1. POWERFUL Parbati
Parbati Hydroelectric Power Project
(6-8 WEEKS SUMMER TRAINING)
A PROJECT REPORT
Submitted by
JITENDER K. KASHYAP
In partial fulfillment for the award of the degree
Of
Bachelor of Technology
IN
CIVIL ENGINEERING

2. Table of Contents
PRELIMINARIES
 Declaration
 Certificate
Acknowledgement
 Abstract
1. Introduction…………………………………………………………………..……3-5
2. Company Profile
3.  Title of Project
4.  Approach Road & Location of Project
5.  Objective of Project
2. Salient Features about Project……………………………...……………..…………6-13
3. Map location of parbati project……………………………..………..…..………..14-15
4. Testing of Different material performed at site……………………………..16-21
5. Common Machinery used in various parts of Project…………………………….22-33
6. Construction sequence………………………………………………………….....34-38
7. Main Components of Hydro Power Project……………………………………….38-53  Barrage, Wier  Desilting
arrangement.  Head race tunnel.  Surge shaft.  Power house.  Steel yard.  Tail race.
8. Conclusion…………………………………………………………....54

3. DECLARATION
I hereby certify that the project entitled “HYDRO-ELECTRIC POWER PROJECT” by JITENDER K.
KASHYAP, University Roll No. AACI01368B/09L in partial fulfillment of requirements for the award
of degree of B.Tech (Bachelor of Technology) submitted in the Department of Civil Engg. at
under ARNI UNIVERSITY ,KATHGRRH, INDORA (H.P) is an authentic record of my own carried out
under the Site Engineer Mr. MOHAMAD RAFIQUE . The matter presented has not been submitted
by me in any other University / Institute for the award of B.Tech Degree.
JITENDER K. KASHYAP (AACI01368B/09L)
knowledge.
Mr. MOHAMAD RAFIQUE Site Engineer(civil), Costal Project limited PARBATI H.E PROJECT STAGE-II
Dam Complex, Manikaran
Mr. S.N. RANAUT (Project AM ,civil) Costal Project limited H.E PROJECT STAGE-II Dam Complex,
Manikaran

4. ACKNOWLEDGEMENT
My grateful thanks go to Mr. MOHAMAD RAFIQUE– Site Engineer (Costal Project limited ). A big
contribution from him during the Eight week was very great indeed . This project work makes me
realized the value of working in construction project and a new experience in working
environment , which challenges me every minute . Not forget , great appreciation go to the rest of
Project Engineers , Supervisors and foreman , they help me from time to time and give knowledge
during the project training . The whole Training time really brought me to appreciate the true
value of learning and respect of seniors.
Great deals appreciation go to the contribution of my training Instructor - Mr. RAJESH THAKUR
(Costal Project limited). I am also would like to thankful to AM - Mr. S.N. RANAUT (Costal Project
limited) , for the wise idea throughout the training time , and all the staff in the Costal Project
limited PARBATI H.E PROJECT STAGE-II , Dam Complex, Manikaran office that patient in helping us
complete this training project.
Last but not least I would like to thank my friends or training mates especially those who learn
together at project site.

5. 1. Introduction
1.1 Company profile
Coastal projects limited (CPL) is one of theprosperous consruction companies in private sector
engaged in developing infrastructor projectsall over the country. The company icorporated in the year
1995, is mainlyengaged in various civil works/construction activities in different states of the country.
CPL has emerged as one of the pioneers and specialist in the underground excavation covering all jobs of
civil construction of hydro power projects like power house complex, HRT, TRT, Surge Shaft , Surge
chamber, Desilting Chamber, adits etc.

6. 1.2 Title of project
Preamble Himachal Pradesh is blessed with abundant water resources in its five major rivers i.e .Chenab,
Ravi, Beas, Satluj and Yamuna, which emanate from the Western Himalayas and flow through the State.
These snowfed rivers and their tributaries carry copious discharge throughout the year and flow with
steep bed-slopes, which can be exploited for power generation. As the power is the most important and
most essential input for economic development of any country. The standard of living in any country can
be judged by its power generation. The growth in agriculture and industry is entirely dependent on the
rate of growth in power sector. Of the 4501 MW identified hydel potential of the Beas Basin, the
contribution of the Parbati, one of its major tributaries, is the maximum. In Stage-II (Parbati-Sainj
Link),Parbati waters will be utilized at the Suind Power House in the Sainj valley. The Parbati Stage-III is a
run-off the river scheme, envisaging the diversion of the tailrace release of Stage-II Power House as well
as inflows from Sainj river through a 7980 m headrace tunnel utilizing a design discharge of 177 cumecs
at a maximum rated head of 326 m for generation of 520 MW (4130 MW) in a underground Power
House near village Bihali near the confluence of the Sainj and Beas Rivers . Power Demand in Northern
Region The power demand has outstripped availability to an alarming extent in the country as a whole,
and in the Northern Region in particular. Northern Region, already under severe power deficit, is
expected to be in the grip of acute power shortage even after accounting for benefits from the ongoing
projects. Central Electricity Authority (CEA) has estimated the hydroelectric potential in the country at
84000 MW at 60% load factor. The installed capacity in the country has already grown to 107643.70
MW by March 2003. Existing projects and projects presently under execution account for only about
28552.56 MW, out of which 8696.57 MW is hydropower and 18660 MW & 1180 MW thermal and
nuclear power respectively. It is anticipated that the Northern grid would be short of peak capacity of
about 1156 MW by 2006-2007 and about 8161 MW by 2011- 2012. The need for Parbati HE Project
stage-III has therefore been considered in context of power shortage particularly peaking capacity in
Northern region.
Hydel Development in Beas Basin Hydel potential of Beas basin has been identified as 4501 MW. Out of
this Beas Sutlej Link Project (990 MW) Pong Dam (360 MW) Uhl stage I (110 MW) Uhl stage II (60
MW), Malana (86 MW), Baner (12 MW) and Gaj (10.5 MW) are the projects already commissioned and
in operation. Few projects viz. Larji and Uhl Stage III and Khauli are under construction. River Beas
originates from ' Beas Kund ' a small spring near Rohtang Pass at elevation 4085 m. Unlike other major
rivers of Northern India, any natural lake does not feed this river. The river passes through famous Kullu
Valley. Parbati River, Hurla nallah and Sainj River are major tributaries of Beas River in Kullu Valley. The

