FINAL REPORT · 2004-05-11 · Figure 2.2.2 Side Spillway ... Figure 2.3.7 Canal Design ... Appendix 3 Sample of Design Criteria Appendix 4 Project Drawings Appendix 5 Sample Specifications

THE STUDY ON INTRODUCTION OF RENEWABLE ENERGIES IN RURAL AREAS IN MYANMAR

FINAL REPORT

Volume 4 Main Report Manuals for Sustainable Small Hydros

Part 4-1 OampM Manual-Small Hydros

Part 4-2 Design Manual-Small Hydros

Part 4-3 Design Manual-Village Hydros

Part 4-4 Institutional and Financial Aspects

Final Report Volume 4 Manuals for Sustainable Small Hydros

Part 4-2 Design Manual - Small Hydros

TABLE OF CONTENTS

1 Investigation and Planning 1 11 Estimate of Power Demand 1 12 Measurement of Discharge and Head4 12 Measurement of Discharge and Head5 13 Available Power Discharge10 14 Surveys for Topography and Geology12 15 Layout of Power Facilities15 16 Hydropower Planning18

2 Design of Civil Structures 22 21 Head Works 22 22 De-silting Basin 32 23 Power Canal34 24 Head Tank40 25 Regulating Pond 43 26 Penstock47 27 Powerhouse53

3 Design of Generation Equipment 54 31 Turbine54 32 Generator 65 33 Control Unit68 34 Inlet valve 70

LIST OF TABLES

Table 111 Sample of Power Demand Estimate 4

Table 161 Minimum Turbine Discharge 19

Table 211 Various Types of Weir 24

Table 212 Various Types of Intake 28

Table 213 Hydraulic Requirements Applied to Side Intake 30

Table 231 Facilities for a Canal 35

Table 232 Velocities for Unlined Canals 36

Table 251 Sand Flushing Capacity of Saxophone Suction Head 46

Table 31 Type of Turbines and Applicable Range 55

LIST OF FIGURES

Figure 111 National Grid in Myanmar 1

Figure 112 Power Demand Categories 1

Figure 121 Example of Discharge Measurement 5

Figure 122 Discharge Measurement by Current Meter 5

Figure 123 Velocity Measurement by Current Meter 6

Figure 124 Measurement of Sectional Area and Velocity 6

Figure 125 Velocity and Depth 6

Figure 126 Measurement by Float 6

Figure 127 Discharge Measurement by Weir 7

Figure 128 Water Level Gauge 7

Figure 129 Example of Stage-Discharge Rating Curve 7

Figure 1210 Form of Discharge Measurement 8

Figure 1211 Measurement of Discharge and Head 9

Figure 1212 Preliminary Planning of Layout Based an Q amp H 9

Figure 1213 Measurement of Head Using Carpenterrsquos Level 9

Figure 1214 Measurement of Head Using Pressure Gauge 9

Figure 1215 Tools for Measurement of Head 9

Figure 131 Use of Water 10

Figure 132 Example of Available Power Discharge 11

Figure 141 Sample of GPS Mapping 13

Figure 142 Test Pit 14

Figure 143 Sample Log of Test Pit 14

Figure 151 Relation between Length and Head 15

Figure 152 MiniMicro Hydro Utilizing Drops or Falls 15

Figure 153 General Layout of Small Hydro 16

Figure 154 General Profile of Open Waterway System 16

Figure 155 Typical Profile of Waterway 17

Figure 161 Small Hydro Development Pattern-1 18

Figure 163 Effective Head for Impulse Turbines 20

Figure 164 Effective Head for Reaction Turbines 20

Figure 165 Flow Duration Curve 21

Figure 211 Head Works 22

Figure 212 Location of Intake 22

Figure 213 Tyrolean Intake 23

Figure 214 Profile of Tyrolean Intake 23

Figure 215 Sand Flush Gate 23

Figure 216 Weir Level 25

Figure 217 Weir Profile 25

Figure 218 Example of Rating Curve 25

Figure 219 Flowchart to Estimate Inflow Discharge into Intake 26

Figure 2110 Sample of Intake Plan 29

Figure 2111 Schematic Profile of Intake Structures 29

Figure 2112 Front Elevation of Skimmer Wall at Entrance 31

Figure 2113 Trash racks 31

Figure 221 De-silting Basin 32

Figure 222 Side Spillway 32

Figure 223 Sand Drain Gate 32

Figure 224 Overflow Discharge and Water Surface Profile in Side Spillway 33

Figure 231 Power Canal 34

Figure 232 Canal and Slope Failure 34

Figure 234 Existing Footpath 35

Figure 235 Structure without Canal 36

Figure236 Stone Masonry Canal 36

Figure 237 Canal Design 37

Figure 238 Side Channel Spillway 37

Figure 239 Water Surface Uniform Flow 37

Figure 2310 Discharge Calculation 38

Figure 2311 Type of Canal Lining 39

Figure 2312 Cross Drain under Power Canal 39

Figure 2313 Cross Drain over Power Canal 39

Figure 241 Head Tank 40

Figure 242 Head Tank with Spillway 40

Figure 251 Pondage Capacity 43

Figure 252 Inflow Estimation 44

Figure 253 Saxophone Sand Flushing 45

Figure 261 Penstock 47

Figure 262 Water Hammer Analysis 49

Figure 263 Head Loss 50

Figure 264 Head Loss of Trashrack 50

Figure 265 Head Loss of Penstock Inlet 51

Figure 266 Head Loss Coefficient for Reducer 51

Figure 271 Powerhouse 53

Figure 31 Structure of Pelton Turbine 55

Figure 32 Water Flow in Turgo Impulse Turbine 57

Figure 33 Structure of Turgo Impulse Turbine 57

Figure 34 Inner Shape of Turgo Impulse Turbine 57

Figure 35 Installation of Turgo Impulse Turbine and Tailrace 58

Figure 36 Structure of Cross Flow Turbine 59

Figure 37 Water Flow in Cross Flow Turbine 59

Figure 38 Characteristics of Cross Flow Turbine 59

Figure 39 Runner Diameter and Width 60

Figure 310 Draft Head of Cross flow Turbine 61

Figure 311 Spiral-type Francis Turbine with Horizontal Shaft Single Runner and Single Discharge 62

Figure 312 Spiral-type Francis Turbine with Horizontal Shaft Single Runner and Double Discharge 62

Figure 313 Structure of Package-type Bulb Turbine 63

Figure 314 Structure of S-shaped Tubular Turbine 64

Figure 315 Reversible Pump Turbine 64

Figure 316 Turbine Selection Diagram 65

Figure 317 Concept Figure of Dummy Load Governor 68

Figure 318 Excitating Circuit with AVR 70

Figure 319 Structure of Butterfly Valve 71

Figure 320 Structure of Through-flow Valve 72

Figure 321 Structure of Sluice Valve 72

LIST OF APENDICES (Presented in Part 6-2 of Volume 6)

Appendix 1 Nomograms

Appendix 2 Computer Programs

Appendix 3 Sample of Design Criteria

Appendix 4 Project Drawings

Appendix 5 Sample Specifications (included in Database)

Appendix 6 Sample of Cost Estimate for Nam Lan Hydropower Project

Appendix 7 Principal Dimensions of Turbines

Appendix 8 Principal Dimensions of Generators

Appendix 9 Unit Conversion Table of Weights and Measures

Appendix 10 Technical Terms

-1-Nippon Koei IEEJ Volume 4 Manuals Part 2

The Study on Introduction of Renewable Energies in Rural Areas in MYANMAR

1 Investigation and Planning

11 Estimate of Power Demand

(1) Need for Power Demand Survey

There are many villages scattered around the rural areas of Myanmar where by far the largest percentage of the population lives that do not have electricity and where the electrification ratio has not reached 8 Any further extension of the distribution lines from the national grid would be difficult even to areas near the grid system because of the shortage of generated power

In order to advance rural electrification under such circumstances the development of isolated power systems would be more practical than extension of the power grid Renewable energy such as small ~ micro-scale hydropower for which the potential is abundant in the mountainous regions would be one of the most effective sources for the areas and the local technological expertise has been developing to some extent recently

It is essential to be able to estimate accurately the power demand for the target area when a small hydropower scheme is launched Because hydropower is a site-specific energy identification of hydro potentials to meet the required demand should be the basis for the planning of rural electrification For the power supply in an isolated grid system the power generated should be kept at a higher level than the load incurred otherwise the following measures are needed

1) Backup power by other power sources such as diesel generators

2) Adjustment of the power demand

(2) Survey for Power Demand

The power demand in the rural areas in Myanmar can be classified into the following categories according to a rural society survey conducted by the JICA Study Team in June 2001

Source MEPE Figure 111

National Grid in Myanmar

DemandCenter

HouseholdPopulation

LocalIndustries

PublicFacilities

Source JICA Study Team Figure 112

Power Demand Categories

Household use light TV radio refrigerator rice cooker etc

Public use streetlight templepagoda clinichospital school etc

Industrial use local industries etc

An investigation of the rural society needs to be carried out at the initial stage of the planning to estimate the power demand of which the main items are summarised as follows

a) Numbers of household and population in each village tract

b) Numbers scales and time zone of electric appliances in home use public use and local industry use

c) Existing power facilities and existing electrification ratio

d) Future development

The general information required for the planning is as follows

Administration of the township that covers the demand centre

Location area and accessibility of the demand centre

Main industries

Willingness to electrification

Income and ability to pay for electricity

Possibility for rehabilitation of the existing power facilities and extension of distribution lines

Land use in the river basin and agricultural cropping patterns

Land acquisition

Sectional map showing the village tracts

The load curves for seasonal and time fluctuations of the power demand should be estimated taking into account the usage patterns of electrical facilitiesappliances ratio of concurrent use etc by reference to the existing records in neighbouring power stations

Seasonal fluctuation Agricultural processing drying processing in monsoon regions

Time fluctuation Lighting in night-time use local industries in daytime use

Where electric motors are being operated the gross power demand (Pd) for such facilities should be within a suitable range due to the inrush current required at the starting time

Pd lt (Total power output ndash Other demand) x 40

The main electrification demands in home use are for lighting TV radio and refrigerator in that order of priority and the averaged household demand was estimated at 120 W for lighting and 160 W after introducing rice cookers according to the rural survey by JICA Study Team conducted in June 2002

Local cottage industries may consist of the main demand during daytime and can be an important factor for determining the electricity tariff system local development and sustainable management of the VEC An investigation is needed to determine the number of units power consumption operating conditions and diesel consumption required to service the electricity powered machines being operated in existing local cottage industries

(3) Sample of Power Demand Estimate

A sample of the power demand estimate for a village with 2082 household in the Northern Shan State is shown below

Table 111 Sample of Power Demand Estimate

Customer Number Step Night Daytimeof Unit Con- Sim- Unit Con-Acce Estimat- Sub-totalUnit Con-Sim- Unit Con-Acce Estimat- Sub-total

Custo- sumption ulta- sumption ssibi ed Power sumption ulta- sumption ssibi ed Powermer neou lity Demand neou lity Demand

Watt s Watt kW kW Watt s Watt kW kW1Household 2082 1-1 130 90 120 93 2324 2324 130 15 20 93 387 387

1-2 220 70 160 93 3098 3098 220 20 50 93 968 9682 Public21 Street 16 400 50 200 100 32 400 0 0 100 00 Light22 Temple amp 11 2000 30 600 100 66 2000 40 800 100 88 Pagoda23 Hospital 1 230 70 160 100 02 230 50 120 100 0124 Clinic 1 310 70 220 100 02 310 50 160 100 02251 HSchool 1 6200 0 0 100 00 6200 20 1240 100 12252 MSchool 0 1640 0 0 100 00 1640 20 330 100 00253 PSchool 9 380 0 0 100 00 380 20 80 100 07 Sub-total 102 1103 Business31 Restaurant 3 3185 30 960 100 29 3185 30 960 100 2932 Guest House 2 4905 50 2450 100 49 4905 30 1470 100 29 Sub-total 78 584 Industry 41 Rice Mill 18 5000 0 0 100 00 5000 80 4000 100 72042 Oil Mill 6 5000 0 0 100 00 5000 80 4000 100 24043 Powder Mill 0 5000 0 0 100 00 5000 80 4000 100 0044 Sugarcane 0 5000 0 0 100 00 5000 80 4000 100 00 Processing45 Saw Mill 2 10000 0 0 100 00 10000 80 8000 100 16046 Paper Mill 0 5000 0 0 100 00 5000 80 4000 100 0047 Tofu Mfg 3 4000 0 0 100 00 4000 80 3200 100 9648 Noodle Mfg 3 7000 0 0 100 00 7000 80 5600 100 16849 Furniture 5 5000 0 0 100 00 5000 80 4000 100 200410 Iron Work 5 4000 0 0 100 00 4000 80 3200 100 160411 BCS 2 1500 0 0 100 00 1500 80 1200 100 24412 Weaving 0 5000 0 0 100 00 5000 80 4000 100 00413 Water Pump 25 200 0 0 100 00 200 80 160 100 40 Sub-total 00 18085 Total51 1-1+234 2503 236452 1-2+234 3278 2945

6 Gross Total61 1-1+234 Including 5 of transfer loss 270 Incl 5 transfer loss 25062 1-2+234 Including 5 of transfer loss 350 Incl 5 transfer loss 310

Source JICA Study Team

Population 12229 Household 2082 Existing electrification ratio 136 Willingness to pay for initial fee K 23000 Willingness to pay for monthly fee

K 680month (surveyed in June 2001)

Source JICA Study Team Figure 122 Discharge Measurement

by Current Meter

12 Measurement of Discharge and Head

(1) Measurement of Discharge

In the rural areas of Myanmar the existence of either discharge records or water level gauging station information is generally expected at the rivers where a small hydropower station is planned When a small hydropower site is identified the discharge measurement of the river through a year is preferable It is indispensable for the planning to carry out the following

1) Discharge measurement more than 10 times within a proper range that enable establishment of the stage-discharge rating curve at the intake site

2) Establishment of the water level gauge and as many as possible readings especially during the dry season The task of gathering such information may be sublet to the local inhabitants

The river discharges are likely to decrease significantly in the dry season in Myanmar as compared with those in the rainy season It is accordingly essential to investigate discharges especially in the dry season for the planning of a small hydro station with an isolated grid system to supply stable energy throughout a year

The following methods are available to measure the river discharge

3) Current Meter

Source JICA Study Team Figure 121 Example of Discharge Measurement

v0606 d

Current Meter

Source JICA Study Team Figure 123 Velocity Measurement by

Current Meter

① ② ③ ④ ⑤ ⑥ ⑦

v1 v2 v4 v5v6

d10 d11

b b b b b

Source JICA Study Team Figure 124 Measurement of Sectional

Area and Velocity

Source JICA Study Team Figure 126 Measurement by Float

This is the most common method to measure velocities where the stream is not irregular and turbulent A location for the measurement should be selected in a straight stretch of the river Simple measurements as below may be sufficient for streams where a small hydropower scheme is planned

i) 2-point method Vm = 12 x (V02 + V08) for depth gt 1 m

ii) 1-point method Vm = V06 for depth lt 1 m

where Vm mean velocity V06 velocity at 60 depth from surface

The discharge of flow can be derived using the following equation

AVQ sdot=

4) Float Method

This is the easiest method to measure velocities in a stream without any special equipment However the accuracy cannot be expected where the stream is irregular wide and shallow The discharge of flow is given by the following formula

AVcQ sdotsdot=

Velocity and Depth

Where Q discharge (m3s) V mean velocity (ms) A cross sectional area (m2)

Figure 128 Water Level Gauge

L gt 3h gt 2hgt 2h

gt 4hh

by Weir

5) Weir Method

This method requires construction of a weir across the stream to measure discharge directly in the stream The discharge of flow is given by the following formula

51)20(841 hhLQ sdotsdotminussdot=

6) Stage-Discharge Method

This method consists of the following procedures

(i) Discharge measurement more than 10 times within the range required to establish a stage-discharge rating curve

(ii) Water level gauge reading

The relation between water level and discharge can be expressed by a quadratic equation It is noted that the stage-discharge rating curve should be reviewed periodically for calibration especially after the flood season that may result in erosion or sedimentation on the riverbed

A form for discharge measurement is shown below

Where c = 085 for concrete channel 080 for smooth stream 065 for shallow stream

Where Q discharge (m3s) L length of weir (m) h overflow depth (m)

Example of Stage-Discharge Rating Curve

0 5 10 15Discharge (m3s)

) Q = 515H2 + 419H + 098

Source JICA Study Team Figure 129 Example of Stage-Discharge

Rating Curve

-8-The Study on Introduction of Renewable Energies

in Rural Areas in MYANMAR Nippon Koei IEEJ Volume 4 Manuals Part 2

Velocit

rigban

lefban

1s 2n Av

StaEnAv

Gau RecorStaEnAv

CalcCheck

DISCHARGE

MeasureAre(m2 )

Tota(m2 )

Area 2 )

V= Rod Wire Boat Bridge

Outside

Dischar(m3 )

Inside

Averadischar

Averadepth

Widt(m)

Distance fro

Recorded Observ

DatMeasuremen

Calcualte

Curremete

Conditi

Water level

Discharge 3 s)

Coefficie

Measure

CalResu

WeathWind Wind

Ave velocity

Velocity

Velocit

Measuredepth Av2n

Figure 1210 Form of Discharge Measurement

-9- The Study on Introduction of Renewable Energies in Rural Areas in MYANMAR

Nippon Koei IEEJ Volume 4 Manuals Part 2

Head (m)

Discharge (m3s)

Figure 1211 Measurement of Discharge and Head

IntakePower canalHead Tank

Penstock Powerhouse

Tailrace

HeadH (m)

Discharge Q (m3s)

Power (kW) = 98QHηEfficiency

η = 05~07

Figure 1212 Preliminary Planning of Layout Based on Q amp H

(2) Measurement of Head

The detailed planning and design are to be made based on a topographic map with a scale of 1500 or more but in the preliminary planning stage much quicker and less costly methods can be used for measurement of the head

The following tools are available to measure a head for the preliminary planning

Measurement of HeadUsing Pressure Gauge

PresureGauge

Plastic Tubefilled with water

Figure 1214 Measurement of Head Using

Pressure Gauge

LevelMeasurement of HeadUsing Carpenters Level

Figure 1213 Measurement of Head Using Carpenterrsquos Level

Distance Meter

Clinometer

Figure 1215 Tools for Measurement of Head

Portable Compass

GPS to measurecoordinates ampaltitude

Source (Figure 1211~1215) JICA Study Team

IrrigatedArea

IrrigationCanal

Powerhouse

Intake

Source JICA Study Team Figure 131 Use of Water

13 Available Power Discharge

If paddy fields with single-cropping are developed in a river basin whose water is utilised for power generation the irrigation water supply usually starts in May when the river discharge is at the minimum level in the end of the dry season Therefore the available discharge in May is likely to become the lowest under such circumstances

The first priority for water utilisation is generally given to the irrigation supply in rural areas in Myanmar It is therefore required to investigate not only the river discharge but also the existing water utilisation irrigation system and rainfall patterns to estimate the available power discharge The following items need to be surveyed at the planning stage

Land utilisation in the areas affected by a hydropower station

Irrigation area the cropping patterns and the irrigation supply discharge

Future development plan for irrigation

Basic stance of local inhabitants for the water utilisation

When the water use produces a conflict between irrigation and power generation demands the following needs to be considered

1) The location of the power generation facilities should be carefully selected to minimise the conflict between irrigation water use and power discharge in the area where the river flow is utilised for the irrigation in the river stretch between the intake and the tailrace

2) The river discharge and the irrigation demand in the areas affected by the hydropower plant should be investigated throughout one year to estimate the available power discharge taking into account the existing irrigation practices

3) Irrigation water for paddy fields is approximately 10 m3s for 1000 ha in general Areas cropping patterns irrigation canal systems return flow into the river rainfall and supplemental discharge from the river are major factors to estimate the irrigation demand

Discharge at Hosang Chaung in 2001 - 2002

5 6 7 8 9 10 11 12 1 2 3

Q (m3s)

Irrigation Requirement

River Discharge

Available discharge forpower generation

4 52001 2002

Source Measurement and Assumption of JICA Study Team Figure 132 Example of Available Power Discharge

14 Surveys for Topography and Geology

(1) Topography

An Inch-mile map (163360) is suitable to identify a hydropower scheme site for the initial planning and to determine accessibility from the demand centre

The use of a portable GPS may be a powerful tool to position easily and accurately the specific points in and around the project area at the initial planning stage A sample mapping by GPS is shown figure in the next page

It is essential for the detailed design and construction to map the topography of the anticipated construction areas that will cover the open civil structures such as intake de-silting basin head tank and powerhouse at a 1500 scale or larger based on a topographic survey As for power canals the profile and cross sectional surveys may be enough for the design but further mapping of the areas around the related structures such as cross drains side spillways siphons etc will be required

Namlan Mini-Hydro Development Plan

230 232 234 236 238 240 242

E (97deg xx min)

N (22de

about 344 m

Kyutaw Bridge

to Hsipaw

to Nam Lan

Kyutaw Chaung

Nam Pankan Chaung

Hosang ChaungHosang Intake Site

Cart Track

No2 Diversion Channelfrom Nam Pankan to Hosang

No1 Diversion Channelfrom Kyutaw to Nam Pankan

No1 Branch point

No2 Branch point

No3 Branch point

No4 Branch point

Sink Hole

Head Pond

Powerhouse

HosangVillage

Kyutaw Chaung Branch

Irrigation canal fromKyutaw Chaung

Nam Pankan Bridge

KyutawVillage

Source Field Study of JICA Study Team Figure 141 Sample of GPS Mapping

Figure 142 Test Pit

(2) Geology

Test pitting is enough to confirm the foundation geology of the key structures for small hydropower schemes A practical pit size is 18 m long x 12 m wide x 50 m deep It can be manually dug with scoops and picks using a rope and bucket to lift up the excavated soil without the use of any further heavy lifting equipment

A pit log should be prepared for every test pit as a report of the test pitting and should contain the pit number its location boundaries and depths description of soil groundwater table and bedrock surface if any and all other relevant information

Source JICA Study Team Figure 143 Sample Log of Test Pit

Figure 152 MiniMicro Hydro Utilizing Drops or Falls

Tributary

Potential Site-1

Potential Site-2L1

H2L H lt 40 General outlineL H lt 20 Advantageous shemeL H lt 15 Excellent scheme where L length of waterway H head

Main stream

Relation between Length and Head

15 Layout of Power Facilities

Selection of Site

Attention should be paid to the following points to identify the potential for a small hydropower scheme with an isolated grid system

1) Discharges are stable even in the dry season

2) Specific discharge (m3sec 100 km2) is big

3) (LH) rate is small

4) Distance from demand centre is short

Basic Layout

The main components of the civil facilities are weir intake de-silting basin power canal head tank pondage penstock powerhouse and tailrace It is rare for dam type power generation or tunnel waterway types to be adopted in a small hydropower facility However existing irrigation dams may be utilised for smallmini hydropower in a re-development plan

The existing irrigation canals with drops may be utilised for minimicro hydropower Penstock pipes can be connected to the intake or the de-silting basin without provision of a power canal In such a case since all or part of the irrigation water is to be used for power generation the discharge fluctuation during irrigation and non-irrigation periods needs to be confirmed

Depending on the nature of the work and the design conditions involved the combination of facilities may be varied As have been experienced in many small hydropower plants constructed the major issues relating to the civil components are i) sedimentation and ii) hydraulic characteristics during floods Therefore suitable combinations and layouts responding to the specific site conditions need to be

properly reflected in the design A typical layout and profile of a small hydropower station is shown below together with technical notes

River Outlet Sand Flush Gate

Spillway

Power Canal Head Tank

Sand Drain Gate

Spillway

Trashracks

Intake

Intake GateTrashracks

Sand Drain Gate

De-silting Basin

Side Spillway

Source JICA Study Team Figure 154 General Profile of Open Waterway System

De-silting basin velocity lt 03 ms slope steeper than 130

Power canal slope 1500 ~ 12000

Power Canal

De-silting Basin

Intake

Head Tank Penstock

Powerhouse

Source JICA Study Team Figure 153 General Layout of Small Hydro

De-silting basin to be located next to intake Low velocity to regulate excessive flow amp sand Steep slope enough to wash out sediment to river

Intake to be located in a straight river stretch Side intake with weir or Tyrolean intake Sand flushing gate to be provided beside the weir

Slope protection or box culver

Cross drain at valley

Nearby demand center

Penstock

Anchor Block

Spillway

Head Tank

Sand Drain Gate

Trashracks

Powerhouse Tailrace

Source JICA Study Team Figure 155 Typical Profile of Waterway

Penstock to avoid potential land slide area to be located on stable ridge to be located below hydraulic grade line slope protection amp drain along penstock penstock directly from de-silting basin may be possible according to topography

Powerhouse to be built on firm foundation to be located above FWL drainage around

Head Tank to be located on stable ridge capacity against load change spillway amp sand drain

16 Hydropower Planning

(1) Design Discharge

For a small hydropower station with an isolated grid system the power generated should be above the load demanded when a backup power system cannot be provided The main points for planning of such a small hydro plant are summarised as follows

1) determination of the minimum power discharge based on the available minimum discharge for power generation ( 90 ~ 95 dependable discharge is a general target)

2) determination of the maximum power discharge depending on the peak load demand and the available discharge during the rainy season

Min Discharge108 9 11 121 2 3 4 5 6 7

Non - Operation Period

Firm Power Output

Demand Qmin

Potential (Q min ) gt Demand

IrrigationD

Figure 161 Small Hydro Development Pattern-1

Ratios of (minimum turbine discharge)(maximum turbine discharge) and (minimum efficiency)(maximum efficiency) are given for typical turbines below

The numbers of turbines for a small hydropower plant are preferably 1 unit or 2 units to cover the wide range of discharge fluctuation When turbines without discharge control such as Reverse Type are adopted several units may be installed to respond to available discharges in the rainy and dry seasons The number of units required is closely related to the selection of turbine type as explained later

（2） Effective Head

Effective head can be calculated by deducting the head losses from the gross head between the intake and the tailrace However the effective head for impulse turbines

Table 161 Minimum Turbine Discharge

Type (Qmin Qmax) (η min η max)

Francis with horizontal shaft 30 ~ 40 070

Pelton with horizontal shaft 15 075 2-nozzle

Cross flow 15 075 guidevane divided

Cross flow 40 075 guidevane not divided

Turgo impulse 10 075 2-nozzle

Reversed Pump 100 Source Estimation by JICA Study Team

Min Discharge1 2 3 4 10 115 6 7 8 9 12

(m3 s)

Qmin Non - Operation Period

Max Power Output

Min Power Output

Potential (Q min ) lt Demand

Demand Peak power operationor Demand Control

Max Power Outputfor 24-hour

① 24 hours Supply with Min Power or② Peak Power Operation

Irrigation

(Pelton Turgo Impulse Cross Flow) and that for reaction type turbines (Francis Propeller Tubular) are calculated differently as shown below

Detailed calculation method for head losses are shown in Chapter 26 and Appendix 2-3 of Part 6-2 in Volume 6

Head Tank

Penstock

Powerhouse

Tailrace

Hg gross head (m)He effective head (m)h1 head loss between Intake amp head tankh2 head loss between head tank amp tailraceh3 head between draft tube WL and TWL

Intake

hhHH ge minusminusminusminus=

Source JICA Study Team Figure 164 Effective Head for Reaction Turbines

Hg gross head (m)He effective head (m)h1 head loss between Intake amp head tankh2 head loss between head tank amp tailraceh3 head between mean pitch level and TWL

Intake

Penstock

Powerhouse

Tailrace

Head Tank

321 hhhHH ge minusminusminus=

Source JICA Study Team Figure 163 Effective Head for Impulse Turbines

Source JICA Study Team Figure 165 Flow Duration Curve

（3） Power Output and Annual Energy

Power output is given by the following formula

HQP sdotsdotsdot= η89

P Power output (kW)

η combined efficiency for turbine and generator

Q power discharge (m3s)

H effective head (m)

If a run-of-river scheme requires a flow of more than the minimum river discharge a flow duration curve is useful to estimate the approximate annual energy as follows

For maximum discharge Q1

Annual Energy E1 = ξ1 middot P middot 8760

Where E1 Annual energy (kWh) P Max power output (kW)

When a bigger discharge (Q1) is selected a larger scale of power facility with a lower plant factor is required while a smaller discharge (Q2) gives a smaller plant facility with a higher plant factor The optimum maximum design discharge to be finally selected should take into account the revenue generated and the cost incurred in principle bearing in mind that the power tariff needs to be properly established

)()()( 1 BGIAarea

BCDFAarearPlantFacto =ξ

)()()( 2 ABGIarea

ABCDFarearPlantFacto =ξ

Sandbar

Rivertimes　Intake (C)

　Intake (A)

times　Intake (B)

Location of Intake

2 Design of Civil Structures

21 Head Works

Site Selection

This section deals with run-of-river schemes that do not require dam construction but employ a diversion structure or weir across the river

One of the most common problems affecting a smallminimicro hydropower scheme is the damage to the intake caused by floods and another is sedimentation deposited upstream of the intake or flowing into the waterway The following points are to be considered in locating the intake structures

1) Intake (A) The best location for an intake is to locate it along a relatively straight stretch of the stream

2) Intake (B) Susceptible to severe damage from floods debris and erosion

3) Intake (C) Sediments tend to accumulate in front of the intake and can enter andor block the intake

Sand Flush Gate

Spillway

Sand Drain Gate

Spillway

Trashracks

Intake

Sand Drain Gate

De-silting Basin

Side Spillway

Source JICA Study Team Figure 211 Head Works

Source JICA Study Team Figure 214 Profile of

Tyrolean Intake

Figure 213 Tyrolean Intake

Countermeasures against Sedimentation

The Tyrolean intake is applicable to minimicro hydropower stations located on steep rivers containing boulders and pebbles The characteristics of Tyrolean type intake are as follows

1) Intake facilities can be minimised

2) Relatively large amounts of sediment will enter the intake especially during a flood so a sand drain facility with enough hydraulic gradient and capacity to drain out the sediment is indispensable Periodical sand draining operations are required

3) Cleaning work for driftwood or leaves trapped on the screen is necessary

4) An intake discharge of 01 ~ 03 m3sm2 a screen slope gentler than 30deg and a screen bar interval of 20 ~ 30 mm is generally practised

A sand flush gate should be located to one side of the weir to release sediments deposited upstream of the weir The intake is located at a side of the river just upstream of the weir and to minimise sand volume entering the intake The sill level of a sand flush gate is generally set at 05 ~ 10 m higher than the original riverbed level and 10 ~ 15 m lower than the intake floor level

The skimmer wall at the entrance of the inlet may be effective to prevent driftwood or an excessive flood flow from entering the intake

If slope failures or sediment yield are confirmed in the upstream basin

Intake

De-silting

Sand Flush GateFlow

Intake

Flood Water Level

Weir Crest

Sand Flush Gate

Intake

TrashracksSkimmar Wall

10 ~15 m

Sand Flush Gate

Source JICA Study Team Figure 215 Sand Flush Gate

protection work such as a gabion wall may be effective to control the sediment outflow

Flow velocity at the intake should be limited to 05 ~ 10 ms to avoid sediment flowing into the waterway

Types of weir are summarised as follows Table 211 Various Types of Weir

Type of Weir Specific Features Typical Figure

Concrete gravity

Applicable on rock foundations

Most commonly used Durable and impervious Relatively high cost

Floating concrete weir

Applicable on gravel foundations

Need an enough seepage path Durable Relatively high cost

Gabion covered with concrete

Applicable on gravel foundation

Surface protection by concrete Relatively low cost

Gabion

Flexible Low cost and easy

maintenance

Stone masonry

Low cost and easy maintenance

WL - Discharge Curve forSpillway Discharge amp Inflow into

Intake

00 20 40 60 80 100Discharge (m3s)

WL (m)

Inflow intoIntake

Flow overSpillway

Example of Rating Curve

It should be noted that type of weir to be applied should be determined according to the power scale importance flood discharge foundation condition and maintenance requirements The use of high quality materials and construction techniques will result in less maintenance and repair work over the life of the scheme

The weir crest level of is normally designed equal to the Full Supply Water Level (FSWL) under the maximum design discharge

The hydraulic design of weir and intake should be made appropriately to take the proper discharge into the waterway Since the flow taken from a river is not regulated in a run-of-river scheme any excessive water above the maximum design discharge should be released safely from spillways When a weir crest is set equal to the FSWL at the maximum design discharge the inflow into the intake can be divided into the following cases

1) (River flow) lt (Maximum design discharge)

Whole flow enters the intake The water level varies between FSWL (EL1)

and the intake floor level (EL2) The maximum design discharge flows into

the intake at FSWL The minimum flow to the downstream

basin shall be released from the river outlet at any conditions if need be

2) (River flow) gt (Maximum design discharge)

A water level is above FSWL (EL1) when a part discharge is spilt over the weir and the remainder that exceeds the maximum design discharge enters the waterway

Any excessive discharge taken from the intake should be released from a side spillway which needs to be provided at a suitable location of the waterway

H FSWL

Sand Flush Gate EL3

Spillway

Figure 216 Weir Level

Intake EL 4

H Spillway EL1

Weir Profile

Intake

Source JICA Study Team Figure 217 Weir Profile

The intake gate should be closed during a flood to avoid excessive sediment inflow into the waterway

If a river water level is known from readings of a water level gauge provided at the forebay a discharge entering the waterway can be estimated by the following sequences Then a rating curve (WL-Q) at the forebay can be prepared

Overflow discharge from spillway and outflow discharge through sand flush gate can be calculated by the following formulas

Discharge from a weir spillway where Qspill discharge from spillway (m3s)

B width of spillway (m) H = WL - Crest Level (m)

Discharge from a sand flush gate

1) For orifice flow Q discharge through the gate (m3s)

A Flow area (m2) H = WL ndash Centre level of orifice (m)

51841 HBQspill sdotsdot=

HgAQ sdotsdotsdotsdot= 260

WLforebay is known

WL gt FSWL

Overflow Discharge from WeirQweir = C B (WL - FSWL)15

Sequence to Estimate Inflow Discharge into Intake

Whole flow enters the Intake

Yes No

Assume Discharge Qintake

Non-uniform flow analysisfrom Head Tank to Intake

WL gt Spillway CrestYes

Calculation for OverflowDischarge from Side Spillway

No Overflow fromSide Spillway

WLintake = WLforebay

Assumption Qintake is correct

Source JICA Study Team Figure 219 Flowchart to Estimate Inflow Discharge into Intake

2) For pipe flow

fe loss coefficient for entrance (01 ~ 05) f loss coefficient for friction = 1245n2

LD(43)

In order to carry out the peak power generation in the dry season without providing a regulating pond a river channel storage may be effective if gates are provided on the weir The gates should be open in the rainy season and be closed in the dry season if floods are not anticipated

Intake

Types of intake are summaried as follows

AQe ++sdotsdot

sdot=1

Table 212 Various Types of Intake Type of Intake

Specific Features Typical Figure

Side Intake with Weir

Most commonly used for run-of-river type power schemes

Sand flush gate is located aside the weir to release sediments deposited upstream of the weir

Intake is located at a side of the river just upstream of the weirsand flush gate

Intake gate is provided at upstream section of de-silting basin to close during sand drain operation or maintenance of the waterway

Tyrolean Type Intake

Suitable for steep rivers containing boulders

Weir is not necessary Necessary to remove drift

woods or leaves on the screen Necessary to remove fine sands

entered the intake

Intake to Utilise Pondage

Applied to naturalartificial ponds to utilise the water for power generation

The site selected for the headworks should be stable and suitable for reliable foundations All excess water and debris taken from the river needs to be minimised in the design of headworks and those entering during a flood flow need to return to the river before entering the canal or penstock

Sand Flush Gate Intake

Intake

De-silting Basin

Sand Flush Gate

Side Spil lway

Waterway

Intake Gate

Hydraulic requirements generally applied to side intake with concrete weir are summarised as follows

Flood Water Level

Weir Crest EL5

Sand Flush Gate

Intake

De-silting Basin

Side Spillway

Power CanalSand Drain Gate

IntakeGate

Schematic Profile of Intake Structures

EL31 n1

EL7 1 n2

TrashracksSkimmer Wall

Source JICA Study Team Figure 2111 Schematic Profile of Intake Structures

Sample of Intake Plan

Sand FlushGate

De -si l ting Basin

Side Spi l lway

Power C anal

Sand Drain Gate

Intake Gate

Intake

Source JICA Study Team arranged from DHP drawing Figure 2110 Sample of Intake Plan

Table 213 Hydraulic Requirements Applied to Side Intake

Item General Application Symbol

Crest Level of Intake Weir = Full Supply Water Level EL 1 Sill Level of Sand Flush Gate

= Original River Bed + (05m ~ 10m) EL 2

Floor Level of Intake = EL2 + (10m ~ 15m) EL 3 Velocity at Intake 05 ~ 10 msec approximately Top of Intake Deck = Flood Water Level + freeboard ( gt 10m) EL 4 Top of Intake Gate = FSWL Velocity at Intake Gate 10 ~15 msec approximately Crest of Side Spillway = FSWL - (0 ~ 10 cm) EL 5 Slope of De-silting Basin 110 ~ 130 Velocity in De-silting Basin lt 03 msec Length of De-silting Basin (2 ~ 3) x depth x velocity sedimentation rate

= (2 ~ 3) x depth x 03 01 = (6 ~ 9) x depth

EL of Sand Drain (Sand drain outlet level) gt (Water level of the river)

Floor Level of Power Canal = EL 3 EL 7 Slope of Power Canal 11000 ~ 12000 Velocity in Power Canal lt 2 ms maximum for lined canal

Skimmer Wall

v = 05 ~ 10 ms

Figure 2112 Front Elevation of

Skimmer Wall at Entrance

Flowθ

Thickness t = 5 ~ 9 mmWidth w = 50 ~ 120 mmInterval b = 100 ~ 150 mmInclination θ = 60 ~ 70ordm

Source JICA Study Team Figure 2113 Trashracks

A skimmer wall at the entrance of the intake will be effective not only to avoid driftwood entering or debris floating into the intake but also to restrict an excessive inflow by making an orifice flow when the river water level is higher than the Full Supply Water Level (FSWL) during a flood

An intake gate is provided at the upstream section of the de-silting basin that can be closed during the sand drain operation or maintenance of the waterway The gate is to be closed during floods to avoid excessive sediment inflow The velocity through the intake gate opening should be limited to about 10 ms

Trashracks are provided at the entrance of the intake to prevent trash leaves and floating debris from entering the waterway The screen bars are generally arranged with 5 ~ 9 mm thick 50 ~ 120 mm bar wide 100 ~ 150 mm intervals and 60 ~ 70ordmangle to the horizontal

Side SpillwayIntakeGate

1 10 ~ 1 30

Trashracks

v lt 03msu

Slope 1 10 ~ 1 30

Side Spillway

Source JICA Study Team Figure 221 De-silting Basin

22 De-silting Basin

The de-silting basin is designed to settle sands bigger than 05 ~ 10 mm diameter of which the settling velocity corresponds to 01 ms Average flow velocity in a de-silting basin is generally 03 ms and the channel slope is 110 ~ 130 The length of de-silting basin is given by the following empirical formula

where L length of de-silting basin (m) hs depth of de-silting basin (m) v average velocity in de-silting basin (ms) = Q (B x hs) = 03 ms u settling velocity for target sand particle (ms) = 01 ms for sand grains of

05 ~ 10 mm

A side spillway should be provided at the de-silting basin to release an excessive inflow during a flood The length required to overflow the excessive discharge and the water surface profile can be computed by the following De-Marchirsquos equations

shuvL sdot= )3~2(

Sand Drain

Sand Drain Gate

Side Spillway

Figure 222 Side Spillway Source JICA Study Team

Figure 223 Sand Drain Gate

It is noted that the outflow path needs to be protected against scouring

Source JICA Study Team Figure 224 Overflow Discharge and Water Surface Profile in Side Spillway

)()(841

L φφ minussdot

21121 )(tan3)(32whhH

minusminusminus

minusminus

minusminus= minusφ

23)(841 whq minussdotminus=Where q unit overflow discharge (m3sm) h depth of flow (m) B width of channel w height of weir (m) h 0 depth at downstream section (m) h 1 depth at upstream section (m)

H = h + Q 22g (B h )2 (m)

Flow h0h1hw

Overflow Discharge amp Water Surface Profile in Side Spillway

23 Power Canal

Route Selection

This section deals with open canals only which are most commonly applied to smallminimicro hydropower schemes especially in Myanmar

A route for the power canal needs to be selected after consideration of the topographic features along the canal for the following points

1) Stability against slope above andor below the canal

2) Specific conditions such as streams roads and the existing structures to be crossed

Selection of the canal route and the design of canals should be made in consideration of the fact that the water level in a canal may rise for any of several possible reasons

1) When the canal flow is obstructed by a landslide or closure of a gate at the downstream facilities

2) When excessive water enters the intake during a flood

3) When excessive running water is drained into the canal during heavy rain

Sand Flush Gate

Spillway

Sand Drain

Spillway

Trashracks

Intake

Trashrack

Sand Drain

De-silting Basin

Side Spillway

Source JICA Study Team Figure 231 Power Canal

Debris

Sliding of slopeby overflow

Sliding may be induced by overflow from a canal in which debris enters the canal

Canal and Slope Failure

Side spillway to overflow excessive inflow

Source JICA Study Team Figure 233 Side Spillway

The following facilities for a canal may need to be designed for the above conditions

Table 231 Facilities for a Canal Potential Landslide (a) Box culvert or canal cover (concretewood)

(b) Slope protection by structural reinforcement of the slope excavation in a gentler slope and vegetation such as sodding or planting

Crossing of stream or valley

(a) Aqueduct to by-pass the flows from a flood or debris flow (b) Siphon to path under the stream (c) Drainage facilities to collect the running water in the catchment

basin and to release it safely to protect the canal from being attacked or eroded by the drained flow or debris

Crossing of roads or existing structures

(a) Box culvert or bridge to connect the existing road (b) Steel pipe or concrete conduit embedded under the existing

structures Excessive inflow (a) Side spillway to overflow the excessive flow over the max

design discharge An appropriate protection work against scouring by the overflow is indispensable

(b) Drainage facilities to avoid excessive inflow into the canal Source JICA Study Team

When selecting the canal route the existing structures such as foot pass and irrigation channel can be utilised to minimise the construction cost of the canal as well as ease of access

Depending on the topographic conditions it may be possible to omit the power canal and the penstock may be connected directly to the de-silting basin or the head tank

Existing footpath or irrigation canal may be utilized for power canal

Source JICA Study Team Figure 234 Existing Footpath

Vmin = 03 ms for sedimentation for flow carrying silty water Vmin = 03 ~ 05 ms for sedimentation for flow carrying fine sand Vmin = 07 ms to prevent aquatic plants

Canal Dimensions

Power canals are to be designed in consideration of 1) flow capacity 2) velocity 3) roughness 4) slope 5) sectional shape 6) lining (with or without material) and 5) maintenance

The velocity in a canal should be low enough to prevent erosion of the canal especially if it is unlined and to keep effective head as high as possible

The velocity in a canal should be high enough to prevent sedimentation and to avoid the growth of aquatic plants especially in unlined earth canals

Maximum permissible velocities for unlined canals to avoid erosion are given as follows

Table 232 Velocities for Unlined Canals Material n Vmax

(ms) Permeability

(x 10-6m3sm2) Fine sand 0020 - 0025 03 ndash 04 gt 83 Sandy loam 0020 - 0025 04 ndash 06 28 ndash 83 Clayey loam 0020 - 0025 06 ndash 08 14 ndash 28 Clay 0020 - 0025 08 ndash 20 03 ndash 14

For a lined canal wear of abrasion sets the upper limit on velocity Velocities above 10 ms will not damage a concrete lined canal when the water is clear but velocities above 4 ms containing sand and gravel may scour the lining

The steeper the slope of the canal the smaller the sectional area required however the effective head is decreased The best combination of a canal size and a slope should be examined within a suitable range of flow velocity

The maximum velocity in a lined canal is normally smaller than 20 ms

Omission of canal and utilization of existing structures

Figure 235 Structure without Canal

Source JICA Study Team Figure236

Stone Masonry Canal

Stone-masonry canal with screen

Side Channel Spillway

A canal slope depending on the topographic conditions is generally as follows

1500 ~ 11000 to minimise the canal size in high head plant

11000 ~ 11500 general application 11500 ~ 12000 to minimise a head drawdown

in low head plant

Roughness coefficient ldquonrdquo is an empirical measure of surface roughness of a waterway The following values are usually applied

Steel 0012 ~ 0013 Concrete 0014 plusmn 0001 Stone-masonry 0016 ~ 0020

For unlined canals a trapezoid cross-section is the most common Side slopes of a canal are 10 (V)05 (H) for rock foundation and 10(V)20(H) for sandy loam foundation

For lined canals a rectangular or a trapezoid cross-section is commonly used for stone masonry lining and a rectangular section for concrete lining

A side channel spillway is generally provided at the de-silting basin and the head tank however it may be necessary to be designed in a suitable section of the power canal depending on the design conditions The outflow path needs to be protected against scouring

Water Surface Profile

The canal floor elevation at the downstream end (EL4 in the figure) is commonly fixed to provide a uniform flow depth for the maximum design discharge when the water level in the head tank or the regulating pond is at the Full Supply Water Level (FSWL) In this condition the flow depth in the canal is uniform over the whole stretch if the canal slope is uniform

