1752.00m

1753.00m

1738.50m

Up to FRL 1752m 42.31 ham

38.41ha.m

4hours

Diversion Structure

Type

Maximum Height From River bed

Elevation of the Top of the Barrage

Average Bed Level

Gated Barrage

24.50m

1754.00m

1730.00m

SPILLWAYDesign flood

Type

Nos. of Spillways,

Crest ElevationClear Waterway of Spillways

Energy Dissipation Depressed Stilling Basin (El.

1726.00 m)

1800cumec

Gated Spillway with radial

gate

6

1733.00m8m each


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Length

Downstream Bed Level

60m

El 1729.00m

INTAKE STRUCTURE

Type

Sill Level

No. & Size of Opening

Total Drawdown Discharge

Surface

EL. 1735.00m

4 Nos, 4.0m X 19.50m

35.88cumec

APPROACH TUNNEL

No.

Velocity

Length

Design Discharge from Intake

1

2.85m/sec

100m

35.88cumec

DE-SILTTING BASIN (DE-SANDER)

Number of De-sander

Type

Length

Width

Depth

Depth of Hopper

Minimum size to be removed

2

Underground

139m

9m

14m

4m

.2mm


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SFT Diameter

SFT Length

Adits

4m

670m

2 Nos, 230m and 320mlength

HEAD RACE TUNNEL

Length

Diameter

Nominal Discharge

Section ( Finished )

Section Excavated

No. of Intermediate Adits

Adit 1

Adit 2

6300m

3.85m

28.70cumec

Circular

Horse shoe shape

2 Nos

4m D-shaped 361m long

4m D-shaped,364m long

SURGE SHAFT

Height

Finished Internal Diameter

Diameter of Orifice

Gate Size (W X H)

Type

Maximum Upsurge Level

Minimum Down Upsurge Level

85m

9m

1.5m

2.30mX2.75m

Fixed wheel

1779.00m

1709.00m


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Valve Chamber

Type

Valve Type

Number

Diameter

Center Line Elevation

size

Underground

Butterfly Valve

1

2.75m

1702.125m

15m long X 7m wide X 14 m

high

PRESSURE SHAFT

Type

Length

Diameter

Nominal Discharge

Velocity

Angel of Inclination

Quality of Steel

Underground

550m

2.75m

28.70cumec

4.83m/sec

52 degree

ASTM-A537, ASTM-A517

POWER HOUSE COMPLEX

Type

Lining

Size (LXBXH)

Underground

Shotcrete

81X18X64m

TURBINE

Type Pelton (vertical Axis.)


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Units

Capacity

Elevation of the Center Line of Turbine

Rated Discharge per unit

Gross Head

Design Head

Rated Speed

Diameter of the runner

2 Nos

50MW

1337.90m

14.35 m3/s

409.60m

397.36m

375rpm

2.76m

TRANSFORMER

Number

Rated output

Rated power factor

Rated voltage

(6+1)

55.56MVA

0.9

11kV

TAIL RACE TUNNEL(TRT)

Number

Finished Diameter

Length

Outlet sill Elevation

Maximum trail water Level

1

4.5m

400m

1332.10m

1335.70m

POTHEAD YARD

Type Outdoor


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Switch Yard Voltage

No. of Bays

400kV

5

POWER GENERATION

Installed capacity

Annual Energy Generation

-90% dep. Year

-50% mean Year

2X50 = 50MW

399.57GWhr

436.90GWhr

COST ESTIMATE

Capital cost of the Project

Civil Works

Electrical Works (P-Production)

Cost of Generation

Transmission

Total Cost including Generation

Generation Cost

(At June, 2005 Price Level)

Rs. 304.13 crore

Rs. 213.82 crore

Rs. 517.95 crores

Rs. 27.21 crosres

Rs. 545.16 Crores

Rs. 630.08 Crore


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Chapter 3

Detailed description of TheProject Components


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Chapter 3

DETAILED DESCRIPTION OF COMPONENTS OF THE PROJECT

3.1 LAYOUT PLAN OF THE PROJECT:The proposed Sainj Hydroelectric Power project consists of following

components:

1.

Barrage

2.

Reservoir

3.

Intake Tunnels

4. Di-silting Chambers

5.

Sand Flushing Tunnel (SFT)

6.

Head Race Tunnel (HRT)

7.

Surge Shaft8.

Valve House

9.

Pressure Shaft

10.

Power House

11.

Tail Race Tunnel (TRT)

12.

Pothead Yard

The layout of the Sainj Hydroelectric Power Project is shown below:

Fig.2.1 Layout Plan of Sainj HEP


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3.2 DESCRIPTION OF THE PROJECT COMPONENTS:

1.

PROJECT DESCRIPTION AND GENERAL SITE CHARACTERSTICS

1.1 Project Description:

The project consists of a diversion Barrage at village Nihaarni with two intake

tunnels of 2m wide and 3m height separated with a concrete wall. Two de-

silting chambers of 139m length, 9 m width and 14m depth, with a bottom

hopper depth of 4m. A circular HRT of dia. 3.85m and 6300m long and an 87m

high and 9m diameter surge shaft with an orifice of 1.5m dia. A 2.75mdiameter steel lined 550m long pressure shaft. An underground power house

with two units of Pelton turbines (Vertical Axis) each having 50MW capacity. A

286 m long, 7m diameter D-shaped main access tunnel (MAT) at the right bank

of the river is proposed to access the power house. A 400m long 4.50m

diameter Tail Race Tunnel (TRT) has been constructed to carry the water back

to the river.

