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(2) TechnicalDatasheettobefilledbybidderfor25MLDCapacitySewageTreatmentPlantbasedonSBRt
Jamalpur,Sonipat
Sl.No. Particulars Specifications/Calculations
1.0.0. DESIGNPARAMETERS
1.1.0 Capacity
1.1.1. UltimatePeak
Flow
in
2040
for
MPS
a) Pumpinghours,Hours/Day 24
b) Flowrate,m3/d 35000
c) PeakFactor 2.25
d) Peakflow,m3/d 78750
1.1.2. PeakFlow
a) Pumpinghours,Hours/Day 24
b) Flowrate,m3/d 25000
c) PeakFactor 2.25
d) Peakflow,m3/d 56250
1.1.3. AverageFlow
a) Pumpingduration,hr/day 24
b) Flowrate,m3/d 25000
1.1.4. InfluentSewageCharacteristics
a) pH 6-8.5
b) BOD5,mg/L 200
c) COD,mg/L 360
d) TSS,mg/L 350
e) VSS,mg/L 210
f) Coliform,MPN/100ml 10000000
g) fecalColiform,MPN/100ml 1000000
h) Temperature,C 28i) NH4- Nitrogen, mg/ L 40
j) TKN,mg/L 40
k) NOxNitrogen,mg/L 33.2
l) TPasPO4,mg/L 5
m) SO4 120
n) Alkaliny 320
TreatedeffluentSewageCharacteristics-
1.1.5. secondarytreatment
a) pH 7-7.5
b) BOD5,mg/L 6
c) COD,mg/L 70
d) TSS,mg/L 10
e) Coliform,MPN/100ml 10000
f) TKN,mg/L 5
g) Nitrate,mg/L 5
h) NH4- Nitrogen, mg/ L 1
i) TPasPO4,mg/L 2
j) Residualchlorine,mg/L
TreatedeffluentSewageCharacteristics-
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1.1.6. tertiarytreatment
a) pH 7-8.5
b) BOD5,mg/L 0
c) COD,mg/L 70
d) TSS,mg/L 2
e) Coliform,MPN/100ml 200
f) NitrateNitrogen,mg/L 5g) NOxNitrogen,mg/L 1
h) TPasPO4,mg/L 1
i) Turbidity,mg/L 2
j) Residualchlorine,mg/L 1
1.2.0 FlowRates
1.2.1. Flowfordesignofallinlets&outlets
a) m3/day 56250
b) m3/Hr 2343.75
c) m3/min. 39.06
d) m3/sec 0.651
1.2.2. Flowfordesignofallunits
a) m3/day 25000
b) m3/Hr 1042
c) m3/min. 17.36
d) m3/sec 0.289
1.2.3. FlowfordesignofallunitsofTTP
a) m3/day 25000
b) m3/Hr 1042
c) m3/min. 17.36
d) m3/sec 0.289
2.0.0. MAINPUMPINGSTATION(MPS)
2.1.0 Obligatorylevels,mRL
2.1.1 Invertlevelofsewer,
(a) 1100mmdiaRCCNP3pipeatMPS 212.36
(b) 1000mmdiaRCCNP3pipeatMPS 216.68
2.1.2 NaturalGroundLevel:
(a) AtMPS 222.90
(b) AtSTP 221.50
2.1.3 MPSPlinthlevel,m 223.40
2.1.4 STPPlinthlevel,m 222.00
2.2.0 InletChamber
2.2.1 InletPipe
a) InletPipe,D:m, 2.4
b) Flow,m3/sec 0.911
c) MaximumVelocity,m/s 0.2
2.2.2 Chamber
a) Flow,m3/sec 0.9
b) HydraulicRetentionTime,sec. 15
c) Volume,m3
d) DesiredSWD,m
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e) Lengthofsides,m
Say
f) WidthofSides,m
2.2.3 SluiceGateSizing
a) MaximumFlow,m3/sec
MaximumFlow,m3/sec/Screen
b) MaximumVelocity,m/s 1.2c) Type Rectangular
d) A,Flowsectionalarea,m2
e) B,Width,m
f) D,Depth,m
2.3.0 CoarseScreens 2(1W+1SB)
2.3.1 PeakDesignFlow,m3/sec
MaximumFlow,m3/sec/Screen
2.3.2 MaximumVelocity,m/s
2.3.3 Clearareaofopeningthroughtherack,m2
2.3.4 ClearSpacingofbars,m,formechanicalscreen
formechanicalscreen
2.3.5 WidthofSSflattobeusedforbar,m
2.3.6 Grosssubmergedareaofthescreenwhenhalf clogged, m2
2.3.7 Mechanicalscreen 2(1W+1SB)
