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PEDOPAKHTUNKHWA ENERGY DEVELOPMENT ORGANIZATIONGOVERNMENT OF KHYBER PAKHTUNKHWA PROVINCE

PC – I PROFORMA

CONSTRUCTION

OF

GAHRAIT-SWIR LASHT HYDROPOWER PROJECT (377 MW)

DISTRICT CHITRAL

ADP No. ____

Estimated Cos t Rs. 181,115.83 Mill io n

JULY, 2014

i f



PC-I Performa

CONSTRUCTION OF

GAHRAIT-SWIR LASHT HYDROPOWER PROJECT (377 MW)

DISTRICT CHITRAL

TABLE OF CONTENTS

Sr. No. Description Page No.

1. Name of the Project 1

2. Location 1

3. Authorities Responsible 1

4. Plan Provision 1

5. Relationship of the Project with Objectives of the Sector 1

6. Description, Justification, Technical Parameters and Technology

Transfer Aspects 2

7. Capital Cost of Project 39

8. Annual Operating and Maintenance Cost after Completion of the Project 40

9. Demand and Supply 40

10. Financial Plan and Mode of Financing 41

11. Project Benefits and Analysis 41

12. Implementation Schedule (Including Starting and Completion Dates) 52

13. Management Structure and Manpower Requirements Including Specialized

Skills during Construction and Operational Phases 53



GOVERNMENT OF PAKISTAN

PLANNING COMMISSION

PC-I FORM

(INFRASTRUCTURE SECTORS)

Sr.

No.

Title Description

1. NAME OF THE

PROJECT

Feasibility study of 377 MW of Gahrait Swir Lasht

Hydropower Project, District Chitral, Khyber Pakhtunkhwa

Province, Pakistan.

2. LOCATIONThe proposed Gahrait Swir Lasht Hydro Power Project is

located on Chitral River. Chitral River is the main river

downstream of Chitral city that passes through Chitral

Valley. It flows from north to south and enters Afghanistan

near Arandu Town. The dam site is proposed about 35 km

downstream of Chitral Town. The project layout is proposed

on the right bank of Chitral River. Powerhouse site is located

about 8 km downstream of Drosh Town near Swir Lasht

Village. The national grid at Chakdara is at a distance of

about 170 km from the powerhouse site.

Location Map has been placed at Figure-2.1.

3. AUTHORITIES

RESPONSIBLE

i) Sponsoring Government of Khyber Pakhtunkhwa, Province, through

Energy and Power Department, Government of Khyber

Pakhtunkhwa.

ii) Execution Pakhtunkhwa Energy Development Organization (PEDO),

Energy and Power Department, Government of Khyber

Pakhtunkhwa.

iii) Operation & Maintenance Pakhtunkhwa Energy Development Organization (PEDO),

Energy and Power Department Government of Khyber



country.

ii)The prime objective of the implementation of this project is

to develop the power potential available in Khyber

Pakhtunkhwa, on sustainable basis and thus provide

cheaper, renewable, environment friendly and most needed

power, keeping in mind the present and future requirements

of Pakistan, especially rural and remote areas of Khyber

Pakhtunkhwa,.

iii)In order to meet the challenges of the project construction,

operation and maintenance in professional manner, the

hydel projects can be developed by the;

a) Public Sector

b) Public Private Partnership

c) Private Sector

The energy generated by this project shall be sold to CentralPower Purchasing Agency (CPPA)

Installed capacity of the plant has been assumed as 377 MW.

6. DESCRIPTION,

JUSTIFICATION,

TECHNICAL

PARAMETERS AND

TECHNOLOGY

TRANSFER ASPECTS

i) Justification The role of the proposed project is to increase the installed

capacity of PEDO by adding 377 MW with cheaper and

renewable annual energy generation of about 1579 GWh,

which shall be sold to Central Power Purchasing Agencythrough Chitral valley Grid station The proposed project

would have the following overall positive impacts;

The project will be helpful to fill some of the gap between

present energy supply and demand.



gases.

Saving of firewood, hence increase in tree and reduction in

soil erosion.

By implementing the Project, the Govt. of Khyber

Pakhtunkhwa can develop industrial set-up at a faster rate.

Project is expected to create new full-time employment

opportunities during construction as well as during

operational phase.

The Project would create additional economic benefits forthe country and local community from recreational activities

likefishing, water sports, boating, camping, riding, hiking,

hunting and winter sports.

ii) Description and

Technical Parameters

A. General

The proposed Gahrait Swir Lasht Hydropower Project has its

dam site located on Chitral river about 35 km downstream ofChitral city and about 150 m downstream of Kesu nullah

which is a left tributary of Chitral river. It joins with Chitral

River about 6 km upstream of Drosh Town. The powerhouse

site is proposed on the right bank of Chitral River about 4.5

km downstream of Drosh Town. Headrace tunnel 10,268 m

long will cross 2620 m high ridge in the middle and shall lead

to the surge shaft and then to the powerhouse. In the middleof its length, the tunnel will cross a high ridge with an

overburden of about 1300 m. A few deep non-perennial

nullahs cross the head race tunnel alignment.

Chitral district lies in the northwestern part of the northern

Pakistan on the southern edge of the Eurasian Plate. It is

connected to Peshawar, the capital of Khyber Pakhtunkhwa

(KP) province by road and plane service. The plane service is

frequently suspended due to bad weather and the road from

Peshawar to Chitral town remains closed for several months

in winter due to snowfall on the 3,200 meter high Lowari Pass

over the top of which the road passes. To cross the high



excavation are based on the current status of field

investigations and laboratory works. To confirm and

supplement this data, further investigations are needed to be

carried out at detailed design stage of the project.

Dam site is accessible from Chitral to Drosh by a 38 Km long

metalled road. An unpaved jeepable track, about 1 Km long

leads to the left abutment of dam site. Powerhouse site is

approachable from the right bank Katcha track from Gahrait

to Swir Lasht through Drosh.

Relief of Chitral area is extreme and rough, forming up to

several thousand meters high ridges at places. Steep gorges

are found where major rivers and their tributaries incise the

lithologies. Overall, slopes are steep and show rock fall-

scree, mass movements and slumped structures at many

places. Quaternary deposits are found in the form of alluvialsand, gravel and boulders in the stream beds; scree, talus,

and landslides debris on the slopes. Alluvial fans and

terraces are the common points of the human settlement and

cultivation.

The drainage system of the area is well developed and

structurally controlled. The streams are widest in the areaswhere they cut soft lithologies such as shales, phylites and

slates but become narrower when pass though limestone,

marble and igneous formations.

Valley slopes are steep and show rock falls, scree and

slumped structures at many places. Quaternary deposits are

found in the form of alluvial sand, gravel and boulders in the

river bed, scree and land slide debris on the slopes. River

terraces are developed along the river with flat and gently

sloping surfaces and are being used for agriculture /

cultivation.



distance from MKT

The powerhouse location and tunnel route apparently lookedfavourable whereas examination of dam site indicated some

anomalies in geology, which required relocation of the dam

site.

With this consideration, a few more spots along the river in

the upstream and downstream were visited and a dam site

about 3 km downstream of GTZ site, 150 m downstream ofKesu nullah was selected for feasibility studies. The dam site

is now called Kesu Dam site Gahrait Swir Lasht Hydropower

Project.

The Project site was investigated through various means,

upto the level of Feasibility Stage. The main investigations

included surface geological mapping. exploratory drilling,

Seismic Refraction Surveys, excavation of shafts inoverburden at the dam site and tailrace channel and

collection of discontinuity data at various engineering

structures, headrace and diversion tunnels and powerhouse

area. Test pits were excavated in the reservoir and

powerhouse tailrace areas and Chitral river to collect sandy

gravel samples for testing as concrete aggregates..

Discontinuity Survey was carried out at the dam site, intake

structure area, along the headrace and diversion tunnels and

powerhouse areas wherever access was possible and joints

were exposed. In most of the gently sloping areas, both

abutments are covered by scree, talus, debris of alluvium and

colluvial material and vegetation. In such areas and in zones

of weathered and fine material, the discontinuity planes aremissing. Similarly under the cliffs, where approach was

difficult and dangerous no discontinuity survey was carried

out. The following types of discontinuities were observed in

the field.



1994.

The geological mapping was carried out at a scale of 1:500using recently produced topographic maps produced for the

feasibility study. Most of the reservoir area is covered with

alluvium and river banks with scree / talus material. These

deposits will be submerged and gradually silt up minimizing

the seepages through the river bed and abutment rocks. In

the reservoir area river passes through different rocks of

meta-sediments i.e. Kesu-Kaghozi granites, Reshun marbles,Kaghozi green schists, Chitral slates and Gahrait lime stones.

These rocks are exposed on the right bank above reservoir

level except for about 200 m upstream of diversion tunnels

where these rocks are exposed at lower level within the

reservoir boundary. The outcrops of these formations have

been dissected by the tributaries of various nullahs.

Regionally, the outcrops of the hard resistant rocks

(granodiorites, slates, limestone) make ridges while black

schists, phyllites have been eroded to leave depressions or

hollows.

There are several instruments and monitoring devices which

are installed during tunneling or in post tunneling period,

wherefrom a lot of information about the stresses and their

build up or converging of roof, floor or walls is obtained.Knowing deformation in the rock mass, it is possible to adopt

the type and dimensions as well as the timings of proper rock

support required to the actual ground conditions encountered

during the excavation process. Some of the instruments

which are generally used for tunnel monitoring.

Seven (7) test pits in the Chitral river (Reservoir area) and 2test pits in the tailrace area of powerhouse and 2 in the river

bed were excavated and samples (one composite sample

from each pit) was collected for onward delivery to CMTL

Laboratory, Lahore for testing. Samples were tested to

assess suitibility of the materials as construction material



main dam consist of granodiorite / quartz diorite. These rocks

are massive and moderately jointed and dip at 75° to 80°

towards right abutment with strikes slightly oblique to the riverin the upstream dirction and form steep slopes of the river

valley. The rock mass is subjected to open joints, parallel and

perpendicular to the valley slope. These open joints are

source of high permeability (Lugeon values range from 20 to

45). The upper 5 m to 7 m zone is generally weathered. The

higher Lugeon values are not specific to any particular zone

but are generally scattered at different depths.

Bedrock was not encountered in the borehole in river valley

drilled upto 30 m depth. However geophysical surveys

indicated rock at 40 m depth. The material is heterogeneous

throughout and contains sandy gravel with boulders. A layer

of fine and loose sand exists from about 8 to 12 m depth and

another layer at 21 m depth. The permeability K-values are

1.1 x 10-2 cm/sec to 3.5 x 10-2 cm/sec. The sand layer at

shallow depth of 8 to 12 m is prone to liquefaction in

earthquake condition.

The abutments as well as river valley foundation material

requires treatment to minimize under seepage and improve

the foundation.

Under Seepage Control through River Bed Alluvium

To cut down under-seepage through the river alluvium,

plastic concrete diaphragm wallwill be provided. Plastic

concrete diaphragm wall will also be provided in the buried

valley area to cutoff seepage of reservoir water through the

buried valley.

Curtain Grouting in Rock

Grout curtains will be provided on both abutments. The

curtains on both abutments will be 25 to 30 m deep. The



Low pressure grouting from 1 to 5 bars and 3 m to 5 m deep

stages are recommended. For grouting, upstage or

downstage method can be used, even though down stagemethod is preferable.

Grout curtain would be vertical or slightly inclined towards

downstream to cross as many beds as possible. For curtain

grouting on the abutments, initial hole spacing can also be 3

m all along the curtain alignment. The spacing can be

reduced by placing secondary and tertiary holes if required.

Treatment of Structures Foundations

The concrete structures that will be founded on excavated

rock foundations include intake structure of power system

and inlet and outlet of tunnel spillway / diversion tunnels. The

treatment of foundations of these structures will include

dental concrete and consolidation grouting as described inthe following.

Dental Concrete

Careful blasting is required so as not to disturb the foundation

rock beyond 0.5 m or so. After removing loose and

weathered zone, crevices, joints, pockets between the bedsand open cracks will be cleaned with the help of crow bars

and broomed. All cracks and joints shall be properly filled

preferably with slush grout and mortar. The surface

undulations shall be covered and filled with a layer of blinding

concrete using pea gravels as coarse aggregate.

Consolidation Grouting

Consolidation grouting will help in reducing leakage through

fractured zones and to provide a firm foundation for the

structure. Consolidation grouting will be required on both

abutments. The grouting will extend to about 5 m depth below

th f d ti l l



Support Systems for Underground Works

Rock supports have been designed to improve the stability of

underground openings according to the ground conditions

likely to be encountered. This requires flexible support

methods which can be quickly adjusted to meet the

continuously changing quality of rock masses.

The Consultants have adopted RMR system for rock

classification of tunnels and GSI system for large chambers

and cut slopes.

Support System for Tunnels (RMR System)

a) Percentage of different Rock Classes

Summary of rock mass classes and rock quality of different

rocks likely to be encountered along the tunnels and

powerhouse is given in following Table.

Support System for Underground Works

Underground Works

The following main underground works are required for construction of the Project:

1. Intake Connecting Tunnels (D-shaped) 4 Nos. 12x9 m, length varies 288 to 318 m

2. Diversion & Spillway Tunnels (D-shaped) 4 Nos. 7.6x7.6 m, length varies 189 to 316 m

3. Sand Trap (V-arched shape) 4 Nos. 14.3x20.3 m Av. Length 525 m

4. Headrace Connecting Tunnel (circular) 4 Nos. 6.75 m, Av. Length 188 m

5. Headrace Tunnel (circular) 2 Nos. 9.5 m, Av. Length 10214 m

6. Surge Shaft (Circular, Vertical) 2 Nos. 10 m Ø &71 m high

7. Pressure Shaft (Circular, Horizontal) 2 Nos. 6.5 m Ø, Av. Length 92.2 m long

8. Tailrace Tunnel (D-Shaped) 4 Nos. 7x6.5 m, Av. Length 3980 m long

9. Powerhouse Chamber 113 m x 24 m x 35 m (L x W x H)



Rock Mass Classes along Tunnel Route

Route Tunnel

Length (m)

Rock Mass

Class

Rock

Quality

Percentage

Headrace

Tunnel

Total length =

11278 m (fromintake to

powerhouse)

5,247 II Good 47

6,031 III Fair 53

Tailrace Tunnel

(Total Length =

3900 m)

700 II Good 18

700 III Fair 18

2,500 IV Poor 64

b) Initial Design of Supports

During excavation some form of initial ground support will be

required for stability. These ground supports are installedshortly after excavation in order to maintain a stable and safe

opening during construction. Final supports are those

systems that need to maintain a functional opening for the

design life of the project. Initial supports also constitute a

substantial part of the final support.

The extent of support system will depend upon the type andunderground structure of the rock, extent of the deformation

and mechanical properties of the particular rock masses to be

traversed. Since excavation and constructions are not being

done at this stage, the field data regarding actual subsurface

rock conditions is not available Using surface geological



Manual EM 1110-2-2901, 30 May 1997, US Department of

the Army Corps of Engineersare used for the project tunnels.

During actual excavations some modifications in the design

of supports will be required depending upon the exposed rock

conditions, especially in unexpected cases of heavy bursting

or popping, tensioned systematic bolts with enlarged bearing

plates may be used and spot bolting may also be needed.

During Detail Design Studies, design of rock bolts, anchors,

steel ribs and shotcrete analysis will be revised and anychanges in the design based on further field and laboratory

information, will be incorporated.

Support System for Powerhouse

To provide a feasibility level design of the powerhouse

complex caverns following studies were carried out.

Estimation of Geology and Structural features in the

areas of the underground structures.

Established rock mass properties for the rock masses

using Hoek‟s GSI classifications.

Assessed prevailing in-situ stresses in the areas of the

major underground excavations using 2D finite

element analysis.

Determined optimum orientations of the powerhouse

complex caverns with regards to structural geology.

Established feasibility design rock support measures

by carrying out 2-dimensional finite element analysesof the powerhouse complex for estimating

deformations.

The analysis is based on:



complement the empirical approaches in assessing support

requirements for the powerhouse cavern. This interpretation

must be confirmed by further exploration work during thedetailed design phase of the project.

Estimation of Rock Mass Strength Parameters

The rock mass shear strength was estimated using the Hoek

and Brown failure criterion (Hoek et al., 1995, revised 2002).

Use of the Hoek-Brown criterion requires the estimation of

three parameters that describe the rock mass and its strength

characteristics: GSI (Geological Strength Index), σc

(compressive strength of intact rock material) and mi (a

constant based on the rock type). RocScienceRocLab 1.0

software was used to establish shear strength and

deformability parameters of the rock mass.

Parameters of Hoek and Brown Failure Criterion wereestimated for each GSI rock class with RocScienceRocLab

software. The following parameters were used for the quartz

diorite for evaluating the “mb”, “s” and “a” parameters.

Unconfined compressive strength (σc): 70 MPa

mi: 29

Intact rock modulus of elasticity: 29,750 MPa

Using the RockLab 1.0 the other parameters “mb”, “s” and “a”

were determined for use in the finite element model.

A 2 meter thick zone of disturbed rock mass was wrapped

around the caverns periphery. It is assumed that this zonewould be the result of blasting damage during cavern

excavation. A disturbance factor D is taken as 0.5 and

accordingly the revised Hoek and Brown strength parameters

were evaluated for this zone. Other intact rock properties

were same as given above



the unit weight of the rock mass and the depth below surface

and measured in situ stresses are usually in reasonable

agreement with this assumption (Hoek, 2003). For finiteelement analyses, it was assumed that the maximum

horizontal principal stress is equal to the vertical stress.

It is generally believed that the earthquakes have minimal

impact on the underground structures. Therefore the seismic

loading in the present studies have not be taken into account.

Geotechnical Design Aspects of Power Station Complex

Horizontal as well as vertical locations of various powerhouse

complex caverns have been primarily fixed on the functional

requirements including minimization of penstock and draft

tube lengths, and avoiding crossing of major faults.

Geological conditions as revealed through investigations in

the area have been established and also taken into account.

Cavern Excavation Geometry

In view of the low strength of the rock mass, special concerns

are raised regarding excavation profile. Depending on the

existing in situ stresses, it is possible that significant

concentrations of stresses could develop close to the

perimeter of the caverns.

It is recommended to avoid any recesses, niches, or unusual

excavation profiles to accommodate electro-mechanical

equipment and cavern infrastructure (such as intake valve

recesses, stairwells, elevator shafts, etc.). In addition to

improving ease of construction, this will mitigate problems

associated with stress concentrations and the need forextraordinary support measures. For economy, it is

suggested to leave rock pillars between the draft tubes below

the runners (turbine pits).

R k S t R i t



range of possible conditions and to provide a basis for

determining the overall behaviour of the rock mass, although

deficiencies can be recognized in such empirical methods.Rock mass classification methods are useful during the

earlier phases of a design and provide a way of obtaining a

first approximation of the level of support necessary for a

large cavern. They also provide means to compare

quantitatively different cavern layouts or tunnel alignments

when only limited rock mass data were available. They also

supply means for communication and for developingconstruction cost parameters, either for comparative

purposes or for preparation of a construction cost budget.

Numerical methods were used to analyze stress distributions

around the excavations. The results were used to

complement the empirical approaches in assessing support

requirements.

Empirical Selection of Rock Anchor Lengths

USACE and Barton guidelines for the selection of rock

anchor lengths for large caverns were used.

USACE and Barton (1989) relationships compute similar rock

anchor lengths. These show that anchor lengths should be5.9 m to 6.5 m in the crown of a 26 m wide cavern. Wall

anchors should be 5.5 m to 5.8 m long in 25 m high caverns

and 11 to 12 m long in 60 m high caverns. The bolts or

cables should extend 2 or 3 m beyond the limit of the zone of

overstressed material and may need to be longer than shown

above in overstressed zones.

Experience shows that blast damage may extend 1.5 to 3 m

into the rock adjacent to the roof depending upon how much

care has been taken to control the blasting. Assuming that 3

m of rock have been damaged by either stress induced or

blast induced fracturing; a dead weight of broken rock of up



walls.

Preliminary Rock Support Design for PowerhouseCaverns

Preliminary rock support designs for the powerhouse caverns

are based on the following:

Anchor lengths should be equal to or greater than the

empirical values presented in table above. It should

be noted that the presence of crown wedges may

necessitate the used of crown anchors that are longer

than the computed 6.0 m. Additionally all, anchors

should penetrate through stress or blast damaged rock

in the walls and crowns of the caverns. Longer

anchors may be needed locally or in large areas to

properly support sliding or falling structural wedges.

Fully grouted, tensioned rock anchors should be used.

Generally 32 to 40 mm diameter steel bars should be

used in the large caverns. Smaller bars should be

used only in the smaller tunnels, away from the

stressed ground of the powerhouse complex.

A 50 cm layer of fibre or mesh reinforced shotcreteshould be applied to the walls and crown of the

powerhouse caverns. This element of the support

system is essential to ensure the integrity of the rock

mass near the excavation surface and prevent sliding

and fall-out of rock blocks and fragments between the

rock anchors. It is, however, normal practice to neglect

this support when computing overall support pressures

in tall caverns with a relatively flat crown arch because:

o There is little or no arching effect in the large

radius crown area and none in the flat walls.



crown.

Numerical Analysis Procedure

The hybrid finite element program, PHASE2 (RocScience

Inc.) was used to perform preliminary analyses of stresses

around a typical section of powerhouse complex for the

GahraitSwirLasht Hydropower Project, which would involve

powerhouse and transformer cavern, and a downstream

collection / surge chamber. This is a finite element program

for calculating stresses and estimating support around

underground excavations. Input values for the physical and

mechanical properties of the rock mass were as presented

earlier.

Several cases were examined, along with constructionstaging. Each stage consisted of: excavate, install support,

and equilibrate. The stability analysis was done on the

material to perform isotropic elastic behaviour. The

discontinuities are not considered as the modal deal with the

Recommended Rock Support for the Powerhouse Caverns

SupportPowerhouse

CavernTransformer

CavernSurge Chamber

Cavern

40 mmanchors incrown

6m long

@ 1.0 m x 1.0 mcc spacing

6m long


6m long

@ 1.0 m x 1.0m cc spacing

32 mmanchors inwalls

15 m long


10 m long

@1.0 m x 1.0 mcc spacing

15 m long

@ 1.0 m x 1.0m cc spacing

Reinforcedshotcrete incrown andwalls

30 cm 30 cm 30 cm



following excavations:

Powerhouse cavern 50 m high, 24-m span Transformer cavern: 29 m high, 25 m span

Downstream surge/collection chamber: 20 m high, 6.5 m span

Separation (clear distance) between caverns: 40 m

The complex is situated in a quartz diorite rock mass of

varying properties. Ubiquitous joints, shear, or faults were

not included in the model during this phase. The caverncrown is at about 500 m beneath the ground surface.

Material Properties used in Model

The material properties used in this analysis are as listed

earlier in this chapter. Only the Hoek-Brown rock failure

criterion was used in the FEM analysis. Intact rock modulus

value of 29,750 MPa was used in the PHASE2 analysis.

The following in-situ stresses were used for the cavern

analyses.

Vertical stress is the gravitational resulting from the

overlying rock cover.

In plane horizontal stresses (Kh): The base case

results presented herein are based on a k factor of 1.0

times the vertical stress.

Out of plane horizontal stresses (Kh): The out of plane

horizontal stresses were assumed to be equal to the

vertical stress for the base case analyses presented

herein. .

Results of the stress analyses are examined using PHASE2

in terms of major and minor stresses, stress trajectories,

strength factors (ratio of rock strength vs. computed stresses)



Rock mass yielding occurs around the perimeter of the

caverns, within the blast damaged zone. There also

yielding in distressed zones at depths of 4 to 10 m intothe sidewalls of the caverns. Yielding occurs in the

floor and crown of the caverns also. The design rock

anchors penetrate the full depths of all areas showing

rock mass yielding.

The addition of rock support reduces the numbers of

yielded points and also improves the strength factor inthe rock mass adjacent to the caverns.

Maximum displacement for the main cavern is 2.5 cm

at crown considering excavation in different phases

and reach upto 13 cm for side walls. Rock support at

side walls are therefore considered of greater lengths

i.e. full length rock bolts of 10-15m long.

