micro hydro design aids

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 [email protected] Foundation Online ManualTransmission Line DrawingsLoads and Benefits List of ReferenceCosting & Financial AnalysesUtilities

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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

A5

Pushpa Chitrakar: Project Name

B6

Pushpa Chitrakar: Client

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

)

A1

Pushpa Chitrakar: GUIDELINES/STANDARDS *15 years as the economic life span of the project. *Q design = Minimum of Q available - environmental release (~10%)- conveyance losses(~5%) 85% of Q available *Minimum probability of exceedence of Q available at river should be 11months. *At least one spot Q measurement in dry season for all projects. *Q monthly flow using MIP with interpolations. Alternatively, Hydest method may be used if the catchment area is relatively larger (=> 100 square km). *Q flood flow of 20 year return period using Hydest if Qd>100 lps . *Qmeasurement preferable during November to May or else it has to be verified later. *Q measurement methods Bucket collection < Weir >Salt dilution 10lps < Q >30lps +- 10% tolerance on Qd at power verification*

A5

Pushpa Chitrakar: BLUE cells are mandatory inputs

B6


A14

Pushpa Chitrakar: Q measurement methods Bucket collection < Weir >Salt dilution 10lps < Q >30lps

A17

Pushpa Chitrakar: A3000 should be zero if the flood calculation is not needed.

A19

Pushpa Chitrakar: Q available = Qdesign + 10% environmental release/weir losses +5% conveyance losses.

E34

Pushpa Chitrakar: The design discharge for structures from penstock inlet to tailrace (penstock, turbine, tailrace, valves). This discharge should be =< 85% of Q available durig 11 months.

G34

Pushpa Chitrakar: MGSP requires that Q turbine =< 85% of Q11

E35

Pushpa Chitrakar: The design discharge for structures from intake to forebay (intake, headrace, gravel trap, settling basin).

E38

Pushpa Chitrakar: The discharge that should be available in the river. This discharge is also used for Q exceedence calculations.

Design of Stone Masonry WeirSmall Hydropower Promotion Project (SHPP)/GTZ Spreadsheet by Mr Pushpa Chitrakar


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

A5


B6


D46

Pushpa Chitrakar: LA yy is conservative but safe

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

A1

Pushpa Chitrakar: BLUE cells are mandatory inputs.

A5


B5

Pushpa Chitrakar: Project Name Input blank or Different Projects

B6


A32

Pushpa Chitrakar: Trashrack coefficients of 2.4 (flat bars) or 1.8 (round bars) are mostly used.

A33

Pushpa Chitrakar: MHP GL: 5*40 to 5*75 at =<75mm

C33

Pushpa Chitrakar: hf = kt * (t/b)^(4/3) * (Vo^2/2/g) * sin f

A34

Pushpa Chitrakar: MHP GL: =< 75mm

C34

Pushpa Chitrakar: hb = Vo^2 /2/g * sin b

A35

Pushpa Chitrakar: Trashrack approach velocity Vo General 0.5 - 0.75 m/s max 1 m/s MHP GL: 0.2m/s for forebay

C35

Pushpa Chitrakar: K = (hf + hb)/(Vo^2/2g)

A36

Pushpa Chitrakar: Trashrack inclination: Hydraulically and racking of trash, 3V:1H is the bext. However, intake trashrack is very much governed by the site conditions. MHP GL: 60 - 80.

C36

Pushpa Chitrakar: H = hf + hb

A37

Pushpa Chitrakar: Flow deviation wrt to the normal to the trashrack area. 0 if the flow is perpendicular to trashrack surface.

C38

Pushpa Chitrakar: S = 1/K1 * (t+b)/b * Q/Vo * 1/sin f K1 = 0.8 for autometic mechanical cleaning K1 = 0.3 for manual cleaning K1 = 0.55 is used as a mean value

A39

Pushpa Chitrakar: Ht of trashrack bottom from the river bed is generally 0.2m to 0.3 in MHP.

C39

Pushpa Chitrakar: h = hr -ht Submerged depth of the trashrack

C40

Pushpa Chitrakar: B = S/(h/sinf)

A45

Pushpa Chitrakar: Velocity coefficient 0.6 sharp edged/roughly finished concrete/ masonry 0.8 carefully finished aperture

A46

Pushpa Chitrakar: 1.0 w/o trashrack to avoid bedload. 1.5 max

A47

Pushpa Chitrakar: Typical values of Manningís n. Type of Orifice Manningís n Artificially lined channels Steel, smooth 0.012 Cast iron 0.013 Concrete, well finished 0.012 Concrete, unfinished 0.014 Planed wood 0.012 Brickwork 0.015 Rubble masonry 0.025 Stonemasonry 0.020 Plastered Stone masnry 0.017

A48

Pushpa Chitrakar: Minimum of 50mm is required for the orifice flow

A52

Pushpa Chitrakar: Provide zero for optimun width.

A56

Pushpa Chitrakar: Wc = provided Wc or 2*hc

C56

Pushpa Chitrakar: Critical depth is used even the actual water level near the intake is higher. yc = (Q^2/L^2/g)^(1/3). Ywater = CLH^1.5, C=1.7-2.1

A57

Pushpa Chitrakar: 1/S = provided 1/S if canal width d/s of orifice is not defined ?. Or else 1/S = 1/Q * n * P^2/3 /A^5/3 ^2 This is EGL. The bottom slope can vary if a control structure is present d/s.