a) Submergedc/sareaofscreenwith85
inclination,m2
Maximumvelocityofflowthroughthescreen
b) opening,m/s
c) Widthofthescreen,m
d) Wherein;ne) LiquiddepthinMechanicalscreen,m
2.5.0. OutletWeir
2.5.1. Type. Rectangular
Anotch/weirmaybedefinedasanopeninginonesideofatankorareservoir,likealargeorifice,withtheupstrea
belowtheedgeoftheopening.Sincethetopnotch,abovetheliquidlevel,servesnopurpose,thereforeanotchma
bottomedge&sides.Thebottomedgeoverwhichliquidflowsisknownasstillorcrestofthenotch&theliquidfl
weirisknownasNAPPEorVEIN.Anotchorweirisononesideofthetank,over,whichthewaterisflowing,iss
2.5.1. Heightofthewaterabovestillofthenotch. H
2.5.2. Width/Lengthofthenotch. B
2.5.3. Horizontalstripatadepthhfrom
thewaterlevel dh
2.5.4. Areaofstrip. B*dh
2.5.5. Thehorizontalvelocityofwater
throughthestrip. (2*g*h)^0.5
2.5.6. Letdq. Dischargethroughthestrip.
2.5.7. Coefficientofdischarge. CD
2.5.8. dq CD*B*dh*(2*g*h)^0.5
2.5.9. Thedischargeoverthewholenotch H
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maybefoundbyintegratingthe CD*B*dh*(2*g*h)^0.5
equationasabove. 0
2.3.8 Outletchamber 2.953*CD*B*h^3/2
DesiredSWD,m
WidthofSides,m
LengthofSides,m
2.4.0. RawSewage
Sump
&
pump
house
2.4.1 Wetwell
a) HydraulicRetentionTimeatpeakflow,min 5
b) Capacity,m3/min.
c) Volume,m3
d) SideWaterdepth,m
e) Numberofcompartments 2
f) Length,m
g) Widthofeachcompartment,m
h) Partitiongatesize,m*m
2.4.2 RawSewageLiftingPumps
a) Type. Non-ClogsubmersiblePumps.
b) SpecificGravity 1.05
c) Capacity,m3/hr Quantity
6(4W+1SB+1FP)
2(1W+1SB)
e) Head,m
f) Efficiency,%
g) BKW
h) Motor,KW
i) Maximumsolidhandlingsize,mm 100
3.2.3. MaterialofConsructiona) Casing CI
b) Impellersemiopen CF-8M
c) RotorShaft SS-410
d) FastnersinLiquid SS-410
e) MotorHousing CI
3.2.4. Motors.
a) Type. TEFCSquirrelcageInduction
b) RPM Motor
c) Frequancy 503%Hz
d) Voltage 4156%-10%
e) Insulation Class-F
f) Enclosure IP-68
2.4.3 PipeSizes
Velocity,individualPumpDeliverymps,
a) RisingMainVelocity,m/s
b) Pipesize,m,
c) MaterialofConsruction DI
3.0.0. SEWAGETREATMENTPLANT
3.1.0 StillingChamber
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3.1.1. InletPipe
a) InletPipe,D:m,
b) Flow,m3/sec 0.651
c) MaximimVelocity,m/sec 0.8
3.1.2. Chamber
a) Flow,m3/sec 0.651
b) HydraulicRetentionTime,sec 45c) Volume,m3
d) DesiredSWD,m
e) Widthofsides,m
f) lengthofSides,m
3.1.3 SluiceGateSizingformechanicalscreen
a) MaximumFlow,m3/sec 0.651
b) MaximumVelocity,m/s 0.9
c) Type Rectangular
d) A,Flowsectionalarea,m2
e) B,Width,m
f) D,Depth,m3.2.0 FineScreens
3.2.1 Mechanicalfinescreens 2(1W+1SB)
a) PeakDesignFlow,m3/sec
b) MaximumVelocity,m/s
c) Clearareaofopeningthroughtherack,m2
d) ClearSpacingofbars,m
e) WidthofSSflattobeusedforbar,m
f) Grosssubmergedareaofthescreen,whenhalf
clogged,m2
g) Submergedc/sareaofscreenwith70inclination,m2
CD
Q,M^3/Sec.
g,m/sec.^2
DesiredB.
h.
