A REPORT ON

Vocational Training IN

CHAMERA HYDROELECTRIC POWER PROJECT

(STAGE – III)

under

NHPC LTD. (A Government of India Enterprise)

BY: ISHANT GAUTAM B.TECH (C.E)

ROLL NO. 1232140025

DEPARTMENT OF CIVIL ENGINEERING

BIRLA INSTITUTE OF TECHNOLOGY MESRA, RANCHI

ACKNOWLEDGEMENT

The satisfaction and euphoria that accompany the successful completion of any task would be incomplete without the mention of the people who made it possible, whose constant guidance and encouragement crowned our efforts with

success.

I wish to express my gratitude to Mr. A.K.MALHOTRA , General Manager for

providing a congenial working environment..

I am also indebted to all the Managers and Asst.Managers of different

departments and many others for their useful guidance and encouragement

throughout the training period.

Yours sincerely, ISHANT GAUTAM

Civil Engg. BIT, MESRA

INDEX

The complete project has been divided into the following major parts for a

easier description:

1.DAM SITE

2.HRT

3.POWER HOUSE COMPLEX

4.TECHNIQUES OF ROCK SUPPORTING

5.TOWNSHIP COMPLEX

6.QUALITY CONTROL

7.CONTRACT AND PROCUREMENT

8.ENVIRONMENT AND FOREST

9.GEOLOGY

10.BENEFITS OF THE PROJECT

INTRODUCTION

CHAMERA HYDROELECTRIC POWER

PROJECT –III

The project is located in Chamba district of Himachal Pradesh on the river Ravi

upstream of 300 m MW Chamera-II power station.The power house is located

at Dharwala about 145 kms from the nearest rail head i.e. Pathankot and 255

kms from nearest airport Jammu.The dam is located about 300 m downstream

of confluence of Tundah Nallah and river Ravi an is accessible through Chamba

Bharmour road.

Some of the major salient features of the project are:-

Estimated Cost -- Rs.1405.63 Cr.

Annual generation -- 1104 MU (90% Dependable year)

Year of Completion -- August 2010

Diameter of HRT -- 6.5 Mtr, Horse shoe shape.

Diameter of Surge Shaft -- 18.0 Mtr.Cricular

Size of Desilting System -- 200 Mtr x 13 Mtr x 17 Mtr.

1) DAM SITE The major parts of the Dam site are:

i) Highway Tunnel

ii) Diversion Tunnel

iii) Coffer Wall

iv) Power Intake

v) Desilting Chamber

vi) Silt Flushing Tunnel

vii) Dam

a) Gates

b) Spillway

c) Drainage Gallery

d) Spillway Channel

e) Control Room

i) HIGHWAY TUNNEL

A portion of this State Highway falls in the body of Concrete Dam, as

such it was envisaged to divert a portion of State Highway by realigning the

same at higher altitude alongwith a Highway tunnel in the vicinity of main

Dam. The Highway tunnel 450.50 M long connects realigned, State Highway

760 M from Chamba side and 330 M from Bharmour side. The realigned road

was thrown open to traffic in late July 2007.

The underground excavation for the tunnel was taken up firstly from one face

only, which was later on taken up from both the ends by following the

sequence:-

“Profiling—Drilling—Charging & Blasting ---Dumping of excavated rock—

Providing rock support—clean ing the face---Profiling.”

After exposing the surface the same was applied with primary support system

by installing Rock Bolts and shot crete. The places where the rock was not firm

and largely foliated, rib section with backfill concrete has been provided. The

tunnel was duly supported with shotcrete and rock bolts with ribs and & wire

mesh where err is needed as per the rock conditions.

Salient Features:

TYPE & SIZE OF TUNNEL D- SHAPED,6.5 M DIA., 7 M

Height

ELEVATION U/S EL +- 1405.66

D/S EL +- 1400.23

LENGTH 450.50 MTR.

UNDERGROUND EXCAVATION 23855 cum

TUNNEL OVERBREAK 3519 cum

WIDTH OF CARRIAGE WAY >6.20 M

ii) DIVERSION TUNNEL

Diversion scheme has been designed for protection of site against non-

monsoon floods. The DT is housed in massive to blocky, moderate to

widely jointed greenish gray phyllitic quartzite. The inlet portal is in

moderately to thinly foliated, strong phyllitic quartzite; whereas 5 cm

wide-open joints have been witnessed on D/S reach of portal.

