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MHPMicro hydroHydropower developmentPresentationHydraulic structuresHydrologyRural engineeringturbinescanalspenstocks
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MHP Development Refresher Training SRSP – 2012
For EU DELEGATION TO PAKISTAN By Nijaz Lukovac
Oldest micro hydropower
• What is important? • Essential:
– Determining the available head – Determining locations of major structures (intake, sandtrap,
headrace canal, forebay, penstock, powerhouse, tailrace) – Base for power calculations and cost estimate
• Would be beneficial: – Surveying local maps at structures – longitudinal profile – characteristic cross sections
• Essential part would be necessary for ALL MHPs and the rest should be required at least for MHPs with P>100kW.
Survey
• Location and dimensions of main structures: – Intake – Sandtrap (if any) – Canal (if any) – Forebay – Powerhouse
• Available gross head • More detailed survey data should also provide (if possible): • More detailed maps around the structures • Longitudinal profile • Several cross sections
Survey
Multiple frequency GPS
“Traditional” methods of “quick” Survey
• Dumpy levels and theodolite
• Sighting meters • Water‐filled tube and
pressure gauge • Water filled tube and
rod • Spirit level and plank • Maps • Altimeters • Mountaineers' GPS
Hydrology
Hydrology • What is important? • Essential:
– Determining the mean flow rate (discharge) = available water which is a “row material” for Hydropower generation.
– Estimating flood discharge in order to safely place required structures
– Base for power calculations and cost estimate • Would be beneficial:
– Establishing water gauging station(s) – Determining flow rating curve(s) (FRC) – Determining flow duration curve (FDC) – Determining a flood hydrograph – Determining the duty flow and power‐available flow
Hydrology
• The major hydrological parameters needed for MHP installation include:
• Mean flow estimation (QAV) • Time‐distribution of flows – “Flow Duration Curve” (FDC)
• Depth‐flow relationship – “Flow Rating Curve” (FRC)
• Flood water discharge – say “hundred‐year flood” (Q1/100)
• Flood hydrograph (e.g. SCS Unit hydrograph)
Hydrology • The major hydrological parameters needed for MHP
installation include: • Mean flow estimation (QAV) • Time‐distribution of flows – “Flow Duration Curve” (FDC) • Depth‐flow relationship – “Flow Rating Curve” (FRC) • Flood water discharge – say “hundred‐year flood” (Q1/100) • Flood hydrograph (e.g. SCS Unit hydrograph)
V = p × AC (m3) QAV = ƞ×V/T
qsp = a × AC+ b (l/s/km2)
Hydrology ‐ Catchment
Hydrology ‐ Parameters
y = -0.0046x + 13.515R2 = 0.6196
10.5
11
11.5
12
12.5
13
13.5
0 100 200 300 400 500 600
qsp (l/s/km 2)
F sl (k
m2 )
Hydrology ‐ Parameters
Hydrology ‐ Parameters • (E) QMAX = 124 ∙ AC / √ (10.4 + AC) • (E2) QMAX = a ∙ AC 0.75 ; (11<a<23) • (RM) Q = C ∙ i ∙ AC (m3/s) • T = 0.27 AC
0,612 • (UH) Lag time is calculated from: • The precipitation for a duration
corresponding to catchment parameters • Catchment area • Catchment shape resulting in “lag time” • SCS Curve number
• TC = 5/3 LG • TP = TC x (1 + TC)‐0.2
NCA
G SLLCL
5.0
Hydrology ‐ Measurements
• the bucket method, • the weir method, • stage control method, • the salt gulp method, • the float method, • current meters, • Automated measurements
Q = A × V
mean (m
3 /s)
Geology and Geomechanics • What is important? • Essential:
– Determining the type of soil – Determining the type of the bedrock – Determining the depth of overburden – Look for actual or potential landslides and screes (sliding debris) – Rough estimation of geotechnical parameters (bad, poor, fair,
good, excellent) • Would be beneficial:
– Making geological map of the area – Preparing characteristic geological profiles – Determining actual geotechnical parameters (c, ϕ, ϒ, etc.)
