MHP-6

DEPARTMENT OF ENERGY ENERGY UTILIZATION MANAGEMENT BUREAU

Training Manual

for

Micro-hydropower Technology

June 2009

MHP 6

This manual was developed by the Department of Energy (DOE) through the technical assistance under the Project on Sustainability Improvement of Renewable Energy Development for Village Electrification in the Philippines which was provided by the Japan International Cooperation Agency (JICA).

Table of Contents

1 General......................................................................................................1 2 Scope .........................................................................................................1 3 Objectives..................................................................................................1 4 Implementation structure ........................................................................1

4.1 Implementation structure ...........................................................................1 4.2 Roles and responsibilities ............................................................................2

5 Outline of the Training.............................................................................2 5.1 Purpose.........................................................................................................2 5.2 Trainer .........................................................................................................2 5.3 Trainee .........................................................................................................3 5.4 Attainment Target .......................................................................................3

6 Preparation ...............................................................................................3 6.1 Establishment of the Training Program .....................................................3 6.2 Venue Arrangements ...................................................................................4 6.3 Invitation of Trainees ..................................................................................4 6.4 Preparation of Materials..............................................................................4

7 Implementation ........................................................................................4 7.1 Points to be learned during training ...........................................................4 7.2 Key lecture points ........................................................................................4

8 Amendment of the manual .......................................................................4

LIST OF ANNEXES

ANNEX 1 : List of already-drafted training materials ANNEX 2 : Learning points by training item for planning and

civil structure design ANNEX 3 : Samples of training material

1

1 General Proponents of micro-hydropower projects for rural electrification should draft an

appropriate project plan based on site conditions in order to effectively make use of the limited water resources and ensure project sustainability. From the same perspective, administrative organizations are also required to adequately evaluate the submitted plan and give proper instructions to the proponents. Accordingly, sufficient understanding of planning technique for micro-hydropower project is essential for both the proponents and the assessors.

This manual is intended to present the key points in organizing and implementing the training on micro-hydropower technology. Some basic training materials have been included to reduce the trainers burden for preparatory work.

2 Scope This manual shall be used for the planning, implementation, and evaluation of

micro-hydropower technology training.

3 Objectives (1) Assist training organizers and trainers in planning, preparing, and

implementing the training on micro-hydropower technologies effectively, and (2) Maximize the training effect by providing the key points to be noted during

conducting lectures.

4 Implementation structure 4.1 Implementation structure

The following figure shows the implementation structure of the training. Figure 1 Implementation structure of the training

Organizer

Organizations concerned to micro-hydropower development for rural electrification

Trainer

Trainee

Assignment of trainers

Training implementation for specific technical field

Dispatch of trainees

InvitationTrainee nomination

Trainer Trainer

Trainee Trainee Trainee

2

4.2 Roles and responsibilities The training roles and responsibilities of the planning, preparation and

implementation components have been summarized in the following table.

Table 1 Roles and responsibility of persons concerned

5 Outline of the Training 5.1 Purpose

The purposes of micro-hydropower technology training are to:

(1) deepen the knowledge of experienced technical staff who have been involved in micro-hydropower development, and

(2) develop the knowledge of new technical staff who will be engaged in micro-hydropower development in the near future.

Appropriate training implementation enables technical staff to adequately design and evaluate new micro-hydropower projects and establish the rehabilitation plans for existing plants.

5.2 Trainer

Each trainer shall be assigned to a specific technical field, such as planning and designing for civil, electrical, mechanical facilities. Trainers shall be those who have participated in past micro-hydropower development training. However, the organizer can also invite technical staff who have served as trainers in outside organizations.

Trainers will be responsible for preparing training materials in the technical field of which they have respectively been put in charge. Examples of the technical materials are attached to this manual for reference.

Component Role

Organizer

Assignment of trainers Arrangement of venue, equipment

(accommodation for trainees if necessary) Sending invitation letter calling for traiees

Trainer

Preparation of training materials Implementation of training for specific technical

field in charge Evaluation of trainees

Trainee Participation in training Implementation of future training for specific

technical in their organizations

Organization concerned

Nomination of trainees

3

5.3 Trainee Trainees shall be invited from among the stakeholders, such as the DOE field

office, ANEC, LGU, etc., organizations which have promoted micro-hydropower development for rural electrification. The organizer will determine the number of trainees taking into account the training effects.

Further, basic knowledge of mathematics is required for all trainees to ensure smooth progress. In the end, trainees will also be required to disseminate the knowledge that they have acquired during training.

5.4 Attainment Target

Final targets to be attained for the proponents and the assessor are described respectively as follows:

to develop the project plan on the basis of the site reconnaissance results and handle the basic design of equipment in a proper manner, and

to properly evaluate the project plan that the proponents have drafted, and offer constructive instructions and advice.

6 Preparation 6.1 Establishment of the Training Program

The following table shows an example of a 5-day training program which includes the over-all contents concerning micro-hydropower development from a preliminary study used for site selection to basic designs used for civil and electro-mechanical equipment. The organizer can arrange the training program to meet available time frames and stakeholders needs. For instance, the trainings on civil structures design and electro-mechanical equipment design can be organized separately for people possessing different academic backgrounds such as civil, electric, and mechanical engineering.

Table 1 Example of program for 5-day training Date Training item

AM Map study Day 1 PM Planning

AM Site reconnaissance Day 2 PM Design of civil structures

AM Practice of map study Day 3 PM Practice of civil structure design

AM Turbine / Driving system Day 4 PM Generator / Control system

AM Electrical equipment and protection system / Distribution system Day 5 PM Practice of electro-mechanical equipment design

4

6.2 Venue Arrangements The organizer shall arrange an appropriate venue taking into account the

availability and expected number of the trainees. Necessary training equipment, such as the PC, projector, and microphone, shall also be prepared. The trainees are asked to prepare the calculator for practice of planning and designing, if necessary.

6.3 Invitation of Trainees

In order to summon and finalize candidates based on their area of specialty and prior experience, an invitation letter specifying trainee requirements will be sent by the organizer to the stakeholders in advance.

6.4 Preparation of Materials

The trainers shall prepare in advance the training materials in their charge. The materials that are attached to this manual are listed in ANNEX1. The organizer and trainers shall upgrade these materials as well as adding new ones.

7 Implementation 7.1 Points to be learned during training

The trainers shall proceed with the lectures step by step so that the trainees can thoroughly absorb the fundamental points of each training item, which are shown in ANNEX2.

7.2 Key lecture points

One-on-one lectures may turn out to be a tedious proposition for both the trainers and trainees. Hence, the trainers shall encourage the trainees to actively participate in the following ways:

Interspersed periodic questioning of the trainees to confirm their understanding, Introduction of examples and case studies, Homework for lecture review, On-hand practice to deepen knowledge and understanding, Discussion among the trainees, and Presentations by the trainees on how to utilize their newly acquired knowledge, Wrap-up meeting.

Such methods will enable trainees to apply their acquired knowledge in planning and actual development. Conducting examinations before and after the training is an effective method in evaluating the level of capacity building and also reveals the training effects.

8 Amendment of the manual The DOE shall review this manual annually, and amend it, if necessary, according

to the surrounding circumstances in rural electrification of the country. The amended manual shall be fully authorized among the DOE and approved by Director of Energy Utilization Management Bureau of the DOE.

List of already-drafted training materials

Items Contents Outline of hydropower Catchment area Map study Duration curve and identification of potential site Functions of main structures for micro-hydropower plant Layout of main structures Planning Selection of main structures location Outline of site reconnaissance Measurement of river flow Site reconnaissance Measurement of head Intake weir Intake and settling basin Headrace Head tank Penstock Powerhouse

Design of civil structures

Head loss calculation Basics of hydraulics Turbine types Characteristics of turbine Turbine

Basic design of turbine Basics of generator Classification of generator Generator Basic design of generator Basics of automatic control Frequency control Control system Voltage control Major factors Transformer Switch gear Arrester Instrument transformer Single line diagram

Electrical equipment and protection system

Protection system Distribution method Components Route selection Distribution system

Voltage drop estimation

ANNEX1

i

Learning points by training item for planning and civil structure design

Items Contents Learning points Outline of hydropower Concept of hydropower

Concept of catchment area Relationship between discharge and catchment area Catchment area Catchment area estimation using topographical map Concept of duration curve Maximum/firm discharge identification using duration curve

Map study

Duration curve and identification of potential site Potential site identification using topographical

map Functions of intake weir and intake Functions of settling basin Functions of headrace Functions of head tank and penstock

Functions of main structures for micro-hydropower plant

Functions of turbine and generator Layout of main structures Concept of basic layout for main structures

Appropriate location of weir, intake, and settling basin Appropriate location of powerhouse

Planning

Selection of main structures location

Appropriate location of headrace route Objectives and survey items of site reconnaissanceOutline of site

reconnaissance Information gathering and planning for site reconnaissance Measurement of river flow On-site measuring method of river flow

Site reconnaissance

Measurement of head On-site measuring method of head Type and structure of intake weir Design concept for intake weir Intake weir Calculation technique for intake weir dimensioning Structure of intake and settling basin Design concept for intake and settling basin Intake and settling basin Calculation technique for intake and settling basin dimensioning Type and structure of headrace Design concept for headrace Headrace Calculation technique for headrace dimensioning Structure of head tank Design concept for head tank Head tank Calculation technique for head tank dimensioningDesign concept for penstock Penstock Calculation technique for penstock dimensioning

