2. Conceptual Design Of STP - JICA
2.Conceptual Design of STP(1) Drawings(2) Capacity Calculation(3) Main Equipment List(4) Hydraulic Calculation
(1) Drawings A2-1
A2-2
A2-3
A2-4
A2-5
A2-6
A2-7
A2-8
A2-9
A2-10
A2-11
(2) Capacity CalculationPejagalan Wastewater Treatment Plant Design Concept1. Basic Design Condition(1) Inflow Waste water QuantityInflow rate based on Revised Master Plan are as follows.198,000 m3/d264,000 m3/d396,000 m3/dAverage Daily Flow rateMaximum Daily Flow rateMaximum Hourly Flow rateInflow rate for our design will be determined the same value as Revised Master Plan.According to Pipe construction plan, phased inflow rate are determined as followsAverage Daily Flow rateMaximum Daily Flow rateMaximum Hourly Flow rateFinal Phase200,000264,000400,000Phase 1100,000132,000200,000(2) Inflow Waste water QualityThe inflow wastewater qualities are determined by actual data in JAKARTA.BODTSS120120mg/Lmg/L(3) Effluent QualityEffluent qualities are in accordance with Effluent Quality Standards established inINDONESIA.Source: Quality standard of liquid waste (DKI Jakarta Governor decree No.122, 2005)BODTSSAmmonia 50 50 10mg/Lmg/Lmg/LTarget treated water qualities are set as followsBODTSSAmmonia 10 10 5mg/Lmg/Lmg/L* Denitrification process is carried out in the future, does not perform immediate.In the futureT-N 15mg/L A2-12
(4) Wastewater Treatment ProcessAs No 1 priority of the site constraints, we choose the Treatment Process.As a result, to adopt the following treatment process.MBR (Membrane Bioreactor) Process(5) Sludge Treatment ProcessSince adopting the MBR process, the thickening process is omitted.Therefore only the Dewatering process is established.Excess sludge ----- Dewatering ----- to Dump site(6) Inflow ConduitDimensiondiameterBottom Elevationabout2200 mmPP - 29.20 M(GL - 33.70m)(7) Discharge facilityDischarge streamto BANJIL KANALConduit Dimension2,000mm x 1,500mmHWHighest water level at Discharge pointPP 4.30 M(8) Site Ground ElevationGround ElevationPP 4.50 M A2-13
2. Process Flow DiagramWastewater InflowCoarse ScreenFine ScreenLift PumpGrit chamberover than 200,000m3/dEqualization TankDisinfectionDischargeFeed pumpDrum ScreenPre-Aeration / MBRTreated water TankExcess SludgeSludge Storage tankDischargeRecyclingDehydratorSludge storage Hopperto Dump site3. Design criteria for each facilities(1) Coarse Screenopeningoperation100 mmManual(2) Fine Screenopeningoperation20 mmMechanical(3) Grit ChambertypeDetention TimeGrit collectorGrit lifterAerated Grit Chamber3 minuteScrew typeSand pump A2-14(for maximum Hourly)
(4) Lift PumptypecapacityPump headVolute type mixed flow pumpNo.1Diamater700 mm70m3/minabout35 m(assumed value)(5) Drum Screenopening1 mm(6) Equalization TankRetention Time4 hrHaving a function of spillway and disinfection(7) Membrane Bioreactor Tanka) In the immediateMembrane placementMLSS in reactor tankDesign FluxExcess Sludge production rateBOD removal rateBOD removal rate per unit volumeNitrification rateNitrification rate per unit volumeinside the activated sludge reactor9,000 mg/L0.5 