C57

Pushpa Chitrakar: 1/S = provided 1/S if canal width d/s of orifice is not defined ?. Or else 1/S = 1/Q * n * P^2/3 /A^5/3 ^2 This is EGL. The bottom slope can vary if a control structure is present d/s. This slope is not used for water depth calculation.

A58

Pushpa Chitrakar: hc = h sub + H orifice +h bot

A59

Pushpa Chitrakar: If the provided freeboard is more than the calculated, FB = FB provided Or =IF(Q<=0.2,0.2,IF(Q<=0.5,0.3,0.4))

C59

Pushpa Chitrakar: Circular references are present: dh = hr -hc Q = A * C * (2*g*dh)^0.5 hc = (Q*n/2^(1/3)/SQRT(1/S))^(3/8)

A60

Pushpa Chitrakar: A = Q/V

C60

Pushpa Chitrakar: Vof =c*SQRT(2*g*dhf)

A61

Pushpa Chitrakar: if A/H<bc provided-0.1, B = A/H, else bc provided-0.1

C61

Pushpa Chitrakar: Qf =Ao*c*SQRT(2*g*dhf)

A62

Pushpa Chitrakar: Check actual velociy to be within (1.0 and 1.5). If not change the geometry and try again.

A63

Pushpa Chitrakar: If not provided, orifice width+0.1

A64

Pushpa Chitrakar: dh = hr-hc = (V/C)^2 / 2g

C64

Pushpa Chitrakar: Ls =Qf/C/(h overtop/2)^1.5 full flood discharge for no downstream obstruction.

C65

Pushpa Chitrakar: Ls2 =(Qf-Qd)/C/(h overtop/2)^1.5 This length is used if there is not any obstruction d/s of the spillway so that the h overtop is varying.

C66

Pushpa Chitrakar: Ls1 =Qf/C/h overtop^1.5

A67

Pushpa Chitrakar: h overtop = ( FB -spillway crest height above NWL)-0.3m

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

###

###

###

###

###

###

###

###

###

###

###

###

###

###

###

######

######

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

A1

Pushpa Chitrakar: BLUE cells are mandatory inputs.

B5


B6


C33

Pushpa Chitrakar: At the entrance of the rack Critical depth (steeper rack). Sub-critical flow (flatter rack)

C35

Critical Depth

A36

Critical Depth

A40

Pushpa Chitrakar: Section & Trashrack contraction coeff (m) Flat front 0.62-0.65 Round frontal flat 0.75-0.85 Round 0.80-0.90 Tipped 0.90-0.95

A44

Pushpa Chitrakar: d = t + a

C44

Pushpa Chitrakar: Qo u/s = Br * ho * vo =SQRT(9.81*ho^3*Br^2) if yc considered

A45

Pushpa Chitrakar: he = ho + vo^2/2g

C45

Pushpa Chitrakar: Qu u/s = Qo u/s - Qdesign

A46

Pushpa Chitrakar: X = =0.00008*b^2 - 0.0097*b + 0.9992

A47

Pushpa Chitrakar: h =2/3*c*he=3/4*Yc(if Yc considered)

C47

Pushpa Chitrakar: h flood = 2/3*c*(ho flood+vo flood^2/2g)

A48

Pushpa Chitrakar: c =0.6*a/d*(COSb)^1.5

A49

Pushpa Chitrakar: L =SQRT(3*Q/(2*c*m*L/B ratio*SQRT(2*9.81*h)))

C50

Pushpa Chitrakar: Q in flood = 2/3*c*m*b*L'*SQRT(2*9.81*h flood)

A51

Pushpa Chitrakar: b = L/B ratio * L

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


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

A5


B6


A13

Pushpa Chitrakar: Typical values of Manningís n. Type of Channel Manningís n Excavated earth channels Clean 0.022 Gravelly 0.025 Weedy 0.03 Stony, cobbles (or natural streams) 0.035 Artificially lined channels Brass 0.011 Steel, smooth 0.012 Steel, painted 0.014 Cast iron 0.013 Concrete, well finished 0.012 Concrete, unfinished 0.014 Planed wood 0.012 Clay tile 0.014 Brickwork 0.015 Asphalt 0.016 Corrugated metal 0.022 Rubble masonry 0.025 Stonemasonry 0.020 Plastered stone masonry 0.017

A14

Pushpa Chitrakar: Sectional Profiles Semicircular Rectangular Triangular Trapezoidal

A15

Pushpa Chitrakar: Lined canal = vertical Unlined canal * For cuts in fissured rock, more or less disintegrated rock, or tough hardpen 1:0.5 * For cuts in cemented gravel, stiff clay soils. Or ordinary hardpan 1:0.75 * For cuts in firm, gravelyl, clay soilds, or for side hill cross section in average loam 1:1 * For cuts or fills in average loam or gravelly loam 1:1.5 * For cuts or fills in loose sandy loam 1:2 * For cuts or fills in very sandy soil 1:3

A23

Pushpa Chitrakar: Permissible erosionfree velocities: Fine sand =0.3-0.4 Sandy loam =0.4-0.6 Clayey loam=0.6-0.8 Clay =0.8-2.0 Stone masonry =0.8-2.0 Concrete = 1.0-3.0 Vd =r0^(2/3)*SQRT(S)/n