Excavation is carried out by taking up the drilling work with two boom

hydraulic drill Jambo, following different drilling patterns/ loading patterns for

different class of rocks so as to minimize the over break The excavation of

tunnel was taken up from two faces i.e. Inlet & outlet.

Salient Features:

Tunnel dia (Finished): 8.2 m

Total length of DT: 362.15 mtr.

Length of Intake structure: 19 mtrs.

Total qty. of excavation: 28821.766

cum

EL at Inlet: 1351 mtr

EL at Outlet: 1345 mtr

Slope: 1 in 58.808 m

Rock bolt 25mm & 32mm: 7722 mtr.

Wire mesh: 1916.34 sqm

Ribs: 50.789 MT

Post tensioned Rock bolt : 525 mtr.

Rock Anchors : 3284 mtr.

Shotcrete : 398.409 cum

Reinforcement = 324.502 MT

iii) COFFER DAM

Coffer Dam is temporary structure which enables the construction of

dam and diversion tunnel. It also helps in blocking the flow of the

river in its actual direction till the period of construction. It provides

the ground for the construction of dam or in other words it provides

access for machinery for period of construction. Another important

function of coffer dam is it protects the construction site from off

season flooding.

Construction:-

The area was covered with rounded & sub-rounded boulders of river

borne material. For taking up the main works for D.T. & Intake all the

area needed for mobilization and work has to be protected so as to

avoid the waters running into the main working area & hampering the

works. To safe guard the work for constructing the Coffer walls was

taken on war footing by using M 10 A40 Conc., injecting the cement

grout and providing steel anchors against toppling the wall. In all

9218.31 m3 of conc. was used in Coffer walls on U/S & D/S side of

D.T.

iv) DAM STRUCTURE:

The The dam is located 300 Mtr downstream of confluence of Tundah Nallah

and river Ravi is accessible through Chamba Bharmour road. It is a 68 Mtr high

and 75 Mtr long concrete gravity dam with three radial gates, 12.5 Mtr X 16.5

Mtr in size and D shaped spillway tunnel of 110 Mtr length.

The elevation level of the lowest points of the dam structure are

1431m and 1499m respectively.

TYPE:-The dam is a concrete gravity dam .The reason for

constructing a gravity dam is the presence of solid rock foundation

and relatively very weak abutments.

CATCHMENT AREA AND RESERVOIR:-The catchment area of

the dam is 2204 km2 which includes a snow catchment area of 230

km2 .

CATCHMENT AREA : 2203.45 SQ.KM.

SNOW CATCHMENT : 230 SQ.KM.

DIVERSION FLOOD : 840 CUM/SEC

RESERVOIR FEATURES:-

FULL RESERVOIR LEVEL : EL.1397.00M

MIN.DRAW DOWN LEVEL : EL.1380.00M

GROSS STORAGE : 5.48 M.CUM.

LIVE STORAGE CAPACITY : 3.64 M.CUM.

SPILLWAYS:-

The water release system of the dam includes three spillway bays and

a spillway open channel.

.

The salient features of these structures are given below:

SPILLWAY BAY :ORIFICE TYPE WITH BREAST WALLS

DESIGN FLOOD : 11400 CUMECS

CREST ELEVATION : 1360 M.

NUMBER OF BAYS : 3 NOS.

SIZE OF RADIAL GATE : 12.5 X 16.5 M.

SPILLWAY OPEN CHANNEL:

CREST ELEVATION : 1382M

DISCHARGING CAPACITY :1200 CUMECS

RADIAL LOCK GATES:

The elevation level of the gates varies from 1360M at the lowest to

1376.50M at its highest point. These gates are operated using a

TRUNNION BEAM .They can be operated both using electrical and

mechanical systems.

BREAST WALLS:-The Breast wall lies above the lock gates from

elevation level 1376.50M to 1399M.The main purpose of the Breast

wall is to simultaneously handle water pressure along with the radial

gates due to large height of the dam.

DRAINAGE GALLERY:-The Drainage gallery is basically a small

tunnel within the dam which runs along the width of the dam.Its major

purpose is to provide space for installing instruments for measurement

of various physical factors and also for inspection for checking the

stability of the dam.This gallery extends on both sides inside the

abutments.

INSTRUMENTS:-

V-notch:It is used to calculate the discharge of the seepage water in

the drainage gallery..