Uniform depth fordesign discharge

Uniform flow state at the downstream end of the canal at FSWL

Source JICA Study Team Figure 239 Water

Surface Uniform Flow

Properly designed lined canal reduces the canal size and the excavation volume to convey the same discharge

Source JICA Study Team Figure 237 Canal Design

A non-uniform flow analysis should be carried out in the full section of the waterway starting from the head tank or the regulating pond up to the intake varying parameters such as discharge roughness coefficient and the initial water level at the head tank The wall height of the canal is to be designed so that the energy line for the maximum inflow into the canal should be lower than the wall crest

Uniform flow depth in a canal can be calculated by Manningrsquos Formula Uniform flow analyses can be made by the computer programs attached in Appendix 2-1

Non-uniform flow analysis involves solving the following differential equation

Non-uniform flow analysis can be made by the computer programs attached in Appendix 2-2

Lining Types

The lining type of earth canal has the following characteristics (a) easy for construction and maintenance (b) low cost (c) not applicable to pervious and erosive foundation (c) velocity lt 03 ms (d) roughness coefficient n = 0014 on an average seepage loss = 10 (clay) ~ 80 (sand) x 10-6 m3sm2

The lining type of stone masonry canal has the following characteristics(a) easy for construction and maintenance (b) velocity lt15 ms (dry stone masonry) and velocity lt20 ms (wet stone masonry) (c) roughness coefficient n = 0032 (dry stone masonry) and roughness coefficient n = 0025 (wet stone masonry)

partminus

minuspartpart

partpart+

For a rectangular section

For a triangular section

where Q discharge (m3s) n roughness coefficient b width of canal (m) h depth of flow (m) R hydraulic radius (m) I slope of canal

IRnAQ = AVQ sdot=

hbA sdot=bh

hR21 +

)( mhbhA +=212

mhbhR++

Source JICA Study Team Figure 2310 Discharge Calculation

Flow amp Debris

Power Canal

Cross Drain under Power Canal

Power Canal

Cross Drain over Power Canal

The lining type of concrete lining canal has the following characteristics (a) durable (b) relatively high cost (c) velocity lt 30 ms (d) roughness coefficient n = 0015 on an average

Cross Drain

If a power canal passes through valleys with catchment areas drain facilities that cross under or over the power canal should be provided to protect the canal structure from attack from running water with containing debris during rainfall Box culverts concrete pipes polyethylene pipes etc are used as under drains and open chutes as over drains Under drains need adequate flow area since they are likely to be clogged with debris soil etc A minimum inner space of 60 cm is preferable for manual cleaning

Slope steeper than 150 Size bigger than φ 60cm Enough flow area not to be clogged Maintenance for clogging

Stone Masonry Canal Concrete Canal

Earth Canal

Source JICA Study Team Figure 2311 Type of Canal Lining

Head Tank with Spillway

24 Head Tank

Site Selection

A head tank is provided between a power canal and a penstock pipe to adjust a turbine discharge corresponding to the load fluctuation while a surge tank is required when a pressure tunnel or conduit is applied as headrace When a penstock pipe is connected directly to a de-silting basin a de-silting basin may be designed to have functions of a head tank

The location of a head tank is selected generally to be on a ridge with firm foundations depending on the topographical and geological conditions

A spillway and a sand drain gate should be considered and incorporated into the head tank

When a spillway is provided (it may be omitted under some conditions) the route of the spillway should be properly designed so as to not cause sliding or erosion of the slope

Hydraulic Design

The capacity of the head tank is determined according to the responsive characteristics of the governors installed in the power plant

1) Mechanical governors and manual operation

Where V capacity of tank (m3) A surface area of tank (m2) Qmax maxdesign discharge (m3s)

V gt (Qmax) x (120 ~ 180)

Sand Flush Gate

Spillway

Sand Drain

Spillway

Trashracks

Intake

Trashrack

Sand Drain

De-silting Basin

Side Spillway

Source JICA Study Team Figure 241 Head Tank

Where Q spill-out discharge (m3s) Bs length of spillway (m) H overflow depth (m)

2) Electric governor computer governor and dummy load governor

Spillway discharge can be calculated as follows

A discharge capacity of sand drain gate is calculated by the following formulas

1) For orifice flow Where Q discharge through the gate (m3s) A Flow area (m2) H = WL ndash Centre level of orifice (m)

2) For pipe flow fe loss coefficient for entrance (01 ~ 05) fb loss coefficient for bend =0131+01632(DR)35 (θ90)05 D pipe diameter (m) R radius of curvature (m) θ bend angle (ordm) f loss coefficient for friction = 1245n2

LD(43) L length of pipe

Water depth between the Minimum Operational Level (MOL) and the centre level of the penstock inlet is given by the following

Sand Drain Gate

Spillway

Trashracks

30 ~ 50 cm

Uniform flowdepth at Q design

Penstock Gate

Air Vent Pipe

Figure 243 Head Tank

V gt (Qmax) x 20 sec +A x 08

51841 HBsQ sdotsdot=

fffHgAQbe +++

sdotsdotsdot=

Where h depth between MOL and pipe centre (m) φ diameter of penstock pipe (m)

An air vent pipe is required when the inlet gate is provided on the inlet of the penstock The diameter of the air vent pipe is given by the following empirical formula

Where φ diameter of air vent pipe (m) P power output (kW) L length of air vent pipe (m) H head of penstock (m)

The sectional shapes of head tank should be designed to avoid any abrupt changes that can cause the occurrence of a vortex

An average slope of head tank is 115 ~ 150 in order to drain the sediment deposited in the tank through a sand drain gate

Omission of Spillway

The spillway of the head tank can be omitted when the discharge is regulated in the intake and the following conditions are applied

1) Deflectors are attached for Pelton or Turgo Impulse type turbines

2) An outlet valve branched from the penstock pipe is provided to release the discharge during load rejection The valve opening is connected with the closure of the guide vane

3) A dummy load governor which is applied to minimicro hydropower schemes smaller than 300 kW is provided to respond to load rejection

h gt φ (φ lt 10 m) h gt φ2 (φ gt 10 m)

)(00680H

1 2 3 4 5 6 7 8 9 10 11 12

River Discharge

Irrigation water

Max turbine dischargewith pondage

Max turbine dischargewithout pondage

Required pondcapacity

Q(m3s)

Available powerDischarge

Figure 251 Pondage Capacity

25 Regulating Pond

A regulating pond is provided for daily peak power generation of which the location is selected at a flat area to accommodate the required pond capacity which needs to be enough to meet a power demand especially during a dry season

The pondage capacity should be determined to allow supply with a supplementary discharge during a target operation period of time when the available discharge is insufficient for the power demand while reserving the available water during the rest of the day

The peak power operation can be made by monitoring the water level gauge to be equipped in the pondage Inflow discharges can be estimated by the following equations

The following is an example of inflow estimate

6003)()( sdotminus=sdot=sdot= outin QQdt

dHHSdt

dHdHdV

)(6003)(

dtdH outin sdotminus

outin QHSdt

dHQ +sdot=6003

Where H Water level in the pond (m) dHdt Fluctuation of water level in

the pond in one hour (mhour) Qin Inflow into the pond (m3s) Qout Turbine discharge (m3s) S(H) Surface area of the pond at

water level of H (m2) which is expressed as (aH2 + bH + c)

Nomogram for Inflow Estimation

-10 -08 -06 -04 -02 00 02 04 06

2-unit operation

1-unit operation

dHhour fluctuation of water level in 1 hour

Average water level EL687000

Qin (m3s)

dHhour (mhour)

The opening degree of the guide-vanes are to be kept constant during the time on peak

Sand Flushing through the lsquoSaxophonersquo Suction Head

To utilise a head between the pondage and outlet without using other energy such as electricity or diesel

Sand flushing can be made under power generation therefore it is not necessary to stop power generation during a sand flushing operation

There is a experimental data reported that about 10 of the sand volume density can be flushed However it is noted that such a flushing percentage is subject to the nature of sediment deposit

It is reported that this metod is suitable to flush sediment in a pondage or a de-silting basin where sediment is light and particle size small Consequently simple and small-scale flushing facilities are needed for such a pondage or a de-silting basin

1) Power operation with 2-unit (320 kW Qout=065 m3s)

2) 2) Reading of water level in the pond by pressure gauge

3) 3) When fluctuation of water level during 10 hour is -035m and average water level is 687000m under 2-unit operation Qin = -035 x (687000 - 661000) x (687000 -586000) 3600 + 065 = 0395 m3s

Source JICA Study Team Figure 252 Inflow Estimation

Example

Pipe φ = 15 cm L = 20 m

ffNfHgV

be +sdot++sdot

fe = 100 (inlet loss) Nfb = 040 (bend loss) f = fr(LD)=45 (friction loss)

fr = 127gn2D13= 003373 and n = 0012 (roughness coefficient) When H (head) = 15 m V (velocity) = 206 ms

Pipe φ = 15 cm L = 20 m H = 15 m V = 206 ms Q = 0036 m3s (= 219 m3min = 131 m3hr) discharge flushed Sand= 131 m3hr x 101= 131 m3hr (= 315 m3day2) sand volume flushed

Note 1 In reference to the experimental data as a calculation example 2 In application of 24 hours as a calculation example for the daily working

hours of the sand flushing device

Open Slots

Sediments

Source DKLysne New Norwegian Institute of Technology Figure 253 Saxophone Sand Flushing

Table 251 Sand Flushing Capacity of Saxophone Suction Head

Dia L H V Q Q Sand Sand (m) (m) (m) (ms) (m3s) (m3hr) (m3hr) (m3day)01 10 15 217 0017 61 61 146 01 10 3 306 0024 86 86 206 01 20 15 17 0013 47 47 113 01 20 3 241 0019 68 68 163 01 30 15 145 0011 40 4 96 01 30 3 205 0016 58 58 139 01 40 15 128 001 36 36 86 01 40 3 182 0014 50 5 120 01 50 15 116 0009 32 32 77 01 50 3 165 0013 47 47 113 01 60 15 107 0008 29 29 70 01 60 3 152 0012 43 43 103

015 10 15 251 0044 158 158 379 015 10 3 356 0063 227 227 545 015 20 15 206 0036 130 13 312 015 20 3 292 0052 187 187 449 015 30 15 179 0032 115 115 276 015 30 3 254 0045 162 162 389 015 40 15 161 0028 101 101 242 015 40 3 227 004 144 144 346 015 50 15 147 0026 94 94 226 015 50 3 208 0037 133 133 319 015 60 15 136 0024 86 86 206 015 60 3 192 0034 122 122 293

26 Penstock

Alignment of the penstock should be designed to be located below the minimum hydraulic grade line during the load rejection to avoid negative pressure

Penstock Powerhouse

Static Head

Anchor Block

Spillway

Head Tank

Sand Drain Gate

Trashracks

FSWLMOL

Hydraulic Grade Lines

Max Pressure Rise

Min Pressure Drawdown gtPenstock Elevation

50 ~ 100 m max

Max velocity25 ms (inlet) ~50 ms (outlet)

55ordm max

Source JICA Study Team Figure 261 Penstock

Negtive pressure occurs

Hydraulic GradeLine

Types of Penstock are summarised as follows Table 261 Types and Features of Penstock

Type Features

Open type Most commonly applied to small hydro schemes Anchor blocks are provided at bend portions which should be founded

on firm foundations enough to support the blocks with penstock pipes against sliding over turning and bearing

Interval of each anchor block should be less than 100 m generally Saddle piers are provided at 6 m interval Maximum angle of pipe inclination should be 55deg Drainage and slope protection should be considered for the open

excavated areas Expansion joints just below the head tank and between each anchor Bitumen between pipes and anchorssaddles to avoid corrosion

Buried type Applicable to the following conditions (a) soft foundations not to support the anchor blocks (b) areas susceptible to attack of landslides or running water (c) gentle slopes to keep the stability of backfill materials

Steel pipes should be galvanised and double coated with either bitumen or high zinc content paint

Tunnel type Generally not applied in smallmini hydropower schemes Source JICA Study Team

l1l2L2φ1

Anchor Block

Saddle

bFille

Water hammer analysis

Water hammer can be computed by the Allievirsquos Equations for simple penstock pipes without branches The computer programs and the example are attached in Appendix 2-7 of Part 6-2 in Volume 6

Wave Velocity of Water Hammer

Equivalent Sectional Area

Equivalent Wave Velocity

Allievis Equations(1) 1st phase

(2) after 2nd phase

asdot+

sumsum=

)1(21 11

1 HH ψρ minussdot=minus

2 HgVasdotsdot

microsdotminus+= )1(1 itt i

imicroψ sdot

minus= 1

=micro

2 HgVasdotsdot

0)21()442( 21

221 =++++minus ρψρρ HH

)(22 11

1 iiiiii HHHH ψψρ minussdot=minus+ minusminusminus

0)2( 22 =+sdotminusminus AHABH ii

1 22 minusminusminus minusminus= iii HHA ρψ

2)2( iB ρψ=

Penstock Powerhouse

Head Tank

FSWL Max Pressure RiseStatic Head

Water Hammer at Turbine

0 2 4 6 8 10 12 14Time (sec)

Source JICA Study Team Figure 262 Water Hammer Analysis

Head loss

An effective head to be used for the estimate of power output can be obtained from a head difference between Full Supply Water Level (FSWL) at the head tank and Tail Water Level (TWL) at the powerhouse after deducting head losses The head losses between the head tank and the powerhouse are expressed as follows

(1) Velocity Head in Head Tank

(2) Head Loss at Trashracks

gvfh r 2

2 sdot=

1 = Vin velocity in head tank

))((sin342btfr θ=

h2 head loss of trashracks (m) fr head loss coefficient V1 velocity before trashracks (ms) θ inclination of trashracks (ordm) θ = 60 ~ 70ordm t width of bar (mm) t = 5 ~ 9 mmb space between bars (mm) b = 100 ~

h2 head loss of trashracks (m) fr head loss coefficient V1 velocity before trashracks (ms) θ inclination of trashracks (ordm) θ = 60 ~ 70ordm t width of bar (mm) t = 5 ~ 9 mm b space between bars (mm) b = 100 ~ 150 mm

Penstock

Anchor Block

Head TankTrashracks

Powerhouse

FSWL vin22g

vout22g

Source JICA Study Team Figure 263 Head Loss

Source JICA Study Team Figure 264 Head Loss of Trashrack

(3) Head Loss at Penstock Inlet

(4) Head Loss due to Friction in Pipe

(5) Head Loss due to Bend

(6) Head Loss due to Pipe Reducer

(7) Head Loss due to Branch

gvfh e 2

3 sdot=

fe = 025 fe = 02fe = 05

v2 v2 v2

h3 head loss at entrance (m) fe head loss coefficient of entrance v2 velocity after entrance (ms)

25124 2

h4 head loss due to friction (m) n roughness coefficient of pipe asymp 0012 D pipe diameter (m) L pipe length (m) v velocity in pipe (ms)

90()(163201310

5 sdotsdotsdot+=θ

h5 head loss due to bend (m) D pipe diameter (m) R bend radius (m) θ bend angle (ordm) v velocity in pipe (ms)

gvfh gc 2

h6 head loss due to pipe reducer (m) fgc head loss coefficient of reducer θ reducer angle (ordm) L reducer length (m) v1 velocity before reducer (ms) v2 velocity after reducer (ms)

A1 A2θ

Source JICA Study Team Figure 265 Head Loss of Penstock Inlet

θ ordm

Source Hatsuen Suiryoku Ensyuu Figure 266

Head Loss Coefficient for Reducer

(8) Head Loss due to Inlet Valve

(9) Enlargement at Outlet

A sample calculation sheet for head losses is attached in Appendix 2-3 of Part 6-2 in Volume 6

gvfh v 2

8 sdot=

gvfh b 2

7 sdot=h7 head loss due to branch (m) fb head loss coefficient of branch v1 velocity before branch (ms) (a) fb = 075 (b) fb = 050

h8 head loss due to inlet valve (m) fv head loss coefficient of valve v velocity at inlet valve (ms) Sluice valve (full open) fv = 0 Butterfly valve fv = td t Thickness of valve circle end d Diameter of valve circle

19 sdotminus= v1 v2 A2A1

h9 head loss due to enlargement (m) A1 flow area before enlargement (m2) A2 flow area after enlargement (m2) v1 velocity before enlargement (ms)

(a) (b)

TWL FWLFreeboard

DrainageSystem

Access RoadSlopeprotection

Firm Foundation

Source JICA Study Team Figure 271 Powerhouse

27 Powerhouse

Site Selection

The location of the powerhouse should be selected taking into account the following conditions

(1) Access

Easy access is required for the operation and maintenance after completion

(2) Foundation

Rock foundations are preferable but a well consolidated foundation to support the equipment load of 5 tonm2 will be acceptable

(3) Safety against flooding and land sliding

The floor elevation of the powerhouse should be higher than the flood water level of the river downstream and the slopes surrounding the powerhouse should be stabilised if required

(4) Drainage

The drainage facilities around the powerhouse should be properly designed to protect the powerhouse from attack from of water rush flow from the slopes and inundation during heavy rain

Tail Water Level (TWL) at the powerhouse should be determined so that it will not be affected by the backwater from the river during a flood

Table of Contents

List of Tables

List of Figures

List of Appendix (Presented in Part 6-2 of Volume 6)









21 Head Works

22 De-silting Basin

23 Power Canal

24 Head Tank

25 Regulating Pond

26 Penstock

27 Powerhouse

Table



Table 211 Various Types of Weir

Table 212 Various Types of Intake


Table 231 Facilities for a Canal

Table 232 Velocities for Unlined Canals


Table 261 Types and Features of Penstock

Figure

Figure 111 National Grid in Myanmar

Figure 112 Power Demand Categories

Figure 121 Example of Discharge Measurement

Figure 122 Discharge Measurement by Current Meter

Figure 123 Velocity Measurement by Current Meter

Figure 124 Measurement of Sectional Area and Velocity

Figure 125 Velocity and Depth

Figure 126 Measurement by Float

Figure 127 Discharge Measurement by Weir


Figure 129 Example of Stage-Discharge Rating Curve





Figure 1214 Measurement of Head Using Pressure Gauge


Figure 131 Use of Water

Figure 132 Example of Available Power Discharge

Figure 141 Sample of GPS Mapping

Figure 142 Test Pit

Figure 143 Sample Log of Test Pit

Figure 151 Relation between Length and Head


Figure 153 General Layout of Small Hydro

Figure 154 General Profile of Open Waterway System

Figure 155 Typical Profile of Waterway



Figure 163 Effective Head for Impulse Turbines

Figure 164 Effective Head for Reaction Turbines

Figure 165 Flow Duration Curve

Figure 211 Head Works

Figure 212 Location of Intake


Figure 214 Profile of Tyrolean Intake

Figure 215 Sand Flush Gate


Figure 217 Weir Profile

Figure 218 Example of Rating Curve

Figure 219 Flowchart to Estimate Inflow Discharge into Intake

Figure 2110 Sample of Intake Plan

Figure 2111 Schematic Profile of Intake Structures

Figure 2112 Front Elevation of Skimmer Wall at Entrance

Figure 2113 Trashracks

Figure 221 De-silting Basin

Figure 222 Side Spillway


Figure 224 Overflow Discharge and Water Surface Profile in Side Spillway

Figure 231 Power Canal

Figure 232 Canal and Slope Failure


Figure 234 Existing Footpath


Figure 236 Stone Masonry Canal

Figure 237 Canal Design

Figure 238 Side Channel Spillway

Figure 239 Water Surface Uniform Flo

Figure 2310 Discharge Calculation

Figure 2311 Type of Canal Lining

Figure 2312 Cross Drain under Power Canal

Figure 2313


Figure 242 Head Tank with Spillway



Figure 252 Inflow Estimation

Figure 253 Saxophone Sand Flushing

Figure 261 Penstock

Figure 262 Water Hammer Analysis

Figure 263 Head Loss

Figure 264 Head Loss of Trashrack

Figure 265 Head Loss of Penstock Inlet

Figure 266 Head Loss Coefficient for Reducer

Figure 271 Powerhouse

Final Report Volume 4 Manuals for Sustainable Small Hydros

Part 4-2 Design Manual - Small Hydros

TABLE OF CONTENTS

1 Investigation and Planning 1 11 Estimate of Power Demand 1 12 Measurement of Discharge and Head4 12 Measurement of Discharge and Head5 13 Available Power Discharge10 14 Surveys for Topography and Geology12 15 Layout of Power Facilities15 16 Hydropower Planning18

2 Design of Civil Structures 22 21 Head Works 22 22 De-silting Basin 32 23 Power Canal34 24 Head Tank40 25 Regulating Pond 43 26 Penstock47 27 Powerhouse53

3 Design of Generation Equipment 54 31 Turbine54 32 Generator 65 33 Control Unit68 34 Inlet valve 70

LIST OF TABLES

LIST OF FIGURES

DemandCenter

HouseholdPopulation

LocalIndustries

PublicFacilities

Main industries

Land acquisition

by Current Meter

3) Current Meter

v0606 d

Current Meter

① ② ③ ④ ⑤ ⑥ ⑦

v1 v2 v4 v5v6

d10 d11

b b b b b

Area and Velocity

AVQ sdot=

4) Float Method

AVcQ sdotsdot=

Velocity and Depth

L gt 3h gt 2hgt 2h

gt 4hh

by Weir

5) Weir Method

) Q = 515H2 + 419H + 098

Rating Curve

Velocit

rigban

lefban

1s 2n Av

StaEnAv

Gau RecorStaEnAv

CalcCheck

DISCHARGE

MeasureAre(m2 )

Tota(m2 )

Area 2 )

Outside

Dischar(m3 )

Inside

Averadischar

Averadepth

Widt(m)

Distance fro

Recorded Observ

DatMeasuremen

Calcualte

Curremete

Conditi

Water level

Discharge 3 s)

Coefficie

Measure

CalResu

WeathWind Wind

Ave velocity

Velocity

Velocit

Measuredepth Av2n

Head (m)

Discharge (m3s)

Penstock Powerhouse

Tailrace

HeadH (m)

Discharge Q (m3s)

η = 05~07

PresureGauge

Pressure Gauge

Distance Meter

Clinometer

Portable Compass

IrrigatedArea

IrrigationCanal

Powerhouse

Intake

5 6 7 8 9 10 11 12 1 2 3

Q (m3s)

River Discharge

4 52001 2002

(1) Topography

230 232 234 236 238 240 242

E (97deg xx min)

N (22de

about 344 m

Kyutaw Bridge

to Hsipaw

to Nam Lan

Kyutaw Chaung

Nam Pankan Chaung

Cart Track

No1 Branch point

No2 Branch point

No3 Branch point

No4 Branch point

Sink Hole

Head Pond

Powerhouse

HosangVillage

Nam Pankan Bridge

KyutawVillage

Figure 142 Test Pit

(2) Geology

Tributary

Potential Site-1

Potential Site-2L1

Main stream

Selection of Site

Basic Layout

Spillway

Sand Drain Gate

Spillway

Trashracks

Intake

Sand Drain Gate

De-silting Basin

Side Spillway

Power Canal

De-silting Basin

Intake

Head Tank Penstock

Powerhouse

Penstock

Anchor Block

Spillway

Head Tank

Sand Drain Gate

Trashracks

Powerhouse Tailrace

Min Discharge108 9 11 121 2 3 4 5 6 7

Firm Power Output

Demand Qmin

IrrigationD

Min Discharge1 2 3 4 10 115 6 7 8 9 12

(m3 s)

Max Power Output

Min Power Output

Irrigation

Head Tank

Penstock

Powerhouse

Tailrace

Intake

Penstock

Powerhouse

Tailrace

Head Tank

P Power output (kW)

)()()( 1 BGIAarea

)()()( 2 ABGIarea

Sandbar

　Intake (A)

times　Intake (B)

Location of Intake

21 Head Works

Site Selection

Sand Flush Gate

Spillway

Sand Drain Gate

Spillway

Trashracks

Intake

Sand Drain Gate

De-silting Basin

Side Spillway

Tyrolean Intake

Intake

De-silting

Sand Flush GateFlow

Intake

Flood Water Level

Weir Crest

Sand Flush Gate

Intake

10 ~15 m

Sand Flush Gate

Concrete gravity

Gabion

maintenance

Stone masonry

Intake

00 20 40 60 80 100Discharge (m3s)

WL (m)

Inflow intoIntake

Flow overSpillway

H FSWL

Sand Flush Gate EL3

Spillway

Intake EL 4

H Spillway EL1

Weir Profile

Intake

WLforebay is known

WL gt FSWL

Yes No

2) For pipe flow

LD(43)

Intake

AQe ++sdotsdot

sdot=1

entered the intake

Intake

De-silting Basin

Sand Flush Gate

Side Spil lway

Waterway

Intake Gate

Flood Water Level

Weir Crest EL5

Sand Flush Gate

Intake

De-silting Basin

Side Spillway

IntakeGate

EL31 n1

EL7 1 n2

Sand FlushGate

De -si l ting Basin

Side Spi l lway

Power C anal

Sand Drain Gate

Intake Gate

Intake

= (2 ~ 3) x depth x 03 01 = (6 ~ 9) x depth

Skimmer Wall

v = 05 ~ 10 ms

Flowθ

1 10 ~ 1 30

Trashracks

v lt 03msu

Slope 1 10 ~ 1 30

Side Spillway

22 De-silting Basin

05 ~ 10 mm

shuvL sdot= )3~2(

Sand Drain

Sand Drain Gate

Side Spillway

)()(841

L φφ minussdot

21121 )(tan3)(32whhH

minusminusminus

minusminus

minusminus= minusφ

H = h + Q 22g (B h )2 (m)

Flow h0h1hw

23 Power Canal

Route Selection

Sand Flush Gate

Spillway

Sand Drain

Spillway

Trashracks

Intake

Trashrack

Sand Drain

De-silting Basin

Side Spillway

Debris

Canal Dimensions

(ms) Permeability

Stone Masonry Canal

in low head plant

Lining Types

partminus

minuspartpart

partpart+

IRnAQ = AVQ sdot=

hbA sdot=bh

hR21 +

)( mhbhA +=212

mhbhR++

Flow amp Debris

Power Canal

Cross Drain

Earth Canal

24 Head Tank

Site Selection

Hydraulic Design

V gt (Qmax) x (120 ~ 180)

Sand Flush Gate

Spillway

Sand Drain

Spillway

Trashracks

Intake

Trashrack

Sand Drain

De-silting Basin

Side Spillway

Sand Drain Gate

Spillway

Trashracks

30 ~ 50 cm

Penstock Gate

Air Vent Pipe

fffHgAQbe +++

sdotsdotsdot=

)(00680H

1 2 3 4 5 6 7 8 9 10 11 12

River Discharge

Irrigation water

Q(m3s)

25 Regulating Pond

dHHSdt

dHdHdV

)(6003)(

outin QHSdt

dHQ +sdot=6003

-10 -08 -06 -04 -02 00 02 04 06

2-unit operation

1-unit operation

Qin (m3s)

dHhour (mhour)

Example

Pipe φ = 15 cm L = 20 m

ffNfHgV

be +sdot++sdot

Open Slots

Sediments

015 10 15 251 0044 158 158 379 015 10 3 356 0063 227 227 545 015 20 15 206 0036 130 13 312 015 20 3 292 0052 187 187 449 015 30 15 179 0032 115 115 276 015 30 3 254 0045 162 162 389 015 40 15 161 0028 101 101 242 015 40 3 227 004 144 144 346 015 50 15 147 0026 94 94 226 015 50 3 208 0037 133 133 319 015 60 15 136 0024 86 86 206 015 60 3 192 0034 122 122 293

26 Penstock

Penstock Powerhouse

Static Head

Anchor Block

Spillway

Head Tank

Sand Drain Gate

Trashracks

FSWLMOL

Max Pressure Rise

50 ~ 100 m max

55ordm max

Hydraulic GradeLine

Type Features

l1l2L2φ1

Anchor Block

Saddle

bFille

(2) after 2nd phase

asdot+

sumsum=

)1(21 11

2 HgVasdotsdot

imicroψ sdot

minus= 1

=micro

2 HgVasdotsdot

0)21()442( 21

)(22 11

2)2( iB ρψ=

Penstock Powerhouse

Head Tank

0 2 4 6 8 10 12 14Time (sec)

Head loss

gvfh r 2

2 sdot=

))((sin342btfr θ=

Penstock

Anchor Block

Head TankTrashracks

Powerhouse

FSWL vin22g

vout22g

gvfh e 2

3 sdot=

fe = 025 fe = 02fe = 05

v2 v2 v2

25124 2

90()(163201310

5 sdotsdotsdot+=θ

gvfh gc 2

A1 A2θ

θ ordm

gvfh v 2

8 sdot=

gvfh b 2

(a) (b)

TWL FWLFreeboard

DrainageSystem

Firm Foundation

27 Powerhouse

Site Selection

(1) Access

(2) Foundation

(4) Drainage

Table of Contents

List of Tables

List of Figures










21 Head Works

22 De-silting Basin

23 Power Canal

24 Head Tank

25 Regulating Pond

26 Penstock

27 Powerhouse

Table










Figure





















Figure 142 Test Pit









































Figure 2313







Figure 261 Penstock







LIST OF TABLES

LIST OF FIGURES

DemandCenter

HouseholdPopulation

LocalIndustries

PublicFacilities

Main industries

Land acquisition

by Current Meter

3) Current Meter

v0606 d

Current Meter

① ② ③ ④ ⑤ ⑥ ⑦

v1 v2 v4 v5v6

d10 d11

b b b b b

Area and Velocity

AVQ sdot=

4) Float Method

AVcQ sdotsdot=

Velocity and Depth

L gt 3h gt 2hgt 2h

gt 4hh

by Weir

5) Weir Method

) Q = 515H2 + 419H + 098

Rating Curve

Velocit

rigban

lefban

1s 2n Av

StaEnAv

Gau RecorStaEnAv

CalcCheck

DISCHARGE

MeasureAre(m2 )

Tota(m2 )

Area 2 )

Outside

Dischar(m3 )

Inside

Averadischar

Averadepth

Widt(m)

Distance fro

Recorded Observ

DatMeasuremen

Calcualte

Curremete

Conditi

Water level

Discharge 3 s)

Coefficie

Measure

CalResu

WeathWind Wind

Ave velocity

Velocity

Velocit

Measuredepth Av2n

Head (m)

Discharge (m3s)

Penstock Powerhouse

Tailrace

HeadH (m)

Discharge Q (m3s)

η = 05~07

PresureGauge

Pressure Gauge

Distance Meter

Clinometer

Portable Compass

IrrigatedArea

IrrigationCanal

Powerhouse

Intake

5 6 7 8 9 10 11 12 1 2 3

Q (m3s)

River Discharge

4 52001 2002

(1) Topography

230 232 234 236 238 240 242

E (97deg xx min)

N (22de

about 344 m

Kyutaw Bridge

to Hsipaw

to Nam Lan

Kyutaw Chaung

Nam Pankan Chaung

Cart Track

No1 Branch point

No2 Branch point

No3 Branch point

No4 Branch point

Sink Hole

Head Pond

Powerhouse

HosangVillage

Nam Pankan Bridge

KyutawVillage

Figure 142 Test Pit

(2) Geology

Tributary

Potential Site-1

Potential Site-2L1

Main stream

Selection of Site

Basic Layout

Spillway

Sand Drain Gate

Spillway

Trashracks

Intake

Sand Drain Gate

De-silting Basin

Side Spillway

Power Canal

De-silting Basin

Intake

Head Tank Penstock

Powerhouse

Penstock

Anchor Block

Spillway

Head Tank

Sand Drain Gate

Trashracks

Powerhouse Tailrace

Min Discharge108 9 11 121 2 3 4 5 6 7

Firm Power Output

Demand Qmin

IrrigationD

Min Discharge1 2 3 4 10 115 6 7 8 9 12

(m3 s)

Max Power Output

Min Power Output

Irrigation

Head Tank

Penstock

Powerhouse

Tailrace

Intake

Penstock

Powerhouse

Tailrace

Head Tank

P Power output (kW)

)()()( 1 BGIAarea

)()()( 2 ABGIarea

Sandbar

　Intake (A)

times　Intake (B)

Location of Intake

21 Head Works

Site Selection

Sand Flush Gate

Spillway

Sand Drain Gate

Spillway

Trashracks

Intake

Sand Drain Gate

De-silting Basin

Side Spillway

Tyrolean Intake

Intake

De-silting

Sand Flush GateFlow

Intake

Flood Water Level

Weir Crest

Sand Flush Gate

Intake

10 ~15 m

Sand Flush Gate

Concrete gravity

Gabion

maintenance

Stone masonry

Intake

00 20 40 60 80 100Discharge (m3s)

WL (m)

Inflow intoIntake

Flow overSpillway

H FSWL

Sand Flush Gate EL3

Spillway

Intake EL 4

H Spillway EL1

Weir Profile

Intake

WLforebay is known

WL gt FSWL

Yes No

2) For pipe flow

LD(43)

Intake

AQe ++sdotsdot

sdot=1

entered the intake

Intake

De-silting Basin

Sand Flush Gate

Side Spil lway

Waterway

Intake Gate

Flood Water Level

Weir Crest EL5

Sand Flush Gate

Intake

De-silting Basin

Side Spillway

IntakeGate

EL31 n1

EL7 1 n2

Sand FlushGate

De -si l ting Basin

Side Spi l lway

Power C anal

Sand Drain Gate

Intake Gate

Intake

= (2 ~ 3) x depth x 03 01 = (6 ~ 9) x depth

Skimmer Wall

v = 05 ~ 10 ms

Flowθ

1 10 ~ 1 30

Trashracks

v lt 03msu

Slope 1 10 ~ 1 30

Side Spillway

22 De-silting Basin

05 ~ 10 mm

shuvL sdot= )3~2(

Sand Drain

Sand Drain Gate

Side Spillway

)()(841

L φφ minussdot

21121 )(tan3)(32whhH

minusminusminus

minusminus

minusminus= minusφ

H = h + Q 22g (B h )2 (m)

Flow h0h1hw

23 Power Canal

Route Selection

Sand Flush Gate

Spillway

Sand Drain

Spillway

Trashracks

Intake

Trashrack

Sand Drain

De-silting Basin

Side Spillway

Debris

Canal Dimensions

(ms) Permeability

Stone Masonry Canal

in low head plant

Lining Types

partminus

minuspartpart

partpart+

IRnAQ = AVQ sdot=

hbA sdot=bh

hR21 +

)( mhbhA +=212

mhbhR++

Flow amp Debris

Power Canal

Cross Drain

Earth Canal

24 Head Tank

Site Selection

Hydraulic Design

V gt (Qmax) x (120 ~ 180)

Sand Flush Gate

Spillway

Sand Drain

Spillway

Trashracks

Intake

Trashrack

Sand Drain

De-silting Basin

Side Spillway

Sand Drain Gate

Spillway

Trashracks

30 ~ 50 cm

Penstock Gate

Air Vent Pipe

fffHgAQbe +++

sdotsdotsdot=

)(00680H

1 2 3 4 5 6 7 8 9 10 11 12

River Discharge

Irrigation water

Q(m3s)

25 Regulating Pond

dHHSdt

dHdHdV

)(6003)(

outin QHSdt

dHQ +sdot=6003

-10 -08 -06 -04 -02 00 02 04 06

2-unit operation

1-unit operation

Qin (m3s)

dHhour (mhour)

Example

Pipe φ = 15 cm L = 20 m

ffNfHgV

be +sdot++sdot

Open Slots

Sediments

015 10 15 251 0044 158 158 379 015 10 3 356 0063 227 227 545 015 20 15 206 0036 130 13 312 015 20 3 292 0052 187 187 449 015 30 15 179 0032 115 115 276 015 30 3 254 0045 162 162 389 015 40 15 161 0028 101 101 242 015 40 3 227 004 144 144 346 015 50 15 147 0026 94 94 226 015 50 3 208 0037 133 133 319 015 60 15 136 0024 86 86 206 015 60 3 192 0034 122 122 293

26 Penstock

Penstock Powerhouse

Static Head

Anchor Block

Spillway

Head Tank

Sand Drain Gate

Trashracks

FSWLMOL

Max Pressure Rise

50 ~ 100 m max

55ordm max

Hydraulic GradeLine

Type Features

l1l2L2φ1

Anchor Block

Saddle

bFille

(2) after 2nd phase

asdot+

sumsum=

)1(21 11

2 HgVasdotsdot

imicroψ sdot

minus= 1

=micro

2 HgVasdotsdot

0)21()442( 21

)(22 11

2)2( iB ρψ=

Penstock Powerhouse

Head Tank

0 2 4 6 8 10 12 14Time (sec)

Head loss

gvfh r 2

2 sdot=

))((sin342btfr θ=

Penstock

Anchor Block

Head TankTrashracks

Powerhouse

FSWL vin22g

vout22g

gvfh e 2

3 sdot=

fe = 025 fe = 02fe = 05

v2 v2 v2

25124 2

90()(163201310

5 sdotsdotsdot+=θ

gvfh gc 2

A1 A2θ

θ ordm

gvfh v 2

8 sdot=

gvfh b 2

(a) (b)

TWL FWLFreeboard

DrainageSystem

Firm Foundation

27 Powerhouse

Site Selection

(1) Access

(2) Foundation

(4) Drainage

Table of Contents

List of Tables

List of Figures










21 Head Works

22 De-silting Basin

23 Power Canal

24 Head Tank

25 Regulating Pond

26 Penstock

27 Powerhouse

Table










Figure





















Figure 142 Test Pit









































Figure 2313







Figure 261 Penstock







DemandCenter

HouseholdPopulation

LocalIndustries

PublicFacilities

Main industries

Land acquisition

by Current Meter

3) Current Meter

v0606 d

Current Meter

① ② ③ ④ ⑤ ⑥ ⑦

v1 v2 v4 v5v6

d10 d11

b b b b b

Area and Velocity

AVQ sdot=

4) Float Method

AVcQ sdotsdot=

Velocity and Depth

L gt 3h gt 2hgt 2h

gt 4hh

by Weir

5) Weir Method

) Q = 515H2 + 419H + 098

Rating Curve

Velocit

rigban

lefban

1s 2n Av

StaEnAv

Gau RecorStaEnAv

CalcCheck

DISCHARGE

MeasureAre(m2 )

Tota(m2 )

Area 2 )

Outside

Dischar(m3 )

Inside

Averadischar

Averadepth

Widt(m)

Distance fro

Recorded Observ

DatMeasuremen

Calcualte

Curremete

Conditi

Water level

Discharge 3 s)

Coefficie

Measure

CalResu

WeathWind Wind

Ave velocity

Velocity

Velocit

Measuredepth Av2n

Head (m)

Discharge (m3s)

Penstock Powerhouse

Tailrace

HeadH (m)

Discharge Q (m3s)

η = 05~07

PresureGauge

Pressure Gauge

Distance Meter

Clinometer

Portable Compass

IrrigatedArea

IrrigationCanal

Powerhouse

Intake

5 6 7 8 9 10 11 12 1 2 3

Q (m3s)

River Discharge

4 52001 2002

(1) Topography

230 232 234 236 238 240 242

E (97deg xx min)

N (22de

about 344 m

Kyutaw Bridge

to Hsipaw

to Nam Lan

Kyutaw Chaung

Nam Pankan Chaung

Cart Track

No1 Branch point

No2 Branch point

No3 Branch point

No4 Branch point

Sink Hole

Head Pond

Powerhouse

HosangVillage

Nam Pankan Bridge

KyutawVillage

Figure 142 Test Pit

(2) Geology

Tributary

Potential Site-1

Potential Site-2L1

Main stream

Selection of Site

Basic Layout

Spillway

Sand Drain Gate

Spillway

Trashracks

Intake

Sand Drain Gate

De-silting Basin

Side Spillway

Power Canal

De-silting Basin

Intake

Head Tank Penstock

Powerhouse

Penstock

Anchor Block

Spillway

Head Tank

Sand Drain Gate

Trashracks

Powerhouse Tailrace

Min Discharge108 9 11 121 2 3 4 5 6 7

Firm Power Output

Demand Qmin

IrrigationD

Min Discharge1 2 3 4 10 115 6 7 8 9 12

(m3 s)

Max Power Output

Min Power Output

Irrigation

Head Tank

Penstock

Powerhouse

Tailrace

Intake

Penstock

Powerhouse

Tailrace

Head Tank

P Power output (kW)

)()()( 1 BGIAarea

)()()( 2 ABGIarea

Sandbar

　Intake (A)

times　Intake (B)

Location of Intake

21 Head Works

Site Selection

Sand Flush Gate

Spillway

Sand Drain Gate

Spillway

Trashracks

Intake

Sand Drain Gate

De-silting Basin

Side Spillway

Tyrolean Intake

Intake

De-silting

Sand Flush GateFlow

Intake

Flood Water Level

Weir Crest

Sand Flush Gate

Intake

10 ~15 m

Sand Flush Gate

Concrete gravity

Gabion

maintenance

Stone masonry

Intake

00 20 40 60 80 100Discharge (m3s)

WL (m)

Inflow intoIntake

Flow overSpillway

H FSWL

Sand Flush Gate EL3

Spillway

Intake EL 4

H Spillway EL1

Weir Profile

Intake

WLforebay is known

WL gt FSWL

Yes No

2) For pipe flow

LD(43)

Intake

AQe ++sdotsdot

sdot=1

entered the intake

Intake

De-silting Basin

Sand Flush Gate

Side Spil lway

Waterway

Intake Gate

Flood Water Level

Weir Crest EL5

Sand Flush Gate

Intake

De-silting Basin

Side Spillway

IntakeGate

EL31 n1

EL7 1 n2

Sand FlushGate

De -si l ting Basin

Side Spi l lway

Power C anal

Sand Drain Gate

Intake Gate

Intake

= (2 ~ 3) x depth x 03 01 = (6 ~ 9) x depth

Skimmer Wall

v = 05 ~ 10 ms

Flowθ

1 10 ~ 1 30

Trashracks

v lt 03msu

Slope 1 10 ~ 1 30

Side Spillway

22 De-silting Basin

05 ~ 10 mm

shuvL sdot= )3~2(

Sand Drain

Sand Drain Gate

Side Spillway

)()(841

L φφ minussdot

21121 )(tan3)(32whhH

minusminusminus

minusminus

minusminus= minusφ

H = h + Q 22g (B h )2 (m)

Flow h0h1hw

23 Power Canal

Route Selection

Sand Flush Gate

Spillway

Sand Drain

Spillway

Trashracks

Intake

Trashrack

Sand Drain

De-silting Basin

Side Spillway

Debris

Canal Dimensions

(ms) Permeability

Stone Masonry Canal

in low head plant

Lining Types

partminus

minuspartpart

partpart+

IRnAQ = AVQ sdot=

hbA sdot=bh

hR21 +

)( mhbhA +=212

mhbhR++

Flow amp Debris

Power Canal

Cross Drain

Earth Canal

24 Head Tank

Site Selection

Hydraulic Design

V gt (Qmax) x (120 ~ 180)

Sand Flush Gate

Spillway

Sand Drain

Spillway

Trashracks

Intake

Trashrack

Sand Drain

De-silting Basin

Side Spillway

Sand Drain Gate

Spillway

Trashracks

30 ~ 50 cm

Penstock Gate

Air Vent Pipe

fffHgAQbe +++

sdotsdotsdot=

)(00680H

1 2 3 4 5 6 7 8 9 10 11 12

River Discharge

Irrigation water

Q(m3s)

25 Regulating Pond

dHHSdt

dHdHdV

)(6003)(

outin QHSdt

dHQ +sdot=6003

-10 -08 -06 -04 -02 00 02 04 06

2-unit operation

1-unit operation

Qin (m3s)

dHhour (mhour)

Example

Pipe φ = 15 cm L = 20 m

ffNfHgV

be +sdot++sdot

Open Slots

Sediments

015 10 15 251 0044 158 158 379 015 10 3 356 0063 227 227 545 015 20 15 206 0036 130 13 312 015 20 3 292 0052 187 187 449 015 30 15 179 0032 115 115 276 015 30 3 254 0045 162 162 389 015 40 15 161 0028 101 101 242 015 40 3 227 004 144 144 346 015 50 15 147 0026 94 94 226 015 50 3 208 0037 133 133 319 015 60 15 136 0024 86 86 206 015 60 3 192 0034 122 122 293

26 Penstock

Penstock Powerhouse

Static Head

Anchor Block

Spillway

Head Tank

Sand Drain Gate

Trashracks

FSWLMOL

Max Pressure Rise

50 ~ 100 m max

55ordm max

Hydraulic GradeLine

Type Features

l1l2L2φ1

Anchor Block

Saddle

bFille

(2) after 2nd phase

asdot+

sumsum=

)1(21 11

2 HgVasdotsdot

imicroψ sdot

minus= 1

=micro

2 HgVasdotsdot

0)21()442( 21

)(22 11

2)2( iB ρψ=

Penstock Powerhouse

Head Tank

0 2 4 6 8 10 12 14Time (sec)

Head loss

gvfh r 2

2 sdot=

))((sin342btfr θ=

Penstock

Anchor Block

Head TankTrashracks

Powerhouse

FSWL vin22g

vout22g

gvfh e 2

3 sdot=

fe = 025 fe = 02fe = 05

v2 v2 v2

25124 2

90()(163201310

5 sdotsdotsdot+=θ

gvfh gc 2

A1 A2θ

θ ordm

gvfh v 2

8 sdot=

gvfh b 2

(a) (b)