A27

Pushpa Chitrakar: "TRAPEZOIDAL",DEGREES(ATAN(1/N))

A28

Pushpa Chitrakar: S = 1/(1/S)

A29

Pushpa Chitrakar: Total Depth = water depth/diameter + freeboard

A30

Pushpa Chitrakar: Chainage for "DIFFERENT PROJECTS",L + hi For a single project = previous chainage+L + hi

A33

Pushpa Chitrakar: Flow area For sectional profile "SEMICIRCULAR" = PI()* Dr^2/4/2 "TRAPEZOIDAL" = (B+N*D)*D "RECTANGULAR" = D*B "TRIANGULAR" = D*B/2

A34

Pushpa Chitrakar: Top Width T = B+2HN

A35

Pushpa Chitrakar: Perimeter for sectional profile "SEMICIRCULAR" = PI()* D/2 "TRAPEZOIDAL" = B+2*D*sqrt(1+N^2) "RECTANGULAR" =2* D+B "TRIAGULAR" = 2*D*sqrt(1+N^2)

A36

Pushpa Chitrakar: Hydraulic radius r = A/P

A37

Pushpa Chitrakar: Calculated flow Qc = A*r^(2/3)*S^0.5/n

A38

Pushpa Chitrakar: FB cal <= FB provided

A39

Pushpa Chitrakar: Velocity V = Q/A

A40

Pushpa Chitrakar: To ensure stable and uniform flow in a long canal, the velocity should be less than 80% of the Vc = sqrt(A*g/T)

A41

Pushpa Chitrakar: Headloss hl =S*L+di

A42

Pushpa Chitrakar: Total headloss Hl =hl previous + hl

A43

Pushpa Chitrakar: Critical dimeter d crit =11000*ro*S

A47

Pushpa Chitrakar: Ao = Qd /Vo

A50

Pushpa Chitrakar: Hydraulic radius (ro) for optimum canal "SEMICIRCULAR" = 0.4*SQRT(A) "TRAPEZOIDAL",0.5*SQRT(SIN(PI()*N/180)*A/(2-COS(PI()*N/180))) "RECTANGULAR/TRAINAGULAR" = 0.35*SQRT(A)))

A51

Pushpa Chitrakar: Depth (D) "SEMICIRCULAR" = 4*ro "TRAINGULAR" = 2.8*ro "RECTANGULAR/TRAPEZOIDAL = 2*RO

A52

Pushpa Chitrakar: Qd FB <=0.2 0.2 <=0.5 0.3 >0.5 0.4 MHP: MIN(0.5*water depth, 0.3)

A53

Pushpa Chitrakar: Total depth Ho = Do + FBo

A54

Pushpa Chitrakar: Channel width Bo "SEMICIRCULAR" = 2*Do "RECTANGULAR" = 4*ro "TRAINGULAR" = 5.7*ro "TRAPEZOIDAL" = 4*ro/SIN(PI()*N/180)

A56

Pushpa Chitrakar: Headloss hl =S*L+di

A57

Pushpa Chitrakar: Total headloss Hl =hl previous + hl

A58

Pushpa Chitrakar: Critical dimeter d crit =11000*ro*S

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)

A5


B6


G18

Entrance no &K losses 1 hooded = 1.0 2 Inward projecting pipe = 0.8 3 Sharp cornered = 0.5 4 Slightly rounded = 0.2 5 Bell mouth = 0.04

G19

Pushpa Chitrakar: K bend 90 deg & r/d(K) 1(0.75), 2(0.5), 3(0.3), 5(0.3) 1.5(0.45 Mitred) 45deg 0.75 of 90deg and 20deg 0.5 of 90deg

G24

K bend 90 deg & r/d(K) 1(0.75), 2(0.5), 3(0.3), 5(0.3) 1.5(0.45 Mitred) 45deg 0.75 of 90deg and 20deg 0.5 of 90deg

A27

K valves Sperical 0 Gate 0.1 Butterfly (t/d = 0.2) 0.3

A28

Pushpa Chitrakar: Enter zero for standard UTS or input non standard UTS value. Type Ultimate Tensile Strength (UTS) UTS IS steel 410 Ungraged steel 320 PVC 45 HDPE 27

A31

Pushpa Chitrakar: tmin by ASME tmin = (2.5*dm+1.2)mm

A40

Pushpa Chitrakar: Tentative temperatures for Nepalese conditins: Tmax = 40 T min =4 or zero T installation = 20

A51

Pushpa Chitrakar: K bend=FORECAST(B28,0.5,0.75,1,20,45,90) *Bending Coeff r/d Bending Coeff 1 0.6 2 0.5 3 0.4 5 0.3 1.5 0.45 At 45deg 0.75 of 90deg and at 20deg 0.5 of 90deg

G51

Pushpa Chitrakar: Valve K valve BUTTERFLY 0.3 GATE 0.1 SPHERICAL 0.0

G52

Pushpa Chitrakar: K exit = 1.0 for exit loss.

G54

Pushpa Chitrakar: K total = sum of all Ks.