The nominal discharge is 28.70cumecs. The total installed capacity of the plantis 100MW.

The main features of the Projects components are summarized as follows:

(1)Reservoir:

A reservoir is anticipated with maximum reservoir level of 1753.0m.a.s.1.

During maximum flood operating level of the reservoir is 1752.00m.a.s.1.

The minimum drawdown level is 1738.5m.a.s.1

(2)River Diversion:

The river diversion scheme is to cater to maximum lean season discharge of

95cumecs. In the absence of the availability of daily discharge data the


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maximum ten daily monsoon discharge of 90cumecs recorded in last 25

years is relied upon. Applying a value 1.75 as peaking factor to ten

available daily discharge data, the river diversion flood corresponding to 25

year period return period works out to be 160cumecs. Hence the river

diversion is designed for a discharge of 160cumecs.

(3)Barrage Spillway & Non-overflow Blocks:

The barrage under construction consists of six radial gates inwhich two are

completed, rest are being in construction. The elevation of the spillway is

1733.0m.a.s.1 having a 7m high radialgate. The gate is proposed to pass

the designed flood of 3060cumecs. An 8m dummy barrage was constructed

at the left of the river. Now the river is diverted to right bank and the wateris pounded out by one gate. A 60m long stilling basin is constructed for the

energy dissipation at d/s of the barrage. A 7m wide bridge deck is proposed

over the barrage. Two non-overflow blocks are proposed on either side of

the barrage to seal the both left and right banks. The two NFO blocks shall

be abut into rock foundation. The top of the NFO block and barrage are

kept at EL 1754.50m.


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Fig.3.2: Drawing of the Barrage showing top view.

Fig.3.3:Bird Eye View of Barrage area General arrangement:


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Fig.3.4: Barrage Construction Work under Progress:


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Fig.3.5: Reinforcement work of spillway (Top View)

Fig.3.6: Stilling Basin


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(4)Fish Ladder:

A fish passage structure is proposed at the interference between the

barrage end pier/stilling basin wall at the left bank of the non-overflow

block.

(5)Intake structure and Gates:

An intake structure is proposed with twin gates and twin trash racks. The

size of the gate is kept as 2m wide and 3m high. The size of the trash rack

gate is kept as 8m wide, 4m high. The top of the intake structure is kept at

an elevation of 1754.50m.

Fig.3.7: Power Intake


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(6)Power Conduit:

(i)

Intake Tunnel:

Two intake ducts of 2m width and 3m height separated with a concrete

wall are proposed two convey water into two independent underground

de-sanders (Di-silting Chambers).

Fig.3.8: Intake Ducts Barrage site Adit 3

(ii)

De-silting Chambers/ De-sanders:Two underground Di-silting chambers of size 139m (length) X 9m (wide)

X 14m (depth) with a hopper depth of 4m. The u/s transition is 35m. The

design discharge on one de-sander is 17.51cumecs. The flushing system

is designed as pressurized system. The silt or sand will be taken out by

Sand Flushing Tunnel (SFT) into the river at d/s of the barrage.


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Fig.3.9: De-sander under construction

Fig.3.10: Silt flushing Duct construction (in progress)


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Fig.3.11: Construction de-sander of hopper (in progress)

(iii)

Head Race Tunnel (H.R.T.):

A 6300m long, HRT with circular cross-section of finished diameter

3.85m is proposed to carry a discharge of 28.70cumecs. The section of

HRT excavated is of horse shoe shape. The diameter of the excavated

section varies from 4-5m and depends upon the type of the rock. The

entire tunnel is to be lined with concrete. The thickness of the lining isproposed to 25cm.


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Fig.3.12: Lined HRT (Face 1) at Samba ( Adit 1)

Fig.3.13: HRT Excavation work in progress


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(iv) Surge Shaft:

An underground surge shaft of diameter 9m and 85m high is under

excavation. The proposed surge shaft is orifice type surge shaft and the

diameter of the orifice is 1.5m. The maximum upsurge and down surge

level are proposed at EL 1779.00m.a.s.1 and 1709.80m.a.s.1.

The rock strata found during exaction is quartzite.

Fig.3.14: Excavation of Surge shaft in progress


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Fig.3.15: Excavation of Surge Shaft (in progress)

Fig.3.16: Rail Line of Alimak in surge shaft

(v)

Valve Chamber/ Valve House:

A 15m long 7m wide and 13.5m high underground valve chamber has

been proposed to house a 2.75m diameter butterfly valve. An E.O.T

crane is proposed at the valve chamber. A separate adit is constructed


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for the construction ofvalve house; this adit will act as accesstunnel to

valve house. The excavation of the valve chamber is completed.

Fig.3.18: Excavation work in Valve House (1 March 2014)

Fig.3.19: Valve House excavation, rock bolting, wire Mashing,

shotcreting Complete.


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(vi) Pressure Shaft:

A 2.75m diameter steel lined pressure shaft is proposed. The total

length of the pressure shaft is 632.49m up to Bifurcation point. The

angle of inclination is 52degree and 448m long.

Fig3.20: Horizontal Pressure Shaft (After Surge Shaft)

Fig.3.21: Excavation of Inclined Pressure Shaft (In progress)


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Fig3.22: Inclined P. S. (Excavation complete, From Power House)

(vii) Pressure Shaft Bifurcation:

A-Y-piece is proposed for bifurcation of main pressure shaft into two

units shafts of diameter 1.95m each.