7. available drop of about 2640 m between Parbati and Sainj river was envisaged to be developed in a
cascade system (Parbati II and III) with an estimated installed capacity of about 1320 MW. (Layout map
showing Parbati Stages II and III is presented in Fig. 1.2.).
Parbati Stage II : developments are estimated to provide 800 MW hydro power.
Parbati Stage II : involves construction of 90 m dam on Parbati River at Pulga. The water availability will
be enhanced by tapping streams Jagrai, Hurla and Jiwa. The powerhouse will be constructed near village
Suind. The construction work of Parbati Stage II is in progress.
Parbati Stage III development utilizes tailrace releases of Parbati Stage II powerhouse as well as inflows
from Sainj River by constructing a diversion dam near Sainj village and underground Power House near
village Bihali utilizing a gross head of 356 m to generate 520 MW of power. The locations of Parbati
Hydroelectric Projects Stage II and III are shown in Fig. 1.2
Need for Further Expansion and Development of Parbati Hydroelectric Projects From the growth of
peak demand, anticipated installed generating capacity and the schemes proposed under
construction/consideration during 8th and 9th Five Year plan period it is observed that power supply
position in the Northern Region would become more acute from the start of Tenth Five Year Plan and
serious power shortage will have to be faced unless additional schemes are taken up immediately and
implemented to derive timely benefits. The most important source of power development in the
northern region is its abandoned hydro resources located in Himachal Pradesh, Uttaranchal and Jammu
& Kashmir. Among various identified schemes available for hydroelectric development, Parbati
hydroelectric projects are considered very attractive from the point of view of deriving benefits at the
start of Tenth Plan.
1.3 Approach Road & Location of Project
Study Area Location and Approach Kullu District is centrally located in Himachal Pradesh situated
between 31O20’25” to 32o25’0”N latitude and 76o56’30” to 77o52’20”E longitude covering an
geographical area of 5503 sq.km. The District comprises three Tehsil viz. Kullu, Banjar and Nermand and
2 sub-tehsils viz. Ani and Sainj. The project area is situated in Kullu district. The latitude and longitude of
the Parbati Stage III dam site are 31o46‟N and 77o 15‟E respectively. It is a run-off river scheme,
envisaging the diversion of tailrace waters of Parbati Hydroelectric Project Stage-II powerhouse together
with inflows from Sainj River. Parbati Hydroelectric Project Stage-III dam site is located at Suind and the
powerhouse at village Bihali about three km from Aut, a small town on the National Highway No. 21,
about 28 km short of Kullu. The powerhouse and dam are located along the Aut-Sainj-Suind motorable
state PWD road. The powerhouse site of this project is connected to national highway (NH-21) at Aut on
Mandi-Manali highway through threekm motorable road. Project site is 208 Km from Shimla, 258 Km
from Chandigarh, 190 Km from Kiratpur and 508 Km from Delhi. The nearest rail head to the project site
is Kiratpur and the nearest airport is Kullu-Manali airport at Bhuntar. National Highway-21 is proposed
to be widening as per IRC Class-A specifications of National Highway to carry the equipment and
material to project site. Project site is also connected to Pathankot (Punjab), which is a broad- gauge

8. Railway Station of Northern Railway and is about 250 km from Aut. Pathankot-Mandi road is a State
Highway at present, which will shortly have status of National Highway. In addition to the State
Highway, Pathankot is also linked through a narrow-gauge railway line up to Jogindernagar. (Location
map of project site is presented in Fig.1.1.)