Design of Cut Slopes

Open cut excavated slopes are required for various

components of the Project. The important cut slopes include

those for power intake and outlet portals. Feasibility level

design of the above cut slopes, has been carried out and

presented in the following. Geological and geotechnical datacollected during the feasibility studies as discussed in the

preceding sections has been used for evaluation and

analyses of the required cut slopes. The data included:

Topographic maps

Surface geological maps

Discontinuity data

Drill hole data



Recommended Rock Mass Parameters for Intake and Outlet Portals

Rock Type Quartz Diorite

Hoek-Brown

Classification

Intact uniaxial comp.

strength (MPa)

70

GSI 45

mi 29

Disturbance factor (D) 0.5

Intact modulus, Ei (MPa) 29,750

Hoek- Brown

Criteria

m b 2.113

S 0.0007

A 0.508

Mohr

Coulomb

Parameters

Cohesion (MPa) 1.986

Friction angle, (deg.) 40

Rock Mass

Parameters

Tensile strength (MPa) 0

Uniaxial comp. strength

(MPa)

1.686

Global strength (MPa) 13.225

Deformation modulus,Em (MPa)

3,150

Stability Analysis of Cut Slopes at Power Intake Portals

Failures of single berm faces are the most important cause of

instability in large excavations. The usual berm height is 20 m

and berm faces are inclined at 76 degrees.In this case failure

may partly occur through intact rock. For example a failure

surface can run along a deep seated single or composite

discontinuity behind the slope and break through the rock

mass at the toe of the slope. Therefore cohesion of 300 KPa

is also taken into account along with phi equal to 40 degrees



Results of the stability analysis along with the criteria are

summarized in following table;

Summary of Results of Cut Slope Stability AnalysisCase Strength

Parameters

Factor of Safety (FOS)

Ф

(deg)

c

(kPa)

Criteria Obtained

Normal 1

Criteria Obtained With

Earthquake 2

IntakePortal

40 300 1.5 2.46 1.1 2.35

OutletPortal

40 300 1.5 2.33 1.1 2.23

1 Reservoir filled to El. 1337 m

2 OBE Condition with 0.18g PGA reduced to 1/3rd as

horizontal component in pseudo-static analysis.

The obtained FOS for normal as well as earthquake conditionare satisfactory for the designed excavation slopes.

D. Construction Material

Almost all components of the project except main dam are to

be constructed of concrete. The main dam will be an asphalt-

concrete face rockfill type of dam. Therefore, construction ofthe project requires concrete making materials, and fills

materials for the dam.

Construction material studies have been carried out to

identify and evaluate sources of the various construction

materials for the project works. The studies included

reconnaissance of the potential borrow areas, plan and carry

out field investigations including excavation of test pits,laboratory testing of material samples and evaluation of the

sources. Details of the study are given in the following.

Concrete Making Materials



quantities around the proposed dam site. Coarse aggregates

would therefore have to be manufactured for which following

sources have been identified and evaluated for theirsuitability in concrete construction:

1. River alluvium (Reservoir area and powerhouse

tailrace area)

2. Material available from required excavations

River Alluvium

Boulders and gravels of hard limestone quartzite, slates,

dolomite, granite, granodiorite form the major part of

sediments of Chitral river and are available in abundance. For

evaluation of the alluvial deposits, test pits were excavated in

the potential borrow areas in the proposed reservoir area and

the tailrace area.

Excavation of test pits has shown that the Chitral river

alluvium is composed of gravels and pebbles with some

boulders and small proportion of sand. The natural gravels

will have to be crushed to produce coarse concrete

aggregate.The gravels are generally hard, sound, durable

and resistant to abrasive forces.

Petrographic Analysis shows thatmaterial from river has

some contents of deleterious material and can be used as

concrete aggregate with some addition of slag.

Material Available from Required Excavations

The major rock formation at the dam site is massive quartzdiorite / granodiorite which are considered to be suitable for

use as concrete aggregate. Excavation for diversion and

power intake and tunnels will produce a large quantity of rock

material. Selected material from the required excavations can

be crushed to produce coarse concrete aggregate



Natural Sand

Reconnaissance of the project site and the area around hasbeen carried out to explore suitable sources of fine

aggregates in close vicinity of the project area. It has been

found that sand from Chitral river is being used for

construction of Lowari Tunnel and the borrow area is located

close to the Gahrait-SwirLasht hydropower project site. Sand

from the same area is proposed to be borrowed for the

project. Slag cement will have to be used.

Manufactured Sand

The rocks at the site are moderately strong and generally

suitable for manufacturing of crushed sand. However it will be

difficult to crush the hard rock in locally available crushers

and heavy duty imported crushers would be required.

Cement

The cement factories nearest to the project are located close

to Haripur and around Islamabad and the factories have

sufficient capacity to fulfil the project needs.

Pozzolanic Materials

The origin of the gravel boulder material is sedimentary,

igneous and metamorphic. Petrographic analysis has shown

presence of deleterious material with potential of ASR.

Therefore either replacement of part of the Ordinary Portland

Cement will be done with a pozzolanic material or low alkali

cement will be used.

Water

Water from Chitralriver will be used for the project works,

which is available throughout the year. The water is potable.

However it contains sediments including some collidle



Steel sheets of various thicknesses are produced by the

Steel Mills at Karachi, which can be used to fabricate steel

formwork. These can also be used for fabricating steel linersand other miscellaneous items. Steel items can also be

imported, most likely from neighbouring countries.

Dam Construction Materials

Asphalt-concrete face rockfill type of dam (AFRD) is

proposed to be constructed at the diversion site of the

project. The fill material requirements for various zones of the

dam are given in the following table.

Fill material requirements for AFRD

Zone

Designatio

Material Description

1A Fine grained cohesionless silt and fine

sand with occasional gravels and cobbles

1B Random mix of silt, clay, sand, gravel,

2A Processed sand and gravel filter

2B Sand and gravel

3A Rockfill with maximum size of 400 mm

3B Rockfill with maximum size of 1000 mm

3C Rockfill with maximum size of 2000 mm

3D Rockfill with positive drainage

Materials for zones 1A and 1B will be borrowed from terraces

on bank of Chitralriver in the vicinity of the dam site. Grizzlyoperation may be required to meet the requirements of these

materials.

Material for sand and gravel filter (Zone 2A) will be similar to

concrete aggregate and can be produced on the aggregate



E. Hydrology & Sedimentation

The proposed Gahrait Swir Lasht Hydropower Project has its

dam site located on Chitral River about 35 km downstream of

Chitral District Headquarters near Gahrait village. The

powerhouse site is about 8 km downstream of Drosh Town

near Swir-Lasht Village.

Chitral River rises in the far north of Chitral District in

Pakistan. Chitral River, before flowing south into the upper

Kunar Valley in Afghanistan, where it is referred to as the

Kunar River.

The available Hydro-meteorological data such as daily and

rainfall, relative humidity, precipitation, temperatures,

sunshine, discharge and sediment data etc. has been

collected and used for determining power potential, maximum

floods and flow duration curve.

To study the climatology of the proposed Gahrait Swir Lasht

Hydropower Project, analysis have been carried out for

several climatological stations in the Chitral valley. Efforts

have been made to assess the most representative values for

the climatological parameters of the project area.

The drainage area of the dam site on the Chitral River is

approximately 13,419 km2. The mean elevation of the

catchment area is 4,282 m.a.s.l. Most of the watershedremains covered with snow and glaciers in winter season.

The flow in the river is mainly due to glacier and snow

melting.

2

excess of that required for the dam construction. Therefore,

only selected material comprising hard rock will be placed in

the dam fill.



site, average 10-day; average monthly and annual flows at

the dam site and flow duration curves.

For generation of the flow data, main emphasis has been

placed on the flow data of Chitral gauging station which is

available from 1964 to 2010 (47 years). It has been

considered that this length of the data record can be

confidently applied to any flow analysis based on probabilistic

theories for the dam site.

Chitral stream gauging station is situated about 62 kmupstream of the powerhouse site. The watershed areas of

Chitral stream gauging station and Swir-Lasht Powerhouse

site are 11,396 and 14,331 km2, respectively 25.75 %. The

linear relationships can be used for the extrapolation of the

flow data from Chitral gauging station to the powerhouse site.

The daily flows were transformed from Chitral gauging station

to the powerhouse site by adopting appropriate multiplicationfactor as 1.26 (14331/11396).

Flood Studies

For the design of spillway structure and temporary diversion

facilities during construction of Gahrait Swir Lasht

Hydropower Project, estimation of various flood discharges isrequired. For this study, the maximum instantaneous peak

discharge data of Chitral stream gauging station was used.

Using GTZ Regional Analysis Approach, regional flood

equations were used to estimate the flood magnitudes

corresponding to 5, 10, 100, 1000 and 10000 return periods

as a function of their respective watershed areas.

Flood Frequency Analysis by Statistical Approach was

carried out using the instantaneous flood peak data of Chitral

gauging station, which was available for 47 years (1964-

2010) except 1968 where peak discharge value was not



The estimated floods were also compared with the floods

computed by GTZ regional approach at the proposed dam

and powerhouse sites. Log Pearson Type-III distribution hasbeen selected for calculating flood discharges at the dam and

powerhouse sites.

F. Sediment Studies

Sediment discharge data of seven sediment gauging stationswere collected from the SWHP, WAPDA and Pakhtunkhwa

Energy Development Organization (PEDO) which was used

for the estimation of sediment yield for the watershed using

regional analysis approach.

To carryout detailed sediment analysis of the watershed area,

data of Chitral sediment gauging stations was collected and

used. Sediment loads for the dam site are calculated by

transforming the data from Chitral gauging station to the dam

site and are verified with the observed sediment data for the

dam site at Khairabad Bridge by the present Consultants.

The Gahrait Swir Lasht reservoir area was modeled using

geometric and sediment data. SHARC model was developed

for one year to determine the data deposites in the reservoir.

G. Seismic Hazard

Gahrait Swir Lasht hydropower project site is located south of

Chitral city, in Chitral district of Khyber Pakhtunkhwa province

of Pakistan. It is located close to the collisional zone between

the Indian and the Eurasian tectonic plates. The region in

which the project is located has been subjected to

earthquakes in the past, therefore, a study of tectonic and

earthquake history of the region has been conducted to

th i i h d t hi h th d j t



ICOLD guidelines (1989, Revised 2010) for selecting the

seismic design parameters.

The project site is located close to the contact between

Kohistan island arc and the Eurasian mass represented by

Shyok suture zone (MKT). The major faults of the Chitral area

include, from south to north, the Shishi Fault, Main

Karakoram Thrust, Reshun Fault and Tirich Mir Fault.

The available seismicity record for the region in which the

project is located can be classified into the following twotypes:

Historical Seismicity

Instrumental Seismicity

For seismic hazard evaluation the guidelines provided by

International Commission on Large Dam (ICOLD) forselecting seismic parameters for large dams (1989) have

been followed. A brief description of the methodology of the

approaches to be used for the seismic hazard analysis in

accordance with ICOLD guidelines.

Empirical correlations have been developed between

maximum potential of a fault and key fault parameters likerupture length, fault area, fault displacement and slip rate.

Out of these fault parameters, only fault lengths are known

with sufficient accuracy. For the faults near the site, the full

length rupture of the nearest segment of the fault have been

taken and for others half rupture length have been taken and

the maximum earthquake magnitudes (in moment magnitude

MW scale) of these segments were calculated using Wells &

Coppersmith (1994), Nowroozi (1987) and Slemmons et al.

(1982) relationships between fault rupture length and

magnitude potential which are given in Table 5.1 below. For

the deep Hindukush Seismic Zone the maximum magnitude



(PGA) obtained at site associated with Maximum Credible

Earthquake (MCE) along Reshun Fault at the closest

distance from site is about 0.69g (which is equivalent to morethan 10,000 year return period ground motion in Probabilistic

Analysis). However designer can chose a lower Safety

Evaluation Earthquake (SEE) acceleration considering the

economical hazard involved as per ICOLD Guidelines

(Revised 2010) which recommends to adopt 3,000 year

return period ground motion for Moderate Risk Dam and

1,000 year return period ground motion for Low Risk Dam. As

the dam may be categorized as Moderate Risk Dam as per

risk class of the dam given in ICOLD Guidelines (1989),

therefore the recommended ground motion for SEE is 0.42g

(corresponding to a return period of 3,000 year).

As per ICOLD guidelines, the ground motion for the OBE for

the dam will usually have a return period of 145 year. The

recommended PGA for OBE is therefore 0.18g which has a

return period of 145 year. The purpose of the OBE design is

to protect against economic losses from damage or loss of

service for all project structures. The performance

requirement is that the project functions with little or no

damage or interruption under OBE conditions.

For the design of all other appurtenant structures of the

project including tunnel and power house structure, ICOLD

recommends to use ground motion having 475 year return

period which is termed DBE accelerations (Weiland, 2011).

The recommended ground motion for DBE is therefore 0.26g.

H. Project Layout

GTZ (2001) Previous layout & Design Studies

Gahrait Swir Lasht Hydro Power Project was first identified



Selected Project Layout Studies

This Section identifies the most promising layout amongvarious alternatives for Gahrait-Swir Lasht Hydropower

Project. It contains review of previous studies, dam site

alternatives and preliminary design for comparing various

economic indicators of the alternatives. Five alternatives were

proposed for the layout studies.Three alternatives were

screened out based on initial assessment and two were

carried forward for detailed evaluation of economic,environmental and construction aspects and most suitable

alternative for the project was selected. The selected layout

was then studies for the optimization.

Scope of the Project Layout Studies

The scope of the project layout studies is summarised asfollows:

Review of previous layout alternative studies.

Evaluation of the alternatives proposed in the Inception

Report. Comparison of power potential for different

layouts, geological and socio-environmental conditionsand selection of promising alternatives for detailed

analysis and optimization.

Preliminary design of different components.

Preparation of cost estimates.

Selection of most promising site for dam, powerhouse and

their appurtenant structures based on environmental and

technical merit and economic indicators. Salient features/

project data of project layaout are enclosed.



have further revealed existence of a sand layer at 6.0 to 12.5

m depth in the center of the river valley.

This geologic information along with availability of

construction materials, time of construction, cost etc have

been given due consideration in selection of type of dam on

Chitral river at Gahrait and the following dam types have

been considered.

Concrete Gravity Dam

Hardfill Dam

Earth Core Rockfill Dam (ECRD)

Asphalt-Concrete Core Rockfill Dam (ACRD)

Concrete Face Rockfill Dam (CFRD)

Asphalt-Concrete Face Rockfill Dam (AFRD)

Feasibility level design of the Asphalt Concrete Faced Rockfill

Dam (AFRD) has been carried out. Most design details are

developed based on precedent and on an understanding of

the foundation conditions and the construction materials to beused in the dam.

The dam has been proposed with both upstream and

downstream slopes of 1.8H:1V, which can be optimized at

the detailed design stage. The rockfill materials will be

obtained mostly from excavations in rock for the power and

diversion intakes and tunnels. A plastic concrete partial cutoff

has been proposed to control seepage through alluvial

foundations.

J Hydraulic Design Studies



m upstream of the dam axis on right bank of Chitral river that

can pass design flood of 3538 m3/s at maximum flood level of

1341.00 m asl.These tunnels will also serve three additionalpurposes: as River Diversion tunnels (to pass flows through it

during the construction of main dam), as flushing tunnels (for

flushing of reservoir near the dam area) and for release of

environmental flows (15 m3/s) downstream of the dam..

Fish pass which consists of a channel leading from the

headwater to the tailwater by installing cross-walls to form a

succession of stepped pools.

Lateral power Intake structure on right bank of Chitral River

that comprises four intake structures to draw the design and

flushing discharge of 516 m3/s to desanders.

Two rectangular connecting tunnels of 7.00 m x 3.00 m size

to convey discharge from each intake to desanders.

Transitions of 20 m length, starting from the end of

connecting tunnels and ending at the start of desander

chamber.

Four underground desanders comprising pressurized

chambers starting from the end of each transition. Each

pressurized Sand trap Chamber is 525 m in length, 20.30 mhigh, arched shaped and concrete lined.

Eight flushing connecting tunnels (two for each desander)

starting from the end of desander chamber to main flushing

tunnel. The length of flushing connecting tunnel varies from

124 m to 183 m, invert level at upstream is 1308.90 m

asl.These tunnels are steel lined for erosion resistance.

Two main flushing tunnels starting from the end of connecting

tunnels to the outfall Structure. Each main flushing tunnel is

D-shaped (8.20 m x 6.15 m) with invert El.1308.90 m asl at

t



length 10.308 km and 10.285 km (average.10,214 km),

upstream Invert level 1317.10 m asl, terminating at the Surge

Shaft at the downstream end before the powerhouse andpressure shaft.

Surge shaft, two numbers, one for each headrace tunnel,

height 79 m and diameter 10 m.

Two concrete lined pressure shafts of 6.50 m diameter

having average length of 92.20 m

Two steel lined penstocks with 6.50 m diameter and average

length of 78.00 m.

Underground power house with four Francis turbines.

Four D-shaped 9.00 m x 7.80 m (W x H) tailrace tunnels

having average length of 4,130 m carrying discharge from the

draft tubes to tailrace tunnels.

The main dam on Chitral River is an Asphalt-Concrete Face

Rockfill Dam (AFRD) with its crest level at elevation 1343.00

m asl i.e. 34 m above the riverbed level. The dam is founded

on river alluvium comprising gravels, cobbles with some

boulders and a sand layer. Due to the reason that spillway

cannot be accommodated on the rockfill dam and appropriate

space for spillway was not available on either abutment,

tunnel spillway comprising four tunnels has been provided at

the right bank of Chitral River. Construction sequence is

planned in a way that dam construction will be started after

construction of the spillway tunnels. These tunnels will also

be utilized to pass the diversion flood and the environmentalflows. The spillway tunnels have been designed to safely

pass 1000-year return period flood. In order to maintain and

keep power intake free of sediment build up, the spillway

tunnels are located on lower level close to the main dam and



operation of the project, construction of a boulder trap at the

upstream end of the reservoir has been proposed. The

boulder trap will prevent enrtry of moving boulders andcoarse bed material in the reservior. Another bouder trap

each has also been proposed on Kesu Gol above normal

operating reservoir level (1337m asl) for the same purpose

and Gahrait Gol.

Diversion of Chitral River during construction of the dam will

be accomplished by construction of upstream anddownstream coffer dams. Construction of the diversion/

spillway tunnels and their intakes and also the power intakes

will be carried out using conventional ring type coffer dams

constructed to isolate the works from the river and also to

provide sufficient working space including access.

The headrace commences at the power intakes on the rightbank with four short connecting tunnels connecting the

intakes to four desander chambers and thereafter to two low

pressure headrace tunnels. The desander chambers are

provided with flushing tunnels and gates for evacuation of

sediment. Gates have also been provided at the downstream

end for closing each chamber as required for maintenance

while allowing rest of the chambers to operate and enable

continuous reduced power generation.

At the downstream end of each headrace tunnel, a surge

shaft is provided to limit pressure rise in the waterway system

and to allow flexibility and safety against sudden shutdown of

turbines. A vertical pressure shaft, a horizontal pressuretunnel and short penstocks lead to four vertical shaft francis

turbines through four manifolds arranged for underground

powerhouse. Transformers are arranged in an underground

cavern separated from the powerhouse. The switchyard is



better explanation of the structural design approach, the

design requirements, which include design considerations,

functional requirements and sizing of the structuralcomponents; is discussed generally separately for each

component, under separate subheading?

Use of Concrete Classes AA to E having 35 Mpa to 10 Mpa

Strength has been proposed.

Except the limited superstructure portion of the powerhouse –

housed in a cavern (not requiring conventional roofingsystem), Control Room at the Power Intake, other small gate

control / operation and/or security related structures, and

residential or office buildings, the project structures falls in the

category of hydraulic structures. General design, criteria

requirements and method of design, of hydraulic structures is

detailed below. Provided discussion is limited to the design

requirements and considerations of general applicability for

hydraulic structures, and particular requirement or

considerations for any specific structure is generally not

discussed in the structures design criteria.

Minimum concrete strength and / or cement content and

hydraulic factor (BM = 1.30, direct tension = 1.65 and shear1.30) have been adopted as specified in ACI 350R-01.

Loads considered in the design include dead loads and

permanent fixtures, imposed (live) loads, operation impact,

earth pressure, hydrostatic pressure, water hammer, uplift

(over entire base area), buoyancy (corresponding to loss of

weight of submerged portion of the structure), gust (inaccordance with ANSI Code), seismic inertial force applied at

CG and hydrodynamic forces (based on Westergaard

equation). Structure proportions are generally governed by

hydraulics, structural stability (in OBE, MCE, High Flood



the ICOLD guidelines for selecting seismic parameters for

large dams (1989, Revised 2010).

The PGA of 0.18g having a return period of 145 year is

recommended for dam for ground shaking associated with

Operating Basis Earthquake (OBE). All the water retaining

components of the project should remain fully functional

under the OBE associated ground motions.

All the appurtenant structures of the dam, tunnel and power

house are recommended to be designed for PGA of 0.26gwhich is associated with ground motion of Design Basis

Earthquake (DBE).

Reinforcement Design

Reinforcement design shall be based on grade 425 (grade

60) deformed reinforcement bars conforming to ASTM A 615or an equivalent standard (BS 4446), with yield strength =

425MPa, for use as main or distribution reinforcement in

general structures, except Y10 (#3), and Y12 (#4) bars used

as column ties, beam stirrups, or dowels (between the First

Stage and Second stage Concrete), which may be deformed

or plain round grade 250 (mild steel) bars, with fy = 250MPa

(36ksi). Use of „Deformed Cold Worked Bars‟ conforming to

BS 4449 or an equivalent Austrian (Originator Country)

Standard shall not be allowed.

Shrinkage & Temperature Steel

Structure

Condition

Structures

In Dry

Hydraulic

StructuresReinforcement

Percentage0.0020 0.0028

FOS against Sliding



As stated above, the net head at rated discharge of

430m3/sec is 95.89m. Four (04) Francis turbines have been

selected, each with a rated flow of 107.5m3

/s. This selectionensures that at least one (01) unit will keep running at 50%

flow without cavitation all time of the year as recommended

by international best practices.

For determining appropriate unit capacity, both technical and

economic aspects have been investigated. The factors which

have been considered in the comparison comprise equipmentdimensions, transport limitations, power and energy benefits,

manufacturing experience, power system regulation, and cost

estimates.

The rated power output of the four turbines is 377.280 MW at

a rated net head of 95.89 m and rated discharge of 107.5m3/s, with turbine efficiency of 93.3%. The rated capacity

corresponds to turbines outputs of 94.319 MW from each

turbine.

The following design parameters have been selected for

turbine:

Main Hydraulic Data of Turbine Layout

Characteristics Unit Data

FSL (Full Supply Level) masl 1337.00

TWLmax (Tailwater Level Maximum)- 4 units

operating masl 1228.28

TWLmin (Tailwater Level Minimum) masl 1226.11

Hgross m 110.89



Main Parameters of Turbine

Characteristics Unit Data

Type --Vertical Shaft

Francis

Number of Units No. Four

P at maximum design Q (each unit) KW 94,319

H rated m 95.89

Q maximum design/rated discharge(4 units)

m3/s 430

Runner Diameter mm 3660

Turbine setting with reference tominimum tail water level

m -2.00

Rated speed rpm 176.5

Runaway Speed at rated head (Nr) rpm 328

Plant Factor % 48.68

M. Electrical Equipment Studies

The most important components of the electrical equipment

are the 11 kV synchronous generators each of capacity

matching with the proposed turbines output, three single

phase step-up transformers with 220 kV secondary voltages

and an outdoor 220/500 kV switchyard for connection to

incoming 220 kV transmission line from Tarkam Godubar,a

500 kV T/L from upstream projects comulated at Judi Lasht &

a 500 kV double circuit, Quard Bundle (ACSR-Drake) directto down stream 220/500 kV proposed Grid station at

Temergrah.

For changing the generated voltage to transmission voltage,



shaft, hydraulic driven, alternating current, synchronous type,

and will conform to the applicable standards regarding rating,

characteristic, tests, etc. The selection of generators is inaccordance with the turbines. The rating of all four generators

is as follows:

The rating of all four generators is as follows:

Operating duty Continuous

Rated Capacity 110.96 MVA Efficiency 98 %

Power factor 0.85

Frequency 50 Hz

Number of Phases 3

Rated voltage 11 kV

Rated Current 5830 Amp

Rated Speed 328 rpm

Number of Poles 18

Armature Winding Star-Connected

IEC Insulation F - Class

Main Data for Transformers

Four no. of three-phase, step up transformers and four no. of

auxiliary transformers of the following ratings are proposed:

Transformer Data

Item Unit Main Auxiliary Excitation

Function Step-

Powerhouse Powerhouse

Rated output MVA 100 0.350 1.2

Quantity No 4 4 4



Major Electrical equipment such as transformers, switchgear

assemblies, switchboards, and motor control center are

proposed to be installed in dedicated seprate rooms,

buildings or other areas. Smaller equipment such as

individual motor starters and panel boards will be installed in

the spaces that are properly ventilated and are dry. All

equipment rated above 600 volts, will be located in dedicated

spaces that are only accessible to qualified persons. Rooms

containing motor control centers are kept ventilated, not air-conditioned.

