ConductivityDischarge Measurement by Conductivity
MeterDischarge Measurement by Conductivity Meter: Banchugad MHP
Project, KalikotDate= 2008/4/16, 11deg C, , HANNA Instruments (HI
933000), Iyoo Noon, k=1.8, Ave. Discharge = 453.89 l/sSalt =400gm,
A eff =1560Salt =1580gm, A eff =6245Salt =1795gm, A eff =7265Salt
=0gm, A eff =0ProjectBanchugad MHP Project, KalikotMeterHANNA
Instruments (HI 933000)SaltIyoo NoonWater temp:11 deg
CDate:16-Apr-08Given k1.8Time intervals5 secSalt Const.
(k)1.8000Wt. of Salt400 gm1580 gm1795 gm0 gmNr of
data70911060Baseline conductivity2524240Sum of
readings2062343339970Effective Area1560624572650Discharge462 l/s455
l/s445 l/s0 l/sAverage Discharve454 l/sTimeReading 1Reading
2Reading 3Reading
402524245262425102724251528242620292427253024293031243035322432403225334533283750343439553441426034494565355448703560497535685180357052853473549034765595347656100337458105337358110337058115327058120326859125326458130326458135316157140315857145315656150315456155315255160315054165304853170304752175304652180304451185294350190294149195294048200294048205293947210293846215283745220283644225283544230283543235283442240283342245283341250273240255273239260273139265273138270273037275263037280262936285262936290262935295262935300262834305262834310262834315262733320262733325262732330262732335252732340252631345252631350263135526303602630365263037026303752629380252938525293902529395252840025284052528410252841525274202527425252743025274352527440252744525274502527455264602646526470264752648026485264902649526500265052651025515255202552525
HydrologyHYDROLOGICAL CALCULATIONS FOR UNGAUGED MHP RIVERSMIP
RegionQ messured on dateQ measured inProject:Banchugad MHP Project,
Kalikot11JanuaryINPUT22FebruaryRiver name :Banchugad
Khola33MarchLocation :Chilkhaya VDC 9, Kalikot44AprilMeasured flow
for MIP method l/s:45455MayMonth and day of flow
measurement:April2266JuneMIP region (1 -7) :177JulyArea of basin
below 3000m elevation A3000 km2 :1.58AugustTurbine discharge Qd
l/s:206PRE-CALCULATIONS9SeptemberWater losses due to
evaporation/flushing/seepage % :10%GRAPH TITLES10OctoberDownstream
water release due to environmental reasons % :10%Long Term Average
Annual Hydrograph of Banchugad Khola river, Banchugad MHP Project,
Kalikot11NovemberMonthsJanFebMarAprMayJunJulAugSepOctNovDec12DecemberMIP
flows793.398595.049429.757330.583859.5151983.4954793.4478264.5635454.6122644.6601355.3881024.80613OUTPUTQturbine
MGSP20620620620620620620620620620620620614Q design =206 l/s with
12-month
exceedence261.95261.95261.95261.95261.95261.95261.95261.95261.95261.95261.95261.9515MIP
monthly average dischargeHydest Flood FlowsQ as per MGSP =206 l/s
with 12-month
exceedence261.95261.95261.95261.95261.95261.95261.95261.95261.95261.95261.95261.9516FLOOD
FLOW CALCULATION17Month@ riverTo plantReturn Period (yrs)Flood
Discharge (m3/s)RATIO OF Q2/Q100
COEF18January793.40261.95DailyInstantaneous0.656436037719February595.05261.9521.9524.1970.826105677220March429.76261.95205.74716.33416.333805287521April330.58261.951008.98728.66922May859.51261.9523June1983.50261.95Discharge
(l/s)DesignedAs per MGSPMIP Mid month flow
calculaton24July4793.45261.95Qturbine206.000206.000Mid flow coeff
after April in region 12.6025August8264.56261.95Q
diverted228.889228.889Mid flow coeff of April in region
11.0026September5454.61261.95Q losses22.88922.889Flow coeff
correction in the middle of April in region
11.3727October2644.66261.95Q
release33.05833.05828November1355.39261.95Q required @
river261.947261.947Non-dimensional regional
hydrographs29December1024.81261.95Q exceedence
(month)1212MonthRegionsMIP Flow l/sRegional data for GraphError of
+10%Error of -10%30Annual
