Post on 31-Oct-2014
MICROHYDRO DESIGN AIDS © 2010 for Microsoft Excel 2003
Small Hydropower Promotion Project (SHPP)/GTZ
By Mr. Pushpa Chitrakar
Worksheets Collaboration PartmersSHPP/GTZ, Nepal
Entec AG, Switzerland
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Version: 2010.04 © Small Hydropower Promotion Project 2006 Kathmandu, Nepal
ConductivityHydrology EmailWeir WebSide IntakeBottom IntakeHeadrace Canal EmailHeadrace Pipe WebSettling BasinPenstock & PowerLoads on AnchorAnchor Block Stability pushpa.chitrakar@gmail.comTurbineElectricalMachine Foundation Online ManualTransmission Line DrawingsLoads and Benefits List of ReferenceCosting & Financial AnalysesUtilities
Discharge Measurement by Conductivity MeterSmall Hydropower Promotion Project (SHPP)/GTZ Spreadsheet by Mr Pushpa Chitrakar
Referances: 6,12,13,15,16 Date 08-Apr-2023
SMALL HYDROPOWER PROMOTION PROJECT/GTZ Revision 2006.05Project Golmagad SHPDeveloper Kankaimai Hydropower P LtdConsultant EPC ConsultDesigned Pushpa ChitrakarChecked Pushpa ChitrakarMeter HANNA Instruments (HI 933000)
Salt Iyoo Noon Water temp: 11 deg CGiven k 1.8 Time intervals 5 sec
Salt Const. (k) 1.8000Wt. of Salt 400 gm 1580 gm 1795 gm 0 gmNr of data 70 91 106 1Baseline conductivity 25 24 24 0Sum of readings 2062 3433 3997 0Effective Area 1560 6245 7265 0Discharge 462 l/s 455 l/s 445 l/s 0 l/s
Average Discharge 454 l/s
Discharge Measurement by Conductivity Meter: Golmagad SHP rge = 453.89 l/s
Salt =400gm, A eSalt =1580gm, A efSalt =1795gm, gm, A eff =00 50 100 150 200 250 300 350 400 450 500 550 600
0
10
20
30
40
50
60
70
80
Discharge Measurement by Conductivity Meter: Golmagad SHP
Salt =400gm, A eff =1560Salt =1580gm, A eff =6245Salt =1795gm, A eff =7265Salt =0gm, A eff =0
Time(sec)
Co
nd
uc
tiv
ity
m
S
Date= 2010/10/5, 11deg C, HANNA Instruments (HI 933000), Iyoo Noon, k=1.8, Ave. Discharge = 453.89 l/sDate= 2010/10/5, 11deg C, HANNA Instruments (HI 933000), Iyoo Noon, k=1.8, Ave. Discharge = 453.89 l/s
HYDROLOGICAL CALCULATIONS FOR UNGAUGED MHP RIVERSSmall Hydropower Promotion Project (SHPP)/GTZ Spreadsheet by Mr Pushpa Chitrakar
Referances:2,2,4, 6,12,13,15,16 Date 08-Apr-2023SMALL HYDROPOWER PROMOTION PROJECT/GTZ Revision 2006.05Project: Upper Jogmai SHPDeveloper Kankai Hydropower P LtdConsultant EPC ConsultDesigned Pushpa ChitrakarChecked Pushpa Chitrakar
INPUT River name : Chhyota Khola Location : Barand, Sertung VDC 2, Dhading Measured flow for MIP method l/s: 80 Month and day of flow measurement: March 23 MIP region (1 -7) : 3
1.5 Turbine discharge Qd l/s: 80 Water losses due to evaporation/flushing/seepage % of Qd : 5% Downstream water release due to environmental reasons % of Q lowest : 10%
OUTPUTMIP monthly average discharge Hydest Flood Flows Month @ river To plant Return Period (yrs)January #NAME? #NAME? Daily InstantaneousFebruary #NAME? #NAME? 2 1.952 4.197March #NAME? #NAME? 20 5.747 16.334April #NAME? #NAME? 100 8.987 28.669May #NAME? #NAME?June #NAME? #NAME? Discharges (l/s) Designed As per MGSPJuly #NAME? #NAME? Qturbine (Qd) 80.000 #NAME?August #NAME? #NAME? Q diverted Qd+Qlosses 84.211 #NAME?September #NAME? #NAME? Q losses 5% of Qd 4.211 #NAME?October #NAME? #NAME? Q release 10% of Qlow #NAME? #NAME?November #NAME? #NAME? Q min required @ river #NAME? #NAME?
December #NAME? #NAME? Q exceedence (month) #NAME? #NAME?Annual av #NAME? #NAME? #NAME? #NAME?
Area of basin below 3000m elevation A3000 km2 :
Flood Discharge (m3/s)
Jan Feb Mar Apr May Jun Jul Aug Sep Oct Nov Dec0
2
4
6
8
10
12Long Term Average Annual Hydrograph of Chhyota Khola river, Upper Jogmai SHP
MIP Flows #NAME? #NAME?
Months
Dis
char
ge
(l/s
)
Design of Stone Masonry WeirSmall Hydropower Promotion Project (SHPP)/GTZ Spreadsheet by Mr Pushpa Chitrakar
Referances: 6,12,13,15,16 Date 08-Apr-2023
SMALL HYDROPOWER PROMOTION PROJECT/GTZ Revision 2006.05Project Upper Jogmai, IlamDeveloper Kankaimai Hydropower P LtdConsultant EPC ConsultDesigned Pushpa ChitrakarChecked Pushpa Chitrakar
Foundation and SoilFoundation on Soil Coeff of soil at active state (ka) 0.33
180 20.000Coeff of soil at rest (ko) 1 Friction coeff between block and soil m 0.5
Weir GeometryLength L1 (m) 0.25 Height H1 (m) 3Length L2 (m) 2 Height H2 (m) 1.5Length L3 (m) 1 Height H3 (m) 1Length L4 (m) 0.5 22
Total length L (m) 3.75 Head above crest during flood, hf (m) 0.500Material Concrete
OUTPUT
Forces LA along XX (m) Moment (kN-m)Weir
G1 5.500 3.625 19.938G2 132.000 2.500 330.000G3 16.500 0.833 13.750G4 49.500 0.750 37.125
Water (normal conditions)W1 5.000 3.625 18.125W2 45.000 -1.000 -45.000W3 5.000 0.500 2.500U1 84.375 -2.083 -175.781
Water (flood conditions)W1 6.250 3.625 22.656W2 61.250 -1.167 -71.458W3 11.250 0.667 7.500U1 103.125 -2.045 -210.938
SoilS1 1.650 -0.333 -0.550S2 11.250 0.500 5.625
Summantion forces Normal Flood205.731 153.648124.125 106.62530.400 40.400
Overturning: Equivalent distance at which SM acts from critical pointd (m) 1.657 1.441Eccentricity e, (m) 0.218 0.434Allowable eccentricity e all (m) 0.625 0.625Comment on overturning moment Ok Ok
BearingPressure at base, Pmax 44.621 48.177Pressure at base, Pmin 21.579 8.690Comments on bearing Ok Ok
SlidingFactor of safety against sliding, FS sl 2.042 1.320Comment of sliding Ok Not Ok
Allowable bearing capacity Pall (kN/m2) Soil Density (kN/m3)
Density (kM/m3)
Weight Wi (kN)
Sum of moments SM (kN-m)Sum of vertical forces SV (kN)Sum of horizontal forces SH (kN)
-1.5
-1.0
-0.5 0.0
0.5
1.0
1.5
2.0
2.5
3.0
3.5
4.0
4.5
5.0
-1.0
-0.5
0.0
0.5
1.0
1.5
2.0
2.5
3.0
3.5
4.0
S2 =11,25 kNS1 =1,65 kN
U1 =84,375 kN
W3 =5 kN
W2 =45 kN
W1 =5 kN
Flood Level
Flood Level
G4 =49,5 kN
G3 =16,5 kN
G2 =132 kNG1 =5,5 kN
Weir Section & Forces @ Normal Condition
XX (m)
Hei
gh
t Z
Z (
m)
O
Design of Orifice Side Intake Spreadsheet developed by Mr. Pushpa Chitrakar, Engineering Advisor, SHPP/GTZ
Referances: 6,12,13,15,16 Date 08-Apr-2023SMALL HYDROPOWER PROMOTION PROJECT/GTZ Revision 2006.05Project Ankhu HEPDeveloper Ankhu Hydropower P LtdConsultant HSEC P LtdDesigned Neeraj ShresthaChecked Pushpa Chitrakar
Trashrack calculationsInput Output
Trashrack coeffieient kt 2.4Bar thickness t mm 15.00 Headloss due to friction hf m 236.091
Clear spacing of bars b mm 75.00 Headloss due to bends hb m 0.051Approach velocity Vo m/s 1.00 Headloss coeff K 4633.103
75.00 Total headloss ht m 236.14290.00 Trashrack coeff, K1 0.8
Design Discharge Qd cumec 33.670 52.287Height of trashrack bottom from river bed ht 1.250 Vertical height h m 2.250
Canal invert level (m) 890.65 Trashrack width B m 22.447
Orifice Calculations for (B = 2H or provided) rectangular canal downstream of orifice roof-shaped
InputOrifice River
Velocity coeff of orifice c 0.800 Crest length L m 35.000
Velocity through orifice Vo m/s 1.5 976.100
Manning's coeff of roughness 0.012 16.334Downstream submergence depth hsub m 0.100 Used Q flood 976.100
Orifice height H m 1.100 Canal & SpillwayHeight of orifice from canal bed h bot m 1.250 Spillway crest height above NWL m 0.100Provided water depth in the river hr (m) 3.500 Spillway discharge coeff 1.600
Provided canal width (m) 21.000 Provided Freeboard h fb1 m 3.000
OutputNormal Condition Flood
Canal witdth d/s of orifice 21.000 Critical depth of water at crest yc m 4.2961/Slope of canal immediately d/s of orifice 40492 1/Slope of canal immediately d/s of orifice #NAME?
