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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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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.
Side tiling loader: CLG 842.
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.
Side tiling loader: CLG 842.
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.
Tata HYVA, Model LPK 2516 TC/38, UA 10 4890.
16.
Tata HYVA, Model LPK 2516 TC/38, UA 10 4889.
17.
Tata HYVA, Model LPK 2516 TC/38, UA 10 4887.
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