av2377.439261.9470.0000.000123456731December3.103.033.753.443.332.575.00January2.402.242.712.592.422.033.30793.3982.402.642.16February1.801.701.881.881.821.622.20595.0491.801.981.62March1.301.331.381.381.361.271.40429.7571.301.431.17April1.001.001.001.001.001.001.00330.5831.001.10.9May2.601.211.882.190.912.573.50859.5152.602.862.34June6.007.273.133.752.736.086.001983.4956.006.65.4July14.5018.1813.546.8911.2124.3214.004793.44714.5015.9513.05August25.0027.2725.0027.2713.9433.7835.008264.56325.0027.522.5September16.5020.9120.8320.9110.0027.0324.005454.61216.5018.1514.85October8.009.0910.426.896.526.0812.002644.6608.008.87.2November4.103.945.005.004.553.387.501355.3884.104.513.69December3.103.033.753.443.332.575.001024.8063.103.412.79January2.402.242.712.592.422.033.30
SideIntakeSide Intake with orifice DesignBanchugad MHP
Project, KalikotTrashrack CoeffCross sectionkFlat2.4Round/Rounded
front1.8Tipped back1.7Both end rounded1.0Tipped section0.8No
Trashrack0Spillway Profiles and Discharge
coeffProfilesCoeffTrashrack calculationsBroad; sharp
edges1.5InputOutputBroad; round edges1.6Trashrack coeffieient
kt2.4round overfall1.9Bar thickness t mm4.00Headloss due to
friction hf m0.0023sharp edged2.1Clear spacing of bars b
mm25.00Headloss due to bends hb m0.0044rounded2.2Approach velocity
Vo m/s0.50Headloss coeff K0.5226roof-shaped2.3Angle of inclination
from horizontal f deg60.00Total headloss ht m0.0067Flow deviation b
deg20.00Surface area A surface m20.3750Design Discharge Qd
cumec0.077Vertical height h m0.4539Height of trashrack bottom from
river bed ht0.20Trashrack width B m0.72Orifice Calculations for (B
= 2H or provided) rectangular canal downstream of
orificeInputVelocity coeff of orifice cOrificeRiverSharp edged /
roughly finished concrete/masonry0.6Velocity coeff of orifice
c0.6Crest length L m5.000carefully finished aperture0.8Velocity
through orifice Vo m/s1.2Provided Q flood m3/s10.000Manning's coeff
of roughness0.017Q flood m3/s (Q20 for MHP with
Qd>100)16.334Typical values of Mannings n.Downstream submergence
depth hsub m0.050Used Q flood10.000Type of OrificeMannings
nMOrifice height H m0.200Canal & SpillwaySteel,
smooth0.01283.3333333333Height of orifice from canal bed h bot
m0.200Spillway crest height above NWL m0.050Cast
iron0.01376.9230769231Provided water depth in the river hr
(m)0.000Spillway discharge coeff1.6Concrete, well
finished0.01283.3333333333Provided canal width (m)0.500Provided
Freeboard h fb1 m0.300Concrete, unfinished0.01471.4285714286Planed
wood0.01283.3333333333OutputBrickwork0.01566.6666666667Normal
ConditionFloodRubble masonry0.02540Canal witdth d/s of
orifice0.500Critical depth of water at crest yc
m0.742Stonemasonry0.02501/Slope of canal immediately d/s of
orifice2582Flood head at river hf r = hw+yc m1.495Plastered Stone
masnry0.01758.8235294118Depth of water in canal hc m0.450Head
difference dhf1.045Free board in canal h fb m0.300Velocity through
orifice Vof m/s2.716Area of orifice A m20.064Q intake Qf
cumec0.174Width of orifice B m0.321Depth of water at canal (hc f)
m0.451Actual velocity through orifice Vo act m/s1.200Canal width Wc
m0.500SpillwayWater level difference dh m0.204Ls for Qf m (d/s Obs
& 100% hot -50)1.218Water depth in the river hr = hc + dh
m0.654Length of spillway Ls1 for Qf m (d/s Obs)2.465Height of weir
(hw = hr+0.1) m0.754Length of spillway Ls2 for Qf-Qd m2.752Spillway
overtopping height h overtop m0.125Designed spillway length Ls
m2.752
Pushpa Chitrakar:Q measurement methodsBucket collection <
Weir >Salt dilution10lps < Q >30lps
Pushpa Chitrakar:Q available = Qdesign + 10% environmental
release/weir losses +5% conveyance losses.