7. CAPITAL COST OF

PROJECT7.1 Approaches and

Methodology – Update

of Project Costs

This section describes the assumptions and results relating to

the construction cost estimate of the Gahrait Swir Lasht

Hydropower project. The total project construction cost of civil

works has been estimated on the basis of rates of various

items of work as provided on the web site of Government of

Khyber Pakhtunkhwa for 2nd

quarter of year 2012 for DistrictChitral. Difficulty factor has also been included therein. In

case of cost of E&M equipment due consideration has been

given to recession in the market and low prices being quoted

by Chinese manufacturers. Equipment which can be

manufactured in Pakistan has also been taken into

consideration.

Accordingly, the cost estimates have been made at April

2014 level. Table 7.2 to 7.18 gives detail of project cost in to

local and foreign cost components.



becomes Pak Rs. 181,115.83 million.

Foreign component of the cost has been converted to local

currency using exchange rate as one US$ equivalent to Rs

98.56/- as on (30th April 2014 level)

Table 7.1 gives break up of project cost in to local and foreign

cost components.

8. ANNUAL OPERATING

AND MAINTENANCE

COST AFTER

COMPLETION OF THE

PROJECT

The annual operation and maintenance cost has beenestimated keeping in view the recent years expenditures and

salaries of the staff. The O&M cost @1.00% of the total cost

has been taken which comes to Rs 1,054.79 million which will

be met through selling of energy of power plant.

9. DEMAND AND SUPPLY 9.1 Annual Consumption

Table 9.1 gives the profile of sales, generation, peak demand

and annual load factor during the last thirteen years from

fiscal years 1999-2000 to 2011-12. Over that period, energy

sales increased by nearly 74.45%, energy generated (sent-

out energy) increased by 60.58% and peak demand

increased by approximately 56.74%. Due to the faster growthof energy demand compared to peak power, the system‟s

load factor grew from 65.8% to 68.0%.

The difference between energy sales, (i.e. end user

consumption) and energy generation represents losses.

These losses comprise power station consumption, line

losses and theft.

The peak load in WAPDA‟s service area was recorded at

more than 15,000 MW in 2012. At present, nearly half of the

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demands of major customer sectors (including the

residential, commercial and industrial sectors) to arrive at a

nation-wide forecast. The approach relies on projections offuture development of the national economy (GDP), changes

in demography (population structure) and political

preferences and objectives (e.g. electrification programs,

demand side management measures).

Table 9.2 presents the latest forecast in tabular form. The

tabular compilation includes both, peak power and annualenergy demand (at sent-out level). Electricity demand is

expected to grow by some 7.80% annually over the years

from 2011 until 2015. Beyond 2015, annual growth forecast

for next five years is increased to 8.9%, by the period

between 2020 and 2025 it will be 8.5%, between 2025 and

2030 it will be 7.10% and for next 5 years it is expected to be

6.5% . The load factor is foreseen to change only very slightly

from some 0.69 at present to 0.67 in 2035.

10. FINANCIAL PLAN AND

MODE OF FINANCING

The Government of Khyber Pakhtunkhwa will finance the

project with following financing parameters;

10% through provincial ADP

90% through Hydel Development Fund/ForeignInvestment.

11. PROJECT BENEFITS

AND ANALYSIS

i) Financial/Economic &

Social Benefits with

Indicators

Financial Benefits:

i) The hydropower project is highly beneficial due to less

unit cost and will help in saving foreign exchange on

import of thermal fuels.

ii) The financial benefits of the project life, over 50 years



project.

v) The revenue of Government would increase due to direct

and indirect taxation, duties, and levies on the production

of goods and services that will arise from the power

generation within the project area as well as from the

electricity duty collected by the Government of Khyber

Pakhtunkhwa or any other Govt. Agency i.e. PESCO.

Economic Benefits

The economic analysis of the project has been carried out

with/ without CDM benefits to the overall economy as a

consequence of least cost optimal development of the

hydropower potential in the country. For this purpose the

benefits from the proposed thermal plants have been

evaluated in term of costs foregone for providing an

equivalent thermal generation.

The results of the analysis show that the project is technically

sound and economically viable. The EIRR calculated ranges

from 14% to 24%.

Social Benefits

The project will supply 377 MW of power and generate

1,579GWh of energy annually which will assist in meeting

power demand of the country. The project has long service

life as there is no reservoir sedimentation problem. The

project will implement several programs that are designed to

improve living standard of the area. These programs will

provide improved health, education and infrastructure

facilities while other programs will provide alternative source



required to import thermal fuel.

ii) Employment

Generation (Direct &

Indirect)

The existing conditions in the project area regarding

employment are very low. Almost more than 90% population

is engaged in different economical sectors like agricultural,

fruit and vegetables production etc. Current estimates for the

number of personnel to be employed during the construction

period are about 1500persons at peak times. The majority of

employees will be in the unskilled and semi-skilled sectors

and the need for imported expatriate management staff isrelatively low. A large proportion of the workforce will be

drawn from the immediate local area, with preference given

to displaced landholders and laborers from affected

communities. Training of staff during construction will

substantially increase the expertise of the labor force within

the area.

iii) Main Environmental

Impacts

The area to be inundated by reservoir is given in the following

table, which shows that 3,098 kanal of land will be

permanently submerged at full reservoir level (FRL) which is

1337 masl. While the land acquisition for reservoir area will be

limit to 1342 masl, which is High Flood Level (HFL) computed

on 1,000 years return period.

Construction of Gahrait Swir Lasht Hydro Power Project willbring following impacts in the area;

Adverse Impacts:

It is estimated that the project will involve acquisition of

about 488 kanal of land which includes, 371 kanal of

cultivated land, 13 kanal of residential, 17 kanal of cultivable

waste land and 87 kanal of waste land. State land is 7,781

kanal including 801 kanal of river bed.Breakdown of land

required for the project is given in Table 11.1.

D t i d t f i 12 id ti l it ill b



and other facilities.

The impact on vegetation is not high. About 370 trees

(about 155 shade & 215 fruit trees) will have to be cut.

Table 11.3: describes percentage of affected trees in the

project area.

A watercourse locating in the proposed reservoir area will be

affected. Peoples from settlements of Gahrait Usst and

Gahrait Gang Qila use this watercourse for domestic as well

as irrigation purposes. Moreover that watercourse will betapped to meet colony and campsite (construction

requirements), thereby competing with use of water by the

local communities.

The construction activities will affect air quality and cause

noise-related hazards, which will be of concern, especially

at the powerhouse where some settlements are close bythe project area.

When the water is diverted through power tunnel,

depletion of river flows will affect population of the villages

falling in the river stretch between the dam and the

powerhouse.

Soil erosion may occur due to back water effect of reservoirwater. This will impact the agricultural terraces of local

community.

The possible contamination of soil by oils and chemicals at

campsites, workshop areas, and equipment washing-yards

may limit the future use of land.

Construction of the project may affect the groundwater

regime thus may change spring water pattern of the area.

Thus local water supplies through the springs may be

affected both in quantity and quality.



drinking water, etc. Their privacy may suffer due to the

project activities. Moreover, it will cause hindrance to the

mobility of local women for working in the field, herding

livestock, bringing drinking water from springs, picking fuel

wood, etc.

During field surveys of the project, no indigenous or

vulnerable householdgroup of people was identified. So no

impact on these people is envisaged due to

theimplementation of the project.

Contractor‟s staff while working at steep hilly slopes may

slip and get injuries. Accidents are also expected during

tunnelling activities.

No historical or archeological site has been observed or

reported along the Project area. Anyhow, About 125

graves will be disrupted due to construction of Dam axis.

iv) Environmental

Mitigation Mitigations:

For Gahrait Swir Lasht Hydro Power Project, during

stakeholder meeting with land revenue department, land

rates were discussed. Land rates as per office of the

District Officer Revenue & Estate Collector, Drosh for year2012 – 13 and projected to 2013 – 14 with 25% annual

increment.

Value of affected shade tree in the project area is

determined after consultation with the forest representative

as Rs.1,000 and for fruit tree as Rs.1,500.

It is estimated that against cutting of about 370 trees PEDO

will make a provision of compensatory plantation at the

ratio of 1:5. As such, the total compensatory plantation

comes to about 1,850 trees or more to minimize the



overspills which indicates that it has enough water for the

community requirements. Moreover a collection tank and

washing points plus allied structures will be constructed for

proper water management. A small filtration plant will also

be proposed for the drinking water requirements of the

nearby communities.

According to Himachal Pradesh State Environment

Protection and Pollution Control Board (HPSEP&PCB)

guidelines environmental flow for Gahrait Swir Lasht Hydro

Power Project is 12.1m3/sec. The designers have reportedthat 15 m3/s flows will result in 1m depth of flow

downstream of the dam with width of 15 Km (between Dam

to Powerhouse site). Therefore, 15m3/sec is recommended

environmental flow. Numerous natural springs and nullahas

(Gols) along the 15 km length will enhance this flow. Flow

data of springs is not available.

In the light of discussion and data given by fisheries

department, fish ladder being proposed for the conservation

of aquatic fauna. Fish ladder layout has been proposed

through the left bank. Inlets at inverts varying from El. 1331

to 1337 have been provided to make fish ladder functional

during variation of reservoir levels.

Air quality should be monitored on regular basis near the

plant by the contractor. The plant should be located at least

500m away from any living area. Regular spraying of water

should be undertaken to minimize dust pollution. All

vehicles, machinery, equipment and generators used

during construction activities will be kept in good working

condition to minimize exhaust emissions.

For higher slopes, protection against erosion and landslides

will be carried out by providing benches and, if needed,

furnishing with protective measures depending upon the

nature of the constituent material of the hills



as well as construction purposes.

Camps will be located at least 500 m away from the nearest

local settlement to prevent the contamination of community-owned water resources like springs, hill torrents, etc.

Blasting and other noise generating activities will not be

carried out during the night.

Special measures will be adopted to minimize impacts on

the wild birds, such as avoiding noise generating activitiesduring the critical periods of breeding and migration.

The Contractor will have to select the specific timings for

the construction activities particularly near the settlements,

so as to cause least disturbance to the local population

particularly women considering their peak movement hours.

Contractor will warn the staff strictly not to involve in any

un-ethical activities and to obey the local norms and cultural

restrictions particularly with reference to women.

As referred earlier, no indigenous or vulnerable household

group of people was identified in or along the project area,

so the WB/ADB Policy will not be triggered.

Complying with the safety precautions for constructionworkers as per International Labour Organization (ILO)

Convention No. 62, as far as applicable to the project

contract.

Graves affected by the project will have to be shifted. The

proponent will obtain Fatwa from local Mufti before shifting

the graves. During such operation the proponent will informlocal administration and seek their assistance for security.

The request will also be extended to Health Department for

deputation of medical and paramedical staff during the

operation. As referred earlier, no relocation of historical or



exploitation status in the country and Alternative

Hydropower Generation Resources

• Project Design Alternative.

vi) Mitigation Cost Environmental Related Cost

Table 11.5 provides an estimate of environmental cost of the

Project.

The total environmental and resettlement cost comes toabout Rs. 514.7 million when land acquisition is limited to the

reservoir retention level of El 1342 m.



vii) Economic Analysis The economic analysis of the project has been carried out on

the basis of benefits to the overall economy as a

consequence of the least cost optimal development of the

hydropower potential in the country. For this purpose the

benefits from the proposed combined cycle gas combustion

and furnace oil turbine plant have been evaluated in terms of

costs foregone for providing an equivalent generation. Other

alternatives i.e. Simple Open Cycle Gas Turbine and slow /

medium speed diesel plant have been omitted in PC-I.

Economic Analysis is based on shadow prices and transfer

payments such as custom duties, price contingency and

interest during construction have been excluded in economic

analysis. Other assumptions for undertaking the economic

analysis have been described in Table 11.6.

Results of economic analysis i.e. EIRR calculated as 23.71%and benefit cost ratio (BCR) as 2.05:1 prove the viability of

the project. The summary of the results of economic analysis

is presented is as under:-

For detailed analysis refer Table 11.7 & 11.8.

Net Present Value, BC Ratio and EIRR.

Present Worth of Benefits @ 12% Rs.119,596.90

Present Worth of cost @ 12% Rs. 58,306.45

Net Present Worth Rs. 61,290.45

Benefit Cost Ratio 2.05:1

Economic Internal Rate of Return (EIRR) 23.71%

iii) S iti it A l i T t t th b t f th i i l f th



viii) Sensitivity Analysis To test the robustness of the economic appraisal of the

project, a sensitivity analysis has been carried out. This test

has been performed only for the combined cycle thermal

plant using furnace oil equivalent as this is the alternative

showing least benefits in favor of the proposed project. The

robustness of this analysis would thus qualify other

alternatives. The summary of the results of sensitivity

analysis is presented as under:

For detailed analysis refer Table 11.9.

Scenario EIRR %BC

Ratio

Base Case 23.71% 2.05

Cost increase by 10% 21.75% 1.86

Benefit Decrease by 10% 21.55% 1.85

Combination of above 19.75% 1.68

Key; EIRR = Economic Internal Rate of Return; BC Ratio =

Benefit Cost Ratio

ix) Financial Analysis Financial Analysis has been carried out from sponsors

prospective. This analysis is based on the following

assumptions;

a) Interest rate of 10.65% as notified by the Govt. of

Pakistan, Finance Division has been used.

b) Escalation rate of 6.5% &1.3% for local and foreign cost

components, respectively, have been applied.

c) Custom duties @ 5% have been used on import of

electro-mechanical equipments as per hydel policy, 2002.

d) Operation and maintenance cost has been taken as

Quantifiable output of the project



Quantifiable output of the project

The project will supply 377 MW of power and generate

1,579GWh of energy annually which will assist in meeting

power demand of the country and will help in reduction of

load-shedding. The project will generate revenue of Rs.

27,148.91 million annually at full operation. The Financial

Internal Rate of Return (FIRR) works out to be 13.58% as

shown in Table 11.10.

x) Unit Cost The cost per kWh of energy generated has been estimated

by dividing average annual recurring cost with annual

generation over the economic life of the project. The unit cost

is calculated with Transmission line and without Transmission

line.

The average annual recurring cost is arrived at by amortizing

the total financial cost of Rs. 181,115.83 million (Local Rs.

145,015.09 million and FEC Rs. 36,100.74) including Custom

Duties @5% of foreign cost of E&M equipments, Price

Escalation @ of 6.5% and 1.3% for local and foreign cost

components respectively and Interest during construction at

the interest rate of 10.65% for both local and foreign cost

respectively for 20 years and levelized over the useful life ofthe project. To this has also been added annual O&M cost of

Rs. 1,093.49 million (1.00% of the total cost of project) which

gives annual recurring cost of Rs. 9,984.90 million. The

project generation cost per kWh and cost per MW of installed

capacity are shown in Table 11.11. As can be seen, the

project shows generation cost of Rs.6.32/kWh (6.42 US

Cents) over the useful life of the project whereas installed

capacity per MW comes to Rs. 480.41 million (4.87 M US$).

xi) Profit/ Loss Account Expected income, profit & loss shown in Table 11.13, have

Results of Profit / Loss Statement:



Results of Profit / Loss Statement:

Project Investment Cost Rs. 181,115.83 Million

Less: Salvage Value @ 10% Rs. (18,111.58) Million

Net Investment Rs. 163,004.25 Million

Depreciation per annum Rs.8,150.21 Million

Total Expected Income for Rs. 275,019.47 Million

First 10 years

Total Expected Income/ Net Investment 1.69:1

Investment Ratio = 275,019.47/163,004.25

xii) Break Even Point (BEP) Breakeven point is a volume of production which determinesthe number of units of energy required to recover the

recurring expenditures (Operating costs + Debt + Interest

Obligation). The break even production volume of the project

is 549.07GWh of energy which is considerably less than the

annual production of 1,579 GWh.

xiii) Payback Period The payback period of the project is 6.67 years.

xiv) Return on Equity Not applicable at this stage.

12. IMPLEMENTATION

SCHEDULE

(INCLUDING STARTING

AND COMPLETIONDATES)

The completion/ implementation of the project are stretched

over forty eight months. Therefore, it is assumed that project

implementation would start from January 2016 and

completed by December 2023. The Ninety Six months‟investment is exclusive of twelve months of pre-construction

activities and Eighty Four months of construction activities is

apportioned as follows:

Year Percentage

13 MANAGEMENT



13. MANAGEMENT

STRUCTURE AND

MANPOWER

REQUIREMENTS

INCLUDING

SPECIALIZED SKILLS

DURING

CONSTRUCTION AND

OPERATIONAL

PHASES

Refer to Para 11 (ii) above

14. ADDITIONAL

PROJECTS /

DECISIONS REQUIRED

TO MAXIMIZE SOCIO-

ECONOMIC BENEFITS

FROM PROPOSED

PROJECT

Not Required

15. CERTIFIED THAT THE PROJECT PROPOSAL HAS BEEN PREPARED ON THE BASIS

OF GUIDELINES PROVIDED BY THE PLANNING COMMISSION FOR PREPARATION OF PC-



OF GUIDELINES PROVIDED BY THE PLANNING COMMISSION FOR PREPARATION OF PC

I FOR INFRASTRUCTURE SECTORS

Prepared by Abdur Rashid Mirza

Economic and Financial Analyst

Gahrait Swir Lasht Hydropower Project

ACE (Pvt) Ltd

Iqtidar-ul-Hassan Alvi

Team Leader


ACE (Pvt.) Limited

Checked by Narindar Kumar

Project Manager


PEDO

Farhat Mahmood

Director Feasibilities Studies

PEDO

Recommended by Bahadur Shah

Managing Director/ Project Director

PEDO



SALIENT FEATURES

377 MW GAHRAIT-SWIR LASHT HYDROPOWER PROJECT

SALIENT FEATURES

1 L ti 10 k t f D h T (Di t i t



1. Location 10 km upstream of Drosh Town. (District

Chitral), Khyber Pakhtunkhwa, Pakistan.

2. Organization Pakhtunkhwa Energy DevelopmentOrganization (PEDO).

3. Hydrology

Catchment area (dam site) 13418.5 km2

Mean Monthly Discharge (m3/sec) 80.8 to 978.50

Design Flood (Q1000) 3538 m3/sec

4. River DiversionDesign Flood (Q10 year) 1790 m

3/sec

No of Diversion Tunnels 4 No‟s.

Shape D-shaped

Size (W x H) 7.6 m x 7.6 m

5. Dam & Appurtenant StructuresDam type Asphaltic face Rockfill Dam (AFRD)

Dam Crest level 1342.00 masl

Maximum Reservoir Level 1337.00 masl

Minimum Reservoir Level 1331.00 masl

Dead Storage Level 1324.00 masl

Dam Height (from Bed) 34 m.

Dam bed elevation 1309.00 m.asl

6. Spillway & Energy dissipation arrangement

Spillway type Tunnel Spillway

No of Diversion Tunnels 4 No‟s. Shape D-shaped

Size (W x H) 7.6 m x 7.6 m

Type of energy dissipation arrangement Flip Bucket

7. Power Intake/ Connecting TunnelsNo of Intakes 4 No‟s.

Size of each Twin intake opening 7.00 m x 3.00 m

Intakes invert Level 1324.00 m.asl.

No of Intake Connecting tunnels 4 No‟s

Connecting Tunnels (Upstream of Sand trap) 12 m x 9 m (D-Shaped)

8. Sand Trap / Flushing TunnelsType Pressurized-D shape

Diameter 9.50 m

10. Surge Shaft



10. Surge Shaft

Height 71 m.

No of Surge Tanks 02 No‟s

Diameter 10 m.

11. Concrete Lined Pressure Shaft

Length 92.20 m.

No of Pressure Shafts 02 No‟s

Diameter 6.50.m.

12. Steel Lined Penstock Length 78 m.

Diameter 6.5 m.

13. Head Gross head 109.28 m.

Head loss (single waterway) 9.12 m

Net Head 100.16 m

14. DischargeDesign Discharge 430 m

3/sec

15. Powerhouse Type Underground

Size (Lx WxH) 113 m x24 m x35 m

16. Tailrace Tunnel Type D-Shaped

Total length 3980 m

Size (W x H) 7 m x 6.5m

17. Hydro-Mechanical Equipment Type of turbine Francis

No of Units 4 No‟s

Discharge/ Unit 107.50 m3/sec

18. Electrical Equipment Generators 4 No‟s

Speed 176.5 rpm

19. Installed Capacity Plant Capacity 377 MW

Capacity/ unit 94.25 MW

20. Energy Annual Energy 1579 Gwh



PROJECT DATA

PROJECT DATAGAHRAIT SWIR LASHT HYDROPOWER PROJECT



1. General

Project Gahrait-Swir Lasht HPP

Location 10 km Upstream of Drosh Town, near Kesu

Village, (District, Chitral) Khyber

Pakhtunkhwa, Pakistan.

SOP Coordinates Dam Left abutment(E 3086764.48, N 1268234.70)

Dam Right abutment(E3086672.60, N 1268249.42)

Powerhouse Site (E 3083403.11, N1258175.85)

River Chitral

Type Run-of-River

Purpose of Project To add badly needed affordable electricity to

the National Grid

2. Reservoir

Full Reservoir Level (FRL) 1337.00 m asl

Reservoir Volume at El.1337.00 m asl 13.798 Mm3

Capacity required (4Hrs peaking) 7.430 Mm3

Minimum Operating Water Level (M.O.L) 1331.00 m aslReservoir Volume at El.1331.00 m asl 5.747 Mm3

Dead Storage Elevation 132400 m asl

Reservoir Volume at El.1324.00 m asl 0.805 Mm3

River Bed Elevation (Dam site) 1309 m asl

Reservoir Area (E.L. 1337.00 m asl) 1.54Km2

Reservoir Length (E.L. 1337.00 m asl) 4.470 Km

Average slope of River 0.007784 (1 in128)

Design Discharge (Q26) 430m3/s for power yield

Flushing Discharge (20 % of Qd) 86 m3/s.

3 H d l

Flood Discharge (Q10,000 years) 4890m3/s

3.2. Recommended floods (Powerhouse Site)



River Chitral River

Catchment Area (Power house) 14330.6km2

Flood Discharge (Q2 year) 1423 m3/s



Flood Discharge (Q50 year) 2453m3/s



Flood Discharge (Q1000 years) 3782m3

/sFlood Discharge (Q10,000 years) 5226m3/s

4. River Diversion (Diversion Tunnels) & Spillway (Tunnel Spillway)

Proposed Location Right Bank of Chitral River

Number of Tunnels 4 No’s.

Type D-Shaped (Steel Lined)

Length of Tunnel – 1 189 mLength of Tunnel – 2 246 m.