Depth of water in canal hc m 2.450 Flood head at river hf r = hw+yc m 7.896Free board in canal h fb m 3.000 Head difference dhf #NAME?
22.447 Velocity through orifice Vof m/s #NAME?Width of orifice B m 20.406 Q intake Qf cumec #NAME?
Actual velocity through orifice Vo act m/s 1.500 Depth of water at canal (hc f) m #NAME?Canal width Wc m 21.000 Spillway
Water level difference dh m 0.179 Ls1 for Qf w/o d/s Obs m #NAME?Water depth in the river hr = hc + dh m 3.500 Ls2 for Qf-Qd w/o d/s obstruction m #NAME?
Height of weir (hw = hr+0.1) m 3.600 Ls3 for Qf with d/s Obs m #NAME?Spillway overtopping height h overtop m 2.600 Ls4 for Qf-Qd with d/s obstruction m #NAME?
Angle of inclination from horizontal f degFlow deviation b deg
Surface area A surface m2
Provided Q flood m3/s
Q flood m3/s (Q20 for MHP with Qd>100)
Area of orifice A m2
Canal =890,65
NWL =893,1
NWL =894,15
Crest =894,25
HFL =898,55Top =899,05
Orific =1,1x20,41
Wall Geometry
-hhh
hLS
Canal
Weir Crest
sub
bot.
H
River bed
rfh
Normalriver level
.hr
13
1:30
Coarse TrashrackDesignFlood Level
Orifice (H*B)
h
h
Fb
Compacted earth/200mm stone soling
Gravel Flushing Gate
Gravel trap (if needed)
.
. ..
Min 100 thick & 1000 wide walkway Rcc slab
Design of Bottom/Drop IntakeSpreadsheet developed by Mr. Pushpa Chitrakar, Engineering Advisor, SHPP/GTZ
Referances: 6,7,8,12,13 Date 08-Apr-2023SMALL HYDROPOWER PROMOTION PROJECT/GTZ Revision 2006.05Project Sarbari SHPDeveloper Kullu, Himanchal Pradesh, IndiaConsultantDesigned Pushpa ChitrakarChecked Pushpa Chitrakar
Critical Depth ConsideredCritical Depth Not Considered
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######
######
Input 1
River Width flood (Brf) m = 20River Width (Br) m = 8 ho flood m = 3.000
Head/Critical Depth of u/s water (ho)m = 0.226 vo flood m/s = 4
Upstream water velocity (vo) m/s = 1.494 2.7River gradient (i) degrees = 9.462 Trashrack witdth/diameter (t) mm = 60
36 Trashrack clearance (a) mm = 300.85 Invert level of crest (masl) 500
Aspect ratio (Length across the river/Breadth along the river) = 3.5464682
Outputc/c distance of trash rack bars d mm = 90 2.700
Total head (he) m = 0.340 0.0000.749 h d/s normal (m) 0.000
velocity head (h) m = 0.170 h flood u/s= 1.906Correction factor ( c) = 0.146 h d/s flood (m) 1.864
Length of intake (L) m = 2.249 325.497
Length (L' ) m = 1.819 7.318
Intake length across the river (b) m = 7.975 318.178
17.935
b
Design Discharge (Qd), m3/s =
Trashrack gradient (b) deg =Contraction coeff (m) =
Qo u/s of intake (m3/s) normal =
Qu d/s of intake (m3/s) normal =kappa (c) =
Qof u/s of intake = Br * hof * vof (m3/s) =
Q in flood m3/s =
Quf d/s of intake (m3/s) =
Area of intake (A=L' *b) m2 =
0 4 8 12
0. 7
0. 75
0. 8
0. 85
0. 9
0. 95
1
Tabl e 3. 4 c val -ues f or bWidth =1,82
Trashrack
NWL =500,23
HFL =501,91
Top =498,68
Top =500
Weir Geometry
Side Intake Orific =1,1x20,41Spreadsheet 0 0
0 300500 300500 1550800 1550800 300 Top =899,05
1800 300 1800 2650 Crest =894NWL =894,HFL =898,55 NWL =893, #NAME?1800 1550 1800 8695.9694 0 3900 3800 8196 2100 2750 #NAME?2100 1550 2100 8695.9694 1800 3900 3800 8196 3100 2750 #NAME?2100 300 2100 26503100 300 1800 26503100 0 Canal =890,65
0 0 3100 3003500 300
1550 3100
Bottom IntakeTop =500 Top =498,68 NWL =500,HFL =501,9Trashrack Width =1,82
0 0 3119.3444 0 0 2048.2735 4822 1300 1821.831 1300 0500 0 3119.3444 500 1300 2048.2735 3728 3119.3444 500 3119.3444 0
1000 1821.831 3419.3444 500 3119.3444 500 2363.54061300 1821.831 3719.3444 0 3419.3444 500 2363.54061300 0 3919.3444 0 3719.3444 500 2363.5406
0
10
00
20
00
30
00
40
00
0
1000
2000
3000
4000
5000
6000
7000
8000
9000
10000
Canal =890,65
NWL =893,1NWL =894,15
Crest =894,25
HFL =898,55 Top =899,05
Orific =1,1x20,41
WALL GEOMETRY
BASE ( mm)
WA
LL
(m
m)
0
10
00
20
00
30
00
40
00
50
00
-500
500
1500
2500
3500
4500
5500
Width =1,82Trashrack
NWL =500,23
HFL =501,91
Top =498,68
Top =500
Weir Geometry
BASE ( mm)
WA
LL
(m
m)
Canal Design: Proposed design and optimum canal sectionsSmall Hydropower Promotion Project (SHPP)/GTZ Spreadsheet by Mr Pushpa Chitrakar
Referances: 6,12,13,15,16 Date 08-Apr-2023
SMALL HYDROPOWER PROMOTION PROJECT/GTZ Revision 2006.05Project Sisne Small Hydropower ProjectDeveloper Gautam Buddha Hydropower P LtdConsultant EPC ConsultDesigned Pushpa ChitrakarChecked Pushpa Chitrakar
InputType and Name Intake Canal Tailrace Main2 Main3
0.185 0.145 0.145 0.145
Roughness coefficient (n) 0.02 0.017 0.02 0.02
Sectional Profile Rectangular Trapezoidal Semicircular Triangular
Side slope N (1V:NHorizontal) 0 0.5 0 0.5
Length of the canal (m) 20 40 150 120
1/Canal slope (s) 77 200 30 72
Channel Depth/diameter D (m) 0.300 0.525 0.300 0.300
Freeboard FB (m) 0.300 0.250 0.150 0.150
Channel Width (B) m 0.500 1.000 0.400 0.400
Channel Drops di m 0.000 0.000 0.000 0.000
Channel Drops Horizontal length hi m 0.000 0.000 0.000 0.000Desired velocity Vo (m/s) 1.000 1.500 1.500 1.500
OutputSide slope d (degrees) 0.000 63.435 0.000 63.435
Canal slope S 0.01299 0.00500 0.03333 0.01389
Total depth H (m) 0.600 0.775 0.450 0.450
Chainage L (m) 20.000 60.000 210.000 330.000
Present canal0.150 0.663 0.035 0.060
Top Width T (m) 0.500 1.525 0.400 0.400
Wetted Perimeter P (m) 1.100 2.174 0.471 0.671
Hydraulic Radius r (m) 0.136 0.305 0.075 0.089
0.226 high 1.249 high 0.057 low 0.071 low
Comment on freeboard ok low ok ok