Fig.3.23: Pressure Shaft Bifurcations


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(7)Power House Complex:

The power house complex consists of underground power house bay,

transformer way, cable (157m long) & ventilation tunnel (280m long) and

main access tunnel (MAT diameter 7m 280m long).

The power house bay consist of Erection way, unique crane machine bays

to house two numbers of Pelton units and an auxiliary way that consist of

control rooms and other electrical rooms.

The size of the erection way is 16m wide X 25m Long X 19.40m high. The

control building consist of 5 stories and is 20m long X 16m wide X 32m high.

An underground transformer cabin is under construction of size 80m long X

15m wide X 13.75m high. There are 7 nos of single phase transformer.

Fig.3.24: Main Access Tunnel (MAT), Access Portal to Power

House Complex.


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Fig.3.25: Service way to Power House Comlex

Fig.3.26: Power House Complex


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Fig.3.27: Erection Bay

Fig3.28: Erection of Distributaries on Turbines in progress


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Fig3.29: Reinforcement work on Turbine Units


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Fig3.30: Conceiting on Unit 1


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Fig.3.31: Transformer

Fig3.32: Construction of Fire Walls in Transformer Hall (In

progress 7 Jan 2014)


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Fig3.33: Construction of slab on Fire Walls in Transformer Cabin

(18 Jan 2014)

Fig3.34: Lining of Cable Tunnel (In progress)


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Fig3.35: Formwork for the Lining of Cable Tunnel

Fig3.36: Cable Tunnel after lining


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Fig3.38: Ventilation Tunnel

Fig3.39: Lining of Ventilation Tunnel (In progress)


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(8)Tail Race Tunnel:

A 400 m long 4.5m finished diameter D-shaped TRT has been constructed

to carry out the water back to the river.

Fig3.40: Reinforcement work In TRT

(9)Pothead Yard:

The pothead yard is outdoor type and is under excavation on right side of

the river and left of the Ventilation Tunnel (VT).


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Fig3.41: Excavation of Pothead Yard (In Progress)


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Chapter 4Progress Photographs of the

Project


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Chapter 4

Progress Photographs of the Project.

4.1 Progress Photographs of Barrage Site:

Fig1. Reinforcement work on Barrage and Spillway

Fig.2.Shuttering of the Spillway.


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Fig.3. Dismantling of shuttering of spillway

Fig.4. Curing of Spillway


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Fig.5: Construction of Barrage Gates(in Progress)

Fig. 6: Curing of Stilling Basin


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Fig.7 (a)

Fig.7 (b)

Fig.7 Reinforcement and Shuttering in Di-sander (a-b)


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Fig 8: Gantry in De-sander hopper

Fig.9: Hopper (after concreting)


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4.2 Progress Photographs of Surge Shaft:

Fig. 1 Excavation of Surge Shaft in progress

Fig.2: Excavation of Valve House (18March 2014)


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Fig.3: Wire Meshing after shotcreting in Valve House (11 Apr

2014)

Fig.4: Rock Bolt Test in Valve House ( 24 Apr 2014)


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Fig.5: Adit to top of the Surge Shaft Excavation in Progress

Fig.6: Excavation of Drift to top of the Surge Shaft (11 Apr 2014)


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Fig.7: Drift to Bottom of Surge Shaft Excavation Completed

Fig.8: Backfilling of Ribs in Adit 4 way to valve House.


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4.3 Progress Photographs of Power House:

Fig.1 Construction of Control Building

Fig.2 Work on Turbine units


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Fig.3 Construction of Fire walls in Transformer hall.


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Fig.4 Construction of Curb wall in VT and CT


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Fig.5 Meshing Work in TRT

Fig.6 excavation of Pothead Yard in progress


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Chapter 5

Construction Methodology


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Chapter 5

Construction Methodology

5.1

General:The project envisages construction of barrage, power intake, Intake Tunnel,

Branch Tunnel, De-silting chamber, Silt flushing tunnel, Connecting Tunnel, Head

race tunnel, Surge Shaft, Pressure Shaft, Underground power house, Tail Race

Tunnel and all infrastructure works. The construction methodology and

equipment planning for various works is based on the site conditions prevailing in

the project area. Construction activities are planned in such a way that the project

will be completed in the shortest possible time period. The following assumptions

have been made for construction methodology and equipment planning of the

project.

All the pre-construction activities like land acquisition, infrastructure works and

government approvals are completed before the start of construction works on

main components of the project. All civil, hydro-mechanical and electro-

mechanical works are executed in following main Adits:

CIVIL WORKS

Barrage works

Adit 3: De-silting Chambers, Intake tunnels, branch tunnels, connecting

tunnels, SFT.

Adit 1: Head race Tunnel Face1 and Face2

Adit 2: HRT face3,face 4

Adit4A: Access portal to surge shaft, valve house, pressure shaft, HRT.

Adit 4: Access portal to Valve House

Adit5: Access portal to top of the surge shaft.

Adit7: CT and VT

Power House: civil works of power house, transformer cavern, control

building, TRT

5.2 Basic assessment of Construction Methodology:The project involves execution of large quantities of excavation and concreting for

surface and underground structures. Considering the magnitude and nature of

construction activity, mechanized construction has been considered for all type of


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construction job so as to achieve consistent quality at a faster rate for timely

completion of the project. Special attention has been paid to the equipment

planning for underground works as the restricted work space and constraints of

geology make this exercise very critical. The construction of the project will

involve simultaneous works on all the Adits for civil, hydro-mechanical andelectro-mechanical works for various project components. Tunneling in Head race

Tunnel & underground excavation for power house and transformer cum GIS

Cavern is one of the most critical activities for the project and accordingly, the

work is assumed to continue uninterrupted till its completion.