A57

Pushpa Chitrakar: Pipe area A = d^2*22/28

A58

Pushpa Chitrakar: R = d/4

G58

Pushpa Chitrakar: D/S invert level = u/s inert level - htot

A59

Pushpa Chitrakar: V = Q/A

A60

Pushpa Chitrakar: Relative roughness = ks/d ks steel = 0.1 (1 for old) ks others = 0.01 (.1-0.06 for welded)

G60

Pushpa Chitrakar: hf = (f*L*V^2)/(8*9.81*R)

A61

Pushpa Chitrakar: Relative roughness = ks/d ks steel = 0.1 (1 for old) ks others = 0.01 (.1-0.06 for old)

G61

Pushpa Chitrakar: h fit = (K*V^2)/(2*9.81)

A62

Pushpa Chitrakar: Re =V*d/Vk Vk of water at 15 deg = 1.14*E-6 m2/s

A63

Pushpa Chitrakar: Re Flow type <2000 laminar 2000-4000 Transitional >4000 Turbulent

G63

Pushpa Chitrakar: h tot = hf+hfit+h trashrack

A64

Pushpa Chitrakar: f Laminar= 64/Re f non laminar = iteration of a=sqrt(1/f) = -2*LOG(B84/3.7+2.51/B85*B147) On Error, go to L65 and press F2 and enter

G64

Pushpa Chitrakar: % h loss = htot/Gross head <=0.05

A65

Pushpa Chitrakar: After installing penstocks from the d/s anchor block, the expansion joints at: d/s of anchor block #, which is structurally combined with forebay wall. d/s of all anchor blocks except the lowest one. d/s of burried to exposed section with a supporting structure NOT d/s of the lowest anchor block to transfer forces from valves and turbines to the lowest anchor block and NOT to the turbine foundation.

A67

Pushpa Chitrakar: dL th = a*(Tmax-Tmin)*L dL rec = 2*dL th dl exp = a*(Tmax-Tinst)*L dl con = a*(Tinst-Tmin)*L

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

A5


B5

Pushpa Chitrakar: BLUE cells are mandatory inputs and RED cells are optional inputs.

B6


I12

Pushpa Chitrakar: V = Q FI (sec) C max assuming 100% trap efficiency (conservative side) V=(Qtotal)*(FI*3600)*Cmax/G*S

I14

Pushpa Chitrakar: The inlet length and straight canal length=5(B-Bc)+10Bc. The inlet length for pipe does not need the conduit to be straight. Hence, pipe is recommended if space constraint is a limit.

D15

Pushpa Chitrakar: Total discharge =(Design discharge+flushing)/number of basins

D18

Pushpa Chitrakar: Standard Particle Fall velocity w (m/s) @ 10, 15 & 20deg size d (mm) (Fig: 2.2, SE p: 25) 0.10 0.006 0.007 0.008 0.15 0.015 0.015 0.016 0.20 0.020 0.022 0.025 0.25 0.030 0.031 0.033 0.30 0.035 0.037 0.040 0.40 0.050 0.055 0.060 0.50 0.067 0.071 0.075

D22

Pushpa Chitrakar: Surface area / basin =-(Qtotal)/w*LN(1-neff)

D23

Pushpa Chitrakar: v = a sqrt(d), where a = 0.44 for 0.1<d<1mm a = 0.36 for d>1mm

J24

Pushpa Chitrakar: Generally 150% of Qd

D26

Pushpa Chitrakar: Design discharge per basin =(Design discharge+flushing)/number of basins

D27

Pushpa Chitrakar: Bmax =4.83*Qi^0.5

I29

Pushpa Chitrakar: This length should be more than the spillway length if provided. Input 0 for automatic calculation.

D31

Pushpa Chitrakar: Maximum of L=FI/B/N & L =4xB

I31

Pushpa Chitrakar: Straight outlet transition is only needed for canals. Lstraight 2=5*(Bi-Bc2)/2 For MHP 1:2.5 is recommended

D32

Pushpa Chitrakar: Gravel trap 1: 1.5 to 2 Aspect ratio should be within 4 to 10. AR=L/B

I32

Pushpa Chitrakar: Head over outlet weir h overtop =(Qi/1.65/B)^(2/3) 1.65 is the discharge coeff

D33

Pushpa Chitrakar: Hmin=Qi/B/Vt

I33

Pushpa Chitrakar: Approach inlet velocity vi1 =Qi/(hc1*Bc1)

D34

Pushpa Chitrakar: Ai =Hmin*B

I34

Pushpa Chitrakar: Approach outlet velocity vi2 =Qi/(hc2*Bc2)

D35

Pushpa Chitrakar: Pi =2*Hi+B

I35

Pushpa Chitrakar: 1/EGL during operation 1/So =1/(Vt/M/Ri^(2/3))^2

D36

Pushpa Chitrakar: Ri = Ai/Pi

I36

Pushpa Chitrakar: d50 =11*Ri*So*1000

D37

Pushpa Chitrakar: NWL @ basin=Hs+Hi (sediment + water)

I37

Pushpa Chitrakar: A function that do goal seek =YDEPTH(Qi,M,1/S,B)

D38

Pushpa Chitrakar: Inlet trasient length is kept at 1:10. Ltr1 =5*(Bi-Bc1) For MHP it is 1:5 is recommended.