Powerhouse Structure of powerhouse by turbine type

Design of civil structures

Head loss calculation Calculation technique for head loss

ANNEX2

ii

Learning points by training item for electro-mechanical equipment design

Items Contents Learning points Principle of continuity Bernoullis theorem Basics of hydraulics Concept of potential, pressure, and velocity head Structure, features, and applicable range by turbine type Turbine types Concept of turbine selection chart Concept of specific speed Applicable range of specific speed by turbine typeCharacteristics of turbine Turbine efficiency by turbine type Flow of turbine basic design

Turbine

Basic design of turbine Calculation technique for turbine specifications Principle of operation of AC generator Relationship between voltage and rotational speedMain structure of generator Basics of generator Type of excitation system

Classification of generator Classification of AC generator Flow of generator basic design

Generator

Basic design of generator Calculation technique for generator specifications Concept of feedback control Basics of automatic control Reaction of P-control, I-control, and PI-control Characteristics of frequency and active power control Frequency control Concept of speed governor and dummy load governor Characteristics of voltage and reactive power control

Control system

Voltage control Concept of automatic voltage controller

Major factors Concept of major factors Transformer Type and functions of transformer Switch gear Type and functions of switch gear Arrester Functions of arrester Instrument transformer Type and functions of instrument transformer Single line diagram Standard composition of single line diagram

Type and functions of protection relay

Electrical equipment and protection system

Protection system Standard arrangement of protection relay Distribution method Classification of distribution method

Design and installation concept of pole Components Design and installation concept of guy wire Route selection Concept of distribution line route selection

Calculation technique for resistance and inductance of conductor

Distribution system

Voltage drop estimation Calculation technique for voltage drop of distribution lines

1Training on

Micro Hydropower

Development

1-1 2

DATE 2008

Outline of HydropowerCatchment AreaIdentification of Potential SitesDuration CurveFunctions of Main StructuresLayout of Main StructuresSelection of Main Structures' LocationOutline of Site ReconnaissanceMeasurement of River FlowMeasurement of HeadIntake WeirIntake and Settling BasinHeadraceHead tankPenstock and SpillwayPower HouseHead Loss

AM

AM TurbinePM Driving System

GeneratorControl SystemProtection System

PM

Nov. 10

AM

PM

CONTENTS

Examination: Design of Electrical & Mechanical Equipment

BASIC COURSE: Map Study

BASIC COURSE: Planning

ADVANCE COURSE: Site Reconnaissance

ADVANCE COURSE: Design of Civil Structures

Practice Activity for Map StudyPractice Activity for Civil DesignExamination: Planning & Design of Civil Structures

Design of Mechanical Equipment

Curriculum for the Training on Micro-Hydropower Development

Nov.13

Design of Electrical EquipmentAMNov.14

Nov.11

AM

PM

PMNov.12

1-2

3

Training on

Micro Hydropower

Development

Basic Course (1ST part)

EPIFANIO G. GACUSAN DOE - REMDAVR, Department of Energy, 10 November 2008

1-3 4

Training on Micro Hydropower Development

Basic Course

Map Study

OUTLINE OF HYDROPOWER

1-4

5What is Hydropower?Energy of Falling Stone:

Ouch!

1-5 6

What is Hydropower?Energy of Falling Stone:

Ouch!

Ouch!

1-6

7

What is Hydropower?Energy of Falling Stone:

Ouch!

Ouch!

1-7 8

What is Hydropower?Energy of Falling Stone

depends on

Height Weight of the Stone

Energy of Hydropower

Height Weight of the Water

Head Discharge

Height

1-8

9Training on Micro Hydropower Development

Basic Course

Map Study

CATCHMENT AREA

1-9 10

Hydropower depends on Head and Discharge

Catchment Area

Depends on Catchment Area

Rainfall

For Generating Power

SayangMottainai

Discharge

1-10

11

10621045

Height 20 m x 5 =100m

Scale: 1/50,000

On map : Accrual

1 cm : 500 m

Short Distance = Steep

Long Distance = Gentle

980

960

940

920

900

880

860

840

820

800

780

760

1-11 12

10621045

Catchment Area

1-12

13

h

b

A

A = ( b x h ) /2

1-13 14

10621045

1-14

151-15 161-16

17


Basic Course

Map Study

DURATION CURVE & IDENTIFICATION OF POTENTIAL SITE

1-17 18

Duration Curve

0 100 200 300 365

R

i

v

e

r

F

l

o

w

(

m

3

/

s

)

140

100

60

R

i

v

e

r

F

l

o

w

(

m

3

/

s

)

Flow Duration CurveActual River Flow

ArtJimmy

ArtJimmy

Change the Order

1-18

19

Duration CurveGauging Station: ABC (CA=30km2) Latitude@@@

Period:1990.1 2000.1 Longitude@@@

25%(95day) 50%(183day) 75%(274day)100%(365day

)90%(328day)

95%(346day)

0.5

1.0

1.5

R

i

v

e

r

F

l

o

w

(

m

3

/

s

) Depends on Chatchment Area and Rainfall

Depends on Planning

Maximum Discharge/Design Discharge

Firm Discharge = 95 % Firm

1-19 20

Duration Curve : How to Identify Maximum Discharge

40% 50% 70%

0.5

1.0

1.5

R

i

v

e

r

F

l

o

w

(

m

3

/

s

)

60% 80%

C

o

n

s

t

r

u

c

t

i

o

n

C

o

s

t

/

k

W

h

Percentage of Duration

40 % 50 % 60 % 70 % 80 %

For Mini/Large Hydro : Comparison of Unit Cost in Each Case

1-20

21

Duration Curve : How to Identify Maximum Discharge

Maximum and Firm Discharge in Hydropower Plant

0.00.20.40.60.81.01.21.41.61.82.02.2

0 10 20 30 40 50 60 70 80 90 100 110

Percentage of Firm/Maximum Discharge (%)

U

n

i

t

F

i

r

m

D

i

s

c

h

a

r

g

e

(

m

3

/

s

/

1

0

0

k

m

2

)

Large

Small MiniMicro

For Micro Hydro : Initial Stage

Firm Discharge = 1.0 m3/s/100km2

Max. Discharge = Firm Discharge

1-21 22

Duration Curve : How to Identify Firm/Max. DischargeFor Micro Hydro : Pre-Feasibility Study

Maximum and Firm Discharge in Hydropower Plant

0.00.20.40.60.81.01.21.41.61.82.02.2

0 10 20 30 40 50 60 70 80 90 100 110

Percentage of Firm/Maximum Discharge (%)

U

n

i

t

F

i

r

m

D

i

s

c

h

a

r

g

e

(

m

3

/

s

/

1

0

0

k

m

2

)

Micro

Vegetation

Rich Forest

Bare Ground

Over 3000mm

Annual Rainfall

Aprx.2000 mm

57

Average rain fall line

1-22

23

Duration Curve : How to Identify Firm/Max. DischargeFor Micro Hydro : Detail Study

Measurement River Flow at the Site

It will be Trained in Advance

Course

1-23 24

Good Potential Site (Technically)1. Short Distance and High Head

Portion A B C D

Profile of River

1-24

25

1. Short Distance and High Head ; How to Know ?

E.L

520

500

480

460

440

420

400

380

L1L1

L3L2

L4 L5

L6500400

L1 L2 L3 L4 L5 L6

1-25 26

1. Short Distance and High Head ; How Short? How High?

Indicator : L/H (Distance/Head)

Head and Waterway Length

0

10

20

30

40

50

60

70

80

90

100

0 200 400 600 800 1000 1200 1400 1600 1800 2000 2200 2400 2600 2800 3000

Waterway Length (m) L

H

e

a

d

(

m

)

H

Micro L/H

29

E.L

520

500

480

460

440

420

400

380

L1L1

L3L2

L4 L5

L6500400

L1 L2 L3 L4 L5 L6

1. Short Distance and High Head ; How to find out ?

Assumed Head : 40 m

1000m2 cm

1000m1000m1000m 1000m1000m

N.GOK

OKN.G

N.G

RR1-29 30

1. Short Distance and High Head ; How to find out ?

E.L

520

500

480

460

440

420

400

380

L1L1

L3L2

L4 L5

L6500400

L1 L2 L3 L4 L5 L6

Assumed Head : 60 m

3 cm 1500 m

1500 m1500 m1500 m1500 m

N.GOK

N.G

N.G

1-30

31

Good Potential Site (Technically)

2. Bigger Catchment Area is better if the L/H is evenAssumed Head : 40 m

10621045

1-31 32


3. Power Output must be balanced with DemandFor Micro Hydro : Initial Stage

100 HH X 200 W/ HH = 20 kWFirm Discharge = 1.0 m3/s/100km2

Demand ; Based on Social SurveyMax. Discharge = Firm Discharge

Practical Hydropower OutputP = 9.8 x Q x H x

Where, P = Power output (kW)Q = Discharge (m3/s) = Head (m) = Combined efficiency (0.5)

Q = P / (9.8 x H x )= 20 / (9.8 x H x 0.5 )

0.0760200.1040200.202020

Q (m3/s)H (m)P (kW)