3.2.1 Outletchamber
DesiredSWD,m
WidthofSides,m
LengthofSides,m
3.3.0 GritChambers 2(1W+1SB)3.3.1 DesignParameters
a) Peakflow,m3/sec. 0.651
b) Sizeofgrittoberemoved,mmdia.
c) Specificgravityofgritconsidered
d) MinimumTemperature,C.
3.3.2 ApplyingStroke,sLaw;Vs,kgs/m3 (g/ 18)*(Ps-p)*d^2/v
Wherein;
a) Accelerationduetogravity,g,m/s 9.81
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b) MassDensityofgritparticle,Ps,m2/s@15C
c) Massdensityofliquid,P,Kgs/M
d) Sizeoftheparticle,d,m 0.00015
e) Kinematicsviscosityofsewage,v, 0.00000114
f) SettlingVelocity,Vs,m/s 0.01775
3.3.3 CheckforReynoldssNumber,R (Vs* d/ v)
Strokeslawdoesnotapplybecause.TransitionsLaw;RangeforR
3.3.4 Formula,Vs [0.707*(Ss-1)*d^1.6*v^(-0.6)]^0.714
Vs, 0.0168
HenceSettlingVelocity,Vs,m3/m2/d 1451.68
3.3.5
Actualoverflowrateformulatobeused, (1-(1-nVs/( Q/A)) ^(1/n)
AssumingEfficiencyofremovalofparticles, 0.75
3.3.6 Then,Q/A Vs* n/ (1- )^(-n)- 1
a) Assuming,n 0.125
b) Surfaceloadingrate,Q/A,m3/m2/day
3.3.7 Dimensions,m
a) PlantAreaofgritChamber,m2
b) NumberofGritChambers (1W+1SB)
c) AreaperGritChamber,m2
d) SizeofSquareBasin,m
e) HRT,secf) Volume,m3
g) SideWaterdepth,m.
h) providedSWD,m
i) FreeBoard,m
3.4.0 Common/bypasschannelssize
3.4.1 PeakDesignFlow,m 0.651
3.4.2 MaximumVelocity,m/sec 0.9
3.4.3 Type Rectangular
3.4.4 A,Flowsectionalarea,m
3.4.5 B,Widthinm
3.4.6 D,Depthinm3.5.0 DistributionChamberforclarifier
3.5.1 Chamber
a) Flow,m^3/sec 0.651
b) HydraulicRetentionTime,Sec 15
c) Volume,m3
d) DesiredSWD,m
e) Diameter,m
f) FB,m
Howeverduetoturbulence&shortcircuitingduetoseveralfactorsaseddy,wind&densitycurrents,the
adopted has to be reduced taking in to account the performance of the basin & the desired efficiency of t
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3.6.0 PrimaryClarifiers Circular with mechanical scrapper.
3.6.1 DesignParameters
a) Quantity 1
b) MaximumSurfaceLoading,m3/m2/datpeak
c) MaximumSurfaceLoading,m3/m2/dataverage
d) Weirloadingataverageflow,m3/m/d
e) SideWaterdepth,m.f) MinHRT,hrs
g) BOD5
Say,%
R=t/(a+bt)
a
b
h) TSSReduction,%
Say,%
R=t/(a+bt)
a
b
i) Floorslope
j) Sludgeconcentration,%
k) Specificgravityofsludge
3.6.2 Designflow
a) Designaverageflowperclarifier,m3/d
b) Designpeakflowperclarifier,m3/d
3.6.3 InletPipe/inletshaft
a) Flow,m3/sec
b) MaximimVelocity,mps
c) c/sarea,m2d) PipeDia,m,
e) Outerdiaofinletshaft,m,
3.6.4 Dimensions
a) Max.SurfaceArea,m^2(atpeakflowcondition)
b) Inletshaftareaofclarifier.
c) Clarfifierdiameter,m,
d) Volumeoftheunit,m3
e) SWDrequired,m
3.6.5 LaunderDesign
a) Maximumflow,m3/sec./clarifier
b) Maximumflow,m3/sec/halfclarifier
c) MaximumVelocity,mps
d) FlowsectionArea,m2
e) Width/Liquiddepth
f) Width,m.
g) Liquiddepth,m
3.6.6 ChannelDesign
a) Maximumflow,m3/sec./clarifier
b) MaximumVelocity,mps
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c) FlowsectionArea,m2
d) Width/Liquiddepth
e) Width,m.