I38

Pushpa Chitrakar: d50f =11*(yfi*B/(2*yfi+B))^(2/3)*1/Sb*1000

D39

Pushpa Chitrakar: Straight approach is only needed for canals and is equal to 10*canal width Lstraight =10*Bc1

I39

Pushpa Chitrakar: Length of an Ideal Basin Maximum of L=4xB L=Q/B/w

A42

Pushpa Chitrakar: Discharge coeff is taken as 1.6 because it is sharp crested weir type. The top level of the pipe is fixed at 0.05m above the normal water to save undesired spilling.

D43

Pushpa Chitrakar: Flushing pipe diameter for (sharp weir) flood d1= Qf/N/(1.9*PI()*hflood^1.5 di is limited to 2 numbers of 500mm dia or else an error message is generated. Hflood is taken as FB cal - h crest above NWL.

I43

Pushpa Chitrakar: Flushing pipe diameter for (sharp weir) load rejection d2= Qi/(1.9*PI()*hflood^1.5 di is limited to 2 numbers of 500mm dia or else an error message is generated. Hflooc is taken as FB cal-.05-h crest avobe NWL

D47

Pushpa Chitrakar: Freeboard FB cal > FB provided

I47

Pushpa Chitrakar: Spillway L Qf-Qd=Abs(Qf/N-Qi)/Cd/hovertop^1.5

D48

Pushpa Chitrakar: Spillway h overtopping =50%*FB-h crest above NWL

I48

Pushpa Chitrakar: Spillway L Qi = Qi/Cd/hovertop^1.5

D49

Pushpa Chitrakar: Spillway L Qf =Qf/N/Cd/hovertop^1.5

I49

Pushpa Chitrakar: Spillway L Qf-Qd=Abs(Qf/N-Qi)/Cd/(2*hovertop-.05)^1.5

I52

Pushpa Chitrakar: Qf pipe =n1*d1*1.9*PI()*(FB cal-NWL crest-0.05)^1.5

I53

Pushpa Chitrakar: L spillway with pipe =(Qf/N-Qf pipe)/Cd/h overtop^1.5

D57

Pushpa Chitrakar: H overtop Qf-Qd =(Qf/N/(1.9*PI()*n1*d1+Cd*L Qf_Qpipe))^(2/3)

I57

Pushpa Chitrakar: h overtop =(Q1/(1.9*PI()*n1*d1+Cd*Ls))^(2/3)

D58

Pushpa Chitrakar: Q pipe =1.9*PI()*n1*d1*hovertop^1.5

I58

Pushpa Chitrakar: Q d1 =1.9*PI()*n1*d1*hovertop^1.5

D59

Pushpa Chitrakar: Qspillway =Cd*Ls*hovertop^1.5

I59

Pushpa Chitrakar: Qs =Cd*Ls*hovertop^1.5

D63

Pushpa Chitrakar: Flushing diameter =(Qflushing%*4*Qi/(PI()*Cd*SQRT(h NWL+h flush)))^0.5 For other section Qflushing%*Qi=Cd*A*SQRT(h NWL+h flush)

D64

Pushpa Chitrakar: flushing diameter empty =(4*Qi/(PI()*Cd*SQRT(h flush)))^0.5 For other section Qi = Cd*A*SQRT(h flush) Depth of water during flushing yfi may be added to h flush for more accurate resulst. This is considered as a safety factor in this case

J64

Pushpa Chitrakar: Refer to Norwegian Rules and Regulations of Dam Construction. Q is free flow the gate opening is two third of the water depth behind the gate. Q otherwise is a pressure flow.

A67

Pushpa Chitrakar: Sluice gate is expensive. It is rarely used in MHP with P< 50kW.

D71

Pushpa Chitrakar: A gate = B*H

D72

Pushpa Chitrakar: h cg gate =NWL-Hgate/2

D73

Pushpa Chitrakar: Coeff of static friction (1.5*mu for metal on metal) Steel on bronze 0.45 Steel on steel 0.60 Wood on metal 1.00 Wood on wood 1.10 Rubber on wood 1.10

D74

Pushpa Chitrakar: Lifting force F =Wgate+1000*mu*A*hcg

H80

Pushpa Chitrakar: Enter the gate height H and press the Calculate Gate Rating Curves

G85

Pushpa Chitrakar: h sub = 1.5*V^2/2/g

G86

Pushpa Chitrakar: h pipe = greater of penstock dia of 300mm

G87

Pushpa Chitrakar: If bell mouth is provided, increase the opening as required (bell mouth dia -pipe dia).

G92

Pushpa Chitrakar: d air vent =SQRT(Qtotal*1000*SQRT(FS/E*(dpenstock*1000/te)^3)) Provide moninal (e.g. 25 to 50mm dia) if gate/valve is not provided.

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

A5


B6


G20

K valves Sperical 0 Gate 0.1 Butterfly (t/d = 0.2) 0.3

A21

Pushpa Chitrakar: Total # of jets for Pelton units. # of units for CF.

G23

Pushpa Chitrakar: Enter zero for standard UTS or input non standard UTS value. Type Ultimate Tensile Strength (UTS) IS steel 410 Ungraged steel 320 PVC 45 HDPE 27

G27

Pushpa Chitrakar: Entrance no &K losses 1 hooded = 1.0 2 Inward projecting pipe = 0.8 3 Sharp cornered = 0.5 4 Slightly rounded = 0.2 5 Bell mouth = 0.04

G28

Pushpa Chitrakar: If a gate and air-vent are provided in the beginning of the penstock, 1. the minimum thickness for negative pressure has to be considered 2. The air-vent diameter has to be considered to kill the negative pressure or else the nominal air-vent diameter to release air bubbles has to be considered.

