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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