Required Catchment Area = 20 km2

C.A=10 km2

C.A=7 km2

1-32

33

Good Potential Site (Technically)4. Near the Demand Area

Voltage Drop is within 10 % without Step up T/F

Radius 1km (2cm on the Map)

Demand site

0 1.0 2.0 3.0 4.0 5.0 km

1-33 34


5. Gentle Slope is Convenient for Headrace and Powerhouse

A

A

Section A-A

B

B

Section B-B1-34

35

Examples

1-35 36

0 1.0 2.0 3.0 4.0 5.0 km

Output 10 kW Head 60 m

1-36

37

0 1.0 2.0 3.0 4.0 5.0 km10 kWP

60 mH

0.035 m3/sQ

3.5 km2C.A

22 kWP

60 mH

0.075 m3/sQ

7.5 km2C.A

25 kWP

40 mH

0.125 m3/sQ

12.5 km2C.A

35 kWP

40 mH

0.180 m3/sQ

18.0 km2C.A

55 kWP

60 mH

0.185 m3/sQ

18.5 km2C.A

10 kWP

60 mH

0.035 m3/sQ

3.5 km2C.A

12 kWP

60 mH

0.040 m3/sQ

4.0 km2C.A

1-37 38

Items Contents

Project Name Ambabag Mini-Hydropower Project

Location Barangay Ambabag, Pindungan, Kiangan, Ifugao

Coordinates Intake : N-164734.92, E-1210535.22

Powerhouse: : N-164737.32,E-1210620.28)

Catchments Area 20.2 km2

Elevation of the Intake E.L. 494.2 m

Tailrace Water Level E.L. 403 m

Gross Head 91.2m

Effective Head 80 m

Required Max. Discharge 0.32 m3/s

Maximum Output 200 kW

Annual Energy Generation 1,490 MWh

Construction Cost Approximate. 42 Million pesos

Plant Factor 85 %

Result of Map Study (Example)

1-38

39

Thank you Very Much !!!!

1-39

1Training on

Micro Hydropower

Development

Basic Course (2nd part)

2-12


Basic Course

Planning

Functions of Main Structures

2-2

3

Main Structures for Micro/Mini Hydropower

Head-tankFore bay

Headrace

Demand

2-34

Intake Weir Settling Basin

Headrace

Head-tank

Penstock

Powerhouse

TailraceSpillway

2-4

5Intake Weir and Intake

The Intake weir a barrier built across the river used to divert water through an opening in the riverside (the Intake opening) into a settling basin.

2-56

Function of Intake Weir

Intake

If no Intake Weir Insufficient Inflow Many Sedimentations into Intake

2-6

7

Function of Intake Weir

to Divert the River Flow into the Intake to prevent the Sediment/silts to pass through

Flush Gate (Stop Logs)

2-78

Function of Intake

Weir Crest

Flood Water Level

Q over Q

Flood Water Level

Big Flow = Structures will be Damaged

Orifice with Spillway

Control Gate

to Control Inflow2-8

9Settling BasinSettling Basin-The settling basin is used to trap sand or suspend the silt from the water before entering the penstock.

2-910

IntakeHeadrace

Spillway

High Velocity Low Velocity

Flush Gate

Function of Settling Basin

to trap sand or suspend the silt from the water2-10

11

HeadraceHeadrace-A channel leading the water to a head tank. The headrace follows the contour of the hillside so as to preserve the elevation of the diverted water.

2-1112

H

e

a

d

L

o

s

s

Settling Basin Headrace Headtank

Slope =Gentle

Function of Headrace

Gentle Slope Small Head Loss = Big Output

Big Size of Headrace = High Cost

Steep Slope Small Size of Headrace =Low Cost

Big Head Loss =Small Output


Slope =Steep

H

e

a

d

L

o

s

s

to convey water into the head-tank

Micro=1/100 to 1/300

Mini=1/200 to 1/1,000

2-12

13

Head-tank (Forebay Tank)Head-tank - Pond at the top of a penstock or pipeline; serves as final settling basin, maintains the required water level of penstock inlet and prevents foreign debris entering the penstock.

2-1314

Penstock

Penstock - .A close conduit or pressure pipe for supplying water under pressure to a turbine.

2-14

15

Water Turbine and GeneratorA water turbine is a machine to directly convert the kinetic energy of the flowing water into a useful rotational energy while a generator is a device used to convert mechanical energy into electrical energy.

2-1516

Thank you Very Much!

2-16

1Training on

Micro Hydropower

Development

Basic Course (3rd part)

3-1 2

Training on Micro/Mini Hydropower DevelopmentTraining on Micro Hydropower Development

Basic Course

Planning

Layout of Main Structures

3-2

3

HeadtankHeadrace

Main Structuresfor Micro/Mini Hydropower plants

3-3 4

1. Short Penstock

Basic Layout

3-4

52. Long Penstock

Basic Layout

3-5 6

3. Middle-Length Penstock

Basic Layout

3-6

7

Training on Micro/Mini Hydropower Development

Basic Course

Planning

Selection of Main Structures Locations

3-7 8

CRITERIA

1. Narrow River Width

2. Preferably at Straight Portion of the River

3. Has Space for Settling Basin

4. Easy to Combine with Headrace

Apropriate location forthe weir, intake and settling basin

3-8

9AB

C

DE

Criteria

1. Narrow River Width

2. Preferably at Straight Portion of the River

3. Has Space for Settling Basin

4. It is easy to combine with Headrace

A,B,D,E

A,B

appropriate location forthe weir, intake and settling basin

A,B,E

A3-9 10

CRITERIA

1. Gentle River Bank

2. The Water Flood Will Have No Great Impact at the River Bank

3. Has a Wide Cross Section of the River (Low Flood Water Level)

4. Ridge is Better (Geologically Strong and Stable)

Appropriate location forPower house

3-10

11

D

FA

BC

E

Criteria

1. Gentle River Bank

2. The Water Flood Will Have No Great Impact at the River Bank

3. Has a Wide Cross Section of the River (Low Flood Water Level)

4. Ridge is better (Geologically Strong and Stable)

B,C

C

C,D

Appropriate location forPower house

B,C,F

3-11 12

CRITERIA

1. Gentle Slope

2. Stable Geological Condition

3. Accessible

Please consider & recommend based on your experience of irrigation cannel

Appropriate location forHeadrace route

3-12

13

MARAMING SALAMAT!!!

Thank You Very Much!!!!

Arigato!!!

3-13

1Training on

Micro Hydropower

Development

Advance Course (1st part)

4-12

Outline of Site Reconnaissance

Measurement River Flow

Measurement of Head

Training on Micro/Mini Hydropower Development

Advance Course

Site Reconnaissance

4-2

3

Outline of Site Reconnaissance Objective

To roughly evaluate the feasibility of the project To get necessary information for planning

Items to be investigated Potential capacity of the project site

- Measurement of river flow- Measurement of head

Topographical and geological condition of the sites for the structure layout

Accessibility to the site Power demand in the load center Distance from the load center to the power house Ability of the local people to pay for electricity Willingness of the local people for electrification

4-34

Information Gathering Prepare 1/50,000 scale maps to check the location, catchment

area, villages, access road and topography of the project sites. Gather available information on accessibility to the site, the

weather conditions, social stability, and so on. Make copies of the 1/50,000 scale maps and route maps

enlarged by 200 to 400%. Prepare checklists and interview sheets for site survey.

Planning of preliminary site survey Make a plan and schedule for site survey considering

accessibility to the sites and the weather conditions. Allow sufficient time in the schedule since most of sites are

located in remote and isolated areas

Preparation of Site Reconnaissance

4-4

5Equipment Equipment Route map Altimeter Topographic map GPS (portable) Reconnaissance schedule Camera, film Checklist Current meter (Float,) Interview sheet Distance meter, measure tape

Geological map Hand level (Hose)Aerial photographs Convex scale (2-3m)Related reports Hammer

Clinometers Field notebook Knife Scale Scoop Pencil Torch, flashlight Eraser Sampling baggage Colored pencil Label

Section paper CompassStopwatchBatteries

Necessary Goods for Site Reconnaissance

4-56

Major Items of Site Reconnaissance Investigation of potential capacity River flow measurement Head measurement

Investigation for layout and design of facilities Intake siteWaterway route Powerhouse site Transmission/distribution line route

Investigation of demand forecast Other outline surveys

4-6

7

Measurement River Flow Reason for direct measurements:

Since the catchment area of micro-hydro power is relatively small, the river flow at micro-hydro sites is site-specific.