Normal Plumb line and Inverted Plumb line:The function of the plumb

line is to measure the displacement of the dam structure due to water

pressure in the reservoir and other factors.

Dewatering systems:This system is installed to pump out the seepage

water from the drainage gallery .For this a 610mm dia Lean discharge

pipe is installed in the dam.

Pressure gauge:These gauges are installed for measuring the upward

pressure of the underground water in the drainage gallery.

Piezometric gauges:These gauges are installed to measure the

elevation level of water in the reservoir.

v) POWER INTAKE

The power intake structure comprising of two independent intakes has

been provided on the right bank just U/S of the Dam . Each intake has

been designed for a discharge of 78.42 Cumecs ( which includes 20%

discharge for silt flushing )

.

Sizes of these horse shoe shaped power intake tunnels are 5m dia.

each &lengths are 250m and 315m .Lining of these tunnel has been

completed with gantry arrangement.

A 9 m high x 11.6 m wide trash rack (divided into four parts by means

of concrete beams 0 has been provided for each power intake. It is a

net type structure attach to the opening of the power intake structure.

The purpose of trash rack is to avoid the entering of wooden logs in

the power intake structure.

vi) DESILTING CHAMBER

It is a chamber into which the power intake tunnels open. The velocity

of the water is reduced severly to enhance the settling of silt.

A desilting system (comprising of 2 no’s desilting basins,silt flushing

tunnels, inlet tunnels , branch tunnels and gate operating chambers etc

.) has been provided for removal of silt from water drawn from the

reservoir for Power generation .

These desilting chamber are of dofour type having dimensions 220m

X 13m X 17m including hoopers.

Silt which’ll settle down’ll b flushed out with the help of silt flushing

tunnel. Each chamber’ll constitute a d-shaped branch tunnel of

size 2m X 2.5m & these’ll further combine to form a single d-shaped

silt flushing tunnel of size 2m X 3.5m.

vii) SILT FLUSHING TUNNEL(SFT)

It is a structure which provides the way to remove the silt from the

desilting chamber and flush the silt in the river on the downstream

side. It starts from the bottom portion of the desilting Chamber and

opens into the river. It is a D-shaped structure which opens at EL1350.

It is provided with gates at the junction of SFT and Desilting Chamber

to control the flow of water and silt through the SFT. Generally SFT is

used during monsoon because the amount of silt in river increases

rapidly during monsoon.

viii) GATE OPERATION CHAMBER(GOC’S)

GOC’S are made for gate operation in water intake tunnel , Desilting

Chamber , Branched Tunnels. These gates are operated through

respected gates operation chambers.

Power Intake Gate Operation Chambers-It controls the gates at the

junction of power intake tunnel and desilting chamber.

Desilting Basin Gate Operation Chambers- It controls the gates at the

junction of desilting chamber and SFT and desilting chamber and

branched tunnel.

2) HEAD RACE TUNNEL (HRT)

The main purpose of HRT is to take the water from the reservoir to the

power house . It also controls the velocity and amount of water. The 2

branched tunnels combines to form HRT.

The horse shoe shaped head race tunnel 15.9 Km long ,6.5 m finished

diameter and having a average slope of 1 in 315 is designed to carry a

design discharge of 130.7 cumecs , at a velocity of 3.73 m /sec .The rock

cover above headrace tunnel generally varies from + - 100m to + -

1000m. The water conductor crosses Balij Nallah as a steel conduit of

about 130 m length . Six numbers of construction ADITS have been

proposed to facilitate excavation of Head race tunnel from eight faces

.The distances of the ADITS from the starting point of HRT and their

respective lengths have been given below:

I RD 63.60 M. : 159.35 M.

II RD 2236 M. : 193.00 M.

III RD 7185 M. : 213.00 M.

IV RD 11741.25 M. : 103.00 M.

V RD 11891.25 M : 63.80 M.

VI RD 15774.00 M. : 365.87 M.

3) POWER HOUSE COMPLEX:

The Power House Complex consists of the following structures:

i) SURGE SHAFT

The restricted orifice type underground Surge Shaft of 18 Meter

Diameter and 110 meter height above HRT crown has been proposed at

RD 15930 m . Top level of Surge shaft is proposed as EL 1435 m based

on prelimnary transient studies .

Surge shaft constitutes two galleries:

1. Upper expansion gallery (U.E.G.):

It is horse shoe shaped having dia. of 6.5 m at E.L.1408.5m.

its length is 342.0m.