9. 2. Salient Features
Salient features of Parbati HE Project (Stage-II) is a run-off river development for power generation of
520 MW. This project would generate 1977.23 million units in a 90% dependable year at 95% machine
availability. It will be operated as a peaking station. The power from this project would be fully absorbed
in the grid. It is in this context that Parbati Stage-III hydroelectric project is being proposed for
immediate implementation. {Map showing study area (7 km radius from dam site) is presented in Fig.
1.3}. Following are the broad components envisaged for the Parbati Stage II Hydroelectric Project:
Location State Himachal Pradesh District Kullu River Sainj (a tributary of Beas river), which will also
receive water from tailrace of Parbati stage-II power house in Sainj valley. Location of Dam & Power
House Diversion dam on river Sainj at Suind village & Power House near Bihali village. Nearest Rail head
Kiratpur Nearest Airport Bhuntar
Hydrology (Sainj River) Catchment area at diversion site 650 square km Snow catchment 152 square km
Diversion Tunnel Diameter 7.5 m, Horse shoe shape Length 445 m Diversion Discharge 800 m3/sec
Invert level at entry EL.1300.00 m Invert level at exit EL.1286.00 m
Diversion Tunnel Gate Number & Size Sill elevation 2 nos., 3.0 m x 7.5 m EL. 1300.00 m Operating
platform EL.1315.00 m
Coffer Dams Location of U/S coffer dam 203 m u/s of dam axis Location of D/S coffer dam 185 m d/s of
dam axis Height U/S coffer dam 14 m (Top El. 1314.00 m) D/S coffer dam 6 m (Top EL. 1294.00 m)
Diversion Dam Type Rockfill dam at Suind Dam Top EL. 1333 m Minimum river bed level at dam site EL.
1292 m Maximum Dam height 43 m Length at top including spillway 229 m Length & Thickness of
Diaphragm Wall 90 m , 0.8 m
Spillway Location Left Bank Type Orifice type Width of spillway 34.50 m No. of bays 3 Crest level of
spillway EL. 1298 m Width of each bay 7.5 m Thickness of piers 6 m
Regulation Gates Hydraulically operated radial gates 7.5 mx12 m R.C.C Breast wall 23 m high Energy
dissipation system Ski-jump bucket with an apron and a preformed plunge pool. Design flood 3300
m3/sec (PMF)
Reservoir Full Reservoir Level (FRL) EL. 1330 m Minimum draw down level (MDDL) EL. 1314 m
Pre-Sedimentation Gross storage at FRL 166.79 ha-m Gross storage at MDDL 38.54 ha-m Live storage
128.25 ha-m Reservoir area at FRL 12.51 ha Length of reservoir (fetch) 1.05 km
Post-Sedimentation Gross storage at FRL 98.92 ha-m Gross storage at MDDL 12.44 ha-m Live storage
86.48 ha-m Reservoir area at FRL 8.78 ha Length of reservoir (fetch) 0.68 km
Intake Number & Size of Openings 2 nos., 9.5 m x 7.9 m Invert level EL. 1302.50 m
Bulk head gate (opening) 4.9 m x 5.5 m Service gate (opening) 4.9 m x 5.5 m Trash rack Inclined, at 100

10. Intake Tunnels Number 2 Nos. Size & type 5.5 m, D- shaped Design discharge from intake 106.20 m3/sec
in each tunnel Length of intake tunnels Size and length of construction adit to intake tunnel 390 m & 450
m 6 m, D- shaped 500 m
Desilting Arrangement Type Dufour type Number & Size of Desilting Chamber 2 nos, 16 m x 24 m x 350
m Particle size to be removed 0.20 mm and above Gate operation chamber floor elevation EL. 1335 m
Size and length of GOC of DC 6 m x 8 m, D-shaped, 73 m Size of gates 4.4 m x 5.0 m No. of gates & Sill
elevation 2, EL. 1300.00 m Dimensions of access adit to GOC of DC 6 m, D- shaped, 160 m Dimensions of
branch adit to DC 6 m, D- shaped, 200 m
Silt Flushing Tunnel Nos., size, shape & length of branch SFT 2 nos., 2 m x 2.2 m, D-shaped, 200 m & 220
m Main SFT size, shape & length 3 m, D-shaped, 180 m Gate operation chamber floor elevation EL. 1282
m Size and length of GOC 6m x 8.5m, D-shaped, 35 m No. & Size of gates 2nos., 2.0 m x 2.0 m Sill
elevation Dimensions- br. access adit GOC to SFT EL. 1273.75 m 6 m, D- shaped, 160 m
Headrace Tunnel Size, Shape & Length 7.25 m, Horse-shoe, 7980 m Design discharge 177 m3/sec
Velocity 4.06 m/sec Bed Slope 1 in 181 Size & shape of adits 6 m, D- shaped Adit No. Length HRT RD
Adit-1- 190 m 60 m Adit-2- 720 m 4047 m
Adit-3- 270 m 7892 m
Surge Shaft Type Restricted Orifice type Diameter & Height 20 m Dia., 113.75 m Height Top elevation EL.
1375 m Bottom elevation EL. 1261.25 m
Bulk Head Gate Nos. & Size 2 sets, 4.5 m x 4.5 m Sill elevation Surge Gallery EL. 1254 m 6 m, D-Shape,
100 m long, 1:150 upward
Branch Adit to Surge Shaft Size, shape and length 6.5 m, D-shaped, 120 m
Pressure Shaft Main (2 Nos. starting from Surge Shaft) Type 2 Nos., Circular, steel lined Dia & Length
4.50 m, 375 m & 345 m long each bifurcating into two Nos. 3.0 m penstocks near powerhouse
Adit to Top of Pressure Shaft Size, shape of adit 6.5 m x 6.5 m & 7.5 m x 8.5 m, D-shaped. length of adit
170 m & 40 m
Branch Adit to Bottom of Pressure Shaft Size & Shape of adit 7.0 m x 6.5 m, D-shaped Invert level at
Pressure shaft junction EL. 959.25 m Length 240 m
Power House Complex Type Underground Installed capacity 520 MW Size of Power House Cavern 122.9
m x 23.2 m x 41.7 m Size of Transformer Cavern 98.2 m x 18.0 m x 25 m No. & Type of D/s Surge
Chambers 4 Nos., Restricted Orifice Type Size of D/s Surge Chamber 15 m x 13 m x 44.0 m Type of
turbine Francis, vertical axis Generating units 4 nos. of 130 MW each Rated head 326.0 m Type of
switchgear GIS type Size of pothead yard 100 m x 40 m
Elevation of pothead yard EL. 1075 m