Length of Tunnel – 3 295 m

Length of Tunnel – 4 316 m

Slope of Diversion Tunnel / Spillway Tunnels-I 1 in 29

Slope of Diversion Tunnel / Spillway Tunnels-II 1 in 39

Slope of Diversion Tunnel / Spillway Tunnels-III 1 in 47

Slope of Diversion Tunnel / Spillway Tunnels-IV 1 in 51

4.1. Diversion Tunnel / Spillway Tunnels Inlet Details

Shape of Tunnel D-Shaped (Steel Lined)

Size of Tunnel 7.6 m x 7.6 m

River Bed Elevation (at Inlet) 1313.00 m asl

Tunnel invert (at Inlet) 1313.00 m asl

Tunnel Top (at Inlet) 1321.79 m aslPlatform Crane EL. (at Inlet) 1338.00 m asl

Size of Groves for Stoplogs 0.40 m x 0.20 m

RCC Lining (Tunnel) 500 mm

Shotcrete Thickness (Tunnel) 120 mm

RCC Lining 300 mm

Shotcrete Thickness 35 mm

S l li i 10



Steel lining 10 mm

4.3. Upstream Coffer Dam (River Diversion)

Q10 (10 year flood) 1789 m3/sec

Type River Material

Height of Coffer Dam 10.0 m

River Bed Level 1311.00 m asl

Coffer Dam Crest Level 1321.00 m asl

Free Board 0.30 m

Designed U/S Water Level 1320.70 m aslTop width of Coffer Dam 6.0 m (for two-way traffic)

Coffer dam Side slopes 1V:2 H

4.4. Downstream Coffer Dam (River Diversion)

Type River Material

Height of Coffer Dam 7.00 m

Dam Crest Level 1315.00 m asl


Designed U/S Water Level 1314.70 m asl

Free Board 0.30 m

Top width of coffer Dam 6.0 m

Side slopes 1V:2 H

4.5. Downstream Coffer Dam (Ring Type-For Construction of Diversion Tunnel)

Type River MaterialHeight of Coffer Dam 3.00 m


Dam Crest Level 1310.00 m asl

Top width of Coffer Dam 6.0 m

Side Slopes 1V:2 H

4.6. Diversion Tunnel /Spillway Tunnel (Energy Dissipation Arrangement)

4.6.1. Flip BucketTail Water Elevation (Q25 =2053 m3/sec) 1314.19 m asl

Tail Water Elevation (Q100=2543 m3/sec) 1314.98 m asl

Tail Water Elevation (Q1000=3538 m3/sec) 1315.89 m asl

5. Dam & Appurtenant Structures

Type Asphaltic Concrete Faced Rock fill Dam

(AFRD Type)



(AFRD Type)

Design flood (Q1000 years) 3538 m3/s

Normal Reservoir level 1337.00 m asl

Free Board provided 6 m

Height of Crest wall 4 m.

Dam top level 1343.00 m asl

Road level at dam 1342.00 m asl

Upstream slope of Dam 1:2 (V: H)

Downstream slope of Dam 1:2 (V: H)Dam Crest Width 10.00 m

Dam Foundation level 1306.00 m asl

River Bed Elevation 1309.00 m asl

Height of Dam (from bed) 34 m

6. Power Intake

Type Side Intake – Gate Controlled No. of Intakes 4 No’s.

Size of Intake 4 x (9.26 m x 7.97 m), Rectangular – Separated

by 2.00 m thick Dividing Wall)

Intake Opening Size (7.0 m x 3.0 m), Bell Mouth

River Bed Elevation at Intake 1314 m asl

Intake Invert Level 1324.00 m asl

Intake Top Level 1327.00 m aslElevation of access Road at intake 1344.00 m asl

RCC Lining thickness at base 2.50 m

6.1. Trash Rack at Power Intake

No of Trash Racks 4 No.

Size of Trash Rack 2 x (9.26 m x 7.97 m), (W x H)

Trash Rack Invert Level 1322.30 m asl

Trash Rack Top Level 1332.00m asl

Inclination 74.48°

6 2 Gates Control Building

Thickness of Concrete Lining 300 mm

6.3.2. Connecting Tunnel-II

Size of Tunnel 12 m x 9 m (D Shaped)



Size of Tunnel 12 m x 9 m (D-Shaped).

Length of Connecting Tunnel – II 288 m

Invert Level of Connecting Tunnel – II 1324.00m asl

Top Level of Connecting Tunnel – II 1333.00m asl


6.3.3. Connecting Tunnel-III


Length of Connecting Tunnel – III 288 m

Invert Level of Connecting Tunnel – III 1324.00m aslTop Level of Connecting Tunnel – III 1333.00m asl


6.3.4. Connecting Tunnel-IV


Length of Connecting Tunnel – IV 288 m

Invert Level of Connecting Tunnel – IV 1324.00m asl

Top Level of Connecting Tunnel – IV 1333.00m asl

a. Transition Portion (between Intake Connecting Tunnels and Sand Trap)

Length 20 m

6.3.5. After Transition Portion

Invert Level at Start 1324.00 m aslInvert Level at End 1312.70m asl

Top Level at Start 1333.00 m asl

Top Level at End 1333.00m asl

7. Sand Trap

Type Pressurized

Shape V-Arched Shaped. No. of Chambers 4 No’s.

Length of Sand Trap 525 m

Size of Chamber 14.30 m x 20.30 m (W x H)

i l i b l d

Invert Level at Start 1310.70 m asl

Invert Level at End 1319.85 m asl

Top Level at Start 1334 00 m asl




Top Level at End 1326.60 m asl

7.2. Air Vent Pipe (at the end of Sand Trap)

Diameter of Pipe 1200 mm

Invert Level of Pipe 1334.00 m asl

7.3. Ventilation & Access Adit (at the end of Sand Trap)

Shape of Ventilation Adit D-Shaped

Size of Ventilation Adit 5m x 6m (W x H)

Invert Level of Adit 1344.00m aslTop Level of Adit 1350.00m asl

7.4. Headrace Connecting Tunnel & Flushing Gates Adit

Shape of Isolation Gate D-Shaped

Size of Isolation Gate 10 m x 7.5 m (W x H)

Invert Level of Flushing Gates Adit 1334.00 m asl

Top Level of Flushing Gates Adit 1341.50m asl

7.5. Headrace Connecting Tunnels (b/w Sand Trap and Head Race tunnel)

Type Circular-Concrete Lined

No. of Connecting Tunnels 04 No.

7.6. Headrace Connecting Tunnels (1 to 4)

Length of Tunnel 188.20 m

Diameter of Tunnel 6.75 m

Invert Level at Start 1319.85 m asl


Invert Level at d/s end 1317.10 m asl

Top Level at d/s end 1326.60 m asl

8. Flushing Tunnels

8.1. Flushing Conduits Size (Below Desander Chambers)

Size 1.0m x1.5 m (W x H) 0-262.50 m Size

1.5m x1.5 m (W x H) 262.50-525 m

Size of flushing conduits service gate 1.5 m x 1.5 m

Size of flushing conduits Emergency gate 1.5 m x 1.5 m

Length of Flushing Connecting Tunnel – IV 153.58 m

Length of Flushing Connecting Tunnel – V 174.84 m

Length of Flushing Connecting Tunnel – VI 182 57 m



Length of Flushing Connecting Tunnel VI 182.57 m

Length of Flushing Connecting Tunnel – VII 173.00 m

Length of Flushing Connecting Tunnel – VIII 183.11 m

Size of Flushing Connecting Conduit 2.10 m x 3.10 m (W x H)

Invert Level at Start 1308.90m asl

Top Level at Start 1312.00m asl

Invert Level at End 1308.90m asl

Top Level at End 1312.00m asl

Cocnrete Lining 400 mmShotcrete lining 100 mm

Steel lining 10 mm

8.4. Main Flushing Tunnel

No of Main Flushing Tunnel 02 No.

Shape of Tunnel D-Shaped.

8.4.1 Main Flushing Tunnel No-1

Length of Main Flushing Tunnel 314.50 m

Size of Main Flushing Tunnel 8.20 m x 6.15 m (D – Shaped)

Depth of flow 1.75 m

Invert level of Main Flushing Tunnel (Start) 1308.90 m asl

Top level of Main Flushing Tunnel (Start) 1315.05m aslInvert level of Main Flushing Tunnel (Outfall) 1308.49m asl

Top level of Main Flushing Tunnel (Outfall) 1314.64m asl

Free Board in Flushing Connecting Tunnels 0.30 m

Slope of Flushing Tunnel 1 in 1013

Protection Provided Erosion Resistant Steel Lining.

8.4.1 Main Flushing Tunnel No-2Length of Main Flushing Tunnel 416.50 m

Size of Main Flushing Tunnel 8.20 m x 6.15 m (D – Shaped)

Invert level of Main Flushing Tunnel (Start) 1308.90 m asl

River Bed level at Outfall 1300.00m asl

Invert Level of Outfall at Start 1308.49m asl

Invert Level of Outfall at End 1296.26m asl



Invert Level of Outfall at End 1296.26m asl

Thickness of Concrete Floor at Start 0.50 m

Slope of Chute 1V:2H

Thickness of Chute floor 0.60 m.

Height of Baffle Blocks 1.27 m

Top Width of Baffle Blocks 0.25 m

Cut-off Wall Depth (Downstream) 3 m

Length of Concrete Block Apron 4.5 m

Length of Riprap Apron 10 m

9. Headrace Tunnel

Type Horseshoe, Reinforced Concrete Lined.

No of Headrace Tunnels 02 No.

Average length of tunnel 10,214 m

Diameter 9.50 m (Area = 70.85 m2)

Tunnel Slope 1:1000

Tunnel Invert Level (at the Start) 1317.10 m asl

Tunnel Invert Level (at the End) 1306.92 m asl

Tunnel Top Level (at the Start) 1326.60 m asl

Tunnel Top Level (at the End) 1316.40 m asl

Velocity in Tunnel 3.03 m/secRCC lining 500 mm


10. Surge Shaft

Type Reinforced Concrete Lined.

No of Surge Tanks 2 No’s.

Height 79 m

Invert Elevation 1316.42 m asl

Top Elevation 1381.24 m asl

RCC Lining 600 mm

Steel Lining 20 mm




12. PenstockType Mild Steel (Circular)

Length 78.00 m

Invert Level of Penstock (Start) 1224.24 m asl

Invert Level of Penstock (End) 1222.47 m asl

Slope of Penstock 3 %

Diameter 6.50 m (Area =33.17 m2

)Velocity 6.48 m/sec

RCC Lining 600 mm

Steel Lining 18 mm

13. Manifold

Type Circular Steel

Length of Manifold 28 m No. 4 No.

Diameter 4.00 m

Velocity in Main Manifold 8.56 m/sec.

14. Draft Tube (Downstream of Turbine)

Length of Chamber 49.60 m

Size of Gate chamber 6.00 x 7.00 m (WxH)Invert Level of Stop log chamber 1237.50 m asl.

Invert of Draft tube at end 1217.10 m asl.

Length of Transition at the end of Draft tube 13.40 m.

15. Tailrace Tunnel and Channel

15.1. Tailrace Tunnel

Type D-Shaped No. of Tailrace Tunnels 04 No’s.

Average length of tunnel 3980 m

Width of Tunnel 7.0 m.

i h f l

15.2. Tailrace Channel (Earthern Lined)

Type Concrete Lined.

Length of Channel ` 282 m.



Bed Width of Channel 74 m.

Depth of Flow 5 m.

Free Board varies as per site.

Side Slope of Channel 2 H: 1V

Slope of Channel 1 in 969

Invert Level (at Start) 1226.38 m asl

Top Level (at Start) 1232.88m asl

17. Power House

Powerhouse Type Under Ground

Dimensions 113 m x24 m x 35 m (L x W x H)

Type of Turbine Francis (Vertical Shaft)

No of Units 4 No’s.

Design Discharge 430 m3/sec

Design Discharge (each Unit) 107.50 m

3

/secPower Output (each Unit) 94.25 MW

River Bed Level (Chitral River) 1225.51 m asl

Turbine Axis Elevation 1225.72 m asl

Maximum Flood Water Elevation 1238.00 m asl

Minimum Tail Water Elevation (Half discharge) 1229.22 m asl

Minimum Tail Water Elevation (4 Units) 1231.00 m asl

Minimum Tail Water Elevation (50 % of 1turbine) 1227.72 m aslGross Head 109.28 m

Head Loss 9.12 m

Net Head 100.16 m

Installed Capacity 377 MW.



TABLES

TABLE-7.1

Breakdown of Project Base Cost and Total Cost Estimates




Sr. No. Description

Rs. Million

Local Foreign Total

Preliminary Works and Engineer ing Costs

A Preliminary Works 2,496.06 131.37 2,627.43

B Environmental and Resettlement Cost 453.85 0 453.85

C Civil Works 65,656.20 4139.66 69,795.86

D Hydro Mechanical 198.25 10,874.25 11,072.50

E Electrical and Mechanical Works 1,727.79 15,311.17 17,038.96

F Sub Total (A+B+C+D+E) 70,532.15 30,456.45 100,988.60

Other Costs

G Transportation and Erection Charges @ 6% of (D, E) 115.56 1,571.12 1,686.68

H Detail Design and Tender Documents @ 1.5% 1,059.72 480.41 1,540.13

I Client Expenses, Administration and Legal Costs @ 1% 706.48 320.28 1,026.76

J Engineering and Supervision Costs @ 1% 706.48 320.28 1,026.76

K Physical Contingencies @ 3% 2,119.43 960.83 3,080.26

L Import duties and charges @ 5% 1,387.83 0 1,387.83

M Sub Total Other Cost (G+H+I+J+K+L) 6,095.50 3,652.92 9,748.42

N Total Base Cost (F+M) 76,627.65 34,109.37 110,737.02

O Price Escalation 24,877.04 1,991.37 26,868.41

P Interest during construction 31,652.97 11,857.43 43,510.40

Q Total Project Costs (N+O+P) 133,157.66 47,958.17 181,115.83

Phasing of the Project

(Rs. Millions)

Year 1 Year 2 Year 3 Year 4 Year 5 Year 6 Year 7 Year 8

3,455.16 6,388.89 13,634.96 22,996.86 26,341.38 35,944.34 35,792.59 36,561.65

The above phasing is inclusive of land cost.

Sheet 1 of 1

(Price Index April 30th 2014)

1 US$ = Rs. 98.56

LOCAL FOREIGN

Pak Rs. Pak Rs. Pak Rs. US$

I Preliminary Works

GAHRAIT-SWIR LASHT HYDROPOWER PROJECT (377MW)

SUMMARY OF PRELIMINARY COST ESTIMATE

Sr.

No.DESCRIPTION

TOTAL

TABLE - 7.2



I Preliminary Works

I -1 Access Roads with ancil lar ies to the Main Works Sites 1 ,900,000,000 100,000,000 2,000,000,000 20,292,208

I-2 Camps and Housing/ Employer Facilities (Refer: Table-16.16) 596,056,125 31,371,375 627,427,500 6,365,945

I-3Environmental Mitigation Cost

(Refer: Table-14.29, Chapter:14 of Main Report) 431,878,850 - 431,878,850 4,381,888

I-4Land Acquisition and Compensation Cost

(Refer: Table-14.29, Chapter:14 of Main Report) 21,970,000 - 21,970,000 222,910

I-5 Fish Ladder (Refer: Table-16.14) 57,162,123 3,755,561 60,917,684 618,077

Sub Total I 2,949,904,975 131,371,375 3,081,276,350 31,262,951

II Civil Works

II-1Coffer Dams, Boulder Trap and Diversion / Spillway Tunnels

(Refer: Table-16.02)

2,953,592,137 154,838,842 3,108,430,979 31,538,464

II-2 Asphaltic Concrete Face Rockfil l Dam (Refer: Table-16.03) 722,835,661 10,955,992 733,791,653 7,445,126

II-3 Power Intake (Refer: Table-16.04) 824,729,703 45,261,076 869,990,779 8,827,017

II-4Connecting tunnel from Power intake to Desanders

(Refer: Table-16.05) 1,810,970,431 108,036,978 1,919,007,409 19,470,449

II-5 Desander Chambers (Refer: Table-16.06) 9,294,898,822 564,546,632 9,859,445,454 100,034,958

II-6 Flushing Arrangement (Refer: Table-16.07) 2,811,622,491 68,558,231 2,880,180,722 29,222,613

II-7 Connecting Tunnel to Headrace (Refer: Table-16.08) 501,841,997 31,376,801 533,218,798 5,410,093

II-8 Headrace/ Power Tunnel (Refer: Table-16.09) 31,612,124,040 2,212,845,021 33,824,969,061 343,191,650

II-9 Surge Shaft (Refer: Table-16.10) 367,645,035 18,139,877 385,784,912 3,914,214

II-10 Pressure Shaft (Refer: Table-16.11) 325,983,027 27,448,365 353,431,392 3,585,952

II-11 Penstock and Manifold (Refer: Table-16.12) 408,026,637 34,598,506 442,625,143 4,490,921II-12 Powerhouse and Transformer Cavern (Refer: Table-16.13) 3,701,412,096 222,707,070 3,924,119,166 39,814,521

II-13 Tailrace Tunnels + Collecting Chamber (Refer: Table-16.15) 10,320,493,772 640,344,737 10,960,838,509 111,209,806

Sub Total II 65,656,175,849 4,139,658,128 69,795,833,977 708,155,784

Total for Civil Works (I+II) 68,606,080,824 4,271,029,503 72,877,110,327 739,418,735

IIIElectrical and Mechanical Works

(Refer: Table-16.17)

III-1 Hydraulic Steel Works 62,500,000 1,187,500,000 1,250,000,000 12,682,630

III-2 Hydro-Mechanical Equipment - 7,107,500,000 7,107,500,000 72,113,433

III-3 Power House Mechanical Works 135,750,000 2,579,250,000 2,715,000,000 27,546,672

III-4 Power House Electrical Works 320,000,000 9,680,000,000 10,000,000,000 101,461,039

III-5 Sub-station / Switchyard (500 KV), (Including Civil Works) 1,407,791,616 5,631,166,464 7,038,958,080 71,418,000

III-6 Transmission Line Works (Not included in project cost) - - - -

III-7 Interconnection Works (Not included in project cost) - - - -

III-8 Transportation and Erection Charges 115,562,497 1,571,124,988 1,686,687,485 17,113,306

Sub Total (E & M) III (III-1 to III-8) 2,041,604,113 27,756,541,452 29,798,145,565 302,335,080

Sub Total I, II & III 70,647,684,937 32,027,570,955 102,675,255,892 1,041,753,815

IV Detailed Design and Tender Documents @ 1.5% 1,059,715,274.06 480,413,564.33 1,540,128,838 15,626,307

V Cl ient Expenses, Administra tion and Legal Costs @ 1% 706,476,849.37 320,275,709.55 1,026,752,559 10,417,538

VI Engineering and Supervision Costs @ 1% 706,476,849.37 320,275,709.55 1,026,752,559 10,417,538

VII Contingencies @ 3% 2,119,430,548.11 960,827,128.65 3,080,257,677 31,252,614

VIII Duties & Taxes Costs of E&M Cost @ 5% 1,387,827,072.60 - 1,387,827,073 14,081,038

IX TOTAL BASE COST 76,627,611,531 34,109,363,067 110,736,974,598 1,123,548,850

Rate Local Foreign Total Amount

(PKR) (PKR) (PKR) (PKR)


COST ESTIMATE - CIVIL WORKS - AFRD OPTION

Sr. No Description of Activities Unit Quantity

TABLE - 7.3



DIVERSION / SPILLWAY TUNNELS

1

Excavation for Diversion / Spillway Tunnels upto design depth in

Medium Hard Rock requiring 50% blasting i/c removing of material

from outside of the structure area

m3 160,462 3,945.52 633,106,030 - 633,106,030

2PCC in overbreak section in Diversion / Spillway Tunnels including

placing, compacting, finishing & curing (Ratio 1:2:4)m

3 24,069 9,015.38 216,991,181 - 216,991,181

3Shotcrete 50mm thick-fibre reinforced in Diversion / Spillway

Tunnelsm

3 1,775 69,496.20 123,355,755 - 123,355,755

4Shotcrete 75mm thick-fibre reinforced in Diversion / Spillway

Tunnels m

3 205 - - - -

5 Lean Concrete 1:4:8 m3 962 6,234.47 5,997,560 - 5,997,560

6

RCC1:1.5:3 forLinning in Diversion / Spillway Tunnels-Intake Section

and Piers using crushed stone aggregate (screening & ashing) and

coarse sand i/c cost of all labour and material and all kinds of form

works, moulds, shuttering lifting / pumping, curing, rendering and

finishing the exposed surface excluding steel reinforcement

m3 3,386 12,954.80 43,864,953 - 43,864,953

7

RCC 1:1.5:3 for Linning in Diversion / Spillway Tunnels- Mid Section

using crushed stone aggregate (screening & ashing) and coarse sand

i/c cost of al l labour and material and al l k inds of form works,

moulds, shuttering lifting / pumping, curing, rendering and finishingthe exposed surface excluding steel reinforcement

m3 8,074 12,954.80 104,597,055 - 104,597,055

8

RCC 1:1.5:3 for L inning in Diversion / Spi llway Tunnels- Outlet

Section, Flip Bucket and chamber using crushed stone aggregate

(screening & ashing) and coarse sand i/c cost of al l labour and

material and all kinds of form works, moulds, shuttering lifting /

pumping, curing, rendering and finishing the exposed surface

excluding steel reinforcement

m3 18,560 12,954.80 240,441,088 - 240,441,088

9 Reinforcement Grade 60 for item above ton 3,002 166,111.52 448,800,105 49,866,678 498,666,783

10 Steel liner for 10mm thick for i ntake and mid s ection ton 2,348 291, 224.03 615, 414,620 68,379,402 683,794,022

11 Steel liner for 10mm thick for outlet section ton 537 291,224.03 140,748,574 15,638,730 156,387,304

12 Rock Bolts 3m long with 2.5m spacing No. 3,232 2,660.03 1,719,443 6,877,774 8,597,217

13 Downstream Stone Appron m3 7,500 4,811.95 36,089,625 - 36,089,625

14 Dewatering LS 1 1,500,000.00 1,500,000 - 1,500,000

U/S & D/S COFFER DAMS

14Provide and place river bed material fill material in Coffer Dams u/s

and d/s Areasm

3 23,232 1,632.92 37,935,997 - 37,935,997

15 Plastic Concrete Cutt off wall m3 1,386 9,015.38 12,495,317 - 12,495,317

BOULDER TRAP (2 Nos.)

17 Provide and place Gabions Fill Material m3 13,489 1,632.92 22,026,458 - 22,026,458

19 10% 268 508 376 14 076 258 282 584 635Other Miscellaneous items for joints of all types Drainage intrumentations etc @

CIVIL WORKS-AFRD






TABLE - 7.4



1 Clearing and Grubbing of Area 300m upstream of Dam m2 33,000 30.98 1,022,340 - 1,022,340

2

Excavation forcore trenchof DamEmbankment / Spillway / Intake& Outlet

Structure and Irrigation System upto design depth in Medium Hard Rock

requir ing 50% blasting i/c removing of material f rom outside of the

structure area

m3 71,830 1,254.79 81,118,409 9,013,157 90,131,566

3 Foundation Treatment LS 1 2,500,000.00 2,500,000 - 2,500,000

4 Lean Concrete 1:4:8 m3 1,199 6,234.47 7,475,130 - 7,475,130

5 AFRD

5.1 SEAL COAT 2mm m2 7,437 732.00 5,443,884 - 5,443,884

5.2 Upper Impervious layer (10cm) m3 744 38,697.56 28,790,985 - 28,790,985

5.3 Drainage Layer (8cm) m3 595 1,106.44 658,332 - 658,332

5.4 Lower Impervious layer (5cm) m3 372 38,697.56 14,395,492 - 14,395,492

5.5 Bedding layer (10cm) m3 744 885.15 658,552 - 658,552

6 Zone 1A, Fine-Grained Cohesionless Silt and Fine Sand m3 2,464 1,073.65 2,645,474 - 2,645,474

7 Zone 1B, Random Mix of Silt, Clays, Grovels and Cobbles m3 4,064 961.36 3,906,967 - 3,906,967

8 Zone 2A, Sand and Gravel Filter m3 1,059 1,258.21 1,332,444 - 1,332,444

9Zone 2B, Sand and Crusher Run Particles Nearly in

Quality Equal to Concrete Aggregate m3 1,644 2,372.25 3,899,979 - 3,899,979

10 Zone 3A, Slected Rock fill With Maximum Size of 150mm m3 36,847 207.40 7,642,068 - 7,642,068

11 Zone 3B, Rock fill With Maximum Size of 500mm m3 138,743 581.94 80,740,101 - 80,740,101

12 Zone 3c, Rock fill With Maximum Size of 1000mm m3 93,440 960.14 89,715,482 - 89,715,482

13 Down stream Slope Protection m3 9,101 4,811.95 43,793,557 - 43,793,557

14 Dewatering LS 1 60,000,000 60,000,000 - 60,000,000

15 Parapet Wall m3 574 12,954.80 7,436,055 - 7,436,055

16 Reinforcement Grade 60 in Linning ton 57 166,111.52 8,521,521 946,836 9,468,357

17 Plastic Concrete Cutt off wall m3 6,148 9,015.38 55,426,556 - 55,426,556

18 Compaction Grouting LS 1 100,000,000 100,000,000 - 100,000,000

19 Curtain Grouting LS 1 50,000,000 50,000,000 - 50,000,000

20 10% 65,712,332.80 995,999.30 66,708,332.10

722,835,661 10,955,992 733,791,653

CIVIL WORKS-AFRDASPHALTIC CONCRETE FACE ROCKFILL DAM

Miscellaneous for joints of all types, Drainage, Architectural details, finishes etc. @

Sub Total for Dam






TABLE - 7.5



1

Excavation for Power Intake upto design depth in Medium Hard

Rock requiring 50%blasting i/cremoving of materialfrom outside of

the structure area

m3 87,768 1,254.79 99,117,368 11,013,041 110,130,409

2PCC in overbreak section including placing, compacting, finishing &

curing (Ratio 1:2:4)m

3 13,165 9,015.38 118,687,478 - 118,687,478

3 Lean Concrete 1:4:8 m3 128 6,234.47 798,012 - 798,012

4 Shotcrete at the face 200mm thick fibre reinforced m3 176 62,945.33 11,078,378 - 11,078,378

5

RCC 1:1.5:3 for Linning using crushed stone aggregate (screening &ashing) and coarse sand i/c costof all labour and material and all

kinds of form works, moulds, shuttering lifting / pumping, curing,

render ing and fin ishing the exposed surface excluding steel

reinforcement

m3 19,320 12,954.80 250,286,736 - 250,286,736

6 Reinforcement Grade 60 in Linning ton 1,932 166,111.52 288,834,711 32,092,746 320,927,457

7Structural backfill using Common Material available at

site near transition zones and Bridge areasm

3 37,720 415.01 15,654,177 - 15,654,177

8Clearing, Grubbing and shotcrtetnig if necessary of the Area

between Power Intake and Diversion TunnelsLS 1 500,000.00 500,000 - 500,000

9 Dewatering LS 1 500,000.00 500,000 - 500,000

10 5% 39,272,843.00 2,155,289.35 41,428,132.35

824,729,703 45,261,076 869,990,779

CIVIL WORKS-AFRDPOWER INTAKE

Miscellaneous for joints of all types, Drainage, Architectural details, finishes and Gate

Control Buildin etc.