Velocity V m/s 1.233 0.219 4.103 2.417
Critical Velocity Vc m/s & Remarks 1,72 Ok 2.06 Ok 0,93 Not Ok 1,21 Not Ok
Headloss hl (m) 0.260 0.200 5.000 1.667
Total headloss Hl(m) 0.260 0.460 5.460 7.126Critical dia of sediment d crit (mm) 19.481 16.769 27.500 13.665
Optimum canal0.1850 0.0967 0.0967 0.0967
Top Width T (m) 0.6022 0.7636 0.9949 0.4867Critical Velocity Vc m/s & Remarks 1,74 Ok 1.11 Not Ok 0,98 Not Ok 1.4 Not OkHydraulic Radius ro (m) 0.1505 0.1180 0.1244 0.1088Channel Depth/diameter Do (m) 0.301 0.236 0.497 0.218Freeboard Fbo (m) 0.150 0.263 0.150 0.150Total depth Ho (m) 0.451 0.498 0.647 0.368Channel Width Bo (m) 0.602 0.528 0.995 0.487Canal Slope 0.0050 0.0112 0.0145 0.0173Headloss hlo (m) 0.100 0.449 2.175 2.079Total headloss Hlo(m) 0.100 0.549 2.724 4.803Critical dia of sediment d crito (mm) 8.271 14.584 19.834 20.736
Flow (m3/s)
Area A m2
Calculated flow (m3/s) & remarks
Area Ao m2
HEADRACE PIPE CALCULATIONSSmall Hydropower Promotion Project (SHPP)/GTZ Spreadsheet by Mr Pushpa Chitrakar
Referances: 2,4, 6,12,13,15,16 Date 08-Apr-2023
SMALL HYDROPOWER PROMOTION PROJECT/GTZ Revision 2006.05Project: Upper Jogmai SHP Location: JogmaiDeveloper Kankaimai Hydropower P LtdConsultant EPC ConsultDesigned Pushpa ChitrakarChecked Pushpa Chitrakar
INPUT
Economic life (years) 15
Hydraulics:0.160 U/S Invert Level (m) 1950.00
0.160 % head available or headloss hlt (m) 95.00%
Gross headHg (m) 7.000 Entrance Type 0.8Bending radius (r/d) 0.3
Headrace pipe
Pipe Material HDPE Exit (Yes/No) Yes
Welded / Flat rolled if steel NA No of pipes 1.00
Rolled if steel NA Bending angle 01 20.00
Type if steel NA Bending angle 02 4.00Burried or exposed Burried Bending angle 03 6.00Type of valve 0 Bending angle 04 20.00
0 Bending angle 05
Estimated pipe diameter d(mm) 282 Bending angle 06Provided pipe diameter d(mm) 260 Bending angle 07
Min pipe thickness t (mm) NA Bending angle 08
Provided pipe thickness t (mm) 3.0 Bending angle 09
Pipe Length L (m) 140.000 Bending angle 10
Trashrackk t b Vo f b Q H
2.40 6.00 20.00 1.00 60.00 0.00 0.160 3.00
Expansion JointsTmax (deg) T installation Tmin 1st Pipe length(m) 2nd Pipe L (m) 3rd Pipe L (m) 4th Pipe L (m) 5th Pipe L (m)
40 20 4 50.00 100.00 150.00 200.00 250.00
OUTPUTTrashrack
hf hb H coeff H S B Min Submergence CGL=1.5v^2/2g
0.0213 0.0000 0.4174 0.0213 0.8006 0.23 1.39 0.69
Turbulent loss coefficientsK inlet 0.80 K bend 05 0.00 K bend 10 0.00
K bend 01 0.16 K bend 06 0.00 K valve 0.00K bend 02 0.13 K bend 07 0.00 K exit 1.00K bend 03 0.13 K bend 08 0.00 K othersK bend 04 0.16 K bend 09 0.00 K Total 2.37
Hydraulics0.053 U/S Invert Level (mAOD) 1950.000
Hydraulic Radius R (m) 0.07 D/S Invert Level (mAOD) 1943.000Velocity V (m/s) 3.01 Is HL tot < HL available OKAYPipe Roughness ks (mm) 0.06 Friction Losses hf (m) 3.82Relative Roughness ks/d 0.00023 Fitting Losses hfit (m) 1.10Reynolds Number Re = d V /Vk 687032 Trashracks and intake loss (m) 0.02Type of Flow Turbulent Total Head Loss htot individual (m) 4.94Friction Factor f 0.0153 % of H.Loss of individual pipe 70,56% OkExpansion Joints (mm) 0.0E+00
EJ number 1 2 2 4 5dL theoretical 0 0 0 0 0dL recommended 0 0 0 0 0dL for expansion 0 0 0 0 0dL for contraction 0 0 0 0 0
Diversion flow Qd (m3/s)
Flow in each pipe Qi (m3/s)
Non standard ultimate tensile strength (UTS) N/mm2
Pipe Area A (m2)
Settling Basin DesignSmall Hydropower Promotion Project (SHPP)/GTZ Spreadsheet by Mr Pushpa Chitrakar
Referances: 2,4, 6,9,12,13,15,16 Date 08-Apr-2023
SMALL HYDROPOWER PROMOTION PROJECT/GTZ Revision 2006.05Project: Upper Jogmai SHP Location: JogmaiDeveloper Kankaimai Hydropower P LtdConsultant EPC ConsultDesigned Pushpa ChitrakarChecked Pushpa Chitrakar
Q flood 0.000 Sediment swelling factor S = 1.50
50.000 Volume of sediment storage V (m3) = 15.12
0.421 Sediment depth Hs (m) = V/Asi 0.63
0.034 Inlet approach conveyance Canal/Pipe = Canal
0.455 1/Bottom slope of SB Sf (1:50 to 1:20) = 50.00Particles to settle d (mm) = 0.300 Outlet approach conveyance Canal/Pipe = PipeTrapping efficiency n (%) = 85% Water level at inlet NWL (m) = 1950.00
15 h flush below the base slab (L<6m) 1.70Fall velocity w at 15 deg C (m/s) = 0.037 Number of basins N 1.00
Sediment concentration Cmax (kg/m3) = 2 Spillway crest height above NWL m 0.05Flushing Frequency FI (hours) = 8 Spillway discharge coeff 1.60
Surface area / basin Asi (m2) 85 % = 24.000 Provided Freeboard h fb1 m 0.30Basin transit velocity Vt (m/s) = 0.241 Discharge coeff for pipe as orifice (2.76 if L <6 m) 2.76
Bulk Sed density G (kg/m3) = 2600 Drawdown discharge % of design discharge 1.00
0.455 Water depth of inlet canal hc1 (m) = 0.50Max section width for hydraulic flushing B (m) = 3.258 Outlet canal width /canal diameter Bc2 (m) = 0.50
Width used B (m) = 2.500 Water depth of outlet canal hc2 (m) = 0.301.000 Provided Length of the basin Lact (m)= 0.00
Length of basin L (m) (Idel L = 9,6) = 10.000 Pipe does not need a straight approach! ***Aspect ratio (4<=AR<=10) 4.000 Head over outlet weir h overtop (m) = 0.23Min. water depth Hi (m) = 0.755 Approach inlet velocity vi1 (m/s) = 0.91
1.888 Approach outlet velocity vi2 (m/s) = 3.03Wetted perimeter / basin Pi (m) = 4.010 1/Energy gradient during operation So = 15763.86
Hydraulic radius Ri (m) = 0.471 d 50 during operation (mm) = 0.33Normal WL @ basin h b m = 1.385 Depth of water during flushing yfi (m) = #NAME?