2. Lower expansion gallery (L.E.G.):

It is also horse shoe shaped having dia. of 7.5m at E.L.1332.25m.Its

length is 250.0m.

Function

1. Basic function of surge shaft is to compensate the water hammering

effect. As we know ,we can’t make all the units to work regularly so if

sometimes we’v to stop the water supply for some maintenance purposes

then water will strike back with a hammering effect,which can damge

H.R.T. so in order to dissipate this effect a huge tank with open mouth is

required known as “surge shaft”.

2. It helps in providing a constant head even in lean season.

3. It prevents air locking in H.R.T ,due to which H.R.T is always filled with

water.

ii) PRESSURE SHAFT

It is a vertical tunnel which increases the velocity of water . The height of

pressure shaft is calculated by knowing the velocity of water by which it

should fall on the turbine.

Since the height of the tunnel is directly related to the pressure of water

therefore it is known as pressure shaft.

It is a 5.2 m Diameter Steel lined Vertical pressure shaft of height 163.75

m has been proposed . The shaft has 175 m top and 105.0 m bottom

horizontal limb . The top horizontal portion comprises of one transition

from rectangular to 5.2 m circular section.

iii) MACHINE HALL:

TYPE : UNDERGROUND

SIZE : 100 M. X 18.6 M. X 42 M.

TURBINES : FRANCIS VERTICAL AXIS

UNITS : 3 X 77 MW

GROSS HEAD : 230 M.

PENSTOCK:The Penstock carries water from the lower Pressure shaft

after trifurcation to the main inlet valve.They are three in number each of

diameter 3000mm.The penstock is steel lined and the steel lining is

completely encased in concrete.Suitable stiffness and thrust collars are also

provided to increase stability. The completion length of the Penstock is

93m.

MIV(Main Inlet Valve):This lies between the Penstock and the Spiral

casing. Its purpose is to regulate this volume of water flowing into the Spiral

casing.

SPIRAL CASING:This is basically a converging pipe which spirals from

the MIV to the turbine hence increasing the velocity of the water greatly.

TURBINE:This project is a medium head plant.For this a FRANCIS

Vertical axis turbine has been selected.Each turbine is designed to generate

the rated generator output of 77MW.

CONTROL BLOCK:The Control block is a structure along with the

machine hall from where the power house is operated.It is separated from

the machine hall by a damping fabric so that the vibrations created by the

turbines don’t affect it.

TRANSFORMER CHAMBER:This chamber houses the installed step-up

transformers.In this case three transformers each of capacity 77MW have

been installed.

iv)TRT(Tail Race Tunnel):

The water coming out of each the turbines is passed through Draft tubes

connected to each turbine .The three Draft tubes combine into a common

outlet called the Tail Race Tunnel.This tunnel opens into the river hence

releasing the water back into the river.

Maximum tail water level : 1188 m

Minimum tail water level : 1167 m

LENGTH : 125 M.

DIAMETER : 6.5 M.

TYPE : HORSE SHOE

TRSG(Tail Race Surge Gallery):To prevent the backflow of water into the

TRT in case of flood a surge tunnel called the TRSG is excavated as a side

extension to the TRT to handle the excess water during floods.

DIAMETER :6.5M

LENGTH :210M

v) GIS(Gas Insulated Switchyard) BUILDING:

Due to space constraints, it is not possible to provide a conventional

switchyard and therefore a Gas insulated switchyard is being made.

TYPE : SURFACE, 220 KV GIS

SIZE : 100M X 18M/50M. X 18M.

ELEVATION : EL.1205M./EL1210M.

4) TECHNIQUES USED FOR ROCK

SUPPORTING: The following methods are applied for rock supporting:

1.Rock bolting

2.Shotcreting

3.Grouting

4.Rock anchoring

5.Steel ribs

Rock bolting

(1) ROCK BOLT (EXPANSION SHELL) is a stressed (i.e. post-

tensioned) reinforcing element consisting of a rod, an expansion shell

anchorage, a plate and a nut for stressing by tightening the nut.

(2) Expansion shell rock bolts shall be of 25 mm , 32 mm or 36 mm

dia. and shall be of various lengths as specified in Bill of quantities (for

longer lengths, couplers may be required).

(3) The Rock bolts shall be manufactured from reinforcing bar with

Yield strength not less than 500 N/mm2 (The reinforcing bar shall

comply with IS 1786).