Geology and Geomechanics
Hydraulics • What is important? • Essential:
– Performing steady state calculations for • Canals (headrace, tailrace) • Pipelines, penstocks
– Hydraulic calculation at intake if any – Hydraulic and settlement calculation at sandtrap if any – Hydraulic calculation at Forebay – Hydraulic calculation for spillways (at intake, sandtrap and forebay) – Hydraulic calculation for outlets (sandtrap, forebay) – Hydraulic calculation of the stilling basin (or apron) if any
• Would be beneficial: – Performing unsteady (transient) computations
• Channel unsteady flow • Penstock waterhammer
Hydraulics ‐ pipelines • Continuity (mass conservation):
Aivi = Constant • Bernoulli (energy conservation):
21
222
2
211
1 22 Hg
vg
pZg
vg
pZ
gv
DLfH f 2
2
3 643 Re101021105.5 Df
326.124 Dnf
Re = vD/ or ReR = vR/ R = D/4 is Hydraulic radius of the pipe. n is kinematic coefficient of fluid’s viscosity (for water: t = 20o = 1.01x10‐6m2/s, and t = 10o = 1.3x10‐6m2/s)
Darcy Weisbach
Moody:
Pipe properties Ductile iron Steel PVC PE/GRP AC Manning „n“ 0.12 0.013 0.01 0.011 0.011 Hazen‐
Williams C 130 100 150 140 140 Roughness ε (mm) ‐ (Darcy‐Weisbach) 0.2591 0.04572 0.00152 0.00152 0.00152 Young
Modulus E (MPa) 100000 207000 3300 1300/73500 24000 Coefficient of linear
expansion α (x10‐6) 11 12 54 140/5 8.1 Poisson ratio 0.25 0.3 0.45 0.45 0.3
Pipe shell thickness • F = ½pD • = ½pD/e • For water =1000 kg/m3, bulk
modulus K20108 N/m2, k=1011/E
• For steel E201010 N/m2, k=0.5; D is pipeline diameter, e is pipe wall thickness.
gavH 0
eDk
eED
K
a
50
1011 4
0T, =2L/a
gTLvH 02
Hydraulics ‐ Canals
SARn
Q 321
Open channel basics
3
22
AgBQ
F WR
hc =[Q2/b2g]1/3 = (q2/g)1/3
Hydraulics HEC‐RAS
It is also important of correctly assess the depth of the flood flow in the river along our structures, as we do not want to allow the flood water to destroy them!
Tyrolean intake
Ehh
Ehh
crx 111 1
1
Eh
hcr
bz1
1 11
r = 0.4 to 0.7 – ratio of the intake breadth to river breadth c = 0.45 – coefficient (0.4‐0.5 after Mostkov) – for longitudinal trash‐rack bars. h1=hCR – water depth at the beginning (for x = 0) h – Depth for which distance from the beginning is determined E – Energy of the flow For all water to be taken in the depth at the end would be h=0.
h
0.000
0.010
0.020
0.030
0.040
0.050
0.060
0.070
0.00 0.02 0.04 0.06 0.08 0.10 0.12 0.14 0.16 0.18
Collection canal xSS
QQvv
QQgvvQh f
01
2
21
211
Where S0 – bed slope, Sf – energy slope
0.000
0.050
0.100
0.150
0.200
0.250
0.300
0.350
0.400
0.450
0.500
0 0.5 1 1.5 2 2.5 3 3.5 4
hh+v2/2g