Straight inlet transition length at 1:5 (m) = 3.750 d 50f during flushing (mm) = #NAME?Straight approach canal length (m) = 10.000 Length of an Ideal Basin (m) = 10.00
Spilling of excess waterVertical Flushing pipe
Diameter for flood d1 m = 0.000 Diameter for load rejection (u/s flood bypass) d1 m = 2 x 0,43
SpillwayFreeboard m 0.300 Spillway length for Qd (under operation) 0.00
Spillway overtopping height h overtop m 0.125 Spillway length for Qd (load rejection & u/s flood bypass) 6.43Spillway length for Qf (flood and non operational) 0.000 Spillway length for Qd (d/s obstruction & full hovertop-50) 3.18
Combination of vertical flushing pipe and spillway Flood and non operational (Qf)Vertical flushing pipe diameter d1 m 0.30 Flood discharge passing through vertical pipe 0.000
No of vertical flushing pipe 1.00 Spillway length for the remaining discharge m 1.00Spillway length used (m) 1.00
Flood and Under Operation (Qf- Qd) Load Rejection (Qd)H overtopping 0.00 H overtopping 0.262
Discharge passing through vertical pipe 0.00 Discharge passing through vertical pipe 0.240Discharge passing over spillway 0.00 Discharge passing over spillway 0.215
Flushing of water and sedimentFlushing pipe and orifice diameter Gate Relative Discharge
d for incoming flow and draw down m 0.35 Opening Gate Openinig One basind for incoming flow only (empty state) m 0.40 Hg Hg/H1 Q
d for incoming flow only (empty state & with y flushing) m #NAME? 0.000 0.000 0.0000.033 0.024 0.128
Gate 0.067 0.048 0.251Buoyance weight of the gate W kgf 300.00 0.100 0.072 0.369
Gate Opening B, (m) 1.00 0.133 0.096 0.484Gate Opening H (m) 0.50 0.167 0.120 0.597
Submerged area of th gate A m2 0.50 0.200 0.144 0.707Water surface to cg of submerged area h m 1.14 0.233 0.168 0.816
Coeff of static friction mu 0.90 0.267 0.193 0.922Lifting force F kgf 810.84 0.300 0.217 1.027
H. of water (H1) 1.39 0.333 0.241 1.1290.367 0.265 1.2300.400 0.289 1.3280.433 0.313 1.4230.467 0.337 1.5160.500 0.361 1.606
Forebay cum settling basin (one basin)Penstock diameter m 0.41Penstock velocity m/s 3.45Submergence depth of penstock pipe m 0.91Height of pipe above the base slab m 0.30Min. pond depth m 1.62Effective thickness of penstock mm 3FS for air vent (5 burried, 10 exposed) 10Young's modulus of elasticity E N/mm2 200000Penstock inlet gate (Yes/No) NoAir vent diameter mm Nominal
Gradual Expansion of 1:5 half of Gr expansion
0.5001.000 Width 2,5m Flushing cone/spillway O
Gradual Expansion 1 in 10 (1:2 for MHP) L =10Spillway 0.300
0.500 Water depths 0,76m & 0,96m
Sediment depth 0,63m Slope 1:50
Manning's number M (m1/3/s) 1/n=
Design discharge Qdesign (m3/s) =
Flushing discharge Qflush (m3/s) =
Total discharge Qbasins (m3/s) =
water temperature t (oC) =
Discharge per basin Qbasin (m3/s) =
Inlet canal width /canal diameter Bc1 (m) =
X-sectional area / basin Ai (m2) =
0.000
0.200
0.400
0.600
0.800
1.000
1.200
1.400
1.600
1.800
Av. H ot =0,125m
Sediment depth 0,63m
Water depths 0,76m & 0,96m
Width 2,5m
Designed Cross Section
Calculate Gate Rating Curves
PENSTOCK AND POWER CALCULATIONSSmall Hydropower Promotion Project (SHPP)/GTZ Spreadsheet by Mr Pushpa Chitrakar
Referances:2,4, 5,6,12,13,15,16 Date 08-Apr-2023
SMALL HYDROPOWER PROMOTION PROJECT/GTZ Revision 2006.05Project: Jhankre mini-hydropower Location:Developer Himal Power LimitedConsultant BPC HydroconsultDesigned Pushpa ChitrakarChecked Pushpa Chitrakar
INPUTGeneral:
Project: Jogmai ILocation: Ilam Economic life (years) 10Hydraulics:Diversion flow Qd (m3/s) 0.450 WL @ forebay or U/S Invert Level (m) 1213.90Flow in each pipe Qi (m3/s) 0.450 % head allowable headloss hlt (m) 16.00%Gross head (from forebay) Hg (m) 180.00 Cumulative knowm efficiency (g,t,tr,others) 79.38%Power:Turbine type (CROSSFLOW/PELTON) Pelton Valves (Sperical/Gate/Butterfly) 0.3
No of total jets (nj) & % closure 1 10% Taper (Yes/No) No
Direct Coupling (Yes/No) Yes Exit (Yes/No) No
Closure time T sec 30.00 Non standard ult. tensile strength (UTS) N/mm2 0
Number of units 3
Penstock pipe:Pipe Material (STEEL/HDPE/PVC) Steel Safety factor for lower pipes (0 for default)Welded / Flat rolled if steel Welded Entrance Type 0.5
Rolled if steel Rolled Entrance with gate and air-vent (Yes/No) No
Type if steel (UNGRAGED/IS) IS Bending radius (r/d) (1/2/3/5/1.5) 0.45
Burried or exposed Exposed Bending angle 05 22.00
No of pipes 1.00 Bending angle 06 14.00
Bending angle 01(degrees) 2.00 Bending angle 07 0.00
Bending angle 02 11.00 Bending angle 08 0.00Bending angle 03 4.00 Bending angle 09 0.00Bending angle 04 11.00 Bending angle 10 0.00Penstock diameter d=>d estd, d act (mm) 418 450 Pipe thickness t=>t min, t act (mm) 3.0 7.0Pipe Length L (m) 550.000 Roughness coefficient (ks) 0.060
Trashrack
Trashrack coefficient, kt thickness, t(mm)2.40 6.00 20.00 1.00 71.56 0.00 0.450 0.70
Expansion JointsTmax (deg) T installation Tmin 1st Pipe length(m) 2nd Pipe L (m) 3rd Pipe L (m) 4th Pipe L (m) 5th Pipe L (m)
40 20 4 10.00 15.00 20.00 25.00 30.00
OUTPUTTrashrack
Frictional headloss, hf (m) Headloss coeff Total headloss, H(m) Surface area, S (m2)
0.0233 0.0000 0.4572 0.0233 2.0555 2.79 1.84 0.61
Turbulent loss coefficients K Total 2.06
K inlet 0.50 K bend 05 0.24 K bend 10 0.00
K bend 01 0.18 K bend 06 0.22 K valve 0.30K bend 02 0.21 K bend 07 0.00 K taper 0.00K bend 03 0.19 K bend 08 0.00 K exit 0.00K bend 04 0.21 K bend 09 0.00 K others 0.00
Hydraulics0.159 U/S Invert Level (mAOD) 1213.90
Hydraulic Radius R (m) 0.11 D/S Invert Level (mAOD) 1033.90Velocity V (m/s) 2.83 Is HLtot < HL available OKAYPipe Roughness ks (mm) 0.060 Friction Losses hf (m) 6.87Relative Roughness ks/d 1.333E-04 Fitting Losses hfit (m) 0.84Reynolds Number Re = d V /Vk 1116427 Trashracks and intake loss (m) 0.02Type of Flow Turbulent Total Head Loss htot individual (m) 7.73Friction Factor f 0.0138 % of H.Loss of individual pipe 4,3% Ok
Factor of Safety200000 Ultimate tensile strength (UTS) N/mm2 410
Thickness 7.000 H total for 10% closure of one jet(m) 211.93
Diameter (mm) 450.000 t effective (mm) 4.30
Net Head (m) 172.268 Minimum t effictive for negative pressure (mm) 4.71
Wave Velocity a (m/s) 1107.341 Comment on thickness NA, No gate
Critical time Tc (sec) *2 = Closing time T 0,99 Ok Safety Factor (S) 3.70