5.3 PRE CONSTRUCTION ACTIVITIESThe activities proposed to be undertaken during Pre-construction work include

the following:

Detailed Topographical Survey and marking the Layout at site, Pre-construction geotechnical investigation

Clearance from Government agencies like Pollution control board, Public

health, Irrigation and Forest Clearance

Acquisition of Land

Financial closure

Detailed design and preparation of tender documents for Civil, Electro-

mechanical, Hydro mechanical works

Award of Contracts

Setting up of Site office

Arranging of construction power

Construction of approach roads/ paths

Route survey of Transmission line

Mining License for construction materials

Formation of project team

5.4 APPROACH ROADS AND BRIDGETransportation of heavy machines and equipments will be required for

construction purpose. Construction of new access roads and bridges, widening of

existing roads and improvement in grade of existing roads shall be undertaken

before starting construction of main project components. These roads would be

connected through an extensive network of project roads to various colonies,

workshop, quarries etc.


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5.5 BASIC CONSIDERATIONSConstruction methodology and equipment planning has been carried out

separately for execution of all project components. The types and sizes of

equipment to be used have also been indicated while describing the constructionmethodology for each of the components under relevant subhead.

The number of Machines/Equipment required for construction of each

component has been worked out and their size and capacity has been arrived at

after drawing the deployment schedule matching with the construction schedule.

Most of the construction work shall be executed through contractors. The

requirement of equipment as marked out herein has been utilized for analysis of

rates and Cost Estimates. The prices of construction equipment are based on the

prevalent market prices in India as on May, 2010. The project area is situated in a

region where extensive rainfall occurs during monsoon. The working season is,therefore, limited to 9 months, beginning from October to June for open works.

The underground works being critical are proposed to be carried out in two shifts

of 16 hours/day.

5.6 Tunneling:

There are two reasons to go underground and excavate:

(i) To use the excavated space, e.g. for storage, transport etc.

(ii)

To use the excavated material, e.g. mining and quarryingoperations.

In both cases tunneling forms an integral part of the entire operation.

The main difference between tunnel blasting and bench blasting is that

tunnel blasting is done towards one free surface while bench blasting is

done towards two or more free surface.

Various drilling patterns have been developed for blasting solid rock

faces, such as:

a.

Wedge cut or V cutb. Pyramid or diamond cut

c. Drag cut

d.Fan cut

e.Burn cut


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In Sainj Hydroelectric Power Project Wedge and Burn cut drilling

patterns are used.

1.Wedge Cut:

Blast hole are drilled at an angle to the face in a uniform wedge

formation so that the axis of symmetry is at the centre line of the

face. The cut displaces a wedge of rock out of the face in the

initial blast and this wedge is widened to the full width of the drift

in subsequent blasts, each blast being fired with detonators of

suitable delay time. The apex angle is as near as possible to 600

(Figure 1) this type of cut is particularly suited to large size drifts,

which have well laminated or fissured rocks. Hole placementshould be carefully preplanned and the alignment of each hole

should be accurately drilled.


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Fig. 5.1: Wedge Cut

2.Burn Cut:

A series of parallel holes are drilled closely spaced at rightangles to theface. One hole or more at the centre of the faceare uncharged. This iscalled the burn cut (Figure 5).The uncharged holes are often of largerdiameter than the

charged holes and form zones of weakness that

assist theadjacent charged holes in breaking out the ground. Since allholes are at right angles to the face, hole placement and alignment are

easier than in other types of cuts. The burn cut is particularly suitable

for use in massive rock such as granite, basalt etc.


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Fig.5.2: Burn Cut

3.Sequence of detonation

For both fragmentation and throw, blasting efficiency depends on

the delay sequence of blast hole detonation. Delayed detonation

improves load ability of the entire cut, contributes to a better

strata control and reduction of blast-induced vibrations.


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Fig.5.3: Firing Sequence for Tunnel Blast in Numerical order.

4.Steps followed in Tunnel Excavation:

Following are the steps followed in the excavation of tunnel

1.

Marking the profile of the Tunnel:

On the face of the rock the tunnel profile is marked in such a way thatafter the blast the original shape of the tunnel may not distorted. Survey

plays very important role in this.

2.

Excavation:

Before starting the excavation work of tunnel it must be checked which

method is best and economical. Excavation tunnel through rocks can be

done by using following methods.

(i) Drill and Blast method:

(ii)

Tunnel Boring Machine (TBM).

Excavation of tunnel in Sainj HEP is done by Drill and Blast method.

3.

Drilling:

After marking the profile drilling is done with Tam Rock. After the drilling

the holes are cleaned.


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Fig5.4: Tam Rock

Fig.5.6: Drilling of Blast Hole in Adit 5


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Fig5.7: Drilling in Progress

4. Loading of Explosive and Blasting:

After cleaning the holes are loaded with the explosive and blasting is

done.

5.

Ventilation:

After blast there may be some poisons gases which must be taken outfrom the tunnel. The blowers are used for this purpose.


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Fig.5.8: Blowers used for ventilation in adit 2

Fig.5.9: Drill and Blast Hole cycle


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6.

Checking of rock strata:

After blasting the rock strata obtained is checked. Weather to provide

rock bolt, wire meshing, shot-Crete and ribs is decided on the basis of

following different rocks.