G29

Pushpa Chitrakar: K bend 90 deg & r/d(K) 1(0.75), 2(0.5), 3(0.3), 5(0.3) 1.5(0.45 Mitred) 45deg 0.75 of 90deg and 20deg 0.5 of 90deg

A32

K bend 90 deg & r/d(K) 1(0.75), 2(0.5), 3(0.3), 5(0.3) 1.5(0.45 Mitred) 45deg 0.75 of 90deg and 20deg 0.5 of 90deg

E36

Pushpa Chitrakar: tmin by ASME tmin = (2.5*dm+1.2)mm

A42

Pushpa Chitrakar: Tentative temperatures for Nepalese conditins: Tmax = 40 T min =4 or zero T installation = 20

G47

Pushpa Chitrakar: Min Submergence based on penstock details, hmin =dia*(1+2.3*velocity/SQRT(9.81*dia)) Mostly used in SHP and large HP.

H47

Pushpa Chitrakar: Min. Submergence h min based on kinetic velocity, most is used in MHPs Lmin=1.5*v^2/9.81/2

B50

Pushpa Chitrakar: K total = sum of all Ks.

A52

Pushpa Chitrakar: K bend=FORECAST(B28,0.5,0.75,1,20,45,90) *Bending Coeff r/d Bending Coeff 1 0.6 2 0.5 3 0.4 5 0.3 1.5 0.45 At 45deg 0.75 of 90deg and at 20deg 0.5 of 90deg

G52

Pushpa Chitrakar: Valve K valve BUTTERFLY 0.3 GATE 0.1 SPHERICAL 0.0

G53

Pushpa Chitrakar: K taper = 0.06 if taper

G54

Pushpa Chitrakar: K exit = 1.0 for exit loss.

A58

Pushpa Chitrakar: Pipe area A = d^2*22/28

A59

Pushpa Chitrakar: R = d/4

G59

Pushpa Chitrakar: D/S invert level = u/s inert level - htot

A60

Pushpa Chitrakar: V = Q/A

A61


G61

Pushpa Chitrakar: hf = (f*L*V^2)/(8*9.81*R)

A62


G62

Pushpa Chitrakar: h fit = (K*V^2)/(2*9.81)

A63

Pushpa Chitrakar: Re =V*d/Vk Vk of water at 15 deg = 1.14*E-6 m2/s

A64

Pushpa Chitrakar: Re Flow type <2000 laminar 2000-4000 Transitional >4000 Turbulent

G64

Pushpa Chitrakar: h tot = hf+hfit+h trashrack

A65

Pushpa Chitrakar: f Laminar= 64/Re f non laminar = iteration of a=sqrt(1/f) = -2*LOG(B84/3.7+2.51/B85*B147)

G65

Pushpa Chitrakar: % h loss = htot/Gross head <=0.05

A67

Pushpa Chitrakar: Material E STEEL 200000 PVC 2750 HDPE 2150

G67

Pushpa Chitrakar: Type Ultimate Tensile Strength (UTS) IS steel 410 Ungraged steel 320 PVC 45 HDPE 27

G68

Pushpa Chitrakar: Htotal =Hs+Hg

G69

Pushpa Chitrakar: t effective for rolled welded steel = t/1.32-Life/10 t effective for welded steel = t/1.1-Life/10 t effective for steel = t/1.2-Life/10 t effective for others = t

A70

Pushpa Chitrakar: hnet = hgross - h loss

G70

Pushpa Chitrakar: te min for -ve pressure & burrid = d*(2*0.1/2/E)^0.33 te min for -ve pressure & open = d*(4*0.1/2/E)^0.33)

A71

Pushpa Chitrakar: Wave velocity a =1440/(SQRT(1+(2150*d/E/t)))

G71

Pushpa Chitrakar: Check of minimum thickness is applicable only if a gate and an air ve-vent pipe are considered. te provided > te min for -ve pr

A72

Pushpa Chitrakar: Critical time <= Closure time Tc =2*2*L/a

G72

Pushpa Chitrakar: Factor of Safety S =200*te*UTS/Htotal/d S HDPE >=1.5 S others >=3.5

A73

Pushpa Chitrakar: K crossflow =(L*V/9.81/Hg/T)^2 The effect of having more than one units of CF ? For Simplycity, Hsurge = Hsurge/no of units.