11. Main Access Tunnel to Power House Size of adit 8 m x 7 m, D-shaped Invert level at Power House Cavern
EL. 974.00 m Invert level at Portal EL. 1065.00 m Length 1110 m Slope 1:12
Approach Adit to Draft Tube “Gate Operation” Chamber cum Transformer Cavern Size of adit 6 m x 7 m,
D-shaped Invert level at transformer cavern Length Nos. & size of Draft Tube Gate EL. 1000.00 m 130 m
4 nos., 4.5 m x 4.5 m each
Construction Adit to Powerhouse Crown Size of adit 6 m, D-shaped Invert level at Power house cavern
EL. 986.00 m Length 250 m
Adit to GIS Crown Size and Length 6 m, D-shaped, 350 m Invert Level EL .1017.0 m
Cable cum Ventilation Tunnel Size of Tunnel 6 m, D-shaped Invert level at Draft Tube gate cavern EL.
1010.00 m Length 300 m
Tail Race Tunnel Size & Length 8.1 m diameter - Horse-shoe 2700 m long Outlet gate size 6.7 m x 8.4 m
Sill level at Outlet EL. 974.00 m Gate Operation Platform level EL. 984.00 m Minimum tail water level EL.
974 m
Construction Adit for Tail Race Tunnel Size of adit 6 m, D-shaped Portal Elevation EL 1008 m Invert level
at Tailrace Tunnel EL. 956.7 m Length 460 m
Slope 1: 9
Power Generation Installed capacity 520 MW Annual energy generation in 90% dependable year at 95%
machine availability
Environmental Impact Assessment Objectives of the Study The proposed study covers: _ Assessment of
the existing status of water, land, biological, climatic, socioeconomic,health and cultural component of
environment _ Identification of potential impacts on various environmental components due toactivities
envisaged during pre-construction, construction, and operational phases of the proposed Hydroelectric
Project _ Prediction of significant impacts on the major environmental components using appropriate
mathematical/simulation models _ Preparation of environmental impact statement based on the
identification,prediction and evaluation of impacts _ Delineation of environmental management plan
(EMP) outlining preventive and curative strategies for minimising adverse impacts during pre-
construction,construction and operational phases of the proposed project alongwith the cost and time-
schedule for implementation of EMP _ Formulation of environment quality monitoring programme for
construction and operational phases to be pursued by the project proponent
Details of Work Plan under Each Environmental Component Water Environment _ Study of the regional
water resources with respect to their quantity and quality _ Estimation of possible siltation in the
reservoirs, and recommendations on appropriate watershed management practices (e.g. Catchment
Area Treatment) for enhancing operational life of impoundage _ Prediction of changes in water quality

12. due to impoundage _ Assessment of environmental impacts due to the projects at Dam sites, and
upstream and downstream of Dam sites through impact networks Land Environment
_ Delineation of landuse pattern in the catchment area through the analysis of remote sensing data _
Identification of critically and severely eroded areas in the catchment _ Identification of the borrow
areas and quarries for extraction of earth and stone materials for construction _ Identification and
enumeration of land areas (Private, Government etc.) likely to be submerged _ Identification of critical
zones, viz. degraded forests, steep slopes, etc. through secondary information and remote sensing data
and ground truthing _ Prediction of loss of forest resources in submergence area
_ Delineation of plans for restoration of excavation and stone quarry areas with recourse to integrated
biotechnological approach _ Delineation of compensatory afforestation and Catchment Area Treatment
Measures
Biological Environment Aquatic _ Assessment of biotic resources with special reference to primary
productivity, zooplankton, benthos, fishes and avifauna in impact area _ Identification of fish habitats,
monitoring of resident and migratory fishes, assessment of fisheries potential in the reservoir, and
requirement of fish ladder _ Assessment of potential excessive growth of aquatic weeds and
intermediate host vectors in the reservoir
Terrestrial _ Collection of information on flora and fauna including rare and endangered species in the
catchment and submergence areas _ Identification of forest types and density in catchment and
submergence areas, biodiversity and importance value index of the dominant vegetation in the impact
region of proposed project _ Collection of data on wildlife population (including birds), feeding areas,
waterholes, migratory routes etc. in catchment and submerged areas _ Assessment of potential impacts
on national parks and sanctuaries _ Assessment of economic value of existing forests in impact area _
Prediction of impacts on forests due to submergence, and assessment of changes in flora and fauna in
the submergence and command areas

14. 4.Climate and Weather
Assessment of changes in microclimate due to enhanced evaporation losses band atmospheric humidity
Prediction of impacts arising out of increase in noise levels, particulate concentration, and fugitive
emissions during construction activity
Socio-economic, Health and Cultural Environment _ Collection of baseline data on demography with
special reference to occupational patterns, infrastructure resource base, and economy _ Collection of
baseline data on morbidity pattern with specific reference to prominent endemic diseases _ Assessment
of information relating to tourism, monuments/sites of cultural, historical, religious, archaeological or
recreational importance including wildlife sanctuaries and national parks likely to be impacted by the
proposed projects _ Collection of data on riparian rights of downstream users vis-à-vis proposed water
releases _ Prediction of disruption in social life due to relocation of human settlements, submergence of
bridges and roads, and assessment of rehabilitation requirements _ Prediction of anticipated health
problems due to vector borne diseases induced by water impoundage _ Prediction of health problems
related to changes in population density, and distribution of immigrant construction workers _
Prediction of economic benefits to community and environment arising out of the proposed projects _
Interaction with Non Government Organizations (NGOs), social organizations and community
consultations in the areas likely to be impacted due to the proposed projects.
Additional Studies Environmental Management Plan is delineated along with cost and time schedule
incorporating the following plans: _ Compensatory Afforestation Plan _ Green Belt Development Plan _
Catchment Area Treatment Plan _ Ecological Conservation & Management Plan _ Reservoir Rim
Treatment Plan _ Free Fuel Supply Plan _ Landscape and Restoration Plan _ Muck Disposal Plan _ Solid
Waste Management Plan _ Fisheries Development and Management Plan _ Resettlement and
Rehabilitation Plan _ Human Health Systems Management Plan _ Disaster Management Plan _
Environmental Monitoring Programme.
Fig. 1.1 : Location Map for Parbati Hydroelectric Project Stage II and III
Fig. 1.2 : Layout Map for Parbati Hydroelectric Project Stage I, II and III