TWL FWLFreeboard

DrainageSystem

Firm Foundation

27 Powerhouse

Site Selection

(1) Access

(2) Foundation

(4) Drainage

Table of Contents

List of Tables

List of Figures










21 Head Works

22 De-silting Basin

23 Power Canal

24 Head Tank

25 Regulating Pond

26 Penstock

27 Powerhouse

Table










Figure





















Figure 142 Test Pit









































Figure 2313







Figure 261 Penstock







DemandCenter

HouseholdPopulation

LocalIndustries

PublicFacilities

Main industries

Land acquisition

by Current Meter

3) Current Meter

v0606 d

Current Meter

① ② ③ ④ ⑤ ⑥ ⑦

v1 v2 v4 v5v6

d10 d11

b b b b b

Area and Velocity

AVQ sdot=

4) Float Method

AVcQ sdotsdot=

Velocity and Depth

L gt 3h gt 2hgt 2h

gt 4hh

by Weir

5) Weir Method

) Q = 515H2 + 419H + 098

Rating Curve

Velocit

rigban

lefban

1s 2n Av

StaEnAv

Gau RecorStaEnAv

CalcCheck

DISCHARGE

MeasureAre(m2 )

Tota(m2 )

Area 2 )

Outside

Dischar(m3 )

Inside

Averadischar

Averadepth

Widt(m)

Distance fro

Recorded Observ

DatMeasuremen

Calcualte

Curremete

Conditi

Water level

Discharge 3 s)

Coefficie

Measure

CalResu

WeathWind Wind

Ave velocity

Velocity

Velocit

Measuredepth Av2n

Head (m)

Discharge (m3s)

Penstock Powerhouse

Tailrace

HeadH (m)

Discharge Q (m3s)

η = 05~07

PresureGauge

Pressure Gauge

Distance Meter

Clinometer

Portable Compass

IrrigatedArea

IrrigationCanal

Powerhouse

Intake

5 6 7 8 9 10 11 12 1 2 3

Q (m3s)

River Discharge

4 52001 2002

(1) Topography

230 232 234 236 238 240 242

E (97deg xx min)

N (22de

about 344 m

Kyutaw Bridge

to Hsipaw

to Nam Lan

Kyutaw Chaung

Nam Pankan Chaung

Cart Track

No1 Branch point

No2 Branch point

No3 Branch point

No4 Branch point

Sink Hole

Head Pond

Powerhouse

HosangVillage

Nam Pankan Bridge

KyutawVillage

Figure 142 Test Pit

(2) Geology

Tributary

Potential Site-1

Potential Site-2L1

Main stream

Selection of Site

Basic Layout

Spillway

Sand Drain Gate

Spillway

Trashracks

Intake

Sand Drain Gate

De-silting Basin

Side Spillway

Power Canal

De-silting Basin

Intake

Head Tank Penstock

Powerhouse

Penstock

Anchor Block

Spillway

Head Tank

Sand Drain Gate

Trashracks

Powerhouse Tailrace

Min Discharge108 9 11 121 2 3 4 5 6 7

Firm Power Output

Demand Qmin

IrrigationD

Min Discharge1 2 3 4 10 115 6 7 8 9 12

(m3 s)

Max Power Output

Min Power Output

Irrigation

Head Tank

Penstock

Powerhouse

Tailrace

Intake

Penstock

Powerhouse

Tailrace

Head Tank

P Power output (kW)

)()()( 1 BGIAarea

)()()( 2 ABGIarea

Sandbar

　Intake (A)

times　Intake (B)

Location of Intake

21 Head Works

Site Selection

Sand Flush Gate

Spillway

Sand Drain Gate

Spillway

Trashracks

Intake

Sand Drain Gate

De-silting Basin

Side Spillway

Tyrolean Intake

Intake

De-silting

Sand Flush GateFlow

Intake

Flood Water Level

Weir Crest

Sand Flush Gate

Intake

10 ~15 m

Sand Flush Gate

Concrete gravity

Gabion

maintenance

Stone masonry

Intake

00 20 40 60 80 100Discharge (m3s)

WL (m)

Inflow intoIntake

Flow overSpillway

H FSWL

Sand Flush Gate EL3

Spillway

Intake EL 4

H Spillway EL1

Weir Profile

Intake

WLforebay is known

WL gt FSWL

Yes No

2) For pipe flow

LD(43)

Intake

AQe ++sdotsdot

sdot=1

entered the intake

Intake

De-silting Basin

Sand Flush Gate

Side Spil lway

Waterway

Intake Gate

Flood Water Level

Weir Crest EL5

Sand Flush Gate

Intake

De-silting Basin

Side Spillway

IntakeGate

EL31 n1

EL7 1 n2

Sand FlushGate

De -si l ting Basin

Side Spi l lway

Power C anal

Sand Drain Gate

Intake Gate

Intake

= (2 ~ 3) x depth x 03 01 = (6 ~ 9) x depth

Skimmer Wall

v = 05 ~ 10 ms

Flowθ

1 10 ~ 1 30

Trashracks

v lt 03msu

Slope 1 10 ~ 1 30

Side Spillway

22 De-silting Basin

05 ~ 10 mm

shuvL sdot= )3~2(

Sand Drain

Sand Drain Gate

Side Spillway

)()(841

L φφ minussdot

21121 )(tan3)(32whhH

minusminusminus

minusminus

minusminus= minusφ

H = h + Q 22g (B h )2 (m)

Flow h0h1hw

23 Power Canal

Route Selection

Sand Flush Gate

Spillway

Sand Drain

Spillway

Trashracks

Intake

Trashrack

Sand Drain

De-silting Basin

Side Spillway

Debris

Canal Dimensions

(ms) Permeability

Stone Masonry Canal

in low head plant

Lining Types

partminus

minuspartpart

partpart+

IRnAQ = AVQ sdot=

hbA sdot=bh

hR21 +

)( mhbhA +=212

mhbhR++

Flow amp Debris

Power Canal

Cross Drain

Earth Canal

24 Head Tank

Site Selection

Hydraulic Design

V gt (Qmax) x (120 ~ 180)

Sand Flush Gate

Spillway

Sand Drain

Spillway

Trashracks

Intake

Trashrack

Sand Drain

De-silting Basin

Side Spillway

Sand Drain Gate

Spillway

Trashracks

30 ~ 50 cm

Penstock Gate

Air Vent Pipe

fffHgAQbe +++

sdotsdotsdot=

)(00680H

1 2 3 4 5 6 7 8 9 10 11 12

River Discharge

Irrigation water

Q(m3s)

25 Regulating Pond

dHHSdt

dHdHdV

)(6003)(

outin QHSdt

dHQ +sdot=6003

-10 -08 -06 -04 -02 00 02 04 06

2-unit operation

1-unit operation

Qin (m3s)

dHhour (mhour)

Example

Pipe φ = 15 cm L = 20 m

ffNfHgV

be +sdot++sdot

Open Slots

Sediments

015 10 15 251 0044 158 158 379 015 10 3 356 0063 227 227 545 015 20 15 206 0036 130 13 312 015 20 3 292 0052 187 187 449 015 30 15 179 0032 115 115 276 015 30 3 254 0045 162 162 389 015 40 15 161 0028 101 101 242 015 40 3 227 004 144 144 346 015 50 15 147 0026 94 94 226 015 50 3 208 0037 133 133 319 015 60 15 136 0024 86 86 206 015 60 3 192 0034 122 122 293

26 Penstock

Penstock Powerhouse

Static Head

Anchor Block

Spillway

Head Tank

Sand Drain Gate

Trashracks

FSWLMOL

Max Pressure Rise

50 ~ 100 m max

55ordm max

Hydraulic GradeLine

Type Features

l1l2L2φ1

Anchor Block

Saddle

bFille

(2) after 2nd phase

asdot+

sumsum=

)1(21 11

2 HgVasdotsdot

imicroψ sdot

minus= 1

=micro

2 HgVasdotsdot

0)21()442( 21

)(22 11

2)2( iB ρψ=

Penstock Powerhouse

Head Tank

0 2 4 6 8 10 12 14Time (sec)

Head loss

gvfh r 2

2 sdot=

))((sin342btfr θ=

Penstock

Anchor Block

Head TankTrashracks

Powerhouse

FSWL vin22g

vout22g

gvfh e 2

3 sdot=

fe = 025 fe = 02fe = 05

v2 v2 v2

25124 2

90()(163201310

5 sdotsdotsdot+=θ

gvfh gc 2

A1 A2θ

θ ordm

gvfh v 2

8 sdot=

gvfh b 2

(a) (b)

TWL FWLFreeboard

DrainageSystem

Firm Foundation

27 Powerhouse

Site Selection

(1) Access

(2) Foundation

(4) Drainage

Table of Contents

List of Tables

List of Figures










21 Head Works

22 De-silting Basin

23 Power Canal

24 Head Tank

25 Regulating Pond

26 Penstock

27 Powerhouse

Table










Figure





















Figure 142 Test Pit









































Figure 2313







Figure 261 Penstock







DemandCenter

HouseholdPopulation

LocalIndustries

PublicFacilities

Main industries

Land acquisition

by Current Meter

3) Current Meter

v0606 d

Current Meter

① ② ③ ④ ⑤ ⑥ ⑦

v1 v2 v4 v5v6

d10 d11

b b b b b

Area and Velocity

AVQ sdot=

4) Float Method

AVcQ sdotsdot=

Velocity and Depth

L gt 3h gt 2hgt 2h

gt 4hh

by Weir

5) Weir Method

) Q = 515H2 + 419H + 098

Rating Curve

Velocit

rigban

lefban

1s 2n Av

StaEnAv

Gau RecorStaEnAv

CalcCheck

DISCHARGE

MeasureAre(m2 )

Tota(m2 )

Area 2 )

Outside

Dischar(m3 )

Inside

Averadischar

Averadepth

Widt(m)

Distance fro

Recorded Observ

DatMeasuremen

Calcualte

Curremete

Conditi

Water level

Discharge 3 s)

Coefficie

Measure

CalResu

WeathWind Wind

Ave velocity

Velocity

Velocit

Measuredepth Av2n

Head (m)

Discharge (m3s)

Penstock Powerhouse

Tailrace

HeadH (m)

Discharge Q (m3s)

η = 05~07

PresureGauge

Pressure Gauge

Distance Meter

Clinometer

Portable Compass

IrrigatedArea

IrrigationCanal

Powerhouse

Intake

5 6 7 8 9 10 11 12 1 2 3

Q (m3s)

River Discharge

4 52001 2002

(1) Topography

230 232 234 236 238 240 242

E (97deg xx min)

N (22de

about 344 m

Kyutaw Bridge

to Hsipaw

to Nam Lan

Kyutaw Chaung

Nam Pankan Chaung

Cart Track

No1 Branch point

No2 Branch point

No3 Branch point

No4 Branch point

Sink Hole

Head Pond

Powerhouse

HosangVillage

Nam Pankan Bridge

KyutawVillage

Figure 142 Test Pit

(2) Geology

Tributary

Potential Site-1

Potential Site-2L1

Main stream

Selection of Site

Basic Layout

Spillway

Sand Drain Gate

Spillway

Trashracks

Intake

Sand Drain Gate

De-silting Basin

Side Spillway

Power Canal

De-silting Basin

Intake

Head Tank Penstock

Powerhouse

Penstock

Anchor Block

Spillway

Head Tank

Sand Drain Gate

Trashracks

Powerhouse Tailrace

Min Discharge108 9 11 121 2 3 4 5 6 7

Firm Power Output

Demand Qmin

IrrigationD

Min Discharge1 2 3 4 10 115 6 7 8 9 12

(m3 s)

Max Power Output

Min Power Output

Irrigation

Head Tank

Penstock

Powerhouse

Tailrace

Intake

Penstock

Powerhouse

Tailrace

Head Tank

P Power output (kW)

)()()( 1 BGIAarea

)()()( 2 ABGIarea

Sandbar

　Intake (A)

times　Intake (B)

Location of Intake

21 Head Works

Site Selection

Sand Flush Gate

Spillway

Sand Drain Gate

Spillway

Trashracks

Intake

Sand Drain Gate

De-silting Basin

Side Spillway

Tyrolean Intake

Intake

De-silting

Sand Flush GateFlow

Intake

Flood Water Level

Weir Crest

Sand Flush Gate

Intake

10 ~15 m

Sand Flush Gate

Concrete gravity

Gabion

maintenance

Stone masonry

Intake

00 20 40 60 80 100Discharge (m3s)

WL (m)

Inflow intoIntake

Flow overSpillway

H FSWL

Sand Flush Gate EL3

Spillway

Intake EL 4

H Spillway EL1

Weir Profile

Intake

WLforebay is known

WL gt FSWL

Yes No

2) For pipe flow

LD(43)

Intake

AQe ++sdotsdot

sdot=1

entered the intake

Intake

De-silting Basin

Sand Flush Gate

Side Spil lway

Waterway

Intake Gate

Flood Water Level

Weir Crest EL5

Sand Flush Gate

Intake

De-silting Basin

Side Spillway

IntakeGate

EL31 n1

EL7 1 n2

Sand FlushGate

De -si l ting Basin

Side Spi l lway

Power C anal

Sand Drain Gate

Intake Gate

Intake

= (2 ~ 3) x depth x 03 01 = (6 ~ 9) x depth

Skimmer Wall

v = 05 ~ 10 ms

Flowθ

1 10 ~ 1 30

Trashracks

v lt 03msu

Slope 1 10 ~ 1 30

Side Spillway

22 De-silting Basin

05 ~ 10 mm

shuvL sdot= )3~2(

Sand Drain

Sand Drain Gate

Side Spillway

)()(841

L φφ minussdot

21121 )(tan3)(32whhH

minusminusminus

minusminus

minusminus= minusφ

H = h + Q 22g (B h )2 (m)

Flow h0h1hw

23 Power Canal

Route Selection

Sand Flush Gate

Spillway

Sand Drain

Spillway

Trashracks

Intake

Trashrack

Sand Drain

De-silting Basin

Side Spillway

Debris

Canal Dimensions

(ms) Permeability

Stone Masonry Canal

in low head plant

Lining Types

partminus

minuspartpart

partpart+

IRnAQ = AVQ sdot=

hbA sdot=bh

hR21 +

)( mhbhA +=212

mhbhR++

Flow amp Debris

Power Canal

Cross Drain

Earth Canal

24 Head Tank

Site Selection

Hydraulic Design

V gt (Qmax) x (120 ~ 180)

Sand Flush Gate

Spillway

Sand Drain

Spillway

Trashracks

Intake

Trashrack

Sand Drain

De-silting Basin

Side Spillway

Sand Drain Gate

Spillway

Trashracks

30 ~ 50 cm

Penstock Gate

Air Vent Pipe

fffHgAQbe +++

sdotsdotsdot=

)(00680H

1 2 3 4 5 6 7 8 9 10 11 12

River Discharge

Irrigation water

Q(m3s)

25 Regulating Pond

dHHSdt

dHdHdV

)(6003)(

outin QHSdt

dHQ +sdot=6003

-10 -08 -06 -04 -02 00 02 04 06

2-unit operation

1-unit operation

Qin (m3s)

dHhour (mhour)

Example

Pipe φ = 15 cm L = 20 m

ffNfHgV

be +sdot++sdot

Open Slots

Sediments

015 10 15 251 0044 158 158 379 015 10 3 356 0063 227 227 545 015 20 15 206 0036 130 13 312 015 20 3 292 0052 187 187 449 015 30 15 179 0032 115 115 276 015 30 3 254 0045 162 162 389 015 40 15 161 0028 101 101 242 015 40 3 227 004 144 144 346 015 50 15 147 0026 94 94 226 015 50 3 208 0037 133 133 319 015 60 15 136 0024 86 86 206 015 60 3 192 0034 122 122 293

26 Penstock

Penstock Powerhouse

Static Head

Anchor Block

Spillway

Head Tank

Sand Drain Gate

Trashracks

FSWLMOL

Max Pressure Rise

50 ~ 100 m max

55ordm max

Hydraulic GradeLine

Type Features

l1l2L2φ1

Anchor Block

Saddle

bFille

(2) after 2nd phase

asdot+

sumsum=

)1(21 11

2 HgVasdotsdot

imicroψ sdot

minus= 1

=micro

2 HgVasdotsdot

0)21()442( 21

)(22 11

2)2( iB ρψ=

Penstock Powerhouse

Head Tank

0 2 4 6 8 10 12 14Time (sec)

Head loss

gvfh r 2

2 sdot=

))((sin342btfr θ=

Penstock

Anchor Block

Head TankTrashracks

Powerhouse

FSWL vin22g

vout22g

gvfh e 2

3 sdot=

fe = 025 fe = 02fe = 05

v2 v2 v2

25124 2

90()(163201310

5 sdotsdotsdot+=θ

gvfh gc 2

A1 A2θ

θ ordm

gvfh v 2

8 sdot=

gvfh b 2

(a) (b)

TWL FWLFreeboard

DrainageSystem

Firm Foundation

27 Powerhouse

Site Selection

(1) Access

(2) Foundation

(4) Drainage

Table of Contents

List of Tables

List of Figures










21 Head Works

22 De-silting Basin

23 Power Canal

24 Head Tank

25 Regulating Pond

26 Penstock

27 Powerhouse

Table










Figure





















Figure 142 Test Pit









































Figure 2313







Figure 261 Penstock







DemandCenter

HouseholdPopulation

LocalIndustries

PublicFacilities

Main industries

Land acquisition

by Current Meter

3) Current Meter

v0606 d

Current Meter

① ② ③ ④ ⑤ ⑥ ⑦

v1 v2 v4 v5v6

d10 d11

b b b b b

Area and Velocity

AVQ sdot=

4) Float Method

AVcQ sdotsdot=

Velocity and Depth

L gt 3h gt 2hgt 2h

gt 4hh

by Weir

5) Weir Method

) Q = 515H2 + 419H + 098

Rating Curve

Velocit

rigban

lefban

1s 2n Av

StaEnAv

Gau RecorStaEnAv

CalcCheck

DISCHARGE

MeasureAre(m2 )

Tota(m2 )

Area 2 )

Outside

Dischar(m3 )

Inside

Averadischar

Averadepth

Widt(m)

Distance fro

Recorded Observ

DatMeasuremen

Calcualte

Curremete

Conditi

Water level

Discharge 3 s)

Coefficie

Measure

CalResu

WeathWind Wind

Ave velocity

Velocity

Velocit

Measuredepth Av2n

Head (m)

Discharge (m3s)

Penstock Powerhouse

Tailrace

HeadH (m)

Discharge Q (m3s)

η = 05~07

PresureGauge

Pressure Gauge

Distance Meter

Clinometer

Portable Compass

IrrigatedArea

IrrigationCanal

Powerhouse

Intake

5 6 7 8 9 10 11 12 1 2 3

Q (m3s)

River Discharge

4 52001 2002

(1) Topography

230 232 234 236 238 240 242

E (97deg xx min)

N (22de

about 344 m

Kyutaw Bridge

to Hsipaw

to Nam Lan

Kyutaw Chaung

Nam Pankan Chaung

Cart Track

No1 Branch point

No2 Branch point

No3 Branch point

No4 Branch point

Sink Hole

Head Pond

Powerhouse

HosangVillage

Nam Pankan Bridge

KyutawVillage

Figure 142 Test Pit

(2) Geology

Tributary

Potential Site-1

Potential Site-2L1

Main stream

Selection of Site

Basic Layout

Spillway

Sand Drain Gate

Spillway

Trashracks

Intake

Sand Drain Gate

De-silting Basin

Side Spillway

Power Canal

De-silting Basin

Intake

Head Tank Penstock

Powerhouse

Penstock

Anchor Block

Spillway

Head Tank

Sand Drain Gate

Trashracks

Powerhouse Tailrace

Min Discharge108 9 11 121 2 3 4 5 6 7

Firm Power Output

Demand Qmin

IrrigationD

Min Discharge1 2 3 4 10 115 6 7 8 9 12

(m3 s)

Max Power Output

Min Power Output

Irrigation

Head Tank

Penstock

Powerhouse

Tailrace

Intake

Penstock

Powerhouse

Tailrace

Head Tank

P Power output (kW)

)()()( 1 BGIAarea

)()()( 2 ABGIarea

Sandbar

　Intake (A)

times　Intake (B)

Location of Intake

21 Head Works

Site Selection

Sand Flush Gate

Spillway

Sand Drain Gate

Spillway

Trashracks

Intake

Sand Drain Gate

De-silting Basin

Side Spillway

Tyrolean Intake

Intake

De-silting

Sand Flush GateFlow

Intake

Flood Water Level

Weir Crest

Sand Flush Gate

Intake

10 ~15 m

Sand Flush Gate

Concrete gravity

Gabion

maintenance

Stone masonry

Intake

00 20 40 60 80 100Discharge (m3s)

WL (m)

Inflow intoIntake

Flow overSpillway

H FSWL

Sand Flush Gate EL3

Spillway

Intake EL 4

H Spillway EL1

Weir Profile

Intake

WLforebay is known

WL gt FSWL

Yes No

2) For pipe flow

LD(43)

Intake

AQe ++sdotsdot

sdot=1

entered the intake

Intake

De-silting Basin

Sand Flush Gate

Side Spil lway

Waterway

Intake Gate

Flood Water Level

Weir Crest EL5

Sand Flush Gate

Intake

De-silting Basin

Side Spillway

IntakeGate

EL31 n1

EL7 1 n2

Sand FlushGate

De -si l ting Basin

Side Spi l lway

Power C anal

Sand Drain Gate

Intake Gate

Intake

= (2 ~ 3) x depth x 03 01 = (6 ~ 9) x depth

Skimmer Wall

v = 05 ~ 10 ms

Flowθ

1 10 ~ 1 30

Trashracks

v lt 03msu

Slope 1 10 ~ 1 30

Side Spillway

22 De-silting Basin

05 ~ 10 mm

shuvL sdot= )3~2(

Sand Drain

Sand Drain Gate

Side Spillway

)()(841

L φφ minussdot

21121 )(tan3)(32whhH

minusminusminus

minusminus

minusminus= minusφ

H = h + Q 22g (B h )2 (m)

Flow h0h1hw

23 Power Canal

Route Selection

Sand Flush Gate

Spillway

Sand Drain

Spillway

Trashracks

Intake

Trashrack

Sand Drain

De-silting Basin

Side Spillway

Debris

Canal Dimensions

(ms) Permeability

Stone Masonry Canal

in low head plant

Lining Types

partminus

minuspartpart

partpart+

IRnAQ = AVQ sdot=

hbA sdot=bh

hR21 +

)( mhbhA +=212

mhbhR++

Flow amp Debris

Power Canal

Cross Drain

Earth Canal

24 Head Tank

Site Selection

Hydraulic Design

V gt (Qmax) x (120 ~ 180)

Sand Flush Gate

Spillway

Sand Drain

Spillway

Trashracks

Intake

Trashrack

Sand Drain

De-silting Basin

Side Spillway

Sand Drain Gate

Spillway

Trashracks

30 ~ 50 cm

Penstock Gate

Air Vent Pipe

fffHgAQbe +++

sdotsdotsdot=

)(00680H

1 2 3 4 5 6 7 8 9 10 11 12

River Discharge

Irrigation water

Q(m3s)

25 Regulating Pond

dHHSdt

dHdHdV

)(6003)(

outin QHSdt

dHQ +sdot=6003

-10 -08 -06 -04 -02 00 02 04 06

2-unit operation

1-unit operation

Qin (m3s)

dHhour (mhour)

Example

Pipe φ = 15 cm L = 20 m

ffNfHgV

be +sdot++sdot

Open Slots

Sediments

015 10 15 251 0044 158 158 379 015 10 3 356 0063 227 227 545 015 20 15 206 0036 130 13 312 015 20 3 292 0052 187 187 449 015 30 15 179 0032 115 115 276 015 30 3 254 0045 162 162 389 015 40 15 161 0028 101 101 242 015 40 3 227 004 144 144 346 015 50 15 147 0026 94 94 226 015 50 3 208 0037 133 133 319 015 60 15 136 0024 86 86 206 015 60 3 192 0034 122 122 293

26 Penstock

Penstock Powerhouse

Static Head

Anchor Block

Spillway

Head Tank

Sand Drain Gate

Trashracks

FSWLMOL

Max Pressure Rise

50 ~ 100 m max

55ordm max

Hydraulic GradeLine

Type Features

l1l2L2φ1

Anchor Block

Saddle

bFille

(2) after 2nd phase

asdot+

sumsum=

)1(21 11

2 HgVasdotsdot

imicroψ sdot

minus= 1

=micro

2 HgVasdotsdot

0)21()442( 21

)(22 11

2)2( iB ρψ=

Penstock Powerhouse

Head Tank

0 2 4 6 8 10 12 14Time (sec)

Head loss

gvfh r 2

2 sdot=

))((sin342btfr θ=

Penstock

Anchor Block

Head TankTrashracks

Powerhouse

FSWL vin22g

vout22g

gvfh e 2

3 sdot=

fe = 025 fe = 02fe = 05

v2 v2 v2

25124 2

90()(163201310

5 sdotsdotsdot+=θ

gvfh gc 2

A1 A2θ

θ ordm

gvfh v 2

8 sdot=

gvfh b 2

(a) (b)

TWL FWLFreeboard

DrainageSystem

Firm Foundation

27 Powerhouse

Site Selection

(1) Access

(2) Foundation

(4) Drainage

Table of Contents

List of Tables

List of Figures










21 Head Works

22 De-silting Basin

23 Power Canal

24 Head Tank

25 Regulating Pond

26 Penstock

27 Powerhouse

Table










Figure





















Figure 142 Test Pit









































Figure 2313







Figure 261 Penstock







DemandCenter

HouseholdPopulation

LocalIndustries

PublicFacilities

Main industries

Land acquisition

by Current Meter

3) Current Meter

v0606 d

Current Meter

① ② ③ ④ ⑤ ⑥ ⑦

v1 v2 v4 v5v6

d10 d11

b b b b b

Area and Velocity

AVQ sdot=

4) Float Method

AVcQ sdotsdot=

Velocity and Depth

L gt 3h gt 2hgt 2h

gt 4hh

by Weir

5) Weir Method

) Q = 515H2 + 419H + 098

Rating Curve

Velocit

rigban

lefban

1s 2n Av

StaEnAv

Gau RecorStaEnAv

CalcCheck

DISCHARGE

MeasureAre(m2 )

Tota(m2 )

Area 2 )

Outside

Dischar(m3 )

Inside

Averadischar

Averadepth

Widt(m)

Distance fro

Recorded Observ

DatMeasuremen

Calcualte

Curremete

Conditi

Water level

Discharge 3 s)

Coefficie

Measure

CalResu

WeathWind Wind

Ave velocity

Velocity

Velocit

Measuredepth Av2n

Head (m)

Discharge (m3s)

Penstock Powerhouse

Tailrace

HeadH (m)

Discharge Q (m3s)

η = 05~07

PresureGauge

Pressure Gauge

Distance Meter

Clinometer

Portable Compass

IrrigatedArea

IrrigationCanal

Powerhouse

Intake

5 6 7 8 9 10 11 12 1 2 3

Q (m3s)

River Discharge

4 52001 2002

(1) Topography

230 232 234 236 238 240 242

E (97deg xx min)

N (22de

about 344 m

Kyutaw Bridge

to Hsipaw

to Nam Lan

Kyutaw Chaung

Nam Pankan Chaung

Cart Track

No1 Branch point

No2 Branch point

No3 Branch point

No4 Branch point

Sink Hole

Head Pond

Powerhouse

HosangVillage

Nam Pankan Bridge

KyutawVillage

Figure 142 Test Pit

(2) Geology

Tributary

Potential Site-1

Potential Site-2L1

Main stream

Selection of Site

Basic Layout

Spillway

Sand Drain Gate

Spillway

Trashracks

Intake

Sand Drain Gate

De-silting Basin

Side Spillway

Power Canal

De-silting Basin

Intake

Head Tank Penstock

Powerhouse

Penstock

Anchor Block

Spillway

Head Tank

Sand Drain Gate

Trashracks

Powerhouse Tailrace

Min Discharge108 9 11 121 2 3 4 5 6 7

Firm Power Output

Demand Qmin

IrrigationD

Min Discharge1 2 3 4 10 115 6 7 8 9 12

(m3 s)

Max Power Output

Min Power Output

Irrigation

Head Tank

Penstock

Powerhouse

Tailrace

Intake

Penstock

Powerhouse

Tailrace

Head Tank

P Power output (kW)

)()()( 1 BGIAarea

)()()( 2 ABGIarea

Sandbar

　Intake (A)

times　Intake (B)

Location of Intake

21 Head Works

Site Selection

Sand Flush Gate

Spillway

Sand Drain Gate

Spillway

Trashracks

Intake

Sand Drain Gate

De-silting Basin

Side Spillway

Tyrolean Intake

Intake

De-silting

Sand Flush GateFlow

Intake

Flood Water Level

Weir Crest

Sand Flush Gate

Intake

10 ~15 m

Sand Flush Gate

Concrete gravity

Gabion

maintenance

Stone masonry

Intake

00 20 40 60 80 100Discharge (m3s)

WL (m)

Inflow intoIntake

Flow overSpillway

H FSWL

Sand Flush Gate EL3

Spillway

Intake EL 4

H Spillway EL1

Weir Profile

Intake

WLforebay is known

WL gt FSWL

Yes No

2) For pipe flow

LD(43)

Intake

AQe ++sdotsdot

sdot=1

entered the intake

Intake

De-silting Basin

Sand Flush Gate

Side Spil lway

Waterway

Intake Gate

Flood Water Level

Weir Crest EL5

Sand Flush Gate

Intake

De-silting Basin

Side Spillway

IntakeGate

EL31 n1

EL7 1 n2

Sand FlushGate

De -si l ting Basin

Side Spi l lway

Power C anal

Sand Drain Gate

Intake Gate

Intake

= (2 ~ 3) x depth x 03 01 = (6 ~ 9) x depth

Skimmer Wall

v = 05 ~ 10 ms

Flowθ

1 10 ~ 1 30

Trashracks

v lt 03msu

Slope 1 10 ~ 1 30

Side Spillway

22 De-silting Basin

05 ~ 10 mm

shuvL sdot= )3~2(

Sand Drain

Sand Drain Gate

Side Spillway

)()(841

L φφ minussdot

21121 )(tan3)(32whhH

minusminusminus

minusminus

minusminus= minusφ

H = h + Q 22g (B h )2 (m)

Flow h0h1hw

23 Power Canal

Route Selection

Sand Flush Gate

Spillway

Sand Drain

Spillway

Trashracks

Intake

Trashrack

Sand Drain

De-silting Basin

Side Spillway

Debris

Canal Dimensions

(ms) Permeability

Stone Masonry Canal

in low head plant

Lining Types

partminus

minuspartpart

partpart+

IRnAQ = AVQ sdot=

hbA sdot=bh

hR21 +

)( mhbhA +=212

mhbhR++

Flow amp Debris

Power Canal

Cross Drain

Earth Canal

24 Head Tank

Site Selection

Hydraulic Design

V gt (Qmax) x (120 ~ 180)

Sand Flush Gate

Spillway

Sand Drain

Spillway

Trashracks

Intake

Trashrack

Sand Drain

De-silting Basin

Side Spillway

Sand Drain Gate

Spillway

Trashracks

30 ~ 50 cm

Penstock Gate

Air Vent Pipe

fffHgAQbe +++

sdotsdotsdot=

)(00680H

1 2 3 4 5 6 7 8 9 10 11 12

River Discharge

Irrigation water

Q(m3s)

25 Regulating Pond

dHHSdt

dHdHdV

)(6003)(

outin QHSdt

dHQ +sdot=6003

-10 -08 -06 -04 -02 00 02 04 06

2-unit operation

1-unit operation

Qin (m3s)

dHhour (mhour)

Example

Pipe φ = 15 cm L = 20 m

ffNfHgV

be +sdot++sdot

Open Slots

Sediments

015 10 15 251 0044 158 158 379 015 10 3 356 0063 227 227 545 015 20 15 206 0036 130 13 312 015 20 3 292 0052 187 187 449 015 30 15 179 0032 115 115 276 015 30 3 254 0045 162 162 389 015 40 15 161 0028 101 101 242 015 40 3 227 004 144 144 346 015 50 15 147 0026 94 94 226 015 50 3 208 0037 133 133 319 015 60 15 136 0024 86 86 206 015 60 3 192 0034 122 122 293

26 Penstock

Penstock Powerhouse

Static Head

Anchor Block

Spillway

Head Tank

Sand Drain Gate

Trashracks

FSWLMOL

Max Pressure Rise

50 ~ 100 m max

55ordm max

Hydraulic GradeLine

Type Features

l1l2L2φ1

Anchor Block

Saddle

bFille

(2) after 2nd phase

asdot+

sumsum=

)1(21 11

2 HgVasdotsdot

imicroψ sdot

minus= 1

=micro

2 HgVasdotsdot

0)21()442( 21

)(22 11

2)2( iB ρψ=

Penstock Powerhouse

Head Tank

0 2 4 6 8 10 12 14Time (sec)

Head loss

gvfh r 2

2 sdot=

))((sin342btfr θ=

Penstock

Anchor Block

Head TankTrashracks

Powerhouse

FSWL vin22g

vout22g

gvfh e 2

3 sdot=

fe = 025 fe = 02fe = 05

v2 v2 v2

25124 2

90()(163201310

5 sdotsdotsdot+=θ

gvfh gc 2

A1 A2θ

θ ordm

gvfh v 2

8 sdot=

gvfh b 2

(a) (b)

TWL FWLFreeboard

DrainageSystem

Firm Foundation

27 Powerhouse

Site Selection

(1) Access

(2) Foundation

(4) Drainage

Table of Contents

List of Tables

List of Figures










21 Head Works

22 De-silting Basin

23 Power Canal

24 Head Tank

25 Regulating Pond

26 Penstock

27 Powerhouse

Table










Figure





















Figure 142 Test Pit









































Figure 2313







Figure 261 Penstock







Main industries

Land acquisition

by Current Meter

3) Current Meter

v0606 d

Current Meter

① ② ③ ④ ⑤ ⑥ ⑦

v1 v2 v4 v5v6

d10 d11

b b b b b

Area and Velocity

AVQ sdot=

4) Float Method

AVcQ sdotsdot=

Velocity and Depth

L gt 3h gt 2hgt 2h

gt 4hh

by Weir

5) Weir Method

) Q = 515H2 + 419H + 098

Rating Curve

Velocit

rigban

lefban

1s 2n Av

StaEnAv

Gau RecorStaEnAv

CalcCheck

DISCHARGE

MeasureAre(m2 )

Tota(m2 )

Area 2 )

Outside

Dischar(m3 )

Inside

Averadischar

Averadepth

Widt(m)

Distance fro

Recorded Observ

DatMeasuremen

Calcualte

Curremete

Conditi

Water level

Discharge 3 s)

Coefficie

Measure

CalResu

WeathWind Wind

Ave velocity

Velocity

Velocit

Measuredepth Av2n

Head (m)

Discharge (m3s)

Penstock Powerhouse

Tailrace

HeadH (m)

Discharge Q (m3s)

η = 05~07

PresureGauge

Pressure Gauge

Distance Meter

Clinometer

Portable Compass

IrrigatedArea

IrrigationCanal

Powerhouse

Intake

5 6 7 8 9 10 11 12 1 2 3

Q (m3s)

River Discharge

4 52001 2002

(1) Topography

230 232 234 236 238 240 242

E (97deg xx min)

N (22de

about 344 m

Kyutaw Bridge

to Hsipaw

to Nam Lan

Kyutaw Chaung

Nam Pankan Chaung

Cart Track

No1 Branch point

No2 Branch point

No3 Branch point

No4 Branch point

Sink Hole

Head Pond

Powerhouse

HosangVillage

Nam Pankan Bridge

KyutawVillage

Figure 142 Test Pit

(2) Geology

Tributary

Potential Site-1

Potential Site-2L1

Main stream

Selection of Site

Basic Layout

Spillway

Sand Drain Gate

Spillway

Trashracks

Intake

Sand Drain Gate

De-silting Basin

Side Spillway

Power Canal

De-silting Basin

Intake

Head Tank Penstock

Powerhouse

Penstock

Anchor Block

Spillway

Head Tank

Sand Drain Gate

Trashracks

Powerhouse Tailrace

Min Discharge108 9 11 121 2 3 4 5 6 7

Firm Power Output

Demand Qmin

IrrigationD

Min Discharge1 2 3 4 10 115 6 7 8 9 12

(m3 s)

Max Power Output

Min Power Output

Irrigation

Head Tank

Penstock

Powerhouse

Tailrace

Intake

Penstock

Powerhouse

Tailrace

Head Tank

P Power output (kW)

)()()( 1 BGIAarea

)()()( 2 ABGIarea

Sandbar

　Intake (A)

times　Intake (B)

Location of Intake

21 Head Works

Site Selection

Sand Flush Gate

Spillway

Sand Drain Gate

Spillway

Trashracks

Intake

Sand Drain Gate

De-silting Basin

Side Spillway

Tyrolean Intake

Intake

De-silting

Sand Flush GateFlow

Intake

Flood Water Level

Weir Crest

Sand Flush Gate

Intake

10 ~15 m

Sand Flush Gate

Concrete gravity

Gabion

maintenance

Stone masonry

Intake

00 20 40 60 80 100Discharge (m3s)

WL (m)

Inflow intoIntake

Flow overSpillway

H FSWL

Sand Flush Gate EL3

Spillway

Intake EL 4

H Spillway EL1

Weir Profile

Intake

WLforebay is known

WL gt FSWL

Yes No

2) For pipe flow

LD(43)

Intake

AQe ++sdotsdot

sdot=1

entered the intake

Intake

De-silting Basin

Sand Flush Gate

Side Spil lway

Waterway

Intake Gate

Flood Water Level

Weir Crest EL5

Sand Flush Gate

Intake

De-silting Basin

Side Spillway

IntakeGate

EL31 n1

EL7 1 n2

Sand FlushGate

De -si l ting Basin

Side Spi l lway

Power C anal

Sand Drain Gate

Intake Gate

Intake

= (2 ~ 3) x depth x 03 01 = (6 ~ 9) x depth

Skimmer Wall

v = 05 ~ 10 ms

Flowθ

1 10 ~ 1 30

Trashracks

v lt 03msu

Slope 1 10 ~ 1 30

Side Spillway

22 De-silting Basin

05 ~ 10 mm

shuvL sdot= )3~2(

Sand Drain

Sand Drain Gate

Side Spillway

)()(841

L φφ minussdot

21121 )(tan3)(32whhH

minusminusminus

minusminus

minusminus= minusφ

H = h + Q 22g (B h )2 (m)

Flow h0h1hw

23 Power Canal

Route Selection

Sand Flush Gate

Spillway

Sand Drain

Spillway

Trashracks

Intake

Trashrack

Sand Drain

De-silting Basin

Side Spillway

Debris

Canal Dimensions

(ms) Permeability

Stone Masonry Canal

in low head plant

Lining Types

partminus

minuspartpart

partpart+

IRnAQ = AVQ sdot=

hbA sdot=bh

hR21 +

)( mhbhA +=212

mhbhR++

Flow amp Debris

Power Canal

Cross Drain

Earth Canal

24 Head Tank

Site Selection

Hydraulic Design

V gt (Qmax) x (120 ~ 180)

Sand Flush Gate

Spillway

Sand Drain

Spillway

Trashracks

Intake

Trashrack

Sand Drain

De-silting Basin

Side Spillway

Sand Drain Gate

Spillway

Trashracks

30 ~ 50 cm

Penstock Gate

Air Vent Pipe

fffHgAQbe +++

sdotsdotsdot=

)(00680H

1 2 3 4 5 6 7 8 9 10 11 12

River Discharge

Irrigation water

Q(m3s)

25 Regulating Pond

dHHSdt

dHdHdV

)(6003)(

outin QHSdt

dHQ +sdot=6003

-10 -08 -06 -04 -02 00 02 04 06

2-unit operation

1-unit operation

Qin (m3s)

dHhour (mhour)

Example

Pipe φ = 15 cm L = 20 m

ffNfHgV

be +sdot++sdot

Open Slots

Sediments

015 10 15 251 0044 158 158 379 015 10 3 356 0063 227 227 545 015 20 15 206 0036 130 13 312 015 20 3 292 0052 187 187 449 015 30 15 179 0032 115 115 276 015 30 3 254 0045 162 162 389 015 40 15 161 0028 101 101 242 015 40 3 227 004 144 144 346 015 50 15 147 0026 94 94 226 015 50 3 208 0037 133 133 319 015 60 15 136 0024 86 86 206 015 60 3 192 0034 122 122 293

26 Penstock

Penstock Powerhouse

Static Head

Anchor Block

Spillway

Head Tank

Sand Drain Gate

Trashracks

FSWLMOL

Max Pressure Rise

50 ~ 100 m max

55ordm max

Hydraulic GradeLine

Type Features

l1l2L2φ1

Anchor Block

Saddle

bFille

(2) after 2nd phase

asdot+

sumsum=

)1(21 11

2 HgVasdotsdot

imicroψ sdot

minus= 1

=micro

2 HgVasdotsdot

0)21()442( 21

)(22 11

2)2( iB ρψ=

Penstock Powerhouse

Head Tank

0 2 4 6 8 10 12 14Time (sec)

Head loss

gvfh r 2

2 sdot=

))((sin342btfr θ=

Penstock

Anchor Block

Head TankTrashracks

Powerhouse

FSWL vin22g

vout22g

gvfh e 2

3 sdot=

fe = 025 fe = 02fe = 05

v2 v2 v2

25124 2

90()(163201310

5 sdotsdotsdot+=θ

gvfh gc 2

A1 A2θ

θ ordm

gvfh v 2

8 sdot=

gvfh b 2

(a) (b)

TWL FWLFreeboard

DrainageSystem

Firm Foundation

27 Powerhouse

Site Selection

(1) Access

(2) Foundation

(4) Drainage

Table of Contents

List of Tables

List of Figures










21 Head Works

22 De-silting Basin

23 Power Canal

24 Head Tank

25 Regulating Pond

26 Penstock

27 Powerhouse

Table










Figure





















Figure 142 Test Pit









































Figure 2313







Figure 261 Penstock







by Current Meter

3) Current Meter

v0606 d

Current Meter

① ② ③ ④ ⑤ ⑥ ⑦

v1 v2 v4 v5v6

d10 d11

b b b b b

Area and Velocity

AVQ sdot=

4) Float Method

AVcQ sdotsdot=

Velocity and Depth

L gt 3h gt 2hgt 2h

gt 4hh

by Weir

5) Weir Method

) Q = 515H2 + 419H + 098

Rating Curve

Velocit

rigban

lefban

1s 2n Av

StaEnAv

Gau RecorStaEnAv

CalcCheck

DISCHARGE

MeasureAre(m2 )

Tota(m2 )

Area 2 )

Outside

Dischar(m3 )

Inside

Averadischar

Averadepth

Widt(m)

Distance fro

Recorded Observ

DatMeasuremen

Calcualte

Curremete

Conditi

Water level

Discharge 3 s)

Coefficie

Measure

CalResu

WeathWind Wind

Ave velocity

Velocity

Velocit

Measuredepth Av2n

Head (m)

Discharge (m3s)

Penstock Powerhouse

Tailrace

HeadH (m)

Discharge Q (m3s)

η = 05~07

PresureGauge

Pressure Gauge

Distance Meter

Clinometer

Portable Compass

IrrigatedArea

IrrigationCanal

Powerhouse

Intake

5 6 7 8 9 10 11 12 1 2 3

Q (m3s)

River Discharge

4 52001 2002

(1) Topography

230 232 234 236 238 240 242

E (97deg xx min)

N (22de

about 344 m

Kyutaw Bridge

to Hsipaw

to Nam Lan

Kyutaw Chaung

Nam Pankan Chaung

Cart Track

No1 Branch point

No2 Branch point

No3 Branch point

No4 Branch point

Sink Hole

Head Pond

Powerhouse

HosangVillage

Nam Pankan Bridge

KyutawVillage

Figure 142 Test Pit

(2) Geology

Tributary

Potential Site-1

Potential Site-2L1

Main stream

Selection of Site

Basic Layout

Spillway

Sand Drain Gate

Spillway

Trashracks

Intake

Sand Drain Gate

De-silting Basin

Side Spillway

Power Canal

De-silting Basin

Intake

Head Tank Penstock

Powerhouse

Penstock

Anchor Block

Spillway

Head Tank

Sand Drain Gate

Trashracks

Powerhouse Tailrace

Min Discharge108 9 11 121 2 3 4 5 6 7

Firm Power Output

Demand Qmin

IrrigationD

Min Discharge1 2 3 4 10 115 6 7 8 9 12

(m3 s)

Max Power Output

Min Power Output

Irrigation

Head Tank

Penstock

Powerhouse

Tailrace

Intake

Penstock

Powerhouse

Tailrace

Head Tank

P Power output (kW)

)()()( 1 BGIAarea

)()()( 2 ABGIarea

Sandbar

　Intake (A)

times　Intake (B)

Location of Intake

21 Head Works

Site Selection

Sand Flush Gate

Spillway

Sand Drain Gate

Spillway

Trashracks

Intake

Sand Drain Gate

De-silting Basin

Side Spillway

Tyrolean Intake

Intake

De-silting

Sand Flush GateFlow

Intake

Flood Water Level

Weir Crest

Sand Flush Gate

Intake

10 ~15 m

Sand Flush Gate

Concrete gravity

Gabion

maintenance

Stone masonry

Intake

00 20 40 60 80 100Discharge (m3s)

WL (m)