Following are the different rock.

a)

Class I: It is a very good quality of rock and does not require any

rock bolts or rock anchor (for-polling). But it is found very rarely. In

Sainj HEP it is found nearby of Surge Shaft.

b) Class II: It is also good quality of rock but it require some rock

anchor.

c) Class-III: This type of rock requires both rock bolts as well as rock

anchor.

d) ClassIV: This type of rock requires support (Ribs) along with the rock

bolts & rock anchor (for-polling).

e) Class-V: It requires more supports then class four and rock bolt and

rock anchor. This is the loosest form of rock. It cannot stand without the

support.

7.

Scaling:

It is the loose material which is removed by the hoe of excavator after

blasting and mucking.8. Mucking:

Muck is the material produced by blasting of rocks. This is removed from

the tunnels and is transported to the dumping site.

9.

Rock support:

Tunnel supports depend upon rock loaded and pressure likely to act on

the supports. Most commonly used rock supports are:

1.

Rock Bolt

2.

For-Poling3.

Wire Mesh

4.

Shot-Crete

5.

Ribs

6.

Lining


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1.Rock Bolt:

A rock is a long anchor bolt for stabilizing rock excavation which may be

used in tunnels or rock cuts. It transfers the load from the unstable exterior

to the confined and much stronger interior of the rock. Bolts are usually

constructed of steel because of the metals ability to accept large amount of

stress and pressure.

Fig.5.10: Rock Bolts used in Valve House and Pressure Shaft

In Sainj HEP the rock bolts used are of different length which varies with the

type of the rock found.

While rock bolting holes are drilled by tam rock and some resin capsule and

cement capsules are put into the holes.

2.For-poling

The basic purpose of for-poling is to support the falling rocks in tunnel. For

polling is done in horizontal direction. It consists of a steel bar which is

hoisted between the rock strata.

3.Wire Meshing:


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Fig.5.11: Wire Meshing in Valve House

4.Shot-Crete:


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In Sainj HEP the shot-creting is done with Sika Shot-Creting Machine. Shot-

Crete refers to a process in which compressed air forces mortar or concrete

through a hose and nozzle onto a surface at a high velocity and forms

structural and non structural components of tunnel/ building. Materials

used in the shotcrete process are generally the same as those used for

conventional concrete.

Its special features are:

i) It can sprayed close to the face shortly after blasting and before rock

is damaged by loosening ( hour or even earlier if required) and

provides a continuous semirigid support of requisite yield.

ii)

The shotcrete sets within half a minute and then starts gaining

strength rapidly. While gaining strength it exhibits high prepaid and is

able to deform to a degree not found concrete.

iii)

It exhibits high bond with rock due to heavy placement impact

entering joints, fissures etc. thus preventing loosening of eve highly

jointed rock. It develops compound action with rock and mobilizes its

strength.

iv)

It checks air slacking and piping of filter material in joints with water

seepage.

v)

It is suitable for use I water bearing rock.vi) It can be used under any rock condition except under high swelling

pressures.

vii) It is easy to repair and strengthen as it can be applied in pieces and in

layers.

viii) It does not act only as a temporary support but can be use as the

finished lining.


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Fig.5.12: Shotcreting in progress in Adit 5 ( Adit to top of the surgeshaft)


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5.Ribs:Ribs are used to support the very loose rock strata in tunnels. In Sainj HEP

the ribs are used in various points. These are also used where cavities are

found in the tunnel.

Fig.5.13: Ribs in Ventilation Tunnel Fig.5.14 Ribs in MAT

Fig5.15: Placing of ribs in Adit 5 (in progress)


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Fig.5.16: Placing of ribs in progress (near Valve House)

Fig.5.17: Placing of ribs in Drift (in progress)

6.Lining:In Sainj HEP the Mechanical Gantry formwork in VT and CT, Hydraulic

Gantry Formwork in Adit 1 and De-sander is used for the lining propose.


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Fig.5.18: Gantry formwork in Cable Tunnel (for Lining )

Fig.5.19: Formwork (gantry) for lining of tunnel in Cable Tunnel


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Fig.5.20: Formwork for lining of tunnel (service way to transformer hall)

Fig.5.21: Hydraulic gantry formwork in Adit 1 (36m Long gantry)


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Fig.5.22: Hydraulic Gantry in De-sander in Barrage Site

Lined HRT in Adit 1 (F1)


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Chapter 6

Machinery used in the Project


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Chapter 6

Machinery Used in the Project

Different machineries have been used in Sainj HEP some of them are:

6.1 MACHINERY USED IN RIVER DIVERSION:1.

Excavator PC 300 (or equivalent)

2. Excavator PC 200 (or equivalent)

3. Jack Hammer.

4.

Dozer D6 or (or equivalent)

5.

ROC 203 Crawler Drill (or equivalent)

6.

Shortcrete Machine 30 Cum/Hr

7.

Dumper 15T

8. Dumper with bucket for concrete

9.

Mobile Crane 30T

10.Traveling type Tower Crane 10t @40 m

11.

Transit Mixer 4 Cum

12.

Batching Plant 60 Cum/hr

13.Grout Pump.

6.2 MACHINERY USED IN INTAKE STRUCTURE:1.

Excavator PC 200

2. Cat 906H loader or equivalent loader

3.

ROC 203 or equivalent.

4.

Tower Crane 10T @40 m

5. Transit Mixture 4 Cum

6.

Dumper


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7.

Concrete Pump 30 Cum/Hr

8.

Crawler Crane

9.

Needle Vibrator

6.3 MACHINERY USED IN COFFER DAM:1.

Excavator PC 200

2.