When coupler is used, the threading in the bar shall not reduce the

effective diameter of bar. Coupler itself should be able to transfer at least

125 % of the yield load of the bar.

(4) Rock bolts shall be furnished complete with all accessories and

other materials necessary for their installation, fixing, stressing and

grouting. Expansion shell shall be manufactured by a reputed agency

only.

(5) Bearing plates shall be flat steel plates of following minimum

dimensions:

36mm dia. rock bolt 1 no. plate of 200x200x16mm

32mm dia. rock bolt 1 no. plate of 200x200x12mm

25mm dia. rock bolt 1 no. plate of 150x150x10 mm

The plate shall conform to IS 2062 for Structural Steel. The nuts shall be

heavy hexagonal type.

Shotcreting:

1) Shotcrete is defined as a mixture of cement, aggregate, water and

accelerators in correct proportions, with maximum size of aggregate

less than 10 mm projected at high velocity from a spray nozzle on to a

surface to form a layer of pneumatically applied concrete on that

surface. Shotcrete can be either wet or dry mix. It will be used for

protection and supporting rock surfaces after excavation, to fill the

cavities caused by overbreak or weathering.

(2) Dry-Mix Process: The cement, aggregates and accelerator batched

by weight, are thoroughly mixed dry (with enough moisture to

prevent dusting) and fed into a purpose-made machine wherein the

mixture is pressurised, metered into a dry air stream and conveyed

through hoses or pipes to a nozzle in which water as a spray is

introduced to hydrate the mix which is projected without interruption

into place.

(3) Wet-Mix Process: All materials including cement, aggregates weigh

batched and mixed together with water, but without accelerators, to

produce mortar or concrete. The mixture is then conveyed by

positive displacement or compressed air to a nozzle where air, and

accelerator, is injected to increase velocity, and projected without

interruption into place.

(4) Layer is a term used for a discrete thickness of shotcrete built up from

a number of passes of the nozzle and allowed to set.

(5) Rebound is a term used for all material, which, having passed

through the nozzle does not adhere to the target surface.

Grouting:

(1) GROUTED ANCHOR BAR is a reinforcing element consisting of a

reinforcing bar embedded in a cement grout filled hole. It shall extend

into structural concrete to provide anchorage of concret.

(2) The grouted anchor bars will not be stressed. The rods shall be fully

grouted with cement grout.

(3) Grouted anchor bars shall be of 25 mm , 32 mm or 36 mm dia. and

shall be of various lengths as specified in Bill of quantities (for longer

lengths, couplers may be required).

(4) The Grouted anchor bars shall be manufactured from reinforcing bar

with Yield strength not less than 500 N/mm2. (The reinforcing bar

shall comply with IS 1786.)

When coupler is used, the threading in the bar shall not reduce the

effective diameter of bar. Coupler itself should be able to transfer at least

125 % of the yield load of the bar.

(5) Grouted anchor bars shall be furnished complete with all accessories and

other materials necessary for their installation, fixing and grouting.

(6) The surface of the grouted anchor bars shall be clean of rust, scale,

dirt or other foreign matter.

(7) Diameter of hole drilled for installation of grouted anchor bar shall

be as under

36 mm dia. grouted anchor bar 76 mm dia.

32 mm dia. grouted anchor bar 64 mm dia.

25 mm dia. grouted anchor bar 45 mm dia.

(8) Spacers (centralizer) shall be used for both 25 mm, 32 mm and 36

mm dia. grouted anchor bars longer than 4 m for equal annulus of grout all

around the anchor.

(9) After drilling each hole in sound rock, the drill hole shall be

washed with clean water and cleaned by blowing out all drill cuttings and

debris with compressed air. The holes in rock, which tends to swell or is

interspersed with clay filled fissures, shall be cleaned with compressed air

only.

The compressed air shall not contain oil or any other material,

which could prevent the bond between the rock and grout.

(10) The grout shall be introduced into the end of the hole through a pipe.

The pipe will be gradually withdrawn as the hole is filled.

(11) Grout mix used shall have a water cement ratio of not more than of

0.32. The grout mix shall contain an expanding plasticizer admixture

(allowing upto 3.5% expansion in neat cement), from a reputed

manufacturer which has a long past proven record of use for such

applications. The dosage of admixture shall be as per the manufacturer’s

recommendation. For additional workability, a compatible

superplasticizer may also be required.

The grout mix shall have a strength of 35 N/mm² at 28 days.