Some rivers dries up during dry season Without checking the actual flow, we cannot be confident of

the potential capacity of the projects. Purpose:

To get enough data to accurately predict river flow at the project site

To check the minimum river flow during dry season (Micro) To prepare the duration curve (Mini & Large)

Method: Current meter method Float method Bucket method Weir measuring method

4-78

Micro-Hydro Mini-HydroFlowchart to check Minimum Flow/ Duration Curve

Water Level DischargeH Q

(m) (m3/s)XXX 0.230 0.111YYY 0.550 1.734ZZZ 0.300 0.272

WWW 0.380 0.600

Date

Installation of Staff Gauge(Base Point)

Selection of MeasurementPoint

Measuring of Cross Section

Measuring of Cross SectionalArea(A)

Measuring of Velocity /Speed(V)

Calculation of Discharge(Q=A x V)

Record the water levelon Staff gauge (H)

A

n

o

t

h

e

r

d

a

y

a

t

l

e

a

s

t

3

t

i

m

e

s

r

e

p

e

a

t

DailyRecord

(Hd)

Calculation of Rating Curve

Calculation of DailyDischarge

Calculation of DurationCurve

Micro-Hydro

G

G G

G

G

4-8

91

2

3

4

5

Installation of Staff Gauge

R

R

4-910

Electromagnetic Current Meter Propeller Current Meter

Actual Measurement

4-10

11

30cmNumber of

Segmrntation: (i) 1 11 RemarkDistance from left

bank: Lcm 0 520

Water Depth:D c14.0 0.0

Area of Segmantation:Ac

H V H V H V H V H VDepth from Surface: H

(cm) 0.2 5.60 12.00 5.80 28.00 6.60 47.0 7.00 17.0 3.20 13.0

Velocity : V (cm/s)0.4 11.20 10.00 11.60 20.00 13.20 47.0 14.00 13.0 6.40 6.0

0.8 22.40 10.00 23.20 8.00 26.40 26.0 28.00 9.0 12.80 2.0Average Velocity:

Va c/ Total

Discharge ofSegmantation:q (m3/s

272.528

50

2,950 3,425 3,325

30.0

350

33.0 35.0

250

2,500

2 4 6 87

450

3

100

5

200 300

9

400

10

150

22.0

1,510

41.0 16.028.0 29.030.0

40.00 13.00

Flow Measurement Field SheetName of Location: Date:Time: Staff gauge

7.00

26.667 55.067 137.000 43.225 10.570

10.67 18.67

Record Sheet of Measurement River Flow

4-1112

Float Measuring Method

4-12

13

h1 0.00h2 0.45h3 0.50h4 0.57h5 0.60h6 0.62h7 0.65h8 0.60h9 0.50h10 0.35h11 0.00

Total 4.84Average 4.84/11= 0.44 m

h1 h2 h3 h4 h5 h6 h7 h8 h9 h10h11

L=10m

L/10 L/10 L/10 L/10 L/10 L/10 L/10 L/10 L/10 L/10

A=havarage x L = 0.44 x 10.00 = 4.40 m2

Measuring of Cross Sectional Area

Measurement of Cross Sectional Area

4-1314

L=2WL=2W

W

Cross Sectional Area ; A

Cross Sectional Area ; B

Cross Sectional Area ; C

Measurement of Velocity

4-14

15

0.5 m

Vmean

Vmean Vmean

Vm = 0.45Vmean Vm = 0.25Vmean

Vmean

Vm = 0.85Vmean Vm = 0.65Vmean

Concrete channel which cross section is uniform

Small stream where a riverbed is smooth

Shallow flow (about 0.5) Shallow and riverbed is not flat

R

R

4-1516

Calculation of Rating Curve

y = 3.0993x - 0.3947

0.0

0.20.4

0.6

0.8

1.01.2

1.4

1.61.8

2.0

0.10 0.15 0.20 0.25 0.30 0.35 0.40 0.45 0.50 0.55 0.60 0.65 0.70

Water Level (m)S

q

u

a

r

e

R

o

o

t

o

f

D

i

s

c

h

a

r

g

e

(

m

3

/

s

)

Calculation of Rating CurveRating Curve

0.10

0.15

0.20

0.25

0.30

0.35

0.40

0.45

0.50

0.00 0.05 0.10 0.15 0.20 0.25 0.30 0.35 0.40 0.45 0.50 0.55 0.60 0.65 0.70 0.75 0.80 0.85 0.90 0.95 1.00

Discharge (m3/s)

W

a

t

e

r

L

e

v

e

l

(

m

)

Q=9.579*H2-2.428H+0.154

R

R

4-16

17

Calculation of Daily Discharge

R

Discharge of Ambangal Brook at Intake (20.2km2)

0.00.20.40.60.81.01.21.41.61.82.02.22.42.62.83.03.23.43.63.84.04.24.44.64.85.0

5/19/06 6/18/06 7/18/06 8/17/06 9/16/06 10/16/06 11/15/06 12/15/06 1/14/07 2/13/07 3/15/07 4/14/07 5/14/07 6/13/07 7/13/07

Date

D

i

s

c

h

a

r

g

e

(

m

3

/

s

)

Daily Discharge

R

4-1718

Discharge of Ambangal Brook at Intake (20.2km2)

0.00.20.40.60.81.01.21.41.61.82.02.22.42.62.83.03.23.43.63.84.04.24.44.64.85.0

5/19/06 6/18/06 7/18/06 8/17/06 9/16/06 10/16/06 11/15/06 12/15/06 1/14/07 2/13/07 3/15/07 4/14/07 5/14/07 6/13/07 7/13/07

Date

D

i

s

c

h

a

r

g

e

(

m

3

/

s

)

Daily DischargeDuration Curve at Intake Site (C.A.=20.2km2)

0.00.20.40.60.81.01.21.41.61.82.02.22.42.62.83.03.23.43.63.84.04.24.44.64.85.0

0 5 10 15 20 25 30 35 40 45 50 55 60 65 70 75 80 85 90 95 100

Percentage (%)

D

i

s

c

h

a

r

g

e

(

m

3

/

s

)

Calculation of Duration Curve

4-18

19

Head measurement

Water-filled tube method Easy to handle No need for a skilled engineer Relatively accurate

H1

H3

H4

H5

H6

H2

Head

Head = H1+H2+H3+H4+H5+H6

H1 = B1-A1

B1

H1

A1

4-1920

Result of head measurementDate :

No. Hi=Bi-Ai(meters)1 0.852 0.863 0.864 0.915 0.996 0.757 0.308 0.909 0.70

10 0.7411 2.3012 0.66

10.82

Location :

0.70 1.36Total Height (meters)=

1.00 1.740.20 2.50

1.00 1.901.00 1.70

1.00 1.751.00 1.30

1.00 1.911.00 1.99

1.00 1.861.00 1.86

Ai(meters)

Bi(meters)

1.00 1.85

4-20

21

Head measurement (Easy Way)Using Water Bottle

H

H

HH

H

H

HHead=nxH

H

4-2122

Date :

No. Hi=Bi-Ai(meters)1 0.852 0.863 0.864 0.915 0.996 0.757 0.308 0.909 0.70

10 0.7411 2.3012 0.66

10.82

Location :

0.70 1.36Total Height (meters)=

1.00 1.740.20 2.50

1.00 1.901.00 1.70

1.00 1.751.00 1.30

1.00 1.911.00 1.99

1.00 1.861.00 1.86

Ai(meters)

Bi(meters)

1.00 1.85

Result of head measurement

Using Water Bottle : 1.56 m x 7 times 0.15= 11.07 m

4-22

23

Thanks !!!!

4-23

1Training on

Micro Hydropower

Development

Advance Course (2nd part)

5-1 2

Intake Weir

Intake and Settling Basin

Headrace

Head-Tank

Penstock

Powerhouse

Head Loss Calculation


Advance Course

Design of Civil Structures

5-2

3

Basic Equation for Civil Design: Important

Q = A x VQ: Discharge (m3/s)A: Cross sectional area of water (m2)V: Velocity of water (m/s)

V = Q / A

A = Q / V AV

1 secondV

A

1 second

meters/

meters/

5-3 4

2-1 Intake Weir(1) Type of Intake Weir (refer to Manual p5-2 to 5-4)

Foundations: GravelFloating concrete

Foundations: Bedrock

Concrete gravity

Application ConditionOutline DrawingType of Weir

5-4

52-1 Intake Weir(2) Example of the Intake Weir

Designed as Gravity TypeDestroyed by Flood ,due to lack of strength of the foundation

Re-designed as Floating Type

5-5 6

2-1 Intake Weir(3) Design of the Weir Height

Conditions into consideration (Manual p-5-4 to P5-6 ) Minimizing the Height

High High Cost & Wide Affected AreaLow Low Cost & Small Affected Area

Smooth Removal of Sediment

Weir Height is depend on Slope of the Riverbed

5-6

7


L

ic

ir d2

d1

hi

B

Width of Inlet (B) Height from river bed to bed of inlet (d1) Water depth of inlet (hi) Slope of settling basin (ic) Slope of River (ir) Length of settling basin (L) Height from river bed to bed settling basin (d2)

5-7 8


L

ic

ir d2

d1

hi

D1 = d1 + hi

D2 = d2 + hi+ L x (ic ir)

D1 > D2 Weir Height = D1D2 > D1 Weir Height = D2

B

5-8


Design Discharge (Q) 0.220 Width of Inlet (B) 0.550 meters Height from river bed to bed of inlet (d1) 0.500 meters Water depth of inlet (hi) 0.400 Velocity at inlet (Vi) 1.000 'D1=d1+hi 0.900 Slope of settling basin (ic) 0.050 (1/20) Slope of River (ir) 0.100 (1/10) Length of settling basin (L) 10.000 Height from river bed to bed settling basin (d2) 0.500 D2=d2+hi+L*(ic-ir) 0.400

Weir height from original river bed 0.900 meters

: Values which are decided on other factors: Common values for design (refer to "Manual"): Values depend on natural condition

D1>D2

D1 = d1 + hi

D2 = d2 + hi+ L (ic ir)