Start the computation at the canal’s end with critical depth and with very small x. Step can be increased as farther upstream. hc =[Q2/b2g]1/3 = (q2/g)1/3
Spillway on the sill (Q1/100)
233
232 2 HBCHBgCQ
Discharge coefficient: C2=0.40 (0.385 to 0.5), or C3=1.77 B – Spillway breadth H – Spillway depth
Stilling basin (Q1/100) 23
323
2 2 HBCHBgCQ
21
2
2
1 2 ygqyE
3
1
21
2 8112 gy
qyy
20
20
11 rFSS
xy
FrSS
dxdy ff
SARn
Q 321
hc E
252.4
252.6
252.8
253
253.2
253.4
253.6
253.8
254
0 2 4 6 8 10 12 14 16
kota dna
kota vode
D = y2 y0 L = K (y2 y1), where 4.5 < K < 5.5 for 10 > Fr1 3
Settling basin
d in mm
oC
t 20 12 10 8 6
A m2 1.25 1.25 1.25 1.25 1.25
Q m3/s 0.37 0.37 0.37 0.37 0.37
VAV m/s 0.30 0.30 0.30 0.30 0.30
d mm 0.20 0.20 0.20 0.20 0.20
vSET m/s 0.033 0.026 0.025 0.024 0.022
hAV m 0.85 0.85 0.85 0.85 0.85
L m 11.20 11.20 11.20 11.20 11.20
TSET s 25.99 32.20 34.00 36.17 38.29
t flow s 37.84 37.84 37.84 37.84 37.84
L = H1 ∙ (vT / vD) h/vD < L/vT
d in m
Silt outlet and Duty flow outlet
gHACQ 2
Coefficient: C≈0.7
DLf
c 1
yydy
cA
gaH
Ta
a
HH
y
HH
y
a
12
22
2
11
T = 2V/QMAX For constant area
gv
DLfH f 2
2
326.124 Dnf
Spillway from settling basin
gvv
LSShh f 29,0 21
012
27,023,008,0 22
2
22
BLhL
BLhm
2322 HLgmQ
Hydropower P = ρ ∙ g ∙ Q ∙ H (W) P = 9.81∙Q∙H (kW) P ≈ 8 QHN to 8.5 QHN
H (m) > 3000 / AC (km2)
Hydropower
This method can be used to best distribute HPPs in order to harness the most energy. Bu it can also be used to compare several alternatives and select the best, based on available energy!
For annual precipitation of 1000 mm:
DH (m) > 3 ∙ p (mm) / AC (km2) ∙ P (kW)/100
MHP Cost estimates
1982 ‐ Gordon HPP Cost Calculations in USD: For P < 500 kW S = 40 000 (25 000 to 70 000 depending on the site conditions)
CMHP = S ∙ P(kW)0.7 ∙ Hm ‐0.35 + 106 ∙ 0.6 ∙ 10.7 ∙ (0.5 ∙ P(kW) / 1000) / Hm 0.3) 0.82
Hydropower generation calculation
0.000
0.100
0.200
0.300
0.400
0.500
0.600
0.700
0.800
0.900
1.000
0 30 60 90 120 150 180 210 240 270 300 330 360
Q (m
3 /s)
T (days)
Duration curve Q
Q (prirodno)
Q sr
Q min
Hydropower generation calculation
70.0
80.0
90.0
100.0
0.000
0.100
0.200
0.300
0.400
0.500
0.600
0 30 60 90 120 150 180 210 240 270 300 330 360
Hn
(m)
Q (m
3 /s)
T (days)
Durarion curves Q i H
Q (prirodno)
Q turbine
Hn (m)
Hydropower generation calculation
0.0
30.0
60.0
90.0
120.0
150.0
180.0
210.0
240.0
0.000
0.100
0.200
0.300
0.400
0.500
0.600
0.700
0.800
0 30 60 90 120 150 180 210 240 270 300 330 360
P (k
W)
Q (m
3 /s)
T (days)
Duration curves Q i P
Q (prirodno)
Q turbine
P (kW)
P ≈ 8 QHN to 8.5 QHN
Hydropower schemes
Hydropower schemes
It all boils down to: which one is easier and cheaper to build, based on site‐specific conditions!