15. 5. TESTING OF DIFFERENT MATERIAL PERFORMED AT SITE
List of Practical Performed:
Sr. No. Practical
1. Cube Test & Detail
2. Silt Content (For Sand)
Cube Testing For Concrete Cubes
Cube Mould :-15cm*15cm*15cm
Tamping Rod :-16mm dia. & 600mm length
Test Detail:
 3 cube- 7 days testing  3 cube- 28 days testing
Testing Strength:
 7 days testing strength- 70%  28 days testing strength- 100%
Procedure:
1. Cube will fill with three layers. 2. For each layer 35 tamping 3. Thickness of each layer should be equal
to 5 cm. 4. Cube Strength = Load/Area 5. Cube Density = Weight/Volume 6. Standard Cube Weight = 8.1
kg
Fig: Cube Testing
Silt test for Sand
Silt can be determined by two methods:-
 By volume method  By weight method  By volume method
% of silt = (Silt/Sand)*100
According to CPWD specification actual result should not be more than 8%.
Calculation of Material Used:
For Example calculation of the material i.e steel & cement, fine aggregate, course aggregate for a small
section of tail race:

16. PCC Calculation:
 Length 6.5m  Width 2.9m  Depth 0.15m
Volume = 6.5 x 2.9 x 0.15 = 2.8275 m³ Grade used: M10 (1: 3: 6)
Cement bag used = 1/10 x 1.54 x 28.5 x Vol
= 12.409
~13 bags
Sand used (factor - 1.25) = 1.25 x 13 x 3
= 48.75 cu ft
Aggregate used = 13 x 6
= 78 cu ft
Steel calculation:
o Length 6.5m o Width 2.9m o Depth 0.15m
o At side walls: 16 mm @ 130 mm c/c spacing and 8 mm @ 100 mm c/c spacing
o At bottom Raft : 16 mm @ 130 mm c/c spacing and 8 mm @ 100 mm c/c spacing
Length / Spacing = 6.5 / 0.130 = 50 x 2 bars = 100 bars = 100 x length of bars = 100 x
2.9 m = 290 R/mt
Formula to calculate steel bars:
1 m = D2 / 162 = 162 / 162 x 290 = 458.27 kg/m
Concrete used:
Volume of figure shown above = 8.6285 + 8.6285 + 7.83
= 25.087 m³
Grade used : M 25 (1: 1: 2 )
Cement bag used = ¼ x 1.54 x 28.5 x vol.
= 275.27
~275 bags
Sand used = 275 x 1.25 x 1

17. = 343.75 cu ft
Aggregate used = 275 x 2
=550 cu
Lay out plan for parbati Hydroproject:

18. 6. COMMON MACHINERY USED IN VARIOUS PARTS OF PROJECT
EXCAVATOR:-
Excavator is used for the purpose of excavate the hard strata. It has been used for various
purposes in this project. Most of the excavation in Power house site , tunnel sites and road has been
done with the help of excavator. There are two types of excavators.
 JCB (It‟s a Scientist name : Joshafy Cyrail Bemford)
 Pocklane (Jcb with chain)

HYDRA:
Hydra is a machine which is use to carry heavy load like steel plates, heavy wires, cement concrete
mixer, steel bars and many more machineries. This get settled heavy machines to their site position.
Fig: Hydra
LOADER:
This machine is used to carry heavy material like stone, sand, aggregate and much more from one place
to another to reduces man power and time. This machine is mostly used inside the tunnel but small
loaders are use at site also to carry heavy material.
Fig: Loader
BATCHING CUM MIXING PLANT:
The company has installed their own batching com mixing plant on the site. Sand, 10mm and
20mm are kept in separate heaps. These aggregate are drawn to the weight container with the help of
skipper. Plant has three gates for each size of aggregates.
Cement comes from the ware house through conveyer belts. All these material are loaded to
the mixing drum according to weight specified from control room. Chemicals are added after cons.
Discharges from the drum. Then whole conc. is loaded in to the transit miller and delivered to the site.

19. Fig: Mixing Plant or Beaching Plant
Fig: Mixing Plant with separate heaps of sand and aggregate
JACK HAMMER:
Jack hammer is generally used for drilling purposes. Its weight is normally 34Kg. It has a
handle on the top for the purpose of handling. It has two holds, one for compressed air and other for
water. Compressed air provides hydraulically force and force lubricant inside the jack hammer to
provide lubrication.
Leg pusher (11Kg) is also attached to the jack hammer when we drill on the vertical face of
wall. Drilling rod is also attached to the front face of jack hammer. Rod had a bit on its front face, made
of diamond. Diameter of bit is 32.mm lengths of rod is 2.5f, 5.0
Fig: Jack Hammer
CEMENT
CONCRETE MIXER:
Cement concrete mixer is used to obtain homogeneous mixture of cement, fine aggregate, course
aggregate and water which is not possible in case of manual mixing. Blades are fitted in the mixer and
certain rotation are given to get a homogeneous mixture of concrete.
Fig: Cement concrete Mixer
VIBRATOR:
In order to remove the voids which develop at the time of placing the concrete in any construction
compaction is required to remove these voids and hence vibrator is inserted at the time of placing of
concrete.
Fig: Vibrator
ROLLING PLANT:
Rolling plant is use to roll the steel plates which are used for tunnel lining, penstock ferule, surge shaft
lining and other rolling purpose.