Example (Steep river)

5-9 10


D1 = d1 + hi

D2 = d2 + hi+ L (ic ir)

Example (Gentle river) Design Discharge (Q) 0.220 Width of Inlet (B) 0.550 meters Height from river bed to bed of inlet (d1) 0.500 meters Water depth of inlet (hi) 0.400 Velocity at inlet (Vi) 1.000 'D1=d1+hi 0.900 Slope of settling basin (ic) 0.050 (1/20) Slope of River (ir) 0.010 (1/100) Length of settling basin (L) 10.000 Height from river bed to bed settling basin (d2) 0.500 D2=d2+hi+L*(ic-ir) 1.300

Weir height from original river bed 1.300 meters: Values which are decided on other factors: Common values for design (refer to "Manual"): Values depend on natural condition

D2>D1

5-10

11

2-1 Intake Weir

Important H x 3.0 L1+ L2 + L3 + L4 + L5 + L6 + L7

800 1,200 3,9001,000

6,900

1.0

1

EL.497.200 m

EL.496.000 m

1

,

2

0

0

1

,

5

0

0

7

0

0

8

0

0

500400

500400

5,100

1

,

5

0

0

GabionH x B x L =0.6 x 0.8 x 1.0m)

Masonry Concrete

Reinforced Concrete (t=25cm)

0.8 1.00.6 1.0 m

H

L1

L2

L3L4 L5

L6

L7

1.0 1.5 m 1.0 1.5 m

0.5 m

Common Values

Flood water level

5-11 12

2-2 Intake and Settling Basin

Intake

Intake weir

Protect wall

Image of Intake ( Side Intake Type)

5-12

13


Concepts of the design

The dimension of the intake should be designed that thevelocity of inflow at the intake is 1.0 or less m/s.

The ceiling of the intake should be designed with allowance of 10-15cm from the water surface.

The height and area of the intake should be designed with the minimum size.

5-13 14

2-2 Intake and Settling BasinProtect wall

Intake Weir

Flush gate (Stop-log)

Intake

b

hidh

Vi

Q = A x V

V = Q / A Vi = Q / (b x hi)1.0 m/s dh=0.1-0.15m

Intake ( Side Intake Type)

5-14

15

2-2 Intake and Settling BasinSettling Basin

Spill way Flush gate

5-15 16

2-2 Intake and Settling BasinSettling Basin(1) Design of Spillway

Flood Water Level

Water Level of Spillway

Normal Water Level

sp

p

Ai

hi

dh

dh

hi

bi

H

Q f1= Ai Cv Ca (2 g H ) 0.5

Q f2= Cs hsp1.5 Bsp

Ai= hi x bi

Q f1= Q f2

0.667 0.6 9.8

1.8

5-16

17

2-2 Intake and Settling BasinSettling Basin(1) Design of Spillway (Example)

Flood water level from crest of spillway (Ht) 2.000 from flood mark Area of intake (Ai) 0.303 dh=0.15m f 0.500 Cv=1/(1+f) 0.667 Ca 0.600 Cs 1.800 Width of spillway of settling basin (Bsp) 3.000

H Qf1 Qf2 Qf1-Qf21.900 0.738 0.171 0.5681.800 0.719 0.483 0.2361.742 0.707 0.708 (0.001)1.700 0.698 0.887 (0.189)1.600 0.678 1.366 (0.689)1.500 0.656 1.909 (1.253)

: Values which are decided on other factors: Common values for design (refer to "Manual"): Values depend on natural condition

0.3000.4000.500

Qf1=Ai x Cv x Ca x (2 x 9.8 x H)^0.5 Qf2=Cs x Bsp x hsp^1.5

hsp0.1000.2000.258

Usually hsp < 0.3m

5-17 18


Conduit sectionWidening section

Settling section

Bb

1.02.0

Dam

SpillwayStoplog Flushing gate

Intake

Headrace

Bsp

hs

h

s

p

+

1

5

c

m

h0

1

0

1

5

hi

ic=1/201/30

IntakeStoplog

bi

Sediment Pit Flushing gate

(2) Dimension of settling basinCommon Values

Lw=B-b

Depends on site condition

b=bi

Decided Values

Un-known Values

hs=hi+(Lc+Lw)*ic

5-18

19

Where,

l : minimum length of settling basin (m)

hs : water depth of settling basin (m)

U : marginal settling speed for sediment to be settled (m/s)

usually around 0.1 m/s for a target grain size of 0.5 1 mm.

V : mean flow velocity in settling basin (m/s)

usually around 0.3 m/s

V = Qd/(Bhs)

Qd: design discharge (m3/s)

B : width of settling basin (m)

2-2 Intake and Settling Basin(2) Dimension of settling basin

l x hs L= 2 x l U V

5-19 20


(2) Dimension of settling basinLl x hs L= 2 x l U V

Design Discharge (Q) 0.220 Width of Intake (bi = b) 0.550 Length of conduit section (Lc) 2.000 Length of widening section (Lw) 0.950 Width of settling basin (B) 1.500 hi 0.400 ic 0.050 1/20 hs=hi+(Lc+Lw) x ic 0.548 U 0.100 V=Q/(B*hs) 0.300

1.339 B1.500 Bact

Vact =Q/(Bact*hs) 0.268 l=(Vact/U) x hs 1.467Ls=2 x l 2.933Length of basin= Ls 3.000

Width of settling basin (B=Q/(V x hs))

: Values which are decided on other factors: Common values for design (refer to "Manual"): Values depend on natural condition: Decided Values

5-20

21

2-3 Headrace

(1) Type of Headrace

Open Type

Closed Type

No-Lining type

Lining type

Pipe type

Box type

5-21 22

2-3 Headrace

H

e

a

d

L

o

s

s


Slope =Gentle

Micro=1/100 to 1/300

(2) Dimension of Headrace (Open Type)

Dimension of headrace depends on Discharge and Slope

5-22

23

Values for Deign

h

b

A

bLength of red-line : P

1

m

Slope =1/m: SL

Q

Q= A R 2/3SL 1/2 n

Q : design discharge for headrace (m3/s)

A : area of cross section (m2)

R : R=AP (m)

P : length of wet sides (m).

SL : longitudinal slope of headrace (e.g. SL= 1/100=0.01)

n : coefficient of roughness (for concrete =0.015)

A= b x h

5-23 24

Example

Q=0.220m3/s SL=1/250=0.004Condition for calculation

Designers setting

b= 0.550 m

Q : design discharge for headrace (m3/s)

A : area of cross section (m2)

R : R=AP (m)

P : length of wet sides (m) refer to next figure.

SL : longitudinal slope of headrace

n : coefficient of roughness (for concrete =0.015)

A= b x h

0.550

0

.

5

5

0

0

.

3

3

5

A

p

r

.

0

.

2

A P R R2/3 Qi

b x h b+2 x h A/P Q= A R 2/3SL 1/2 n

0.100 0.063 0.055 0.750 0.073 0.175 0.0410.200 0.063 0.110 0.950 0.116 0.237 0.1100.300 0.063 0.165 1.150 0.143 0.274 0.1910.335 0.063 0.184 1.220 0.151 0.283 0.2200.400 0.063 0.220 1.350 0.163 0.298 0.2770.500 0.063 0.275 1.550 0.177 0.316 0.366

SL1/2h

5-24

25

2-3 Headrace8

0

0

2

5

0

1

5

0

600250 250160 160

1,380

8

5

0

2

5

0

Mortar Plaster t=5cm

Masonry Concrete

4

7

0

D8

D9

150 600 150

0.5

1.0

3

3

0

4

7

08

0

0

2

5

0

1

5

0

2

0

0

8

5

0

1

,

0

5

0

5-25 26

2-4 Head-tank (Fore-bay -tank)

Spill way

Flush Gate

Screen

5-26

27

2-4 Head-tank (Fore-bay -tank)

0.5

1.0

dsc

As

d

Bspw

hc

h0h>1.0

S=12

1.020.0

1.02.0

3050cm

B-b

Headrace

3050cm

Ht

Spillway

Screen

SLe

h0=H*0.1Sle0.5H*Refer to 'Reference 5-1'hc=(Qd2)(B2)}1/3=1.1g=9.8d=1.273(QdVopt0.5 Vopt:Refer to 'Reference 5-2'Vsc=Asdsc=BLdsc10secQdB,dsc:desided depend on site condition.