Hydropower structures – Intake examples
Hydropower Uncontrolled Intake and Gabion Weir
Hydropower structures – controlled intake Drawing
Hydropower structures – controlled intake
Hydropower structures – Side Intake Drawing
Hydropower structures – Bottom Intake Drawing
Hydropower Settling basin Drawing
Hydropower structures Silt/sand trap
Hydropower Canal Drawing
Hydropower Forebay Drawing
Hydropower structures ‐ Forebay
Hydropower Forebay
V = 120 Qi
Hydropower Pipe material comparison
Hydropower Penstock LP Drawing
Hydropower Penstock supports and anchors
Hydropower Penstock alignment problems
Hydropower AB spacing
Hydropower Penstock joints and supports
Hydropower pipe placement
Hydropower Penstock diameter Fahlbuch 1982
DP = 0.52 ∙ Hi ‐0.17 ∙ (Pi / Hi) 0.43
DPQ = 0.52 ∙ Hi ‐0.17 ∙ (8.5 ∙ Qi) 0.43 Morozov Approximate
DP1 = (5.2 ∙ Qi3 / Hi) 1/7
DP2 = 1.547 ∙ (Nh ∙ C1 / C2) 0.154 ∙ Qi 0.46; Note: Does not depend on H Nh – number of annual working hours C1 – Cost of 1 kWh C2 – Cost of 1 m pipe Morozov “Exact” DP3 = ((0.2 ∙ σ ∙ Nh ∙ C1 ∙ Qi
3) / (1000 ∙ C2 ∙ Hi)) 1 / 7 σ ‐ Allowable Stress (MPa) Nh – number of annual working hours C1 – Cost of 1 kWh C2 – Cost of 1 m pipe Indian formula
DPI = 3.55 ∙ (Qi 2 / (2 ∙ g ∙ Hi)) 0.25
DP3 = ((0.2 ∙ σ ∙ Nh ∙ C1 ∙ Qi 3) /
(1000 ∙ C2 ∙ Hi)) 1 / 7
Hydropower Anchor Blocks
pDN
4
2 R = 2 × N × sinα/2
R = A × σSOIL 2 × N × sin α/2 = A × σSOIL
NF
22sin σSOIL = 0,015 kN/cm2
L = Lat. = EL/L
Hydropower Waterhammer
gavH 0
eDk
eED
K
a
50
1011 4
0T, =2L/a
gTLvH 02
Hydropower Powerhouse
Hydropower Powerhouse Drawing
Hydropower Powerhouse Facade
Hydropower Powerhouse
Hydropower Powerhouse
Hydropower Powerhouse Action/Reaction Turbine
Hydropower Powerhouse foundation
Hydropower Powerhouse foundation
Foundation
Hydromechanical ‐ Trashrack
Hydro‐mechanical ‐ Rake
Hydro‐mechanical ‐ Gate
Hydro‐mechanical ‐ Valve
Hydro‐mechanical – Air‐Valve
Hydro‐mechanical – Vessel
Electromechanical: Reaction vs. Action Turbine
EM Turbine selection charts
Francis: ns = ‐100∙ln(H) + 685 Kaplan: ns = ‐210∙ln(H) + 1180
EM Turbine selection charts
EM Efficiency, Turbine diameter • Mosonyi 1959 • For Francis or Propeller • DTR = 4.4 ∙ (Qi / NRPM) 1 / 3 • For Kaplan • DTR = 4.57 ∙ (Qi / NRPM) 1 / 3 • For Pelton wheel • DTR = 38 ∙ √ (Hi) / NRPM • For Pelton jet • DJ = 0.542 ∙ √ (Qi / Hi) • Propeller D=f (Qi, Hi, NS) • DTR = 7.1 ∙ √ (Qi) / (NS + 100) 1 / 3 * Hi 0.25;
Mosonyi 1988 • Kaplan D=f(Qi, Hi, NS) • DTR = 7.375 ∙ √ (Qi) / (NS + 100) 1 / 3 * Hi 0.25;
Mosonyi 1988 • Rotational speed: • NRPM = NS ∙ Him 5 / 4 / √ Pi (kW)
EM Turbine Suction head • HATM = 10.33 ‐ 0.0012 ∙ HASL ‐ 0.23; At
20oC • Francis • σ = 0.0316 ∙ (NS / 100) 2; Coefficient
Novak = 0.432 • OR • σ = (0.01 ∙ NS ‐ 0.54) 2 / 45 + 0.035 →
Schapov • HS = HATM ‐ σ ∙ Him ; Thoma • Kaplan (Moody) • σ = 1.1 ∙ (0.28 + 0.00152 ∙ (NS / 100)3);
Note: Mosonyi 1959 0.00152‐>0.0024; or→0.000071* NS 1.43
• HS = HATM ‐ σ ∙ Him; Thoma • Propeller (Moody) • σ = 0.28 + 0.00152 ∙ (NS / 100)3; Note:
Mosonyi 1959 0.00152‐>0.0024; or→0.000071* NS 1.43
• HS = HATM ‐ σ ∙ Him; Thoma
Cavitation!