Inflow intoIntake

Flow overSpillway

H FSWL

Sand Flush Gate EL3

Spillway

Intake EL 4

H Spillway EL1

Weir Profile

Intake

WLforebay is known

WL gt FSWL

Yes No

2) For pipe flow

LD(43)

Intake

AQe ++sdotsdot

sdot=1

entered the intake

Intake

De-silting Basin

Sand Flush Gate

Side Spil lway

Waterway

Intake Gate

Flood Water Level

Weir Crest EL5

Sand Flush Gate

Intake

De-silting Basin

Side Spillway

IntakeGate

EL31 n1

EL7 1 n2

Sand FlushGate

De -si l ting Basin

Side Spi l lway

Power C anal

Sand Drain Gate

Intake Gate

Intake

= (2 ~ 3) x depth x 03 01 = (6 ~ 9) x depth

Skimmer Wall

v = 05 ~ 10 ms

Flowθ

1 10 ~ 1 30

Trashracks

v lt 03msu

Slope 1 10 ~ 1 30

Side Spillway

22 De-silting Basin

05 ~ 10 mm

shuvL sdot= )3~2(

Sand Drain

Sand Drain Gate

Side Spillway

)()(841

L φφ minussdot

21121 )(tan3)(32whhH

minusminusminus

minusminus

minusminus= minusφ

H = h + Q 22g (B h )2 (m)

Flow h0h1hw

23 Power Canal

Route Selection

Sand Flush Gate

Spillway

Sand Drain

Spillway

Trashracks

Intake

Trashrack

Sand Drain

De-silting Basin

Side Spillway

Debris

Canal Dimensions

(ms) Permeability

Stone Masonry Canal

in low head plant

Lining Types

partminus

minuspartpart

partpart+

IRnAQ = AVQ sdot=

hbA sdot=bh

hR21 +

)( mhbhA +=212

mhbhR++

Flow amp Debris

Power Canal

Cross Drain

Earth Canal

24 Head Tank

Site Selection

Hydraulic Design

V gt (Qmax) x (120 ~ 180)

Sand Flush Gate

Spillway

Sand Drain

Spillway

Trashracks

Intake

Trashrack

Sand Drain

De-silting Basin

Side Spillway

Sand Drain Gate

Spillway

Trashracks

30 ~ 50 cm

Penstock Gate

Air Vent Pipe

fffHgAQbe +++

sdotsdotsdot=

)(00680H

1 2 3 4 5 6 7 8 9 10 11 12

River Discharge

Irrigation water

Q(m3s)

25 Regulating Pond

dHHSdt

dHdHdV

)(6003)(

outin QHSdt

dHQ +sdot=6003

-10 -08 -06 -04 -02 00 02 04 06

2-unit operation

1-unit operation

Qin (m3s)

dHhour (mhour)

Example

Pipe φ = 15 cm L = 20 m

ffNfHgV

be +sdot++sdot

Open Slots

Sediments

015 10 15 251 0044 158 158 379 015 10 3 356 0063 227 227 545 015 20 15 206 0036 130 13 312 015 20 3 292 0052 187 187 449 015 30 15 179 0032 115 115 276 015 30 3 254 0045 162 162 389 015 40 15 161 0028 101 101 242 015 40 3 227 004 144 144 346 015 50 15 147 0026 94 94 226 015 50 3 208 0037 133 133 319 015 60 15 136 0024 86 86 206 015 60 3 192 0034 122 122 293

26 Penstock

Penstock Powerhouse

Static Head

Anchor Block

Spillway

Head Tank

Sand Drain Gate

Trashracks

FSWLMOL

Max Pressure Rise

50 ~ 100 m max

55ordm max

Hydraulic GradeLine

Type Features

l1l2L2φ1

Anchor Block

Saddle

bFille

(2) after 2nd phase

asdot+

sumsum=

)1(21 11

2 HgVasdotsdot

imicroψ sdot

minus= 1

=micro

2 HgVasdotsdot

0)21()442( 21

)(22 11

2)2( iB ρψ=

Penstock Powerhouse

Head Tank

0 2 4 6 8 10 12 14Time (sec)

Head loss

gvfh r 2

2 sdot=

))((sin342btfr θ=

Penstock

Anchor Block

Head TankTrashracks

Powerhouse

FSWL vin22g

vout22g

gvfh e 2

3 sdot=

fe = 025 fe = 02fe = 05

v2 v2 v2

25124 2

90()(163201310

5 sdotsdotsdot+=θ

gvfh gc 2

A1 A2θ

θ ordm

gvfh v 2

8 sdot=

gvfh b 2

(a) (b)

TWL FWLFreeboard

DrainageSystem

Firm Foundation

27 Powerhouse

Site Selection

(1) Access

(2) Foundation

(4) Drainage

Table of Contents

List of Tables

List of Figures










21 Head Works

22 De-silting Basin

23 Power Canal

24 Head Tank

25 Regulating Pond

26 Penstock

27 Powerhouse

Table










Figure





















Figure 142 Test Pit









































Figure 2313







Figure 261 Penstock







by Current Meter

3) Current Meter

v0606 d

Current Meter

① ② ③ ④ ⑤ ⑥ ⑦

v1 v2 v4 v5v6

d10 d11

b b b b b

Area and Velocity

AVQ sdot=

4) Float Method

AVcQ sdotsdot=

Velocity and Depth

L gt 3h gt 2hgt 2h

gt 4hh

by Weir

5) Weir Method

) Q = 515H2 + 419H + 098

Rating Curve

Velocit

rigban

lefban

1s 2n Av

StaEnAv

Gau RecorStaEnAv

CalcCheck

DISCHARGE

MeasureAre(m2 )

Tota(m2 )

Area 2 )

Outside

Dischar(m3 )

Inside

Averadischar

Averadepth

Widt(m)

Distance fro

Recorded Observ

DatMeasuremen

Calcualte

Curremete

Conditi

Water level

Discharge 3 s)

Coefficie

Measure

CalResu

WeathWind Wind

Ave velocity

Velocity

Velocit

Measuredepth Av2n

Head (m)

Discharge (m3s)

Penstock Powerhouse

Tailrace

HeadH (m)

Discharge Q (m3s)

η = 05~07

PresureGauge

Pressure Gauge

Distance Meter

Clinometer

Portable Compass

IrrigatedArea

IrrigationCanal

Powerhouse

Intake

5 6 7 8 9 10 11 12 1 2 3

Q (m3s)

River Discharge

4 52001 2002

(1) Topography

230 232 234 236 238 240 242

E (97deg xx min)

N (22de

about 344 m

Kyutaw Bridge

to Hsipaw

to Nam Lan

Kyutaw Chaung

Nam Pankan Chaung

Cart Track

No1 Branch point

No2 Branch point

No3 Branch point

No4 Branch point

Sink Hole

Head Pond

Powerhouse

HosangVillage

Nam Pankan Bridge

KyutawVillage

Figure 142 Test Pit

(2) Geology

Tributary

Potential Site-1

Potential Site-2L1

Main stream

Selection of Site

Basic Layout

Spillway

Sand Drain Gate

Spillway

Trashracks

Intake

Sand Drain Gate

De-silting Basin

Side Spillway

Power Canal

De-silting Basin

Intake

Head Tank Penstock

Powerhouse

Penstock

Anchor Block

Spillway

Head Tank

Sand Drain Gate

Trashracks

Powerhouse Tailrace

Min Discharge108 9 11 121 2 3 4 5 6 7

Firm Power Output

Demand Qmin

IrrigationD

Min Discharge1 2 3 4 10 115 6 7 8 9 12

(m3 s)

Max Power Output

Min Power Output

Irrigation

Head Tank

Penstock

Powerhouse

Tailrace

Intake

Penstock

Powerhouse

Tailrace

Head Tank

P Power output (kW)

)()()( 1 BGIAarea

)()()( 2 ABGIarea

Sandbar

　Intake (A)

times　Intake (B)

Location of Intake

21 Head Works

Site Selection

Sand Flush Gate

Spillway

Sand Drain Gate

Spillway

Trashracks

Intake

Sand Drain Gate

De-silting Basin

Side Spillway

Tyrolean Intake

Intake

De-silting

Sand Flush GateFlow

Intake

Flood Water Level

Weir Crest

Sand Flush Gate

Intake

10 ~15 m

Sand Flush Gate

Concrete gravity

Gabion

maintenance

Stone masonry

Intake

00 20 40 60 80 100Discharge (m3s)

WL (m)

Inflow intoIntake

Flow overSpillway

H FSWL

Sand Flush Gate EL3

Spillway

Intake EL 4

H Spillway EL1

Weir Profile

Intake

WLforebay is known

WL gt FSWL

Yes No

2) For pipe flow

LD(43)

Intake

AQe ++sdotsdot

sdot=1

entered the intake

Intake

De-silting Basin

Sand Flush Gate

Side Spil lway

Waterway

Intake Gate

Flood Water Level

Weir Crest EL5

Sand Flush Gate

Intake

De-silting Basin

Side Spillway

IntakeGate

EL31 n1

EL7 1 n2

Sand FlushGate

De -si l ting Basin

Side Spi l lway

Power C anal

Sand Drain Gate

Intake Gate

Intake

= (2 ~ 3) x depth x 03 01 = (6 ~ 9) x depth

Skimmer Wall

v = 05 ~ 10 ms

Flowθ

1 10 ~ 1 30

Trashracks

v lt 03msu

Slope 1 10 ~ 1 30

Side Spillway

22 De-silting Basin

05 ~ 10 mm

shuvL sdot= )3~2(

Sand Drain

Sand Drain Gate

Side Spillway

)()(841

L φφ minussdot

21121 )(tan3)(32whhH

minusminusminus

minusminus

minusminus= minusφ

H = h + Q 22g (B h )2 (m)

Flow h0h1hw

23 Power Canal

Route Selection

Sand Flush Gate

Spillway

Sand Drain

Spillway

Trashracks

Intake

Trashrack

Sand Drain

De-silting Basin

Side Spillway

Debris

Canal Dimensions

(ms) Permeability

Stone Masonry Canal

in low head plant

Lining Types

partminus

minuspartpart

partpart+

IRnAQ = AVQ sdot=

hbA sdot=bh

hR21 +

)( mhbhA +=212

mhbhR++

Flow amp Debris

Power Canal

Cross Drain

Earth Canal

24 Head Tank

Site Selection

Hydraulic Design

V gt (Qmax) x (120 ~ 180)

Sand Flush Gate

Spillway

Sand Drain

Spillway

Trashracks

Intake

Trashrack

Sand Drain

De-silting Basin

Side Spillway

Sand Drain Gate

Spillway

Trashracks

30 ~ 50 cm

Penstock Gate

Air Vent Pipe

fffHgAQbe +++

sdotsdotsdot=

)(00680H

1 2 3 4 5 6 7 8 9 10 11 12

River Discharge

Irrigation water

Q(m3s)

25 Regulating Pond

dHHSdt

dHdHdV

)(6003)(

outin QHSdt

dHQ +sdot=6003

-10 -08 -06 -04 -02 00 02 04 06

2-unit operation

1-unit operation

Qin (m3s)

dHhour (mhour)

Example

Pipe φ = 15 cm L = 20 m

ffNfHgV

be +sdot++sdot

Open Slots

Sediments

015 10 15 251 0044 158 158 379 015 10 3 356 0063 227 227 545 015 20 15 206 0036 130 13 312 015 20 3 292 0052 187 187 449 015 30 15 179 0032 115 115 276 015 30 3 254 0045 162 162 389 015 40 15 161 0028 101 101 242 015 40 3 227 004 144 144 346 015 50 15 147 0026 94 94 226 015 50 3 208 0037 133 133 319 015 60 15 136 0024 86 86 206 015 60 3 192 0034 122 122 293

26 Penstock

Penstock Powerhouse

Static Head

Anchor Block

Spillway

Head Tank

Sand Drain Gate

Trashracks

FSWLMOL

Max Pressure Rise

50 ~ 100 m max

55ordm max

Hydraulic GradeLine

Type Features

l1l2L2φ1

Anchor Block

Saddle

bFille

(2) after 2nd phase

asdot+

sumsum=

)1(21 11

2 HgVasdotsdot

imicroψ sdot

minus= 1

=micro

2 HgVasdotsdot

0)21()442( 21

)(22 11

2)2( iB ρψ=

Penstock Powerhouse

Head Tank

0 2 4 6 8 10 12 14Time (sec)

Head loss

gvfh r 2

2 sdot=

))((sin342btfr θ=

Penstock

Anchor Block

Head TankTrashracks

Powerhouse

FSWL vin22g

vout22g

gvfh e 2

3 sdot=

fe = 025 fe = 02fe = 05

v2 v2 v2

25124 2

90()(163201310

5 sdotsdotsdot+=θ

gvfh gc 2

A1 A2θ

θ ordm

gvfh v 2

8 sdot=

gvfh b 2

(a) (b)

TWL FWLFreeboard

DrainageSystem

Firm Foundation

27 Powerhouse

Site Selection

(1) Access

(2) Foundation

(4) Drainage

Table of Contents

List of Tables

List of Figures










21 Head Works

22 De-silting Basin

23 Power Canal

24 Head Tank

25 Regulating Pond

26 Penstock

27 Powerhouse

Table










Figure





















Figure 142 Test Pit









































Figure 2313







Figure 261 Penstock







by Current Meter

3) Current Meter

v0606 d

Current Meter

① ② ③ ④ ⑤ ⑥ ⑦

v1 v2 v4 v5v6

d10 d11

b b b b b

Area and Velocity

AVQ sdot=

4) Float Method

AVcQ sdotsdot=

Velocity and Depth

L gt 3h gt 2hgt 2h

gt 4hh

by Weir

5) Weir Method

) Q = 515H2 + 419H + 098

Rating Curve

Velocit

rigban

lefban

1s 2n Av

StaEnAv

Gau RecorStaEnAv

CalcCheck

DISCHARGE

MeasureAre(m2 )

Tota(m2 )

Area 2 )

Outside

Dischar(m3 )

Inside

Averadischar

Averadepth

Widt(m)

Distance fro

Recorded Observ

DatMeasuremen

Calcualte

Curremete

Conditi

Water level

Discharge 3 s)

Coefficie

Measure

CalResu

WeathWind Wind

Ave velocity

Velocity

Velocit

Measuredepth Av2n

Head (m)

Discharge (m3s)

Penstock Powerhouse

Tailrace

HeadH (m)

Discharge Q (m3s)

η = 05~07

PresureGauge

Pressure Gauge

Distance Meter

Clinometer

Portable Compass

IrrigatedArea

IrrigationCanal

Powerhouse

Intake

5 6 7 8 9 10 11 12 1 2 3

Q (m3s)

River Discharge

4 52001 2002

(1) Topography

230 232 234 236 238 240 242

E (97deg xx min)

N (22de

about 344 m

Kyutaw Bridge

to Hsipaw

to Nam Lan

Kyutaw Chaung

Nam Pankan Chaung

Cart Track

No1 Branch point

No2 Branch point

No3 Branch point

No4 Branch point

Sink Hole

Head Pond

Powerhouse

HosangVillage

Nam Pankan Bridge

KyutawVillage

Figure 142 Test Pit

(2) Geology

Tributary

Potential Site-1

Potential Site-2L1

Main stream

Selection of Site

Basic Layout

Spillway

Sand Drain Gate

Spillway

Trashracks

Intake

Sand Drain Gate

De-silting Basin

Side Spillway

Power Canal

De-silting Basin

Intake

Head Tank Penstock

Powerhouse

Penstock

Anchor Block

Spillway

Head Tank

Sand Drain Gate

Trashracks

Powerhouse Tailrace

Min Discharge108 9 11 121 2 3 4 5 6 7

Firm Power Output

Demand Qmin

IrrigationD

Min Discharge1 2 3 4 10 115 6 7 8 9 12

(m3 s)

Max Power Output

Min Power Output

Irrigation

Head Tank

Penstock

Powerhouse

Tailrace

Intake

Penstock

Powerhouse

Tailrace

Head Tank

P Power output (kW)

)()()( 1 BGIAarea

)()()( 2 ABGIarea

Sandbar

　Intake (A)

times　Intake (B)

Location of Intake

21 Head Works

Site Selection

Sand Flush Gate

Spillway

Sand Drain Gate

Spillway

Trashracks

Intake

Sand Drain Gate

De-silting Basin

Side Spillway

Tyrolean Intake

Intake

De-silting

Sand Flush GateFlow

Intake

Flood Water Level

Weir Crest

Sand Flush Gate

Intake

10 ~15 m

Sand Flush Gate

Concrete gravity

Gabion

maintenance

Stone masonry

Intake

00 20 40 60 80 100Discharge (m3s)

WL (m)

Inflow intoIntake

Flow overSpillway

H FSWL

Sand Flush Gate EL3

Spillway

Intake EL 4

H Spillway EL1

Weir Profile

Intake

WLforebay is known

WL gt FSWL

Yes No

2) For pipe flow

LD(43)

Intake

AQe ++sdotsdot

sdot=1

entered the intake

Intake

De-silting Basin

Sand Flush Gate

Side Spil lway

Waterway

Intake Gate

Flood Water Level

Weir Crest EL5

Sand Flush Gate

Intake

De-silting Basin

Side Spillway

IntakeGate

EL31 n1

EL7 1 n2

Sand FlushGate

De -si l ting Basin

Side Spi l lway

Power C anal

Sand Drain Gate

Intake Gate

Intake

= (2 ~ 3) x depth x 03 01 = (6 ~ 9) x depth

Skimmer Wall

v = 05 ~ 10 ms

Flowθ

1 10 ~ 1 30

Trashracks

v lt 03msu

Slope 1 10 ~ 1 30

Side Spillway

22 De-silting Basin

05 ~ 10 mm

shuvL sdot= )3~2(

Sand Drain

Sand Drain Gate

Side Spillway

)()(841

L φφ minussdot

21121 )(tan3)(32whhH

minusminusminus

minusminus

minusminus= minusφ

H = h + Q 22g (B h )2 (m)

Flow h0h1hw

23 Power Canal

Route Selection

Sand Flush Gate

Spillway

Sand Drain

Spillway

Trashracks

Intake

Trashrack

Sand Drain

De-silting Basin

Side Spillway

Debris

Canal Dimensions

(ms) Permeability

Stone Masonry Canal

in low head plant

Lining Types

partminus

minuspartpart

partpart+

IRnAQ = AVQ sdot=

hbA sdot=bh

hR21 +

)( mhbhA +=212

mhbhR++

Flow amp Debris

Power Canal

Cross Drain

Earth Canal

24 Head Tank

Site Selection

Hydraulic Design

V gt (Qmax) x (120 ~ 180)

Sand Flush Gate

Spillway

Sand Drain

Spillway

Trashracks

Intake

Trashrack

Sand Drain

De-silting Basin

Side Spillway

Sand Drain Gate

Spillway

Trashracks

30 ~ 50 cm

Penstock Gate

Air Vent Pipe

fffHgAQbe +++

sdotsdotsdot=

)(00680H

1 2 3 4 5 6 7 8 9 10 11 12

River Discharge

Irrigation water

Q(m3s)

25 Regulating Pond

dHHSdt

dHdHdV

)(6003)(

outin QHSdt

dHQ +sdot=6003

-10 -08 -06 -04 -02 00 02 04 06

2-unit operation

1-unit operation

Qin (m3s)

dHhour (mhour)

Example

Pipe φ = 15 cm L = 20 m

ffNfHgV

be +sdot++sdot

Open Slots

Sediments

015 10 15 251 0044 158 158 379 015 10 3 356 0063 227 227 545 015 20 15 206 0036 130 13 312 015 20 3 292 0052 187 187 449 015 30 15 179 0032 115 115 276 015 30 3 254 0045 162 162 389 015 40 15 161 0028 101 101 242 015 40 3 227 004 144 144 346 015 50 15 147 0026 94 94 226 015 50 3 208 0037 133 133 319 015 60 15 136 0024 86 86 206 015 60 3 192 0034 122 122 293

26 Penstock

Penstock Powerhouse

Static Head

Anchor Block

Spillway

Head Tank

Sand Drain Gate

Trashracks

FSWLMOL

Max Pressure Rise

50 ~ 100 m max

55ordm max

Hydraulic GradeLine

Type Features

l1l2L2φ1

Anchor Block

Saddle

bFille

(2) after 2nd phase

asdot+

sumsum=

)1(21 11

2 HgVasdotsdot

imicroψ sdot

minus= 1

=micro

2 HgVasdotsdot

0)21()442( 21

)(22 11

2)2( iB ρψ=

Penstock Powerhouse

Head Tank

0 2 4 6 8 10 12 14Time (sec)

Head loss

gvfh r 2

2 sdot=

))((sin342btfr θ=

Penstock

Anchor Block

Head TankTrashracks

Powerhouse

FSWL vin22g

vout22g

gvfh e 2

3 sdot=

fe = 025 fe = 02fe = 05

v2 v2 v2

25124 2

90()(163201310

5 sdotsdotsdot+=θ

gvfh gc 2

A1 A2θ

θ ordm

gvfh v 2

8 sdot=

gvfh b 2

(a) (b)

TWL FWLFreeboard

DrainageSystem

Firm Foundation

27 Powerhouse

Site Selection

(1) Access

(2) Foundation

(4) Drainage

Table of Contents

List of Tables

List of Figures










21 Head Works

22 De-silting Basin

23 Power Canal

24 Head Tank

25 Regulating Pond

26 Penstock

27 Powerhouse

Table










Figure





















Figure 142 Test Pit









































Figure 2313







Figure 261 Penstock







v0606 d

Current Meter

① ② ③ ④ ⑤ ⑥ ⑦

v1 v2 v4 v5v6

d10 d11

b b b b b

Area and Velocity

AVQ sdot=

4) Float Method

AVcQ sdotsdot=

Velocity and Depth

L gt 3h gt 2hgt 2h

gt 4hh

by Weir

5) Weir Method

) Q = 515H2 + 419H + 098

Rating Curve

Velocit

rigban

lefban

1s 2n Av

StaEnAv

Gau RecorStaEnAv

CalcCheck

DISCHARGE

MeasureAre(m2 )

Tota(m2 )

Area 2 )

Outside

Dischar(m3 )

Inside

Averadischar

Averadepth

Widt(m)

Distance fro

Recorded Observ

DatMeasuremen

Calcualte

Curremete

Conditi

Water level

Discharge 3 s)

Coefficie

Measure

CalResu

WeathWind Wind

Ave velocity

Velocity

Velocit

Measuredepth Av2n

Head (m)

Discharge (m3s)

Penstock Powerhouse

Tailrace

HeadH (m)

Discharge Q (m3s)

η = 05~07

PresureGauge

Pressure Gauge

Distance Meter

Clinometer

Portable Compass

IrrigatedArea

IrrigationCanal

Powerhouse

Intake

5 6 7 8 9 10 11 12 1 2 3

Q (m3s)

River Discharge

4 52001 2002

(1) Topography

230 232 234 236 238 240 242

E (97deg xx min)

N (22de

about 344 m

Kyutaw Bridge

to Hsipaw

to Nam Lan

Kyutaw Chaung

Nam Pankan Chaung

Cart Track

No1 Branch point

No2 Branch point

No3 Branch point

No4 Branch point

Sink Hole

Head Pond

Powerhouse

HosangVillage

Nam Pankan Bridge

KyutawVillage

Figure 142 Test Pit

(2) Geology

Tributary

Potential Site-1

Potential Site-2L1

Main stream

Selection of Site

Basic Layout

Spillway

Sand Drain Gate

Spillway

Trashracks

Intake

Sand Drain Gate

De-silting Basin

Side Spillway

Power Canal

De-silting Basin

Intake

Head Tank Penstock

Powerhouse

Penstock

Anchor Block

Spillway

Head Tank

Sand Drain Gate

Trashracks

Powerhouse Tailrace

Min Discharge108 9 11 121 2 3 4 5 6 7

Firm Power Output

Demand Qmin

IrrigationD

Min Discharge1 2 3 4 10 115 6 7 8 9 12

(m3 s)

Max Power Output

Min Power Output

Irrigation

Head Tank

Penstock

Powerhouse

Tailrace

Intake

Penstock

Powerhouse

Tailrace

Head Tank

P Power output (kW)

)()()( 1 BGIAarea

)()()( 2 ABGIarea

Sandbar

　Intake (A)

times　Intake (B)

Location of Intake

21 Head Works

Site Selection

Sand Flush Gate

Spillway

Sand Drain Gate

Spillway

Trashracks

Intake

Sand Drain Gate

De-silting Basin

Side Spillway

Tyrolean Intake

Intake

De-silting

Sand Flush GateFlow

Intake

Flood Water Level

Weir Crest

Sand Flush Gate

Intake

10 ~15 m

Sand Flush Gate

Concrete gravity

Gabion

maintenance

Stone masonry

Intake

00 20 40 60 80 100Discharge (m3s)

WL (m)

Inflow intoIntake

Flow overSpillway

H FSWL

Sand Flush Gate EL3

Spillway

Intake EL 4

H Spillway EL1

Weir Profile

Intake

WLforebay is known

WL gt FSWL

Yes No

2) For pipe flow

LD(43)

Intake

AQe ++sdotsdot

sdot=1

entered the intake

Intake

De-silting Basin

Sand Flush Gate

Side Spil lway

Waterway

Intake Gate

Flood Water Level

Weir Crest EL5

Sand Flush Gate

Intake

De-silting Basin

Side Spillway

IntakeGate

EL31 n1

EL7 1 n2

Sand FlushGate

De -si l ting Basin

Side Spi l lway

Power C anal

Sand Drain Gate

Intake Gate

Intake

= (2 ~ 3) x depth x 03 01 = (6 ~ 9) x depth

Skimmer Wall

v = 05 ~ 10 ms

Flowθ

1 10 ~ 1 30

Trashracks

v lt 03msu

Slope 1 10 ~ 1 30

Side Spillway

22 De-silting Basin

05 ~ 10 mm

shuvL sdot= )3~2(

Sand Drain

Sand Drain Gate

Side Spillway

)()(841

L φφ minussdot

21121 )(tan3)(32whhH

minusminusminus

minusminus

minusminus= minusφ

H = h + Q 22g (B h )2 (m)

Flow h0h1hw

23 Power Canal

Route Selection

Sand Flush Gate

Spillway

Sand Drain

Spillway

Trashracks

Intake

Trashrack

Sand Drain

De-silting Basin

Side Spillway

Debris

Canal Dimensions

(ms) Permeability

Stone Masonry Canal

in low head plant

Lining Types

partminus

minuspartpart

partpart+

IRnAQ = AVQ sdot=

hbA sdot=bh

hR21 +

)( mhbhA +=212

mhbhR++

Flow amp Debris

Power Canal

Cross Drain

Earth Canal

24 Head Tank

Site Selection

Hydraulic Design

V gt (Qmax) x (120 ~ 180)

Sand Flush Gate

Spillway

Sand Drain

Spillway

Trashracks

Intake

Trashrack

Sand Drain

De-silting Basin

Side Spillway

Sand Drain Gate

Spillway

Trashracks

30 ~ 50 cm

Penstock Gate

Air Vent Pipe

fffHgAQbe +++

sdotsdotsdot=

)(00680H

1 2 3 4 5 6 7 8 9 10 11 12

River Discharge

Irrigation water

Q(m3s)

25 Regulating Pond

dHHSdt

dHdHdV

)(6003)(

outin QHSdt

dHQ +sdot=6003

-10 -08 -06 -04 -02 00 02 04 06

2-unit operation

1-unit operation

Qin (m3s)

dHhour (mhour)

Example

Pipe φ = 15 cm L = 20 m

ffNfHgV

be +sdot++sdot

Open Slots

Sediments

015 10 15 251 0044 158 158 379 015 10 3 356 0063 227 227 545 015 20 15 206 0036 130 13 312 015 20 3 292 0052 187 187 449 015 30 15 179 0032 115 115 276 015 30 3 254 0045 162 162 389 015 40 15 161 0028 101 101 242 015 40 3 227 004 144 144 346 015 50 15 147 0026 94 94 226 015 50 3 208 0037 133 133 319 015 60 15 136 0024 86 86 206 015 60 3 192 0034 122 122 293

26 Penstock

Penstock Powerhouse

Static Head

Anchor Block

Spillway

Head Tank

Sand Drain Gate

Trashracks

FSWLMOL

Max Pressure Rise

50 ~ 100 m max

55ordm max

Hydraulic GradeLine

Type Features

l1l2L2φ1

Anchor Block

Saddle

bFille

(2) after 2nd phase

asdot+

sumsum=

)1(21 11

2 HgVasdotsdot

imicroψ sdot

minus= 1

=micro

2 HgVasdotsdot

0)21()442( 21

)(22 11

2)2( iB ρψ=

Penstock Powerhouse

Head Tank

0 2 4 6 8 10 12 14Time (sec)

Head loss

gvfh r 2

2 sdot=

))((sin342btfr θ=

Penstock

Anchor Block

Head TankTrashracks

Powerhouse

FSWL vin22g

vout22g

gvfh e 2

3 sdot=

fe = 025 fe = 02fe = 05

v2 v2 v2

25124 2

90()(163201310

5 sdotsdotsdot+=θ

gvfh gc 2

A1 A2θ

θ ordm

gvfh v 2

8 sdot=

gvfh b 2

(a) (b)

TWL FWLFreeboard

DrainageSystem

Firm Foundation

27 Powerhouse

Site Selection

(1) Access

(2) Foundation

(4) Drainage

Table of Contents

List of Tables

List of Figures










21 Head Works

22 De-silting Basin

23 Power Canal

24 Head Tank

25 Regulating Pond

26 Penstock

27 Powerhouse

Table










Figure





















Figure 142 Test Pit









































Figure 2313







Figure 261 Penstock







L gt 3h gt 2hgt 2h

gt 4hh

by Weir

5) Weir Method

) Q = 515H2 + 419H + 098

Rating Curve

Velocit

rigban

lefban

1s 2n Av

StaEnAv

Gau RecorStaEnAv

CalcCheck

DISCHARGE

MeasureAre(m2 )

Tota(m2 )

Area 2 )

Outside

Dischar(m3 )

Inside

Averadischar

Averadepth

Widt(m)

Distance fro

Recorded Observ

DatMeasuremen

Calcualte

Curremete

Conditi

Water level

Discharge 3 s)

Coefficie

Measure

CalResu

WeathWind Wind

Ave velocity

Velocity

Velocit

Measuredepth Av2n

Head (m)

Discharge (m3s)

Penstock Powerhouse

Tailrace

HeadH (m)

Discharge Q (m3s)

η = 05~07

PresureGauge

Pressure Gauge

Distance Meter

Clinometer

Portable Compass

IrrigatedArea

IrrigationCanal

Powerhouse

Intake

5 6 7 8 9 10 11 12 1 2 3

Q (m3s)

River Discharge

4 52001 2002

(1) Topography

230 232 234 236 238 240 242

E (97deg xx min)

N (22de

about 344 m

Kyutaw Bridge

to Hsipaw

to Nam Lan

Kyutaw Chaung

Nam Pankan Chaung

Cart Track

No1 Branch point

No2 Branch point

No3 Branch point

No4 Branch point

Sink Hole

Head Pond

Powerhouse

HosangVillage

Nam Pankan Bridge

KyutawVillage

Figure 142 Test Pit

(2) Geology

Tributary

Potential Site-1

Potential Site-2L1

Main stream

Selection of Site

Basic Layout

Spillway

Sand Drain Gate

Spillway

Trashracks

Intake

Sand Drain Gate

De-silting Basin

Side Spillway

Power Canal

De-silting Basin

Intake

Head Tank Penstock

Powerhouse

Penstock

Anchor Block

Spillway

Head Tank

Sand Drain Gate

Trashracks

Powerhouse Tailrace

Min Discharge108 9 11 121 2 3 4 5 6 7

Firm Power Output

Demand Qmin

IrrigationD

Min Discharge1 2 3 4 10 115 6 7 8 9 12

(m3 s)

Max Power Output

Min Power Output

Irrigation

Head Tank

Penstock

Powerhouse

Tailrace

Intake

Penstock

Powerhouse

Tailrace

Head Tank

P Power output (kW)

)()()( 1 BGIAarea

)()()( 2 ABGIarea

Sandbar

　Intake (A)

times　Intake (B)

Location of Intake

21 Head Works

Site Selection

Sand Flush Gate

Spillway

Sand Drain Gate

Spillway

Trashracks

Intake

Sand Drain Gate

De-silting Basin

Side Spillway

Tyrolean Intake

Intake

De-silting

Sand Flush GateFlow

Intake

Flood Water Level

Weir Crest

Sand Flush Gate

Intake

10 ~15 m

Sand Flush Gate

Concrete gravity

Gabion

maintenance

Stone masonry

Intake

00 20 40 60 80 100Discharge (m3s)

WL (m)

Inflow intoIntake

Flow overSpillway

H FSWL

Sand Flush Gate EL3

Spillway

Intake EL 4

H Spillway EL1

Weir Profile

Intake

WLforebay is known

WL gt FSWL

Yes No

2) For pipe flow

LD(43)

Intake

AQe ++sdotsdot

sdot=1

entered the intake

Intake

De-silting Basin

Sand Flush Gate

Side Spil lway

Waterway

Intake Gate

Flood Water Level

Weir Crest EL5

Sand Flush Gate

Intake

De-silting Basin

Side Spillway

IntakeGate

EL31 n1

EL7 1 n2

Sand FlushGate

De -si l ting Basin

Side Spi l lway

Power C anal

Sand Drain Gate

Intake Gate

Intake

= (2 ~ 3) x depth x 03 01 = (6 ~ 9) x depth

Skimmer Wall

v = 05 ~ 10 ms

Flowθ

1 10 ~ 1 30

Trashracks

v lt 03msu

Slope 1 10 ~ 1 30

Side Spillway

22 De-silting Basin

05 ~ 10 mm

shuvL sdot= )3~2(

Sand Drain

Sand Drain Gate

Side Spillway

)()(841

L φφ minussdot

21121 )(tan3)(32whhH

minusminusminus

minusminus

minusminus= minusφ

H = h + Q 22g (B h )2 (m)

Flow h0h1hw

23 Power Canal

Route Selection

Sand Flush Gate

Spillway

Sand Drain

Spillway

Trashracks

Intake

Trashrack

Sand Drain

De-silting Basin

Side Spillway

Debris

Canal Dimensions

(ms) Permeability

Stone Masonry Canal

in low head plant

Lining Types

partminus

minuspartpart

partpart+

IRnAQ = AVQ sdot=

hbA sdot=bh

hR21 +

)( mhbhA +=212

mhbhR++

Flow amp Debris

Power Canal

Cross Drain

Earth Canal

24 Head Tank

Site Selection

Hydraulic Design

V gt (Qmax) x (120 ~ 180)

Sand Flush Gate

Spillway

Sand Drain

Spillway

Trashracks

Intake

Trashrack

Sand Drain

De-silting Basin

Side Spillway

Sand Drain Gate

Spillway

Trashracks

30 ~ 50 cm

Penstock Gate

Air Vent Pipe

fffHgAQbe +++

sdotsdotsdot=

)(00680H

1 2 3 4 5 6 7 8 9 10 11 12

River Discharge

Irrigation water

Q(m3s)

25 Regulating Pond

dHHSdt

dHdHdV

)(6003)(

outin QHSdt

dHQ +sdot=6003

-10 -08 -06 -04 -02 00 02 04 06

2-unit operation

1-unit operation

Qin (m3s)

dHhour (mhour)

Example

Pipe φ = 15 cm L = 20 m

ffNfHgV

be +sdot++sdot

Open Slots

Sediments

015 10 15 251 0044 158 158 379 015 10 3 356 0063 227 227 545 015 20 15 206 0036 130 13 312 015 20 3 292 0052 187 187 449 015 30 15 179 0032 115 115 276 015 30 3 254 0045 162 162 389 015 40 15 161 0028 101 101 242 015 40 3 227 004 144 144 346 015 50 15 147 0026 94 94 226 015 50 3 208 0037 133 133 319 015 60 15 136 0024 86 86 206 015 60 3 192 0034 122 122 293

26 Penstock

Penstock Powerhouse

Static Head

Anchor Block

Spillway

Head Tank

Sand Drain Gate

Trashracks

FSWLMOL

Max Pressure Rise

50 ~ 100 m max

55ordm max

Hydraulic GradeLine

Type Features

l1l2L2φ1

Anchor Block

Saddle

bFille

(2) after 2nd phase

asdot+

sumsum=

)1(21 11

2 HgVasdotsdot

imicroψ sdot

minus= 1

=micro

2 HgVasdotsdot

0)21()442( 21

)(22 11

2)2( iB ρψ=

Penstock Powerhouse

Head Tank

0 2 4 6 8 10 12 14Time (sec)

Head loss

gvfh r 2

2 sdot=

))((sin342btfr θ=

Penstock

Anchor Block

Head TankTrashracks

Powerhouse

FSWL vin22g

vout22g

gvfh e 2

3 sdot=

fe = 025 fe = 02fe = 05

v2 v2 v2

25124 2

90()(163201310

5 sdotsdotsdot+=θ

gvfh gc 2

A1 A2θ

θ ordm

gvfh v 2

8 sdot=

gvfh b 2

(a) (b)

TWL FWLFreeboard

DrainageSystem

Firm Foundation

27 Powerhouse

Site Selection

(1) Access

(2) Foundation

(4) Drainage

Table of Contents

List of Tables

List of Figures










21 Head Works

22 De-silting Basin

23 Power Canal

24 Head Tank

25 Regulating Pond

26 Penstock

27 Powerhouse

Table










Figure





















Figure 142 Test Pit









































Figure 2313







Figure 261 Penstock







Velocit

rigban

lefban

1s 2n Av

StaEnAv

Gau RecorStaEnAv

CalcCheck

DISCHARGE

MeasureAre(m2 )

Tota(m2 )

Area 2 )

Outside

Dischar(m3 )

Inside

Averadischar

Averadepth

Widt(m)

Distance fro

Recorded Observ

DatMeasuremen

Calcualte

Curremete

Conditi

Water level

Discharge 3 s)

Coefficie

Measure

CalResu

WeathWind Wind

Ave velocity

Velocity

Velocit

Measuredepth Av2n

Head (m)

Discharge (m3s)

Penstock Powerhouse

Tailrace

HeadH (m)

Discharge Q (m3s)

η = 05~07

PresureGauge

Pressure Gauge

Distance Meter

Clinometer

Portable Compass

IrrigatedArea

IrrigationCanal

Powerhouse

Intake

5 6 7 8 9 10 11 12 1 2 3

Q (m3s)

River Discharge

4 52001 2002

(1) Topography

230 232 234 236 238 240 242

E (97deg xx min)

N (22de

about 344 m

Kyutaw Bridge

to Hsipaw

to Nam Lan

Kyutaw Chaung

Nam Pankan Chaung

Cart Track

No1 Branch point

No2 Branch point

No3 Branch point

No4 Branch point

Sink Hole

Head Pond

Powerhouse

HosangVillage

Nam Pankan Bridge

KyutawVillage

Figure 142 Test Pit

(2) Geology

Tributary

Potential Site-1

Potential Site-2L1

Main stream

Selection of Site

Basic Layout

Spillway

Sand Drain Gate

Spillway

Trashracks

Intake

Sand Drain Gate

De-silting Basin

Side Spillway

Power Canal

De-silting Basin

Intake

Head Tank Penstock

Powerhouse

Penstock

Anchor Block

Spillway

Head Tank

Sand Drain Gate

Trashracks

Powerhouse Tailrace

Min Discharge108 9 11 121 2 3 4 5 6 7

Firm Power Output

Demand Qmin

IrrigationD

Min Discharge1 2 3 4 10 115 6 7 8 9 12

(m3 s)

Max Power Output

Min Power Output

Irrigation

Head Tank

Penstock

Powerhouse

Tailrace

Intake

Penstock

Powerhouse

Tailrace

Head Tank

P Power output (kW)

)()()( 1 BGIAarea

)()()( 2 ABGIarea

Sandbar

　Intake (A)

times　Intake (B)

Location of Intake

21 Head Works

Site Selection

Sand Flush Gate

Spillway

Sand Drain Gate

Spillway

Trashracks

Intake

Sand Drain Gate

De-silting Basin

Side Spillway

Tyrolean Intake

Intake

De-silting

Sand Flush GateFlow

Intake

Flood Water Level

Weir Crest

Sand Flush Gate

Intake

10 ~15 m

Sand Flush Gate

Concrete gravity

Gabion

maintenance

Stone masonry

Intake

00 20 40 60 80 100Discharge (m3s)

WL (m)

Inflow intoIntake

Flow overSpillway

H FSWL

Sand Flush Gate EL3

Spillway

Intake EL 4

H Spillway EL1

Weir Profile

Intake

WLforebay is known

WL gt FSWL

Yes No

2) For pipe flow

LD(43)

Intake

AQe ++sdotsdot

sdot=1

entered the intake

Intake

De-silting Basin

Sand Flush Gate

Side Spil lway

Waterway

Intake Gate

Flood Water Level

Weir Crest EL5

Sand Flush Gate

Intake

De-silting Basin

Side Spillway

IntakeGate

EL31 n1

EL7 1 n2

Sand FlushGate

De -si l ting Basin

Side Spi l lway

Power C anal

Sand Drain Gate

Intake Gate

Intake

= (2 ~ 3) x depth x 03 01 = (6 ~ 9) x depth

Skimmer Wall

v = 05 ~ 10 ms

Flowθ

1 10 ~ 1 30

Trashracks

v lt 03msu

Slope 1 10 ~ 1 30

Side Spillway

22 De-silting Basin

05 ~ 10 mm

shuvL sdot= )3~2(

Sand Drain

Sand Drain Gate

Side Spillway

)()(841

L φφ minussdot

21121 )(tan3)(32whhH

minusminusminus

minusminus

minusminus= minusφ

H = h + Q 22g (B h )2 (m)

Flow h0h1hw

23 Power Canal

Route Selection

Sand Flush Gate

Spillway

Sand Drain

Spillway

Trashracks

Intake

Trashrack

Sand Drain

De-silting Basin

Side Spillway

Debris

Canal Dimensions

(ms) Permeability

Stone Masonry Canal

in low head plant

Lining Types

partminus

minuspartpart

partpart+

IRnAQ = AVQ sdot=

hbA sdot=bh

hR21 +

)( mhbhA +=212

mhbhR++

Flow amp Debris

Power Canal

Cross Drain

Earth Canal

24 Head Tank

Site Selection

Hydraulic Design

V gt (Qmax) x (120 ~ 180)

Sand Flush Gate

Spillway

Sand Drain

Spillway

Trashracks

Intake

Trashrack

Sand Drain

De-silting Basin

Side Spillway

Sand Drain Gate

Spillway

Trashracks

30 ~ 50 cm

Penstock Gate

Air Vent Pipe

fffHgAQbe +++

sdotsdotsdot=

)(00680H

1 2 3 4 5 6 7 8 9 10 11 12

River Discharge

Irrigation water

Q(m3s)

25 Regulating Pond

dHHSdt

dHdHdV

)(6003)(

outin QHSdt

dHQ +sdot=6003

-10 -08 -06 -04 -02 00 02 04 06

2-unit operation

1-unit operation

Qin (m3s)

dHhour (mhour)

Example

Pipe φ = 15 cm L = 20 m

ffNfHgV

be +sdot++sdot

Open Slots

Sediments

015 10 15 251 0044 158 158 379 015 10 3 356 0063 227 227 545 015 20 15 206 0036 130 13 312 015 20 3 292 0052 187 187 449 015 30 15 179 0032 115 115 276 015 30 3 254 0045 162 162 389 015 40 15 161 0028 101 101 242 015 40 3 227 004 144 144 346 015 50 15 147 0026 94 94 226 015 50 3 208 0037 133 133 319 015 60 15 136 0024 86 86 206 015 60 3 192 0034 122 122 293

26 Penstock

Penstock Powerhouse

Static Head

Anchor Block

Spillway

Head Tank

Sand Drain Gate

Trashracks

FSWLMOL

Max Pressure Rise

50 ~ 100 m max

55ordm max

Hydraulic GradeLine

Type Features

l1l2L2φ1

Anchor Block

Saddle

bFille

(2) after 2nd phase

asdot+

sumsum=

)1(21 11

2 HgVasdotsdot

imicroψ sdot

minus= 1

=micro

2 HgVasdotsdot

0)21()442( 21

)(22 11

2)2( iB ρψ=

Penstock Powerhouse

Head Tank

0 2 4 6 8 10 12 14Time (sec)

Head loss

gvfh r 2

2 sdot=

))((sin342btfr θ=

Penstock

Anchor Block

Head TankTrashracks

Powerhouse

FSWL vin22g

vout22g

gvfh e 2

3 sdot=

fe = 025 fe = 02fe = 05

v2 v2 v2

25124 2

90()(163201310

5 sdotsdotsdot+=θ

gvfh gc 2

A1 A2θ

θ ordm

gvfh v 2

8 sdot=

gvfh b 2

(a) (b)

TWL FWLFreeboard

DrainageSystem

Firm Foundation

27 Powerhouse

Site Selection

(1) Access

(2) Foundation

(4) Drainage

Table of Contents

List of Tables

List of Figures










21 Head Works

22 De-silting Basin

23 Power Canal

24 Head Tank

25 Regulating Pond

26 Penstock

27 Powerhouse

Table










Figure





















Figure 142 Test Pit









































Figure 2313







Figure 261 Penstock







Head (m)

Discharge (m3s)

Penstock Powerhouse

Tailrace

HeadH (m)

Discharge Q (m3s)

