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Hydropower
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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
Training on Micro Hydropower Development
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
Good Potential Site (Technically)
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
Good Potential Site (Technically)
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
Training on Micro Hydropower Development
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
Settling Basin Headrace Headtank
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
Training on Micro Hydropower Development
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
2-1 Intake Weir(3) Design of the Weir Height
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
2-1 Intake Weir(3) Design of the Weir Height
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
92-1 Intake Weir(3) Design of the Weir Height
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
2-1 Intake Weir(3) Design of the Weir Height
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
2-2 Intake and Settling Basin
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
2-2 Intake and Settling Basin
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
2-2 Intake and Settling Basin
(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
Settling Basin Headrace Headtank
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
2-7 Calculation of Head Loss
(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
2-7 Calculation of Head Loss
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
2-7 Calculation of Head Loss
(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
Optimum Installed Capacity
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
Installed Capacity (kW)
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
Optimum Installed Capacity
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
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
)
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%
2- Demand Side Condition
Fluctuation of the Generated Power
920kW
780kW
610kW
520kW
390kW270kW
160kW
6-16
17
2- Demand Side Condition
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- Demand Side Condition
(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
3DOEDOE--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
ContentsContents
1. Basics of hydraulics
2. Turbine types
3. Characteristics of turbine
4. Basic design of turbine
4DOEDOE--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
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
5DOEDOE--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
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
6DOEDOE--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
1.2 1.2 Bernoulli's theoremBernoulli's theorem
Open
Reference levelPotential head: z (m)
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)
Pressure head:p / w (m)
Velocity head:v2 / 2g (m)
1. Hydraulics
7DOEDOE--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
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
8DOEDOE--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
1.2 1.2 Bernoulli's theoremBernoulli's theorem
Open
Reference levelPotential head: z (m)
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)
Pressure head:p / w (m)
Head loss: Hloss (m)
1. Hydraulics
9DOEDOE--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
1.2 1.2 Bernoulli's theoremBernoulli's theorem
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
10DOEDOE--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
1.2 1.2 Bernoulli's theoremBernoulli's theorem 1. Hydraulics
1.2.5 Calculation of net head on site (2)1.2.5 Calculation of net head on site (2)
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)
11DOEDOE--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
1.2 1.2 Bernoulli's theoremBernoulli's theorem 1. Hydraulics
1.2.5 Calculation of net head on site (3)1.2.5 Calculation of net head on site (3)
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) =
12DOEDOE--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
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
13DOEDOE--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
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
14DOEDOE--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
2.Turbine types2.1 Types of turbine2.1 Types of turbine
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
Applicable range Output: 50 1,000 kW Discharge: 0.1 10 m3/s Head: 5 100 m
15DOEDOE--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
2.Turbine types2.1 Types of turbine2.1 Types of turbine
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
16DOEDOE--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
2.Turbine types2.1 Types of turbine2.1 Types of turbine
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
Applicable range Output: 50 5,000 kW Discharge: 1.5 40 m3/s Head: 3 18 m
Generator
Propeller RunnerGuide Vane
(Wicket Gate)
Timing Belt
Draft Tube
17DOEDOE--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
2.Turbine types2.2 Turbine selection chart2.2 Turbine selection chart
Discharge (m3/s)
N
e
t
h
e
a
d
(
m
)
18DOEDOE--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
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
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3.Characteristics3.1 Specific speed3.1 Specific speed
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
20DOEDOE--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
3.Characteristics3.1 Specific speed3.1 Specific speed
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
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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
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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
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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
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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
4.Basic design4.14.1 Flow chart of basic designFlow chart of basic design
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
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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
4.Basic design4.14.1 Flow chart of basic designFlow chart of basic design
ExampleTurbine type: H-shaft FrancisNet head H: 45 mDischarge Q: 2.5 m3/sFrequency F: 50 Hz
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
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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
4.Basic design4.14.1 Flow chart of basic designFlow chart of basic design
ExampleTurbine type: H-shaft FrancisNet head H: 45 mDischarge Q: 2.5 m3/sFrequency F: 50 Hz
Please calculate Ntmax using estimated Pt.Applicable max. rotational speed Ntmax
= = = min-1
Calculated Nsmax in Clause 4.1.2
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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
4.Basic design4.14.1 Flow chart of basic designFlow chart of basic design
ExampleTurbine type: H-shaft FrancisNet head H: 45 mDischarge Q: 2.5 m3/sFrequency F: 50 Hz
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
Recommended