Hsurge for 10% closure of one jet 31.92533 Check on Safety Factor OkHsurge for one jet closure of Pelton(m) 319.253 Air vent diameter d vent (mm) 58.33Hsurge for instanteneous closure of all unit closure of Pelton (m) 319.253 H total capacity of the specified pipe (m) 224.03Lengths (max & actual) of the specified pipe (m) & Ok 581.415 550.000 H static capacity of the specified pipe (m) 192.10
PowerTurbine efficiency as per MGSP 75.00% Electrical Power as per MGSP GL (kW) 397.31Available shaft power(kW) 570.36 Electrical Power based on Hnet (kW) 456.29Reqd.'Turbine Capacity (+10%) (kW) 627.39 Power for known cumulative eff (kW) 603.67
Expansion Joints (mm) Coeff of linear expansion /deg C 1.2E-05EJ number 1 2 2 4 5dL theoretical 4 6 9 11 13dL recommended 9 13 17 22 26dL for expansion 5 7 10 12 14dL for contraction 4 6 8 10 12
Clear spacing, b (mm)
Approach velocity, Vo (m/s)
Angle of inclination, f (deg)
Flow deviation, b (deg)
Design discharge, Q
(m3/s)
Submergence depth @
trashrack, h (m)
Bend loss, hb (m)
trashrack width, B (m)
Submergence @ penstock, h min
(m)
Submergence @ penstock, h min
(m)
Pipe Area A (m2)
Young's modulus of elasticity E N/mm2
Forces on Anchor Block Block # & type 2 Convex
Small Hydropower Promotion Proje Spreadsheet by Mr Pushpa Chitrakar
Referances: 6,12,13,15,16 Date 08-Apr-2023
SMALL HYDROPOWER PROMOTION PROJECT/GTZ Revision 2006.05Project Golmagad SHPDeveloper Kankaimai Hydropower P Ltd Designed Pushpa ChitrakarConsultant EPC Consult Checked Pushpa Chitrakar
InputParticulars Upstream Central Downstream 0.37
Pipe dimensionsDiameter (Di) 0.39 0.39 Mild Steel 78.5Thickness 0.006 0.006 Water 9.81Shaddle Spacing & number 4.00 7 4.00 RCC 25
Anchor Block 22Elevations 818.000 Soil
200Horizontal Distance (m) 2.000 53.712 f 30 0.5236
200.0000 27.7832
Location of Expansion Joint 2 2 Heads (m)Forebay WL 835.000
D/S Expansion Joint : Yes Yes Tot.Transient Length (m) 511Tpot Pipe Len (forebay to AB) 56.388
Output Total Surge Head 96.360Weight of pipe, Wp (kN/m) 0.586 0.586 Static Head 17.000Weight of water, Ww (kN/m) 1.172 1.172 Surge Head ± 10.63Total weight, W (kN/m)) 1.758 1.758 Total (H) 27.633Velocity, v (m/s) 3.097 3.097 Youngs Modulus of Elasticity (E) 2.1E+11
0.000000 0.484908 12E-06
GENERAL FORCES1. Perpendicular component of Wt of pipe and water act perpendicular to the pipe CL along the anchor faces
F1=dead weight of half of anchor saddle pipe perp to pipe3.516 3.516
F1 perpendicular to pipe 3.516 3.110F1 axial 0.000 -1.639Fixed end moment = wl^2/8 for proped cantilever FEM.FEMu (kN-m)= Restoring moment: FEMd (kN-m)= Overturning moment
FEM 2.344 -2.344
2. Axial frictional force of pipe on saddle supports transferred to anchor
0.25
US Pipe Length, L' (m): 2.00
F2 (kN) = ± 12.305 +ve for expansion
3. Hydrostatic Pressure at Bend due to the vector difference of static pressure & acting towards IP32.38
32.3815.549
4. Component of weight of pipe (wp) along the pipe
F4 0.000 0.546
5. Thermally (expansion/contraction) induced axial force ( if no EJ provided)+ Expansion, - Contraction
Condition Tmax Tinstallation Tmin40 20 4
F5 expansion 0.000 0.000
F5 contraction 0.000 0.000
6. Axial friction within Expansion joint seal due to the movement against the circumferential pressure+ Expansion, - Contraction
0.25 Seal width, W (m) 0.16
Static Pressure at Exp, Ps (m) 17.000 17.93
Dynamic Pressure at Exp, Pd (m) 10.256 11.06
Total (AH) 27.256 28.992
F6 (kN) = ± 13.507 13.939
7. Axial hydrostatic pressure on exposed end of pipe in Expansion Joint
F7 1.996 2.059
8. Dynamic pressure at the bend due to the vector difference of momentum
P8 (kN) 1.146 1.146F8 0.540
9. Axial (small diameter) force on Reducer
Reducer: No NoLocation & Diameter: 3.00 0.40 4.00 0.40St. Head 17.00 18.86Dyn. Head 10.63 10.98
F9 (kN) 0.000 0.000
10 Axial drag of flowing Water (friction of flowing water) (not considered in MHP)
F10 (kN) 0.000 No 0.000 No
11 Axial (u/s slope) force due to soil pressure upstream of the block
0.333 Width, B(m) 2
hs = soil depth = hu 1.8
F11 21.600 Yes @ 1/3 of hs 0.6
12 Vertical force due to the weight of the block
Vol of block 16.191F12 356.202 Yes
SUMMARY OF CRITICAL FORCES Expansion Contraction@ bend Total @ bend Total
1 16.551 38.151 -10.41 11.192 -16.554 339.648 -3.56 352.64
3 0.000 0.00
Design Discharge, Q (m3/s)
Unit Weights (kN/m3)
Bearing capacity (kN/m2)
gsVertical angles, a & b (deg)
Vertical angles, a & b (rad) Coefficient of Linear Expansion (a)
F1u (kN)=wu*lmu/2*COS(a): F1d (kN)=wd*lmd/2*COS(b)
F2 (kN)= ±m*w*L'*cos a
Pu (kN) = F3u =PI/4*dui^2*Ht*gPd (kN) = F3d =PI/4*ddi^2*Ht*gF3 = 2*P*sin((b-a)/2)
F4u= wp*active arm L’*sin(a) F4d= wp*active arm L’*sin(b)
F5 (kN)=pi()*Dmean*t*E*a*Dt
Temp at oC
F6=±PI()*D*W*H*g*m
m for rubber packing
F7=PI*D*t*H*g
F8 = 2.5*(Q^2/d^2)*sin((b-a)/2) P8= mV =Q*r*Vi
F9=PI()*(Dupi^2-Ddni^2)/4*g*H
F10=g*PI()*Dupi^2/4*DH(Exp to block)
F11 =gs*hs^2/2*cos f*ka*B
ka= (cosi-sqrt(cosi^2-cosf^2))/(cosi+sqrt(cosi^2-cosf^2))
F12 =gblock*Vol of block
Summation of total horizontal forces SH (kN)
Summation of total vertical forces SV (kN)
Summation of total moment forces SM (kN-m)
p F7F7
F5 F5
a
b
F1 d F1 u
F2
L'
FEMu FEMd
a
bpu
pd
F3
L'
W
F4=w sin a
F6
Pipe Movement
p
F6
W
F6
b
Q*r * Vi
Q*r *Vo
F8
Vector difference of momentum at bend (mvi -mvo )
- Q*r *Vo
Q*r * Vi
FH
Fv
p F9
F9
F11
F12
Anchor Block StabilitySmall Hydropower Promotion Proje Spreadsheet by Mr Pushpa Chitrakar
Referances: 6,12,13,15,16 Date 08-Apr-2023
SMALL HYDROPOWER PROMOTION PROJECT/GTZ Revision 2006.05Project Golmagad SHPDeveloper Mansarawar Hydropower P LtdConsultant EHSDesigned Pushpa ChitrakarChecked Pushpa Chitrakar
Input OutputAnchor
Upstream depth, Hu (m) 3.3 Concrete volume of Anchor Block 16.191Downstream depth, Hd (m) 2.25 Weight of block, Wb (kN) 356.199Width, W (m) 2 Centre of gravity XX 1.405Length, L (m) 3
22m 0.5
PenstockBend at (X), (m) 1Bend at (Y), (m) 2.15Diameter, d (m) 0.458
1325
FoundationUpstream depth hfu (m) 1.8 Active earth pressure coeff, Ka 0.3715
30 F Pa Fx Fy20 Soil force 23.455 22.853 5.276
Bearing Capacity, SBC (kN/m2) 200 Acting at (m) 0.6
Forces (with soil pressure and block weight)Forces with earthpressure & anchor Yes Overturning Bearing Sliding
Expansion SM @ O 563.303 P max 72.68097 172.6353.180 30.327 d 1.632 P min 42.4057 Ok
345.260 -16.215 eccentricity e, Ok 0.132 Oke allowable 0.500
Contraction SM @ O 473.281 P max 55.8664 160.2216.66 -6.19 d 1.477 P min 50.94693 Ok