Common Values

Decided Values

Un-known Values

0.5

1.0

dsc

As

d

Bspw

hc

h0h>1.0

S=12

1.020.0

1.02.0

3050cm

B-b

Headrace

3050cm

Ht

Spillway

Screen

SLe

h0=H*0.1Sle0.5H*Refer to 'Reference 5-1'hc=(Qd2)(B2)}1/3=1.1g=9.8d=1.273(QdVopt0.5 Vopt:Refer to 'Reference 5-2'Vsc=Asdsc=BLdsc10secQdB,dsc:desided depend on site condition.

dsc < h

5-27 28

2-4 Head-tank (Fore-bay-tank)Example

Q=0.220m3/sB= 2.000 m

Condition for calculationDesigners setting

Vsc > 10 x QAs = B x L = 8.000 m2

L= 4.000 m dsc = 10 x Q/As =2.20/8=0.275mh = 0.335m

Calculation

dschCheck

Change B or L No

hc={(Q2)(gB2)}1/3

: 1.1 g : 9.8

Yes

5-28

29

2-5 Penstock

5-29 30

Lp

Head Tank

Power

Hp

Ap = Hp Lp

Powerhouse

2-5 Penstock Diameter of penstockExampleQ : Discharge 0.220 m3/s

Lp: Total length of penstock

80.0m

Hp: Head from Head-tank to C/T

20.0m

Ap=Hp/Lp=0.25

Vopt= 2.3 m/s

D=1.128 x (Q/Vopt)0.5

=1.128 x (0.22/ 2.3)0.5

=0.348 0.350 m

0.500.600.700.800.901.001.101.201.301.401.501.601.701.801.902.002.102.202.302.402.502.602.702.802.903.003.103.20

0.00 0.05 0.10 0.15 0.20 0.25 0.30 0.35 0.40

Average angle of penstock Ap

O

p

t

i

m

u

m

v

e

l

o

c

i

t

y

V

o

p

t

(

m

/

s

)

D=1.273(QVopt)0.5

D:diameter of pipe(m)Q: design discharge(m3/s)Vopt: optimum velocity(m/s)

1.128

5-30

31

2-5 Penstock Thickness of penstock

t0 = + t (cm)Pd

2at0 = + t (cm)

Pd2a

and t0=0.4cm or t0(d+80)40 cm

t0: minimum thickness of pipe

P: design water pressure i.e. hydrostatic pressure + water hammer (kgf/cm2) ,

in micro-hydro scheme P=1.1hydrostatic pressure.

for instance, if the head which from headtank to turbine is 25m,

P=2.51.1=2.75 kgf/cm2.

d: inside diameter (cm)

a: admissible stress (kgf/cm2) SS400: 1300kgf/cm2

: welding efficiency (0.850.9)

t : margin (0.15cm in general)

5-31 32

2-6 Powerhouse (for impulse turbine)

Flood Water Level(Maximum)

20cm

boSection A-A

20cmb

bo: depends on Qd and He

3050cm

3050cm

HL3(see Ref.5-3)

hc={ }1/31.1Qd

2

9.8

A

A

Afterbay Tailrace cannel Outlet

5-32

33

2-6 Powerhouse (for refection turbine)

Section A-A

1.5d3

Flood Water Level(Maximum)3050cm

23

d3

2

0

c

m

1.15d3

1.5d3

Hs

Hsdepens on characteristic of turbine

HL3(see Ref.5-3)

hc={ }1/31.1Qd

2

9.8

A

A

5-33 34

2-6 Powerhouse (with tailrace gate)

Pump

Gate

HL3

Flood Water Level (Maxmum)

5-34

35

2-7 Calculation of Head Loss

Hg He

HL1HL2

HL3

Forebay

Penstock

Settling Basin

Headrace Intake

PowerhouseTailrace

H

He = Hg (HL1 + HL2 + HL3 )

Where: He - Effective Head

Hg - Gross Head

HL1 - Loss from intake to head-tank (fore-bay)

HL2 - Loss at penstock

HL3 - Installation head and Loss at tailrace

5-35 36

Hg He

HL1 HL2

HL3

Forebay

Penstock

Settling Basin

Headrace Intake

Powerhouse Tailrace

H


(1) Calculation of HL1: Loss from intake to head-tankElevation of crest of intake weir : ELs

Elevation of water level at head-tank : ELe

HL1= ELs-Ele

5-36

37


Hg He

HL1HL2

HL3

Forebay

Penstock

Settling Basin

Headrace Intake

PowerhouseTailrace

H

Flood Water Level(Maximum)

3050cm

3050cm

HL3(see Ref.5-3)

{ }9.8

A

Afterbay Tailrace cannel Outlet

HL3

(2) Calculation of HL3:Loss at tailrace

5-37 38

(3) Calculation of HL2:Loss at penstock2-7 Calculation of Head Loss

(a) Friction LossFriction loss (Hf) is one of the biggest losses at penstock.

Hf = f pp2 2gp

f - Coefficient on the diameter of penstock pipe . f= 124.5n2Dp1/3

Ap - Cross sectional area of penstock pipe. (m2) Ap = 3.14Dp24.0 Vp - Velocity at penstock (m/s) Vp = Q Ap

Q - Design discharge (m3/s) Lp - Length of penstock. (m)Dp - Diameter of penstock pipe (m) g=9.8n = Coefficient of roughness (steel pipe: n=0.12, plastic pipe: n=0.011)

5-38

39

(3) Calculation of HL2:Loss at penstock


(b) Inlet Loss

He = f ep2 2gfe : Coefficient on the form at inlet. Usually fe = 0.5 in micro-hydro scheme

(c) Valve Loss

Hv = f vp2 2gfv = 0.1 ( butterfly valve)

HL2=1.1 x (Hf + He + Hv)

5-39 40

Thank You !!!!

5-40

1Training on

Micro Hydropower

Development

Reference

6-1 2

Optimum/Appropriate

Installed Capacity of

Mini Hydropower Plant

6-2

3

Optimum Installed Capacity

Generation Side Condition Demand Side Condition

Conditions for Optimum Installed Capacity

6-3 4

Daily Discharge Jun 2006-May 2008 (C.A=20.2km2)

0.0

0.2

0.4

0.6

0.8

1.0

1.2

1.4

1.6

1.8

2.0

J J A S O N D J F M A M J J A S O N D J F M A MD

i

s

c

h

a

r

g

e

(

m

3

/

s

)

1- Generation Side Condition

(1) Discharge at the Site

6-4

540% 50% 70%

0.5

1.0

1.5

R

i

v

e

r

F

l

o

w

(

m

3

/

s

)

60% 80%

C

o

n

s

t

r

u

c

t

i

o

n

C

o

s

t

/

k

W

h

Percentage of Duration

40 % 50 % 60 % 70 % 80 %

For Mini/Large Hydro : Comparison of Unit Cost in Each Case

Duration Curve : How to Identify Max. Design Discharge

6-5 6

Duration Curve at Intake Site (C.A.=20.2km2)

0.0

0.2

0.4

0.6

0.8

1.0

1.2

1.4

1.6

1.8

2.0

0 5 10 15 20 25 30 35 40 45 50 55 60 65 70 75 80 85 90 95 100

Percentage (%)

D

i

s

c

h

a

r

g

e

(

m

3

/

s

)

Duration Curve

(2) Duration Curve, Max. Discharge and Plant Factor

A

D

Area of (A-b-c-C-D)Discharge Plant Factor= =

Area of (A-B-C-D)76.69%

100

90

80

70

60

50

40

30

20

10

0

D

i

s

c

h

a

r

g

e

P

l

a

n

t

F

a

c

t

o

r

(

%

)

B

C

b

c

Discharge Plant Factor

Maximum Design

Discharge = 0.8 m3/s

Average Discharge in the Power Plant = Maximum Design Discharge x Discharge Plant Factor=0.8 m3/s x 0.7669 = 0.613 m3/s

Average Output = 9.8 x Average Discharge x Head x efficiency

Annual Generation (kWh) = Average Output x 365 days x 24hr

6-6

7

(2) Duration Curve, Max. Discharge and Plant Factor

Duration Curve at Intake Site (C.A.=20.2km2)

0.0

0.2

0.4

0.6

0.8

1.0

1.2

1.4

1.6

1.8

2.0

0 5 10 15 20 25 30 35 40 45 50 55 60 65 70 75 80 85 90 95 100

Percentage (%)

D

i

s

c

h

a

r

g

e

(

m

3

/

s

)

100

90

80

70

60

50

40

30

20

10

0

D

i

s

c

h

a

r

g

e

P

l

a

n

t

F

a

c

t

o

r

(

%

)

Discharge Plant Factor

Duration Curve

1.20m3/s64.45 %

1.02m3/s

69.95 %

0.81m3/s

76.69 %

0.67m3/s

81.24 %

0.50m3/s

86.46%

0.37m3/s

91.27%

0.21m3/s

96.56%

6-7 8

(3) Max. Output and Annual Generation in each CaseCondition : Effective Head = 100 meters

Total Efficiency = 76 %

Note : = 365days x 24hrs x x

DurationPercentage

(%)

MaximumDischarge

(m3/s)

Max.