Water browser 10 KL.

3.

Dozer D6.

4.

Vibratory Roller 10T

5. Dumper (Lead considered 2 Km)

6.4 MACHINERY USED IN BARRAGE, PIER, ABUTMENT & NOF BLOCKS:1. Excavator PC 200 (or equivalent)

2.

Tower Crane 10T @ 40 m

3.

Jack Hammer

4.

ROC 203 Crawler Drill (or equivalent)

5.

Concrete Pump 30 Cum/hr

6.

Mobile Crane

7. Dumper 15T

8.

Transit Mixer 4 Cum

9. Needle vibrator

10.

Dewatering Pump

6.5. MACHINERY USED IN SILT FLUSHING TUNNEL LINING:1.

Boomer L2D

2.

ROC-203


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3.

Jack Hammer

4.

Side-tilting loader: CLG 842

5.

Excavator PC-130

6.

JCB 4D or equivalent

7.

Dumper 15T

8. Wet shotcrete Machine with Rob arm 30 Cum/hr

9.

Concrete Pump 30 Cum (BP 350 or equ.)

10.

Transit Mixer 4 Cum capacity

11.

Scissor lift platform

12.

Grouting equipment13.

Tunnel Formwork

a. 15 m Gantry traveler

b.

12 m shutter

6.6. MACHINERY USED IN HEAD RACE TUNNEL:1. Hydraulic drill jumbo

2.

Hydraulic Excavator

3.

Tunnel Loading Machine (Terex ITC120).

4.

ROC

5.

Jack Hammer.

6.

ITC loader terex ITC 120

7. Tele Handler with Rib-catcher.

8.

Dumper 15T

9. Transit Mixer 4 Cum capacity.

10.

Concrete Pump 60 Cum/hr.

11.

Wet shotcrete machine 18-20 Cum/hr.


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12.

Tunnel Formwork

a.

15 m Gantry traveler.

b.

2 x 12 m shutter.

6.7 MACHINERY USED IN SURGE SHAFT:1. Gantry crane 15T capacity.

2.

Hydraulic Excavator

3.

Excavator PC 130 or equivalent.

4.

ROC 203 Crawler Drill (or equivalent).5.

Hydraulic drill jumbo.

6.

Loader (CLG 842

7. Shocrete machine Stationary(PC 209)

8.

Shotcrete machine 30 Cum/hr.

9.

Grout Pump.

10.

Dumper 15T11.

Transit Mixer 4 Cum

12.

ITC loader terex ITC 120

6.8. MACHINERY USED IN PRESSURE SHAFT:1.

Jack hammer for Horizontal portion excavation.

2. Jack hammer fixed on raise climber for inclined

3.

portion excavation.

4.

Side tiling loader: CLG 842.


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5.

Dumper 15T

6.

Winch (Double drum) 20T.

7.

Group Pump.

8.

Concrete pump 30Cum (BP 350 or equivalent).

9.

Raise climber with stoopers.

10.Transit mixer 4 Cum capacity.

6.9 MACHINERY USED IN MAT POWER HOUSE:

1.

Boomer L2D.

2.

Hydraulic Excavator

3.

ROC 203.

4. Jack hammer.

5.


6.

Tele Handler with Rib-catcher.

7.

Dumper 15 T

8.

Transit mixer 4 Cum capacity.

9. Wet shotcrete machine with Robo-arm 30 Cum/hr

6.10 MACHINERY USED IN TRANSFORMER CAVERN:1.

Boomer L2D.

2.

Hydraulic Excavator3.

ROC 203.

4. Jack hammer.

5.


6.

Tele Handler with Rib-catcher


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7.

Dumper 15 T

8.

Concrete Pump.

9.

Shotcrete Machine (30 Cum/hr.10.

Transit mixer 4 Cum capacity

6.11 MACHINERY USED IN TAIL RACE TUNNEL:1. Boomer L2D.

2.

Side-tilting loader: CLG 842

3.

Dumper 15T4.

Tele Handler with Rib-catcher.

5. Wet shotcrete machine

6.

Concrete pump 30 Cum (BP 350)

7. Transit mixer 4 Cum capacity.

8.

Grout Pump. .

9.

Tunnel Forwork: Mechanical gantry

6.12 DETAIL OF EQUIPMENT/MACHINERY:1.

Hand Winch complete.

2.

ELGI Auto compressor.

3.

Single Drum Winch.

4.

Air Receiver Tank (1512 mm dia).

5.

Air Receiver Tank (1035 mm dia).

6.

Box containing 2 Nos. safety

7. valve & 1 No. Dial Gauge.

8.

600 CFM Diesel Compressor(Atlas copco). .


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9.

Total station with Battery and charger.

10.

Mahindra Scorpio vehicleVA 10 2000

11.

Total station spectra Model TS 415.

12.

Crawler Dozer 165 HP PENG PU 165 Y.

13.

Tata HYVA, Model LPK 2516 TC/38, UA 10 4891.

14.Tata HYVA, Model LPK 2516 TC/38, UA 10 4898.

15.


16.


17.


18.

TATA TipperUA 10 CA 0098.19.TATA Tipper (Explosive Van) UK 07 Y 0973

20.

Total Station, Make LEICA, Model TC 407.

6.13 LIST OF ADDITIONAL EQUIPMENT/MACHINERY:1.

Concrete Pump.

2.

Mygrout Pump

3.

Portable Magazine.

4.

Submersible Pump 25HP

5.

Welding set.

6.

Rib bending Machine.