320.44 -41.03 eccentricity e, Ok 0.023 Ok
g anchor (kN/m3)
Upstream angle, a (deg)Upstream angle, b (deg)
Soil friction f, (deg)g soil (kN/m3)
Net Forces @ bend
SH (kN)SV (kN)
SH (kN)SV (kN)
-0.5 0.0 0.5 1.0 1.5 2.0 2.5 3.0 3.5 4.0
0.0
0.5
1.0
1.5
2.0
2.5
3.0
3.5
Pipe CL
Anchor Block Section
Length X (m) 'He
igh
t Y
(m
)
'
Turbine SelectionSmall Hydropower Promotion Project (SHPP)/GTZ Spreadsheet by Mr Pushpa Chitrakar
Referances: 6,7,8,12,13 Date 08-Apr-2023SMALL HYDROPOWER PROMOTION PROJECTRevision 2006.05Project Upper Jogmai SHPDeveloper Kankaimai Hydropower P LtdConsultant EPC ConsultDesigned Pushpa ChitrakarChecked Pushpa Chitrakar
InputDischarge (l/s) 150 Gear ratio at turbine 1Gross head (m) 69 Gear ratio at generator 2Hydraulic losses 15.94% No of turbines/generators 1Max turbine output kW 67.89 Total number of jets if Pelton n 2Turbine rpm 750 Specified turbine PeltonCd 0.96 Cu 0.46
OutputNet head m 58.001 Generator with gearing rpm 1500
No Gearing With GearingSp speed of runner rpm (no gearing) 46 Sp speed of turbine 23Pelton (12-30) => (Ns 17-42) ** Pelton (12-30) => (Ns 17-42) PeltonTurgo (Ns 20-70) => (Ns 28-99) Turgo Turgo (Ns 20-70) => (Ns 28-99) **Crossflow (Ns 20-80) Crossflow Crossflow (Ns 20-80) CrossflowFracis (Ns 80-400) ** Fracis (Ns 80-400) **Propeller or Kaplan (Ns 340-1000) ** Propeller or Kaplan (Ns 340-1000) **
Jet velocity Vj (m/s) 32.38Nozzle diameter, Dn (mm) 54.85Pitch circle diameter, PCD (mm) 395.15
Selection of Electrical EquipmentSmall Hydropower Promotion Project (SHPP)/GTZ Spreadsheet by Mr Pushpa Chitrakar
Referances: 6,7,8,12,13 Date 08-Apr-2023SMALL HYDROPOWER PROMOTION PROJECT/Revision 2006.05Project Upper Jogmai SHPDeveloper Kankaimai Hydropower P LtdConsultant EPC ConsultDesigned Pushpa ChitrakarChecked Pushpa Chitrakar
INPUT0.08 Power factor 0.8
Gross head (m) 50.968 Safety factor of generator 1.3Overall plant efficiency (%) 50% Phase 1
45 Type of Generator 2
Altitude (m) 1500 Over rating factor of MCCB 1.25ELC correction factor 0.83 Over rating factor of cable 1.5
Frequency of the system (Hz) 50 No. of poles 4Capacity of used generator (kW) 0 Rated rotor speed if induction generator N (rpm) 1450Capacitor configuration Delta Efficiency of motor at full load 89%
OUTPUTPe Electrical output (active power) (kW) 20.00 Use of 3-phase generator is mandatory
GeneratorTemp.factor 0.96 Altitude factor 0.96Capacity (kW) 28.25 Actual available capacity (kW) 30.00Synchronous rotational speed Ns (rpm) 1500 Rotational speed of the generator (rpm) 1550
IGC capacity (kW) 20.00 Calculated Ballast capacity 1.2*Pe (kW) 24.00Excitation Capacitance (micro F) 123.16
Rated Voltage (V) 220 170.45
Rating of MCCB (A) 113.64 Calculated size of MCCB (A) 142.04
Cable Rating (A) 255.68 Size of 2-core cupper armoured cables 150
Discharge (m3/s)
Temperature (oC)
Irated for Cable & MCCB (A) at Generator side
Turbine and Generator Machine FoundationSmall Hydropower Promotion Project (SHPP)/GTZ Spreadsheet by Mr Pushpa Chitrakar
Referances: 6,12,13,15,16 Date 08-Apr-2023
SMALL HYDROPOWER PROMOTION PROJECT/GTZ Revision 2006.05Project Upper Jogmai, IlamDeveloper Kankaimai Hydropower P LtdConsultant EPC ConsultDesigned Pushpa ChitrakarChecked Pushpa Chitrakar
INPUTGross head hg (m) 51.00 0.150Surge head hs (m) 50.00
Foundation PenstockFoundation on Soil Diameter dp (m) 0.300
180 Material mild steelFriction coeff between block and soil m 0.5 Centreline above PH floor hp (m) 0.300
Length L (m) 3.2 Turbine PitBredth B (m) 2.5 Length of opening Lo (m) 0.450Height H (m) 1.5 Bredth of opening Bo (m) 0.500
Material of foundation Concrete Height of opening Ho (m) 1.00022 Height of tailrace canal Htr (m) 0.500
Electro-mechanical XX (m) YY (m)Weight of turbine Wt (kN) & cl position 2.943 0.625 1.250Weight of generator Wg (kN) & cl position 3.434 2.025 1.250
OUTPUT
ForcesLever Arm LA (m)
LA along XX LA along YYForce due to h total of 101 m, Fh (kN) 70.036 1.800Foundation
W1 33.000 3.000 1.25W2 27.225 2.575 1.25W3 193.875 1.175 1.25
282.455 199.530260.477 260.477
OverturningEquivalent distance at which SM acts from critical point LA along XX LA along YYd (m) 1.084 0.766Eccentricity e, (m) 0.516 0.484Allowable eccentricity e all (m) 0.533 0.417Comment on overturning moment Ok Not Ok
BearingPressure at base LA along XX LA along YYPmax 64.038 70.379Pmin 1.081 -5.260Comments on bearing Ok Not Ok
SlidingLA along XX LA along YY
Factor of safety against sliding, FS sl 1.860 1.860Comment of sliding Ok Ok
Design Discharge Qd (m3/s)
Allowable bearing capacity Pall (kN/m2)
Density of foundation (kM/m3)
Weight Wi (kN)
Sum of moments SM (kN-m)Sum of vertical forces SM (kN)
0.0
0.2
0.4
0.6
0.8
1.0
1.2
1.4
1.6
1.8
2.0
2.2
2.4
2.6
2.8
3.0
3.2
3.4
0.0
0.2
0.4
0.6
0.8
1.0
1.2
1.4
1.6
1.8
W3W2W1
Generator CLTurbine CL
Machine Foundation Section
XX (m)
He
igh
t Z
Z (
m)
0.0
0.2
0.4
0.6
0.8
1.0
1.2
1.4
1.6
1.8
2.0
2.2
2.4
2.6
2.8
3.0
3.2
3.4
0.00.20.40.60.81.01.21.41.61.82.02.22.42.62.8
Generator CLTurbine CL
Machine Foundation Plan
XX (m)
YY
(m
)
Transmission and Distribution System:
Small Hydropower Promotion Project (SHPP)/GTZ Spreadsheet by Mr Pushpa Chitrakar
Referances:2,4, 6,12,13,15,16 Date 08-Apr-2023
SMALL HYDROPOWER PROMOTION PROJECT/GTZ Revision 2006.05Project: Upper Jogmai SHP Power factor 0.8 Cable SummaryDeveloper Kankaimai Hydropower P Ltd Voltage systems 11000 Type Length(km)
Consultant EPC Consult 400 Squirrel 4.50
Designed Pushpa Chitrakar 230 Gopher 0.00
Checked Pushpa Chitrakar Weasel 10.00
Rabbit 3.00
Otter 1.15
Dog 5.30
Total Cost( 606600.00
Length of neutral cables (km)
Node name Current (A)
PH-A-B-C-D 3 400.00 400.00
PH A PHA 0.300 3 16 Dog 4800 400.00 28.87 6.30 393.70 1.58
A B AB 0.500 1 5 Rabbit 2500 227.30 27.50 17.60 209.70 8.82
C AC 0.500 1 5 Rabbit 2500 227.30 27.50 17.60 209.70 8.82
D AD 0.500 1 5 Rabbit 2500 227.30 27.50 17.60 209.70 8.82
PH-T1 3 400.00 400.00
PH T1 PHT1 0.050 3 21 Otter 1050 400.00 37.89 1.60 398.40 0.40
T1-T2 11 11000.00 11000.00
T1 T2 T1 T2 1.500 11 21 Squirrel 31500 11000.00 1.38 5.00 10995.00 0.05
T2-E 3 400.00 400.00
T2 E T2 E 0.300 3 21 Dog 6300 400.00 37.89 8.20 391.80 2.05
E-J ( r ) 1 226.21 226.21
E J EJ 0.500 1 7 Dog 3500 226.21 38.68 16.20 210.01 8.69
E-H (y) 1 226.21 226.21
E G EG 0.500 1 7 Otter 3500 226.21 38.68 18.40 207.81 9.65