η = 05~07

PresureGauge

Pressure Gauge

Distance Meter

Clinometer

Portable Compass

IrrigatedArea

IrrigationCanal

Powerhouse

Intake

5 6 7 8 9 10 11 12 1 2 3

Q (m3s)

River Discharge

4 52001 2002

(1) Topography

230 232 234 236 238 240 242

E (97deg xx min)

N (22de

about 344 m

Kyutaw Bridge

to Hsipaw

to Nam Lan

Kyutaw Chaung

Nam Pankan Chaung

Cart Track

No1 Branch point

No2 Branch point

No3 Branch point

No4 Branch point

Sink Hole

Head Pond

Powerhouse

HosangVillage

Nam Pankan Bridge

KyutawVillage

Figure 142 Test Pit

(2) Geology

Tributary

Potential Site-1

Potential Site-2L1

Main stream

Selection of Site

Basic Layout

Spillway

Sand Drain Gate

Spillway

Trashracks

Intake

Sand Drain Gate

De-silting Basin

Side Spillway

Power Canal

De-silting Basin

Intake

Head Tank Penstock

Powerhouse

Penstock

Anchor Block

Spillway

Head Tank

Sand Drain Gate

Trashracks

Powerhouse Tailrace

Min Discharge108 9 11 121 2 3 4 5 6 7

Firm Power Output

Demand Qmin

IrrigationD

Min Discharge1 2 3 4 10 115 6 7 8 9 12

(m3 s)

Max Power Output

Min Power Output

Irrigation

Head Tank

Penstock

Powerhouse

Tailrace

Intake

Penstock

Powerhouse

Tailrace

Head Tank

P Power output (kW)

)()()( 1 BGIAarea

)()()( 2 ABGIarea

Sandbar

　Intake (A)

times　Intake (B)

Location of Intake

21 Head Works

Site Selection

Sand Flush Gate

Spillway

Sand Drain Gate

Spillway

Trashracks

Intake

Sand Drain Gate

De-silting Basin

Side Spillway

Tyrolean Intake

Intake

De-silting

Sand Flush GateFlow

Intake

Flood Water Level

Weir Crest

Sand Flush Gate

Intake

10 ~15 m

Sand Flush Gate

Concrete gravity

Gabion

maintenance

Stone masonry

Intake

00 20 40 60 80 100Discharge (m3s)

WL (m)

Inflow intoIntake

Flow overSpillway

H FSWL

Sand Flush Gate EL3

Spillway

Intake EL 4

H Spillway EL1

Weir Profile

Intake

WLforebay is known

WL gt FSWL

Yes No

2) For pipe flow

LD(43)

Intake

AQe ++sdotsdot

sdot=1

entered the intake

Intake

De-silting Basin

Sand Flush Gate

Side Spil lway

Waterway

Intake Gate

Flood Water Level

Weir Crest EL5

Sand Flush Gate

Intake

De-silting Basin

Side Spillway

IntakeGate

EL31 n1

EL7 1 n2

Sand FlushGate

De -si l ting Basin

Side Spi l lway

Power C anal

Sand Drain Gate

Intake Gate

Intake

= (2 ~ 3) x depth x 03 01 = (6 ~ 9) x depth

Skimmer Wall

v = 05 ~ 10 ms

Flowθ

1 10 ~ 1 30

Trashracks

v lt 03msu

Slope 1 10 ~ 1 30

Side Spillway

22 De-silting Basin

05 ~ 10 mm

shuvL sdot= )3~2(

Sand Drain

Sand Drain Gate

Side Spillway

)()(841

L φφ minussdot

21121 )(tan3)(32whhH

minusminusminus

minusminus

minusminus= minusφ

H = h + Q 22g (B h )2 (m)

Flow h0h1hw

23 Power Canal

Route Selection

Sand Flush Gate

Spillway

Sand Drain

Spillway

Trashracks

Intake

Trashrack

Sand Drain

De-silting Basin

Side Spillway

Debris

Canal Dimensions

(ms) Permeability

Stone Masonry Canal

in low head plant

Lining Types

partminus

minuspartpart

partpart+

IRnAQ = AVQ sdot=

hbA sdot=bh

hR21 +

)( mhbhA +=212

mhbhR++

Flow amp Debris

Power Canal

Cross Drain

Earth Canal

24 Head Tank

Site Selection

Hydraulic Design

V gt (Qmax) x (120 ~ 180)

Sand Flush Gate

Spillway

Sand Drain

Spillway

Trashracks

Intake

Trashrack

Sand Drain

De-silting Basin

Side Spillway

Sand Drain Gate

Spillway

Trashracks

30 ~ 50 cm

Penstock Gate

Air Vent Pipe

fffHgAQbe +++

sdotsdotsdot=

)(00680H

1 2 3 4 5 6 7 8 9 10 11 12

River Discharge

Irrigation water

Q(m3s)

25 Regulating Pond

dHHSdt

dHdHdV

)(6003)(

outin QHSdt

dHQ +sdot=6003

-10 -08 -06 -04 -02 00 02 04 06

2-unit operation

1-unit operation

Qin (m3s)

dHhour (mhour)

Example

Pipe φ = 15 cm L = 20 m

ffNfHgV

be +sdot++sdot

Open Slots

Sediments

015 10 15 251 0044 158 158 379 015 10 3 356 0063 227 227 545 015 20 15 206 0036 130 13 312 015 20 3 292 0052 187 187 449 015 30 15 179 0032 115 115 276 015 30 3 254 0045 162 162 389 015 40 15 161 0028 101 101 242 015 40 3 227 004 144 144 346 015 50 15 147 0026 94 94 226 015 50 3 208 0037 133 133 319 015 60 15 136 0024 86 86 206 015 60 3 192 0034 122 122 293

26 Penstock

Penstock Powerhouse

Static Head

Anchor Block

Spillway

Head Tank

Sand Drain Gate

Trashracks

FSWLMOL

Max Pressure Rise

50 ~ 100 m max

55ordm max

Hydraulic GradeLine

Type Features

l1l2L2φ1

Anchor Block

Saddle

bFille

(2) after 2nd phase

asdot+

sumsum=

)1(21 11

2 HgVasdotsdot

imicroψ sdot

minus= 1

=micro

2 HgVasdotsdot

0)21()442( 21

)(22 11

2)2( iB ρψ=

Penstock Powerhouse

Head Tank

0 2 4 6 8 10 12 14Time (sec)

Head loss

gvfh r 2

2 sdot=

))((sin342btfr θ=

Penstock

Anchor Block

Head TankTrashracks

Powerhouse

FSWL vin22g

vout22g

gvfh e 2

3 sdot=

fe = 025 fe = 02fe = 05

v2 v2 v2

25124 2

90()(163201310

5 sdotsdotsdot+=θ

gvfh gc 2

A1 A2θ

θ ordm

gvfh v 2

8 sdot=

gvfh b 2

(a) (b)

TWL FWLFreeboard

DrainageSystem

Firm Foundation

27 Powerhouse

Site Selection

(1) Access

(2) Foundation

(4) Drainage

Table of Contents

List of Tables

List of Figures










21 Head Works

22 De-silting Basin

23 Power Canal

24 Head Tank

25 Regulating Pond

26 Penstock

27 Powerhouse

Table










Figure





















Figure 142 Test Pit









































Figure 2313







Figure 261 Penstock







IrrigatedArea

IrrigationCanal

Powerhouse

Intake

5 6 7 8 9 10 11 12 1 2 3

Q (m3s)

River Discharge

4 52001 2002

(1) Topography

230 232 234 236 238 240 242

E (97deg xx min)

N (22de

about 344 m

Kyutaw Bridge

to Hsipaw

to Nam Lan

Kyutaw Chaung

Nam Pankan Chaung

Cart Track

No1 Branch point

No2 Branch point

No3 Branch point

No4 Branch point

Sink Hole

Head Pond

Powerhouse

HosangVillage

Nam Pankan Bridge

KyutawVillage

Figure 142 Test Pit

(2) Geology

Tributary

Potential Site-1

Potential Site-2L1

Main stream

Selection of Site

Basic Layout

Spillway

Sand Drain Gate

Spillway

Trashracks

Intake

Sand Drain Gate

De-silting Basin

Side Spillway

Power Canal

De-silting Basin

Intake

Head Tank Penstock

Powerhouse

Penstock

Anchor Block

Spillway

Head Tank

Sand Drain Gate

Trashracks

Powerhouse Tailrace

Min Discharge108 9 11 121 2 3 4 5 6 7

Firm Power Output

Demand Qmin

IrrigationD

Min Discharge1 2 3 4 10 115 6 7 8 9 12

(m3 s)

Max Power Output

Min Power Output

Irrigation

Head Tank

Penstock

Powerhouse

Tailrace

Intake

Penstock

Powerhouse

Tailrace

Head Tank

P Power output (kW)

)()()( 1 BGIAarea

)()()( 2 ABGIarea

Sandbar

　Intake (A)

times　Intake (B)

Location of Intake

21 Head Works

Site Selection

Sand Flush Gate

Spillway

Sand Drain Gate

Spillway

Trashracks

Intake

Sand Drain Gate

De-silting Basin

Side Spillway

Tyrolean Intake

Intake

De-silting

Sand Flush GateFlow

Intake

Flood Water Level

Weir Crest

Sand Flush Gate

Intake

10 ~15 m

Sand Flush Gate

Concrete gravity

Gabion

maintenance

Stone masonry

Intake

00 20 40 60 80 100Discharge (m3s)

WL (m)

Inflow intoIntake

Flow overSpillway

H FSWL

Sand Flush Gate EL3

Spillway

Intake EL 4

H Spillway EL1

Weir Profile

Intake

WLforebay is known

WL gt FSWL

Yes No

2) For pipe flow

LD(43)

Intake

AQe ++sdotsdot

sdot=1

entered the intake

Intake

De-silting Basin

Sand Flush Gate

Side Spil lway

Waterway

Intake Gate

Flood Water Level

Weir Crest EL5

Sand Flush Gate

Intake

De-silting Basin

Side Spillway

IntakeGate

EL31 n1

EL7 1 n2

Sand FlushGate

De -si l ting Basin

Side Spi l lway

Power C anal

Sand Drain Gate

Intake Gate

Intake

= (2 ~ 3) x depth x 03 01 = (6 ~ 9) x depth

Skimmer Wall

v = 05 ~ 10 ms

Flowθ

1 10 ~ 1 30

Trashracks

v lt 03msu

Slope 1 10 ~ 1 30

Side Spillway

22 De-silting Basin

05 ~ 10 mm

shuvL sdot= )3~2(

Sand Drain

Sand Drain Gate

Side Spillway

)()(841

L φφ minussdot

21121 )(tan3)(32whhH

minusminusminus

minusminus

minusminus= minusφ

H = h + Q 22g (B h )2 (m)

Flow h0h1hw

23 Power Canal

Route Selection

Sand Flush Gate

Spillway

Sand Drain

Spillway

Trashracks

Intake

Trashrack

Sand Drain

De-silting Basin

Side Spillway

Debris

Canal Dimensions

(ms) Permeability

Stone Masonry Canal

in low head plant

Lining Types

partminus

minuspartpart

partpart+

IRnAQ = AVQ sdot=

hbA sdot=bh

hR21 +

)( mhbhA +=212

mhbhR++

Flow amp Debris

Power Canal

Cross Drain

Earth Canal

24 Head Tank

Site Selection

Hydraulic Design

V gt (Qmax) x (120 ~ 180)

Sand Flush Gate

Spillway

Sand Drain

Spillway

Trashracks

Intake

Trashrack

Sand Drain

De-silting Basin

Side Spillway

Sand Drain Gate

Spillway

Trashracks

30 ~ 50 cm

Penstock Gate

Air Vent Pipe

fffHgAQbe +++

sdotsdotsdot=

)(00680H

1 2 3 4 5 6 7 8 9 10 11 12

River Discharge

Irrigation water

Q(m3s)

25 Regulating Pond

dHHSdt

dHdHdV

)(6003)(

outin QHSdt

dHQ +sdot=6003

-10 -08 -06 -04 -02 00 02 04 06

2-unit operation

1-unit operation

Qin (m3s)

dHhour (mhour)

Example

Pipe φ = 15 cm L = 20 m

ffNfHgV

be +sdot++sdot

Open Slots

Sediments

015 10 15 251 0044 158 158 379 015 10 3 356 0063 227 227 545 015 20 15 206 0036 130 13 312 015 20 3 292 0052 187 187 449 015 30 15 179 0032 115 115 276 015 30 3 254 0045 162 162 389 015 40 15 161 0028 101 101 242 015 40 3 227 004 144 144 346 015 50 15 147 0026 94 94 226 015 50 3 208 0037 133 133 319 015 60 15 136 0024 86 86 206 015 60 3 192 0034 122 122 293

26 Penstock

Penstock Powerhouse

Static Head

Anchor Block

Spillway

Head Tank

Sand Drain Gate

Trashracks

FSWLMOL

Max Pressure Rise

50 ~ 100 m max

55ordm max

Hydraulic GradeLine

Type Features

l1l2L2φ1

Anchor Block

Saddle

bFille

(2) after 2nd phase

asdot+

sumsum=

)1(21 11

2 HgVasdotsdot

imicroψ sdot

minus= 1

=micro

2 HgVasdotsdot

0)21()442( 21

)(22 11

2)2( iB ρψ=

Penstock Powerhouse

Head Tank

0 2 4 6 8 10 12 14Time (sec)

Head loss

gvfh r 2

2 sdot=

))((sin342btfr θ=

Penstock

Anchor Block

Head TankTrashracks

Powerhouse

FSWL vin22g

vout22g

gvfh e 2

3 sdot=

fe = 025 fe = 02fe = 05

v2 v2 v2

25124 2

90()(163201310

5 sdotsdotsdot+=θ

gvfh gc 2

A1 A2θ

θ ordm

gvfh v 2

8 sdot=

gvfh b 2

(a) (b)

TWL FWLFreeboard

DrainageSystem

Firm Foundation

27 Powerhouse

Site Selection

(1) Access

(2) Foundation

(4) Drainage

Table of Contents

List of Tables

List of Figures










21 Head Works

22 De-silting Basin

23 Power Canal

24 Head Tank

25 Regulating Pond

26 Penstock

27 Powerhouse

Table










Figure





















Figure 142 Test Pit









































Figure 2313







Figure 261 Penstock







5 6 7 8 9 10 11 12 1 2 3

Q (m3s)

River Discharge

4 52001 2002

(1) Topography

230 232 234 236 238 240 242

E (97deg xx min)

N (22de

about 344 m

Kyutaw Bridge

to Hsipaw

to Nam Lan

Kyutaw Chaung

Nam Pankan Chaung

Cart Track

No1 Branch point

No2 Branch point

No3 Branch point

No4 Branch point

Sink Hole

Head Pond

Powerhouse

HosangVillage

Nam Pankan Bridge

KyutawVillage

Figure 142 Test Pit

(2) Geology

Tributary

Potential Site-1

Potential Site-2L1

Main stream

Selection of Site

Basic Layout

Spillway

Sand Drain Gate

Spillway

Trashracks

Intake

Sand Drain Gate

De-silting Basin

Side Spillway

Power Canal

De-silting Basin

Intake

Head Tank Penstock

Powerhouse

Penstock

Anchor Block

Spillway

Head Tank

Sand Drain Gate

Trashracks

Powerhouse Tailrace

Min Discharge108 9 11 121 2 3 4 5 6 7

Firm Power Output

Demand Qmin

IrrigationD

Min Discharge1 2 3 4 10 115 6 7 8 9 12

(m3 s)

Max Power Output

Min Power Output

Irrigation

Head Tank

Penstock

Powerhouse

Tailrace

Intake

Penstock

Powerhouse

Tailrace

Head Tank

P Power output (kW)

)()()( 1 BGIAarea

)()()( 2 ABGIarea

Sandbar

　Intake (A)

times　Intake (B)

Location of Intake

21 Head Works

Site Selection

Sand Flush Gate

Spillway

Sand Drain Gate

Spillway

Trashracks

Intake

Sand Drain Gate

De-silting Basin

Side Spillway

Tyrolean Intake

Intake

De-silting

Sand Flush GateFlow

Intake

Flood Water Level

Weir Crest

Sand Flush Gate

Intake

10 ~15 m

Sand Flush Gate

Concrete gravity

Gabion

maintenance

Stone masonry

Intake

00 20 40 60 80 100Discharge (m3s)

WL (m)

Inflow intoIntake

Flow overSpillway

H FSWL

Sand Flush Gate EL3

Spillway

Intake EL 4

H Spillway EL1

Weir Profile

Intake

WLforebay is known

WL gt FSWL

Yes No

2) For pipe flow

LD(43)

Intake

AQe ++sdotsdot

sdot=1

entered the intake

Intake

De-silting Basin

Sand Flush Gate

Side Spil lway

Waterway

Intake Gate

Flood Water Level

Weir Crest EL5

Sand Flush Gate

Intake

De-silting Basin

Side Spillway

IntakeGate

EL31 n1

EL7 1 n2

Sand FlushGate

De -si l ting Basin

Side Spi l lway

Power C anal

Sand Drain Gate

Intake Gate

Intake

= (2 ~ 3) x depth x 03 01 = (6 ~ 9) x depth

Skimmer Wall

v = 05 ~ 10 ms

Flowθ

1 10 ~ 1 30

Trashracks

v lt 03msu

Slope 1 10 ~ 1 30

Side Spillway

22 De-silting Basin

05 ~ 10 mm

shuvL sdot= )3~2(

Sand Drain

Sand Drain Gate

Side Spillway

)()(841

L φφ minussdot

21121 )(tan3)(32whhH

minusminusminus

minusminus

minusminus= minusφ

H = h + Q 22g (B h )2 (m)

Flow h0h1hw

23 Power Canal

Route Selection

Sand Flush Gate

Spillway

Sand Drain

Spillway

Trashracks

Intake

Trashrack

Sand Drain

De-silting Basin

Side Spillway

Debris

Canal Dimensions

(ms) Permeability

Stone Masonry Canal

in low head plant

Lining Types

partminus

minuspartpart

partpart+

IRnAQ = AVQ sdot=

hbA sdot=bh

hR21 +

)( mhbhA +=212

mhbhR++

Flow amp Debris

Power Canal

Cross Drain

Earth Canal

24 Head Tank

Site Selection

Hydraulic Design

V gt (Qmax) x (120 ~ 180)

Sand Flush Gate

Spillway

Sand Drain

Spillway

Trashracks

Intake

Trashrack

Sand Drain

De-silting Basin

Side Spillway

Sand Drain Gate

Spillway

Trashracks

30 ~ 50 cm

Penstock Gate

Air Vent Pipe

fffHgAQbe +++

sdotsdotsdot=

)(00680H

1 2 3 4 5 6 7 8 9 10 11 12

River Discharge

Irrigation water

Q(m3s)

25 Regulating Pond

dHHSdt

dHdHdV

)(6003)(

outin QHSdt

dHQ +sdot=6003

-10 -08 -06 -04 -02 00 02 04 06

2-unit operation

1-unit operation

Qin (m3s)

dHhour (mhour)

Example

Pipe φ = 15 cm L = 20 m

ffNfHgV

be +sdot++sdot

Open Slots

Sediments

015 10 15 251 0044 158 158 379 015 10 3 356 0063 227 227 545 015 20 15 206 0036 130 13 312 015 20 3 292 0052 187 187 449 015 30 15 179 0032 115 115 276 015 30 3 254 0045 162 162 389 015 40 15 161 0028 101 101 242 015 40 3 227 004 144 144 346 015 50 15 147 0026 94 94 226 015 50 3 208 0037 133 133 319 015 60 15 136 0024 86 86 206 015 60 3 192 0034 122 122 293

26 Penstock

Penstock Powerhouse

Static Head

Anchor Block

Spillway

Head Tank

Sand Drain Gate

Trashracks

FSWLMOL

Max Pressure Rise

50 ~ 100 m max

55ordm max

Hydraulic GradeLine

Type Features

l1l2L2φ1

Anchor Block

Saddle

bFille

(2) after 2nd phase

asdot+

sumsum=

)1(21 11

2 HgVasdotsdot

imicroψ sdot

minus= 1

=micro

2 HgVasdotsdot

0)21()442( 21

)(22 11

2)2( iB ρψ=

Penstock Powerhouse

Head Tank

0 2 4 6 8 10 12 14Time (sec)

Head loss

gvfh r 2

2 sdot=

))((sin342btfr θ=

Penstock

Anchor Block

Head TankTrashracks

Powerhouse

FSWL vin22g

vout22g

gvfh e 2

3 sdot=

fe = 025 fe = 02fe = 05

v2 v2 v2

25124 2

90()(163201310

5 sdotsdotsdot+=θ

gvfh gc 2

A1 A2θ

θ ordm

gvfh v 2

8 sdot=

gvfh b 2

(a) (b)

TWL FWLFreeboard

DrainageSystem

Firm Foundation

27 Powerhouse

Site Selection

(1) Access

(2) Foundation

(4) Drainage

Table of Contents

List of Tables

List of Figures










21 Head Works

22 De-silting Basin

23 Power Canal

24 Head Tank

25 Regulating Pond

26 Penstock

27 Powerhouse

Table










Figure





















Figure 142 Test Pit









































Figure 2313







Figure 261 Penstock







(1) Topography

230 232 234 236 238 240 242

E (97deg xx min)

N (22de

about 344 m

Kyutaw Bridge

to Hsipaw

to Nam Lan

Kyutaw Chaung

Nam Pankan Chaung

Cart Track

No1 Branch point

No2 Branch point

No3 Branch point

No4 Branch point

Sink Hole

Head Pond

Powerhouse

HosangVillage

Nam Pankan Bridge

KyutawVillage

Figure 142 Test Pit

(2) Geology

Tributary

Potential Site-1

Potential Site-2L1

Main stream

Selection of Site

Basic Layout

Spillway

Sand Drain Gate

Spillway

Trashracks

Intake

Sand Drain Gate

De-silting Basin

Side Spillway

Power Canal

De-silting Basin

Intake

Head Tank Penstock

Powerhouse

Penstock

Anchor Block

Spillway

Head Tank

Sand Drain Gate

Trashracks

Powerhouse Tailrace

Min Discharge108 9 11 121 2 3 4 5 6 7

Firm Power Output

Demand Qmin

IrrigationD

Min Discharge1 2 3 4 10 115 6 7 8 9 12

(m3 s)

Max Power Output

Min Power Output

Irrigation

Head Tank

Penstock

Powerhouse

Tailrace

Intake

Penstock

Powerhouse

Tailrace

Head Tank

P Power output (kW)

)()()( 1 BGIAarea

)()()( 2 ABGIarea

Sandbar

　Intake (A)

times　Intake (B)

Location of Intake

21 Head Works

Site Selection

Sand Flush Gate

Spillway

Sand Drain Gate

Spillway

Trashracks

Intake

Sand Drain Gate

De-silting Basin

Side Spillway

Tyrolean Intake

Intake

De-silting

Sand Flush GateFlow

Intake

Flood Water Level

Weir Crest

Sand Flush Gate

Intake

10 ~15 m

Sand Flush Gate

Concrete gravity

Gabion

maintenance

Stone masonry

Intake

00 20 40 60 80 100Discharge (m3s)

WL (m)

Inflow intoIntake

Flow overSpillway

H FSWL

Sand Flush Gate EL3

Spillway

Intake EL 4

H Spillway EL1

Weir Profile

Intake

WLforebay is known

WL gt FSWL

Yes No

2) For pipe flow

LD(43)

Intake

AQe ++sdotsdot

sdot=1

entered the intake

Intake

De-silting Basin

Sand Flush Gate

Side Spil lway

Waterway

Intake Gate

Flood Water Level

Weir Crest EL5

Sand Flush Gate

Intake

De-silting Basin

Side Spillway

IntakeGate

EL31 n1

EL7 1 n2

Sand FlushGate

De -si l ting Basin

Side Spi l lway

Power C anal

Sand Drain Gate

Intake Gate

Intake

= (2 ~ 3) x depth x 03 01 = (6 ~ 9) x depth

Skimmer Wall

v = 05 ~ 10 ms

Flowθ

1 10 ~ 1 30

Trashracks

v lt 03msu

Slope 1 10 ~ 1 30

Side Spillway

22 De-silting Basin

05 ~ 10 mm

shuvL sdot= )3~2(

Sand Drain

Sand Drain Gate

Side Spillway

)()(841

L φφ minussdot

21121 )(tan3)(32whhH

minusminusminus

minusminus

minusminus= minusφ

H = h + Q 22g (B h )2 (m)

Flow h0h1hw

23 Power Canal

Route Selection

Sand Flush Gate

Spillway

Sand Drain

Spillway

Trashracks

Intake

Trashrack

Sand Drain

De-silting Basin

Side Spillway

Debris

Canal Dimensions

(ms) Permeability

Stone Masonry Canal

in low head plant

Lining Types

partminus

minuspartpart

partpart+

IRnAQ = AVQ sdot=

hbA sdot=bh

hR21 +

)( mhbhA +=212

mhbhR++

Flow amp Debris

Power Canal

Cross Drain

Earth Canal

24 Head Tank

Site Selection

Hydraulic Design

V gt (Qmax) x (120 ~ 180)

Sand Flush Gate

Spillway

Sand Drain

Spillway

Trashracks

Intake

Trashrack

Sand Drain

De-silting Basin

Side Spillway

Sand Drain Gate

Spillway

Trashracks

30 ~ 50 cm

Penstock Gate

Air Vent Pipe

fffHgAQbe +++

sdotsdotsdot=

)(00680H

1 2 3 4 5 6 7 8 9 10 11 12

River Discharge

Irrigation water

Q(m3s)

25 Regulating Pond

dHHSdt

dHdHdV

)(6003)(

outin QHSdt

dHQ +sdot=6003

-10 -08 -06 -04 -02 00 02 04 06

2-unit operation

1-unit operation

Qin (m3s)

dHhour (mhour)

Example

Pipe φ = 15 cm L = 20 m

ffNfHgV

be +sdot++sdot

Open Slots

Sediments

015 10 15 251 0044 158 158 379 015 10 3 356 0063 227 227 545 015 20 15 206 0036 130 13 312 015 20 3 292 0052 187 187 449 015 30 15 179 0032 115 115 276 015 30 3 254 0045 162 162 389 015 40 15 161 0028 101 101 242 015 40 3 227 004 144 144 346 015 50 15 147 0026 94 94 226 015 50 3 208 0037 133 133 319 015 60 15 136 0024 86 86 206 015 60 3 192 0034 122 122 293

26 Penstock

Penstock Powerhouse

Static Head

Anchor Block

Spillway

Head Tank

Sand Drain Gate

Trashracks

FSWLMOL

Max Pressure Rise

50 ~ 100 m max

55ordm max

Hydraulic GradeLine

Type Features

l1l2L2φ1

Anchor Block

Saddle

bFille

(2) after 2nd phase

asdot+

sumsum=

)1(21 11

2 HgVasdotsdot

imicroψ sdot

minus= 1

=micro

2 HgVasdotsdot

0)21()442( 21

)(22 11

2)2( iB ρψ=

Penstock Powerhouse

Head Tank

0 2 4 6 8 10 12 14Time (sec)

Head loss

gvfh r 2

2 sdot=

))((sin342btfr θ=

Penstock

Anchor Block

Head TankTrashracks

Powerhouse

FSWL vin22g

vout22g

gvfh e 2

3 sdot=

fe = 025 fe = 02fe = 05

v2 v2 v2

25124 2

90()(163201310

5 sdotsdotsdot+=θ

gvfh gc 2

A1 A2θ

θ ordm

gvfh v 2

8 sdot=

gvfh b 2

(a) (b)

TWL FWLFreeboard

DrainageSystem

Firm Foundation

27 Powerhouse

Site Selection

(1) Access

(2) Foundation

(4) Drainage

Table of Contents

List of Tables

List of Figures










21 Head Works

22 De-silting Basin

23 Power Canal

24 Head Tank

25 Regulating Pond

26 Penstock

27 Powerhouse

Table










Figure





















Figure 142 Test Pit









































Figure 2313







Figure 261 Penstock







230 232 234 236 238 240 242

E (97deg xx min)

N (22de

about 344 m

Kyutaw Bridge

to Hsipaw

to Nam Lan

Kyutaw Chaung

Nam Pankan Chaung

Cart Track

No1 Branch point

No2 Branch point

No3 Branch point

No4 Branch point

Sink Hole

Head Pond

Powerhouse

HosangVillage

Nam Pankan Bridge

KyutawVillage

Figure 142 Test Pit

(2) Geology

Tributary

Potential Site-1

Potential Site-2L1

Main stream

Selection of Site

Basic Layout

Spillway

Sand Drain Gate

Spillway

Trashracks

Intake

Sand Drain Gate

De-silting Basin

Side Spillway

Power Canal

De-silting Basin

Intake

Head Tank Penstock

Powerhouse

Penstock

Anchor Block

Spillway

Head Tank

Sand Drain Gate

Trashracks

Powerhouse Tailrace

Min Discharge108 9 11 121 2 3 4 5 6 7

Firm Power Output

Demand Qmin

IrrigationD

Min Discharge1 2 3 4 10 115 6 7 8 9 12

(m3 s)

Max Power Output

Min Power Output

Irrigation

Head Tank

Penstock

Powerhouse

Tailrace

Intake

Penstock

Powerhouse

Tailrace

Head Tank

P Power output (kW)

)()()( 1 BGIAarea

)()()( 2 ABGIarea

Sandbar

　Intake (A)

times　Intake (B)

Location of Intake

21 Head Works

Site Selection

Sand Flush Gate

Spillway

Sand Drain Gate

Spillway

Trashracks

Intake

Sand Drain Gate

De-silting Basin

Side Spillway

Tyrolean Intake

Intake

De-silting

Sand Flush GateFlow

Intake

Flood Water Level

Weir Crest

Sand Flush Gate

Intake

10 ~15 m

Sand Flush Gate

Concrete gravity

Gabion

maintenance

Stone masonry

Intake

00 20 40 60 80 100Discharge (m3s)

WL (m)

Inflow intoIntake

Flow overSpillway

H FSWL

Sand Flush Gate EL3

Spillway

Intake EL 4

H Spillway EL1

Weir Profile

Intake

WLforebay is known

WL gt FSWL

Yes No

2) For pipe flow

LD(43)

Intake

AQe ++sdotsdot

sdot=1

entered the intake

Intake

De-silting Basin

Sand Flush Gate

Side Spil lway

Waterway

Intake Gate

Flood Water Level

Weir Crest EL5

Sand Flush Gate

Intake

De-silting Basin

Side Spillway

IntakeGate

EL31 n1

EL7 1 n2

Sand FlushGate

De -si l ting Basin

Side Spi l lway

Power C anal

Sand Drain Gate

Intake Gate

Intake

= (2 ~ 3) x depth x 03 01 = (6 ~ 9) x depth

Skimmer Wall

v = 05 ~ 10 ms

Flowθ

1 10 ~ 1 30

Trashracks

v lt 03msu

Slope 1 10 ~ 1 30

Side Spillway

22 De-silting Basin

05 ~ 10 mm

shuvL sdot= )3~2(

Sand Drain

Sand Drain Gate

Side Spillway

)()(841

L φφ minussdot

21121 )(tan3)(32whhH

minusminusminus

minusminus

minusminus= minusφ

H = h + Q 22g (B h )2 (m)

Flow h0h1hw

23 Power Canal

Route Selection

Sand Flush Gate

Spillway

Sand Drain

Spillway

Trashracks

Intake

Trashrack

Sand Drain

De-silting Basin

Side Spillway

Debris

Canal Dimensions

(ms) Permeability

Stone Masonry Canal

in low head plant

Lining Types

partminus

minuspartpart

partpart+

IRnAQ = AVQ sdot=

hbA sdot=bh

hR21 +

)( mhbhA +=212

mhbhR++

Flow amp Debris

Power Canal

Cross Drain

Earth Canal

24 Head Tank

Site Selection

Hydraulic Design

V gt (Qmax) x (120 ~ 180)

Sand Flush Gate

Spillway

Sand Drain

Spillway

Trashracks

Intake

Trashrack

Sand Drain

De-silting Basin

Side Spillway

Sand Drain Gate

Spillway

Trashracks

30 ~ 50 cm

Penstock Gate

Air Vent Pipe

fffHgAQbe +++

sdotsdotsdot=

)(00680H

1 2 3 4 5 6 7 8 9 10 11 12

River Discharge

Irrigation water

Q(m3s)

25 Regulating Pond

dHHSdt

dHdHdV

)(6003)(

outin QHSdt

dHQ +sdot=6003

-10 -08 -06 -04 -02 00 02 04 06

2-unit operation

1-unit operation

Qin (m3s)

dHhour (mhour)

Example

Pipe φ = 15 cm L = 20 m

ffNfHgV

be +sdot++sdot

Open Slots

Sediments

015 10 15 251 0044 158 158 379 015 10 3 356 0063 227 227 545 015 20 15 206 0036 130 13 312 015 20 3 292 0052 187 187 449 015 30 15 179 0032 115 115 276 015 30 3 254 0045 162 162 389 015 40 15 161 0028 101 101 242 015 40 3 227 004 144 144 346 015 50 15 147 0026 94 94 226 015 50 3 208 0037 133 133 319 015 60 15 136 0024 86 86 206 015 60 3 192 0034 122 122 293

26 Penstock

Penstock Powerhouse

Static Head

Anchor Block

Spillway

Head Tank

Sand Drain Gate

Trashracks

FSWLMOL

Max Pressure Rise

50 ~ 100 m max

55ordm max

Hydraulic GradeLine

Type Features

l1l2L2φ1

Anchor Block

Saddle

bFille

(2) after 2nd phase

asdot+

sumsum=

)1(21 11

2 HgVasdotsdot

imicroψ sdot

minus= 1

=micro

2 HgVasdotsdot

0)21()442( 21

)(22 11

2)2( iB ρψ=

Penstock Powerhouse

Head Tank

0 2 4 6 8 10 12 14Time (sec)

Head loss

gvfh r 2

2 sdot=

))((sin342btfr θ=

Penstock

Anchor Block

Head TankTrashracks

Powerhouse

FSWL vin22g

vout22g

gvfh e 2

3 sdot=

fe = 025 fe = 02fe = 05

v2 v2 v2

25124 2

90()(163201310

5 sdotsdotsdot+=θ

gvfh gc 2

A1 A2θ

θ ordm

gvfh v 2

8 sdot=

gvfh b 2

(a) (b)

TWL FWLFreeboard

DrainageSystem

Firm Foundation

27 Powerhouse

Site Selection

(1) Access

(2) Foundation

(4) Drainage

Table of Contents

List of Tables

List of Figures










21 Head Works

22 De-silting Basin

23 Power Canal

24 Head Tank

25 Regulating Pond

26 Penstock

27 Powerhouse

Table










Figure





















Figure 142 Test Pit









































Figure 2313







Figure 261 Penstock







Figure 142 Test Pit

(2) Geology

Tributary

Potential Site-1

Potential Site-2L1

Main stream

Selection of Site

Basic Layout

Spillway

Sand Drain Gate

Spillway

Trashracks

Intake

Sand Drain Gate

De-silting Basin

Side Spillway

Power Canal

De-silting Basin

Intake

Head Tank Penstock

Powerhouse

Penstock

Anchor Block

Spillway

Head Tank

Sand Drain Gate

Trashracks

Powerhouse Tailrace

Min Discharge108 9 11 121 2 3 4 5 6 7

Firm Power Output

Demand Qmin

IrrigationD

Min Discharge1 2 3 4 10 115 6 7 8 9 12

(m3 s)

Max Power Output

Min Power Output

Irrigation

Head Tank

Penstock

Powerhouse

Tailrace

Intake

Penstock

Powerhouse

Tailrace

Head Tank

P Power output (kW)

)()()( 1 BGIAarea

)()()( 2 ABGIarea

Sandbar

　Intake (A)

times　Intake (B)

Location of Intake

21 Head Works

Site Selection

Sand Flush Gate

Spillway

Sand Drain Gate

Spillway

Trashracks

Intake

Sand Drain Gate

De-silting Basin

Side Spillway

Tyrolean Intake

Intake

De-silting

Sand Flush GateFlow

Intake

Flood Water Level

Weir Crest

Sand Flush Gate

Intake

10 ~15 m

Sand Flush Gate

Concrete gravity

Gabion

maintenance

Stone masonry

Intake

00 20 40 60 80 100Discharge (m3s)

WL (m)

Inflow intoIntake

Flow overSpillway

H FSWL

Sand Flush Gate EL3

Spillway

Intake EL 4

H Spillway EL1

Weir Profile

Intake

WLforebay is known

WL gt FSWL

Yes No

2) For pipe flow

LD(43)

Intake

AQe ++sdotsdot

sdot=1

entered the intake

Intake

De-silting Basin

Sand Flush Gate

Side Spil lway

Waterway

Intake Gate

Flood Water Level

Weir Crest EL5

Sand Flush Gate

Intake

De-silting Basin

Side Spillway

IntakeGate

EL31 n1

EL7 1 n2

Sand FlushGate

De -si l ting Basin

Side Spi l lway

Power C anal

Sand Drain Gate

Intake Gate

Intake

= (2 ~ 3) x depth x 03 01 = (6 ~ 9) x depth

Skimmer Wall

v = 05 ~ 10 ms

Flowθ

1 10 ~ 1 30

Trashracks

v lt 03msu

Slope 1 10 ~ 1 30

Side Spillway

22 De-silting Basin

05 ~ 10 mm

shuvL sdot= )3~2(

Sand Drain

Sand Drain Gate

Side Spillway

)()(841

L φφ minussdot

21121 )(tan3)(32whhH

minusminusminus

minusminus

minusminus= minusφ

H = h + Q 22g (B h )2 (m)

Flow h0h1hw

23 Power Canal

Route Selection

Sand Flush Gate

Spillway

Sand Drain

Spillway

Trashracks

Intake

Trashrack

Sand Drain

De-silting Basin

Side Spillway

Debris

Canal Dimensions

(ms) Permeability

Stone Masonry Canal

in low head plant

Lining Types

partminus

minuspartpart

partpart+

IRnAQ = AVQ sdot=

hbA sdot=bh

hR21 +

)( mhbhA +=212

mhbhR++

Flow amp Debris

Power Canal

Cross Drain

Earth Canal

24 Head Tank

Site Selection

Hydraulic Design

V gt (Qmax) x (120 ~ 180)

Sand Flush Gate

Spillway

Sand Drain

Spillway

Trashracks

Intake

Trashrack

Sand Drain

De-silting Basin

Side Spillway

Sand Drain Gate

Spillway

Trashracks

30 ~ 50 cm

Penstock Gate

Air Vent Pipe

fffHgAQbe +++

sdotsdotsdot=

)(00680H

1 2 3 4 5 6 7 8 9 10 11 12

River Discharge

Irrigation water

Q(m3s)

25 Regulating Pond

dHHSdt

dHdHdV

)(6003)(

outin QHSdt

dHQ +sdot=6003

-10 -08 -06 -04 -02 00 02 04 06

2-unit operation

1-unit operation

Qin (m3s)

dHhour (mhour)

Example

Pipe φ = 15 cm L = 20 m

ffNfHgV

be +sdot++sdot

Open Slots

Sediments

015 10 15 251 0044 158 158 379 015 10 3 356 0063 227 227 545 015 20 15 206 0036 130 13 312 015 20 3 292 0052 187 187 449 015 30 15 179 0032 115 115 276 015 30 3 254 0045 162 162 389 015 40 15 161 0028 101 101 242 015 40 3 227 004 144 144 346 015 50 15 147 0026 94 94 226 015 50 3 208 0037 133 133 319 015 60 15 136 0024 86 86 206 015 60 3 192 0034 122 122 293

26 Penstock

Penstock Powerhouse

Static Head

Anchor Block

Spillway

Head Tank

Sand Drain Gate

Trashracks

FSWLMOL

Max Pressure Rise

50 ~ 100 m max

55ordm max

Hydraulic GradeLine

Type Features

l1l2L2φ1

Anchor Block

Saddle

bFille

(2) after 2nd phase

asdot+

sumsum=

)1(21 11

2 HgVasdotsdot

imicroψ sdot

minus= 1

=micro

2 HgVasdotsdot

0)21()442( 21

)(22 11

2)2( iB ρψ=

Penstock Powerhouse

Head Tank

0 2 4 6 8 10 12 14Time (sec)

Head loss

gvfh r 2

2 sdot=

))((sin342btfr θ=

Penstock

Anchor Block

Head TankTrashracks

Powerhouse

FSWL vin22g

vout22g

gvfh e 2

3 sdot=

fe = 025 fe = 02fe = 05

v2 v2 v2

25124 2

90()(163201310

5 sdotsdotsdot+=θ

gvfh gc 2

A1 A2θ

θ ordm

gvfh v 2

8 sdot=

gvfh b 2

(a) (b)

TWL FWLFreeboard

DrainageSystem

Firm Foundation

27 Powerhouse

Site Selection

(1) Access

(2) Foundation

(4) Drainage

Table of Contents

List of Tables

List of Figures










21 Head Works

22 De-silting Basin

23 Power Canal

24 Head Tank

25 Regulating Pond

26 Penstock

27 Powerhouse

Table










Figure





















Figure 142 Test Pit









































Figure 2313







Figure 261 Penstock







Tributary

Potential Site-1

Potential Site-2L1

Main stream

Selection of Site

Basic Layout

Spillway

Sand Drain Gate

Spillway

Trashracks

Intake

Sand Drain Gate

De-silting Basin

Side Spillway

Power Canal

De-silting Basin

Intake

Head Tank Penstock

Powerhouse

Penstock

Anchor Block

Spillway

Head Tank

Sand Drain Gate

Trashracks

Powerhouse Tailrace

Min Discharge108 9 11 121 2 3 4 5 6 7

Firm Power Output

Demand Qmin

IrrigationD

Min Discharge1 2 3 4 10 115 6 7 8 9 12

(m3 s)

Max Power Output

Min Power Output

Irrigation

Head Tank

Penstock

Powerhouse

Tailrace

Intake

Penstock

Powerhouse

Tailrace

Head Tank

P Power output (kW)

)()()( 1 BGIAarea

)()()( 2 ABGIarea

Sandbar

　Intake (A)

times　Intake (B)

Location of Intake

21 Head Works

Site Selection

Sand Flush Gate

Spillway

Sand Drain Gate

Spillway

Trashracks

Intake

Sand Drain Gate

De-silting Basin

Side Spillway

Tyrolean Intake

Intake

De-silting

Sand Flush GateFlow

Intake

Flood Water Level

Weir Crest

Sand Flush Gate

Intake

10 ~15 m

Sand Flush Gate

Concrete gravity

Gabion

maintenance

Stone masonry

Intake

00 20 40 60 80 100Discharge (m3s)

WL (m)

Inflow intoIntake

Flow overSpillway

H FSWL

Sand Flush Gate EL3

Spillway

Intake EL 4

H Spillway EL1

Weir Profile

Intake

WLforebay is known

WL gt FSWL

Yes No

2) For pipe flow

LD(43)

Intake

AQe ++sdotsdot

sdot=1

entered the intake

Intake

De-silting Basin

Sand Flush Gate

Side Spil lway

Waterway

Intake Gate

Flood Water Level

Weir Crest EL5

Sand Flush Gate

Intake

De-silting Basin

Side Spillway

IntakeGate

EL31 n1

EL7 1 n2

Sand FlushGate

De -si l ting Basin

Side Spi l lway

Power C anal

Sand Drain Gate

Intake Gate

Intake

= (2 ~ 3) x depth x 03 01 = (6 ~ 9) x depth

Skimmer Wall

v = 05 ~ 10 ms

Flowθ

1 10 ~ 1 30

Trashracks

v lt 03msu

Slope 1 10 ~ 1 30

Side Spillway

22 De-silting Basin

05 ~ 10 mm

shuvL sdot= )3~2(

Sand Drain

Sand Drain Gate

Side Spillway

)()(841

L φφ minussdot

21121 )(tan3)(32whhH

minusminusminus

minusminus

minusminus= minusφ

H = h + Q 22g (B h )2 (m)

Flow h0h1hw

23 Power Canal

Route Selection

Sand Flush Gate

Spillway

Sand Drain

Spillway

Trashracks

Intake

Trashrack

Sand Drain

De-silting Basin

Side Spillway

Debris

Canal Dimensions

(ms) Permeability

Stone Masonry Canal

in low head plant

Lining Types

partminus

minuspartpart

partpart+

IRnAQ = AVQ sdot=

hbA sdot=bh

hR21 +

)( mhbhA +=212

mhbhR++

Flow amp Debris

Power Canal

Cross Drain

Earth Canal

24 Head Tank

Site Selection

Hydraulic Design

V gt (Qmax) x (120 ~ 180)

Sand Flush Gate

Spillway

Sand Drain

Spillway

Trashracks

Intake

Trashrack

Sand Drain

De-silting Basin

Side Spillway

Sand Drain Gate

Spillway

Trashracks

30 ~ 50 cm

Penstock Gate

Air Vent Pipe

fffHgAQbe +++

sdotsdotsdot=

)(00680H

1 2 3 4 5 6 7 8 9 10 11 12

River Discharge

Irrigation water

Q(m3s)

25 Regulating Pond

dHHSdt

dHdHdV

)(6003)(

outin QHSdt

dHQ +sdot=6003

-10 -08 -06 -04 -02 00 02 04 06

2-unit operation

1-unit operation

Qin (m3s)

dHhour (mhour)