20. TBM(Tunnel Boring Machine):
The Parbati hydroelectric project is located in Himachal Pradesh (India). It is a cascade scheme, planned
to be developed in three stages with an aggregate generating capacity of 2070 MW. Stage-I of the
Parbati hydropower project that envisaged capacity of 750 MW was abandoned in 2001 due to
environment-related concerns. Stage II of this scheme is a run-of-river scheme comprising an 85 m-high
113 m-long concrete gravity dam near Village Pulga in Parbati valley. The reservoir will have a live
storage capacity of 3.09 million m3 , sufficient for four hours full load peaking every day even during
lean flow period. A discharge of 116 cumec from Parbati River and Tosh stream is diverted through a 6
m diameter 31.5 km-long headrace tunnel on the left bank of Parbati to an underground „restricted
orifice‟ surge shaft 17 m in diameter that will feed two steel lined pressure shafts each of 3.5m
diameter having length of 1542 m and inclined at 30° to the horizontal. A gross head of 862 m so formed
is utilized to generate 800 MW of power through 4 generating units of 200 MW each in the surface
powerhouse is located on the right bank of the Sainj river near Suind village, 200 m downstream of the
confluence of the Jiwa Nala and Sainj rivers. Short tailrace channels will discharge the water from the
powerhouse to Sainj river. The project area lies in a high mountainous region in the remote part of
Himachal Pradesh and is prone to land slides and cloud bursts.
Excavation in head race tunnel The 31.5 km long HRT of this project is the longest tunnel in any
hydropower project in the country and one of the longest in the world. The excavation of this tunnel is
very critical for the timely execution of this project. The HRT had been planned to be excavated through
six adits. In absence of the possibility of an intermediate adit in the reach between adit 1 and adit 2, it
has been decided to excavate the HRT by the conventional DBM for a length of 22.476 km with finished
diameter of 6.0 m and balance 9.05 km of circular shape by the open type hard Rock TBM. The
inaccessible terrain had restricted the amount of investigations in comparison to size of the project.
Investigations revealed that the headrace tunnel will broadly pass through seven lithological units of two
geological formations, separated by a regional thrust known as Jutogh (Kullu) Thrust. The rock
encountered was expected to be granite/gneissose granite, quartzite, biotitic schist with subordinate
schistose quartzite. The incumbent cover had been ascertained to be 400 m to 1200 m. Another
important feature of the area is the high angle reverse fault towards the end of HRT near surge shaft,
the zone of which extending to 50-100m thickness. The TBM designed for HRT had been refurbished
Robbins TBM MK 27 of 6.8 m diameter. The cutter head is a closed, backloading type, with recessed
cutters and equipped with low profile muck
Adit portal of TBM(Tunnel boring machine)
buckets and replaceable scrapers. The installed cutterhead capacity is 3150 kW and stroke length is
2.050 m. The machine is equipped with 49 x 432 mm diameter cutters with recommended maximum
operating load per cutter as 267 kN. Nominal cutter spacing is 65 mm and maximum cutterhead rotation
speed is 5.77 rpm. Maximum machine thrust is 18550 kN and considered suitable for hard rock machine.
Maximum total gripping force is 55600 kN carried over 4 gripper pads. The machine is equipped with
ring-mounted probe drilling equipment, which can cover 360 degrees of tunnel. The probe drills with the
maximum probing length of 120 m are also intended for use in the installation of drain holes and for
cover grouting. TBM has arrangement of rock bolting, wet & dry shotcreting and ring beam erector for

21. erection of heavy steel arches. The machine is also equipped with high performance injection grouting
plant. In the event of unexpected geological conditions, drilling into rock ahead of face through
cutterhead would be possible in upper arc. After Launching the refurbished Jarva TBM in the end of May
2004, the contractor Himachal Joint Venture (HJV) faced problems which commonly occur for an initial
phase of a TBM drive such as repairs and replacements of electrical
Two types of TBM’s are used in PHEP-II
Model: Jarva MK27 (Hard rock TBM for HRT)
Mitsubishi TBM MH1- NRM-BORETEC (Double shield TBM for pressure shaft)
Boring diameter 6.8m 4.88m Boring stroke 2.05m(1:8 max used) 1.8m(0.5m only used) Machine length
240m 126m Weight 760 tones 450 tones Cutter head design Flat type Flat type Cutters 17” 17” No. of
cutters 52 32 Cutter head speed 0-10 rpm(5.5 max used) 0-9 rpm Conveyor Belt conveyor Belt conveyor
Length excavated 9.05 km 2*1546 m total = 18.142 km
Rock support
Support class Rock anchor Shotcrete Wire mesh Rib
Class-I 25Ø, 2m long (as req.)
--- --- ---
Class-II -do- 50mm thick in crown only
--- ---
Class-III 4 no., 25Ø, 2m long @1.5 m c/c longitudinally
-do- 3.4mm Ø 100*100 mm2
---
Class-IV 6 no., 25Ø, 3m long @ 1.5m c/c longitudinally
100mm thick in crown only
-do- Steel rib is 150mm@ 8mm c/c 5 segment excluding adjustment piece
Class-v 6 no., 25Ø, 3m long @ 1.5m c/c longitudinally & 2 no. additional side wall anchors (if required)
-do- -do- -do-