f) Liquiddepth,m
3.6.7 Sludgequantity
a) RemovedTSS,kgs/day
b) RemovedVSS,kgs/dayc) Solidsconcentrationinsludge,%
d) SpecificGravity
e) Sludgeflowrate,m3/day
3.6.8 SewageCharacteristicsafterprimaryclarifier
a) EffluentBOD5,mg/L
b) EffluentTSS,mg/L
c) EffluentVSS,mg/L
3.7.0. ChannelSizing
a) MaximumFlow,m3/sec 0.651
b) MaximumVelocity,m/s 0.9
c) Type. Rectangular
d) A,Flowsectionalarea,m2
e) B,Widthinm
f) D,Depthinm
f) Width,m.
g) Liquiddepth,m
3.7.6 ChannelDesign
a) Maximumflow,m3/sec./clarifier
b) MaximumVelocity,mps
c) FlowsectionArea,m2
d) Width/Liquiddepthe) Width,m.
f) Liquiddepth,m
3.7.7 Sludgequantity
a) RemovedTSS,kgs/day
b) RemovedVSS,kgs/day
c) Solidsconcentrationinsludge,%
d) SpecificGravity
e) Sludgeflowrate,m3/day
3.7.8 SewageCharacteristicsafterprimaryclarifier
a) EffluentBOD5,mg/L
b) EffluentTSS,mg/L
c) EffluentVSS,mg/L
3.8.3 SluiceGateSizing
a) MaximumFlow,m3/sec
MaximumFlow,m3/sec/Clarifier
b) MaximumVelocity,m/s
c) Type. Rectangular
d) A,Flowsectionalarea,m2
e) B,Widthinm
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f) D,Depthinm
3.9.0 SequentialBatchReactor
3.9.1. TREATMENTSEQUENCE
A Sewagetobetreatedinaday 25,000
B Timefor"Fill&Aerate"phaseprovided 1.50
C Timefor"Settle"phaseprovided 0.75
D Timefor"Decant"phaseprovided 0.75E TotalCycleTimeprovided=B+C+D 3
F No.ofCyclesprovidedperBasinperday=24/E 8
G AerationTimeprovidedperBasinperday=BxF 12
H No.ofBasinsunder"Fill"simultaneously 1
I No.ofBasinsunder"Aerate"simultaneously 1
J No.ofBasinsunder"Decant"simultaneously 1
K FlowRate=A/24 1042
L FlowRatetoeachBasin=K/H 1042
3.9.2. BASINSIZING
A VolumeofSewagetobetreatedinday
B InletBOD 140
C MLSSconsidered 3,000
D MLVSS=MLSSx0.7 2,100
E F/Mconsidered 0.145
F Total=(AxVolumeB)/(DofxE)AerationBasinsrequired
G No.ofBasinsprovided 2
H VolumerequiredperBasin=F/G
I SideWaterDepth(SWD)provided
J Widthprovided
K Lengthrequired
L LengthprovidedM Volumeprovided=IxJxL
N TotalVolumeprovided=MxG
O Freeboardprovided
P TotalDepthprovided=I+O
Q HydraulicTetentionTime(HRT)provided
=Nx24/A
R SolidsRetentionTime(SRT)provided = (N x C) / (Excess
Sludge x 1000)
S RecirculationRatioprovided
T FeedFlowtoeachBasin
U RecirculationFlowrequired=TxS
V CapacityofReturnActivatedSludge(RAS)Pump provided
3.9.3. SELECTORZONE
A DesignFlow=FeedFlow+RecirculationFlow
B HydraulicRetentionTimeHRT)providedatDesign Flow
C Volumerequired=(AxB)/60
D No.ofSub-CompartmentsprovidedperBasin 7
E SideWaterDepth(SWD)provided
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F Lengthprovided
G Widthrequired=C/(FxE)
H Widthprovided
I Volumeprovided=FxHxE
3.9.4. ACTUALOXYGENREQUIREMENT(AOR) CALCULATIONS
A VolumeofSewagetobetreatedinday 25,000
B Inlet BOD5C Outlet BOD5
D BOD5 removed = C - D
E BOD5 removed in a day = A x E
F O2 required for oxidation of BOD
G O2 required for oxidation of BOD = E x F
H InletTKN
I Outlet NH3-N
J Nitrogen assimilated during oxidation of BOD = E x 5%
K NH3-N nitrified in a day = H - I - J
L NH3-N nitrified in a day = A x K
M O2 required for nitrification of NH3-N
N O2 required for nitrification of NH3-N = L x M
O NO3-N generated assuming 75% nitrification of NH3-N = L x
75%
P Outlet NO3-N considered
Q Outlet NO3-N = A x P
R Amount of NO3-N that is denitrified= O-Q
S O2 released during Denitrification of NO3-N
T O2 released during Denitrification = S x P
U Total Kg O2 required/day = G N T
3.9.5STANDARDOXYGENREQUIREMENT (SOR) CALCULATIONS
A Actual Oxygen Transfer Rate (AOTR) under field conditions
I As per Equation 5-55, Pg No 429, Waste water Engineering -
Treatment and Reuse, Metcalf & Eddy.. Standard Oxygen
Transfer Rate (SOTR) in Tap Water at 200 C and Zero
Dissolved Oxygen: = AOTR *(( C'S,T,H CL) CS,20) x
1.024(T 20) x x F+
Where,
AOTR = Actual Oxygen Transfer Rate under field conditions
As per Pg No 429, Wastewater Engineering - Treatment and Reuse, Metcalf & Eddy..