G H GH 0.200 1 3 Dog 600 207.81 18.05 3.00 204.81 10.95
E-M (b) 1 226.21 226.21
E K E K 0.500 1 7 Dog 3500 226.21 38.68 16.20 210.01 8.69
K L KL 0.200 1 3 Dog 600 210.01 17.86 3.00 207.01 10.00
L M LM 0.200 1 2 Dog 400 207.01 12.08 2.00 205.01 10.87
Reach name
Reach Length
(km)Phase 1,3,11
Power at next node
(kW)
ACSR type
Load Momentum (kW-m)
V @ prev node (V)
Reach Voltage drop (V)
V @ next node (V)
S% voltage drop
LOADS AND BENEFITSSmall Hydropower Promotion Project (SHPP)/GTZ Spreadsheet by Mr Pushpa Chitrakar
Referances: 1,2,3,4, 6,12,13,15,16 Date 08-Apr-2023
SMALL HYDROPOWER PROMOTION PROJECT/GTZ Revision 2006.05Project: Gaddi Gad Khola Location: Ladagada VDC, DotiDeveloper Gaddi Gad Khola MHPConsultant PerinialDesigned Pushpa ChitrakarChecked Pushpa Chitrakar
INPUTGeneralPower Output (kW) 96.1 Domestic lightingName of the Source Gaddi Gad Khola Average subscription/household (W/HH) 85
System loss 10%Beneficiary HH (nos.) 471 time 0 5 8 18 20Plant's operating days 330 load 88 0 0 91.1 0
440 0 0 182.2Loads (kWh or W/m) Operating dTariff (Rs) Probable Business Load Expected after 3 yearsDomestic 330 1.00 Operating d/y Tariff (Rs) Load From (hr) To (hr)Agro-processing 330 6.00 Metal Workshop 330 6.00 10 12 16Bakery 320 6.00 Photo Studio 320 6.00 1 8 20Saw Mill 300 5.00 Dairy Processing 320 6.00 8 8 18Herbs Processing 180 5.50 Cold Store 310 6.00 6 8 18Load 5 330 Load 5Load 6 330 Load 6
Proposed end uses and operting hourstime (hr) 0 4 12 16 22 Daily Energy Demand (Dd) kWh 1037Agro-processing 0 0 22.5 0 0 Yearly Energy Demand (Dy) kWh 378578time (hr) 0 8 14 18 22 Average Load Factor 49.97%Bakery 0 9 0 0 0time (hr) 0 3 16 18 22Saw Mill 0 0 10 0 0time (hr) 0 3 12 17 22Herbs Processing 0 0 25 0 0time (hr) 0 6 8 15 22Load 5 15 0 0 0 0time (hr) 0 3 5 10 22Load 6 12 0 0 0 0
36 0 0 0 0 36.00OUTPUT
SummaryAnnual Available kWh 761112
First 3 years After 3 yearsYearly end use load (kWh) 117060 147680Productive end use load factor (%) 15.38 19.40Total load plant factor 42.36 50.40Annual total (domestic + end uses) Income (Rs) 916,050 1,099,770
End Use Load Operation Period Yearly Load(kW) Hours/day Days/year kWh LF (%)
Domestic Lighting 44.483 13.987 330 205326 26.98 480,420 Existing/Committed Business LoadAgro-processing 22.5 4 330 29700 3.90 178200Bakery 9 6 320 17280 2.27 103680Saw Mill 10 2 300 6000 0.79 30000Herbs Processing 25 5 180 22500 2.96 123750Load 5 15 6 330 29700 3.90 0Load 6 12 3 330 11880 1.56 0Total 117060 15.38 435,630 Total Annual Income from sales of electricity 916,050
Probable Business Load after 3 yearsMetal Workshop 10 4 330 13200 1.73 79200Photo Studio 1 12 320 3840 0.50 23040Dairy Processing 8 10 320 25600 3.36 153600Cold Store 6 10 310 18600 2.44 111600Load 5 0 0 0 0 0.00 0Load 6 0 0 0 0 0.00 0Total additional annual income after 3 years 61240 8.05 183,720 Productive End Use (%) 19.40Load Duration Chart for the first three years of operation of Gaddi Gad Khola
Annual Income (Rs)
0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23
0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24
0
20
40
60
80
100
120
140
Load Duration Chart for the first three years of operation of Gaddi Gad Khola
Load 6
Load 5
Herbs Processing
Saw Mill
Bakery
Agro-processing
Domestic
Installed Capacity
Time (hrs)
Ins
tall
ed
Ca
pa
cit
y &
Lo
ad
(k
W)
Project Costing and Financial AnalysesSmall Hydropower Promotion Project (SHPP)/GTZ Spreadsheet by Mr Pushpa Chitrakar
Referances: 1,2,3,4, 6,7,8,12,13 Date 08-Apr-2023
SMALL HYDROPOWER PROMOTION PROJECT/GTZ Revision 2006.05Project Golmagad SHPDeveloper Kankaimai Hydropower P LtdConsultant EPC ConsultDesigned Pushpa ChitrakarChecked Pushpa Chitrakar
INPUTProject size (kW): 96.10Total Project Cost (Rs.) 12,734,865
Subsidy/kW Total subsidy Bank loan Other loan Cash equity Kind equity Others91500 Rs/kW x 96,1 = 8793150 1,890,044 1,200,000 851,671 0
Interest rate i (%) 3%Payback period n (yr) 7Plant life N (yr) 15Discount Rate I (%) 4%
O & M (Rs) 305,004Investment Cost (Rs) 8,516,715 Salary 114000Mechanical components 999,040 Installation 232,500 Spares 0Electrical component 2,061,717 Commissioning 0 Maintenance 171,000Civil component 1,363,497 VAT 623,611 Office expensesSpare parts & tools 57,550 Contingencies 0 Miscellaneous 20,004Transport. 3,178,800 Others Others
Cost Summary NPV Based on Different Project CostsProject cost (Rs) 12,734,865 NPV Probable Business LoadAnnual Operation, Maintenance and other Costs (Rs) 305,004 Without WithAnnual Income without probable business loads (Rs) 916050 Total investment cost (3,543,677) (2,010,846)Annual Income with probable business loads (Rs) 1099770 Total Inv Cost-Subsidy 5,249,473 6,782,304 Annual installment for Bank loan 303364 Equity 3,773,038 5,305,869 Annual installment for other loan NANPV on equity without probable business load (Rs)+ve 3,773,038 NPV equity with probable business load (Rs)+ve 5,305,869 Cost/Kw =>>Ok 132,517 Subsidy/HH 18,669
Annual Cash Flows
Year Equity O & M costs Loan repayment
Without Probable Business Loads With Probable Business Loads
Income Cash flow Income Cash flow
0 1,200,000 -1,200,000 -1,200,000
1 305,004 303,364 916,050 307,682 916,050 307,682
2 305,004 303,364 916,050 307,682 916,050 307,682
3 305,004 303,364 916,050 307,682 916,050 307,682
4 305,004 303,364 916,050 307,682 1,099,770 491,402
5 305,004 303,364 916,050 307,682 1,099,770 491,402
6 305,004 303,364 916,050 307,682 1,099,770 491,402
7 305,004 303,364 916,050 307,682 1,099,770 491,402
8 305,004 0 916,050 611,046 1,099,770 794,766
9 305,004 0 916,050 611,046 1,099,770 794,766
10 305,004 0 916,050 611,046 1,099,770 794,766
11 305,004 0 916,050 611,046 1,099,770 794,766
12 305,004 0 916,050 611,046 1,099,770 794,766
13 305,004 0 916,050 611,046 1,099,770 794,766
14 305,004 0 916,050 611,046 1,099,770 794,766
15 305,004 0 916,050 611,046 1,099,770 794,766
Ulitilities and Short CalculationsSmall Hydropower Promotion Project (SHPP)/GTZ
Uniform Depth of a Trapezoidal Canal (Y-m)Small Hydropower Promotion Project (SHPP)/GTZ Spreadsheet by Mr Pushpa Chitrakar
Golmagad SHP Date 08-Apr-2023
Stone masonry canal Revision 2006.05
Design Discharge (l/s): 1,000
1/Mannings Coeff (M): 50.0000
1/Canal Slope (S): 300
Freeboard, FB (m) 0.2
Wall Thickness, t (m) 0.3
Width of Canal, b (m): 1.000
Z= 0.50
Top width, T (m) #NAME?Uniform Depth (Y-m) #NAME?