Output(kW)

Plant Factor

(%)

Annual Generation

(MWh/year)

30 1.20 920 64.45 5,19440 1.02 780 69.95 4,78050 0.81 620 76.69 4,16560 0.67 510 81.24 3,62970 0.50 380 86.46 2,87880 0.37 280 91.27 2,23990 0.21 160 96.56 1,353

6-8

9(4) Optimum Capacity based on Unit Generation Cost (Philippines)

Source : DOE-REMD

6-9

Unit Construction Costy = -24773Ln(x) + 314639

80,000

100,000

120,000

140,000

160,000

180,000

200,000

220,000

240,000

260,000

0 200 400 600 800 1000 1200 1400 1600 1800 2000

Installed Capacity (kW)

U

n

i

t

C

o

n

s

t

r

u

c

t

i

o

n

C

o

s

t

(

P

h

p

/

k

W

)

10

(4) Optimum Capacity based on Unit Generation Cost(Philippines)

DurationPercentage

(%)

MaximumDischarge

(m3/s)

Max.Output(kW)

Plant Factor(%)

Annual Generation

(MWh/year)

UnitConstruction

Cost(Php/kW)

TotalConstruction

Cost(Php)

=Unit Generation

Cost(Php/kWh)

30 1.20 920 64.45 5,194 145,579 133,932,488 25.78540 1.02 780 69.95 4,780 149,668 116,741,283 24.42550 0.81 620 76.69 4,165 155,356 96,320,447 23.12560 0.67 510 81.24 3,629 160,194 81,698,911 22.51070 0.50 380 86.46 2,878 167,483 63,643,592 22.11380 0.37 280 91.27 2,239 175,048 49,013,540 21.89490 0.21 160 96.56 1,353 188,912 30,225,875 22.334


21.000

22.000

23.000

24.000

25.000

26.000

20 30 40 50 60 70 80 90 100Duration Percentage (%)

U

n

i

t

G

e

n

e

r

a

t

i

o

n

C

o

s

t

(

P

h

p

/

k

W

h

)

Other Indexa. Cost/Benefitb. IRR

6-10

11

(4) Optimum Capacity based on Unit Generation Cost (Japan)

Unit Construction Cost y = -565.48Ln(x) + 5306.5

600

800

1,000

1,200

1,400

1,600

1,800

2,000

2,200

2,400

2,600

0 200 400 600 800 1000 1200 1400 1600 1800 2000


U

n

i

t

C

o

n

s

t

r

u

c

t

i

o

n

C

o

s

t

(

1

0

0

0

J

P

Y

/

k

W

)

Source : TEPSCO

6-11 12

(4) Optimum Capacity based on Unit Generation Cost(Japan)

DurationPercentage

(%)

MaximumDischarge

(m3/s)

Max.Output(kW)

Plant Factor(%)

Annual Generation

(MWh/year)

UnitConstruction

Cost(JPY/kW)

TotalConstruction

Cost(JPY)

=Unit Generation

Cost(JPY/kWh)

30 1.20 920 64.45 5,194 1,447,453 1,331,656,923 256.37640 1.02 780 69.95 4,780 1,540,802 1,201,825,930 251.45250 0.81 620 76.69 4,165 1,670,622 1,035,785,782 248.67760 0.67 510 81.24 3,629 1,781,065 908,343,366 250.26870 0.50 380 86.46 2,878 1,947,452 740,031,745 257.12780 0.37 280 91.27 2,239 2,120,139 593,638,969 265.17590 0.21 160 96.56 1,353 2,436,591 389,854,514 288.059


240

250

260

270

280

290

300

20 30 40 50 60 70 80 90 100Duration Percentage (%)

U

n

i

t

G

e

n

e

r

a

t

i

o

n

C

o

s

t

(

J

P

Y

/

k

W

h

)

6-12

13

Reference : Comparison of Unit Construction Cost

Comparison of Unit Construction Cost

0

100,000

200,000

300,000

400,000

500,000

600,000

700,000

800,000

900,000

1,000,000

1,100,000

1,200,000

0 200 400 600 800 1000 1200 1400 1600 1800 2000


U

n

i

t

C

o

n

s

t

r

u

c

t

i

o

n

C

o

s

t

(

P

h

p

/

k

W

)

Philippines

Japan

6-13 14

Reference : Comparison of Duration Curve

Duration Curve C.A=20.2km2

0

1

2

3

4

5

6

7

8

9

10

0 10 20 30 40 50 60 70 80 90 100

Percentage of Date (%)

U

n

i

t

D

i

s

c

h

e

r

g

e

(

m

3

/

s

/

1

0

0

k

m

2

) Based on Statistical Analysis

Based on Actual Data

6-14

15

2- Demand Side Condition

Demand Area

Big Capacity of the Grid Enough Other Power Source

Small Capacity of the Grid Insufficient Other Power Source

6-15 16

Daily Discharge Jun 2006-May 2008 (C.A=20.2km2)

0.0

0.2

0.4

0.6

0.8

1.0

1.2

1.4

1.6

1.8

2.0

J J A S O N D J F M A M J J A S O N D J F M A M

D

i

s

c

h

a

r

g

e

(

m

3

/

s

)

30%

40%

50%60%

70%80%

90%


Fluctuation of the Generated Power

920kW

780kW

610kW

520kW

390kW270kW

160kW

6-16

17


0.2

0.4

0.6

0.8

D

i

s

c

h

a

50%60%

70%80%

90%

610kW

520kW

390kW270kW

160kW

Existing Power Source

Fluctuation is relatively Small

Most of Generated Power can be Sold

Optimum Installed Capacity depends on Generation Side Condition

(1) Big Demand Area

6-17

High Load Factor

Selling Electric Generation (kWW)Load Factor=

Electric Generation of the Plant (kWh)

18


(2) Small Demand Area

Existing Power Source

0.2

0.4

0.6

0.8

D

i

s

c

h 50%60%

70%80%

90%

610kW

520kW

390kW270kW

160kW

Fluctuation is relatively Big

Some of Generated Power can not be Sold

Optimum Installed Capacity depends on Demand Side Condition

6-18

Low Load Factor

19

Construction CostDepends on

Installed CapacitykW

ProfitDepends on

Sold Annual GenerationkWh

Over Installed Capacity High Cost & Low Profit

6-19 20

MARAMING SALAMAT!!!

Thank You Very Much!!!!

Arigato!!!

6-20

DOEDOE--JICA Rural Electrification Project forJICA Rural Electrification Project forSustainability Improvement of Renewable Energy Development in ViSustainability Improvement of Renewable Energy Development in Village Electrificationllage Electrification

Review Training forReview Training forMicroMicro--hydropower Technologieshydropower Technologies

Electric and Mechanical EquipmentElectric and Mechanical Equipment

2DOEDOE--JICA Rural Electrification Project forJICA Rural Electrification Project forSustainability Improvement of Renewable Energy Development in ViSustainability Improvement of Renewable Energy Development in Village Electrificationllage Electrification

TurbineTurbine


ContentsContents

1. Basics of hydraulics

2. Turbine types

3. Characteristics of turbine

4. Basic design of turbine


1.1 Principle of continuity1.1 Principle of continuity

Discharge is constant at any section of the pipe regardless of change in the sectional area.

Q1 = Q2 (Q=constant)

A1 X V1 = A2 X V2*Q (m3/s) = A (m2) X V (m/s)

In other words, if the section area of the pipe is reduced, the velocity will be increased.

Discharge: Q1Sectional area: A1Velocity: V1

Discharge: Q2Sectional area: A2Velocity: V2

Water flowWater flow

PipePipe

1. Hydraulics


1.2 1.2 Bernoulli's theoremBernoulli's theorem

Close

Reference levelPotential head: z (m)

Pressure head:p / w (m)

Pressure energy:p (kg/m2)= w (kg/m3) X z (m)

w: unit weight of water

Pressure head: z = p / w (m)

Total head =(Potential head)+(Pressure head)= z + (p / w)

No flow

Total head

1.2.1 1.2.1 Energy of water without discharge (v=0 m/s)Energy of water without discharge (v=0 m/s)

1. Hydraulics



Open


Kinetic energy:(1/2) X (w/g) X v2 = w X zg: gravity acceleration 9.8 (m/s2)

Velocity head: z = v2 / 2g (m)

Total head =(Potential head)+(Pressure head)+(Velocity head)= z + (p / w) + (v2/2g)

Flow velocity v (m/s)

Total head

1.2.2 1.2.2 Energy of water with discharge (vEnergy of water with discharge (v0 m/s)0 m/s)(not considering head loss)


Velocity head:v2 / 2g (m)

1. Hydraulics


1.2 1.2 Bernoulli's theoremBernoulli's theorem1.2.3 Bernoulli1.2.3 Bernoullis theorems theorem

Sum of potential head, pressure head, and velocity head is constant at any section of the pipe.

(Potential head) + (Pressure head) + (Velocity head) = Constant

z + (p / w) + (v2 / 2g) = Constant

If the flow velocity is increased due to reduction of the sectional area, the pressure will be decreased.