0.6 m3/m2/d70 %0.12 kg-BOD/kg-SS/d1.44 kg-BOD/m3/d0.025 kg-N/kg-SS/d0.3 kg-N/m3/d(8) Oxygen requirementa) for BOD removalRequired unit oxygen for BOD removal0.5 kg-O2/kg-BODb) for NitrificationRequired unit oxygen for nitrification64/14 kg-O2/kg-Nc) for endogenous respirationRequired unit oxygen for endogenous respirationMLVSS/MLSS0.12 kg-O2/kg-VSS0.7 0.75(9) Treated water Tanka) for Back wash400 m3aboutb) for recycling(in the future)36,700 m320,000m /d*8hr(10) Dewatering FacilityDehydrator TypePressing Rotary Outer Cylinder-Type Screw PressInfluent Sludge Concentration0.9 %Dewatered Sludge Concentration83 %Operation time24 hrcapability of Screw Press A2-15
(11) Available Land for STPAvailable land is shown in Figure -1. A2-16
A2-17QefDseConc.Discharge 4mg/L rd1.225t/d2,582m3/d95.0%DischargeMBR /dQout12.609t/dDsExcess .Equalization dRdQrdDsrd0.611t/d1,291m3/d95.0%Dewatering effluent 0.757t/d Dewatering effluentPump well472mg/L0.609t/d1,291m3/d /d2,581m3/d 199,863m3/dQout 199,863m3/d25.227t/dDsExcess g/LConc.MBR Tank25.227t/d202,581m3/d125mg/L 25.227t/d 202,581m3/d QrDsrConc. Return Wastewater QrDsrConc.120mg/L12.000t/d100,000m3/d Return WastewaterQinDsiConc. Equalization QouttankDsiQinDsiConc.Pump well120mg/LInfluent 24.000t/d200,000m3/d QinDsiConc. Influent Phase 1 Final Phase Sludge Mass Balance Calculation Sheet
A2-180.80 x0.80 x1.7072.172xx4 )4 ) 0.4240.666m/sm/s /(/(M (above sea level)mmNos.MMM 0.5800.6690.833 -28.619-28.530-28.3663m /s3m /s3m /s1.3811.634xx2 )2 )M (above sea level)mmNos.mmM (above sea level)mmm0.80 x0.80 -29.1990.5800.6690.833100,000 m3 /d 1.157132,000 m3 /d 1.528200,000 m3 /d 2.3152,200mm1.1permillage-29.199M0.01337.602m /s2.000m/s 1.157 /( 2.315 /( MMM0.5240.885 m /s3m /s3m /s mm1.7072.172 0.9061.0601.371M (above sea level) -30.000-29.199-29.199-29.199m mmm /sm/s2.3153.0564.63 2. Inlet GateInvert ElevationGate WidthGate HeightNumber of GatePassing VelocityAvegrage Daily Flow rateMaximum hourly Flow rate 33 1.2 Inlet ChamberInvert ElevationWater depth at upstream of inlet GateAvegrage Daily Flow rateMaximum hourly Flow rate 0.9061.0601.371 m /d 3m /d 3m /d mmpermillageM 0 1.1 Pipe ConditionDesign Flow rateAvegrage Daily Flow rateMaximum Daily Flow rateMaximum hourly Flow ratePipe DiameterPipe GradientInvert LevelManning's "n" valueFull Flow rateFull Flow VelocityWater DepthAvegrage Daily Flow rateMaximum Daily Flow rateMaximum hourly Flow rateWater Level (above sea level)Avegrage Daily Flow rateMaximum Daily Flow rateMaximum hourly Flow rate 1. Inlet Pipe Phase 1 Calculation Final Phase Calculation Itemm/sm/s
253m/sm/s / ( 2.00/ ( 2.002.3154.630-30.150-30.150 mm -1.8432.288xx-28.307-27.862 1.7432.188 xx / ( 2.00/ ( 2.0015mmMechanical Rake-30.150 M2.000 m4Nos.2.3154.630neglect --28.307-27.862 mmMM 1.7432.188-28.307-27.862 100mmManual Rake-30.050 M2.000 m4Nos. mm x-30.150-30.150/ ( 2.00/ ( 2.00-28.640-28.42615mmMechanical Rake-30.150 M2.000 m2Nos.xx-30.050-30.0501.157/ ( 2.002.315/ ( 2.00neglect-28.640-28.4261.5101.7241.4101.624 2 / 19.6 2 / 19.60.0210.060.5240.885100mmManual Rake-30.050 M2.000 m2Nos.