Canal Wall Geometry
Payment of a loanSmall Hydropower Promotion Project (SHPP)/GTZ Spreadsheet by Mr Pushpa Chitrakar
Golmagad SHP Date 08-Apr-2023
Stone masonry canal Revision 2006.05
Payback 1
Loan amount (NRs) : 1,800,000 Starting Month 2
Interest rate (APR): 13.00% Starting Year 2006
Yearly payment and No 10
Yearly Payment 331,721.20
Actual vs AEPC Power (Pe-kW)Small Hydropower Promotion Project (SHPP)/GTZ Spreadsheet by Mr Pushpa Chitrakar
Golmagad SHP Date 08-Apr-2023
Stone masonry canal Revision 2006.05
Discharge (l/s): 120
Cumulative efficiency including head loss (n%) 80.00%
Gross Head (H-m) 300.00
Actual Power (Pact-kW) 282.53
Power MGSP-ESAP (Pe-kW) 176.58
Spillway Lengths (m)Small Hydropower Promotion Project (SHPP)/GTZ Spreadsheet by Mr Pushpa Chitrakar
Golmagad SHP Date 08-Apr-2023
Stone masonry canal Revision 2006.05
Flood discharge (l/s): 2,000
Design discharge (l/s): 500
Overtopping height (ho) mm: 300
Spillway discharge coeff 1.5
L spillway min for Qf m & full height 0.00
Length of spillway Ls1 for Qf m & half height 0.00
Friction Factor (f) & Net headSmall Hydropower Promotion Project (SHPP)/GTZ Spreadsheet by Mr Pushpa Chitrakar
Golmagad SHP Date 08-Apr-2023
Stone masonry canal Revision 2006.05
Discharge (m3/s) 0.500 Flow
Gross head (m) 63 Velocity, v(m/s) 2.54647908947033
Pipe roughness ks (mm) 0.010 Reynold's nr, (R ) 1116876.79362734
Pipe diameter (mm) 500.00 Laminar Flow 5.7302650001478E-05
Pipe Length (m) 100 9.170E+00
Turbulent headloss factor (K) 1.50 9.170E+00
Friction factor f 0.0119 Transitional Flow & 0.0118931351091538
Headloss hl (m) 1.282
Headloss hl (%) 2.03
Net Head (m) 61.718
Voltage Drop
Small Hydropower Promotion Project (SHPP)/GTZ Spreadsheet by Mr Pushpa Chitrakar
Golmagad SHP Date 08-Apr-2023
Stone masonry canal Revision 2006.05
Reach length, L (km) 1.000
Voltage at 1st node, V1 (V) 230
Power, P (kW) 20
ASCR type 6.00
1
1
Current, I (A) 108.70
Impedence, Z (Ω/km) 0.4178
Voltage at 2nd node, V2 (V) 139.17
Power loss P loss (kW) 3.95
Voltage drop, dV (V) 90.83
% Voltage drop 39.49
Phase at 1st node, f1 (1/3)
Phase at 2nd node, f2 (1/3)
List of ReferencesSmall Hydropower Promotion Project (SHPP)/GTZ
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5
6
7
8
9 Americal Society of Civil Engineer (ASCE), Sediment Transportation.
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11
12
13
14
15
16
17 Salleri Chialsa Small Hydel Project (1983), Technical Report, DEH/SATA, ITECO.
18
Mini-Grid Support Programme, Alternative Energy Promotion Centre, Kathmandu, Nepal (2002), Peltric Standards
Mini-Grid Support Programme, Alternative Energy Promotion Centre, Kathmandu, Nepal (2003), Preliminary Feasibility Studies of Prospective Micro-hydro Projects
Mini-Grid Support Programme, Alternative Energy Promotion Centre , Kathmandu, Nepal(2001), Technical Details and Cost Estimate
Mini-Grid Support Programme, Alternative Energy Promotion Centre , Kathmandu, Nepal(2003), Guidelines for Detailed Feasibility Study of Micro-Hydro Projects
European Small Hydropower Association (1998), Layman's Guidebook on How to Develop a Small Hydro Site
BPC Hydroconsult, Intermediate Technology Development Group (ITDG), Kathmandu, Nepal (2002), Civil Works Guidelines for Micro-Hydropower in Nepal.
United Nations Industrial Development Organization (UNIDO), Report on Standardiztion of Civil Works for Small Hydropower Plants
GTZ/Department of Energy Development, Energy Division, Papua New Guinea, Micro Hydropower Training Modules (1994), Modules 1-7, 10, 13, 14 & 18B.
KB Raina & SK Bhattacharya, New Age International (P) Ltd (1999), Electrical Design Estimating and Costing.
Badri Ram & DN Vishwakarma, Tata McGraw-Hill Publishing Company Limited, New Delhi (1995), Power System Protection and Switchgear.
Adam Harvey et.al. (1993), Micro-Hydro Design Manual, A guide to small-scale water power schemes, Intermediate Technology Publications, ISBN 1 85339 103 4.
Allen R. Inversin (1986), Micro-Hydropower Sourcebook, A Practical Guide to Design and Implementation in Developing Countries, NRECA International Foundation, 1800 Massachusetts Avenue N. W., Washington, DC 20036.
Helmut Lauterjung/Gangolf Schmidt (1989), Planning of Intake Structures, GATE/GTZ, Vieweg.
Methodologies for estimating hydrologic characteristics of ungauged locations in Nepal (1990), HMG of Nepal, Ministry of Water Resources, Water and Energy Commission Secretariat, Department of Hydrology and Meteorology.
Design Manuals for Irrigation Projects in Nepal (1990), Planning and Design Strengthening Project (PDSP), His Majesty's Government of Nepal, Ministry of Water Resources, Department of Irrigation. United Nations Development Programme (NEP/85/013)/World Bank.
P.N. Khanna (1996), Indian Practical Civil Engineer's Handbook, 15th Edition, Engineer's Publishers, Post Box 725, New Delhi - 110001.