C'S,T,H: Average Dissolved Oxygen Saturation Concentration in Clean Water in Aeration Tank at Tempe
Altitude 'H'= CS,T,H x (1/2) x ((Pd / Patm,H)+Ot/21))
T = Field Temperature
H = Altitude of Site
As per Equation B-2, Pg No 1738, Waste water
Engineering - Treatment and Reuse, Metcalf & Eddy..
CS,T,H = Oxygen Saturation Concentration in Clean Water
at Temperature 'T' and Altitude 'H':
CS,T,H = CS,T x exp(-(g x M x (zb - za)) / (R x T))
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Where,
Where,
CS,T = Oxygen Saturation Concentration in Clean Water at
Temperature 'T'
g = Acceleration due to Gravity
M = Mole of Air
zb = Elevation (Altitude 'H')za = Elevation (Altitude Zero)
R = Universal Gas Constant
T = Temperature
Hence, CS,T,H
Where,
Pa = Pressure at Zero Altitude
g = Acceleration due to Gravity
M = Mole of Air
zb = Elevation (Altitude 'H')
za = Elevation (Altitude Zero)
R=UniversalGasConstant
T=Temperature
Hence, Patm,H
Pd = Pressure at the Depth of Air Release
pd= Patm,H + Effective Aeration Depth=Patm,H + Effective
Aeration Depth
Ot = Percentage Oxygen Concentration leaving Tank
Hence, C'S,T,H
CL: Operating Oxygen Concentration
CS,20: Dissolved Oxygen Saturation Concentration in Clean
Water at 200 C and 1 atm
: Oxygen Transfer Correction Factor
: Salinity - Surface Tension Correction Factor
F: Fouling Factor
Hene, SOTR
B Hence,StandardOxygenTransferRate(SOTR)adopted
C No.ofBasins
D StandardO2requiredatFieldConditionsperBasin =B/C
E TopWaterLevel(TWL)inC-TechBasins
F BottomWaterLevel(BWL)inC-TechBasins
G AerationDepth
H HeightatwhichDiffusersarekept
I EffectiveAerationDepth=G-H
J SOTEfortheaboveEffectiveAerationDepth
K Fraction of O2 in Air
L SpecificGravityofAiratStandardCondition
M AirrequiredatFieldConditionsperBasin =D/(JxKxL)
N HoursofAerationperBasinperday
O AirrequiredperhourperBasin=M/N
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P No.ofOperatingAirBlowersperBasin 2.00
Q CapacityofAirBlowersrequired=O/P
R CapacityofAirBlowersprovided
S NumberofBasinspersetofAirBlowers 2.00
T NumberofBasins 2.00
U NumberofOperatingAirBlowers=PxT/S 2.00
X NumberofStandbyAirBlowers 1.003.9.6. SLUDGEWASTING
A SpecificSludgeYield
B BODremoved
C ExcessSludgetobewasted=BxA
D No.ofBasinsprovided 2.00
E SludgetobeWastedperBasin=C/D
F No.ofCycles
G SludgetobeWastedperCycleperBasin=E/F
H SolidsConsistencyintheWastedSludge
I Volume(Hx1000)ofSludgetobeWastedperCycleperBasin
=G/
J Considering(SAS)PumpRunningperCycleTimepfSurplus
ActivatedSludge
K CapacityofSASPumprequired=(Ix60)/J
L CapacityofSASPumpprovided
3.10.0. TEcollectionChambercumdistributionboxfor
TTP/bypass
3.10.1. Chamber
a) Flow,m3/sec 0.651
b) HydraulicRetentionTime,Sec 15c) Volume,m3
d) DesiredSWD,m
e) Widthofsides,m
f) lengthofSides,m
3.10.2. SluiceGateSizingforbypass
a) MaximumFlow,m3/sec 0.651
b) MaximumVelocity,m/s 0.9
c) Type. Rectangular
d) A,Flowsectionalarea,m2
e) B,Widthinm
f) D,Depthinm
3.10.3. SluiceGateSizingforTTP
a) MaximumFlow,m3/sec
b) MaximumVelocity,m/s 0.9
c) Type. Rectangular
d) A,Flowsectionalarea,m2
e) B,Widthinm
f) D,Depthinm
3.14.0. Combinedsludgesystem
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3.14.1. Combinedsludgecharacteristics
a) Volumeofcombinedsludge(Primary+excess)
b) solidforBOD5
c) Totalsludgefreight,kg/d(TSS)
3.14.2. CombinedSludgeSump
a) No.ofunit
b) SludgeRetentionTime,hrsc) Flow,m3/hr
d) Volume,m3
e) Sidewaterdepth,M.