Sub Total for Power Intake






TABLE - 7.6



1

Excavation for Connecting Tunnels to Headrace Tunnel upto design

depth in Medium Hard Rock requiring 50% blasting i/c removing of

material from outside of the structure area

m3 146,705 4,813.53 635,552,027 70,616,892 706,168,919



3 22,006 9,015.38 198,392,452 - 198,392,452

3 Lean Concrete 1:4:8 m3 1,395 6,234.47 8,697,086 - 8,697,086

4 Shotcrete 100mm thick-fibre reinforced m3 5,394 62,945.33 339,527,110 - 339,527,110

5

RCC 1:1.5:3 for Linning using crushed stone aggregate (screening &

ashing) and coarse sand i/c costof all labour and material and all


rendering and fini shing the exposed surface excluding steel

reinforcement

m3 19,428 12,954.80 251,685,854 - 251,685,854


7 Dewatering LS 1 400,000.00 400,000 - 400,000

8 5% 86,236,687.20 5,144,618.00 91,381,305.20

1,810,970,431 108,036,978 1,919,007,409

CIVIL WORKS-AFRDCONNECTING TUNNELS FROM POWER INTAKE TO DESANDERS


Sub Total for Connecting Tunnel from Power Intake to Desanders



CIVIL WORKS AFRD




TABLE - 7.7



1

Excavation for Desanders upto design depth in Medium Hard Rock

requiring 50% blasting i/c removing of material from outside of the

structure area

m3 804,195 4,332.18 3,135,525,746 348,391,750 3,483,917,495

2 Lean Concrete 1:4:8 m3 4,704 6,234.47 29,326,947 - 29,326,947



3 104,895 9,015.38 945,668,285 - 945,668,285

4 Shotcrete 150mm thick-fibre reinforced m3 24,150 62,945.33 1,520,129,720 - 1,520,129,720

5





reinforcement

m3 96,579 12,954.80 1,251,161,629 - 1,251,161,629

6

RCC 1:1.5:3 for inspection path incuding railing using crushed stone

aggregate (screening & ashing) and coarse sand i/c costof all labour

and material andall kinds of formworks, moulds, shuttering lifting /



m3 2,646 12,954.80 34,278,401 - 34,278,401

7 Reinforcement Grade 60 in L inning and Inspection path ton 9,923 166,111.52 1,483,492,152 164,832,461 1,648,324,613

8 Rock bolts 3m long, with 2.5m spacing No. 11,816 2,660.03 31,430,914 - 31,430,914

9

Stainless Steel Hand Railing (Providing and Fixing angle iron railing,

us ing 2.5"x2.5"x3/8" angle iron post 4.5'long, 5'to 6" apart ,

complete)

m 4,200 4,260.53 17,894,226 - 17,894,226

10 Dewatering LS 1 1,000,000.00 1,000,000 - 1,000,000

11 10% 844,990,802.00 51,322,421.10 896,313,223.00

9,294,898,822 564,546,632 9,859,445,453

Miscellaneous for joints of all types, Drainage, Architectural details, finishes etc @

Sub Total for Desander Chambers

CIVIL WORKS-AFRDDESANDER CHAMBERS






TABLE - 7.8

CIVIL WORKS AFRD



1

Excavation for out let gate and Ventilation shaft and Tunnel D

Shaped to Adit upto design depth in Medium Hard Rock requiring

50% blasting i/c removing of material from outside of the structure

area

m3 7,607 4,813.53 32,954,871 3,661,652 36,616,523

2

Excavation for isolation gate shaft upto design depth in Medium

Hard Rock requiring 50% blasting i/c removing of material from

outside of the structure area

m3 340 4,813.53 1,472,940 163,660 1,636,600

3

Excavation for Lift well upto design depth in Medium Hard Rock


structure area

m3 2,154 4,813.53 9,331,510 1,036,834 10,368,344

4Excavation for Flushing Gate Chamber upto designdepth in MediumHard Rock requiring 50% blasting i/c removing of material from


m3 5,876 4,813.53 25,455,872 2,828,430 28,284,302

5

Excavation for IsolationGate Chamber upto design depth in Medium

Hard Rock requiring 50% blasting i/c removing of material from


m3 1,591 4,813.53 6,892,493 765,833 7,658,326

6

Excavation for Flushing Tunnel upto design depth in Medium Hard

Rock requiring50% blasting i/c removing of material fromoutside of

the structure area

m3 33,948 4,813.53 147,068,744 16,340,972 163,409,716

7

Excavation for Flushing Outlet upto design depth in Medium Hard


the structure area

m3 5,086 4,813.53 22,033,453 2,448,161 24,481,614


curing (Ratio 1:2:4) m3 8,490 9,015.38 76,540,576 - 76,540,576

9

RCC 1:1.5:3 in walls, bed in flushing outlet using crushed stone





m3 2,199 12,954.80 28,487,605 - 28,487,605

10 Reinforcement Grade 60 in item above ton 220 166,111.52 32,890,081 3,654,453 36,544,534

11 Lean Concrete 1:4:8 m3 1,163 6,234.47 7,250,689 - 7,250,689

12 Shotcrete 35mm thick-fibre reinforced m3 31,240 62,945.33 1,966,412,109 - 1,966,412,109

13 Rock bolts 3m long, with 4m spacing No. 828 2,660.03 2,202,505 - 2,202,505

14 Rock Bolts 4m long with 3m spacing No. 1,323 3,546.73 4,692,324 - 4,692,324

15 Steel liner - Flushing tunnels ton 1,181 291,224.03 309,542,021 34,393,558 343,935,579

16 Rip Rap armouring in outlet area m3 1,050 3,817.06 4,007,913 - 4,007,913

17 Dewatering LS 1 500,000.00 500,000 - 500,000

18 5% 133,886,785.30 3,264,677.65 137,151,462.95

2,811,622,491 68,558,231 2,880,180,722

CIVIL WORKS-AFRDFLUSHING ARRANGEMENT


Sub Total for Flushing Arrangement



CIVIL WORKS AFRD




TABLE - 7.9



1

Excavation for Connecting Tunnels to Headrace Tunnel upto design



m3 39,546 4,813.53 171,320,271 19,035,586 190,355,857



3 5,932 9,015.38 53,479,234 - 53,479,234

3 Lean Concrete 1:4:8 m3 313 6,234.47 1,951,389 - 1,951,389

4 Shotcrete 50mm thick-fibre reinforced m3 918 62,945.33 57,783,813 - 57,783,813

5





reinforcement

m3 6,531 12,954.80 84,607,799 - 84,607,799

6 Reinforcement Grade 60 in Linning ton 653 166,111.52 97,623,741 10,847,082 108,470,823

7 Rock Bolts 4m long with 1.5-2.0m spacing No. 3,039 3,546.73 10,778,512 - 10,778,512

8 Dewatering LS 1 400,000.00 400,000 - 400,000

9 5% 23,897,237.95 1,494,133.40 25,391,371.35

501,841,997 31,376,801 533,218,798

CIVIL WORKS-AFRDCONNECTING TUNNELS TO HEADRACE


Sub Total for Connecting Tunnel to Headrace






TABLE - 7.10

CIVIL WORKS-AFRD



1

Excavation for Headrace Tunnel upto design depth in Medium Hard

Rock requiring 75% blastingi/c removing of material from outside of

the structure area

m3 2,102,411 6,016.92 11,385,034,915 1,265,003,879 12,650,038,794

2

Excavation for Headrace Tunnel upto design depth in Medium Hard

Rock requiring 50% blastingi/c removing of material from outside of

the structure area

m3 64,881 4,813.53 281,075,976 31,230,664 312,306,640



3 325,094 9,015.38 2,930,845,946 - 2,930,845,946

4 Lean Concrete 1:4:8 m3 11,766 6,234.47 73,354,774 - 73,354,774

5 Shotcrete 50-75mm thick-fibre reinforced m3 36,072 62,945.33 2,270,563,944 - 2,270,563,944

6


ashing) and coarse sand i/c cost of all labour and material and all


rendering and f ini shing the exposed surface excluding steel

reinforcement

m3

400,596 12,954.80 5,189,641,061 - 5,189,641,061

7 Reinforcement Grade 60 in Linning ton 40,060 166,111.52 5,988,984,742 665,442,749 6,654,427,491

8 Rock Bolts 3m long with 2.5x2.5m spacing No. 55,516 2,660.03 147,674,225 - 147,674,225


10 Adits (4 Nos.) LS 1 500,000,000 450,000,000 50,000,000 500,000,000

11 Dewatering LS 1 10,000,000.00 10,000,000 - 10,000,000

12 10% 2,873,829,458.20 201,167,729.20 3,074,997,187.40

31,612,124,040 2,212,845,021 33,824,969,061

HEADRACE TUNNELS / POWER TUNNELS


Sub Total for Headrace Tunnel



CIVIL WORKS-AFRD




TABLE - 7.11



1

Excavation for Surge Shaft upto design depth in Medium Hard Rock


structure area

m3 24,192 4,813.53 104,804,026 11,644,892 116,448,918



3 4,838 9,015.38 43,616,408 - 43,616,408


4





reinforcement

m3 3,385 12,954.80 43,851,998 - 43,851,998


6 Rock Bolts 3m long with 2.5m spacing No. 2,035 2,660.03 5,413,161 - 5,413,161

8 Consolidation Grouting after Concrete Lining LS 1 1,000,000.00 1,000,000 - 1,000,000

9 Dewatering LS 1 500,000.00 500,000 - 500,000

10 5% 17,506,906.45 863,803.65 18,370,710.05

367,645,035 18,139,877 385,784,911

CIVIL WORKS AFRDSURGE SHAFTS


Sub Total for Surge Shaft



CIVIL WORKS-AFRD




TABLE - 7.12



1

Excavation for Pressure Shaft upto design depth in Medium Hard


the structure area

m3 10,391 4,813.53 45,015,651 5,001,739 50,017,390



3 1,559 9,015.38 14,054,977 - 14,054,977


4





reinforcement

m3 2,467 12,954.80 31,959,492 - 31,959,492


6 Steel liner for Pressure Shaft 18mm thick ton 585 291,224.03 153,329,452 17,036,606 170,366,058

7 Rock Bolts 3m long with 6m spacing No. 131 2,660.03 348,464 - 348,464

8 Dewatering LS 1 500,000.00 500,000 - 500,000

9 5% 15,523,001.30 1,307,065.00 16,830,066.25

325,983,027 27,448,365 353,431,391

PRESSURE SHAFTS


Sub Total for Pressure Shaft






TABLE - 7.13

CIVIL WORKS-AFRD



1

Excavation for Penstock and Mani folds upto des ign depth in



m3 11,808 4,813.53 51,154,346 5,683,816 56,838,162



3 1,771 9,015.38 15,966,238 - 15,966,238


4





reinforcement

m3 2,671 12,954.80 34,602,271 - 34,602,271


Steel liner for Penstock 18mm thick ton 784 291,224.03 205,487,676 22,831,964 228,319,640

6 Rock Bolts 3m long with 6m spacing No. 153 2,660.03 406,985 - 406,985

7 Dewatering LS 1 400,000.00 400,000 - 400,000

8 5% 19,429,839.85 1,647,547.90 21,077,387.75

408,026,637 34,598,506 442,625,143

PENSTOCKS AND MANIFOLDS


Sub Total for Penstock and manifolds




TABLE - 7.14





1

Excavation for Powerhouse and Transformer Cavern upto design

depth in Hard Rock requiring 75% blasting i/c removing of material


m3 227,715 6,016.92 1,233,128,644 137,014,294 1,370,142,938

2 Lean Concrete 1:4:8 m3 935 5,110.22 4,778,056 - 4,778,056


4

RCC for Sub structures and around Draft Tubes using crushed stone

aggregate (screening & ashing) and coarse sand i/c cost of all labourandmaterial andall kinds of form works, moulds, shuttering lifting /



m3 25,175 9,015.38 226,962,192 - 226,962,192

5

RCC 1:1.5:3 for walls, columns, slabs and floors using crushed stone

aggregate (screening & ashing) and coarse sand i/c cost of all labour

andmaterial andall kinds of form works, moulds, shuttering lifting /



m3 34,100 12,954.80 441,758,680 - 441,758,680


7 Rock Bolts No. 4,500 3,546.73 15,960,285 - 15,960,285

8 Busduct, Cable and Ventilation Tunnel LS 1 500,000,000 500,000,000 - 500,000,000

9 Dewatering LS 1 200,000,000 200,000,000 - 200,000,000

10 15% 482,792,882.10 29,048,748.30 511,841,630.40

3,701,412,096 222,707,070 3,924,119,166

CIVIL WORKS-AFRDUNDER GROUND POWER HOUSE AND TRANSFORMER CAVERN


Sub Total for Powerhouse and Transformer Cavern



CIVIL WORKS-AFRD


TABLE - 7.15





1

Excavation for Fish Ladder upto design depth in Medium Hard Rock


structure area

m3 6,301 1,254.79 7,115,789 790,643 7,906,432

2 Lean Concrete 1:4:8 m3 78 6,234.47 486,289 - 486,289

3

RCC 1:1.5:3 for Retaining and cross wall s us ing crushed stone





m3 1,492 12,954.80 19,328,562 - 19,328,562


5 Dewatering LS 1 500,000.00 500,000 - 500,000

6 15% 7,455,929.10 489,855.75 7,945,784.85

57,162,123 3,755,561 60,917,684

FISH LADDER


Sub Total for Fish Ladder



CIVIL WORKS-AFRDWATER COLLECTING CHAMBER TAILRACE TUNNEL & CHANNEL




TABLE - 7.16



1

Excavation for Water col lecting Chamber upto design depth in



m3 8,191 3,760.57 27,722,546 3,080,283 30,802,829

2

Excavation for Tailrace Tunnel upto design depth in Medium Hard


the structure area

m3 910,754 3,760.57 3,082,458,753 342,495,417 3,424,954,170

3

Excavation for Outlet Structure and Tailrace Channel upto design



m3 265,370 1,254.79 299,685,260 33,298,362 332,983,622

4Shotcrete 50-100mm thick-fibre reinforced (water col lecting

chamber, tailrace tunnel)m

3 36,656 62,945.33 2,307,324,016 - 2,307,324,016

5





reinforcement (water collecting chamber, tailrace tunnel)

m3 138,896 12,954.80 1,799,369,901 - 1,799,369,901

6 Reinforcement Grade 60 for item above ton 13,890 166,111.52 2,076,560,112 230,728,901 2,307,289,013

7

RCC 1:1.5:3 in Piers using crushed stone aggregate (screening &




reinforcement

m3 151 13,691.37 2,067,397 - 2,067,397

8 Reinforcement Grade 60 for item above ton 15 166,111.52 2,242,506 249,167 2,491,673

9

Stainless Steel Hand Railing (Providing and Fixing angle iron railing,

us ing 2.5"x2.5"x3/8" angle iron post 4.5'long, 5'to 6" apart ,

complete) (Water collecting chamber)

m 154 4,260.53 656,122 - 656,122


11 Dewatering LS 1 5,000,000.00 5,000,000 - 5,000,000

12 5% 491,452,084.40 30,492,606.50 521,944,690.90

10,320,493,772 640,344,737 10,960,838,509

WATER COLLECTING CHAMBER, TAILRACE TUNNEL & CHANNEL


Sub Total for Water collecting chamber, Tailrace Tunnel and channel

Covered Total


TABLE - 7.17

COST ESTIMATE - PRELIMINARY WORKS (I)

Camps and Housing Facilities (I-2)



CoveredArea of

Each

Building

TotalCovered

Area

Plot Size / Unit

(m2) (m

2) (m

2)

Type I 2 235 470 400

Type II 5 135 675 700

Type III – Family Flats

Ground plus two floors consisting four (4)

units per floor

1 500 1,500 1,000

Type IV - Operators Hostel (Bachelor)

Ground plus two floors consisting eight

rooms (8) rooms with attached

bath/Kitchen per floor

1 500 1,500 1,000

Guest House – Double Storey

with 2 bed rooms on ground and 4 bed

rooms on 1st floor

2 280 1,120 700

Mosque 1 500 500 1,000

Hospital (15 Beds) – Double Storey 1 800 1,600 1,500

Shops 8 90 720 1,500

Office – Double Storey 1 230 460 500

College – Double Storey 1 1000 2,000 700

Total 10,545

Additional area for Infrastructure and other

Facilities @ 20% 2,109.00

Additional area for recreational Facilities @ 10% 1,054.50

Total Coverver Area 13,709

Rate Total Amount(PKR) (PKR)

Construction Cost for Buildings 10,545 50,000 527,250,000

Construction Cost for Infrastructure and

Description of Activities Unit Quantity

Type of BuildingNo. of

Buildings

Sheet 1 of 1

Sr. No Description Unit QtyRate

(Pak. Rs.)

Local

Amount

(Pak. Rs.)

Foreign

Amount

(Pak. Rs.)

Total Amount

(Pak. Rs.)

III Electrical and Mechanical Works

III-1 Hydraulic Steel Works


TABLE - 7.18

COST ESTIMATE - ELECTRICAL AND MECHANICAL WORKS (III)

Schedules of Rates and Prices (April 30, 2014)



I II 1 Hydraulic Steel Works1001 Trash Racks Lot. 1 50,000,000 2,500,000 47,500,000 50,000,000

1002 Trash Rack Cleaner Set 1 175,000,000 8,750,000 166,250,000 175,000,000

1003 Stoplog Sets Lot. 1 25,000,000 1,250,000 23,750,000 25,000,000

1004 All types of Gates Lot. 1 1,000,000,000 50,000,000 950,000,000 1,000,000,000

Sub Total -1 62,500,000 1,187,500,000 1,250,000,000

III-2 Hydro-Mechanical Equipment

1101 Francis Turbines (4 x 94.319=377.28 MW) Lot. 1 4,000,000,000 - 4,000,000,000 4,000,000,000

1102 Governor Lot. 1 562,500,000 - 562,500,000 562,500,000

1103

ower ouse crane , o e rane

and Draft tube monorail hoist Lot. 1 360,000,000 - 360,000,000 360,000,000

1104 Butterfly inlet Valves Lot. 1 2,060,000,000 - 2,060,000,000 2,060,000,000

1105 Pressure Relief Valves Lot. 1 125,000,000 - 125,000,000 125,000,000

Sub Total - 2 - 7,107,500,000 7,107,500,000

III-3 Powerhouse Mechanical Equipment

1201 Cooling System L.S. 1 600,000,000 30,000,000 570,000,000 600,000,000

1202 Fire Fighting and Alarm System L.S. 1 1,000,000,000 50,000,000 950,000,000 1,000,000,000

1203 Drainage & Dewatering L.S. 1 20,000,000 1,000,000 19,000,000 20,000,000

1204 High & Low Pressure Air L.S. 1 100,000,000 5,000,000 95,000,000 100,000,000

1205 Ventilation & Air Conditioning L.S. 1 25,000,000 1,250,000 23,750,000 25,000,000

1206 Workshop Equipment L.S. 1 75,000,000 3,750,000 71,250,000 75,000,000

1207 Water Level Measuring Devices Lot. 1 20,000,000 1,000,000 19,000,000 20,000,000 1208 Essential Spare Parts Lot. 1 825,000,000 41,250,000 783,750,000 825,000,000

1209 Miscellaneous Mechanical System L.S. 1 50,000,000 2,500,000 47,500,000 50,000,000

Sub Total - 3 135,750,000 2,579,250,000 2,715,000,000

Sub Total - 4 (Mechanical Works Cost) 198,250,000 10,874,250,000 11,072,500,000

III-4 Powerhouse Electrical Equipment

1301 Generator, Exciter and Auxiliaries (4 No.) Lot. 1 4,500,000,000 - 4,500,000,000 4,500,000,000

1302 Main Transformer Lot. 1 1,000,000,000 200,000,000 800,000,000 1,000,000,000

1303 Auxiliary Transformer Lot. 1 600,000,000 120,000,000 480,000,000 600,000,000

1304 MV/LV Switch Gears L.S. 1 700,000,000 - 700,000,000 700,000,000

1305 SCADA System L.S. 1 1,000,000,000 - 1,000,000,000 1,000,000,000

1306 D.C Supply L.S. 1 300,000,000 - 300,000,000 300,000,000

1307 Earthling System L.S. 1 400,000,000 - 400,000,000 400,000,000

1308 Emergency D.G.Set Nos 1 100,000,000 - 100,000,000 100,000,000

1309 Measuring & Protection L.S. 1 150,000,000 - 150,000,000 150,000,000

1310 Telecommunication Equipment L.S. 1 200,000,000 - 200,000,000 200,000,000

1311 Lighting and Clock L.S. 1 150,000,000 - 150,000,000 150,000,000

1312 Essential Spare Parts Lot. 1 900,000,000 - 900,000,000 900,000,000

III-5

Sub-station / Switchyard (500/220/132/11 KV)

(Including Civil Works) L.S. 1 7,038,958,080 1,407,791,616 5,631,166,464 7,038,958,080

Sub Total - 5 1,727,791,616 15,311,166,464 17,038,958,080

Transmission LineIII-6 No Transmission Line for Gahrait included. KM - - - -

III-7

Interconnection Works i.e. Separate bay in existing

nearby WAPDA/ National Grid Station. L.S. - - - -

Sub Total -6 - - -

TABLE - 9.1Energy Sales, Generation and Peak Demand (2000-2012)

Year Energy Sales

(GWh/a)

Energy Generation

(GWh/a)

Peak Demand

(MW)

Load Factor



(GWh/a) (GWh/a) (MW)

2000 40,910 55,873 9,609 0.658

2001 43,384 58,455 10,128 0.659

2002 45,204 60,860 10,459 0.664

2003 47,421 64,040 11,044 0.662

2004 51,492 69,094 11,527 0.684

2005 55,342 73,520 12,385 0.678

2006 62,405 82,225 13,066 0.718

2007 67,480 87,837 13,645 0.735

2008 66,539 86,269 14,151 0.696

2009 65,286 84,377 14,055 0.685

2010 68,878 88,921 14,309 0.709

2011 71,672 90,575 14,468 0.715

2012 71,368 89,721 15,062 0.680

Source: Electricity Demand Forecast Report (2011 TO 2035) By Pepco, NTDC Pakistan.