Example

Pipe φ = 15 cm L = 20 m

ffNfHgV

be +sdot++sdot

Open Slots

Sediments

015 10 15 251 0044 158 158 379 015 10 3 356 0063 227 227 545 015 20 15 206 0036 130 13 312 015 20 3 292 0052 187 187 449 015 30 15 179 0032 115 115 276 015 30 3 254 0045 162 162 389 015 40 15 161 0028 101 101 242 015 40 3 227 004 144 144 346 015 50 15 147 0026 94 94 226 015 50 3 208 0037 133 133 319 015 60 15 136 0024 86 86 206 015 60 3 192 0034 122 122 293

26 Penstock

Penstock Powerhouse

Static Head

Anchor Block

Spillway

Head Tank

Sand Drain Gate

Trashracks

FSWLMOL

Max Pressure Rise

50 ~ 100 m max

55ordm max

Hydraulic GradeLine

Type Features

l1l2L2φ1

Anchor Block

Saddle

bFille

(2) after 2nd phase

asdot+

sumsum=

)1(21 11

2 HgVasdotsdot

imicroψ sdot

minus= 1

=micro

2 HgVasdotsdot

0)21()442( 21

)(22 11

2)2( iB ρψ=

Penstock Powerhouse

Head Tank

0 2 4 6 8 10 12 14Time (sec)

Head loss

gvfh r 2

2 sdot=

))((sin342btfr θ=

Penstock

Anchor Block

Head TankTrashracks

Powerhouse

FSWL vin22g

vout22g

gvfh e 2

3 sdot=

fe = 025 fe = 02fe = 05

v2 v2 v2

25124 2

90()(163201310

5 sdotsdotsdot+=θ

gvfh gc 2

A1 A2θ

θ ordm

gvfh v 2

8 sdot=

gvfh b 2

(a) (b)

TWL FWLFreeboard

DrainageSystem

Firm Foundation

27 Powerhouse

Site Selection

(1) Access

(2) Foundation

(4) Drainage

Table of Contents

List of Tables

List of Figures










21 Head Works

22 De-silting Basin

23 Power Canal

24 Head Tank

25 Regulating Pond

26 Penstock

27 Powerhouse

Table










Figure





















Figure 142 Test Pit









































Figure 2313







Figure 261 Penstock







Spillway

Sand Drain Gate

Spillway

Trashracks

Intake

Sand Drain Gate

De-silting Basin

Side Spillway

Power Canal

De-silting Basin

Intake

Head Tank Penstock

Powerhouse

Penstock

Anchor Block

Spillway

Head Tank

Sand Drain Gate

Trashracks

Powerhouse Tailrace

Min Discharge108 9 11 121 2 3 4 5 6 7

Firm Power Output

Demand Qmin

IrrigationD

Min Discharge1 2 3 4 10 115 6 7 8 9 12

(m3 s)

Max Power Output

Min Power Output

Irrigation

Head Tank

Penstock

Powerhouse

Tailrace

Intake

Penstock

Powerhouse

Tailrace

Head Tank

P Power output (kW)

)()()( 1 BGIAarea

)()()( 2 ABGIarea

Sandbar

　Intake (A)

times　Intake (B)

Location of Intake

21 Head Works

Site Selection

Sand Flush Gate

Spillway

Sand Drain Gate

Spillway

Trashracks

Intake

Sand Drain Gate

De-silting Basin

Side Spillway

Tyrolean Intake

Intake

De-silting

Sand Flush GateFlow

Intake

Flood Water Level

Weir Crest

Sand Flush Gate

Intake

10 ~15 m

Sand Flush Gate

Concrete gravity

Gabion

maintenance

Stone masonry

Intake

00 20 40 60 80 100Discharge (m3s)

WL (m)

Inflow intoIntake

Flow overSpillway

H FSWL

Sand Flush Gate EL3

Spillway

Intake EL 4

H Spillway EL1

Weir Profile

Intake

WLforebay is known

WL gt FSWL

Yes No

2) For pipe flow

LD(43)

Intake

AQe ++sdotsdot

sdot=1

entered the intake

Intake

De-silting Basin

Sand Flush Gate

Side Spil lway

Waterway

Intake Gate

Flood Water Level

Weir Crest EL5

Sand Flush Gate

Intake

De-silting Basin

Side Spillway

IntakeGate

EL31 n1

EL7 1 n2

Sand FlushGate

De -si l ting Basin

Side Spi l lway

Power C anal

Sand Drain Gate

Intake Gate

Intake

= (2 ~ 3) x depth x 03 01 = (6 ~ 9) x depth

Skimmer Wall

v = 05 ~ 10 ms

Flowθ

1 10 ~ 1 30

Trashracks

v lt 03msu

Slope 1 10 ~ 1 30

Side Spillway

22 De-silting Basin

05 ~ 10 mm

shuvL sdot= )3~2(

Sand Drain

Sand Drain Gate

Side Spillway

)()(841

L φφ minussdot

21121 )(tan3)(32whhH

minusminusminus

minusminus

minusminus= minusφ

H = h + Q 22g (B h )2 (m)

Flow h0h1hw

23 Power Canal

Route Selection

Sand Flush Gate

Spillway

Sand Drain

Spillway

Trashracks

Intake

Trashrack

Sand Drain

De-silting Basin

Side Spillway

Debris

Canal Dimensions

(ms) Permeability

Stone Masonry Canal

in low head plant

Lining Types

partminus

minuspartpart

partpart+

IRnAQ = AVQ sdot=

hbA sdot=bh

hR21 +

)( mhbhA +=212

mhbhR++

Flow amp Debris

Power Canal

Cross Drain

Earth Canal

24 Head Tank

Site Selection

Hydraulic Design

V gt (Qmax) x (120 ~ 180)

Sand Flush Gate

Spillway

Sand Drain

Spillway

Trashracks

Intake

Trashrack

Sand Drain

De-silting Basin

Side Spillway

Sand Drain Gate

Spillway

Trashracks

30 ~ 50 cm

Penstock Gate

Air Vent Pipe

fffHgAQbe +++

sdotsdotsdot=

)(00680H

1 2 3 4 5 6 7 8 9 10 11 12

River Discharge

Irrigation water

Q(m3s)

25 Regulating Pond

dHHSdt

dHdHdV

)(6003)(

outin QHSdt

dHQ +sdot=6003

-10 -08 -06 -04 -02 00 02 04 06

2-unit operation

1-unit operation

Qin (m3s)

dHhour (mhour)

Example

Pipe φ = 15 cm L = 20 m

ffNfHgV

be +sdot++sdot

Open Slots

Sediments

015 10 15 251 0044 158 158 379 015 10 3 356 0063 227 227 545 015 20 15 206 0036 130 13 312 015 20 3 292 0052 187 187 449 015 30 15 179 0032 115 115 276 015 30 3 254 0045 162 162 389 015 40 15 161 0028 101 101 242 015 40 3 227 004 144 144 346 015 50 15 147 0026 94 94 226 015 50 3 208 0037 133 133 319 015 60 15 136 0024 86 86 206 015 60 3 192 0034 122 122 293

26 Penstock

Penstock Powerhouse

Static Head

Anchor Block

Spillway

Head Tank

Sand Drain Gate

Trashracks

FSWLMOL

Max Pressure Rise

50 ~ 100 m max

55ordm max

Hydraulic GradeLine

Type Features

l1l2L2φ1

Anchor Block

Saddle

bFille

(2) after 2nd phase

asdot+

sumsum=

)1(21 11

2 HgVasdotsdot

imicroψ sdot

minus= 1

=micro

2 HgVasdotsdot

0)21()442( 21

)(22 11

2)2( iB ρψ=

Penstock Powerhouse

Head Tank

0 2 4 6 8 10 12 14Time (sec)

Head loss

gvfh r 2

2 sdot=

))((sin342btfr θ=

Penstock

Anchor Block

Head TankTrashracks

Powerhouse

FSWL vin22g

vout22g

gvfh e 2

3 sdot=

fe = 025 fe = 02fe = 05

v2 v2 v2

25124 2

90()(163201310

5 sdotsdotsdot+=θ

gvfh gc 2

A1 A2θ

θ ordm

gvfh v 2

8 sdot=

gvfh b 2

(a) (b)

TWL FWLFreeboard

DrainageSystem

Firm Foundation

27 Powerhouse

Site Selection

(1) Access

(2) Foundation

(4) Drainage

Table of Contents

List of Tables

List of Figures










21 Head Works

22 De-silting Basin

23 Power Canal

24 Head Tank

25 Regulating Pond

26 Penstock

27 Powerhouse

Table










Figure





















Figure 142 Test Pit









































Figure 2313







Figure 261 Penstock







Penstock

Anchor Block

Spillway

Head Tank

Sand Drain Gate

Trashracks

Powerhouse Tailrace

Min Discharge108 9 11 121 2 3 4 5 6 7

Firm Power Output

Demand Qmin

IrrigationD

Min Discharge1 2 3 4 10 115 6 7 8 9 12

(m3 s)

Max Power Output

Min Power Output

Irrigation

Head Tank

Penstock

Powerhouse

Tailrace

Intake

Penstock

Powerhouse

Tailrace

Head Tank

P Power output (kW)

)()()( 1 BGIAarea

)()()( 2 ABGIarea

Sandbar

　Intake (A)

times　Intake (B)

Location of Intake

21 Head Works

Site Selection

Sand Flush Gate

Spillway

Sand Drain Gate

Spillway

Trashracks

Intake

Sand Drain Gate

De-silting Basin

Side Spillway

Tyrolean Intake

Intake

De-silting

Sand Flush GateFlow

Intake

Flood Water Level

Weir Crest

Sand Flush Gate

Intake

10 ~15 m

Sand Flush Gate

Concrete gravity

Gabion

maintenance

Stone masonry

Intake

00 20 40 60 80 100Discharge (m3s)

WL (m)

Inflow intoIntake

Flow overSpillway

H FSWL

Sand Flush Gate EL3

Spillway

Intake EL 4

H Spillway EL1

Weir Profile

Intake

WLforebay is known

WL gt FSWL

Yes No

2) For pipe flow

LD(43)

Intake

AQe ++sdotsdot

sdot=1

entered the intake

Intake

De-silting Basin

Sand Flush Gate

Side Spil lway

Waterway

Intake Gate

Flood Water Level

Weir Crest EL5

Sand Flush Gate

Intake

De-silting Basin

Side Spillway

IntakeGate

EL31 n1

EL7 1 n2

Sand FlushGate

De -si l ting Basin

Side Spi l lway

Power C anal

Sand Drain Gate

Intake Gate

Intake

= (2 ~ 3) x depth x 03 01 = (6 ~ 9) x depth

Skimmer Wall

v = 05 ~ 10 ms

Flowθ

1 10 ~ 1 30

Trashracks

v lt 03msu

Slope 1 10 ~ 1 30

Side Spillway

22 De-silting Basin

05 ~ 10 mm

shuvL sdot= )3~2(

Sand Drain

Sand Drain Gate

Side Spillway

)()(841

L φφ minussdot

21121 )(tan3)(32whhH

minusminusminus

minusminus

minusminus= minusφ

H = h + Q 22g (B h )2 (m)

Flow h0h1hw

23 Power Canal

Route Selection

Sand Flush Gate

Spillway

Sand Drain

Spillway

Trashracks

Intake

Trashrack

Sand Drain

De-silting Basin

Side Spillway

Debris

Canal Dimensions

(ms) Permeability

Stone Masonry Canal

in low head plant

Lining Types

partminus

minuspartpart

partpart+

IRnAQ = AVQ sdot=

hbA sdot=bh

hR21 +

)( mhbhA +=212

mhbhR++

Flow amp Debris

Power Canal

Cross Drain

Earth Canal

24 Head Tank

Site Selection

Hydraulic Design

V gt (Qmax) x (120 ~ 180)

Sand Flush Gate

Spillway

Sand Drain

Spillway

Trashracks

Intake

Trashrack

Sand Drain

De-silting Basin

Side Spillway

Sand Drain Gate

Spillway

Trashracks

30 ~ 50 cm

Penstock Gate

Air Vent Pipe

fffHgAQbe +++

sdotsdotsdot=

)(00680H

1 2 3 4 5 6 7 8 9 10 11 12

River Discharge

Irrigation water

Q(m3s)

25 Regulating Pond

dHHSdt

dHdHdV

)(6003)(

outin QHSdt

dHQ +sdot=6003

-10 -08 -06 -04 -02 00 02 04 06

2-unit operation

1-unit operation

Qin (m3s)

dHhour (mhour)

Example

Pipe φ = 15 cm L = 20 m

ffNfHgV

be +sdot++sdot

Open Slots

Sediments

015 10 15 251 0044 158 158 379 015 10 3 356 0063 227 227 545 015 20 15 206 0036 130 13 312 015 20 3 292 0052 187 187 449 015 30 15 179 0032 115 115 276 015 30 3 254 0045 162 162 389 015 40 15 161 0028 101 101 242 015 40 3 227 004 144 144 346 015 50 15 147 0026 94 94 226 015 50 3 208 0037 133 133 319 015 60 15 136 0024 86 86 206 015 60 3 192 0034 122 122 293

26 Penstock

Penstock Powerhouse

Static Head

Anchor Block

Spillway

Head Tank

Sand Drain Gate

Trashracks

FSWLMOL

Max Pressure Rise

50 ~ 100 m max

55ordm max

Hydraulic GradeLine

Type Features

l1l2L2φ1

Anchor Block

Saddle

bFille

(2) after 2nd phase

asdot+

sumsum=

)1(21 11

2 HgVasdotsdot

imicroψ sdot

minus= 1

=micro

2 HgVasdotsdot

0)21()442( 21

)(22 11

2)2( iB ρψ=

Penstock Powerhouse

Head Tank

0 2 4 6 8 10 12 14Time (sec)

Head loss

gvfh r 2

2 sdot=

))((sin342btfr θ=

Penstock

Anchor Block

Head TankTrashracks

Powerhouse

FSWL vin22g

vout22g

gvfh e 2

3 sdot=

fe = 025 fe = 02fe = 05

v2 v2 v2

25124 2

90()(163201310

5 sdotsdotsdot+=θ

gvfh gc 2

A1 A2θ

θ ordm

gvfh v 2

8 sdot=

gvfh b 2

(a) (b)

TWL FWLFreeboard

DrainageSystem

Firm Foundation

27 Powerhouse

Site Selection

(1) Access

(2) Foundation

(4) Drainage

Table of Contents

List of Tables

List of Figures










21 Head Works

22 De-silting Basin

23 Power Canal

24 Head Tank

25 Regulating Pond

26 Penstock

27 Powerhouse

Table










Figure





















Figure 142 Test Pit









































Figure 2313







Figure 261 Penstock







Min Discharge108 9 11 121 2 3 4 5 6 7

Firm Power Output

Demand Qmin

IrrigationD

Min Discharge1 2 3 4 10 115 6 7 8 9 12

(m3 s)

Max Power Output

Min Power Output

Irrigation

Head Tank

Penstock

Powerhouse

Tailrace

Intake

Penstock

Powerhouse

Tailrace

Head Tank

P Power output (kW)

)()()( 1 BGIAarea

)()()( 2 ABGIarea

Sandbar

　Intake (A)

times　Intake (B)

Location of Intake

21 Head Works

Site Selection

Sand Flush Gate

Spillway

Sand Drain Gate

Spillway

Trashracks

Intake

Sand Drain Gate

De-silting Basin

Side Spillway

Tyrolean Intake

Intake

De-silting

Sand Flush GateFlow

Intake

Flood Water Level

Weir Crest

Sand Flush Gate

Intake

10 ~15 m

Sand Flush Gate

Concrete gravity

Gabion

maintenance

Stone masonry

Intake

00 20 40 60 80 100Discharge (m3s)

WL (m)

Inflow intoIntake

Flow overSpillway

H FSWL

Sand Flush Gate EL3

Spillway

Intake EL 4

H Spillway EL1

Weir Profile

Intake

WLforebay is known

WL gt FSWL

Yes No

2) For pipe flow

LD(43)

Intake

AQe ++sdotsdot

sdot=1

entered the intake

Intake

De-silting Basin

Sand Flush Gate

Side Spil lway

Waterway

Intake Gate

Flood Water Level

Weir Crest EL5

Sand Flush Gate

Intake

De-silting Basin

Side Spillway

IntakeGate

EL31 n1

EL7 1 n2

Sand FlushGate

De -si l ting Basin

Side Spi l lway

Power C anal

Sand Drain Gate

Intake Gate

Intake

= (2 ~ 3) x depth x 03 01 = (6 ~ 9) x depth

Skimmer Wall

v = 05 ~ 10 ms

Flowθ

1 10 ~ 1 30

Trashracks

v lt 03msu

Slope 1 10 ~ 1 30

Side Spillway

22 De-silting Basin

05 ~ 10 mm

shuvL sdot= )3~2(

Sand Drain

Sand Drain Gate

Side Spillway

)()(841

L φφ minussdot

21121 )(tan3)(32whhH

minusminusminus

minusminus

minusminus= minusφ

H = h + Q 22g (B h )2 (m)

Flow h0h1hw

23 Power Canal

Route Selection

Sand Flush Gate

Spillway

Sand Drain

Spillway

Trashracks

Intake

Trashrack

Sand Drain

De-silting Basin

Side Spillway

Debris

Canal Dimensions

(ms) Permeability

Stone Masonry Canal

in low head plant

Lining Types

partminus

minuspartpart

partpart+

IRnAQ = AVQ sdot=

hbA sdot=bh

hR21 +

)( mhbhA +=212

mhbhR++

Flow amp Debris

Power Canal

Cross Drain

Earth Canal

24 Head Tank

Site Selection

Hydraulic Design

V gt (Qmax) x (120 ~ 180)

Sand Flush Gate

Spillway

Sand Drain

Spillway

Trashracks

Intake

Trashrack

Sand Drain

De-silting Basin

Side Spillway

Sand Drain Gate

Spillway

Trashracks

30 ~ 50 cm

Penstock Gate

Air Vent Pipe

fffHgAQbe +++

sdotsdotsdot=

)(00680H

1 2 3 4 5 6 7 8 9 10 11 12

River Discharge

Irrigation water

Q(m3s)

25 Regulating Pond

dHHSdt

dHdHdV

)(6003)(

outin QHSdt

dHQ +sdot=6003

-10 -08 -06 -04 -02 00 02 04 06

2-unit operation

1-unit operation

Qin (m3s)

dHhour (mhour)

Example

Pipe φ = 15 cm L = 20 m

ffNfHgV

be +sdot++sdot

Open Slots

Sediments

015 10 15 251 0044 158 158 379 015 10 3 356 0063 227 227 545 015 20 15 206 0036 130 13 312 015 20 3 292 0052 187 187 449 015 30 15 179 0032 115 115 276 015 30 3 254 0045 162 162 389 015 40 15 161 0028 101 101 242 015 40 3 227 004 144 144 346 015 50 15 147 0026 94 94 226 015 50 3 208 0037 133 133 319 015 60 15 136 0024 86 86 206 015 60 3 192 0034 122 122 293

26 Penstock

Penstock Powerhouse

Static Head

Anchor Block

Spillway

Head Tank

Sand Drain Gate

Trashracks

FSWLMOL

Max Pressure Rise

50 ~ 100 m max

55ordm max

Hydraulic GradeLine

Type Features

l1l2L2φ1

Anchor Block

Saddle

bFille

(2) after 2nd phase

asdot+

sumsum=

)1(21 11

2 HgVasdotsdot

imicroψ sdot

minus= 1

=micro

2 HgVasdotsdot

0)21()442( 21

)(22 11

2)2( iB ρψ=

Penstock Powerhouse

Head Tank

0 2 4 6 8 10 12 14Time (sec)

Head loss

gvfh r 2

2 sdot=

))((sin342btfr θ=

Penstock

Anchor Block

Head TankTrashracks

Powerhouse

FSWL vin22g

vout22g

gvfh e 2

3 sdot=

fe = 025 fe = 02fe = 05

v2 v2 v2

25124 2

90()(163201310

5 sdotsdotsdot+=θ

gvfh gc 2

A1 A2θ

θ ordm

gvfh v 2

8 sdot=

gvfh b 2

(a) (b)

TWL FWLFreeboard

DrainageSystem

Firm Foundation

27 Powerhouse

Site Selection

(1) Access

(2) Foundation

(4) Drainage

Table of Contents

List of Tables

List of Figures










21 Head Works

22 De-silting Basin

23 Power Canal

24 Head Tank

25 Regulating Pond

26 Penstock

27 Powerhouse

Table










Figure





















Figure 142 Test Pit









































Figure 2313







Figure 261 Penstock







Min Discharge1 2 3 4 10 115 6 7 8 9 12

(m3 s)

Max Power Output

Min Power Output

Irrigation

Head Tank

Penstock

Powerhouse

Tailrace

Intake

Penstock

Powerhouse

Tailrace

Head Tank

P Power output (kW)

)()()( 1 BGIAarea

)()()( 2 ABGIarea

Sandbar

　Intake (A)

times　Intake (B)

Location of Intake

21 Head Works

Site Selection

Sand Flush Gate

Spillway

Sand Drain Gate

Spillway

Trashracks

Intake

Sand Drain Gate

De-silting Basin

Side Spillway

Tyrolean Intake

Intake

De-silting

Sand Flush GateFlow

Intake

Flood Water Level

Weir Crest

Sand Flush Gate

Intake

10 ~15 m

Sand Flush Gate

Concrete gravity

Gabion

maintenance

Stone masonry

Intake

00 20 40 60 80 100Discharge (m3s)

WL (m)

Inflow intoIntake

Flow overSpillway

H FSWL

Sand Flush Gate EL3

Spillway

Intake EL 4

H Spillway EL1

Weir Profile

Intake

WLforebay is known

WL gt FSWL

Yes No

2) For pipe flow

LD(43)

Intake

AQe ++sdotsdot

sdot=1

entered the intake

Intake

De-silting Basin

Sand Flush Gate

Side Spil lway

Waterway

Intake Gate

Flood Water Level

Weir Crest EL5

Sand Flush Gate

Intake

De-silting Basin

Side Spillway

IntakeGate

EL31 n1

EL7 1 n2

Sand FlushGate

De -si l ting Basin

Side Spi l lway

Power C anal

Sand Drain Gate

Intake Gate

Intake

= (2 ~ 3) x depth x 03 01 = (6 ~ 9) x depth

Skimmer Wall

v = 05 ~ 10 ms

Flowθ

1 10 ~ 1 30

Trashracks

v lt 03msu

Slope 1 10 ~ 1 30

Side Spillway

22 De-silting Basin

05 ~ 10 mm

shuvL sdot= )3~2(

Sand Drain

Sand Drain Gate

Side Spillway

)()(841

L φφ minussdot

21121 )(tan3)(32whhH

minusminusminus

minusminus

minusminus= minusφ

H = h + Q 22g (B h )2 (m)

Flow h0h1hw

23 Power Canal

Route Selection

Sand Flush Gate

Spillway

Sand Drain

Spillway

Trashracks

Intake

Trashrack

Sand Drain

De-silting Basin

Side Spillway

Debris

Canal Dimensions

(ms) Permeability

Stone Masonry Canal

in low head plant

Lining Types

partminus

minuspartpart

partpart+

IRnAQ = AVQ sdot=

hbA sdot=bh

hR21 +

)( mhbhA +=212

mhbhR++

Flow amp Debris

Power Canal

Cross Drain

Earth Canal

24 Head Tank

Site Selection

Hydraulic Design

V gt (Qmax) x (120 ~ 180)

Sand Flush Gate

Spillway

Sand Drain

Spillway

Trashracks

Intake

Trashrack

Sand Drain

De-silting Basin

Side Spillway

Sand Drain Gate

Spillway

Trashracks

30 ~ 50 cm

Penstock Gate

Air Vent Pipe

fffHgAQbe +++

sdotsdotsdot=

)(00680H

1 2 3 4 5 6 7 8 9 10 11 12

River Discharge

Irrigation water

Q(m3s)

25 Regulating Pond

dHHSdt

dHdHdV

)(6003)(

outin QHSdt

dHQ +sdot=6003

-10 -08 -06 -04 -02 00 02 04 06

2-unit operation

1-unit operation

Qin (m3s)

dHhour (mhour)

Example

Pipe φ = 15 cm L = 20 m

ffNfHgV

be +sdot++sdot

Open Slots

Sediments

015 10 15 251 0044 158 158 379 015 10 3 356 0063 227 227 545 015 20 15 206 0036 130 13 312 015 20 3 292 0052 187 187 449 015 30 15 179 0032 115 115 276 015 30 3 254 0045 162 162 389 015 40 15 161 0028 101 101 242 015 40 3 227 004 144 144 346 015 50 15 147 0026 94 94 226 015 50 3 208 0037 133 133 319 015 60 15 136 0024 86 86 206 015 60 3 192 0034 122 122 293

26 Penstock

Penstock Powerhouse

Static Head

Anchor Block

Spillway

Head Tank

Sand Drain Gate

Trashracks

FSWLMOL

Max Pressure Rise

50 ~ 100 m max

55ordm max

Hydraulic GradeLine

Type Features

l1l2L2φ1

Anchor Block

Saddle

bFille

(2) after 2nd phase

asdot+

sumsum=

)1(21 11

2 HgVasdotsdot

imicroψ sdot

minus= 1

=micro

2 HgVasdotsdot

0)21()442( 21

)(22 11

2)2( iB ρψ=

Penstock Powerhouse

Head Tank

0 2 4 6 8 10 12 14Time (sec)

Head loss

gvfh r 2

2 sdot=

))((sin342btfr θ=

Penstock

Anchor Block

Head TankTrashracks

Powerhouse

FSWL vin22g

vout22g

gvfh e 2

3 sdot=

fe = 025 fe = 02fe = 05

v2 v2 v2

25124 2

90()(163201310

5 sdotsdotsdot+=θ

gvfh gc 2

A1 A2θ

θ ordm

gvfh v 2

8 sdot=

gvfh b 2

(a) (b)

TWL FWLFreeboard

DrainageSystem

Firm Foundation

27 Powerhouse

Site Selection

(1) Access

(2) Foundation

(4) Drainage

Table of Contents

List of Tables

List of Figures










21 Head Works

22 De-silting Basin

23 Power Canal

24 Head Tank

25 Regulating Pond

26 Penstock

27 Powerhouse

Table










Figure





















Figure 142 Test Pit









































Figure 2313







Figure 261 Penstock







Head Tank

Penstock

Powerhouse

Tailrace

Intake

Penstock

Powerhouse

Tailrace

Head Tank

P Power output (kW)

)()()( 1 BGIAarea

)()()( 2 ABGIarea

Sandbar

　Intake (A)

times　Intake (B)

Location of Intake

21 Head Works

Site Selection

Sand Flush Gate

Spillway

Sand Drain Gate

Spillway

Trashracks

Intake

Sand Drain Gate

De-silting Basin

Side Spillway

Tyrolean Intake

Intake

De-silting

Sand Flush GateFlow

Intake

Flood Water Level

Weir Crest

Sand Flush Gate

Intake

10 ~15 m

Sand Flush Gate

Concrete gravity

Gabion

maintenance

Stone masonry

Intake

00 20 40 60 80 100Discharge (m3s)

WL (m)

Inflow intoIntake

Flow overSpillway

H FSWL

Sand Flush Gate EL3

Spillway

Intake EL 4

H Spillway EL1

Weir Profile

Intake

WLforebay is known

WL gt FSWL

Yes No

2) For pipe flow

LD(43)

Intake

AQe ++sdotsdot

sdot=1

entered the intake

Intake

De-silting Basin

Sand Flush Gate

Side Spil lway

Waterway

Intake Gate

Flood Water Level

Weir Crest EL5

Sand Flush Gate

Intake

De-silting Basin

Side Spillway

IntakeGate

EL31 n1

EL7 1 n2

Sand FlushGate

De -si l ting Basin

Side Spi l lway

Power C anal

Sand Drain Gate

Intake Gate

Intake

= (2 ~ 3) x depth x 03 01 = (6 ~ 9) x depth

Skimmer Wall

v = 05 ~ 10 ms

Flowθ

1 10 ~ 1 30

Trashracks

v lt 03msu

Slope 1 10 ~ 1 30

Side Spillway

22 De-silting Basin

05 ~ 10 mm

shuvL sdot= )3~2(

Sand Drain

Sand Drain Gate

Side Spillway

)()(841

L φφ minussdot

21121 )(tan3)(32whhH

minusminusminus

minusminus

minusminus= minusφ

H = h + Q 22g (B h )2 (m)

Flow h0h1hw

23 Power Canal

Route Selection

Sand Flush Gate

Spillway

Sand Drain

Spillway

Trashracks

Intake

Trashrack

Sand Drain

De-silting Basin

Side Spillway

Debris

Canal Dimensions

(ms) Permeability

Stone Masonry Canal

in low head plant

Lining Types

partminus

minuspartpart

partpart+

IRnAQ = AVQ sdot=

hbA sdot=bh

hR21 +

)( mhbhA +=212

mhbhR++

Flow amp Debris

Power Canal

Cross Drain

Earth Canal

24 Head Tank

Site Selection

Hydraulic Design

V gt (Qmax) x (120 ~ 180)

Sand Flush Gate

Spillway

Sand Drain

Spillway

Trashracks

Intake

Trashrack

Sand Drain

De-silting Basin

Side Spillway

Sand Drain Gate

Spillway

Trashracks

30 ~ 50 cm

Penstock Gate

Air Vent Pipe

fffHgAQbe +++

sdotsdotsdot=

)(00680H

1 2 3 4 5 6 7 8 9 10 11 12

River Discharge

Irrigation water

Q(m3s)

25 Regulating Pond

dHHSdt

dHdHdV

)(6003)(

outin QHSdt

dHQ +sdot=6003

-10 -08 -06 -04 -02 00 02 04 06

2-unit operation

1-unit operation

Qin (m3s)

dHhour (mhour)

Example

Pipe φ = 15 cm L = 20 m

ffNfHgV

be +sdot++sdot

Open Slots

Sediments

015 10 15 251 0044 158 158 379 015 10 3 356 0063 227 227 545 015 20 15 206 0036 130 13 312 015 20 3 292 0052 187 187 449 015 30 15 179 0032 115 115 276 015 30 3 254 0045 162 162 389 015 40 15 161 0028 101 101 242 015 40 3 227 004 144 144 346 015 50 15 147 0026 94 94 226 015 50 3 208 0037 133 133 319 015 60 15 136 0024 86 86 206 015 60 3 192 0034 122 122 293

26 Penstock

Penstock Powerhouse

Static Head

Anchor Block

Spillway

Head Tank

Sand Drain Gate

Trashracks

FSWLMOL

Max Pressure Rise

50 ~ 100 m max

55ordm max

Hydraulic GradeLine

Type Features

l1l2L2φ1

Anchor Block

Saddle

bFille

(2) after 2nd phase

asdot+

sumsum=

)1(21 11

2 HgVasdotsdot

imicroψ sdot

minus= 1

=micro

2 HgVasdotsdot

0)21()442( 21

)(22 11

2)2( iB ρψ=

Penstock Powerhouse

Head Tank

0 2 4 6 8 10 12 14Time (sec)

Head loss

gvfh r 2

2 sdot=

))((sin342btfr θ=

Penstock

Anchor Block

Head TankTrashracks

Powerhouse

FSWL vin22g

vout22g

gvfh e 2

3 sdot=

fe = 025 fe = 02fe = 05

v2 v2 v2

25124 2

90()(163201310

5 sdotsdotsdot+=θ

gvfh gc 2

A1 A2θ

θ ordm

gvfh v 2

8 sdot=

gvfh b 2

(a) (b)

TWL FWLFreeboard

DrainageSystem

Firm Foundation

27 Powerhouse

Site Selection

(1) Access

(2) Foundation

(4) Drainage

Table of Contents

List of Tables

List of Figures










21 Head Works

22 De-silting Basin

23 Power Canal

24 Head Tank

25 Regulating Pond

26 Penstock

27 Powerhouse

Table










Figure





















Figure 142 Test Pit









































Figure 2313







Figure 261 Penstock







P Power output (kW)

)()()( 1 BGIAarea

)()()( 2 ABGIarea

Sandbar

　Intake (A)

times　Intake (B)

Location of Intake

21 Head Works

Site Selection

Sand Flush Gate

Spillway

Sand Drain Gate

Spillway

Trashracks

Intake

Sand Drain Gate

De-silting Basin

Side Spillway

Tyrolean Intake

Intake

De-silting

Sand Flush GateFlow

Intake

Flood Water Level

Weir Crest

Sand Flush Gate

Intake

10 ~15 m

Sand Flush Gate

Concrete gravity

Gabion

maintenance

Stone masonry

Intake

00 20 40 60 80 100Discharge (m3s)

WL (m)

Inflow intoIntake

Flow overSpillway

H FSWL

Sand Flush Gate EL3

Spillway

Intake EL 4

H Spillway EL1

Weir Profile

Intake

WLforebay is known

WL gt FSWL

Yes No

2) For pipe flow

LD(43)

Intake

AQe ++sdotsdot

sdot=1

entered the intake

Intake

De-silting Basin

Sand Flush Gate

Side Spil lway

Waterway

Intake Gate

Flood Water Level

Weir Crest EL5

Sand Flush Gate

Intake

De-silting Basin

Side Spillway

IntakeGate

EL31 n1

EL7 1 n2

Sand FlushGate

De -si l ting Basin

Side Spi l lway

Power C anal

Sand Drain Gate

Intake Gate

Intake

= (2 ~ 3) x depth x 03 01 = (6 ~ 9) x depth

Skimmer Wall

v = 05 ~ 10 ms

Flowθ

1 10 ~ 1 30

Trashracks

v lt 03msu

Slope 1 10 ~ 1 30

Side Spillway

22 De-silting Basin

05 ~ 10 mm

shuvL sdot= )3~2(

Sand Drain

Sand Drain Gate

Side Spillway

)()(841

L φφ minussdot

21121 )(tan3)(32whhH

minusminusminus

minusminus

minusminus= minusφ

H = h + Q 22g (B h )2 (m)

Flow h0h1hw

23 Power Canal

Route Selection

Sand Flush Gate

Spillway

Sand Drain

Spillway

Trashracks

Intake

Trashrack

Sand Drain

De-silting Basin

Side Spillway

Debris

Canal Dimensions

(ms) Permeability

Stone Masonry Canal

in low head plant

Lining Types

partminus

minuspartpart

partpart+

IRnAQ = AVQ sdot=

hbA sdot=bh

hR21 +

)( mhbhA +=212

mhbhR++

Flow amp Debris

Power Canal

Cross Drain

Earth Canal

24 Head Tank

Site Selection

Hydraulic Design

V gt (Qmax) x (120 ~ 180)

Sand Flush Gate

Spillway

Sand Drain

Spillway

Trashracks

Intake

Trashrack

Sand Drain

De-silting Basin

Side Spillway

Sand Drain Gate

Spillway

Trashracks

30 ~ 50 cm

Penstock Gate

Air Vent Pipe

fffHgAQbe +++

sdotsdotsdot=

)(00680H

1 2 3 4 5 6 7 8 9 10 11 12

River Discharge

Irrigation water

Q(m3s)

25 Regulating Pond

dHHSdt

dHdHdV

)(6003)(

outin QHSdt

dHQ +sdot=6003

-10 -08 -06 -04 -02 00 02 04 06

2-unit operation

1-unit operation

Qin (m3s)

dHhour (mhour)

Example

Pipe φ = 15 cm L = 20 m

ffNfHgV

be +sdot++sdot

Open Slots

Sediments

015 10 15 251 0044 158 158 379 015 10 3 356 0063 227 227 545 015 20 15 206 0036 130 13 312 015 20 3 292 0052 187 187 449 015 30 15 179 0032 115 115 276 015 30 3 254 0045 162 162 389 015 40 15 161 0028 101 101 242 015 40 3 227 004 144 144 346 015 50 15 147 0026 94 94 226 015 50 3 208 0037 133 133 319 015 60 15 136 0024 86 86 206 015 60 3 192 0034 122 122 293

26 Penstock

Penstock Powerhouse

Static Head

Anchor Block

Spillway

Head Tank

Sand Drain Gate

Trashracks

FSWLMOL

Max Pressure Rise

50 ~ 100 m max

55ordm max

Hydraulic GradeLine

Type Features

l1l2L2φ1

Anchor Block

Saddle

bFille

(2) after 2nd phase

asdot+

sumsum=

)1(21 11

2 HgVasdotsdot

imicroψ sdot

minus= 1

=micro

2 HgVasdotsdot

0)21()442( 21

)(22 11

2)2( iB ρψ=

Penstock Powerhouse

Head Tank

0 2 4 6 8 10 12 14Time (sec)

Head loss

gvfh r 2

2 sdot=

))((sin342btfr θ=

Penstock

Anchor Block

Head TankTrashracks

Powerhouse

FSWL vin22g

vout22g

gvfh e 2

3 sdot=

fe = 025 fe = 02fe = 05

v2 v2 v2

25124 2

90()(163201310

5 sdotsdotsdot+=θ

gvfh gc 2

A1 A2θ

θ ordm

gvfh v 2

8 sdot=

gvfh b 2

(a) (b)

TWL FWLFreeboard

DrainageSystem

Firm Foundation

27 Powerhouse

Site Selection

(1) Access

(2) Foundation

(4) Drainage

Table of Contents

List of Tables

List of Figures










21 Head Works

22 De-silting Basin

23 Power Canal

24 Head Tank

25 Regulating Pond

26 Penstock

27 Powerhouse

Table










Figure





















Figure 142 Test Pit









































Figure 2313







Figure 261 Penstock







Sandbar

　Intake (A)

times　Intake (B)

Location of Intake

21 Head Works

Site Selection

Sand Flush Gate

Spillway

Sand Drain Gate

Spillway

Trashracks

Intake

Sand Drain Gate

De-silting Basin

Side Spillway

Tyrolean Intake

Intake

De-silting

Sand Flush GateFlow

Intake

Flood Water Level

Weir Crest

Sand Flush Gate

Intake

10 ~15 m

Sand Flush Gate

Concrete gravity

Gabion

maintenance

Stone masonry

Intake

00 20 40 60 80 100Discharge (m3s)

WL (m)

Inflow intoIntake

Flow overSpillway

H FSWL

Sand Flush Gate EL3

Spillway

Intake EL 4

H Spillway EL1

Weir Profile

Intake

WLforebay is known

WL gt FSWL

Yes No

2) For pipe flow

LD(43)

Intake

AQe ++sdotsdot

sdot=1

entered the intake

Intake

De-silting Basin

Sand Flush Gate

Side Spil lway

Waterway

Intake Gate

Flood Water Level

Weir Crest EL5

Sand Flush Gate

Intake

De-silting Basin

Side Spillway

IntakeGate

EL31 n1

EL7 1 n2

Sand FlushGate

De -si l ting Basin

Side Spi l lway

Power C anal

Sand Drain Gate

Intake Gate

Intake

= (2 ~ 3) x depth x 03 01 = (6 ~ 9) x depth

Skimmer Wall

v = 05 ~ 10 ms

Flowθ

1 10 ~ 1 30

Trashracks

v lt 03msu

Slope 1 10 ~ 1 30

Side Spillway

22 De-silting Basin

05 ~ 10 mm

shuvL sdot= )3~2(

Sand Drain

Sand Drain Gate

Side Spillway

)()(841

L φφ minussdot

21121 )(tan3)(32whhH

minusminusminus

minusminus

minusminus= minusφ

H = h + Q 22g (B h )2 (m)

Flow h0h1hw

23 Power Canal

Route Selection

Sand Flush Gate

Spillway

Sand Drain

Spillway

Trashracks

Intake

Trashrack

Sand Drain

De-silting Basin

Side Spillway

Debris

Canal Dimensions

(ms) Permeability

Stone Masonry Canal

in low head plant

Lining Types

partminus

minuspartpart

partpart+

IRnAQ = AVQ sdot=

hbA sdot=bh

hR21 +

)( mhbhA +=212

mhbhR++

Flow amp Debris

Power Canal

Cross Drain

Earth Canal

24 Head Tank

Site Selection

Hydraulic Design

V gt (Qmax) x (120 ~ 180)

Sand Flush Gate

Spillway

Sand Drain

Spillway

Trashracks

Intake

Trashrack

Sand Drain

De-silting Basin

Side Spillway

Sand Drain Gate

Spillway

Trashracks

30 ~ 50 cm

Penstock Gate

Air Vent Pipe

fffHgAQbe +++

sdotsdotsdot=

)(00680H

1 2 3 4 5 6 7 8 9 10 11 12

River Discharge

Irrigation water

Q(m3s)

25 Regulating Pond

dHHSdt

dHdHdV

)(6003)(

outin QHSdt

dHQ +sdot=6003

-10 -08 -06 -04 -02 00 02 04 06

2-unit operation

1-unit operation

Qin (m3s)

dHhour (mhour)

Example

Pipe φ = 15 cm L = 20 m

ffNfHgV

be +sdot++sdot

Open Slots

Sediments

015 10 15 251 0044 158 158 379 015 10 3 356 0063 227 227 545 015 20 15 206 0036 130 13 312 015 20 3 292 0052 187 187 449 015 30 15 179 0032 115 115 276 015 30 3 254 0045 162 162 389 015 40 15 161 0028 101 101 242 015 40 3 227 004 144 144 346 015 50 15 147 0026 94 94 226 015 50 3 208 0037 133 133 319 015 60 15 136 0024 86 86 206 015 60 3 192 0034 122 122 293

26 Penstock

Penstock Powerhouse

Static Head

Anchor Block

Spillway

Head Tank

Sand Drain Gate

Trashracks

FSWLMOL

Max Pressure Rise

50 ~ 100 m max

55ordm max

Hydraulic GradeLine

Type Features

l1l2L2φ1

Anchor Block

Saddle

bFille

(2) after 2nd phase

asdot+

sumsum=

)1(21 11

2 HgVasdotsdot

imicroψ sdot

minus= 1

=micro

2 HgVasdotsdot

0)21()442( 21

)(22 11

2)2( iB ρψ=

Penstock Powerhouse

Head Tank

0 2 4 6 8 10 12 14Time (sec)

Head loss

gvfh r 2

2 sdot=

))((sin342btfr θ=

Penstock

Anchor Block

Head TankTrashracks

Powerhouse

FSWL vin22g

vout22g

gvfh e 2

3 sdot=

fe = 025 fe = 02fe = 05

v2 v2 v2

25124 2

90()(163201310

5 sdotsdotsdot+=θ

gvfh gc 2

A1 A2θ

θ ordm

gvfh v 2

8 sdot=

gvfh b 2

(a) (b)

TWL FWLFreeboard

DrainageSystem

Firm Foundation

27 Powerhouse

Site Selection

(1) Access

(2) Foundation

(4) Drainage

Table of Contents

List of Tables

List of Figures










21 Head Works

22 De-silting Basin

23 Power Canal

24 Head Tank

25 Regulating Pond

26 Penstock

27 Powerhouse

Table










Figure





















Figure 142 Test Pit









































Figure 2313







Figure 261 Penstock







Tyrolean Intake

Intake

De-silting

Sand Flush GateFlow

Intake

Flood Water Level

Weir Crest

Sand Flush Gate

Intake

10 ~15 m

Sand Flush Gate

Concrete gravity

Gabion

maintenance

Stone masonry

Intake

00 20 40 60 80 100Discharge (m3s)

WL (m)

Inflow intoIntake

Flow overSpillway

H FSWL

Sand Flush Gate EL3

Spillway

Intake EL 4

H Spillway EL1

Weir Profile

Intake

WLforebay is known

WL gt FSWL

Yes No

2) For pipe flow

LD(43)

Intake

AQe ++sdotsdot

sdot=1

entered the intake

Intake

De-silting Basin

Sand Flush Gate

Side Spil lway

Waterway

Intake Gate

Flood Water Level

Weir Crest EL5

Sand Flush Gate

Intake

De-silting Basin

Side Spillway

IntakeGate

EL31 n1

EL7 1 n2

Sand FlushGate

De -si l ting Basin

Side Spi l lway

Power C anal

Sand Drain Gate

Intake Gate

Intake

= (2 ~ 3) x depth x 03 01 = (6 ~ 9) x depth

Skimmer Wall

v = 05 ~ 10 ms

Flowθ

1 10 ~ 1 30

Trashracks

v lt 03msu

Slope 1 10 ~ 1 30

Side Spillway

22 De-silting Basin

05 ~ 10 mm

shuvL sdot= )3~2(

Sand Drain

Sand Drain Gate

Side Spillway

)()(841

L φφ minussdot

21121 )(tan3)(32whhH

minusminusminus

minusminus

minusminus= minusφ

H = h + Q 22g (B h )2 (m)

Flow h0h1hw

23 Power Canal

Route Selection

Sand Flush Gate

Spillway

Sand Drain

Spillway

Trashracks

Intake

Trashrack

Sand Drain

De-silting Basin

Side Spillway

Debris

Canal Dimensions

(ms) Permeability

Stone Masonry Canal

in low head plant

Lining Types

partminus

minuspartpart

partpart+

IRnAQ = AVQ sdot=

hbA sdot=bh

hR21 +

)( mhbhA +=212

mhbhR++

Flow amp Debris

Power Canal

Cross Drain

Earth Canal

24 Head Tank

Site Selection

Hydraulic Design

V gt (Qmax) x (120 ~ 180)

Sand Flush Gate

Spillway

Sand Drain

Spillway

Trashracks

Intake

Trashrack

Sand Drain

De-silting Basin

Side Spillway

Sand Drain Gate

Spillway

Trashracks

30 ~ 50 cm

Penstock Gate

Air Vent Pipe

fffHgAQbe +++

sdotsdotsdot=

)(00680H

1 2 3 4 5 6 7 8 9 10 11 12

River Discharge

Irrigation water

Q(m3s)