7. Chaser machine for Rock bolting.

8.

Electric Compressor.

9.

Ventilation fan.

10.

Light vehicle.

11.

Cifa shotcrete pump.

12.

Additional Machinery PC 130 Excavator.

13.CIFA shotcrete machine.


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14.

Ventilation Fan.

15.

Batching Plant (30 Cum).

16.

Total slators with inbuilt profiler.

17.

JCB

18.Water tanker.

19.

Tipper 10T

20.

One Boomer in Transit

21.

Dozer

22.

TPH portable crusher


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Chapter 7Photographs of the Machinery

Used in the Project


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Chapter 7

Photographs of the Machinery used In the Project

Fig. 7.1 Hydra

Fig.7.2 Terex


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Fig.7.3 Tam Rock

Fig7.4 Sika Shotcreting Machine


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Fig. 7.5 Unique Crane

Fig. 7.6 Mechanical Gantry Formwork


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Fig. 7.7 Hydraulic Gantry formwork

Fig. 7.8 Blowers


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Fig.7.9 ROC

Fig.7.10 Batching Plant(Adit 2)


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Fig.7.11 Vibratory Roller

Fig.7.12 Mobile Crane ( Crawler Mounted)


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Fig.7.13 Excavator

Fig.7.14 Concrete poring bucket


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Fig.7.15 Tower Crane

Fig.7.16 Scissor Lift


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Fig.7.17 Manitou

Fig.7.18 Transit Mixer (4cum)


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Fig.7.19 Cifa Shotcrete Pump


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Fig.7.20 Concrete Pump

Fig.7.21 Vibrator


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Fig.7.22 Grouting Pump

7.23:Hiywa


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7.24: Air Compressor

7.25: Mobile Crane (wheel mounted)


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7.26: Mobile Crane (Crawler Mounted)


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7.27: Sika Shot-Crete Machine

7.28: Alimak Raise Climber


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Chapter 8Effect of the Project on

Environment


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Chapter 8

Effects of the Project on Environment

8.1 GENERAL:Based on the project details and the baseline environmental status, potential

impacts as a result of the construction and operation of the proposed Sainj

hydroelectric project have been identified. This Chapter deals with the anticipated

positive as well as negative impacts due to construction and operation of the

proposed project. The mitigation measures have also been given where ever is

possible.

The impacts which have been covered in the present Chapter are

categorized as below:1. Impacts on Water Environment

2.

Impacts on Air Environment

3.

Impacts on Noise Environment

4. Impacts on Land Environment

5.

Impacts on Biological Environment

6.

Impacts on Socio-Economic Environment

8.2 IMPACTS ON WATER ENVIRONMENT:

The various aspects covered under water environment are:1.

Water quality

2. Sediments

3.

Water resources and downstream users

8.2.1Water quality:1.Construction phase

The major sources of surface water pollution during project construction

phase are as follows:

1.Sewage from labor camps/colonies.


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2.Effluent from crushers

3.Effluents from other sources

1. Sewage from labor campsThe project construction is likely to last for a period of 4.5 years. The peak labor

strength likely to be employed during project construction phase is about 800

workers and 200 technical staff. The employment opportunities in the area are

limited. Thus, during the project construction phase, some of the locals may get

employment. It has been observed during construction phase of many of the

projects; the major works are contracted out, who bring their own skilled labour.

However, it is only in the unskilled category, that locals get employment. The

construction phase, also leads to mushrooming of various allied activities to meet

the demands of the immigrant labour population in the project area.

The following assumptions have been made for assessing the emigrating

population in the area:

1.

In 80% of the family of workers both the husband and wife will work.

2.

In 100% of the family of technical staff, only husband will work.

3.

2% of total migrating population has been assumed as service providers.

4.

50% of service providers will have families.

5.

Family size has been assumed as 5.

Based on experience of similar projects and above referred assumptions, the

increase in the population as a result of migration of labour population during

construction phase is expected to be of the order of 3200.The domestic water

requirement has been estimated as 70 lpcd. Thus, total water requirements work

out to 0.22 mld. It is assumed that about 80% of the water supplied will be

generated as sewage. Thus, total quantum of sewage generated is expected to be

of the order of 0.18 mld. The BOD load contributed by domestic sources will be

about 144 kg/day. It is assumed that the sewage is discharged without any

treatment for which, the minimum flow required for dilution of sewage is about

2cumec.

Detailed DO modeling was done using Streeter Phelpss model. The D.O. level was

estimated using the following equation:


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K1LA [10-K1t10-K2t ]

Dt = ------------------------------- + DA 10-K2t

K2K1

Dt = D.O. deficit downstream at time t.

K1 = Deoxygenating rate

K2 = Reiteration rate

LA = Ultimate upstream BOD

DA = D.O. deficit upstream

t = Time of stream flow upstream to point at which D.O. level is to be estimated.