22. Achievement with double shield TBM at Pr. shaft
- Excavation of left Pr. shaft=(11 months)
19 Apr 2005-18 march 2006
- Highest achievement rate of shaft no -1
=233m in 1 month (Nov 05)
- From bottom to top towards HRT - Right Pr. shaft=17 July 06-30 Nov 06 =5 months
(record time)
-Av. Highest achievement rate=299m/month
Highest=388m/month (Aug 06)
HRT: - 31.5 km long. - Adit =6 no 1st=inlet Adit to HRT 2nd= Adit 3rd, 4th
,5th ,6th =Adit2,3,4,5 - total face=F1,F2,F3,F4,F5,F6,F7,F8,F9,F10=9
-out of 31.5 km long HRT about 25.5 km long has been completed. Longest stretch 5.8 km left to be
excavated betn. Face 38 face 4 .TBM from face 4 alone has to bore nearly 5km
- after having excavated 4.056 km of HRT face –IV, boring is stalled since 26th Nov 06 after an incidence
of submergence of the machine in a sudden influx of water containing huge quantities Of silt and sand
=>500 lt/minute ->1000 lt/minute 7000m3 sand and silt .(pressure =40 bars)
Tunnel Boring Machine
Construction Sequence
State-of-the-art equipment in operation for the construction of cut-off wall: ECC Concord
Pre-grouting treatment To consolidate the ground to safely construct the cut off wall, Odex drilling and
Tube-a- manchete permeation grouting was done on both sides of the proposed cut off wall area.
Pre-grouting works
Bentonite Management Bentonite slurry was used for trench stability. Due to bouldery & highly
permeable ground, the management of bentonite was a crucial aspect. Preliminary tests were carried
out to define the best composition bentonite slurry. The bentonite slurry was prepared by mixing the
bentonite powder to the water in a high speed mixer. After hydration, the bentonite mud was delivered

23. to the tanks for bentonite storage tanks. Bentonite slurry was circulated between trench and storage
tank through mud pump, booster pump and desanding plant.
De-Sander De-sanding equipment comprises of a series of vibrating screens to remove sand, gravel and
hydro-cyclones to remove silt from trench slurry
Desander for Bentonite management ECC Concord
Trenching Hydromill type trench cutter, 1.0 m deep, 2.8 m wide and 11.4 m tall mounted on Crawler
crane with inbuilt electronic system to monitor the performance of cutter during the time of its
operation was used. While the cutting wheel‟s of the cutter, cuts & mides with bentonite shurry and a
power mud pump bring the cutting to DG sanding plant.
Trench cutter in operation
Chiselling A specially designed heavy chisel was used toadvance trenching through boulders
encountered during trenching.
Chiseling
Tremie Concreting Concreting of the trenched panel was done by tremie method by which the concrete
was poured under bentonite slurry without any mixing of concrete and bentonite slurry.
Tremie concreting
Construction of Desilting Chambers: For the first time L&T is
constructing Desilting Chambers (an underground structure) at Parbati Hydroelectric Project in the
Himalayan region. Rivers flowing from the Himalayan ranges normally carry lots of silt due to high
velocity of the river water. In power generation, if the silt is allowed to enter the turbine, the turbine
blades are likely to get scoured resulting in costly maintenance. Desilting Chambers are thus constructed
to prevent the formation of silt particles. In Parbati Hydroelectric Project, the Desilting Chambers are
designed to remove sediments of particle size 0.3 mm and above. To flush the silt, Desilting Chambers
are provided with 2 Silt Flushing Tunnels of size 2.0 m x 2.2 m which combine together to a 3 m x 3 m
size D-shapedSilt Flushing tunnel back into Sainj River.Two Dufour type 250 m long Desilting
Chambershaving a width 12.2 m and depth 22.5 m are constructed downstream of intake tunnels. A, D-
shaped Adit of size 6.0 m x 6.5 m, has been built for facilitating the construction of Intake Tunnels and
upstream portion of Desilting Chambers. The same Adit branches into another construction Adit leading
to the center of Desilting Chamber at its bottom to facilitate construction.
Scope • Under ground excavation : 180000 cu.m • Rebar : 3200 t • Lining concrete : 41000 cu.m

24. Methodology Construction Sequence The construction sequence involved the following operations: Pilot
drift excavation & side slashing – The first pilot drift is excavated from construction Adit to Desilting
Chamber by using conventional Drill Blast Method. Drifts of both Chambers are excavated in parallel.
The sequences of activities carried out for the excavation included: Side slashing excavation was taken
up after the
completion of Pilot drift by conventional drilling & blasting method and rocks supported by rock bolts,
wire mesh and 100mm shotcrete in two layers.Concrete Lining of the Chamber portion .A structural
steel gantry of length 7.5 m was fabricated and erected for concrete lining of the Desilting Chamber. A
scissor platform was erected well in advance for carrying out the reinforcement work followed by
concreting. The concrete was conveyed by transit mixers and pumped in by concrete pump. Bench
excavation in stages - After the completion of chamber concreting works, contact grouting with low
pressure was carried out to fill the cavities around the concrete. The 12.0 m deep bench excavation was
carried out in four benches each of 3 m depth by using conventional drilling and blasting techniques.
Then the rocks were supported by rock bolts, wire mesh and shotcrete. Lining concrete wall - L&T
Formwork & Scaffolding was used for shuttering and platform. Necessary reinforcement was laid well in
advance and the concrete was conveyed by transit mixers and placed in position using a concrete pump.
Excavation of hopper portion was carried out from the bottom Adit of the Desilting Chamber by
conventional Drill Blast Method. Lining of hopper portion – After excavation was completed, concrete
lining work commenced from invert, wall and then this was taken to the slope portion. L&T formwork
and scaffolding were used for the concreting.
Achievements Enlargement of Desilting Chamber Crownachieved on 10th Aug‟07 against scheduled
14th Sep‟07 i.e. 35 days ahead of schedule. Lining of Desilting Chamber Crown achieved on 23rd Feb‟08
against scheduled 14th May‟08 i.e. 81 days ahead of schedule.
concrete tunnel lining in desilting chamber
Headrace Tunnel Excavation methodology adopted as well as support measures provided in tunnel
varied from place to place depending upon site geological condition encountered at the work face.
Tunnel Support After removal of excavated material from the face, the exposed rock is supported before
taking up the next operation of blasting. Rock support is decided based on rock condition at the face. To
quantify rock at the face, rock mass classification system called “RMR” (rock mass rating) is being used.
Support Methodology Shotcrete This involves applying a mixture of cement and water sprayed by
shotcrete machine fitted with robot arm.
Rock Anchor/Bolt Drilling of hole for the rock bolt is being carried out by Tamrock machine. Rock bolt is
inserted in the hole and grouted either by cement grout or resin grout. A plate is placed outside on rock
on the installed bolt and tightened by nut.