25 Regulating Pond

dHHSdt

dHdHdV

)(6003)(

outin QHSdt

dHQ +sdot=6003

-10 -08 -06 -04 -02 00 02 04 06

2-unit operation

1-unit operation

Qin (m3s)

dHhour (mhour)

Example

Pipe φ = 15 cm L = 20 m

ffNfHgV

be +sdot++sdot

Open Slots

Sediments

015 10 15 251 0044 158 158 379 015 10 3 356 0063 227 227 545 015 20 15 206 0036 130 13 312 015 20 3 292 0052 187 187 449 015 30 15 179 0032 115 115 276 015 30 3 254 0045 162 162 389 015 40 15 161 0028 101 101 242 015 40 3 227 004 144 144 346 015 50 15 147 0026 94 94 226 015 50 3 208 0037 133 133 319 015 60 15 136 0024 86 86 206 015 60 3 192 0034 122 122 293

26 Penstock

Penstock Powerhouse

Static Head

Anchor Block

Spillway

Head Tank

Sand Drain Gate

Trashracks

FSWLMOL

Max Pressure Rise

50 ~ 100 m max

55ordm max

Hydraulic GradeLine

Type Features

l1l2L2φ1

Anchor Block

Saddle

bFille

(2) after 2nd phase

asdot+

sumsum=

)1(21 11

2 HgVasdotsdot

imicroψ sdot

minus= 1

=micro

2 HgVasdotsdot

0)21()442( 21

)(22 11

2)2( iB ρψ=

Penstock Powerhouse

Head Tank

0 2 4 6 8 10 12 14Time (sec)

Head loss

gvfh r 2

2 sdot=

))((sin342btfr θ=

Penstock

Anchor Block

Head TankTrashracks

Powerhouse

FSWL vin22g

vout22g

gvfh e 2

3 sdot=

fe = 025 fe = 02fe = 05

v2 v2 v2

25124 2

90()(163201310

5 sdotsdotsdot+=θ

gvfh gc 2

A1 A2θ

θ ordm

gvfh v 2

8 sdot=

gvfh b 2

(a) (b)

TWL FWLFreeboard

DrainageSystem

Firm Foundation

27 Powerhouse

Site Selection

(1) Access

(2) Foundation

(4) Drainage

Table of Contents

List of Tables

List of Figures










21 Head Works

22 De-silting Basin

23 Power Canal

24 Head Tank

25 Regulating Pond

26 Penstock

27 Powerhouse

Table










Figure





















Figure 142 Test Pit









































Figure 2313







Figure 261 Penstock







Concrete gravity

Gabion

maintenance

Stone masonry

Intake

00 20 40 60 80 100Discharge (m3s)

WL (m)

Inflow intoIntake

Flow overSpillway

H FSWL

Sand Flush Gate EL3

Spillway

Intake EL 4

H Spillway EL1

Weir Profile

Intake

WLforebay is known

WL gt FSWL

Yes No

2) For pipe flow

LD(43)

Intake

AQe ++sdotsdot

sdot=1

entered the intake

Intake

De-silting Basin

Sand Flush Gate

Side Spil lway

Waterway

Intake Gate

Flood Water Level

Weir Crest EL5

Sand Flush Gate

Intake

De-silting Basin

Side Spillway

IntakeGate

EL31 n1

EL7 1 n2

Sand FlushGate

De -si l ting Basin

Side Spi l lway

Power C anal

Sand Drain Gate

Intake Gate

Intake

= (2 ~ 3) x depth x 03 01 = (6 ~ 9) x depth

Skimmer Wall

v = 05 ~ 10 ms

Flowθ

1 10 ~ 1 30

Trashracks

v lt 03msu

Slope 1 10 ~ 1 30

Side Spillway

22 De-silting Basin

05 ~ 10 mm

shuvL sdot= )3~2(

Sand Drain

Sand Drain Gate

Side Spillway

)()(841

L φφ minussdot

21121 )(tan3)(32whhH

minusminusminus

minusminus

minusminus= minusφ

H = h + Q 22g (B h )2 (m)

Flow h0h1hw

23 Power Canal

Route Selection

Sand Flush Gate

Spillway

Sand Drain

Spillway

Trashracks

Intake

Trashrack

Sand Drain

De-silting Basin

Side Spillway

Debris

Canal Dimensions

(ms) Permeability

Stone Masonry Canal

in low head plant

Lining Types

partminus

minuspartpart

partpart+

IRnAQ = AVQ sdot=

hbA sdot=bh

hR21 +

)( mhbhA +=212

mhbhR++

Flow amp Debris

Power Canal

Cross Drain

Earth Canal

24 Head Tank

Site Selection

Hydraulic Design

V gt (Qmax) x (120 ~ 180)

Sand Flush Gate

Spillway

Sand Drain

Spillway

Trashracks

Intake

Trashrack

Sand Drain

De-silting Basin

Side Spillway

Sand Drain Gate

Spillway

Trashracks

30 ~ 50 cm

Penstock Gate

Air Vent Pipe

fffHgAQbe +++

sdotsdotsdot=

)(00680H

1 2 3 4 5 6 7 8 9 10 11 12

River Discharge

Irrigation water

Q(m3s)

25 Regulating Pond

dHHSdt

dHdHdV

)(6003)(

outin QHSdt

dHQ +sdot=6003

-10 -08 -06 -04 -02 00 02 04 06

2-unit operation

1-unit operation

Qin (m3s)

dHhour (mhour)

Example

Pipe φ = 15 cm L = 20 m

ffNfHgV

be +sdot++sdot

Open Slots

Sediments

015 10 15 251 0044 158 158 379 015 10 3 356 0063 227 227 545 015 20 15 206 0036 130 13 312 015 20 3 292 0052 187 187 449 015 30 15 179 0032 115 115 276 015 30 3 254 0045 162 162 389 015 40 15 161 0028 101 101 242 015 40 3 227 004 144 144 346 015 50 15 147 0026 94 94 226 015 50 3 208 0037 133 133 319 015 60 15 136 0024 86 86 206 015 60 3 192 0034 122 122 293

26 Penstock

Penstock Powerhouse

Static Head

Anchor Block

Spillway

Head Tank

Sand Drain Gate

Trashracks

FSWLMOL

Max Pressure Rise

50 ~ 100 m max

55ordm max

Hydraulic GradeLine

Type Features

l1l2L2φ1

Anchor Block

Saddle

bFille

(2) after 2nd phase

asdot+

sumsum=

)1(21 11

2 HgVasdotsdot

imicroψ sdot

minus= 1

=micro

2 HgVasdotsdot

0)21()442( 21

)(22 11

2)2( iB ρψ=

Penstock Powerhouse

Head Tank

0 2 4 6 8 10 12 14Time (sec)

Head loss

gvfh r 2

2 sdot=

))((sin342btfr θ=

Penstock

Anchor Block

Head TankTrashracks

Powerhouse

FSWL vin22g

vout22g

gvfh e 2

3 sdot=

fe = 025 fe = 02fe = 05

v2 v2 v2

25124 2

90()(163201310

5 sdotsdotsdot+=θ

gvfh gc 2

A1 A2θ

θ ordm

gvfh v 2

8 sdot=

gvfh b 2

(a) (b)

TWL FWLFreeboard

DrainageSystem

Firm Foundation

27 Powerhouse

Site Selection

(1) Access

(2) Foundation

(4) Drainage

Table of Contents

List of Tables

List of Figures










21 Head Works

22 De-silting Basin

23 Power Canal

24 Head Tank

25 Regulating Pond

26 Penstock

27 Powerhouse

Table










Figure





















Figure 142 Test Pit









































Figure 2313







Figure 261 Penstock







Intake

00 20 40 60 80 100Discharge (m3s)

WL (m)

Inflow intoIntake

Flow overSpillway

H FSWL

Sand Flush Gate EL3

Spillway

Intake EL 4

H Spillway EL1

Weir Profile

Intake

WLforebay is known

WL gt FSWL

Yes No

2) For pipe flow

LD(43)

Intake

AQe ++sdotsdot

sdot=1

entered the intake

Intake

De-silting Basin

Sand Flush Gate

Side Spil lway

Waterway

Intake Gate

Flood Water Level

Weir Crest EL5

Sand Flush Gate

Intake

De-silting Basin

Side Spillway

IntakeGate

EL31 n1

EL7 1 n2

Sand FlushGate

De -si l ting Basin

Side Spi l lway

Power C anal

Sand Drain Gate

Intake Gate

Intake

= (2 ~ 3) x depth x 03 01 = (6 ~ 9) x depth

Skimmer Wall

v = 05 ~ 10 ms

Flowθ

1 10 ~ 1 30

Trashracks

v lt 03msu

Slope 1 10 ~ 1 30

Side Spillway

22 De-silting Basin

05 ~ 10 mm

shuvL sdot= )3~2(

Sand Drain

Sand Drain Gate

Side Spillway

)()(841

L φφ minussdot

21121 )(tan3)(32whhH

minusminusminus

minusminus

minusminus= minusφ

H = h + Q 22g (B h )2 (m)

Flow h0h1hw

23 Power Canal

Route Selection

Sand Flush Gate

Spillway

Sand Drain

Spillway

Trashracks

Intake

Trashrack

Sand Drain

De-silting Basin

Side Spillway

Debris

Canal Dimensions

(ms) Permeability

Stone Masonry Canal

in low head plant

Lining Types

partminus

minuspartpart

partpart+

IRnAQ = AVQ sdot=

hbA sdot=bh

hR21 +

)( mhbhA +=212

mhbhR++

Flow amp Debris

Power Canal

Cross Drain

Earth Canal

24 Head Tank

Site Selection

Hydraulic Design

V gt (Qmax) x (120 ~ 180)

Sand Flush Gate

Spillway

Sand Drain

Spillway

Trashracks

Intake

Trashrack

Sand Drain

De-silting Basin

Side Spillway

Sand Drain Gate

Spillway

Trashracks

30 ~ 50 cm

Penstock Gate

Air Vent Pipe

fffHgAQbe +++

sdotsdotsdot=

)(00680H

1 2 3 4 5 6 7 8 9 10 11 12

River Discharge

Irrigation water

Q(m3s)

25 Regulating Pond

dHHSdt

dHdHdV

)(6003)(

outin QHSdt

dHQ +sdot=6003

-10 -08 -06 -04 -02 00 02 04 06

2-unit operation

1-unit operation

Qin (m3s)

dHhour (mhour)

Example

Pipe φ = 15 cm L = 20 m

ffNfHgV

be +sdot++sdot

Open Slots

Sediments

015 10 15 251 0044 158 158 379 015 10 3 356 0063 227 227 545 015 20 15 206 0036 130 13 312 015 20 3 292 0052 187 187 449 015 30 15 179 0032 115 115 276 015 30 3 254 0045 162 162 389 015 40 15 161 0028 101 101 242 015 40 3 227 004 144 144 346 015 50 15 147 0026 94 94 226 015 50 3 208 0037 133 133 319 015 60 15 136 0024 86 86 206 015 60 3 192 0034 122 122 293

26 Penstock

Penstock Powerhouse

Static Head

Anchor Block

Spillway

Head Tank

Sand Drain Gate

Trashracks

FSWLMOL

Max Pressure Rise

50 ~ 100 m max

55ordm max

Hydraulic GradeLine

Type Features

l1l2L2φ1

Anchor Block

Saddle

bFille

(2) after 2nd phase

asdot+

sumsum=

)1(21 11

2 HgVasdotsdot

imicroψ sdot

minus= 1

=micro

2 HgVasdotsdot

0)21()442( 21

)(22 11

2)2( iB ρψ=

Penstock Powerhouse

Head Tank

0 2 4 6 8 10 12 14Time (sec)

Head loss

gvfh r 2

2 sdot=

))((sin342btfr θ=

Penstock

Anchor Block

Head TankTrashracks

Powerhouse

FSWL vin22g

vout22g

gvfh e 2

3 sdot=

fe = 025 fe = 02fe = 05

v2 v2 v2

25124 2

90()(163201310

5 sdotsdotsdot+=θ

gvfh gc 2

A1 A2θ

θ ordm

gvfh v 2

8 sdot=

gvfh b 2

(a) (b)

TWL FWLFreeboard

DrainageSystem

Firm Foundation

27 Powerhouse

Site Selection

(1) Access

(2) Foundation

(4) Drainage

Table of Contents

List of Tables

List of Figures










21 Head Works

22 De-silting Basin

23 Power Canal

24 Head Tank

25 Regulating Pond

26 Penstock

27 Powerhouse

Table










Figure





















Figure 142 Test Pit









































Figure 2313







Figure 261 Penstock







WLforebay is known

WL gt FSWL

Yes No

2) For pipe flow

LD(43)

Intake

AQe ++sdotsdot

sdot=1

entered the intake

Intake

De-silting Basin

Sand Flush Gate

Side Spil lway

Waterway

Intake Gate

Flood Water Level

Weir Crest EL5

Sand Flush Gate

Intake

De-silting Basin

Side Spillway

IntakeGate

EL31 n1

EL7 1 n2

Sand FlushGate

De -si l ting Basin

Side Spi l lway

Power C anal

Sand Drain Gate

Intake Gate

Intake

= (2 ~ 3) x depth x 03 01 = (6 ~ 9) x depth

Skimmer Wall

v = 05 ~ 10 ms

Flowθ

1 10 ~ 1 30

Trashracks

v lt 03msu

Slope 1 10 ~ 1 30

Side Spillway

22 De-silting Basin

05 ~ 10 mm

shuvL sdot= )3~2(

Sand Drain

Sand Drain Gate

Side Spillway

)()(841

L φφ minussdot

21121 )(tan3)(32whhH

minusminusminus

minusminus

minusminus= minusφ

H = h + Q 22g (B h )2 (m)

Flow h0h1hw

23 Power Canal

Route Selection

Sand Flush Gate

Spillway

Sand Drain

Spillway

Trashracks

Intake

Trashrack

Sand Drain

De-silting Basin

Side Spillway

Debris

Canal Dimensions

(ms) Permeability

Stone Masonry Canal

in low head plant

Lining Types

partminus

minuspartpart

partpart+

IRnAQ = AVQ sdot=

hbA sdot=bh

hR21 +

)( mhbhA +=212

mhbhR++

Flow amp Debris

Power Canal

Cross Drain

Earth Canal

24 Head Tank

Site Selection

Hydraulic Design

V gt (Qmax) x (120 ~ 180)

Sand Flush Gate

Spillway

Sand Drain

Spillway

Trashracks

Intake

Trashrack

Sand Drain

De-silting Basin

Side Spillway

Sand Drain Gate

Spillway

Trashracks

30 ~ 50 cm

Penstock Gate

Air Vent Pipe

fffHgAQbe +++

sdotsdotsdot=

)(00680H

1 2 3 4 5 6 7 8 9 10 11 12

River Discharge

Irrigation water

Q(m3s)

25 Regulating Pond

dHHSdt

dHdHdV

)(6003)(

outin QHSdt

dHQ +sdot=6003

-10 -08 -06 -04 -02 00 02 04 06

2-unit operation

1-unit operation

Qin (m3s)

dHhour (mhour)

Example

Pipe φ = 15 cm L = 20 m

ffNfHgV

be +sdot++sdot

Open Slots

Sediments

015 10 15 251 0044 158 158 379 015 10 3 356 0063 227 227 545 015 20 15 206 0036 130 13 312 015 20 3 292 0052 187 187 449 015 30 15 179 0032 115 115 276 015 30 3 254 0045 162 162 389 015 40 15 161 0028 101 101 242 015 40 3 227 004 144 144 346 015 50 15 147 0026 94 94 226 015 50 3 208 0037 133 133 319 015 60 15 136 0024 86 86 206 015 60 3 192 0034 122 122 293

26 Penstock

Penstock Powerhouse

Static Head

Anchor Block

Spillway

Head Tank

Sand Drain Gate

Trashracks

FSWLMOL

Max Pressure Rise

50 ~ 100 m max

55ordm max

Hydraulic GradeLine

Type Features

l1l2L2φ1

Anchor Block

Saddle

bFille

(2) after 2nd phase

asdot+

sumsum=

)1(21 11

2 HgVasdotsdot

imicroψ sdot

minus= 1

=micro

2 HgVasdotsdot

0)21()442( 21

)(22 11

2)2( iB ρψ=

Penstock Powerhouse

Head Tank

0 2 4 6 8 10 12 14Time (sec)

Head loss

gvfh r 2

2 sdot=

))((sin342btfr θ=

Penstock

Anchor Block

Head TankTrashracks

Powerhouse

FSWL vin22g

vout22g

gvfh e 2

3 sdot=

fe = 025 fe = 02fe = 05

v2 v2 v2

25124 2

90()(163201310

5 sdotsdotsdot+=θ

gvfh gc 2

A1 A2θ

θ ordm

gvfh v 2

8 sdot=

gvfh b 2

(a) (b)

TWL FWLFreeboard

DrainageSystem

Firm Foundation

27 Powerhouse

Site Selection

(1) Access

(2) Foundation

(4) Drainage

Table of Contents

List of Tables

List of Figures










21 Head Works

22 De-silting Basin

23 Power Canal

24 Head Tank

25 Regulating Pond

26 Penstock

27 Powerhouse

Table










Figure





















Figure 142 Test Pit









































Figure 2313







Figure 261 Penstock







2) For pipe flow

LD(43)

Intake

AQe ++sdotsdot

sdot=1

entered the intake

Intake

De-silting Basin

Sand Flush Gate

Side Spil lway

Waterway

Intake Gate

Flood Water Level

Weir Crest EL5

Sand Flush Gate

Intake

De-silting Basin

Side Spillway

IntakeGate

EL31 n1

EL7 1 n2

Sand FlushGate

De -si l ting Basin

Side Spi l lway

Power C anal

Sand Drain Gate

Intake Gate

Intake

= (2 ~ 3) x depth x 03 01 = (6 ~ 9) x depth

Skimmer Wall

v = 05 ~ 10 ms

Flowθ

1 10 ~ 1 30

Trashracks

v lt 03msu

Slope 1 10 ~ 1 30

Side Spillway

22 De-silting Basin

05 ~ 10 mm

shuvL sdot= )3~2(

Sand Drain

Sand Drain Gate

Side Spillway

)()(841

L φφ minussdot

21121 )(tan3)(32whhH

minusminusminus

minusminus

minusminus= minusφ

H = h + Q 22g (B h )2 (m)

Flow h0h1hw

23 Power Canal

Route Selection

Sand Flush Gate

Spillway

Sand Drain

Spillway

Trashracks

Intake

Trashrack

Sand Drain

De-silting Basin

Side Spillway

Debris

Canal Dimensions

(ms) Permeability

Stone Masonry Canal

in low head plant

Lining Types

partminus

minuspartpart

partpart+

IRnAQ = AVQ sdot=

hbA sdot=bh

hR21 +

)( mhbhA +=212

mhbhR++

Flow amp Debris

Power Canal

Cross Drain

Earth Canal

24 Head Tank

Site Selection

Hydraulic Design

V gt (Qmax) x (120 ~ 180)

Sand Flush Gate

Spillway

Sand Drain

Spillway

Trashracks

Intake

Trashrack

Sand Drain

De-silting Basin

Side Spillway

Sand Drain Gate

Spillway

Trashracks

30 ~ 50 cm

Penstock Gate

Air Vent Pipe

fffHgAQbe +++

sdotsdotsdot=

)(00680H

1 2 3 4 5 6 7 8 9 10 11 12

River Discharge

Irrigation water

Q(m3s)

25 Regulating Pond

dHHSdt

dHdHdV

)(6003)(

outin QHSdt

dHQ +sdot=6003

-10 -08 -06 -04 -02 00 02 04 06

2-unit operation

1-unit operation

Qin (m3s)

dHhour (mhour)

Example

Pipe φ = 15 cm L = 20 m

ffNfHgV

be +sdot++sdot

Open Slots

Sediments

015 10 15 251 0044 158 158 379 015 10 3 356 0063 227 227 545 015 20 15 206 0036 130 13 312 015 20 3 292 0052 187 187 449 015 30 15 179 0032 115 115 276 015 30 3 254 0045 162 162 389 015 40 15 161 0028 101 101 242 015 40 3 227 004 144 144 346 015 50 15 147 0026 94 94 226 015 50 3 208 0037 133 133 319 015 60 15 136 0024 86 86 206 015 60 3 192 0034 122 122 293

26 Penstock

Penstock Powerhouse

Static Head

Anchor Block

Spillway

Head Tank

Sand Drain Gate

Trashracks

FSWLMOL

Max Pressure Rise

50 ~ 100 m max

55ordm max

Hydraulic GradeLine

Type Features

l1l2L2φ1

Anchor Block

Saddle

bFille

(2) after 2nd phase

asdot+

sumsum=

)1(21 11

2 HgVasdotsdot

imicroψ sdot

minus= 1

=micro

2 HgVasdotsdot

0)21()442( 21

)(22 11

2)2( iB ρψ=

Penstock Powerhouse

Head Tank

0 2 4 6 8 10 12 14Time (sec)

Head loss

gvfh r 2

2 sdot=

))((sin342btfr θ=

Penstock

Anchor Block

Head TankTrashracks

Powerhouse

FSWL vin22g

vout22g

gvfh e 2

3 sdot=

fe = 025 fe = 02fe = 05

v2 v2 v2

25124 2

90()(163201310

5 sdotsdotsdot+=θ

gvfh gc 2

A1 A2θ

θ ordm

gvfh v 2

8 sdot=

gvfh b 2

(a) (b)

TWL FWLFreeboard

DrainageSystem

Firm Foundation

27 Powerhouse

Site Selection

(1) Access

(2) Foundation

(4) Drainage

Table of Contents

List of Tables

List of Figures










21 Head Works

22 De-silting Basin

23 Power Canal

24 Head Tank

25 Regulating Pond

26 Penstock

27 Powerhouse

Table










Figure





















Figure 142 Test Pit









































Figure 2313







Figure 261 Penstock







entered the intake

Intake

De-silting Basin

Sand Flush Gate

Side Spil lway

Waterway

Intake Gate

Flood Water Level

Weir Crest EL5

Sand Flush Gate

Intake

De-silting Basin

Side Spillway

IntakeGate

EL31 n1

EL7 1 n2

Sand FlushGate

De -si l ting Basin

Side Spi l lway

Power C anal

Sand Drain Gate

Intake Gate

Intake

= (2 ~ 3) x depth x 03 01 = (6 ~ 9) x depth

Skimmer Wall

v = 05 ~ 10 ms

Flowθ

1 10 ~ 1 30

Trashracks

v lt 03msu

Slope 1 10 ~ 1 30

Side Spillway

22 De-silting Basin

05 ~ 10 mm

shuvL sdot= )3~2(

Sand Drain

Sand Drain Gate

Side Spillway

)()(841

L φφ minussdot

21121 )(tan3)(32whhH

minusminusminus

minusminus

minusminus= minusφ

H = h + Q 22g (B h )2 (m)

Flow h0h1hw

23 Power Canal

Route Selection

Sand Flush Gate

Spillway

Sand Drain

Spillway

Trashracks

Intake

Trashrack

Sand Drain

De-silting Basin

Side Spillway

Debris

Canal Dimensions

(ms) Permeability

Stone Masonry Canal

in low head plant

Lining Types

partminus

minuspartpart

partpart+

IRnAQ = AVQ sdot=

hbA sdot=bh

hR21 +

)( mhbhA +=212

mhbhR++

Flow amp Debris

Power Canal

Cross Drain

Earth Canal

24 Head Tank

Site Selection

Hydraulic Design

V gt (Qmax) x (120 ~ 180)

Sand Flush Gate

Spillway

Sand Drain

Spillway

Trashracks

Intake

Trashrack

Sand Drain

De-silting Basin

Side Spillway

Sand Drain Gate

Spillway

Trashracks

30 ~ 50 cm

Penstock Gate

Air Vent Pipe

fffHgAQbe +++

sdotsdotsdot=

)(00680H

1 2 3 4 5 6 7 8 9 10 11 12

River Discharge

Irrigation water

Q(m3s)

25 Regulating Pond

dHHSdt

dHdHdV

)(6003)(

outin QHSdt

dHQ +sdot=6003

-10 -08 -06 -04 -02 00 02 04 06

2-unit operation

1-unit operation

Qin (m3s)

dHhour (mhour)

Example

Pipe φ = 15 cm L = 20 m

ffNfHgV

be +sdot++sdot

Open Slots

Sediments

015 10 15 251 0044 158 158 379 015 10 3 356 0063 227 227 545 015 20 15 206 0036 130 13 312 015 20 3 292 0052 187 187 449 015 30 15 179 0032 115 115 276 015 30 3 254 0045 162 162 389 015 40 15 161 0028 101 101 242 015 40 3 227 004 144 144 346 015 50 15 147 0026 94 94 226 015 50 3 208 0037 133 133 319 015 60 15 136 0024 86 86 206 015 60 3 192 0034 122 122 293

26 Penstock

Penstock Powerhouse

Static Head

Anchor Block

Spillway

Head Tank

Sand Drain Gate

Trashracks

FSWLMOL

Max Pressure Rise

50 ~ 100 m max

55ordm max

Hydraulic GradeLine

Type Features

l1l2L2φ1

Anchor Block

Saddle

bFille

(2) after 2nd phase

asdot+

sumsum=

)1(21 11

2 HgVasdotsdot

imicroψ sdot

minus= 1

=micro

2 HgVasdotsdot

0)21()442( 21

)(22 11

2)2( iB ρψ=

Penstock Powerhouse

Head Tank

0 2 4 6 8 10 12 14Time (sec)

Head loss

gvfh r 2

2 sdot=

))((sin342btfr θ=

Penstock

Anchor Block

Head TankTrashracks

Powerhouse

FSWL vin22g

vout22g

gvfh e 2

3 sdot=

fe = 025 fe = 02fe = 05

v2 v2 v2

25124 2

90()(163201310

5 sdotsdotsdot+=θ

gvfh gc 2

A1 A2θ

θ ordm

gvfh v 2

8 sdot=

gvfh b 2

(a) (b)

TWL FWLFreeboard

DrainageSystem

Firm Foundation

27 Powerhouse

Site Selection

(1) Access

(2) Foundation

(4) Drainage

Table of Contents

List of Tables

List of Figures










21 Head Works

22 De-silting Basin

23 Power Canal

24 Head Tank

25 Regulating Pond

26 Penstock

27 Powerhouse

Table










Figure





















Figure 142 Test Pit









































Figure 2313







Figure 261 Penstock







Flood Water Level

Weir Crest EL5

Sand Flush Gate

Intake

De-silting Basin

Side Spillway

IntakeGate

EL31 n1

EL7 1 n2

Sand FlushGate

De -si l ting Basin

Side Spi l lway

Power C anal

Sand Drain Gate

Intake Gate

Intake

= (2 ~ 3) x depth x 03 01 = (6 ~ 9) x depth

Skimmer Wall

v = 05 ~ 10 ms

Flowθ

1 10 ~ 1 30

Trashracks

v lt 03msu

Slope 1 10 ~ 1 30

Side Spillway

22 De-silting Basin

05 ~ 10 mm

shuvL sdot= )3~2(

Sand Drain

Sand Drain Gate

Side Spillway

)()(841

L φφ minussdot

21121 )(tan3)(32whhH

minusminusminus

minusminus

minusminus= minusφ

H = h + Q 22g (B h )2 (m)

Flow h0h1hw

23 Power Canal

Route Selection

Sand Flush Gate

Spillway

Sand Drain

Spillway

Trashracks

Intake

Trashrack

Sand Drain

De-silting Basin

Side Spillway

Debris

Canal Dimensions

(ms) Permeability

Stone Masonry Canal

in low head plant

Lining Types

partminus

minuspartpart

partpart+

IRnAQ = AVQ sdot=

hbA sdot=bh

hR21 +

)( mhbhA +=212

mhbhR++

Flow amp Debris

Power Canal

Cross Drain

Earth Canal

24 Head Tank

Site Selection

Hydraulic Design

V gt (Qmax) x (120 ~ 180)

Sand Flush Gate

Spillway

Sand Drain

Spillway

Trashracks

Intake

Trashrack

Sand Drain

De-silting Basin

Side Spillway

Sand Drain Gate

Spillway

Trashracks

30 ~ 50 cm

Penstock Gate

Air Vent Pipe

fffHgAQbe +++

sdotsdotsdot=

)(00680H

1 2 3 4 5 6 7 8 9 10 11 12

River Discharge

Irrigation water

Q(m3s)

25 Regulating Pond

dHHSdt

dHdHdV

)(6003)(

outin QHSdt

dHQ +sdot=6003

-10 -08 -06 -04 -02 00 02 04 06

2-unit operation

1-unit operation

Qin (m3s)

dHhour (mhour)

Example

Pipe φ = 15 cm L = 20 m

ffNfHgV

be +sdot++sdot

Open Slots

Sediments

015 10 15 251 0044 158 158 379 015 10 3 356 0063 227 227 545 015 20 15 206 0036 130 13 312 015 20 3 292 0052 187 187 449 015 30 15 179 0032 115 115 276 015 30 3 254 0045 162 162 389 015 40 15 161 0028 101 101 242 015 40 3 227 004 144 144 346 015 50 15 147 0026 94 94 226 015 50 3 208 0037 133 133 319 015 60 15 136 0024 86 86 206 015 60 3 192 0034 122 122 293

26 Penstock

Penstock Powerhouse

Static Head

Anchor Block

Spillway

Head Tank

Sand Drain Gate

Trashracks

FSWLMOL

Max Pressure Rise

50 ~ 100 m max

55ordm max

Hydraulic GradeLine

Type Features

l1l2L2φ1

Anchor Block

Saddle

bFille

(2) after 2nd phase

asdot+

sumsum=

)1(21 11

2 HgVasdotsdot

imicroψ sdot

minus= 1

=micro

2 HgVasdotsdot

0)21()442( 21

)(22 11

2)2( iB ρψ=

Penstock Powerhouse

Head Tank

0 2 4 6 8 10 12 14Time (sec)

Head loss

gvfh r 2

2 sdot=

))((sin342btfr θ=

Penstock

Anchor Block

Head TankTrashracks

Powerhouse

FSWL vin22g

vout22g

gvfh e 2

3 sdot=

fe = 025 fe = 02fe = 05

v2 v2 v2

25124 2

90()(163201310

5 sdotsdotsdot+=θ

gvfh gc 2

A1 A2θ

θ ordm

gvfh v 2

8 sdot=

gvfh b 2

(a) (b)

TWL FWLFreeboard

DrainageSystem

Firm Foundation

27 Powerhouse

Site Selection

(1) Access

(2) Foundation

(4) Drainage

Table of Contents

List of Tables

List of Figures










21 Head Works

22 De-silting Basin

23 Power Canal

24 Head Tank

25 Regulating Pond

26 Penstock

27 Powerhouse

Table










Figure





















Figure 142 Test Pit









































Figure 2313







Figure 261 Penstock







= (2 ~ 3) x depth x 03 01 = (6 ~ 9) x depth

Skimmer Wall

v = 05 ~ 10 ms

Flowθ

1 10 ~ 1 30

Trashracks

v lt 03msu

Slope 1 10 ~ 1 30

Side Spillway

22 De-silting Basin

05 ~ 10 mm

shuvL sdot= )3~2(

Sand Drain

Sand Drain Gate

Side Spillway

)()(841

L φφ minussdot

21121 )(tan3)(32whhH

minusminusminus

minusminus

minusminus= minusφ

H = h + Q 22g (B h )2 (m)

Flow h0h1hw

23 Power Canal

Route Selection

Sand Flush Gate

Spillway

Sand Drain

Spillway

Trashracks

Intake

Trashrack

Sand Drain

De-silting Basin

Side Spillway

Debris

Canal Dimensions

(ms) Permeability

Stone Masonry Canal

in low head plant

Lining Types

partminus

minuspartpart

partpart+

IRnAQ = AVQ sdot=

hbA sdot=bh

hR21 +

)( mhbhA +=212

mhbhR++

Flow amp Debris

Power Canal

Cross Drain

Earth Canal

24 Head Tank

Site Selection

Hydraulic Design

V gt (Qmax) x (120 ~ 180)

Sand Flush Gate

Spillway

Sand Drain

Spillway

Trashracks

Intake

Trashrack

Sand Drain

De-silting Basin

Side Spillway

Sand Drain Gate

Spillway

Trashracks

30 ~ 50 cm

Penstock Gate

Air Vent Pipe

fffHgAQbe +++

sdotsdotsdot=

)(00680H

1 2 3 4 5 6 7 8 9 10 11 12

River Discharge

Irrigation water

Q(m3s)

25 Regulating Pond

dHHSdt

dHdHdV

)(6003)(

outin QHSdt

dHQ +sdot=6003

-10 -08 -06 -04 -02 00 02 04 06

2-unit operation

1-unit operation

Qin (m3s)

dHhour (mhour)

Example

Pipe φ = 15 cm L = 20 m

ffNfHgV

be +sdot++sdot

Open Slots

Sediments

015 10 15 251 0044 158 158 379 015 10 3 356 0063 227 227 545 015 20 15 206 0036 130 13 312 015 20 3 292 0052 187 187 449 015 30 15 179 0032 115 115 276 015 30 3 254 0045 162 162 389 015 40 15 161 0028 101 101 242 015 40 3 227 004 144 144 346 015 50 15 147 0026 94 94 226 015 50 3 208 0037 133 133 319 015 60 15 136 0024 86 86 206 015 60 3 192 0034 122 122 293

26 Penstock

Penstock Powerhouse

Static Head

Anchor Block

Spillway

Head Tank

Sand Drain Gate

Trashracks

FSWLMOL

Max Pressure Rise

50 ~ 100 m max

55ordm max

Hydraulic GradeLine

Type Features

l1l2L2φ1

Anchor Block

Saddle

bFille

(2) after 2nd phase

asdot+

sumsum=

)1(21 11

2 HgVasdotsdot

imicroψ sdot

minus= 1

=micro

2 HgVasdotsdot

0)21()442( 21

)(22 11

2)2( iB ρψ=

Penstock Powerhouse

Head Tank

0 2 4 6 8 10 12 14Time (sec)

Head loss

gvfh r 2

2 sdot=

))((sin342btfr θ=

Penstock

Anchor Block

Head TankTrashracks

Powerhouse

FSWL vin22g

vout22g

gvfh e 2

3 sdot=

fe = 025 fe = 02fe = 05

v2 v2 v2

25124 2

90()(163201310

5 sdotsdotsdot+=θ

gvfh gc 2

A1 A2θ

θ ordm

gvfh v 2

8 sdot=

gvfh b 2

(a) (b)

TWL FWLFreeboard

DrainageSystem

Firm Foundation

27 Powerhouse

Site Selection

(1) Access

(2) Foundation

(4) Drainage

Table of Contents

List of Tables

List of Figures










21 Head Works

22 De-silting Basin

23 Power Canal

24 Head Tank

25 Regulating Pond

26 Penstock

27 Powerhouse

Table










Figure





















Figure 142 Test Pit









































Figure 2313







Figure 261 Penstock







Skimmer Wall

v = 05 ~ 10 ms

Flowθ

1 10 ~ 1 30

Trashracks

v lt 03msu

Slope 1 10 ~ 1 30

Side Spillway

22 De-silting Basin

05 ~ 10 mm

shuvL sdot= )3~2(

Sand Drain

Sand Drain Gate

Side Spillway

)()(841

L φφ minussdot

21121 )(tan3)(32whhH

minusminusminus

minusminus

minusminus= minusφ

H = h + Q 22g (B h )2 (m)

Flow h0h1hw

23 Power Canal

Route Selection

Sand Flush Gate

Spillway

Sand Drain

Spillway

Trashracks

Intake

Trashrack

Sand Drain

De-silting Basin

Side Spillway

Debris

Canal Dimensions

(ms) Permeability

Stone Masonry Canal

in low head plant

Lining Types

partminus

minuspartpart

partpart+

IRnAQ = AVQ sdot=

hbA sdot=bh

hR21 +

)( mhbhA +=212

mhbhR++

Flow amp Debris

Power Canal

Cross Drain

Earth Canal

24 Head Tank

Site Selection

Hydraulic Design

V gt (Qmax) x (120 ~ 180)

Sand Flush Gate

Spillway

Sand Drain

Spillway

Trashracks

Intake

Trashrack

Sand Drain

De-silting Basin

Side Spillway

Sand Drain Gate

Spillway

Trashracks

30 ~ 50 cm

Penstock Gate

Air Vent Pipe

fffHgAQbe +++

sdotsdotsdot=

)(00680H

1 2 3 4 5 6 7 8 9 10 11 12

River Discharge

Irrigation water

Q(m3s)

25 Regulating Pond

dHHSdt

dHdHdV

)(6003)(

outin QHSdt

dHQ +sdot=6003

-10 -08 -06 -04 -02 00 02 04 06

2-unit operation

1-unit operation

Qin (m3s)

dHhour (mhour)

Example

Pipe φ = 15 cm L = 20 m

ffNfHgV

be +sdot++sdot

Open Slots

Sediments

015 10 15 251 0044 158 158 379 015 10 3 356 0063 227 227 545 015 20 15 206 0036 130 13 312 015 20 3 292 0052 187 187 449 015 30 15 179 0032 115 115 276 015 30 3 254 0045 162 162 389 015 40 15 161 0028 101 101 242 015 40 3 227 004 144 144 346 015 50 15 147 0026 94 94 226 015 50 3 208 0037 133 133 319 015 60 15 136 0024 86 86 206 015 60 3 192 0034 122 122 293

26 Penstock

Penstock Powerhouse

Static Head

Anchor Block

Spillway

Head Tank

Sand Drain Gate

Trashracks

FSWLMOL

Max Pressure Rise

50 ~ 100 m max

55ordm max

Hydraulic GradeLine

Type Features

l1l2L2φ1

Anchor Block

Saddle

bFille

(2) after 2nd phase

asdot+

sumsum=

)1(21 11

2 HgVasdotsdot

imicroψ sdot

minus= 1

=micro

2 HgVasdotsdot

0)21()442( 21

)(22 11

2)2( iB ρψ=

Penstock Powerhouse

Head Tank

0 2 4 6 8 10 12 14Time (sec)

Head loss

gvfh r 2

2 sdot=

))((sin342btfr θ=

Penstock

Anchor Block

Head TankTrashracks

Powerhouse

FSWL vin22g

vout22g

gvfh e 2

3 sdot=

fe = 025 fe = 02fe = 05

v2 v2 v2

25124 2

90()(163201310

5 sdotsdotsdot+=θ

gvfh gc 2

A1 A2θ

θ ordm

gvfh v 2

8 sdot=

gvfh b 2

(a) (b)

TWL FWLFreeboard

DrainageSystem

Firm Foundation

27 Powerhouse

Site Selection

(1) Access

(2) Foundation

(4) Drainage

Table of Contents

List of Tables

List of Figures










21 Head Works

22 De-silting Basin

23 Power Canal

24 Head Tank

25 Regulating Pond

26 Penstock

27 Powerhouse

Table










Figure





















Figure 142 Test Pit









































Figure 2313







Figure 261 Penstock







1 10 ~ 1 30

Trashracks

v lt 03msu

Slope 1 10 ~ 1 30

Side Spillway

22 De-silting Basin

05 ~ 10 mm

shuvL sdot= )3~2(

Sand Drain

Sand Drain Gate

Side Spillway

)()(841

L φφ minussdot

21121 )(tan3)(32whhH

minusminusminus

minusminus

minusminus= minusφ

H = h + Q 22g (B h )2 (m)

Flow h0h1hw

23 Power Canal

Route Selection

Sand Flush Gate

Spillway

Sand Drain

Spillway

Trashracks

Intake

Trashrack

Sand Drain

De-silting Basin

Side Spillway

Debris

Canal Dimensions

(ms) Permeability

Stone Masonry Canal

in low head plant

Lining Types

partminus

minuspartpart

partpart+

IRnAQ = AVQ sdot=

hbA sdot=bh

hR21 +

)( mhbhA +=212

mhbhR++

Flow amp Debris

Power Canal

Cross Drain

Earth Canal

24 Head Tank

Site Selection

Hydraulic Design

V gt (Qmax) x (120 ~ 180)

Sand Flush Gate

Spillway

Sand Drain

Spillway

Trashracks

Intake

Trashrack

Sand Drain

De-silting Basin

Side Spillway

Sand Drain Gate

Spillway

Trashracks

30 ~ 50 cm

Penstock Gate

Air Vent Pipe

fffHgAQbe +++

sdotsdotsdot=

)(00680H

1 2 3 4 5 6 7 8 9 10 11 12

River Discharge

Irrigation water

Q(m3s)

25 Regulating Pond

dHHSdt

dHdHdV

)(6003)(

outin QHSdt

dHQ +sdot=6003

-10 -08 -06 -04 -02 00 02 04 06

2-unit operation

1-unit operation

Qin (m3s)

dHhour (mhour)

Example

Pipe φ = 15 cm L = 20 m

ffNfHgV

be +sdot++sdot

Open Slots

Sediments

015 10 15 251 0044 158 158 379 015 10 3 356 0063 227 227 545 015 20 15 206 0036 130 13 312 015 20 3 292 0052 187 187 449 015 30 15 179 0032 115 115 276 015 30 3 254 0045 162 162 389 015 40 15 161 0028 101 101 242 015 40 3 227 004 144 144 346 015 50 15 147 0026 94 94 226 015 50 3 208 0037 133 133 319 015 60 15 136 0024 86 86 206 015 60 3 192 0034 122 122 293

26 Penstock

Penstock Powerhouse

Static Head

Anchor Block

Spillway

Head Tank

Sand Drain Gate

Trashracks

FSWLMOL

Max Pressure Rise

50 ~ 100 m max

55ordm max

Hydraulic GradeLine

Type Features

l1l2L2φ1

Anchor Block

Saddle

bFille

(2) after 2nd phase

asdot+

sumsum=

)1(21 11

2 HgVasdotsdot

imicroψ sdot

minus= 1

=micro

2 HgVasdotsdot

0)21()442( 21

)(22 11

2)2( iB ρψ=

Penstock Powerhouse

Head Tank

0 2 4 6 8 10 12 14Time (sec)

Head loss

gvfh r 2

2 sdot=

))((sin342btfr θ=

Penstock

Anchor Block

Head TankTrashracks

Powerhouse

FSWL vin22g

vout22g

gvfh e 2

3 sdot=

fe = 025 fe = 02fe = 05

v2 v2 v2

25124 2

90()(163201310

5 sdotsdotsdot+=θ

gvfh gc 2

A1 A2θ

θ ordm

gvfh v 2

8 sdot=

gvfh b 2

(a) (b)

TWL FWLFreeboard

DrainageSystem

Firm Foundation

27 Powerhouse

Site Selection

(1) Access

(2) Foundation

(4) Drainage

Table of Contents

List of Tables

List of Figures










21 Head Works

22 De-silting Basin

23 Power Canal

24 Head Tank

25 Regulating Pond

26 Penstock

27 Powerhouse

Table










Figure





















Figure 142 Test Pit









































Figure 2313







Figure 261 Penstock







)()(841

L φφ minussdot

21121 )(tan3)(32whhH

minusminusminus

minusminus

minusminus= minusφ

H = h + Q 22g (B h )2 (m)

Flow h0h1hw

23 Power Canal

Route Selection

Sand Flush Gate

Spillway

Sand Drain

Spillway

Trashracks

Intake

Trashrack

Sand Drain

De-silting Basin

Side Spillway

Debris

Canal Dimensions

(ms) Permeability

Stone Masonry Canal

in low head plant

Lining Types

partminus

minuspartpart

partpart+

IRnAQ = AVQ sdot=

hbA sdot=bh

hR21 +

)( mhbhA +=212

mhbhR++

Flow amp Debris

Power Canal

Cross Drain

Earth Canal

24 Head Tank

Site Selection

Hydraulic Design

V gt (Qmax) x (120 ~ 180)

Sand Flush Gate

Spillway

Sand Drain

Spillway

Trashracks

Intake

Trashrack

Sand Drain

De-silting Basin

Side Spillway

Sand Drain Gate

Spillway

Trashracks

30 ~ 50 cm

Penstock Gate

Air Vent Pipe

fffHgAQbe +++

sdotsdotsdot=

)(00680H

1 2 3 4 5 6 7 8 9 10 11 12

River Discharge

Irrigation water

Q(m3s)

25 Regulating Pond

dHHSdt

dHdHdV

)(6003)(

outin QHSdt

dHQ +sdot=6003

-10 -08 -06 -04 -02 00 02 04 06

2-unit operation

1-unit operation

Qin (m3s)

dHhour (mhour)

Example

Pipe φ = 15 cm L = 20 m

ffNfHgV

be +sdot++sdot

Open Slots

Sediments

015 10 15 251 0044 158 158 379 015 10 3 356 0063 227 227 545 015 20 15 206 0036 130 13 312 015 20 3 292 0052 187 187 449 015 30 15 179 0032 115 115 276 015 30 3 254 0045 162 162 389 015 40 15 161 0028 101 101 242 015 40 3 227 004 144 144 346 015 50 15 147 0026 94 94 226 015 50 3 208 0037 133 133 319 015 60 15 136 0024 86 86 206 015 60 3 192 0034 122 122 293

26 Penstock

Penstock Powerhouse

Static Head

Anchor Block

Spillway

Head Tank

Sand Drain Gate

Trashracks

FSWLMOL

Max Pressure Rise

50 ~ 100 m max

55ordm max

Hydraulic GradeLine

Type Features

l1l2L2φ1

Anchor Block

Saddle

bFille

(2) after 2nd phase

asdot+

sumsum=

)1(21 11

2 HgVasdotsdot

imicroψ sdot

minus= 1

=micro

2 HgVasdotsdot

0)21()442( 21

)(22 11

2)2( iB ρψ=

Penstock Powerhouse

Head Tank

0 2 4 6 8 10 12 14Time (sec)