(12) The anchor bar shall be forced into the grout-filled hole before the

initial set of the grout and good contact between steel surface and grout

ensured.

(13) Bar ends to be embedded in the concrete structure shall be provided

with hooks welded to the bar to provide a good anchorage. In order to

facilitate the inserting of the bars into the holes, the hooks can be welded

to the anchor bar after installing. The welding and the overlap of the bar

end with the hook(s) shall be as approved by the Engineer-in-Charge.

(14) Anchors bars shall be protected after installations in such a manner

as to prevent any movement until the grout has hardened. The Contractor

shall replace any bars found to be loose after the grout has set.

Rock anchoring:

(1) Rock Anchor is an untensioned reinforcing element consisting of a

rod embedded in a cement grout filled hole. The rock anchor shall have a

plate and a nut.

(2) The rock anchors will either be stressed nominally or not be stressed.

The rods shall be fully grouted with cement grout.

(3) Rock anchors shall be of 25 mm, 32 mm or 36 mm dia. and shall be of

various lengths as specified in Bill of quantities (for longer lengths,

couplers may be required).

(4)The Rock anchors shall be manufactured from reinforcing bar with

Yield strength not less than 500 N/mm2. (The reinforcing bar shall

comply with IS 1786.)

When coupler is used, the threading in the bar shall not reduce the

effective diameter of bar. Coupler itself should be able to transfer at

least 125 % of the yield load of the bar.

Steel ribs:

(1) All steel section and plates used for ribs and accessories shall conform to

IS 2062. "Structural Steel" (Standard Quality).

(2)Steel for bolts, nuts and washers shall conform to IS 8500. "Specification

forHigh Tensile Strength Structural Steel".

(3)Material used in splices shall conform to the specification of the material

being spliced.

(4)All steel and fabrication thereof shall conform to the requirements of IS 800

"Code of Practice for use of structural steel in General Building Construction".

(5) All welding, welding electrodes and workmanship shall conform to IS 814

and IS 816.

5) TOWNSHIP COMPLEX:

The basic function of township complex is to look after residential and

non residential buildings. The few complexes which are under township

are given below

1. Housing:- Housing is the primary need of the man. In Chamera,

stageIII the housing building is under construction in Karian, Chamba

. But some employees of Chamera stage-III lived in Karian , Chamba

NHPC provided housing facilities to employees , water and electric

supply to houses and fans to each house

Basically there are four type of houses with general layout as given

below:

Type Plinth area

(m*m)

A 43

B 72

B* 72

C 83

2. Field Hostel;- in Chamera stage-III , project hostel facility is available

in Dharwala Chamba. There are 40 single rooms in hostel.

3. Education: - Education is the most important part of the life. So that

NHPC have been provided the school facility . In Karian , Chamba .

NHPC provided Kendriya vidalaya upto class XII . the building funds

and residential accommodation has been provided by NHPC.

4. Hospital and Dispensaries:- NHPC has provided the hospital and

dispensaries to all the employees. At the work site , there is a hospital

which provides first aid facility and there are two doctors and in

Karian,Chamba there is main hospital which houses three doctors

including one lady doctor, Senior Chief medical Officer. Hospitals has a

capacity of 10 beds.

6) QUALITY CONTROL

Quality control is a mechanism for ensuring that an output (product or

service) conforms to a predetermined specification

Quality control usually involves a process of testing outputs. It is also

sometimes used loosely to refer to any form of quality evaluation but this usage

is confusing.Control in the sense of quality control sense is distinct from the

concept of control as a purpose of external quality monitoring or evaluation.

Construction supervision, quality control, and field and laboratory testing

are among the main pillars of any organization. Each of company QC project

teams for civil work is led by a QA/QC Construction Supervisor who is

responsible for ensuring the implementation of the quality control plans and

procedures, and directing the Quality Assurance Engineer, Site Material (QC)

Engineer, and laboratory technicians who are assigned to each project site.

Steps in quality control:

Construction supervision : Regulate time and costs, assure compliance with

design and construction specifications, and control the quality of a construction

project.

Control over testing & inspections: QC professionals will exam the

qualifications of inspection and testing personnel; assure that any deficient work

is corrected; perform project preparatory, initial, follow-up and completion

inspections; assure that test procedures include test and instrumentation

requirements; develop requirements for measuring and monitoring; assure that

careful consideration is given to environmental concerns; and develop detailed

acceptance criteria before project work begins.