25. Wire mesh Wire mesh in rolls is brought to work face and fixing is done manually by using scissors
platform. Wire mesh will be firmly fixed to the rock by fixing clips into the surface. Fixed wiremesh is
completely covered by shotcrete layer of designed thickness.
Steel Rib
Structural steel ISHB sections are fabricated and bent to the required shape, size and piece.
Concrete Lining Concrete lining of HRT is taken up once the tunnel excavation is completed. Concrete
lining is the final support system in the tunnel and will be done in three stages using CIFA Gantry system.
The three stages of concrete lining include Kerb Concrete, Overt Concrete and Invert Concrete. Concrete
will be pumped through pipes installed on the Gantry. After concreting the required area, gantry will be
moved to the next position and concreting will continue as stated above. 6 cu.m capacity transit
mixtures supply the concrete in to the tunnel.
Special Tunnelling Techniques Where very poor rock conditions are prevailing or tunnel face is unable to
advance with conventional excavation methods, special tunnelling techniques are employed. For such
extremely poor conditions with adverse geology, following special tunnelling techniques viz.
pregrouting, fore poling & pipe roofing are followed.
Installation of pipe roofing Drilling and placement of 89mm diameter 21m long seamless pipes by
Symmetrix drilling system around periphery of tunnel at spacing of 300mm. Drilling and installation of
pipes was done first in heading (above spring line of tunnel). To begin with grouting of primary holes
were taken up, followed by secondary holes. Primary holes are spaced at 600mm and secondary holes in
between primary holes. Thus, pipe roofing and stabilization of tunnel with cavity formation was treated.
Instrumentation To monitor the effect of installed support and monitoring of tunnel movement in
underground structures, specialized geotechnical instruments as follows are installed: Tape
Extensometer - To measure convergence or divergence of tunnel Borehole Extensometer - To measure
rock
deformation in the boreholes Load Cell- To measure load on the installed rock bolt/anchor Survey Target
Point – To measure movement in rock and installed supports
Completed portion of the tunnel:
Branch tunnels to Head Race Tunnel
Construction of Rock-fill Dam: Parbati Hydroelectric Project Stage II is situated on River Sainj. The
Rockfill Dam is under construction at an elevation of 1302m above mean sea level, 3 km from village

26. Sainj in Kullu District of Himachal Pradesh. This is the second Rockfill Dam in India after Dhauliganga in
Uttranchal having a plastic concrete cut-off wall. Following are the salient features of the dam:
Salient Features • Length of the Dam including spillway - 218 m • Base Width - 168m • Top Width - 10m
• Height of the Dam - 43m • Quantity of Impervious core - 76000 cu.m • Quantity of rock fill - 2.64 Lac
cu.m • Quantity of transition & filter material - 1.03 lac cum • Reservoir capacity - 166.79 ha-m • Length
of reservoir - 1.05 km • River bed Level - 1290 m • Full Reservoir Level - 1330 m • Length of Cut-off wall -
117 m
Diversion tunnel inlet Diversion tunnel outlet
Construction of Diversion Tunnel Before commencing the construction work on the dam project, the
flow of river had to be diverted from the main dam area. For this purpose, it was proposed to divert the
river through two diversion tunnels at the right bank of the dam. The tunnels were of 6.75 m finished
diameter, horseshoe in shape having a length of 391m and 440m respectively. They were designed to
carry a discharge of 800 Cumecs (Cubic meter per second) of water. Each tunnel is provided with an inlet
structure having three gates namely service, emergency and stop log gates for regulating the flow of
water. A letter of appreciation was issued by Costal Project Limited for achieving the river diversion with
adverse weather conditions and heavy rains.
Construction of upstream and downstream cofferdam After diversion of the river, upstream and
downstream coffer dams were constructed. This was required to completely dry up the river bed so that
the excavation work can be taken up. The upstream cofferdam prevented the water from spilling over to
the construction area and the downstream coffer dam prevented the backwater to seep through. The
height of upstream coffer dam was 15m and downstream coffer dam was 5m. Curtain grouting was
carried out through the coffer dams to further increase the impermeability of the coffer dams. The
coffer dam consisted of central impervious clay core followed by filter zone rock fill and riprap.
Construction sequence of Rockfill Dam Construction of rock fill dam involved the following sequence of
operations: • The entire area of the dam required clearing, stripping, and trimming to commence the
foundation work, followed by excavation for the trench along the line of the cut-off wall. • Construction
of the cut-off wall. • Consolidation and curtain grouting. • Embankment placing may be performed
simultaneously or as an independent activity on the
cut-off wall • Placing the embankment fills up to the level of foundation of the parapet wall. •
Construction of the parapet wall along the dam crest. • Placing of remaining fill materials on the dam
crest, up to specified camber levels. • Installation of surface targets.
Construction of rock-fill dam in progress