A74

Pushpa Chitrakar: Hsurge Hs Pelton =a*V/(9.81*nj) Hs Crossflow = (K/2+SQRT(K+K^2/4))*Hg)

G74

Pushpa Chitrakar: Nominal air-vent dia (50mm) if a gate in the beginning is not provided. d air vent =SQRT(Qi*SQRT(10/E*(d/te)^3))

A75

Pushpa Chitrakar: Hs instanteneous closure of CF is not used for calculations. Hs inst =a*V/9.81

C76

Pushpa Chitrakar: =lpipe(D66,$D$10,$C$29,H67)

G76

Pushpa Chitrakar: Since the surge head is independent of the length of the pipe, SF1/SF0= (hst0+hs)/(hst1+hs)

A79

Pushpa Chitrakar: Turbine efficiency Pelton = 75% Crossflow = 65%

G79

Pushpa Chitrakar: P ESAP =Qd*9.81*Hg/1000*0.5

A80

Pushpa Chitrakar: Shaft Power P shaft =Qd*9.81*hnet*neff/1000 P shaft for no direct coupling P shaft *0.95

G80

Pushpa Chitrakar: P for hnet Pelton =Qd*9.81*hnet/1000*0.6 P for hnet Crossflow =Qd*9.81*hnet/1000*0.5

A81

Pushpa Chitrakar: P reqd turbine =P shaft *1.1

A83

Pushpa Chitrakar: After installing penstocks from the d/s anchor block, the expansion joints at: d/s of anchor block #, which is structurally combined with forebay wall. d/s of all anchor blocks except the lowest one. d/s of burried to exposed section with a supporting structure NOT d/s of the lowest anchor block to transfer forces from valves and turbines to the lowest anchor block and NOT to the turbine foundation.

A85

Pushpa Chitrakar: dL th = a*(Tmax-Tmin)*L dL rec = 2*dL th dl exp = a*(Tmax-Tinst)*L dl con = a*(Tinst-Tmin)*L

Forces on Anchor Block Block # & type 2 Convex

Small Hydropower Promotion Proje Spreadsheet by Mr Pushpa Chitrakar


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

A5


C6


B14

Pushpa Chitrakar: Saddle spacing is mandatory while saddle number is optional. If the number is provided F2 will be calculated based on this number.

B16

Pushpa Chitrakar: These values are used if vertical angles are not provied.

B20

Pushpa Chitrakar: These values are used if provided. Clockwise angles +ve.

B55

Pushpa Chitrakar: For Microhydropower projects, 2D bend with identical upstream and downstream diameter is considered. For 3D (i.e., both horizontal and vertical bends) bends, forces have to resolved into three mutually perpendicular planes.

B61

Pushpa Chitrakar: Lu is currently considered having EJ. Ld =L d/s mid of pipe-saddle (if d/s EJ exist)

B93

Pushpa Chitrakar: Upstream reducer should be downstream of upstream expansion joint if any. Downstream reducer should be upstream of downstream of expansion joint if any.

Anchor Block StabilitySmall Hydropower Promotion Proje Spreadsheet by Mr Pushpa Chitrakar


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

)

'

A5


C6


I34

Pushpa Chitrakar: Factor of safety of 1.5 is considered.

B36

Pushpa Chitrakar: Force due to upstream earth pressure is included (optional).

B37

Pushpa Chitrakar: Forces due to earth pressure and weight of anchor block (optional)

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

B5

Pushpa Chitrakar: Project Name Input blank or Different Projects

B6


A23

Pushpa Chitrakar: Sp Speed (no gear)=rpm*SQRT(1.4*P kW/N tur)/Hn^(5/4)

C23

Pushpa Chitrakar: Sp Speed (gear)=Sp Speed (no gear)* Gear at Turbine/Gear at Generator

A24

Pushpa Chitrakar: Pelton=IF(OR(Sp<12*SQRT(ns),Sp>30*SQRT(ns)))

A30

Pushpa Chitrakar: Jet velocity (m/s) for Pelton vj = cd*sqrt(2*g*ht), cd = 0.96

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

B5


B6


C12

Pushpa Chitrakar: 1 for only resistive lighting bulbs (no CPL), 0.8 otherwise

C13

Pushpa Chitrakar: Generators are generally oversized up to 30%.

A14

Pushpa Chitrakar: overall plant efficiency = 50%

C15

Pushpa Chitrakar: Selection of Generator Size of scheme Type of generator Phase Up to 10kW Both Single/Three 10 - 25kW Both Three >25kW Sychronous Three Note: Induction generator rating should not exceed 80% of the electrical motor rating.

C16

Pushpa Chitrakar: 25% oversized as per ESAP guidelines

A17

Pushpa Chitrakar: ELC correction factor of 0.83

C17

Pushpa Chitrakar: 70% over rated as per ESAP guidelines

A19

Pushpa Chitrakar: Input zero to use standnard.

A20

Pushpa Chitrakar: The capacitor can either be delta or star connection. For a star connected capacitor, the capacitance is three times the capacitance for a delta connected capacitor.

A23

Pushpa Chitrakar: As per MGSP Pe = 9.81*n*Q*Hg

A27

Pushpa Chitrakar: Generator Capacity = 1.3*Pe/(pf*Tf*Af*ELCf)

C27

Pushpa Chitrakar: If the information on the capacity can be obtained from the manufacturers, enter the actual capacity or else input 0. In case of induction generators, the electrical output power when generating should not exceed the electrical input power when motoring so that the windings are used to their full capacity but without being overloaded (Gpe =< Mpe).