f) Length,M
g) Width,m.
3.14.3. CombinedSludgePumps
a) SpecificGravity 1.01
b) Type Non- Clog Submersible Pumps.
c) Quantity 2(1W+1SB)
d) Capacity,m3/hr
e) Head,m
f) Deliverypipesize,m, @1.8m/sec
g) Risingmainsize,m,3.15.0. SludgeThickener Gravity thickener with scrapper
3.15.1. Designparameters
a) Quantity 1
b) Designflowinthethickeners,m/hr
c) SludgeWeight,kg/d
d) Solidsloadings,kg/m
e) Overflowloading,m3
f) Slopeg) Sidewaterdepth,m.
h) ThickenedSludgecharacteristics,%
3.15.2. Dimensions
a) SurfaceArearequiredm
b) SurfaceAreaforeachthickener,m
c) DiameterofThickener,m
d) SWD,m
3.15.3. Feedchamber&InletPipe
a) InletflowrequiredforaboveSLR,(m3/d)
b) Blendingeffluentquantityrequired,m3/d
Thisblendingquantityshallbereceivedbygravityfromprimaryclarifieroutlet
c) Designflowforinletpipe,m3/sec
d) DTtimeforfeedchamber,sec
e) Volumeofchamber,m3
f) Liquiddepth,m
g) sizeoffeedchamber,m,fh) designflowforeachthickener,m3/sec
i) Max.velocity,m/sec
j) Diameterofpipe,m,
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3.15.4. Launderdesign
a) MaximumFlowperthickener,m3/sec
b) Maximumflow,m3/sec/half thickner
c) MaximumVelocity,m/s.
d) FlowsectionArea,m2
e) Width/Liquiddepth
f) Width,m.g) Liquiddepth,m
3.15.5. ThickenedSludgeSump
a) SolidCaptureefficiency,%
b) thickenedsludgefreight,kg/d
c) SpecificGravity
d) Thickenedsludgequantity,m3/day
e) Operatingduration,hrs/day
f) Flow,m3/hr
g) HydraulicRetentionTime,hrs.
h) Volume,m3
i) Sidewaterdepth,m.
j) Diameter,m
3.15.6. ThickenedSludgePumps
a) SpecificGravity 1.02
b) Type. Screw type Pumps
c) Quantity 2(1+1)
d) Capacity,m/hr
e) Head,m
f) Deliverypipesize,m, @1.8m/sec
g) Risingmainsize,m,
3.16.0. Anaerobicdigester
3.16.1. Designparameters
a) Type RCC tank with RCC dome
b) No.ofunit 2
c) Sludgeoutletconc.,%
d) VSSdestroyediindigester,min,%
e) Temperature,
f) SpecificGravityofdigestedsludge
g) Digestionperiod,days
h) Solidloadingrate,kgVSS/m3/dayataverage
i) Gasproduction,m3/kgVSSdestroyed
3.16.2. Sludge/gas/supernatantcalculations
a) Organicportionofthecombinedsludge (VSSr at PST+PxVSS)/TSS
b) TotalTSStodigester,kg/day
c) TotalVolatilesolids(TVS),Kg/Day
d) TVSreducedindigester,%.