Test records: It ensure that all tests are documented and test records include the

items tested, the date of the test, the test conductor or data recorder, acceptance

criteria, type of observation, results and acceptability, action taken in

connection with any noted deviation, and the signature, affiliation and title of

the person evaluating the test results.

Control of special processes: Quality control engineers assure that certain tests,

for example, welding radiographic and nondestructive tests, are performed by

qualified personnel using approved written procedures prepared in accordance

with the contract drawings and specifications and the referenced codes and

standards.

Handling, storage and shipping: Materials and equipment that are handled,

stored or shipped by a contractor or supplier are required to meet the applicable

requirements defined in the project specifications. Our QC engineers review

and assure compliance with any special handling instructions, including the use

of specially tested and inspected handling tools; the storage procedures required

by the drawings and specifications; preventive maintenance requirements; and

requirements for the appropriate protection of shipped items.

Document control: prepare material requisitions and purchase orders, revise

procurement documents, if required, and control compliance with instructions

and procedures prescribing activities that affect quality.

Record control: QC engineers develop and implement programs to control the

collection, storage and maintenance of the records generated throughout project

construction, such as material mill certificates, test certificates from off-site

laboratories, test records from on-site laboratories, calibration documents, check

list records, standard forms appendices, and schedules of approved and/or

rejected materials.

Calibration control: implements a program to control the calibration, recall,

repair, and maintenance of measuring devices, instruments, and equipment that

are used for inspection and testing, ensuring that all tools, gauges, and other

measuring equipment are calibrated and maintained in accordance with the

manufacturer's recommendations. Items that typically require calibration

control are batching plants, testing machines, pressure gauges, torque wrenches,

meager testers, survey instruments, scales and balances, and voltage and

amperage meters.

Control of purchased items and services: QC engineers work with project

managers to evaluate and select suppliers of purchased items and subcontracted

services

7) CONTRACT & PROCUREMENT

CONTRACT--Procedure for giving contracts basically starts from estimation

of two things- cost of project and time required for its completion. Then tenders

are invited from experienced companies in the area.in open type tendering

anybody can submit the tender,but in limited type tendering only some selected

companies are invited to submit the tender. Then a committee is formed to

select the tenders.The bidders have to satisfy some basic criterions to be eligible

to get contract.sometime during selection if required,negotiations are also done

with respective companies.After this procedure contract is given to the selected

company.Selected company has to submit earnest money which is 2% of the

total cost in this project and is refundable in nature.This money is taken as

security money and is kept for some given period after completion of the

project.

In this project contract for civil works is given to HCC and that for electrical

works is given to ALSTOM.

PROCUREMENT—This is procedure of purchasing goods.In this if any type

of goods are required in the project ,an initial requisition notice is given to the

procurement department.Then the department selects the place from where

things has to be purchased.The other party sends the goods to store room of

department,which afterwards checks the products and on approval sends them

to required place.Some security deposit is also kept from the selected party.

8) ENVIRONMENT AND FOREST

The job of environmental study has been assigned to “Centre for

Interdisciplinary Studies of Mountain and Hill Environment”, Delhi University.

The center has been preparing EIA and EMP reports, which will be submitted to

MOEF, Government of India, for environmental clearance of the project.

Provisional forest clearance has been accorded by MOEF, Government of India.

Proposal for Environment clearance is to be sent to MOEF Government of India

by H.P.Govt.

9) GEOLOGY

The Project lies within lesser Himalayan terrain and will be housed

within competent metamorphic rocks of Chamba formation consisting of varied

rock types viz. greenish grey/ phyllites /slates, phyllite quartzite and quartzite.

The Dhauladhar granites occur as apophasis within Chamba formation.

10) BENEFITS OF THE PROJECT

The project will generate 104.53 MU annually in 90% dependable year,

which will be fed to northern grid. Beneficiary States are Himachal Pradesh,

Jammu & Kashmir, Punjab, Haryana, Uttar Pradesh, Chandigarh, Delhi,

Rajasthan & Uttaranchal. 12% free power will be supplied to the home state

Himachal Pradesh.

The area in and around the project will immensely be benefited due to

widening of PWD road from Bagga to Kharamukh.

After completion of three major bridges over river Ravi at Dunali, Gehra

and Durgathi, the right bank of the river Ravi which is totally cut off due to

inaccessibility will get a big boost to its economy and socio-economic

conditions of the local people in the area will undergo a major upliftment.