TABLE -9.2Electricity Demand Projections (2011-2035)

Year Peak Demand

(MW)

GrowthRate Energy

Generated

GrowthRate LoadFactor



(MW) Generated2011 19,340 (2011-2015) 115,902 (2011-2015) 0.69

2012 20,436 7.80% p a 124,415 7.60% p a 0.692013 21,766 133,839 0.692014 23,097 144,356 0.69

2015 24,513 156,329 0.692016 26,290 (2016-2020) 171,483 (2016-2020) 0.69

2017 27,679 8.90% p a 184,383 8.70% p a 0.692018 29,424 199,966 0.692019 31,464 218,013 0.69

2020 33,691 237,646 0.69

2021 36,104 (2021-2025) 258,759 (2021-2025) 0.68

2022 38,666 8.50% p a 281,129 8.40% p a 0.682023 41,368 304,715 0.682024 44,214 329,442 0.68

2025 47,185 355,260 0.682026 50,272 (2026-2030) 381,961 (2026-2030) 0.682027 53,477 7.10% p a 409,601 6.90% p a 0.682028 56,783 437,915 0.682029 60,183 466,898 0.68

2030 63,673 496,534 0.682031 67,429 (2031-2035) 528,160 (2031-2035) 0.67

2032 71,417 6.50% p a 561,689 6.30% p a 0.672033 75,647 597,254 0.672034 80,160 635,083 0.672035 84,949 675,273 0.67

Source: Electricity Demand Forecast Report (2011 TO 2035) By Pepco, NTDC Pakistan.

TABLE – 11.1:

Land Acquisition for Gahrait – Swir Lasht HPP (in Kanal)

Sr.No.

Structure/Item

Proprietary Land State Land

TotalCultivable Residential

CultivableWaste

Waste WasteRiverBed

Permanent Land Acquisition

1 Reservoir (HFL, 1342 masl) 183 13 17 45 2,534 801 3,593D P I t k S d T Di i



2Dam, Power Intake, Sand Trap, DiversionScheme and Allied Structures

0 0 0 0 451.4 0 451

3 Flushing Tunnels (Underground) 0 0 0 0 110.9 0 111

4Powerhouse, Surge Tank, Penstock(Underground)

0 0 0 0 48.8 0 49

6 Tailrace Tunnel (Underground), Tailrace Channel 175 0 0 0 570 0 745

5 Switch Yard 5 0 0 0 0 0 5

7 Access Road for Dam Site (W=8 m x L=1500 m) 8 0 0 0 15.7 0 24

8 Access Road for Powerhouse Site (W=8 m xL=3000 m)*

0 0 0 0 130 0 130

9 Access Tunnel For Powerhouse Site 0 0 0 0 200 0 200

10 Colony at Dam site 0 0 0 42 0 0 42

11 Power Tunnel Area (Underground, 14.6 Km Long) 0 0 0 0 2,919 0 2,919

Total 371 13 17 87 6,980 801 8,269

Temporary Land Acquisition

1 Contractor's Camp at Dam Site 0 0 0 25 0 0 25

2 Contractor's Camp at Powerhouse Site 0 0 0 25 0 0 25

3 Haul Roads (W=8m x L=6000m) 0 0 0 0 0 0 0

4 Spoil Disposal** 0 0 0 0 30 0 30

Total 0 0 0 50 30 0 80

Note: All areas are in Kanal, 1 Kanal = 506 m2

*Existing Tracts will be used and upgrade**Spoil Disposal Area proposed near Village Jingerat 13 Km downstream from Dam Site & 5 Km Upstream from Powerhouse Site

TABLE – 11.2:

Details of Affected Structures at High Flood Level



TABLE – 11.3:

Details of Affected Trees

N f % f N f % f

TABLE – 11.4:

Environmental Management Plan of Gahrait Swir Lasht Hydro Power Project

Resources

EnvironmentalImpact/ ImpactSource

Description Mitigation Measures Mitigation Strategy

ResponsibilitiesIndicator KeyPerformanceExecution Monitoring

PRE CONSTRUCTION & CONSTRUCTION CONSIDERATIONS

1. Land

Resources

1.1 Land

Acquisition

Permanent Land

Acquisition for:• Reservoir impounding • Payment of compensation Compensation to the level Deputy

PEDO /Non –



3,593 kanal.

• Construction of Dam &allied structures 562kanal.

• Powerhouse area 799kanal.

• Access/ MaintenanceRoads 154 kanal.

•Colonies and Offices 42kanal.

Temporary LandAcquisition for:• Construction camps atdam and powerhouse site50 kanal.

• Spoil area for excavatedmaterial 30 kanal.

for acquisition of land atcurrent market price ornegotiated price as definedin Land Acquisition Act‟

• Prompt payment toaffectees before start ofconstruction work.

*Ensure transparency in landacquisition process

• Job oppor tunities toaffectees and locals.

•Temporary land will be hiredon rental basis afternegotiation with the owner30,000/year isrecommended.• Prompt payment toaffectees before start ofconstruction work• Job opportunities toaffectees and locals

of restoration in accordancewith Asian DevelopmentBank Policy Statement2009 & 2010/The WorldBank Guidelines/Land Acquisition Act 1894/RP ofPakistan 2002 Draft

Director (DD)in charge of theland acquisitionandresettlementoperations/Land RevenueDepartment(LAC)

PEDO /

Monitoring

consultants

Compliancewith landacquisitionplan.

1.2 Loss ofStructures

• 12 Residential Structuresat reservoir area will beaffected.

• 12 residential unit will berelocated to higher elevationand these will be paidreplacement cost basis, afterconsultation with the officialdepartment. Type A unit will

Compensation to the levelof restoration in accordancewith Asian DevelopmentBank Policy Statement2009 & 2010/The WorldBank Guidelines/Land

DeputyDirector (DD)in charge of theland acquisitionandresettlement

PEDO /

Monitoring

consultants

Non -Compliancewith landacquisitionplan.

Resources




be paid Rs 1600/sq. ft, TypeB 800/sq. ft and Type C with500/sq. ft.• Prompt payment to affectees before start ofconstruction work.

• Job opportunities toaffectees and locals.

acquisition Act 1894/RP ofPakistan 2002 Draft.

operations/Land RevenueDepartment(LAC)

1.3 Loss ofCommercial

• no commercial Assetswill impacted

N/A N/A N/A N/A N/A



CommercialAssets

will impacted

1.4 Loss ofcommunitystructure

• Two mosqueswill beimpacted at reservoirarea.

Both the mosques has TypeB construction materialhence Rs. 800/sq.ft will bepaid on the replacement costbasis

Compensation to the levelof restoration in accordancewith Asian DevelopmentBank Policy Statement2009 & 2010/The WorldBank Guidelines/Landacquisition Act 1894/RP ofPakistan 2002 Draft.

DeputyDirector (DD)in charge of theland acquisitionandresettlementoperations/Land RevenueDepartment

(LAC)

PEDO /

Monitoring

consultants

Non -Compliancewith landacquisitionplan.

1.5 SlopeInstability

• If hillside or valley sideslopes are left unprotectedthese will be subject to anatural weathering andbecome increasinglyprone to land sliding.

• Good engineering practiceswill help in controlling soilerosion.

Grading, compaction,pitching, retainingstructures and terracing.

Contractor PEDO Non -Compliancewith WasteManagementPlans.

1.6 Disposal ofexcavatedmaterial

• Land pollution will beactivated due tohaphazard disposal ofdebris spoil material.

• Identification of re-use ofexcavated material on site,to reduce offsite effects.

• All excavated materials tobe disposed of in designatedsites.

Prepare comprehensiveWaste Management Plan,Erosion and SedimentControl Plan.

Contractor PEDO Non -Compliancewith WasteManagementPlans.

1.7 SoilContamination

• Land may becontaminated by thespillage of chemicals likefuels, solvents, oils, paints

• The contractor will berequired to train its workforcein the storage and handlingof materials like furnace oil,

Compliance with Fuels andHazardous SubstancesManagement Plan.

Contractor SupervisionConsultant,PEDO

Non -Compliancewith WasteManagement

Resources




and other constructionchemicals and concrete.

diesel, petrol and chemicals,etc., that can potentiallycause soil contamination.

Plans.

2. Water

Resources

2.1 Depletion of

the river flow

•No use river water forirrigation purpose• Discharge of 15 m

3/s is

recommended ecologicalflow needed to maintain

the downstreamecosystem.

•15 m / s were therecommended mean monthlyecological or residual flowwhich also covers river waterusage for the community as

well. The project hasadopted this figure for

Easy access of good waterQuality and Quantity.

Contractor SupervisionConsultant,PEDO

ApprovedPlan.



y p genergy calculation of theproject.

2.2 Hazardous

Material and

Waste in water

bodies

• Water pollution from thestorage, handling anddisposal of hazardousmaterials and generalConstruction waste andaccidental spillage.

• Follow the wastemanagement plan.

• Minimize the generation ofsediment, oil and grease,excess nutrients, organicmatter, litter, debris and anyform of waste (particularlypetroleum and chemicalwastes). These substances

must not enter waterways, orunderground water tables.

Compliance withNEQS/ADB/ World BankGuidelines for on-site wastetreatment and disposalfacilities.

Contractor PEDO Non-compliancewith wastemanagementplan.

2.3 Discharge from

construction

sites in water

bodies

• During construction bothsurface and groundwaterquality may bedeteriorated due toconstruction activities inthe river, sewerages fromconstruction sites andwork camps.

• The change inhydrological regime leadsto increased rate of runoff

and in sediment andcontaminant loading,increased flooding,groundwatercontamination, and effecthabitat of fish and other

• Install temporary drainageworks (channels and bunds)in areas required forsediment and erosion controland around storage areas forconstruction materials.

• Divert runoff fromundisturbed areas aroundthe construction site.

•Stockpile materials away

from drainage lines.

•Prevent all solid and liquidwastes entering waterwaysby collecting solid waste,oils, chemicals, bitumen



Resources




aquatic biology. spray waste andwastewaters from brick,concrete and asphalt cuttingwhere possible and transportto approved waste disposalsite or recycling depot.

• Wash out ready-mixconcrete agitators and

t h dli i t



concrete handling equipmentat washing facilities off siteor into approved boundedareas on site. Ensure thattires of construction vehiclesare cleaned in the washingbay (constructed at theentrance of the constructionsite) to remove the mud fromthe wheels. This should bedone in every exit of eachconstruction vehicle to

ensure the local roads arekept clean.

2.4 Construction

activities in or

near water

bodies

• Construction works inthe water bodies willincrease sediment andcontaminant loading, andeffect habitat of fish andother aquatic biology.

• Dewater sites by pumpingwater to a sediment basinprior to release off site.

• do not pump directly offsite.

• Protect water bodies fromsediment loads by silt screenor bubble curtains or otherbarriers.

• Minimize the generation ofsediment, oil and grease,excess nutrients, organicmatter, litter, debris and anyform of waste (particularlyPetroleum and chemical



Resources




wastes). These substancesmust not enter waterways orunderground water tables.

• Use environment friendlyand non - toxic slurry duringconstruction of piles todischarge into the river.

• Do not discharge cementand water curing used for



and water curing used forcement concrete directly intowater courses and drainageinlets.

2.5 Use of Local

Water Supplies

• Local water suppliesthrough the springs maybe affected due toimplementation of projectboth in quantity as well asquality.

• As per Local Government Act, the contractor will seekapproval from the localgovernment for exploitationof the water resources

Easy access to good waterquality.

Contractor LocalGovernment/ PEDO

ApprovedPlan.

3 .Ambient

Air Quality

3.1 Construction

vehicular traffic

• Air quality can beadversely affected by

vehicle exhaust emissionsand combustion of fuels.

• Fit vehicles withappropriate exhaust systems

and emission controldevices, in compliance withthe NEQS. Maintain thesedevices in good workingcondition.

• Operate the vehicles in afuel efficient manner.

• Cover haul vehiclescarrying dusty materialsmoving outside theconstruction site.

• Impose speed limits on allvehicle movement at theworksite to reduce dustemissions.

• Control the movement ofconstruction traffic.

Contractors trafficmanagement plan.

Compliance with NEQS.

Contractor PEDO Non-compliance

with wastemanagementplan andNEQS.

Resources




• Water the constructionmaterials prior to loading andtransport.

• Service all vehiclesregularly to minimize

emissions.

• Limit the idling time of



Limit the idling time ofvehicles not more than 2minutes.

3.2 Construction

machinery

• Air quality can beadversely affected byemissions from machineryand combustion of fuels.

• Fit machinery withappropriate exhaust systemsand emission controldevices.

• Maintain these devices ingood working condition.

• Focus special attention on

containing the emissionsfrom generators.

• Machinery causing excesspollution (e.g. visible smoke)will be banned fromconstruction sites.

• Service all equipmentregularly to minimizeemissions.

Enforcement of airstandards as per NEQS.

Contractor PEDO Non-compliancewith NEQS.

3.3 Construction

activities

• Dust generation from construction sites,

material stockpiles andaccess roads is anuisancein the environment andcan be a health hazard

• Water the materialstockpiles, access roads and

bare soils on an as requiredbasis to minimize thepotential for environmentalnuisance due to dust.

• Increase the wateringfrequency during periods of

Enforcement of airstandards as per NEQS.

Contractor PEDO Non-compliance

with NEQS.

Resources




high risk (e.g. high winds).

• Fugitive dust emissions willbe minimized by appropriatemethods, such as sprayingwater on soil, where requiredand appropriate.

• Reschedule earthworkactivities or vegetation



gclearing activities, wherepractical, if necessary toavoid during periods of highwind and if visible dust isblowing off-site.

• Restore disturbed areas assoon as practicable byvegetation/grass turfing.

4. Noise and

Vibration

Management

4.1 Construction

vehicular traffic

• Noise quality will bedeteriorated due to

vehicular traffic.

• Maintain all vehicles inorder to keep it in good

working order in accordancewith manufacturesmaintenance procedures.

• Make sure all drivers willcomply with the traffic codesconcerning maximum speedlimit, driving hours, etc.

Enforcement of Noisestandards as per NEQS.

Follow Pak-EPA and WHOguideline values forcommunity noise in specificenvironment.

Contractor PEDO Lack of anynon -

compliancereports.

4.2 Construction

machinery

• Noise and vibration mayhave an impact on people,property, fauna, livestockand the naturalenvironment.

• Generators and vehicleswill have exhaust mufflers(silencers) to minimize noisegeneration.

• Modify equipment toreduce noise (for example,noise control kits, lining oftruck trays or pipelines).

• Maintain all equipment inorder to keep it in good

• Enforcement of noisestandards by contractor.

• Follow Pak-EPA andWHO guideline values for

community noise in specificenvironment..Use ear pads to protectdamage to ear when noiselevel is more than 80 db.

Contractor PEDO Lack of anynon -compliancereports.

Resources




working order in accordancewith manufacturesmaintenance procedures.

•Install acoustic enclosuresaround generators to reducenoise levels.

• NEQS compliance will beensured.

4.3 Blasting and • Controlled blasting and Enforcement of noise Contractor PEDO Lack of any



hauling excavation and orderlydumping of excavatedmaterial under cover ofmoisture Ensure blastingduring daytime.

• Any blasting during nighttime (2200-0700 hrs) to beprohibited within a distanceof 200 m from houses and

settlements.

standards by contractor.


noncompliance reports

5. Biological

Environment

5.1 Destruction of

Vegetation

• About 370 trees have to

be cut.

• Plantation programme. Planting at least 5 trees forthe one removed.

• Fair/negotiatedcompensation to treeowners.

• Vegetation andreforestation and treeplantation under annualtree plantation campaignsof the provincialgovernments

Contractor PEDO Non – compliancewith approvedPlan.

5.2 Vegetation

loss; threat to

wildlife

• Local flora are important

to provide shelters for the

birds, offer fruits and/or

timber/fire wood, protect

soil erosion and overall

keep the environment very

friendly to human living.

• The camp will beestablished in a naturalclearing, outside forested

areas.

• Complete record will bemaintained for any treecutting.

Get approval fromsupervision consultant forclearance of vegetation.

Contractor PEDO Non – compliancewith approved

Plan.

Resources




As such damage to flora

has wide range of adverse

environmental impacts.

• Clearance of vegetation

may impact shelter,

feeding and/or breeding

and/or physical

destruction and severing

• Provide adequateknowledge to the workersregarding nature protectionand the need of avoid fellingtrees during construction.

• The construction crew willbe provided with LPG as

cooking (and heating, ifrequired) fuel.

U f f l d ill t b

Creating awareness andimparting training toconstruction crew to avoidloss of fauna, birds andanimals habitat.



of habitat areas. • Use of fuel wood will not beallowed.

5.3 Endangered

Species

------- -------- ---------- --------- -------- --------

5.4 Impacts onFauna nearcamps &colony area.

• The location of

construction activities can

result in the loss of wild

life habitat and habitat

quality,

• Impact on migratory

birds, its habitat and its

active nests.

• Limit the constructionworks within the designatedsites allocated to thecontractors.

• check the site for animalstrapped in, or in

danger from site works anduse a qualifiedperson to relocate the animal

• Not be permitted todestruct active nests or eggsof migratory birds.

• Minimize the tree removalduring the bird breedingseason. If works must becontinued during the birdbreeding season, a nestsurvey will be conducted by

a qualified biologist prior tocommence of works toidentify and locate activenests.

• Minimize the release of oil,

Creating awareness andImparting training toconstruction crew to avoidloss of fauna, birds andanimals habitat.


Resources




oil wastes or any othersubstances harmful tomigratory birds to any watersor any areas frequented bymigratory birds.

5.5 ConstructionCamps andWild Life

• Illegal poaching • Provide adequateknowledge to the workersregarding protection of flora

and fauna, and relevantgovernment regulations andpunishments for illegalpoaching

Creating awareness andimparting training toconstruction crew to avoid

loss of fauna, birds andanimals habitat.

Contractor PEDO Non – compliancewith approved

Plan.



poaching.5.6 Aquatic flora

and fauna

• The main potential

impacts to fisheries are

hydrocarbon spills and

disposal of wastes into the

river.

• The main potential

impacts to aquatic flora

and Fauna River are

increased suspended

solids from earthworks

erosion, sanitary

discharge from work

•Fish ladder will beconstructed for theconservation of aquaticfauna.

•Ensure that if boats used inthe project are wellmaintained and do not haveoil leakage to contaminateriver water.

• Contain accidental spillageand make an emergency oilspill containment plan to besupported with enoughequipments, materials andhuman resources.

• Do not dump wastes, be ithazardous or non-hazardousinto the nearby water bodiesor in the river.

• Strictly follow WaterResources Management andDrainage Management Plan.

Creating awareness andimparting training toconstruction crew to avoidloss of fauna, birds andanimals habitat.


Resources




camps, and hydrocarbon

spills.

6. Social

Impact

6.1 Standard of

living of

resettled

people

• Social disruption and

decrease in standard of

living of resettled people.

• Uplift of standard of livingby ensuring access to parks,provision of health and socialservices. Adequatecompensation of lost assets.

Adequate Compensationprovided in the resettlementplan. There would be Socialuplift programme preparedby the contractor.

Contractor PEDO Lack of anynoncompliance reports; lackof anycomplaints.

6.2 Village water

supply

• Reduction or stress on

water resource of

community needs.

Construction of water tanksto collect spring water fordistribution in the village.

Easy access of good waterQuality.

Contractor SupervisionConsultant /PEDO

Lack of anynoncompliance reports; lackof any



complaints.6.3 Impacts on

Local

Communities/

Work force

•Effect on generalmobility.

• Accessibility of the localpopulation to the valleyaccess road.

• The contractor will ensurethat the mobility of the localcommunities, particularlywomen and children andtheir livestock is not hinderedby the construction activities.

• The contractor will providecrossing points at the projectstructure specially dam site

at appropriate places.

Ease in mobility of localcommunity.


Lack of anynoncompliance reports; lackof anycomplaints.

6.4 Social

disruption

• The presence of outsideconstruction workersinevitably causes somedegree of social disruption.

• The Contractor will berequired to maintain closeliaison with the localcommunities to ensure thatany potential conflicts relatedto common resourceutilization for the projectpurposes are resolvedquickly.

Strictly follow the code ofconduct of work force.


Lack of anynoncompliance reports; lackof anycomplaints.

6.5 Safety and

noise hazards

• The night time workingwill be having intrinsicproblems relating to safetyand noise hazards for the

communities.

• It is desirable that the nighttime working may be avoidedat places where settlementsare very close to the

construction sites.

• The Contractor will sharethe plan and schedule ofnight time working with theSupervision Consultants for



Lack of anynoncompliance reports; lackof any

complaints.

Resources




approval.

• The contractor will ensurethat blasting is not carriedout in the near vicinity of thesettlements and villagetracks that are veryfrequently used. Here only

excavators will be used.

• Effective constructioncontrols by the Contractor to



yavoid inconvenience to thelocals due to noise, smokeand fugitive dust. Thecontractor will frequentlysprinkle water at the workareas and haul tracks toavoid generation of fugitivedust. • The frequency ofsprinkling will be determinedby the weather condition.

During long spell of hot anddry weather the sprinklingwill be done at 2 to 3 hoursinterval.

6.6 Loss of Income ------- --------- ---------- --------- ------- ------

6.7 Gender Issues • The rural women activelyparticipate in outdoorsocio-economic activitiessuch as livestock rearing,bringing of potable water,etc which may also beaffected by the projectactivities.

• The induction of outsidelabor may create socialand gender issues due tothe unawareness of localcustoms and norms.

• The Contractor will have toselect specific timings for theconstruction activitiesparticularly near thesettlements, so as to causeleast disturbance to the localpopulation particularlywomen.

• Contractor will warn thestaff strictly not to involve inany un-ethical activities andto obey the local norms andcultural restrictions


Resources




particularly with reference towomen.

6.8 Indigenous andVulnerableHouseholds

------- --------- ---------- --------- ------- ------

6.9 Safety Hazards • Occurrence ofaccidents/incidents duringthe construction activities.

• Complying with the safetyprecautions for constructionworkers as per International

Labour Organization (ILO)Convention No. 62, as far asapplicable to the projectcontract.

An HSE management planwill be prepared.


Non -compliancewith approved

plan



contract.

• Protective fencing to beinstalled around the Camp toavoid any accidents.

• The camp staff will beprovided fire - fightingtraining and firefightingequipment will be madeavailable at the camps.

• All safety precautions willbe taken to transport, handleand store hazardoussubstances, such as fuel.

Resources




6.10 Religious,Cultural andHistorical Sites

• No historical orarcheological site hasbeen observed along theProject corridor.

• Disturbance fromconstruction works to thecultural and religious sites,

and contractors lack ofknowledge on culturalissues cause socialdisturbances.

N/A

• Do not block access tocultural and religious sites,wherever possible.

• Stop construction worksthat produce noise(particularly during prayerti ) h ld th b

N/A

Ease in mobility of localcommunity.

N/A

Contractor

N/A

SupervisionConsultant /PEDO

N/A

Lack of anynoncompliance reports; lack

of anycomplaints.



time) should there be anymosque/religious/educationalinstitutions close to theconstruction sites and usersmake objections.

• Take special care and useappropriate equipment whenworking next to acultural/religious institution.

• Stop work immediately andnotify the site manager if,during construction, anarchaeological or burial siteis discovered. It is an offenceto recommence work in thevicinity of the site untilapproval to continue is givenby the relevant authority(i.e.PMU).

• Provide separate prayerfacilities to the constructionworkers.

• Show appropriate behaviorwith all construction workersespecially women andelderly people.

Resources




• Allow the workers toparticipate in praying duringconstruction time.

• Resolve cultural issues inconsultation with localleaders and supervisionconsultants.

• Establish a mechanism thatallows local people to raiseGrievances arising from theconstruction process



construction process.

6.11 Graveyard 125 graves relocated. • These Graves have to beshifted. The proponent willobtain Fatwa from local Muftibefore shifting the graves.During such operation theproponent will inform localadministration and seek theirassistance for security. Therequest will also be extendedto Health Department fordeputation of medical andparamedical staff during theoperation.

Creating social harmonyamong the locals andproponents.

Contractor SupervisionConsultant /PEDO/Localreligiousleader

Non -compliancewith approvedplan

For Operation/Maintenance Phase

1. Land

Resources

1.1 Landacquisition

• Reduction in cultivatedland.

• Increase of productivitythrough improvedmanagement of land(agricultural, range, forestry

Minimum land taken for theproject implementation.

PEDO EPA Non – compliancewith approvedPlan.

Resources




improvements) to offseteffects of land taken forproject implementation.

1.2 Sedimentation • Sedimentation ofreservoir and loss ofstorage capacity.

• Control of land use inwatershed (especiallyprevention of conversion offorests to agriculture).

•

Reforestation and/or soilconservation activities inwatersheds.

• Hydraulic removal of

Watershed management tocontrol deforestation.

Watershed management topromote reforestation and

soil conservation activities.

Under sluicing provided

PEDO ForestDeptt.

Non – compliancewith approvedPlan.



Hydraulic removal ofsediments (flushing, sluicing,release of density currents).

Under sluicing provided.