e) TVSdestroyed,Kg/Day
f)
TSSafterdigestion,Kg/Day,Fixedsolids+VSremaining
g) Totalmassindigester(Liquid+Solid)
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h) Gasproduction,m3/day
i) Massoutofdigester,Kg/Day
IfS:Totalsolids(Kg/Day)inthesupertenantfromthesludge
digesterthenS/0.004+(TSSafter
j) digestion-S)/0.05:Totalmassoutofdigester
AssumingConcentrationinsupertenant
then,S,kg/dSupertenantflowrate,M3
k) Totalsolidsindigestedsludge,kg/d
l) Flowofdigestedsludge,m3/day@7%
3.16.3. DigesterDesign
a) Inletflowtounit,m3/Day
b) VolatileSolidsloading,Kg/m3/Day
c) Totalvolatilesolidsreachingthedigester,kg/d
d) Digestercapacityrequired,m3
e) Accordingly,DigestionPeriod,days
f) ConsideredSideWaterDepth,m
g) Proposednumberofdigesters
h) Volumeofeachdigester,m3
i) Areaofeachdigester
j) Diameterofeachdigester,m,
k) Provision All required safety accessories
3.16.4. Gasholders
a) Gasproduction,m3/day
b) No.ofunit
c) Storageperiodforeach,hrs
d) StorageVolumeforeach,m3
e) Consideringdomevolumeofcylindricalgaswell,%oftotalvolume
f) HOSofcylindricalwell,m
g) Diaofcylindricalwell,m,
h) ProvidediaofRCCtank,m,
i) Liquiddepth,m
j) Provision all required safety accessories
3.16.5. Gasburner
a) No.ofunit
b) Gasflow,m3/hr
c) Capacityofburnerrequired,%
d) Burnercapacityeach,m3/hr
e) Provision all required safety accessories
3.16.6. Digestermixingpumps&sump
a) Turnoveroftotaldigestervolumeinhrs
b) Turnoverrate,m3/hr
c) No.ofrecyclepumps 2 (1+1)
d) Capacityofeachpump,m3/hr
e) Head,m
f) Type Screw type Pumps
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g) Suctionpipesize,m,@1.5m/sec
h) Deliverypipesize,m,@1.8m/sec
i) Risingmainsize,m,
j) RecirculationSump
DTtimeforsump,min
Volumeofsump,m3
Liquiddepth,mSizeofsquaresump,m,
3.16.7. DigestedSludgeSump
a) Digestedsludgefreight,kg/d
b) Digestedsludgequantity,m3/day
c) Operatingduration,hrs/day
d) Flow,m3/hr
e) HydraulicRetentionTime,hrs.
f) Volume,m3
g) Sidewaterdepth,m.
h) Diameter,m,
3.16.8. DigestedSludgePumps
a) SpecificGravity
b) Type. Screw type Pumps
c) Quantity 2(1+1)
d) Capacity,m3/hr
e) Head,m
f) Deliverypipesize,m,@1.8m/sec
g) Risingmainsize,m,
h) HP(=1.15*Q*h*1.05/75*0.3)
3.16.9. DigesterHeatingsystem
HeatingarrangementshallbebasedonheatgeneratedfromGasEngine
3.17.0. SludgeDewateringsystem
3.17.1. Sludgeweighttosystem,kg/d
3.17.2. Sludgeflowtodewateringsystem,m3/d
3.17.3. Operatingdurations,hr/day
3.17.4. Dewateringmechanism
a) Type Centrifuge
b) Quantity 2(1+1)
c) Capacity,m3/Hr
d) Loading/mbeltlength,kg/hr
e) Drysludgeflow@22-25%conc.,m3/d3.18.0. Polyelectrolytedosingsystem
3.18.1. Design
a) Sludgefreight,kg/day
b) MaximumChemicalDose,kg/MT
c) TotalConsumptionPerDay
d) [email protected]%W/V
3.18.2. Polydosingtanks
a) NumberofUnits
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b) VolumeperBasin,M^3
c) BasinSides/Height
d) SizeofSidesofSquareBasin,M
e) SideWaterDepth,M
f) FreeBoard,M
3.18.3. MeteringPumps:-
a) Type. MeteringPumps.b) Quantity 2(1+1)
c) Capacity,LPH
d) Head,MWC
TERTIARYTREATMENTPLANT
4.0.0 DesignParameters
4.1.0 Capacitycriteria
4.1.1 Capacity,MLD 25
4.1.2 Operatinghours,Hours/Day 24
4.1.3 Flowrate,m3/Day 25000
4.1.4 Systemlosses
a) forfiltration,% 3
4.1.5 Hydraulicoverloading,%,aboveratedflow 125
4.2.0 FlowRates
4.2.1. Flowfordesignofallinlet&outlet
a) m3/ Day =15000*1.20 56250
b) m3/hr 2343.75
c) m3/min 39.06
d) m3/ sec 0.651
4.2.2. Flowfordesignoffilterunit
a) m3/ Day = (15000+3%) 25750
b) m3/hr 1072.916667c) m3/min 17.88194444
d) m3/sec 0.298
4.3.0 Basiccriteriaofunitsizing
4.3.1 FlashMixer
a) No.ofunit 1
b) D.T.seconds 60
d) Velocities/sec,max.