For positive suction head the axis is Above tail water, for negative it is below…
Pump as Turbine
Pump as Turbine
T15, Crossflow
Generators, Alternators
Single line diagram, Transmission
Switchgear, Automation
EM Automation 1. Remote control Web navigator 2. SMS alarm system 3. Magelis XBT GT HMI 4. W@de W325 telemetry controller 5. GPC, synchroniser, protection & monitoring module 6. Instrumentation: flow, water level, pressure 7. Valves, gates, deflectors, injectors 8. Ventilation, bearing greasing system: TeSys U & TeSys T motor starters and Altivar drives 9. Auxiliaries, contactor and circuit breakers 10. W@de W310 standalone data acquisition module 11. Ositrack RFID module 12. Powerhouse webcam control 13. 2 Modbus ports for external devices 14. Generator excitation control 15. Step‐up transformer 16. LV or MV circuit breaker
Lighting and Grounding
Software • MS Office, advanced calculations (Excel), report writing (Word) and presentations (PowerPoint). • Among them most commonly used, relatively user‐friendly and reasonably powerful are USACE
programs from the HEC family. Most useful for MHP designs are: – HEC‐RAS (Hydraulics of open channels including steady and unsteady flow and sediment flow) – HEC‐HMS (Hydrology)
• Also, useful free software is HY‐8 • Pipeline design can be done, for instance, with free Epanet program. • A number of commercial software solutions are also available: • For open channel: Mike 11 and SOBEK, • For pipeline design: Bentley’s WaterCAD and WaterGEMS. For pipeline transient flow Hammer • Geotechnical software: Geo‐SLOPE or GEO5. • Overall useful design tool:
– ArcGIS. – AutoCAD by Autodesk,
• There is also HEC‐GeoRAS (free) that works seamlessly with ArcGIS (commercial). • Then Digital Terrain Model (DTM) can be used to automatically load river profiles into hydraulic
model. • In similar way HEC‐RAS can be tied to AutoCAD by RiverCAD (low‐cost commercial program) and
then geometrical data can be created in AutoCAD and hydraulics run either within RiverCAD or HEC‐RAS.
Project design phases • “Proper” design for larger project would include:
– Masterplan or a hydropower development study for a catchment or a stream
– Conceptual design (prefeasibility study) – Preliminary design (feasibility study) – Tender documentation (sometimes done after the next phase) – Final or detailed design – Construction drawings – As‐built documentation
• However with MHPs it is often abbreviated to just: – Conceptual design (prefeasibility study) – Final or detailed design
Drawings • An overview map (say scale 1:50000) showing position of the MHP (possibly also in
relation to other MHPs in the vicinity) • Lay‐out (larger scale, say 1:1000) shoving spatial distribution of all the major
components of the MHP • Longitudinal profile (usually distorted scale, say 1:100/1000) • Normal cross section (1:100) • Characteristic cross sections (1:100) of the
– Headrace – Penstock – Tailrace
• Drawings of the main structures including plan, sections and details: – Intake (with settling basin and stilling basin if any) – Forebay (with spillway and outlet) – Powerhouse (in addition to the above, the facades are usually shown as well) – Access roads (if any) – River diversion (if any)
• As‐built documentation is then done during the course of construction by making notes and adjustments upon original final design drawings.
Monitoring • An “ID Card” should be prepared for each MHP by SRSP. It should be a single A4 or
A3 sheet containing (but not limited to) most important data (fields) such as: – Geographic coordinates – The name of the village, and the number of the households to be reached – The name of responsible engineer and LC representative in charge of O&M – Basic MHP parameters (Q, H, P, E) – Main structures/equipment list (including turbine type and supplier) – Cost estimate – final cost (to be filled upon completion) – A photo of the site (geotagged) – Remarks by SRSP supervising engineer – Remarks by the external supervision (Monitor) – Fields to place the signatures (and dates of signing) of the Engineer and SRSP supervisor, local
representative and the Monitor. – SRSP should prepare a template sheet with inclusion of these fields (to be filled as the work
progresses) and is free to add any additional data it finds important. – The ID card sheet will be accompanied by annexes in the course of construction, including
justification made on site, recorded difficulties (if any), photos of construction phase, and photos of completed works that would include all the structures and equipment – thus making the file for each and every MHP in construction or completed.
Monitoring