2. Effluent from crushersDuring construction phase, at least one crusher will be commissioned at the

quarry site by the contractor involved in construction activities. It is proposed only

crushed material would be brought at construction site. The total capacities of the

two crushers are likely to be of the order of 120-150 tph. Water is required to

wash the boulders and to lower the temperature of the crushing edge. About 0.1

m3 of water is required per ton of material crushed. The effluent from the crusher

would contain high-suspended solids. About 12-15 m3/hr of wastewater is

expected to be generated from each crusher. The effluent, if disposed without

treatment can lead to marginal increase in the turbidity levels in the receivingwater bodies. The natural slope in the area is such that, the effluent from the

crushers will ultimately find its way in river Sainj. This amounts to a discharge of

0.0033 to 0.0042cumec. Even the lowest 10 day minimum flow in river Sainj is

4.82cumec. The effluent from crusher will have suspended solids level of 3000-

4000 mg/l. On the other hand, suspended solids as observed at various sampling

locations, during water quality monitoring studies was observed to be


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Substantial quantities of water would be used in the construction activities. With

regard to water quality, waste water from construction activities and runoff from

construction site would mostly contain suspended impurities. Adequate care

should be taken so that excess suspended solids in the wastewater are removed

before discharge into water body. The effluent is proposed to be treated bycollecting the waste water and runoff from construction sites and treating the

same in settling tanks.

8.3 IMPACTS ON AIR ENVIRONMENT

8 .3.1. Construction phaseIn a water resources project, air pollution occurs mainly during project

construction phase. The major sources of air pollution during construction phase

are:

1.

Fuel combustion in various construction equipment, e.g. crushers, drillers,

rock bolters, diesel generating vehicles, etc.

2.

Fugitive emissions from crusher

3.

Impacts due to vehicular movement

1.Pollution due to fuel combustion in various equipment

The operation of various construction equipment requires of combustion offuel. Normally, diesel is used in such equipment. The major pollutant, which

gets emitted as a result of diesel combustion, is SO2. The SPM emissions

are minimal due to low ash content. Based on past experience in similar

projects, SPM and SO2 are not expected to increase significantly. Thus, in

the proposed project, no significant impact on ambient air quality is

expected as a result of operation of various construction equipment.

2.Emissions from various crushers

The operation of the crusher during the construction phase is likely togenerate fugitive emissions, which can move even upto 1 km in

predominant wind direction. During construction phase, one crusher each

is likely to be commissioned at the barrage and powerhouse sites. During

crushing operations, fugitive emissions comprising of the suspended

particulate will be generated. There could be marginal impacts to


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settlements close to the sites at which crushers are commissioned.

However, based on past experience, adverse impacts on this account are

not anticipated. However, during finalizing the project layout, it should be

ensured that the labour camps, colonies, etc. are located on the leeward

side and outside the impact zone (about 1.5 to 2 km) of the crushers. Inaddition, appropriate management measures has been suggested as a part

of the Environmental Management Plan.

3. Impacts due to vehicular movementDuring construction phase, there will be increased vehicular movement for

transportation of various construction materials to the project site. Large

quantity of dust is likely to be entrained due to the movement of trucks and

other heavy vehicles. However, such ground level emissions do not travel

for long distances. Thus, no major adverse impacts are anticipated on thisaccount.

8.4 IMPACTT ON NOISE ENVIRONMENT:

8.4.1. Construction phaseIn a water resource projects, the impacts on ambient noise levels are expected

only during the project construction phase, due to earth moving machinery, etc.

Likewise, noise due to quarrying, blasting, vehicular movement will have some

adverse impact on the ambient noise levels in the area.

Noise level due to various construction equipments:

Equipment Noise level dB(A)

Earth moving

Compactors 70-72

Loaders and Excavator 72-82

Dumper 72-92

Tractors 76-92

Scrappers, graders 82-92

Pavers 86-88

Truck 84-94

Materials handling

Concrete mixers 75-85

Movable cranes 82-84

Stationary

Pumps 68-70

Generators 7 2-82


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Compressors 75-85

Others

Vibrators 69-81

Saws 74-81

8.5 IMPACTS ON LAND ENVIRONMENT:8.5.1 Construction phaseThe major impacts anticipated on land environment during construction are as

follows:

1. Quarrying operations

2.

Operation of construction equipment

3.

Soil erosion

4.

Muck disposal

5. Construction of Roads

1. Quarrying operations A project of this magnitude would requiresignificant amount of construction material. The details are given in Table-

7.5.1

Material QuantityCoarse aggregate 0.111 Mm3

Fine aggregate 0.066Mm3

Cement 63800 ton

Structural steel 1000 ton

Reinforced steel 10400 ton

BQ steel 1190 ton

The cement will be transported from ACC Barmana and Ambuja cement factories.The steel transported from Jalandhar by road. However the requirement of

concrete can be met from quarry has already been acquired for Larji Project to be

utilized for Sainj project also. The quarry site is located at Silly Larji and about 30

km from the barrage site. A part of the concrete can be met by using the muck

generated during excavation of the tunnel, powerhouse and other project


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appurtenances, by crushing it into the required size. The quantum of muck

utilization as construction material would depend on the engineering properties

of the muck and its suitability for construction.

The quarrying operations are semi-mechanized in nature. Normally, in a hilly

terrain like Himanchal Pradesh, quarrying is normally done by cutting a face of thehill. A permanent scar is likely to be left, once quarrying activities are over. With

the passage of time, the rock from the exposed face of the quarry under the

action of wind and other erosion 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.

Similarly, the proposed project would require significant amount of fine material,

which can be met either by crushing the aggregates or by excavation from borrow

areas. In the proposed project, large quantity of fines shall be required, whichwould entail excavation from borrow pits. Normally, such sites are left untreated

after excavation of the construction material. The pit so created impedes the

natural drainage, increases the potential for soil erosion and stores rain water and

runoff. These pools of water can serve as habitats for proliferation of mosquitoes,

which can lead to increased incidence of vector-borne diseases.

2. Operation of construction equipment

During construction phase, various types of equipment will be brought to the site.

These include crushers, batching plant, drillers, earthmovers, rock bolt

sainj hydr

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