Rawwaterchannel 0.9
FlashmixertoClariflocculator 0.9
Flocculationbasintoclarifierzone 0.01
clarifiedwaterchannel 0.6
4.3.2 RapidGravitySandFilters
a) No.ofbeds 6
b) Filtrationdurationhrs/day 24
c) filtrationrate,m3/m2/hr 6
d) Backwashrate,m3/m2/hr 30
e) Airscouringrate,m3/m2/hr 45
f) Airscouringpressure,kg/cm2 0.35
g) Filtersand
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effectivesize,mm 0.4-0.80
U.C. 1.3-1.5
sanddepth,m 0.9
AntracoteDepth,M 0
h) Graveldepth,m 0.5
i) Pipinggallerywidth,m 4.5
j) Washwatertankno.ofbedtowashatatime 2
Durationofwashforcapacity,min 10
4.3.3 Chlorination
a) No.ofchlorinator 2(1+1)
b) Dosingrate,mg/l(pre+post) 6
c) Typeofunit Vacuum
d) Tonnerspace,daysofchlorinerequiremnet 7
4.3.4 CCTcumtreatedstoragetank
No.ofunit 1
D.T.,hr 4
FB,m 0.5
4.3.11 Combinedsludge(pri.Clari.)pumphouse,m2 30
Height,m 4.0
4.3.12 (sec.Clari)sludgepumphouse,m2 72
Height,m 5.0
4.3.13 Thickenedsludgesump,m2 15
Height,m 4
4.3.13 Digestedsludgesump,m2 15
Height,m 4
5.0.0 UnitsizingofTTP
5.1.0GaseousChlorination
5.1.1 Chlorinator(Pre+Post)
a) Type Vacuum
b) Quantity 2(1+1)
c) Dosingrate,mg/L(pre)
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chnologyat
References
0.2
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Q
[Q*4/(*D^2)]
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Rectangular
mliquidlevel
haveonlythe
owingoverthe
ownasbelow:
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Presentscope
ForFutureOnly
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Q
[Q*4/(*D^2)]
V
2nos.
m
m
0.651
1.2
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>0.015
V
actualvalue to be
he particles removed.
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1:12
0.651
0.9
> 3.0 , ok
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VSSr
VSSr
0.651
0.9
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m3
hrs
hrs
hrshrs
Nos.
hrs
Nos.
Nos.
Nos.
m3
m3/hr
m3/day
mg/l
mg/l
mg/l
m3
Nos.
m3
m
m
m
mm
m
m
m
hrs
of Feed Flow per
Basin
m3/hrm3/hr
m3/hr
m3/hr
min
m3
No.
m
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m
m
m
m
m3
mg/lmg/l
mg/l
Kg/day
Kg/Kg BOD
Kg/day
mg/l
mg/l
mg/l
mg/l
Kg/day
Kg/NH3-N
Kg/day
Kg/day
mg/l
Kg/day
Kg/day
Kg/Kg NO3-N
Kg/day
Kg/day
Kg/day
Kg/day
rature 'T' and
C
m
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mg/l
m/s2
Kg/Kg-mole
mm
Nm/Kg-mole.K
Kelvin
mg/l
mWC
m/s2
Kg/Kg-mole
m
m
Nm/Kg-mole.K
Kelvin
mWC
mg/l
mg/l
mg/l
Kg/day
Kg/day
Nos.
kg/day/basin
m
m
mm
m
%
%
Nm3/day/Basin
hr/day/Basin
Nm3/day/Basin
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Nos.
Nm3/hr
Nm3/hr
Nos.
Nos.
Nos.
Nos.
Kg/KgBOD
removed
Kg/day
Kg/day
Nos.
Kg/day
Cycles/day/Basin
Kg/day
m3
min
m3/hr
m3/hr
V
22.75MLD+20%
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m3/d
kg/day
kg/day
blending flow
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mg/ L
10-20 range, o.k.
4
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HP
3
416
kg/Day
Kgs
m3/day
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m3
M
M
M