Total head H = hA + (pA / w) + (vA2/2g)= hB + (pB / w) + (vB2/2g)

1. Hydraulics



Open


Ref.Head loss consists of friction loss hf, inlet loss he, valve loss hv, etc.

hf=f X (Lp/Dp) X (v2/2g)he=fe X (v2/2g)hv=fv X (v2/2g) ho=510% X (hf+he+hv)

Total head =(Potential head)+(Pressure head)+(Velocity head)+(Head loss)= z + (p / w) + (v2/2g) + Hloss

Flow velocity v (m/s)Total head

1.2.4 1.2.4 Energy of water with discharge (vEnergy of water with discharge (v0 m/s)0 m/s)(considering head loss)

Velocity head:v2 / 2g (m)


Head loss: Hloss (m)

1. Hydraulics



1.2.5 Calculation of net head on site (1)1.2.5 Calculation of net head on site (1)

Penstock pressure P (kgf/cm2): measured by pressure gauge

Pressure gauge height h (m): measured by tape

Discharge Q (m3/s): measured by ultrasonic flow meter

Penstock outside diameter Dpo (m): measured by tape

Available data on site:

Pressure gauge Ultrasonic flow meter

Pressure gauge

PenstockTurbineCenter

h

Height of pressure gauge h

1. Hydraulics


1.2 1.2 Bernoulli's theoremBernoulli's theorem 1. Hydraulics


Gross head Hg (m) = Ps (kgf/cm2) X 10 + (pressure gauge height h)Ps: readout of the pressure gauge under suspension (inlet valve closed)

Penstock inside diameter Dp (m):Estimated based on the nominal size of the penstock

Penstock sectional area A (m2) = (XDp2)/4

Flow velocity v (m/s) = Q / A

Net head He = (Pressure head) + (Velocity head) + (Potential head)= (Po X 10) + (v2 / 2g) + (pressure gauge height h)

Po: readout of the pressure gauge in operation

Head loss Hloss (m) = (Gross head Hg) (Net head He)


1.2 1.2 Bernoulli's theoremBernoulli's theorem 1. Hydraulics


Exercise

Measurements on site Penstock pressure Ps: 1.266 kgf/cm2 (under suspension) Penstock pressure Po: 0.956 kgf/cm2 (in operation) Pressure gauge height h: 0.25 m Discharge Q: 0.0533 m3/s (53.3 L/s) Penstock inside diameter Dpi: 0.2 m

Please calculate gross head Hg, net head He, and head loss Hloss. Gross head Hg (m) = Penstock sectional area A (m2) = Flow velocity v (m/s) = Velocity head Hv (m) = Net head He (m) = Head loss Hloss (m) =


2.1 Types of turbine2.1 Types of turbine 2.Turbine types

The runner rotates by impulsive force of water jet with the velocity head, which has been converted from the pressure head at the time of jetting from the nozzle

Pelton turbine Crossflow turbine* Turgo-impulse

Impulse turbine:Impulse turbine:

The runner rotates by reactive force of water with the pressure head

Francis turbine Propeller turbine (Kaplan, Bulb, Tubular, etc.)

Reaction turbine:Reaction turbine:

*Crossflow turbine has characteristics of both impulse and reaction turbine


2.Turbine types2.1 Types of turbine2.1 Types of turbine

2.1.1 2.1.1 PeltonPelton turbineturbine Water jet from the nozzles acts

on the buckets, and the runner is rotated by the impulsive force

Horizontal-shaft Pelton turbine can be applied to micro/small hydropower project

Suitable for run-of-river project, especially with high-head and less head change

Applicable range Output: 100 5,000 kW Discharge: 0.2 3 m3/s Head: 75 400 m



2.1.2 2.1.2 CrossflowCrossflow turbineturbine Arc shape runner blades are

welded on the both side of iron plate discs

Simple structure, easy O&M, andreasonable price

Suitable for rural electrification project using micro hydropower plant




2.1.3 Francis turbine2.1.3 Francis turbine Water flow brought from the

penstock flows into the runner through casing and guide vane

Wide applicable range of head and discharge

Horizontal-shaft Francis turbine can be applied to micro/small hydropower project

Applicable range Output: 200 5,000 kW Discharge: 0.4 20 m3/s Head: 15 300 m Spiral casing

Guide vane



2.1.4 Tubular turbine2.1.4 Tubular turbine One of propeller turbines tubular

casing

Wide applicable range of head and discharge

Suitable for low-head sites


Generator

Propeller RunnerGuide Vane

(Wicket Gate)

Timing Belt

Draft Tube


2.Turbine types2.2 Turbine selection chart2.2 Turbine selection chart

Discharge (m3/s)

N

e

t

h

e

a

d

(

m

)


3.Characteristics3.1 Specific speed3.1 Specific speed

3.1.1 Definition of specific speed Ns3.1.1 Definition of specific speed Ns

Ns = Nt X (Pt1/2 / H5/4)

where,

Ns: Specific speed (m-kW)Nt: Turbine rotational speed (min-1)Pt: Turbine output (kW)H: Net head (m)

Specific speed is a numerical value expressing the classification of runners (turbine types) correlated by the tree factors of head H, turbine output Pt, and rotational speed Nt. It represents the runner shape and characteristics of turbine.

LargeSmall Ns

Change in shape of reaction runner

Axial flowdiagonal flowRadial flow



3.1.2 Specific speed of 3.1.2 Specific speed of CrossflowCrossflow turbineturbine

Ns = Nt X (Pt1/2 / H5/4)

where,

Ns: Specific speed (m-kW)Nt: Turbine rotational speed (min-1)Pt: Turbine output (kW)H: Net head (m)

Inlet width: bo

Diameter: D

1. Turbine output Pt is proportional to discharge Q, i.e. inlet with bo.

2. Net head H is proportional to diameter D.

Specific speed Ns of Crossflowturbine represents the shape of runner (bo / D)

LargeSmall Ns (bo/D)Change in shape of Crossflow runner



3.1.3 Applicable range by turbine type3.1.3 Applicable range by turbine type

Applicable range of Ns is empirically determined by turbine type, which is limited by process limitation (narrow inlet), mechanical strength limitation (high speed machine), and cavitation characteristics.

NOTE:As for Crossflow turbine, Pt for Ns calculation is defined as follow;

Pt = Pr / (bo / D) Pr: Turbine output per unit (kW)

200900Propeller turbine500Tubular turbine

50350Francis turbine90110Crossflow turbine825Pelton turbine

Applicable specific speedNs (m-kW)Turbine type


3.Characteristics3.2 Turbine efficiency3.2 Turbine efficiency

In the process of converting hydraulic energy (input) into rotational energy (output) by a turbine, hydraulic and mechanical losses occur. Turbine efficiency is defined as the proportion of the output to the input.

t = {Pt / (9.8 X Q X H)} X 100 (%)

where, t: Turbine efficienby (%)Pt: Turbine output (kW)9.8QH: Theoretical power (kW) (i.e. Turbine input)Q: Discharge (m3/s)H: Net head (m)

3.2.1 Definition of turbine efficiency 3.2.1 Definition of turbine efficiency tt


3.Characteristics3.2 Turbine efficiency3.2 Turbine efficiency

At the stage of basic design, the following figures can be used as turbine efficiency by turbine type in order to estimate the turbine output.

NOTE:As for Crossflow turbine manufactured locally, 40-50% of efficiency can be applied in consideration of fabrication quality of the work shop.

3.2.2 Turbine efficiency for basic design3.2.2 Turbine efficiency for basic design

82Propeller turbine

84Tubular turbine

84Francis turbine

77Crossflow turbine

82Pelton turbine

Turbine efficiencyt (%)Turbine type


4.Basic design4.14.1 Flow chart of basic designFlow chart of basic design

Design net head: HDesign discharge: Q

Selection ofapplicable turbine type

Calculation of applicable maximum specific speed

Calculation of maximum rotational speed

Selection of turbine rotational speed

Recalculation ofspecific speedEstimation of

turbine output

Turbine type:Design net head H (m):Design discharge Q (m3/s):Frequency F:Rotational speed Nt:Specific speed Ns:Turbine efficiency t (%):

refer to Turbine selection chart (see Clause 2.2)

4.1.1

4.1.2

4.1.3

4.1.4

4.1.5

Input

Output


Turbine output Pt is estimated using design head H and discharge Q, which derived from the result of planning and civil designing.

Pt = 9.8 X Q X H X t (kW)

Turbine efficiency t listed in Clause 3.2.2 can be applied to the above calculation at the stage of basic design.

4.1.1 4.1.1 Estimation of turbine outputEstimation of turbine output


ExampleTurbine type: H-shaft FrancisNet head H: 45 mDischarge Q: 2.5 m3/sFrequency F: 50 Hz

Please estimate the turbine output.Estimated turbine efficiency t: % (see 3.2.2)Estimated turbine output Pt =

== kW


Applicable maximum specific speed Nsmax is empirically determined by turbine type, which derived from the following formulas.

4.1.2 4.1.2 Calculation of applicable maximum specific speedCalculation of applicable maximum specific speed



Please calculate Nsmax.Applicable max. specific speed Nsmax

=== m-KW

{(2,000/(H+20))+30}Francis turbine

{(2,000/(H+20))+50}Propeller turbine

2,000/(H+16)Tubular turbine

3,200 X H-2/3H-shft Francis turbine

650 X H-0.5Crossflow turbine

85.49 X H-0.213Pelton turbine

Applicable maximum specific speed NsmaxTurbine type


Maximum rotational speed Nmax is derived by applying the calculated Nsmax to the following formula for specific speed.

Ns = Nt X (Pt1/2 / H5/4) (m-kW)

Ntmax = Nsmax X (H5/4 / Pt1/2) (min-1)

4.1.3 4.1.3 Calculation of maximum rotational speedCalculation of maximum rotational speed



Please calculate Ntmax using estimated Pt.Applicable max. rotational speed Ntmax

= = = min-1

Calculated Nsmax in Clause 4.1.2


In case that turbine is directly connected with generator, turbine rotational speed Nt is selected from the following standard rotational speed, which is the maximum value less than Ntmax.

4.1.4 4.1.4 Selection of turbine rotational speedSelection of turbine rotational speed



Please select appropriate Nt considering Ntmax (note the rated frequency).

min-1 of turbine rotational speed is selected because

500600750

1,0001,500

50Hz

600720900

1,2001,800

60Hz

2420181614

Nos. of poles

250300333375429

50Hz

40083601030012

45065144

60HzNos. of poles*

* Number of generator rotor

Documents

MHP-6