Head loss

gvfh r 2

2 sdot=

))((sin342btfr θ=

Penstock

Anchor Block

Head TankTrashracks

Powerhouse

FSWL vin22g

vout22g

gvfh e 2

3 sdot=

fe = 025 fe = 02fe = 05

v2 v2 v2

25124 2

90()(163201310

5 sdotsdotsdot+=θ

gvfh gc 2

A1 A2θ

θ ordm

gvfh v 2

8 sdot=

gvfh b 2

(a) (b)

TWL FWLFreeboard

DrainageSystem

Firm Foundation

27 Powerhouse

Site Selection

(1) Access

(2) Foundation

(4) Drainage

Table of Contents

List of Tables

List of Figures










21 Head Works

22 De-silting Basin

23 Power Canal

24 Head Tank

25 Regulating Pond

26 Penstock

27 Powerhouse

Table










Figure





















Figure 142 Test Pit









































Figure 2313







Figure 261 Penstock







23 Power Canal

Route Selection

Sand Flush Gate

Spillway

Sand Drain

Spillway

Trashracks

Intake

Trashrack

Sand Drain

De-silting Basin

Side Spillway

Debris

Canal Dimensions

(ms) Permeability

Stone Masonry Canal

in low head plant

Lining Types

partminus

minuspartpart

partpart+

IRnAQ = AVQ sdot=

hbA sdot=bh

hR21 +

)( mhbhA +=212

mhbhR++

Flow amp Debris

Power Canal

Cross Drain

Earth Canal

24 Head Tank

Site Selection

Hydraulic Design

V gt (Qmax) x (120 ~ 180)

Sand Flush Gate

Spillway

Sand Drain

Spillway

Trashracks

Intake

Trashrack

Sand Drain

De-silting Basin

Side Spillway

Sand Drain Gate

Spillway

Trashracks

30 ~ 50 cm

Penstock Gate

Air Vent Pipe

fffHgAQbe +++

sdotsdotsdot=

)(00680H

1 2 3 4 5 6 7 8 9 10 11 12

River Discharge

Irrigation water

Q(m3s)

25 Regulating Pond

dHHSdt

dHdHdV

)(6003)(

outin QHSdt

dHQ +sdot=6003

-10 -08 -06 -04 -02 00 02 04 06

2-unit operation

1-unit operation

Qin (m3s)

dHhour (mhour)

Example

Pipe φ = 15 cm L = 20 m

ffNfHgV

be +sdot++sdot

Open Slots

Sediments

015 10 15 251 0044 158 158 379 015 10 3 356 0063 227 227 545 015 20 15 206 0036 130 13 312 015 20 3 292 0052 187 187 449 015 30 15 179 0032 115 115 276 015 30 3 254 0045 162 162 389 015 40 15 161 0028 101 101 242 015 40 3 227 004 144 144 346 015 50 15 147 0026 94 94 226 015 50 3 208 0037 133 133 319 015 60 15 136 0024 86 86 206 015 60 3 192 0034 122 122 293

26 Penstock

Penstock Powerhouse

Static Head

Anchor Block

Spillway

Head Tank

Sand Drain Gate

Trashracks

FSWLMOL

Max Pressure Rise

50 ~ 100 m max

55ordm max

Hydraulic GradeLine

Type Features

l1l2L2φ1

Anchor Block

Saddle

bFille

(2) after 2nd phase

asdot+

sumsum=

)1(21 11

2 HgVasdotsdot

imicroψ sdot

minus= 1

=micro

2 HgVasdotsdot

0)21()442( 21

)(22 11

2)2( iB ρψ=

Penstock Powerhouse

Head Tank

0 2 4 6 8 10 12 14Time (sec)

Head loss

gvfh r 2

2 sdot=

))((sin342btfr θ=

Penstock

Anchor Block

Head TankTrashracks

Powerhouse

FSWL vin22g

vout22g

gvfh e 2

3 sdot=

fe = 025 fe = 02fe = 05

v2 v2 v2

25124 2

90()(163201310

5 sdotsdotsdot+=θ

gvfh gc 2

A1 A2θ

θ ordm

gvfh v 2

8 sdot=

gvfh b 2

(a) (b)

TWL FWLFreeboard

DrainageSystem

Firm Foundation

27 Powerhouse

Site Selection

(1) Access

(2) Foundation

(4) Drainage

Table of Contents

List of Tables

List of Figures










21 Head Works

22 De-silting Basin

23 Power Canal

24 Head Tank

25 Regulating Pond

26 Penstock

27 Powerhouse

Table










Figure





















Figure 142 Test Pit









































Figure 2313







Figure 261 Penstock







Canal Dimensions

(ms) Permeability

Stone Masonry Canal

in low head plant

Lining Types

partminus

minuspartpart

partpart+

IRnAQ = AVQ sdot=

hbA sdot=bh

hR21 +

)( mhbhA +=212

mhbhR++

Flow amp Debris

Power Canal

Cross Drain

Earth Canal

24 Head Tank

Site Selection

Hydraulic Design

V gt (Qmax) x (120 ~ 180)

Sand Flush Gate

Spillway

Sand Drain

Spillway

Trashracks

Intake

Trashrack

Sand Drain

De-silting Basin

Side Spillway

Sand Drain Gate

Spillway

Trashracks

30 ~ 50 cm

Penstock Gate

Air Vent Pipe

fffHgAQbe +++

sdotsdotsdot=

)(00680H

1 2 3 4 5 6 7 8 9 10 11 12

River Discharge

Irrigation water

Q(m3s)

25 Regulating Pond

dHHSdt

dHdHdV

)(6003)(

outin QHSdt

dHQ +sdot=6003

-10 -08 -06 -04 -02 00 02 04 06

2-unit operation

1-unit operation

Qin (m3s)

dHhour (mhour)

Example

Pipe φ = 15 cm L = 20 m

ffNfHgV

be +sdot++sdot

Open Slots

Sediments

015 10 15 251 0044 158 158 379 015 10 3 356 0063 227 227 545 015 20 15 206 0036 130 13 312 015 20 3 292 0052 187 187 449 015 30 15 179 0032 115 115 276 015 30 3 254 0045 162 162 389 015 40 15 161 0028 101 101 242 015 40 3 227 004 144 144 346 015 50 15 147 0026 94 94 226 015 50 3 208 0037 133 133 319 015 60 15 136 0024 86 86 206 015 60 3 192 0034 122 122 293

26 Penstock

Penstock Powerhouse

Static Head

Anchor Block

Spillway

Head Tank

Sand Drain Gate

Trashracks

FSWLMOL

Max Pressure Rise

50 ~ 100 m max

55ordm max

Hydraulic GradeLine

Type Features

l1l2L2φ1

Anchor Block

Saddle

bFille

(2) after 2nd phase

asdot+

sumsum=

)1(21 11

2 HgVasdotsdot

imicroψ sdot

minus= 1

=micro

2 HgVasdotsdot

0)21()442( 21

)(22 11

2)2( iB ρψ=

Penstock Powerhouse

Head Tank

0 2 4 6 8 10 12 14Time (sec)

Head loss

gvfh r 2

2 sdot=

))((sin342btfr θ=

Penstock

Anchor Block

Head TankTrashracks

Powerhouse

FSWL vin22g

vout22g

gvfh e 2

3 sdot=

fe = 025 fe = 02fe = 05

v2 v2 v2

25124 2

90()(163201310

5 sdotsdotsdot+=θ

gvfh gc 2

A1 A2θ

θ ordm

gvfh v 2

8 sdot=

gvfh b 2

(a) (b)

TWL FWLFreeboard

DrainageSystem

Firm Foundation

27 Powerhouse

Site Selection

(1) Access

(2) Foundation

(4) Drainage

Table of Contents

List of Tables

List of Figures










21 Head Works

22 De-silting Basin

23 Power Canal

24 Head Tank

25 Regulating Pond

26 Penstock

27 Powerhouse

Table










Figure





















Figure 142 Test Pit









































Figure 2313







Figure 261 Penstock







Canal Dimensions

(ms) Permeability

Stone Masonry Canal

in low head plant

Lining Types

partminus

minuspartpart

partpart+

IRnAQ = AVQ sdot=

hbA sdot=bh

hR21 +

)( mhbhA +=212

mhbhR++

Flow amp Debris

Power Canal

Cross Drain

Earth Canal

24 Head Tank

Site Selection

Hydraulic Design

V gt (Qmax) x (120 ~ 180)

Sand Flush Gate

Spillway

Sand Drain

Spillway

Trashracks

Intake

Trashrack

Sand Drain

De-silting Basin

Side Spillway

Sand Drain Gate

Spillway

Trashracks

30 ~ 50 cm

Penstock Gate

Air Vent Pipe

fffHgAQbe +++

sdotsdotsdot=

)(00680H

1 2 3 4 5 6 7 8 9 10 11 12

River Discharge

Irrigation water

Q(m3s)

25 Regulating Pond

dHHSdt

dHdHdV

)(6003)(

outin QHSdt

dHQ +sdot=6003

-10 -08 -06 -04 -02 00 02 04 06

2-unit operation

1-unit operation

Qin (m3s)

dHhour (mhour)

Example

Pipe φ = 15 cm L = 20 m

ffNfHgV

be +sdot++sdot

Open Slots

Sediments

015 10 15 251 0044 158 158 379 015 10 3 356 0063 227 227 545 015 20 15 206 0036 130 13 312 015 20 3 292 0052 187 187 449 015 30 15 179 0032 115 115 276 015 30 3 254 0045 162 162 389 015 40 15 161 0028 101 101 242 015 40 3 227 004 144 144 346 015 50 15 147 0026 94 94 226 015 50 3 208 0037 133 133 319 015 60 15 136 0024 86 86 206 015 60 3 192 0034 122 122 293

26 Penstock

Penstock Powerhouse

Static Head

Anchor Block

Spillway

Head Tank

Sand Drain Gate

Trashracks

FSWLMOL

Max Pressure Rise

50 ~ 100 m max

55ordm max

Hydraulic GradeLine

Type Features

l1l2L2φ1

Anchor Block

Saddle

bFille

(2) after 2nd phase

asdot+

sumsum=

)1(21 11

2 HgVasdotsdot

imicroψ sdot

minus= 1

=micro

2 HgVasdotsdot

0)21()442( 21

)(22 11

2)2( iB ρψ=

Penstock Powerhouse

Head Tank

0 2 4 6 8 10 12 14Time (sec)

Head loss

gvfh r 2

2 sdot=

))((sin342btfr θ=

Penstock

Anchor Block

Head TankTrashracks

Powerhouse

FSWL vin22g

vout22g

gvfh e 2

3 sdot=

fe = 025 fe = 02fe = 05

v2 v2 v2

25124 2

90()(163201310

5 sdotsdotsdot+=θ

gvfh gc 2

A1 A2θ

θ ordm

gvfh v 2

8 sdot=

gvfh b 2

(a) (b)

TWL FWLFreeboard

DrainageSystem

Firm Foundation

27 Powerhouse

Site Selection

(1) Access

(2) Foundation

(4) Drainage

Table of Contents

List of Tables

List of Figures










21 Head Works

22 De-silting Basin

23 Power Canal

24 Head Tank

25 Regulating Pond

26 Penstock

27 Powerhouse

Table










Figure





















Figure 142 Test Pit









































Figure 2313







Figure 261 Penstock







in low head plant

Lining Types

partminus

minuspartpart

partpart+

IRnAQ = AVQ sdot=

hbA sdot=bh

hR21 +

)( mhbhA +=212

mhbhR++

Flow amp Debris

Power Canal

Cross Drain

Earth Canal

24 Head Tank

Site Selection

Hydraulic Design

V gt (Qmax) x (120 ~ 180)

Sand Flush Gate

Spillway

Sand Drain

Spillway

Trashracks

Intake

Trashrack

Sand Drain

De-silting Basin

Side Spillway

Sand Drain Gate

Spillway

Trashracks

30 ~ 50 cm

Penstock Gate

Air Vent Pipe

fffHgAQbe +++

sdotsdotsdot=

)(00680H

1 2 3 4 5 6 7 8 9 10 11 12

River Discharge

Irrigation water

Q(m3s)

25 Regulating Pond

dHHSdt

dHdHdV

)(6003)(

outin QHSdt

dHQ +sdot=6003

-10 -08 -06 -04 -02 00 02 04 06

2-unit operation

1-unit operation

Qin (m3s)

dHhour (mhour)

Example

Pipe φ = 15 cm L = 20 m

ffNfHgV

be +sdot++sdot

Open Slots

Sediments

015 10 15 251 0044 158 158 379 015 10 3 356 0063 227 227 545 015 20 15 206 0036 130 13 312 015 20 3 292 0052 187 187 449 015 30 15 179 0032 115 115 276 015 30 3 254 0045 162 162 389 015 40 15 161 0028 101 101 242 015 40 3 227 004 144 144 346 015 50 15 147 0026 94 94 226 015 50 3 208 0037 133 133 319 015 60 15 136 0024 86 86 206 015 60 3 192 0034 122 122 293

26 Penstock

Penstock Powerhouse

Static Head

Anchor Block

Spillway

Head Tank

Sand Drain Gate

Trashracks

FSWLMOL

Max Pressure Rise

50 ~ 100 m max

55ordm max

Hydraulic GradeLine

Type Features

l1l2L2φ1

Anchor Block

Saddle

bFille

(2) after 2nd phase

asdot+

sumsum=

)1(21 11

2 HgVasdotsdot

imicroψ sdot

minus= 1

=micro

2 HgVasdotsdot

0)21()442( 21

)(22 11

2)2( iB ρψ=

Penstock Powerhouse

Head Tank

0 2 4 6 8 10 12 14Time (sec)

Head loss

gvfh r 2

2 sdot=

))((sin342btfr θ=

Penstock

Anchor Block

Head TankTrashracks

Powerhouse

FSWL vin22g

vout22g

gvfh e 2

3 sdot=

fe = 025 fe = 02fe = 05

v2 v2 v2

25124 2

90()(163201310

5 sdotsdotsdot+=θ

gvfh gc 2

A1 A2θ

θ ordm

gvfh v 2

8 sdot=

gvfh b 2

(a) (b)

TWL FWLFreeboard

DrainageSystem

Firm Foundation

27 Powerhouse

Site Selection

(1) Access

(2) Foundation

(4) Drainage

Table of Contents

List of Tables

List of Figures










21 Head Works

22 De-silting Basin

23 Power Canal

24 Head Tank

25 Regulating Pond

26 Penstock

27 Powerhouse

Table










Figure





















Figure 142 Test Pit









































Figure 2313







Figure 261 Penstock







Lining Types

partminus

minuspartpart

partpart+

IRnAQ = AVQ sdot=

hbA sdot=bh

hR21 +

)( mhbhA +=212

mhbhR++

Flow amp Debris

Power Canal

Cross Drain

Earth Canal

24 Head Tank

Site Selection

Hydraulic Design

V gt (Qmax) x (120 ~ 180)

Sand Flush Gate

Spillway

Sand Drain

Spillway

Trashracks

Intake

Trashrack

Sand Drain

De-silting Basin

Side Spillway

Sand Drain Gate

Spillway

Trashracks

30 ~ 50 cm

Penstock Gate

Air Vent Pipe

fffHgAQbe +++

sdotsdotsdot=

)(00680H

1 2 3 4 5 6 7 8 9 10 11 12

River Discharge

Irrigation water

Q(m3s)

25 Regulating Pond

dHHSdt

dHdHdV

)(6003)(

outin QHSdt

dHQ +sdot=6003

-10 -08 -06 -04 -02 00 02 04 06

2-unit operation

1-unit operation

Qin (m3s)

dHhour (mhour)

Example

Pipe φ = 15 cm L = 20 m

ffNfHgV

be +sdot++sdot

Open Slots

Sediments

015 10 15 251 0044 158 158 379 015 10 3 356 0063 227 227 545 015 20 15 206 0036 130 13 312 015 20 3 292 0052 187 187 449 015 30 15 179 0032 115 115 276 015 30 3 254 0045 162 162 389 015 40 15 161 0028 101 101 242 015 40 3 227 004 144 144 346 015 50 15 147 0026 94 94 226 015 50 3 208 0037 133 133 319 015 60 15 136 0024 86 86 206 015 60 3 192 0034 122 122 293

26 Penstock

Penstock Powerhouse

Static Head

Anchor Block

Spillway

Head Tank

Sand Drain Gate

Trashracks

FSWLMOL

Max Pressure Rise

50 ~ 100 m max

55ordm max

Hydraulic GradeLine

Type Features

l1l2L2φ1

Anchor Block

Saddle

bFille

(2) after 2nd phase

asdot+

sumsum=

)1(21 11

2 HgVasdotsdot

imicroψ sdot

minus= 1

=micro

2 HgVasdotsdot

0)21()442( 21

)(22 11

2)2( iB ρψ=

Penstock Powerhouse

Head Tank

0 2 4 6 8 10 12 14Time (sec)

Head loss

gvfh r 2

2 sdot=

))((sin342btfr θ=

Penstock

Anchor Block

Head TankTrashracks

Powerhouse

FSWL vin22g

vout22g

gvfh e 2

3 sdot=

fe = 025 fe = 02fe = 05

v2 v2 v2

25124 2

90()(163201310

5 sdotsdotsdot+=θ

gvfh gc 2

A1 A2θ

θ ordm

gvfh v 2

8 sdot=

gvfh b 2

(a) (b)

TWL FWLFreeboard

DrainageSystem

Firm Foundation

27 Powerhouse

Site Selection

(1) Access

(2) Foundation

(4) Drainage

Table of Contents

List of Tables

List of Figures










21 Head Works

22 De-silting Basin

23 Power Canal

24 Head Tank

25 Regulating Pond

26 Penstock

27 Powerhouse

Table










Figure





















Figure 142 Test Pit









































Figure 2313







Figure 261 Penstock







Flow amp Debris

Power Canal

Cross Drain

Earth Canal

24 Head Tank

Site Selection

Hydraulic Design

V gt (Qmax) x (120 ~ 180)

Sand Flush Gate

Spillway

Sand Drain

Spillway

Trashracks

Intake

Trashrack

Sand Drain

De-silting Basin

Side Spillway

Sand Drain Gate

Spillway

Trashracks

30 ~ 50 cm

Penstock Gate

Air Vent Pipe

fffHgAQbe +++

sdotsdotsdot=

)(00680H

1 2 3 4 5 6 7 8 9 10 11 12

River Discharge

Irrigation water

Q(m3s)

25 Regulating Pond

dHHSdt

dHdHdV

)(6003)(

outin QHSdt

dHQ +sdot=6003

-10 -08 -06 -04 -02 00 02 04 06

2-unit operation

1-unit operation

Qin (m3s)

dHhour (mhour)

Example

Pipe φ = 15 cm L = 20 m

ffNfHgV

be +sdot++sdot

Open Slots

Sediments

015 10 15 251 0044 158 158 379 015 10 3 356 0063 227 227 545 015 20 15 206 0036 130 13 312 015 20 3 292 0052 187 187 449 015 30 15 179 0032 115 115 276 015 30 3 254 0045 162 162 389 015 40 15 161 0028 101 101 242 015 40 3 227 004 144 144 346 015 50 15 147 0026 94 94 226 015 50 3 208 0037 133 133 319 015 60 15 136 0024 86 86 206 015 60 3 192 0034 122 122 293

26 Penstock

Penstock Powerhouse

Static Head

Anchor Block

Spillway

Head Tank

Sand Drain Gate

Trashracks

FSWLMOL

Max Pressure Rise

50 ~ 100 m max

55ordm max

Hydraulic GradeLine

Type Features

l1l2L2φ1

Anchor Block

Saddle

bFille

(2) after 2nd phase

asdot+

sumsum=

)1(21 11

2 HgVasdotsdot

imicroψ sdot

minus= 1

=micro

2 HgVasdotsdot

0)21()442( 21

)(22 11

2)2( iB ρψ=

Penstock Powerhouse

Head Tank

0 2 4 6 8 10 12 14Time (sec)

Head loss

gvfh r 2

2 sdot=

))((sin342btfr θ=

Penstock

Anchor Block

Head TankTrashracks

Powerhouse

FSWL vin22g

vout22g

gvfh e 2

3 sdot=

fe = 025 fe = 02fe = 05

v2 v2 v2

25124 2

90()(163201310

5 sdotsdotsdot+=θ

gvfh gc 2

A1 A2θ

θ ordm

gvfh v 2

8 sdot=

gvfh b 2

(a) (b)

TWL FWLFreeboard

DrainageSystem

Firm Foundation

27 Powerhouse

Site Selection

(1) Access

(2) Foundation

(4) Drainage

Table of Contents

List of Tables

List of Figures










21 Head Works

22 De-silting Basin

23 Power Canal

24 Head Tank

25 Regulating Pond

26 Penstock

27 Powerhouse

Table










Figure





















Figure 142 Test Pit









































Figure 2313







Figure 261 Penstock







24 Head Tank

Site Selection

Hydraulic Design

V gt (Qmax) x (120 ~ 180)

Sand Flush Gate

Spillway

Sand Drain

Spillway

Trashracks

Intake

Trashrack

Sand Drain

De-silting Basin

Side Spillway

Sand Drain Gate

Spillway

Trashracks

30 ~ 50 cm

Penstock Gate

Air Vent Pipe

fffHgAQbe +++

sdotsdotsdot=

)(00680H

1 2 3 4 5 6 7 8 9 10 11 12

River Discharge

Irrigation water

Q(m3s)

25 Regulating Pond

dHHSdt

dHdHdV

)(6003)(

outin QHSdt

dHQ +sdot=6003

-10 -08 -06 -04 -02 00 02 04 06

2-unit operation

1-unit operation

Qin (m3s)

dHhour (mhour)

Example

Pipe φ = 15 cm L = 20 m

ffNfHgV

be +sdot++sdot

Open Slots

Sediments

015 10 15 251 0044 158 158 379 015 10 3 356 0063 227 227 545 015 20 15 206 0036 130 13 312 015 20 3 292 0052 187 187 449 015 30 15 179 0032 115 115 276 015 30 3 254 0045 162 162 389 015 40 15 161 0028 101 101 242 015 40 3 227 004 144 144 346 015 50 15 147 0026 94 94 226 015 50 3 208 0037 133 133 319 015 60 15 136 0024 86 86 206 015 60 3 192 0034 122 122 293

26 Penstock

Penstock Powerhouse

Static Head

Anchor Block

Spillway

Head Tank

Sand Drain Gate

Trashracks

FSWLMOL

Max Pressure Rise

50 ~ 100 m max

55ordm max

Hydraulic GradeLine

Type Features

l1l2L2φ1

Anchor Block

Saddle

bFille

(2) after 2nd phase

asdot+

sumsum=

)1(21 11

2 HgVasdotsdot

imicroψ sdot

minus= 1

=micro

2 HgVasdotsdot

0)21()442( 21

)(22 11

2)2( iB ρψ=

Penstock Powerhouse

Head Tank

0 2 4 6 8 10 12 14Time (sec)

Head loss

gvfh r 2

2 sdot=

))((sin342btfr θ=

Penstock

Anchor Block

Head TankTrashracks

Powerhouse

FSWL vin22g

vout22g

gvfh e 2

3 sdot=

fe = 025 fe = 02fe = 05

v2 v2 v2

25124 2

90()(163201310

5 sdotsdotsdot+=θ

gvfh gc 2

A1 A2θ

θ ordm

gvfh v 2

8 sdot=

gvfh b 2

(a) (b)

TWL FWLFreeboard

DrainageSystem

Firm Foundation

27 Powerhouse

Site Selection

(1) Access

(2) Foundation

(4) Drainage

Table of Contents

List of Tables

List of Figures










21 Head Works

22 De-silting Basin

23 Power Canal

24 Head Tank

25 Regulating Pond

26 Penstock

27 Powerhouse

Table










Figure





















Figure 142 Test Pit









































Figure 2313







Figure 261 Penstock







Sand Drain Gate

Spillway

Trashracks

30 ~ 50 cm

Penstock Gate

Air Vent Pipe

fffHgAQbe +++

sdotsdotsdot=

)(00680H

1 2 3 4 5 6 7 8 9 10 11 12

River Discharge

Irrigation water

Q(m3s)

25 Regulating Pond

dHHSdt

dHdHdV

)(6003)(

outin QHSdt

dHQ +sdot=6003

-10 -08 -06 -04 -02 00 02 04 06

2-unit operation

1-unit operation

Qin (m3s)

dHhour (mhour)

Example

Pipe φ = 15 cm L = 20 m

ffNfHgV

be +sdot++sdot

Open Slots

Sediments

015 10 15 251 0044 158 158 379 015 10 3 356 0063 227 227 545 015 20 15 206 0036 130 13 312 015 20 3 292 0052 187 187 449 015 30 15 179 0032 115 115 276 015 30 3 254 0045 162 162 389 015 40 15 161 0028 101 101 242 015 40 3 227 004 144 144 346 015 50 15 147 0026 94 94 226 015 50 3 208 0037 133 133 319 015 60 15 136 0024 86 86 206 015 60 3 192 0034 122 122 293

26 Penstock

Penstock Powerhouse

Static Head

Anchor Block

Spillway

Head Tank

Sand Drain Gate

Trashracks

FSWLMOL

Max Pressure Rise

50 ~ 100 m max

55ordm max

Hydraulic GradeLine

Type Features

l1l2L2φ1

Anchor Block

Saddle

bFille

(2) after 2nd phase

asdot+

sumsum=

)1(21 11

2 HgVasdotsdot

imicroψ sdot

minus= 1

=micro

2 HgVasdotsdot

0)21()442( 21

)(22 11

2)2( iB ρψ=

Penstock Powerhouse

Head Tank

0 2 4 6 8 10 12 14Time (sec)

Head loss

gvfh r 2

2 sdot=

))((sin342btfr θ=

Penstock

Anchor Block

Head TankTrashracks

Powerhouse

FSWL vin22g

vout22g

gvfh e 2

3 sdot=

fe = 025 fe = 02fe = 05

v2 v2 v2

25124 2

90()(163201310

5 sdotsdotsdot+=θ

gvfh gc 2

A1 A2θ

θ ordm

gvfh v 2

8 sdot=

gvfh b 2

(a) (b)

TWL FWLFreeboard

DrainageSystem

Firm Foundation

27 Powerhouse

Site Selection

(1) Access

(2) Foundation

(4) Drainage

Table of Contents

List of Tables

List of Figures










21 Head Works

22 De-silting Basin

23 Power Canal

24 Head Tank

25 Regulating Pond

26 Penstock

27 Powerhouse

Table










Figure





















Figure 142 Test Pit









































Figure 2313







Figure 261 Penstock







)(00680H

1 2 3 4 5 6 7 8 9 10 11 12

River Discharge

Irrigation water

Q(m3s)

25 Regulating Pond

dHHSdt

dHdHdV

)(6003)(

outin QHSdt

dHQ +sdot=6003

-10 -08 -06 -04 -02 00 02 04 06

2-unit operation

1-unit operation

Qin (m3s)

dHhour (mhour)

Example

Pipe φ = 15 cm L = 20 m

ffNfHgV

be +sdot++sdot

Open Slots

Sediments

015 10 15 251 0044 158 158 379 015 10 3 356 0063 227 227 545 015 20 15 206 0036 130 13 312 015 20 3 292 0052 187 187 449 015 30 15 179 0032 115 115 276 015 30 3 254 0045 162 162 389 015 40 15 161 0028 101 101 242 015 40 3 227 004 144 144 346 015 50 15 147 0026 94 94 226 015 50 3 208 0037 133 133 319 015 60 15 136 0024 86 86 206 015 60 3 192 0034 122 122 293

26 Penstock

Penstock Powerhouse

Static Head

Anchor Block

Spillway

Head Tank

Sand Drain Gate

Trashracks

FSWLMOL

Max Pressure Rise

50 ~ 100 m max

55ordm max

Hydraulic GradeLine

Type Features

l1l2L2φ1

Anchor Block

Saddle

bFille

(2) after 2nd phase

asdot+

sumsum=

)1(21 11

2 HgVasdotsdot

imicroψ sdot

minus= 1

=micro

2 HgVasdotsdot

0)21()442( 21

)(22 11

2)2( iB ρψ=

Penstock Powerhouse

Head Tank

0 2 4 6 8 10 12 14Time (sec)

Head loss

gvfh r 2

2 sdot=

))((sin342btfr θ=

Penstock

Anchor Block

Head TankTrashracks

Powerhouse

FSWL vin22g

vout22g

gvfh e 2

3 sdot=

fe = 025 fe = 02fe = 05

v2 v2 v2

25124 2

90()(163201310

5 sdotsdotsdot+=θ

gvfh gc 2

A1 A2θ

θ ordm

gvfh v 2

8 sdot=

gvfh b 2

(a) (b)

TWL FWLFreeboard

DrainageSystem

Firm Foundation

27 Powerhouse

Site Selection

(1) Access

(2) Foundation

(4) Drainage

Table of Contents

List of Tables

List of Figures










21 Head Works

22 De-silting Basin

23 Power Canal

24 Head Tank

25 Regulating Pond

26 Penstock

27 Powerhouse

Table










Figure





















Figure 142 Test Pit









































Figure 2313







Figure 261 Penstock







1 2 3 4 5 6 7 8 9 10 11 12

River Discharge

Irrigation water

Q(m3s)

25 Regulating Pond

dHHSdt

dHdHdV

)(6003)(

outin QHSdt

dHQ +sdot=6003

-10 -08 -06 -04 -02 00 02 04 06

2-unit operation

1-unit operation

Qin (m3s)

dHhour (mhour)

Example

Pipe φ = 15 cm L = 20 m

ffNfHgV

be +sdot++sdot

Open Slots

Sediments

015 10 15 251 0044 158 158 379 015 10 3 356 0063 227 227 545 015 20 15 206 0036 130 13 312 015 20 3 292 0052 187 187 449 015 30 15 179 0032 115 115 276 015 30 3 254 0045 162 162 389 015 40 15 161 0028 101 101 242 015 40 3 227 004 144 144 346 015 50 15 147 0026 94 94 226 015 50 3 208 0037 133 133 319 015 60 15 136 0024 86 86 206 015 60 3 192 0034 122 122 293

26 Penstock

Penstock Powerhouse

Static Head

Anchor Block

Spillway

Head Tank

Sand Drain Gate

Trashracks

FSWLMOL

Max Pressure Rise

50 ~ 100 m max

55ordm max

Hydraulic GradeLine

Type Features

l1l2L2φ1

Anchor Block

Saddle

bFille

(2) after 2nd phase

asdot+

sumsum=

)1(21 11

2 HgVasdotsdot

imicroψ sdot

minus= 1

=micro

2 HgVasdotsdot

0)21()442( 21

)(22 11

2)2( iB ρψ=

Penstock Powerhouse

Head Tank

0 2 4 6 8 10 12 14Time (sec)

Head loss

gvfh r 2

2 sdot=

))((sin342btfr θ=

Penstock

Anchor Block

Head TankTrashracks

Powerhouse

FSWL vin22g

vout22g

gvfh e 2

3 sdot=

fe = 025 fe = 02fe = 05

v2 v2 v2

25124 2

90()(163201310

5 sdotsdotsdot+=θ

gvfh gc 2

A1 A2θ

θ ordm

gvfh v 2

8 sdot=

gvfh b 2

(a) (b)

TWL FWLFreeboard

DrainageSystem

Firm Foundation

27 Powerhouse

Site Selection

(1) Access

(2) Foundation

(4) Drainage

Table of Contents

List of Tables

List of Figures










21 Head Works

22 De-silting Basin

23 Power Canal

24 Head Tank

25 Regulating Pond

26 Penstock

27 Powerhouse

Table










Figure





















Figure 142 Test Pit









































Figure 2313







Figure 261 Penstock







-10 -08 -06 -04 -02 00 02 04 06

2-unit operation

1-unit operation

Qin (m3s)

dHhour (mhour)

Example

Pipe φ = 15 cm L = 20 m

ffNfHgV

be +sdot++sdot

Open Slots

Sediments

015 10 15 251 0044 158 158 379 015 10 3 356 0063 227 227 545 015 20 15 206 0036 130 13 312 015 20 3 292 0052 187 187 449 015 30 15 179 0032 115 115 276 015 30 3 254 0045 162 162 389 015 40 15 161 0028 101 101 242 015 40 3 227 004 144 144 346 015 50 15 147 0026 94 94 226 015 50 3 208 0037 133 133 319 015 60 15 136 0024 86 86 206 015 60 3 192 0034 122 122 293

26 Penstock

Penstock Powerhouse

Static Head

Anchor Block

Spillway

Head Tank

Sand Drain Gate

Trashracks

FSWLMOL

Max Pressure Rise

50 ~ 100 m max

55ordm max

Hydraulic GradeLine

Type Features

l1l2L2φ1

Anchor Block

Saddle

bFille

(2) after 2nd phase

asdot+

sumsum=

)1(21 11

2 HgVasdotsdot

imicroψ sdot

minus= 1

=micro

2 HgVasdotsdot

0)21()442( 21

)(22 11

2)2( iB ρψ=

Penstock Powerhouse

Head Tank

0 2 4 6 8 10 12 14Time (sec)

Head loss

gvfh r 2

2 sdot=

))((sin342btfr θ=

Penstock

Anchor Block

Head TankTrashracks

Powerhouse

FSWL vin22g

vout22g

gvfh e 2

3 sdot=

fe = 025 fe = 02fe = 05

v2 v2 v2

25124 2

90()(163201310

5 sdotsdotsdot+=θ

gvfh gc 2

A1 A2θ

θ ordm

gvfh v 2

8 sdot=

gvfh b 2

(a) (b)

TWL FWLFreeboard

DrainageSystem

Firm Foundation

27 Powerhouse

Site Selection

(1) Access

(2) Foundation

(4) Drainage

Table of Contents

List of Tables

List of Figures










21 Head Works

22 De-silting Basin

23 Power Canal

24 Head Tank

25 Regulating Pond

26 Penstock

27 Powerhouse

Table










Figure





















Figure 142 Test Pit









































Figure 2313







Figure 261 Penstock







Example

Pipe φ = 15 cm L = 20 m

ffNfHgV

be +sdot++sdot

Open Slots

Sediments

015 10 15 251 0044 158 158 379 015 10 3 356 0063 227 227 545 015 20 15 206 0036 130 13 312 015 20 3 292 0052 187 187 449 015 30 15 179 0032 115 115 276 015 30 3 254 0045 162 162 389 015 40 15 161 0028 101 101 242 015 40 3 227 004 144 144 346 015 50 15 147 0026 94 94 226 015 50 3 208 0037 133 133 319 015 60 15 136 0024 86 86 206 015 60 3 192 0034 122 122 293

26 Penstock

Penstock Powerhouse

Static Head

Anchor Block

Spillway

Head Tank

Sand Drain Gate

Trashracks

FSWLMOL

Max Pressure Rise

50 ~ 100 m max

55ordm max

Hydraulic GradeLine

Type Features

l1l2L2φ1

Anchor Block

Saddle

bFille

(2) after 2nd phase

asdot+

sumsum=

)1(21 11

2 HgVasdotsdot

imicroψ sdot

minus= 1

=micro

2 HgVasdotsdot

0)21()442( 21

)(22 11

2)2( iB ρψ=

Penstock Powerhouse

Head Tank

0 2 4 6 8 10 12 14Time (sec)

Head loss

gvfh r 2

2 sdot=

))((sin342btfr θ=

Penstock

Anchor Block

Head TankTrashracks

Powerhouse

FSWL vin22g

vout22g

gvfh e 2

3 sdot=

fe = 025 fe = 02fe = 05

v2 v2 v2

25124 2

90()(163201310

5 sdotsdotsdot+=θ

gvfh gc 2

A1 A2θ

θ ordm

gvfh v 2

8 sdot=

gvfh b 2

(a) (b)

TWL FWLFreeboard

DrainageSystem

Firm Foundation

27 Powerhouse

Site Selection

(1) Access

(2) Foundation

(4) Drainage

Table of Contents

List of Tables

List of Figures










21 Head Works

22 De-silting Basin

23 Power Canal

24 Head Tank

25 Regulating Pond

26 Penstock

27 Powerhouse

Table










Figure





















Figure 142 Test Pit









































Figure 2313







Figure 261 Penstock







015 10 15 251 0044 158 158 379 015 10 3 356 0063 227 227 545 015 20 15 206 0036 130 13 312 015 20 3 292 0052 187 187 449 015 30 15 179 0032 115 115 276 015 30 3 254 0045 162 162 389 015 40 15 161 0028 101 101 242 015 40 3 227 004 144 144 346 015 50 15 147 0026 94 94 226 015 50 3 208 0037 133 133 319 015 60 15 136 0024 86 86 206 015 60 3 192 0034 122 122 293

26 Penstock

Penstock Powerhouse

Static Head

Anchor Block

Spillway

Head Tank

Sand Drain Gate

Trashracks

FSWLMOL

Max Pressure Rise

50 ~ 100 m max

55ordm max

Hydraulic GradeLine

Type Features

l1l2L2φ1

Anchor Block

Saddle

bFille

(2) after 2nd phase

asdot+

sumsum=

)1(21 11

2 HgVasdotsdot

imicroψ sdot

minus= 1

=micro

2 HgVasdotsdot

0)21()442( 21

)(22 11

2)2( iB ρψ=

Penstock Powerhouse

Head Tank

0 2 4 6 8 10 12 14Time (sec)

Head loss

gvfh r 2

2 sdot=

))((sin342btfr θ=

Penstock

Anchor Block

Head TankTrashracks

Powerhouse

FSWL vin22g

vout22g

gvfh e 2

3 sdot=

fe = 025 fe = 02fe = 05

v2 v2 v2

25124 2

90()(163201310

5 sdotsdotsdot+=θ

gvfh gc 2

A1 A2θ

θ ordm

gvfh v 2

8 sdot=

gvfh b 2

(a) (b)

TWL FWLFreeboard

DrainageSystem

Firm Foundation

27 Powerhouse

Site Selection

(1) Access

(2) Foundation

(4) Drainage

Table of Contents

List of Tables

List of Figures










21 Head Works

22 De-silting Basin

23 Power Canal

24 Head Tank

25 Regulating Pond

26 Penstock

27 Powerhouse

Table










Figure





















Figure 142 Test Pit









































Figure 2313







Figure 261 Penstock







26 Penstock

Penstock Powerhouse

Static Head

Anchor Block

Spillway

Head Tank

Sand Drain Gate

Trashracks

FSWLMOL

Max Pressure Rise

50 ~ 100 m max

55ordm max

Hydraulic GradeLine

Type Features

l1l2L2φ1

Anchor Block

Saddle

bFille

(2) after 2nd phase

asdot+

sumsum=

)1(21 11

2 HgVasdotsdot

imicroψ sdot

minus= 1

=micro

2 HgVasdotsdot

0)21()442( 21

)(22 11

2)2( iB ρψ=

Penstock Powerhouse

Head Tank

0 2 4 6 8 10 12 14Time (sec)

Head loss

gvfh r 2

2 sdot=

))((sin342btfr θ=

Penstock

Anchor Block

Head TankTrashracks

Powerhouse

FSWL vin22g

vout22g

gvfh e 2

3 sdot=

fe = 025 fe = 02fe = 05

v2 v2 v2

25124 2

90()(163201310

5 sdotsdotsdot+=θ

gvfh gc 2

A1 A2θ

θ ordm

gvfh v 2

8 sdot=

gvfh b 2

(a) (b)

TWL FWLFreeboard

DrainageSystem

Firm Foundation

27 Powerhouse

Site Selection

(1) Access

(2) Foundation

(4) Drainage

Table of Contents

List of Tables

List of Figures










21 Head Works

22 De-silting Basin

23 Power Canal

24 Head Tank

25 Regulating Pond

26 Penstock

27 Powerhouse

Table










Figure





















Figure 142 Test Pit









































Figure 2313







Figure 261 Penstock







Type Features

l1l2L2φ1

Anchor Block

Saddle

bFille

(2) after 2nd phase

asdot+

sumsum=

)1(21 11

2 HgVasdotsdot

imicroψ sdot

minus= 1

=micro

2 HgVasdotsdot

0)21()442( 21

)(22 11

2)2( iB ρψ=

Penstock Powerhouse

Head Tank

0 2 4 6 8 10 12 14Time (sec)

Head loss

gvfh r 2

2 sdot=

))((sin342btfr θ=

Penstock

Anchor Block

Head TankTrashracks

Powerhouse

FSWL vin22g

vout22g

gvfh e 2

3 sdot=

fe = 025 fe = 02fe = 05

v2 v2 v2

25124 2

90()(163201310

5 sdotsdotsdot+=θ

gvfh gc 2

A1 A2θ

θ ordm

gvfh v 2

8 sdot=

gvfh b 2

(a) (b)

TWL FWLFreeboard

DrainageSystem

Firm Foundation

27 Powerhouse

Site Selection

(1) Access

(2) Foundation

(4) Drainage

Table of Contents

List of Tables

List of Figures










21 Head Works

22 De-silting Basin

23 Power Canal

24 Head Tank

25 Regulating Pond

26 Penstock

27 Powerhouse

Table










Figure





















Figure 142 Test Pit









































Figure 2313







Figure 261 Penstock







(2) after 2nd phase

asdot+

sumsum=

)1(21 11

2 HgVasdotsdot

imicroψ sdot

minus= 1

=micro

2 HgVasdotsdot

0)21()442( 21

)(22 11

2)2( iB ρψ=

Penstock Powerhouse

Head Tank

0 2 4 6 8 10 12 14Time (sec)

Head loss

gvfh r 2

2 sdot=

))((sin342btfr θ=

Penstock

Anchor Block

Head TankTrashracks

Powerhouse

FSWL vin22g

vout22g

gvfh e 2

3 sdot=

fe = 025 fe = 02fe = 05

v2 v2 v2

25124 2

90()(163201310

5 sdotsdotsdot+=θ

gvfh gc 2

A1 A2θ

θ ordm

gvfh v 2

8 sdot=

gvfh b 2

(a) (b)

TWL FWLFreeboard

DrainageSystem

Firm Foundation

27 Powerhouse

Site Selection

(1) Access

(2) Foundation

(4) Drainage

Table of Contents

List of Tables

List of Figures










21 Head Works

22 De-silting Basin

23 Power Canal

24 Head Tank

25 Regulating Pond

26 Penstock

27 Powerhouse

Table










Figure





















Figure 142 Test Pit









































Figure 2313







Figure 261 Penstock







Head loss

gvfh r 2

2 sdot=

))((sin342btfr θ=

Penstock

Anchor Block

Head TankTrashracks

Powerhouse

FSWL vin22g

vout22g

gvfh e 2

3 sdot=

fe = 025 fe = 02fe = 05

v2 v2 v2

25124 2

90()(163201310

5 sdotsdotsdot+=θ

gvfh gc 2

A1 A2θ

θ ordm

gvfh v 2

8 sdot=

gvfh b 2

(a) (b)

TWL FWLFreeboard

DrainageSystem

Firm Foundation

27 Powerhouse

Site Selection

(1) Access

(2) Foundation

(4) Drainage

Table of Contents

List of Tables

List of Figures










21 Head Works

22 De-silting Basin

23 Power Canal

24 Head Tank

25 Regulating Pond

26 Penstock

27 Powerhouse

Table










Figure





















Figure 142 Test Pit









































Figure 2313







Figure 261 Penstock







gvfh e 2

3 sdot=

fe = 025 fe = 02fe = 05

v2 v2 v2

25124 2

90()(163201310

5 sdotsdotsdot+=θ

gvfh gc 2

A1 A2θ

θ ordm

gvfh v 2

8 sdot=

gvfh b 2

(a) (b)

TWL FWLFreeboard

DrainageSystem

Firm Foundation

27 Powerhouse

Site Selection

(1) Access

(2) Foundation

(4) Drainage

Table of Contents

List of Tables

List of Figures










21 Head Works

22 De-silting Basin

23 Power Canal

24 Head Tank

25 Regulating Pond

26 Penstock

27 Powerhouse

Table










Figure





















Figure 142 Test Pit









































Figure 2313







Figure 261 Penstock







gvfh v 2

8 sdot=

gvfh b 2

(a) (b)

TWL FWLFreeboard

DrainageSystem

Firm Foundation

27 Powerhouse

Site Selection

(1) Access

(2) Foundation

(4) Drainage

Table of Contents

List of Tables

List of Figures










21 Head Works

22 De-silting Basin

23 Power Canal

24 Head Tank

25 Regulating Pond

26 Penstock

27 Powerhouse

Table










Figure





















Figure 142 Test Pit









































Figure 2313







Figure 261 Penstock







TWL FWLFreeboard

DrainageSystem

Firm Foundation

27 Powerhouse

Site Selection

(1) Access

(2) Foundation

(4) Drainage

Table of Contents

List of Tables

List of Figures










21 Head Works

22 De-silting Basin

23 Power Canal

24 Head Tank

25 Regulating Pond

26 Penstock

27 Powerhouse

Table










Figure





















Figure 142 Test Pit









































Figure 2313







Figure 261 Penstock







Documents

FINAL REPORT · 2004-05-11 · Figure 2.2.2 Side Spillway ... Figure 2.3.7 Canal Design ... Appendix 3 Sample of Design Criteria Appendix 4 Project Drawings Appendix 5 Sample Specifications