1.3 Waste Waste from powerhousearea and colony area.

• Adherence to the WasteManagement Plan andmeasures put in place.

Compliance with wastemanagement plan.

PEDO EPA Non – compliancewith approvedPlan.

2. Water

resources

2.1 Proliferation ofaquatic weeds

•Proliferation of aquaticweeds in reservoir anddownstream impairing

dam discharge andfisheries which mightcause Eutrophication.

•Clearance of woodyvegetation from inundationzone prior to flooding

Provide weed controlmeasures Harvest of weedsfor compost or fodder.

• Regulation of waterdischarge and manipulationof water levels to discourageweed growth.

• In the absence of nutrientsand high oxygen contents,no Eutrophication isforeseen.

Development of fishery inthe reservoir creatingopportunities of income for

local population.

PEDO EPA Non – compliancewith approved

Plan.

2.2 Water quality • Deterioration of waterquality in reservoir.

• Clearance of woodyvegetation from inundationzone prior to flooding.

• Control of land uses,wastewater discharges, andagricultural chemical use in

Cutting of necessarytrees/shrubs/ grasses etc.in inundation zone.

Watershed monitoring andmanagement for waterpollution control.

PEDO/ ForestDeptt.

EPA Non – compliancewith approvedPlan.

Resources




• Poor land use practicesin catchments areasabove reservoir resultingin increased siltation and

watershed.

• Limit retention time of waterin Reservoir.

• Provision for multi-levelreleases to avoid dischargeof anoxic water.

• Afforestation programmesto be urged/ promoted byPEDO.

Reservoir operation to becoordinated withmanagement of riverdischarges/ outflows forenergy generation Undersluicing Provided.

Forest Deptt, has regularworking plans to preservethe area and to control siltloss by tree plantation.



changes in water quality.y p

3. Biological

Resources

3.1 Riverinefisheries

------ ------ ---------- PEDO FisheryDeptt


4. Human

Resources

4.1 Water Use • Conflicting demands forwater use.

• As per Local Government Act, the PEDO will seekapproval from the localgovernment for exploitationof the water resources

Easy access of good waterQuality and Quantity.

PEDO MonitoringConsultant/EPA

Irrigationreleases toremainconsistentduringoperation.

4.2 Water-relateddiseases

• Increase of water-relateddiseases

• Vector control Vector control andtreatment discussed for apublic health protectionplan.

PEDO HealthDeptt.


4.3 CommunityProtection

• Reservoir bank stability.

• Noise and Vibrationto OccupationalWorkers

• Plantation of trees alongthe banks and constructionof spurs where Required.

• Compliance withOccupational Health &Safety standards.

To enhance the reservoirLife.

Contractor PEDO Monitoring ofcompliancewith Health &Safetystandards(includingmonthlyreporting ofaccidents).

4.4 Fishing • Snagging of fishing netsin submerged vegetationin reservoir.

• Construction of water tanksto collect spring water fordistribution in the village.

At present no fishingactivity exists.

PEDO - Non – compliancewith Plan.

TABLE – 11.5:

Estimated Environmental Cost



Table 11.6

Alternative Thermal Power Plant Cost Summary

DescriptionCombined Cycle

Plant with Gas

Combined Cycle

Plant with

Furnace Oil

$



Capital Cost, Excluding Interest during Construction (US$/kW) 1,162 2,036

Implementation Period (Years) 4.00 4.00

Auxiliary Consumption (%) 2.03% 2.03%

Sent Out Efficiency (%) 49% 43.7%

O&M Cost 3.0% 3.0%

Fuel Cost (Rs./kWh) 9.06 16.88

Equipment Life (Years) 25.00 25.00

Source: 1/ Commodity Priced Data World Bank2/ Projection of Fuel Prices by World Bank

Rs. Million

CDM TOTAL

CAPITAL COSTREFURB.

COSTO&M COST TOTAL

CAPITAL

COST

REFURB.

COSTO&M COST FUEL COST TOTAL BENEFITS BENEFITS

1 2,952.428 2,952.428 - - - - (2,952.428)

2 4,920.723 4,920.723 - - - - (4,920.723)

3 9,841.427 9,841.427 - - - - (9,841.427)

( )

TABLE 11.7

ECONOMIC ANALYSIS USING COMBINED CYCLE PLANT WITH FURNACE OIL AS THERMAL EQUIVALENT

GAHRAIT SWIR LASHT HYDROPOWER PROJECT

YEAR YEAR OF

OPERATION

PROJECT COSTS COSTS OF EQ.THERMAL PLANT

NET BENEFITS



4 14,762.145 14,762.145 - - - - (14,762.145)

5 14,762.141 14,762.141 10,333.200 10,333.200 - 10,333.200 (4,428.941)

6 19,682.854 19,682.854 15,499.800 15,499.800 - 15,499.800 (4,183.054)

7 16,730.426 16,730.426 18,083.100 18,083.100 - 18,083.100 1,352.674

8 14,762.141 14,762.141 7,749.900 7,749.900 7,749.900 (7,012.241)

9 1 984.143 984.143 1,549.980 26,112.454 27,662.434 317.735 27,980.169 26,996.026

10 2 984.143 984.143 1,549.980 26,112.454 27,662.434 317.735 27,980.169 26,996.026

11 3 984.143 984.143 1,549.980 26,112.454 27,662.434 317.735 27,980.169 26,996.026 12 4 984.143 984.143 1,549.980 26,112.454 27,662.434 317.735 27,980.169 26,996.026

13 5 984.143 984.143 1,549.980 26,112.454 27,662.434 317.735 27,980.169 26,996.026

14 6 984.143 984.143 1,549.980 26,112.454 27,662.434 317.735 27,980.169 26,996.026

15 7 984.143 984.143 1,549.980 26,112.454 27,662.434 317.735 27,980.169 26,996.026

16 8 984.143 984.143 1,549.980 26,112.454 27,662.434 317.735 27,980.169 26,996.026

17 9 984.143 984.143 1,549.980 26,112.454 27,662.434 317.735 27,980.169 26,996.026

18 10 984.143 984.143 1,549.980 26,112.454 27,662.434 317.735 27,980.169 26,996.026

19 11 984.143 984.143 1,549.980 26,112.454 27,662.434 373.806 28,036.240 27,052.097

20 12 984.143 984.143 1,549.980 26,112.454 27,662.434 373.806 28,036.240 27,052.097

21 13 984.143 984.143 1,549.980 26,112.454 27,662.434 373.806 28,036.240 27,052.097

22 14 984.143 984.143 1,549.980 26,112.454 27,662.434 373.806 28,036.240 27,052.097

23 15 984.143 984.143 1,549.980 26,112.454 27,662.434 373.806 28,036.240 27,052.097

24 16 984.143 984.143 1,549.980 26,112.454 27,662.434 373.806 28,036.240 27,052.097

25 17 984.143 984.143 1,549.980 26,112.454 27,662.434 373.806 28,036.240 27,052.097

26 18 984.143 984.143 1,549.980 26,112.454 27,662.434 373.806 28,036.240 27,052.097

27 19 984.143 984.143 1,549.980 26,112.454 27,662.434 373.806 28,036.240 27,052.097

28 20 984.143 984.143 1,549.980 26,112.454 27,662.434 373.806 28,036.240 27,052.097

29 21 984.143 984.143 1,549.980 26,112.454 27,662.434 373.806 28,036.240 27,052.097

30 22 984.143 984.143 1,549.980 26,112.454 27,662.434 373.806 28,036.240 27,052.097

31 23 984.143 984.143 1,549.980 26,112.454 27,662.434 373.806 28,036.240 27,052.097

32 24 984.143 984.143 1,549.980 26,112.454 27,662.434 373.806 28,036.240 27,052.097

33 25 984.143 984.143 - 1,549.980 26,112.454 27,662.434 373.806 28,036.240 27,052.097

34 26 442.864 984.143 1,427.007 7,749.900 1,549.980 26,112.454 35,412.334 373.806 35,786.140 34,359.132

35 27 738.108 984.143 1,722.251 11,624.850 1,549.980 26,112.454 39,287.284 373.806 39,661.090 37,938.838

36 28 1,476.214 984.143 2,460.357 13,562.325 1,549.980 26,112.454 41,224.759 373.806 41,598.565 39,138.208

37 29 2,214.322 984.143 3,198.465 5,812.425 1,549.980 26,112.454 33,474.859 373.806 33,848.665 30,650.200

38 30 2,214.321 984.143 3,198.464 - 1,549.980 26,112.454 27,662.434 373.806 28,036.240 24,837.776

39 31 2,952.428 984.143 3,936.571 1,549.980 26,112.454 27,662.434 - 27,662.434 23,725.863

40 32 2,509.564 984.143 3,493.707 1,549.980 26,112.454 27,662.434 - 27,662.434 24,168.727

41 33 2,214.321 984.143 3,198.464 1,549.980 26,112.454 27,662.434 - 27,662.434 24,463.970

42 34 - 984.143 984.143 1,549.980 26,112.454 27,662.434 - 27,662.434 26,678.291

43 35 984.143 984.143 1,549.980 26,112.454 27,662.434 - 27,662.434 26,678.291

44 36 984.143 984.143 1,549.980 26,112.454 27,662.434 - 27,662.434 26,678.291

45 37 984.143 984.143 1,549.980 26,112.454 27,662.434 - 27,662.434 26,678.291

46 38 984.143 984.143 1,549.980 26,112.454 27,662.434 - 27,662.434 26,678.291

47 39 984.143 984.143 1,549.980 26,112.454 27,662.434 - 27,662.434 26,678.291

48 40 984 143 984 143 1 549 980 26 112 454 27 662 434 - 27 662 434 26 678 291

Rs. Million

CDM TOTAL

CAPITAL REFURB. O&M COST TOTAL CAPITAL REFURB. O&M COST FUEL COST TOTAL BENEFITS BENEFITS

1 2,952.428 2,952.428 - - - (2,952.428)

2 4,920.723 4,920.723 - - - (4,920.723) 3 9,841.427 9,841.427 - - - - (9,841.427)

4 14,762.145 14,762.145 - - - - (14,762.145)

5 14,762.141 14,762.141 6,341.200 - 6,341.200 6,341.200 (8,420.941)

TABLE 11.8

ECONOMIC ANALYSIS USING COMBINED CYCLE PLANT WITH GAS AS THERMAL EQUIVALENT

YEAR

YEAR OF

OPERATI

ON

PROJECT COSTS COSTS OF EQ.THERMAL PLANT NET

BENEFITS




6 19,682.854 19,682.854 9,511.800 - 9,511.800 9,511.800 (10,171.054)

7 16,730.426 16,730.426 11,097.100 - 11,097.100 11,097.100 (5,633.326)

8 14,762.141 14,762.141 4,755.900 4,755.900 4,755.900 (10,006.241)

9 1 984.143 984.143 951.180 14,015.333 14,966.513 278.016 15,244.530 14,260.387

10 2 984.143 984.143 951.180 14,015.333 14,966.513 278.016 15,244.530 14,260.387

11 3 984.143 984.143 951.180 14,015.333 14,966.513 278.016 15,244.530 14,260.387

12 4 984.143 984.143 951.180 14,015.333 14,966.513 278.016 15,244.530 14,260.387 13 5 984.143 984.143 951.180 14,015.333 14,966.513 278.016 15,244.530 14,260.387

14 6 984.143 984.143 951.180 14,015.333 14,966.513 278.016 15,244.530 14,260.387

15 7 984.143 984.143 951.180 14,015.333 14,966.513 278.016 15,244.530 14,260.387

16 8 984.143 984.143 951.180 14,015.333 14,966.513 278.016 15,244.530 14,260.387

17 9 984.143 984.143 951.180 14,015.333 14,966.513 278.016 15,244.530 14,260.387

18 10 984.143 984.143 951.180 14,015.333 14,966.513 278.016 15,244.530 14,260.387

19 11 984.143 984.143 951.180 14,015.333 14,966.513 327.078 15,293.591 14,309.449

20 12 984.143 984.143 951.180 14,015.333 14,966.513 327.078 15,293.591 14,309.449

21 13 984.143 984.143 951.180 14,015.333 14,966.513 327.078 15,293.591 14,309.449

22 14 984.143 984.143 951.180 14,015.333 14,966.513 327.078 15,293.591 14,309.449 23 15 984.143 984.143 951.180 14,015.333 14,966.513 327.078 15,293.591 14,309.449

24 16 984.143 984.143 951.180 14,015.333 14,966.513 327.078 15,293.591 14,309.449

25 17 984.143 984.143 951.180 14,015.333 14,966.513 327.078 15,293.591 14,309.449

26 18 984.143 984.143 951.180 14,015.333 14,966.513 327.078 15,293.591 14,309.449

27 19 984.143 984.143 951.180 14,015.333 14,966.513 327.078 15,293.591 14,309.449

28 20 984.143 984.143 951.180 14,015.333 14,966.513 327.078 15,293.591 14,309.449

29 21 984.143 984.143 951.180 14,015.333 14,966.513 327.078 15,293.591 14,309.449

30 22 984.143 984.143 951.180 14,015.333 14,966.513 327.078 15,293.591 14,309.449

31 23 984.143 984.143 951.180 14,015.333 14,966.513 327.078 15,293.591 14,309.449

32 24 984.143 984.143 951.180 14,015.333 14,966.513 327.078 15,293.591 14,309.449 33 25 984.143 984.143 951.180 14,015.333 14,966.513 327.078 15,293.591 14,309.449

34 26 442.864 984.143 1,427.007 4,755.900 951.180 14,015.333 19,722.413 327.078 20,049.491 18,622.484

35 27 738.108 984.143 1,722.251 7,133.850 951.180 14,015.333 22,100.363 327.078 22,427.441 20,705.190

36 28 1,476.214 984.143 2,460.357 8,322.825 951.180 14,015.333 23,289.338 327.078 23,616.416 21,156.060

37 29 2,214.322 984.143 3,198.465 3,566.925 951.180 14,015.333 18,533.438 327.078 18,860.516 15,662.052

38 30 2,214.321 984.143 3,198.464 - 951.180 14,015.333 14,966.513 327.078 15,293.591 12,095.128

39 31 2,952.428 984.143 3,936.571 - 951.180 14,015.333 14,966.513 - 14,966.513 11,029.943

40 32 2,509.564 984.143 3,493.707 951.180 14,015.333 14,966.513 - 14,966.513 11,472.807

41 33 2,214.321 984.143 3,198.464 951.180 14,015.333 14,966.513 - 14,966.513 11,768.050

42 34 - 984.143 984.143 951.180 14,015.333 14,966.513 - 14,966.513 13,982.371 43 35 984.143 984.143 951.180 14,015.333 14,966.513 - 14,966.513 13,982.371

44 36 984.143 984.143 951.180 14,015.333 14,966.513 - 14,966.513 13,982.371

45 37 984.143 984.143 951.180 14,015.333 14,966.513 - 14,966.513 13,982.371

46 38 984 143 984 143 951 180 14 015 333 14 966 513 - 14 966 513 13 982 371

Total CostTotal

BenefitsNet Benefits Total Cost Net Benefits Total Benef its Net Benefits Total Cost

Total

BenefitsNet Benefits

1 2,952.428 - (2,952.428) 3,247.671 (3,247.671) - (2,952.428) 3,247.671 - (3,247.671)

2 4,920.723 - (4,920.723) 5,412.795 (5,412.795) - (4,920.723) 5,412.795 - (5,412.795)

3 9,841.427 - (9,841.427) 10,825.570 (10,825.570) - (9,841.427) 10,825.570 - (10,825.570) 4 14,762.145 - (14,762.145) 16,238.359 (16,238.359) - (14,762.145) 16,238.359 - (16,238.359)

5 14,762.141 10,333.200 (4,428.941) 16,238.355 (5,905.155) 9,299.880 (5,462.261) 16,238.355 9,299.880 (6,938.475)

6 19,682.854 15,499.800 (4,183.054) 21,651.140 (6,151.340) 13,949.820 (5,733.034) 21,651.140 13,949.820 (7,701.320)

Table 11.9

SENSITIVITY ANALYSIS USING COMBINED CYCLE PLANT AS THERM AL EQUIVALENT

Years Year Of

Operation

Base Case Cost Overrun by 10% Benefits Decline by 10% Combination




7 16,730.426 18,083.100 1,352.674 18,403.469 (320.369) 16,274.790 (455.636) 18,403.469 16,274.790 (2,128.679)

8 14,762.141 7,749.900 (7,012.241) 16,238.355 (8,488.455) 6,974.910 (7,787.231) 16,238.355 6,974.910 (9,263.445)

9 1 984.143 27,980.169 26,996.026 1,082.557 26,897.612 25,182.152 24,198.009 1,082.557 25,182.152 24,099.595

10 2 984.143 27,980.169 26,996.026 1,082.557 26,897.612 25,182.152 24,198.009 1,082.557 25,182.152 24,099.595

11 3 984.143 27,980.169 26,996.026 1,082.557 26,897.612 25,182.152 24,198.009 1,082.557 25,182.152 24,099.595

12 4 984.143 27,980.169 26,996.026 1,082.557 26,897.612 25,182.152 24,198.009 1,082.557 25,182.152 24,099.595

13 5 984.143 27,980.169 26,996.026 1,082.557 26,897.612 25,182.152 24,198.009 1,082.557 25,182.152 24,099.595

14 6 984.143 27,980.169 26,996.026 1,082.557 26,897.612 25,182.152 24,198.009 1,082.557 25,182.152 24,099.595

15 7 984.143 27,980.169 26,996.026 1,082.557 26,897.612 25,182.152 24,198.009 1,082.557 25,182.152 24,099.595

16 8 984.143 27,980.169 26,996.026 1,082.557 26,897.612 25,182.152 24,198.009 1,082.557 25,182.152 24,099.595

17 9 984.143 27,980.169 26,996.026 1,082.557 26,897.612 25,182.152 24,198.009 1,082.557 25,182.152 24,099.595

18 10 984.143 27,980.169 26,996.026 1,082.557 26,897.612 25,182.152 24,198.009 1,082.557 25,182.152 24,099.595

19 11 984.143 28,036.240 27,052.097 1,082.557 26,953.682 25,232.616 24,248.473 1,082.557 25,232.616 24,150.058

20 12 984.143 28,036.240 27,052.097 1,082.557 26,953.682 25,232.616 24,248.473 1,082.557 25,232.616 24,150.058

21 13 984.143 28,036.240 27,052.097 1,082.557 26,953.682 25,232.616 24,248.473 1,082.557 25,232.616 24,150.058

22 14 984.143 28,036.240 27,052.097 1,082.557 26,953.682 25,232.616 24,248.473 1,082.557 25,232.616 24,150.058

23 15 984.143 28,036.240 27,052.097 1,082.557 26,953.682 25,232.616 24,248.473 1,082.557 25,232.616 24,150.058

24 16 984.143 28,036.240 27,052.097 1,082.557 26,953.682 25,232.616 24,248.473 1,082.557 25,232.616 24,150.058

25 17 984.143 28,036.240 27,052.097 1,082.557 26,953.682 25,232.616 24,248.473 1,082.557 25,232.616 24,150.058

26 18 984.143 28,036.240 27,052.097 1,082.557 26,953.682 25,232.616 24,248.473 1,082.557 25,232.616 24,150.058

27 19 984.143 28,036.240 27,052.097 1,082.557 26,953.682 25,232.616 24,248.473 1,082.557 25,232.616 24,150.058

28 20 984.143 28,036.240 27,052.097 1,082.557 26,953.682 25,232.616 24,248.473 1,082.557 25,232.616 24,150.058

29 21 984.143 28,036.240 27,052.097 1,082.557 26,953.682 25,232.616 24,248.473 1,082.557 25,232.616 24,150.058

30 22 984.143 28,036.240 27,052.097 1,082.557 26,953.682 25,232.616 24,248.473 1,082.557 25,232.616 24,150.058

31 23 984.143 28,036.240 27,052.097 1,082.557 26,953.682 25,232.616 24,248.473 1,082.557 25,232.616 24,150.058

32 24 984.143 28,036.240 27,052.097 1,082.557 26,953.682 25,232.616 24,248.473 1,082.557 25,232.616 24,150.058

33 25 984.143 28,036.240 27,052.097 1,082.557 26,953.682 25,232.616 24,248.473 1,082.557 25,232.616 24,150.058

34 26 1,427.007 35,786.140 34,359.132 1,569.708 34,216.432 32,207.526 30,780.519 1,569.708 32,207.526 30,637.818

35 27 1,722.251 39,661.090 37,938.838 1,894.476 37,766.613 35,694.981 33,972.729 1,894.476 35,694.981 33,800.504 36 28 2,460.357 41,598.565 39,138.208 2,706.393 38,892.172 37,438.708 34,978.351 2,706.393 37,438.708 34,732.315

37 29 3,198.465 33,848.665 30,650.200 3,518.311 30,330.354 30,463.798 27,265.334 3,518.311 30,463.798 26,945.487

38 30 3,198.464 28,036.240 24,837.776 3,518.310 24,517.929 25,232.616 22,034.152 3,518.310 25,232.616 21,714.305

39 31 3,936.571 27,662.434 23,725.863 4,330.228 23,332.205 24,896.190 20,959.619 4,330.228 24,896.190 20,565.962

40 32 3,493.707 27,662.434 24,168.727 3,843.077 23,819.356 24,896.190 21,402.483 3,843.077 24,896.190 21,053.113

41 33 3,198.464 27,662.434 24,463.970 3,518.310 24,144.123 24,896.190 21,697.726 3,518.310 24,896.190 21,377.880

42 34 984.143 27,662.434 26,678.291 1,082.557 26,579.876 24,896.190 23,912.047 1,082.557 24,896.190 23,813.633

43 35 984.143 27,662.434 26,678.291 1,082.557 26,579.876 24,896.190 23,912.047 1,082.557 24,896.190 23,813.633

44 36 984.143 27,662.434 26,678.291 1,082.557 26,579.876 24,896.190 23,912.047 1,082.557 24,896.190 23,813.633

45 37 984.143 27,662.434 26,678.291 1,082.557 26,579.876 24,896.190 23,912.047 1,082.557 24,896.190 23,813.633

46 38 984.143 27,662.434 26,678.291 1,082.557 26,579.876 24,896.190 23,912.047 1,082.557 24,896.190 23,813.633 47 39 984.143 27,662.434 26,678.291 1,082.557 26,579.876 24,896.190 23,912.047 1,082.557 24,896.190 23,813.633

48 40 984.143 27,662.434 26,678.291 1,082.557 26,579.876 24,896.190 23,912.047 1,082.557 24,896.190 23,813.633

49 41 984.143 27,662.434 26,678.291 1,082.557 26,579.876 24,896.190 23,912.047 1,082.557 24,896.190 23,813.633

50 42 984.143 27,662.434 26,678.291 1,082.557 26,579.876 24,896.190 23,912.047 1,082.557 24,896.190 23,813.633

Rs. Million

Capital Cost Refurb. Cost O&M Cost Total Cost

Energy

Generated

MkWh

Energy

Available for

Sale MkWh

Benefits from

Sale of Energy

CDM Benefit Total Benefit

1 3,280.470 - 3,280.470 - - - - - (3,280.470)

2 5,734.170 - 5,734.170 - - - - - (5,734.170)

3 12,034.090 - 12,034.090 - - - - - (12,034.090)

TABLE 11.10

FINANCIAL ANALYSIS


Years

PROJECT COSTS PROJECT BENEFITS

Net Benefit



, , ( , )

4 19,705.830 - 19,705.830 - - - - - (19,705.830)

5 20,888.690 20,888.690 - - - - - (20,888.690)

6 27,893.980 27,893.980 - - - - - (27,893.980)

7 24,929.390 24,929.390 - - - - - (24,929.390)

8 23,138.810 23,138.810 - - - (23,138.810)

9 1,093.492 1,093.492 1,579.00 1,546.946 27,148.908 353.039 27,501.947 26,408.455

10 1,093.492 1,093.492 1,579.00 1,546.946 27,148.908 353.039 27,501.947 26,408.455 11 1,093.492 1,093.492 1,579.00 1,546.946 27,148.908 353.039 27,501.947 26,408.455

12 1,093.492 1,093.492 1,579.00 1,546.946 27,148.908 353.039 27,501.947 26,408.455

13 1,093.492 1,093.492 1,579.00 1,546.946 27,148.908 353.039 27,501.947 26,408.455

14 1,093.492 1,093.492 1,579.00 1,546.946 27,148.908 353.039 27,501.947 26,408.455