A28

Pushpa Chitrakar: Synchronous rpm Ns = 120*f/P

C28

Pushpa Chitrakar: rotational speed = Ns *(1+(Ns-N)/Ns)

C30

Pushpa Chitrakar: 20% more than the installed capacity

C31

Pushpa Chitrakar: In case of ELC-Extension for Pe>=50kW: 40% is taken as the fixed load. 60% is taken as the ballest load. Excitation Capacitance = 1000*Pe*SIN(ACOS(pf))/ (3*V^2*pf*2*pi*f*n motor)

A33

Pushpa Chitrakar: Synchronous 230V if single phase, 400V if 3-phase Induction 220V if single phase, 380V if 3-phase

C33

Pushpa Chitrakar: Rated current I for cable and MCCB I=Generator size /1phase V/pf pf if induction

A35

Pushpa Chitrakar: MCCB Rating 1-phase: Pe/(V*pf) 3-phase: Pe/(V*1.732*pf)

C35

Pushpa Chitrakar: 25% oversized

A38

Pushpa Chitrakar: Cable rating = OR factor * Rated current

Turbine and Generator Machine FoundationSmall Hydropower Promotion Project (SHPP)/GTZ Spreadsheet by Mr Pushpa Chitrakar


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

)

A5


B6


C44

Pushpa Chitrakar: Turbine axis parallel to flow eg, axial turbine and other turbine with belt drive.

D44

Pushpa Chitrakar: Turbine axis perpendicular to flow, eg. X-flow, Pelton, Francis turbines directly coupled to turbine shaft.

D48

Pushpa Chitrakar: LA yy is conservative but safe

C54


D54


C61


D61


C67


D67


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

A1

Pushpa Chitrakar: Basic Assumptions: 1. Inductance effect is neglected as the load is assumed as resistive. 2. Balanced load is considered in case of 3-phase, i.e., neutral wire carries no current.

A5


C6


M14

Pushpa Chitrakar: Add the respective cable lengths of neutral cable in 3-phase system

H15

Pushpa Chitrakar: ACSR Codes Type Resistance/km 1 Squirrel 1.347 2 Gopher 1.098 3 Weasel 0.9116 4 Rabbit 0.5449 5 Otter 0.3434 6 Dog 0.2745

L15

Pushpa Chitrakar: The first line of each branch is the previous node voltage (V). Phase Current (A) 3-phase Power*1000/(1.732*V) 1-phase Power*1000/V Power factor of 0.8 is considered.

M15

Pushpa Chitrakar: Phase Voltage drop 3-phase 1.732*I*Z*L 1-phase 2*I*Z*L

O15

Pushpa Chitrakar: Increase the ACSR code by 1 if voltage drop exceeds 10%.

T15

Pushpa Chitrakar: Impedence = Sqrt(Resistance^2+Reactance^2)

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)

A5


B5

Pushpa Chitrakar: BLUE cells are mandatory inputs and RED cells are optional inputs.

B6


E16

Pushpa Chitrakar: Time 0 5 and Load 92 means the load of 92 kW from 0:00 (mid-night) to 5:00am

E19

Pushpa Chitrakar: *100% of Commtted load & 50% of probable business load has been considered

C20

Pushpa Chitrakar: Domestic lighting tariff (Rs/W/month)

G77

Pushpa Chitrakar: Only 50% of the income is considered

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

C6


F29

Pushpa Chitrakar: According to Appraisal Institute of America (AAI), NPV is the difference between the present value of positive cash flows and the present value of negative cash flows. Excel's NPV function assumes that the first cash flow is received at the end of the first period. This differs from the assumptions made be most financial calculators. Therefore, following procedures should be adopted to adhere to the actual definition: * Treat the number of periods as point in time rather than the time period between points. * Always include a point 0, even if cash flow donot arise until the end of period 1 (Point 1). *Use a formula like the one shown here to include the Point 0 cash flow: =NPV(Rate, Range)*(1+Rate)

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

A3

Pushpa Chitrakar: Input blank or Different Projects

Payment of a loanSmall Hydropower Promotion Project (SHPP)/GTZ Spreadsheet by Mr Pushpa Chitrakar



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

A3


Actual vs AEPC Power (Pe-kW)Small Hydropower Promotion Project (SHPP)/GTZ Spreadsheet by Mr Pushpa Chitrakar



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

A3


Spillway Lengths (m)Small Hydropower Promotion Project (SHPP)/GTZ Spreadsheet by Mr Pushpa Chitrakar



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

A3


Friction Factor (f) & Net headSmall Hydropower Promotion Project (SHPP)/GTZ Spreadsheet by Mr Pushpa Chitrakar



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

A3


Voltage Drop

Small Hydropower Promotion Project (SHPP)/GTZ Spreadsheet by Mr Pushpa Chitrakar



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)

A3


B15

Pushpa Chitrakar: =ROUND(IF(OR(AND(B49=11,B48=11),AND(B49=1,B48=1),AND(B48=3,B49=3)),B45-ROUND(B51*B44*B50*IF(B48=1,2, SQRT(3)),1),IF(AND(B49=1,B48=3),B45/SQRT(3)-ROUND(B51*B44*B50*IF(B48=1,2, SQRT(3)),1))),1)

List of ReferencesSmall Hydropower Promotion Project (SHPP)/GTZ

1

2

3

4

5

6

7

8

9 Americal Society of Civil Engineer (ASCE), Sediment Transportation.

10

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.

micro hydro design aids

Documents

grid support

pipe roughness

critical velocity

headloss hl

friction factor

channel depthdiameter

pushpa chitrakar

critical dia