Pushpa Chitrakar:A3000 should be zero if the flood calculation
is not needed.
Pushpa Chitrakar:BLUE cells are mandatory inputs
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.
Pushpa Chitrakar:The design discharge for structures from
intake to forebay (intake, headrace, gravel trap, settling
basin).
Pushpa Chitrakar:The discharge that should be available in the
river. This discharge is also used for Q exceedence
calculations.
Pushpa Chitrakar:Q April = Q messured /C from the
non-dimensional hydrograph on the same date.Q other = Q April * C
other from the non-dimensional hydrograph
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 methodsBucket collection < Weir >Salt
dilution10lps < Q >30lps+- 10% tolerance on Qd at power
verification*
Pushpa Chitrakar:MGSP requires that Q turbine =< 85% of
Q11
Pushpa Chitrakar:Velocity coefficient0.6 sharp edged/roughly
finished concrete/ masonry0.8 carefully finished aperture
Pushpa Chitrakar:1.0 w/o trashrack to avoid bedload. 1.5
max
Pushpa Chitrakar:Recommended value for Nepalese
microhydro.
Pushpa Chitrakar:hf = kt * (t/b)^(4/3) * (Vo^2/2/g) * sin
f
Pushpa Chitrakar:hb = Vo^2 /2/g * sin b
Pushpa Chitrakar:K = (hf + hb)/(Vo^2/2g)
Pushpa Chitrakar:H = hf + hb
Pushpa Chitrakar:S = 1/K1 * (t+b)/b * Q/Vo * 1/sin fK1 = 0.8
for autometic mechanical cleaningK1 = 0.3 for manual cleaningK1 =
0.55 is used as a mean value
Pushpa Chitrakar:h = hr -htSubmerged depth of the
trashrack
Pushpa Chitrakar:B = S/(h/sinf)
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
}^2This is EGL. The bottom slope can vary if a control structure is
present d/s.
Pushpa Chitrakar:If the provided freeboard is more than the
calculated, FB = FB provided Or =IF(Qsqrt(32*a(h/a)^(1/3))
Pushpa Chitrakar:The depth calculated is for uniform
flow.
Pushpa Chitrakar:At the entrance of the rack Critical depth
(steeper rack).Sub-critical flow (flatter rack)
Pushpa Chitrakar:Sectional
ProfilesSemicircularRectangularTriangularTrapezoidal
Pushpa Chitrakar:"TRAPEZOIDAL",DEGREES(ATAN(1/N))
Pushpa Chitrakar:S = 1/(1/S)
Pushpa Chitrakar:Total Depth = water depth/diameter +
freeboard
Pushpa Chitrakar:Chainage for "DIFFERENT PROJECTS",L + hiFor a
single project = previous chainage+L + hi
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
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)
Pushpa Chitrakar:Hydraulic radius r = A/P
Pushpa Chitrakar:Calculated flowQc = A*r^(2/3)*S^0.5/n
Pushpa Chitrakar:FB cal
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