15 1,093.492 1,093.492 1,579.00 1,546.946 27,148.908 353.039 27,501.947 26,408.455

16 1,093.492 1,093.492 1,579.00 1,546.946 27,148.908 353.039 27,501.947 26,408.455

17 1,093.492 1,093.492 1,579.00 1,546.946 27,148.908 353.039 27,501.947 26,408.455

18 1,093.492 1,093.492 1,579.00 1,546.946 27,148.908 353.039 27,501.947 26,408.455

19 1,093.492 1,093.492 1,579.00 1,546.946 27,148.908 415.340 27,564.248 26,470.756

20 1,093.492 1,093.492 1,579.00 1,546.946 27,148.908 415.340 27,564.248 26,470.756

21 1,093.492 1,093.492 1,579.00 1,546.946 27,148.908 415.340 27,564.248 26,470.756 22 1,093.492 1,093.492 1,579.00 1,546.946 27,148.908 415.340 27,564.248 26,470.756

23 1,093.492 1,093.492 1,579.00 1,546.946 27,148.908 415.340 27,564.248 26,470.756

24 1,093.492 1,093.492 1,579.00 1,546.946 27,148.908 415.340 27,564.248 26,470.756

25 1,093.492 1,093.492 1,579.00 1,546.946 27,148.908 415.340 27,564.248 26,470.756

26 1,093.492 1,093.492 1,579.00 1,546.946 27,148.908 415.340 27,564.248 26,470.756

27 1,093.492 1,093.492 1,579.00 1,546.946 27,148.908 415.340 27,564.248 26,470.756

28 1,093.492 1,093.492 1,579.00 1,546.946 27,148.908 415.340 27,564.248 26,470.756

29 1,093.492 1,093.492 1,579.00 1,546.946 27,148.908 415.340 27,564.248 26,470.756

30 1,093.492 1,093.492 1,579.00 1,546.946 27,148.908 415.340 27,564.248 26,470.756

31 1,093.492 1,093.492 1,579.00 1,546.946 27,148.908 415.340 27,564.248 26,470.756

32 1,093.492 1,093.492 1,579.00 1,546.946 27,148.908 415.340 27,564.248 26,470.756

33 1,093.492 1,093.492 1,579.00 1,546.946 27,148.908 415.340 27,564.248 26,470.756

34 1,093.492 1,093.492 1,579.00 1,546.946 27,148.908 415.340 27,564.248 26,470.756

35 492.071 1,093.492 1,585.562 1,579.00 1,546.946 27,148.908 415.340 27,564.248 25,978.685

36 860.126 1,093.492 1,953.617 1,579.00 1,546.946 27,148.908 415.340 27,564.248 25,610.630

37 1,805.114 1,093.492 2,898.605 1,579.00 1,546.946 27,148.908 415.340 27,564.248 24,665.642

38 2,955.875 1,093.492 4,049.366 1,579.00 1,546.946 27,148.908 415.340 27,564.248 23,514.881

39 3,133.304 1,093.492 4,226.795 1,579.00 1,546.946 27,148.908 - 27,148.908 22,922.112

40 4,184.097 1,093.492 5,277.589 1,579.00 1,546.946 27,148.908 - 27,148.908 21,871.319

41 3,739.409 1,093.492 4,832.900 1,579.00 1,546.946 27,148.908 - 27,148.908 22,316.007

42 3,470.822 1,093.492 4,564.313 1,579.00 1,546.946 27,148.908 - 27,148.908 22,584.594

43 - 1,093.492 1,093.492 1,579.00 1,546.946 27,148.908 - 27,148.908 26,055.416

44 1,093.492 1,093.492 1,579.00 1,546.946 27,148.908 - 27,148.908 26,055.416

45 1,093.492 1,093.492 1,579.00 1,546.946 27,148.908 - 27,148.908 26,055.416

46 1,093.492 1,093.492 1,579.00 1,546.946 27,148.908 - 27,148.908 26,055.416

47 1 093 492 1 093 492 1 579 00 1 546 946 27 148 908 - 27 148 908 26 055 416

TABLE - 11.11


COST PER kWh and Kw

S No Description Rs In Million



1 Base Cost 109,349.19

a) Local 75,239.820

b) FEC 34,109.370

2 Import Duties and Taxes @ 5% 1,387.830

3 Interest During Construction 43,510.400

- a) Local 31,652.970

- b) Foreign 11,857.430

5 Price escalation 26,868.410

- a) Local 24,877.040

- b) Foreign 1,991.370

6 Financial Cost 181,115.830

- a) Local 145,015.090

- b) Foreign 36,100.740

7 Amortization @ 10.65% for 20 years & Levelized over 50 years of : 8,891.411

- a) Amortization for Local Currency 7,119.139

- b) Amortization for Foreign Currency 1,772.272

8Operation & Maintenance cost @ 1.00% of Total Cost 1,093.492

9 Annual Recurring Cost 9,984.903

10 Annual Energy generated GWh 1,579.000

S.No Description Rs. In Million

Interest O&M Charges Depreciation Total

1 27,501.947 19,288.836 1,093.492 8,150.212 28,532.540 (1,030.594)

2 27 501 947 18 976 107 1 093 492 8 150 212 28 219 811 (717 864)

TABLE-11.12

Profit & Loss Statement- Gahrait Swir Lasht Hydropower Project

(Costs in Rs. Million)

YearsCash Inflow/

Revenue

Cash Out FlowProfit (+) or

Losses(-)



2 27,501.947 18,976.107 1,093.492 8,150.212 28,219.811 (717.864)

3 27,501.947 18,630.072 1,093.492 8,150.212 27,873.776 (371.830)

4 27,501.947 18,247.184 1,093.492 8,150.212 27,490.889 11.058

5 27,501.947 17,823.519 1,093.492 8,150.212 27,067.224 434.723

6 27,501.947 17,354.734 1,093.492 8,150.212 26,598.438 903.508

7 27,501.947 16,836.023 1,093.492 8,150.212 26,079.727 1,422.220

8 27,501.947 16,262.069 1,093.492 8,150.212 25,505.773 1,996.173

9 27,501.947 15,626.989 1,093.492 8,150.212 24,870.693 2,631.253

10 27,501.947 14,924.273 1,093.492 8,150.212 24,167.978 3,333.969

11 27,501.947 14,146.718 1,093.492 8,150.212 23,390.422 4,111.524

12 27,501.947 13,286.354 1,093.492 8,150.212 22,530.058 4,971.889

13 27,501.947 12,334.360 1,093.492 8,150.212 21,578.064 5,923.882

14 27,501.947 11,280.979 1,093.492 8,150.212 20,524.683 6,977.263

15 27,501.947 10,115.413 1,093.492 8,150.212 19,359.117 8,142.829

16 27,501.947 8,825.714 1,093.492 8,150.212 18,069.419 9,432.528

17 27,501.947 7,398.663 1,093.492 8,150.212 16,642.367 10,859.579

18 27,501.947 5,819.630 1,093.492 8,150.212 15,063.335 12,438.612

19 27,501.947 4,072.431 1,093.492 8,150.212 13,316.135 14,185.812

20 27,501.947 2,139.154 1,093.492 8,150.212 11,382.859 16,119.088



FIGURES

PROPOSED GAHRAIT-SWIR LASHT HYDROPOWIER

PROJEC

CHINA

A

CHINA



KHYBER PASS

PUNJAB

~

0 25 50 75 100km

CLENT:

~ S U T M

p

TEAM

~

LlNEOFeoNT Rol..

. .

..

---

JAMMU KASHMIR

(DISPUTED TERRITORY)

LEGEND

®

LINE OF CONTROL (LOC)

INTERNATIONAL BOUNDARY

PROVINCIAL BOUNDARY

TOWNS, VILLAGES

CAPITAL CITY

KARAKORAM HIGHWAY (KKH)

G.TROAD

NHAROADS

--1-.. DAM BARRAGE

RIVER

. . . RESERVOIR (EXISTING)

RESERVOIR (PLANNED)

ISLAMIC REPUBLIC OF PAKISTAN

BALOCHISTAN

IRAN

MAKRAN

COASTAL AREA

ARABIAN SEA

DISTANCE CHART

PLACES DISTANCE

PESHAWAR TO CHITRAL.............. . 370

KM

DIR TO CHITRAL............ .............. ... 150 KM

CHITRAL TO GRAM CHASHMA..... 74 KM

CHITRAL TO BOONI .....................

CHITRAL TO MASTUJ ..................

CHITRAL TO GILGIT ....................

CHITRAL TO DROSH ...................

CHITRAL TO LOWARI TOP .........

O.lgn•dl l r:

75KM

105KM

380KM

45KM

90KM

Ct.cbdl l r:

__..

INDIA

PRINCIPAL DATA

Project Location (Dam) .........

.

Distance from Peshawar ........ .

Travelling time from Peshawar

Distance from Chitral. ............

Nearest Commercial Airport

..

.

Nearest Railway Station ........ .

Mobile Phone, Internet access

10 km U/S

of

Drosh Town.

335

km

10 Hrs

35

km

Chitral, Peshawar

Peshawar

Yes

GAHRAIT-SWIR LASHT HYDROPOWER PROJECT

FEASIBILITY STUDY

GOVERNMENT OF KHYBER PAKHTUNKHWA

FAROOQ

BHUTIA

M.IQBALGILL

ACE

EGC

TEAM

PAKHTUNKHWA HYDEL DEVELOPMENT ORGANIZATION

D B r :

A p p r c ~ ~ V t ~ d B y :

LOCATION PLAN

DATE:

lFIGURENO

6 1

Joint Venture

of

Associated Consulting Engin eers- ACE (Pvt.) Ltd,

(PHYDO)

IMTIAZKHAN IHALVI

JULY, 2014

I

GCandTEAM

00

NOTES:

1.

ALL

LEVELS ARE

IN

r ETERS

2.

AU

OIMEMIIONS ARE IN

METERS

UNLESS D I C T E D OTliERWISE.

1

FOR ZCXlM PLAN

OF

DAM IMl

PONERHOUBE ilEREFER

DRAWINGN0.104A1D5.



GOVERNMENT OF KHYBER PAKHTUNKHWA,

PAKHTUNKHWA

HYDEL

DEVELOPMENT ORGANIZAT10N

PHYDO)

IM11AZKHAN IHALVI

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2 ADrT:

D a 1011 1l IO

IICALE(Io)

GAHRAIT

SWIR

LASHT HYDROPOWER PROJECT

FEASIBILITY STUDY

PROJECT LAYOUT PLAN

NOTES:

1 ALL LEVELS ARE IN METERS

2

ALL

DIMENSIONS ARE

IN

METERS UNLESS INDICATED

OTiiERWISE

3

LENGTH OF

RESEVOIR

IS

APPROXIMATELY 4 47 Krn

4 RESERVIOR ARE A AT E 1337 =1 54

krn



TEAM

TEAM

A Joint Venture

o

Associated Consulting Engin eers- ACE Pvt.) Ltd,

EGCandTEAM



PHYDO)

HAROONABID

o ar:

IMTIAZKHAN

M.IQBALGILL

A p p r c ~ ~ V t ~ d B r

IHALVI


FEASIBILITY STUDY

RESERVOIR AREA PLAN

JULY, 2014

6.3

00





PHYDO)

IMTIAZKHAN

M

IQBAL GILL

A p p r c ~ ~ V t ~ d B y

IHALVI

FEASIBILITY STUDY

PROJECT LAYOUT PLAN

ZOOM PLAN OF POWERHOUSE SITE

JULY, 2014 I

6 4

-

.AI I . I .E. ' I I IU_I I_

J.o11&.1....-cMMi.IN...,_,.. ,_IGCI'. T&IIImtiJMIIL

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:

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I

EGC I TE'AM

AJ * I

Vlntu

.

l

Allllodllld

Condng

Engl1tM 11

·ACE

(M)Ud,

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:It:

Re•servoir

Ar

ea

ISLAMIC REPUBUC

OF PAKISTAN

GOVERNMENT

OF

KHYBER PAKHT\JNKHWA,

PAIOfTVNKHWA

HYDEL DEVELOPMENT

ORGANIZATION

PHYDO)

t

/

y

t>

.

Waste

Total Area

1

Cultiv

able

56,098

73717

28 2,256

Riv·

er

ed

4

3,593

I

183 13 17 45 2534

S01

-

7.4

I 53 .5 52 .9 0.0 23 .9 5.8

4.1

( }

GAHRAIT-SWIRLASHT

HYDROPOWER PROJECT

- I MIAI 'TM ZN MtQIJAL FEASIBILITY S'IUDY

_

LAND AQUISITION PlAN

AT

RESEVIOR

AREA I

.::::;Ei

Y

IMIIAZKIWI IHALYI

. . , . ,

JULY 2014





PHYDO)

IMTIAZKHAN IHALVI

B

..._

,

/

/

NOTES:

1.

ALL LEVELS ARE IN METERS.

2. ALL DIMENSIONS ARE

IN

METERS UNLESS INDICATED OTHERWISE.

3. FOR DETAILS 8 REFER DRAWING NO. 301 & 302 IN VOLUME-IV

CONCRETE SURFACING

SECTION A-A



DIVERSION TUNNEL INTAKE PLAN

Cl

RANE

OPERATING

EL1342.00--,.

AT

I

-

.00

-.,A

I

/ I

BmxH

~ ~ C E

I

;<

I

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'

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1313.00..

'

I

16.5

I

I

ELEVATION

OF PORTAL

.

EGC

..

EAM

A Joint Venture

of

Associated Consulting Engin eers- ACE

(Pvt.)

Ltd,

EGCandTEAM

GATE

7.8m

CLENT:

8.00m ROAD 14.0m SERVICE AREA

CRANE FOR

MAINTAINANCE

OF GATE

J•

1

1342.00..

~

.

I

v v

-

. .... .... .. ..,.,

GATE RAILING

/

/

_

300mm CONCRETE SURFACING

~ R O C K B O L T I N G A S P E R

J•

1

GEO TECHNICAL REQUIREMENTS

:•·.--

- ..

:• ·

DETAIL-B

(SECTION B·B)

ISLAMIC REPUBLIC OF

PAKISTAN



(PHYDO)

O.lgn•dl l r:

HAROONABID

D B r :

IMTIAZKHAN

Ct.cbdl l r:

120mm

(AVERAGE)

THICK SHOTCRETE

50Dmm (AVERAGE) THICKRCC LINING

12mm (AVERAGE) THICKSTEEL LINING

WITH

EXTERNALSTIFFENERS

CONTACT GROUTING

ROCK BOLTS

AND

CONSOLIDATION

GROunNG

7.60

TYPICAL SECTION

OF DIVERSION TUNNEL

&

::

e a 10

D\iALE m)

GAHRAIT- SWIR LASHT HYDROPOWER

PROJECT

FEASIBILITY STUDY

M.IQBALGILL

DETAILS OF DIVERSION TUNNEL SPILLWAY TUNNEL INLET

A p p r c ~ ~ V t ~ d B y

I HALVI

JULY, 2014

6.7

00

NOTES:

1.

ALL

LEVELS ARE IN METERS.

2.

ALL

DIMENSIONS ARE IN METERS UNLESS INDICATED OTHERWISE.

3. FOR DETAILS C REFER DRAWING NO.

3 1

&3021N VOLUME-IV.

3.00

~ t :

: : ~ : 0

;:

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... :

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· · · ~

6.85

;

: · · · ~

7.60

SECTION D-D



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SCALE(m)

GAHRAIT- SWIR LASHT HYDROPOWER PROJECT

FEASIBILITY STUDY

DETAILS OF DIVERSION TUNNEL OUTLET

JULY, 2014 6.8

00

~ · : : ~ ~

· ~ . \ . ~ : ~ ·

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6.00

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NOTES:

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2. ALL DIMENSIONS ARE IN METERS UNLESS INDICATED OTHERWISE.

3. FOR LOCATION OF U/S AND IS COFFER DAMS REFER

DRAWING NO. 300 IN VOLUME-IV



\'

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ACE

12m DEEP PLASTIC CONCRETE CUTOFF WALL

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TYPICAL CROSS SECTION OF U/S COFFER DAM

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6.00

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(PHYDO)

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SCALE(m)


FEASIBILITY STUDY

DETAILS OF UIS AND D/S COFFER DAMS

JULY, 2014

6.9

00

NOTES:

1.AIIIeveleareinmeters.

2. All dlmerwlons are In

melln

unless Indicated otherwise.

LEGEND

.

Talus Deposit

J INFERRED BED ROCK

. ~ ; ;

CONSOLID TION

GROUTING

PL STIC CONCRETE CUT

OFF WALL



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DISTANCES (METERS)

LONGITUDINAL SECTION ALONG DAM AXIS & BURIED VALLEY

(LOOKING DOWN STREAM)

IO.Ign•dl lr : I Ct.cbdl lr :

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GAHRAIT-SWIR LASHT HYDROPOWER

PROJECT

FEASIBILITY STUDY

LONGITUDINAL SECTION

ALONG

DAM

AXIS & BURIED VALLEY

JULY, 2014

I

6 101

00

I

NOTES:

1.AU..

LEVELS

ARE

IN W E T ~ .

2. ALL

DIMENSIONS

ARE

IN

t.IEIERS UNLESS INliCA.lE D OTHBlWISE.

3.

FOR

SECTIONAI..(WG DAM REFER DRAWlNO NOA 1 & 4 3 trilVOLUW6N

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FEASIBILITY STUDY

ASPHALT CONCRETE FACE ROCK FILL DAM (AFRO)

PLAN

FlOUOEm

6.111 00

ULY 2014

......

U/S

0.28m (ASPHALT CONCRETE FACE)

SEE DETAIL A

NOTES:



DIS

1.0 m SLOPE PROTECTION

(Sleeted L.arge Rock Dazed ID DIS Face)



0.6m WIDE (36m DEEP) ------JII

PLASTIC CONCRETE CUTOFF WALL

~ P T . . : . . Q E

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ROCKFILL

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ROCKFILL (3C)

0 5 10 15

AFRO TYPICAL SECTION

SCALE

(m)

Upper Impervious layer

(10cm)

Drainage Layer Scm ) - -

Lower lmpel 'louslayer

5cm) j

edding layer(Scm)

DETAIL-A


GOVERNMENT OF KHYBER PAKHTUNKHWA


(PHYDO)

EL

1343.00

1.50

EL

1342.00

2.00

4.00

EL 1338.00

EL

1337.50

DETAIL-B

0 1 5 3 4.5

SCALE(m)

O.lgn•dl l r:

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D-B r :

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Zones

1A

18

2A

28

3A

CLASSIFICATIONS

Fine-Grained Cohesionless Silt and Fine Sand

Random Mix of Silt, Clays, Gnavels and Cobbles

Sand and Gnavel Filter

Sand and Crusher Run Particles Nearly in

Quality Equal to Concrete Aggregate

Sleeted Rock fill With Maximum Size of 150mm

38 I Rock fill Maximum Size

of

500mm

3C Rock fill Maximum Size

of

1000mm


FEASIBILITY STUDY

AFRO TYPICAL SECTION

I -

JULY, 2014

I

6.121

00

ll

NOTES:



IN METERS UNLESS

INDICATED

OTHERWISE.



SHOTCRETE

120mm

(AVG)

IN

TWO LAYERS

LAYER

THICKNESS DEPENDING

ON

ROCK

CLASS

,.

SHOTCRETE

120mm

(AVG)

IN

TWO

LAYERS

LAYER

THICKNESS DEPENDING ON

ROCK CLASS

HEADRACE CONNECTING TUNNEL SECTION

(REFER DRAWING NO. 107

&

605 SECTION X-X)

:JQ S;.

1. ROCK

BOLTS 25mm

DIAMETER, LENGTH '5m [AVG]

SPACING 1.5 TO

2.5m [AVG]

2. SHOTCRETE THICKNESS ' 120 mm

[AVERAGE]

3. CONCRETE THICKNESS

= 450 mm [AVERAGE]

CLENT:

..



HEADRACE TUNNEL SECTION

(REFER DRAWING NO. 107

&

605 SECTION Y-Y)

:JQ S;.

1. ROCK

BOLTS 25mm

DIAMETER, LENGTH ' 5m [AVG]

SPACING 1.5 TO

2.5m

[AVG]

2. SHOTCRETE THICKNESS ' 120 mm

[AVERAGE]

3. CONCRETE THICKNESS

=

500

mm [AVERAGE]

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AS PER

ROCK CLASSIFICATION ALL

AROUND,

WITH OR

WITHOUT PROTRUDING

DOWELS 5m AVG)

LENGTH

2.5

SCALt:lmJ


FEASIBILITY STUDY

SECTIONS ACROSS HEADRACE CONNECTING TUNNEL

AND MAIN HEADRACE TUNNEL

JULY, 2014

I

6 13

I

00

URB PARAPET

EL1381.43

_

SOIL NAIL ROCK BOLT:

LOCK/RING

BEAM-----

EL.1378.93

200 mmSHORTCRETE ROCK BOLTS

CONSOLIDATlON GROUTING

NOTES:



IN

METERS UNLESS INDICATED OTHERWISE.

LOCK BEAM

RING BEAM LOCK BEAM



150 mm SHORTCRETE

IN

2

LAYERS WITH WIRE MESH le

ROCK BOLTS WITH DOWELS

DETAIL B

SHOTCRETE 150

mm IN

TWO

LAYERS WITH WIRE MESH.

CONCRETE LINING 400 mm THICKNESS

p

CLENT:

SECTION A-A

SURGE EL. 1376.43

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:OCK BOLTS CONSOLIDAION

GROUTING ALL AROUND


A. -

GROUTING SEQUENCE

BOTTOM TO UP.

10.00

s

~ A

1

CK BOLTS WITH DOWELS

SHOTCRETE 150mm IN TWO

LAYERS WITH WIRE MESH

CONCRETE LINING 400 mm

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1306.90

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SURGE SHAFT ELEVATION

IO.Ign•dllr: I Ct.cbdllr:

37.50


FEASIBILITY STUDY

~ S U L T M B

..


IQURATULAIN

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ACE

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NOTES:





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(STEEL LINED PRESSURE SHAFT)

(REFER DRAWING NO. 110 803)

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STEEL

LINING

18mm

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CONCRETE

LINING 0.60 m THICK

SECTION P P

(STEEL LINED PRESSURE TUNNEL)

(REFER DRAWING N0.110 803)

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FEASIBILITY STUDY

TYPICAL CROSS SECTION OF PRESSURE SHAFT

AND PRESSURE TUNNEL

JULY, 2014

I

6.15 I 00

NOTES:

1

ALL LEVELS ARE

IN

METERS

2. ALL DIMENSIONS ARE IN MILLI METERS UNLESS

INDICATED OTHERWISE

UNIT4

<

CEILING CLADDING

UNIT3

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UNIT DEWATERING SUMP IN

FRONT OF SECTION

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WATERTANK2

. lill b.1

l-1500

LONGITUDINAL

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MACHINE HALL CAVERN

SECTION A-A

SCALE 1:250

10000

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UNIT DEWATERING SUMP IN

FRONT OF SECTION

-1

l -1soo 1oooo-l- -1oooo 185oo

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10000 20000 30000

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SCALE(nm)


FEASIBILITY STUDY

POWER HOUSE LONGITUDINAL SECTION

FIGURE

NO.

REV. NO.

A Joint Venrure

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(Pvt.)

Ltd,

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ISLAMIC REPUBLIC OFPAKISTAN

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JULY, 2014

6.16

I

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98750

r

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NOTES:

1 ALL

LEVELS

ARE

IN

METERS

2

ALL DIMENSIONS

ARE

IN MILLI

METERS UNLESS

INDICATED OTHERWISE



CLENT:

p

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0 5 10 15

SCALE(mm)


FEASIBILITY STUDY

CONCEPTUAL MACHINE HALL LAYOUT

JULY, 2014

6.17

00

1000 2000 3000

4000 5000

SCALE{mm}

ROWN

TIFLEVEL

EL:12M.et

NOTES:

1. ALL LEVELS

ARE

IN METERS.

2.

ALL DIMENSIONS

ARE

IN MILLI METERS UNLESS

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GROUTEDROCKANCHORS 7D -

KN WORKING

CAPACITYAT

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CCl.UMNl.OCATIONLz9METRES

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HWL

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Min.lWL 1227.72 masl

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Rd

430ms/s

RD 1 0 7 5 0 ~ / s

Dt

3660 mm

10000

20000

SCAI...E mm)


FEASIBILITY STUDY

MACHINE HALL SECTION DETAILS

REV. NO.

JULY, 2014

FIGURE NO.

6.18

I

00



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