-28.619-28.3661.51.5xxxx 2 ) 2 ) 1.5101.7242 ) 2 ) .356mmMMmmmmm/sm/sm/sm/s 3.2 Fine ScreenOpenningTypeBottom ElevationChannel widthNumber of ScreenApproch water depthAvegrage Daily Flow rateMaximum hourly Flow rateApproch velocityAvegrage Daily Flow rateMaximum hourly Flow rate 3. Screen3.1 Coarse ScreenOpenningTypeBottom ElevationChannel widthNumber of ScreenApproch water depthAvegrage Daily Flow rateMaximum hourly Flow rateApproch velocityAvegrage Daily Flow rateMaximum hourly Flow rateHeadloss at coarse screen - -28.293-27.828 2 / 19.6 2 / 19.6 0.4240.666 xx 1.51.5 Headloss at Inlet GateAvegrage Daily Flow rateMaximum hourly Flow rateWater Level at downstream of inlet GateAvegrage Daily Flow rateMaximum hourly Flow rate Phase 1 Calculation Final Phase Calculation Item
A2-20 34278.0 /146 㬍 䋽䋽Maximum hourly Flow ratePump CapacityNumber of PumpPump CapacityPump DiameterPump HeadDischarge water levelSuction water levelActual Pump HeadOthers head lossTotal Pump Head㪧㪔3400,000䋽70.060 㬍 1000 㬍 㱓370㬍 䋨2.00035.00033.000䋽䋽1䋫 㱍 䋩䋽䋽) 0.53m /min33m /min3m /min-28.312-27.874m /min278183139-27.500( assumed)/㱝 㬍 䌧 㬍 Q 㬍 H䋫MM䋭m4nosm /d m /d 264,000䋽Maximum Daily Flow rate3m /d 200,000Vertical shaft Volute type mixed flow pump䋽 Design Flow rateAverage Daily Flow rateMotor output 4. Lift PumpType 0.0050.012 - -28.307-27.862705700MMmm mm0.0050.012䋽䋽䋽䋽䋽䋽䋽䋽䋽䋽䋽 33.3005.500-27.8005.5002.000146 㬍 (139.0 䋭m2nosm /d 33m /d 3m /d /3m /min13992692.000䋽䋽70570035.30033.3003m /min3m /min3m /min-28.647-28.447x 2) 2 / 19.6x 2) 2 / 19.63 ) 0.5 䋽䋽70 0.1920.336-27.800( assumed)0.0070.021 2.34 x sin70 x (9/15) (4/3) x( 2.34 x sin70 x (9/15) (4/3) x( x 2) 2 / 19.6x 2) 2 / 19.6 0.1570.253 2.34 x sin70 x (9/15) (4/3) x( 2.34 x sin70 x (9/15) (4/3) x(mmmmMM 0.007 0.021 Headloss at fine screenAvegrage Daily Flow rateMaximum hourly Flow rateWater Level at downstream of Fine screenAvegrage Daily Flow rateMaximum hourly Flow rate Phase 1 Calculation Final Phase Calculation Item
A2-21 Detention Time䋽 400,000 4834䋽䋽Required VolumeNo. of basinRequired Chamber Volume (each)3400,000䋽Aerated Grit ChamberMaximum hourly Flow rate 264,000 䋽 5. Grit ChamberTypeDesign Flow rateAvegrage Daily Flow rate (For M aximum Hourly Flow rate)kW㬍 䋨1䋫 basins1,440 㬍minm /d33m /d7007035.00580543mmm3/minmkWnos (䋽䋽209834Include 1 stand-by)3m3m㪇㪅㪈㪌 䋩3䋽䋽4172min3m /d3m /d 2䋽basins1,440 㬍 3200,000132,000䋽 200,000 䋽䋽7007035.305803䋽209mmm3/minmkWnos (3m4173mInclude 1 stand-by)Vertical shaft Volute type mixed flow pumpAerated Grit ChamberTypeDiamaterCapacityPump HeadMotor outputNumbers same left Same left Vertical shaft Volute type mixed flow pump5800.870.0 35.0 TypeDiamaterCapacityPump HeadMotor outputNumbers㸢575.2㬍 1,0009.8 60 㬍1,000 0.80.15 Lift Pimp Specification kg/m3m/sec2m3/minm 1,0009.87035.00 䋽 䋽 䋺䋺䋺䋺 Water DensityAcceleration of GravityFlow ratePump head䋺 Pump Efficiency㱍 䋺 Surplus ratio㱝gQH㱓 Phase 1 Calculation Final Phase Calculation Item
㬍 A2-2242 ��㫋㩷㫇㪼㪸㫂㩷㪽㫃㫆㫎 Quantity of Grit at peak ��䋽 400,000 㬍 㪇㪅㪇㪌 1,000䋽20.0 m3 /dmW �3m /min㫌㫅㫀㫋㬍0.323m䌈 㬍 42 kpam /min/m3.0䋽䋽䋽 200,000 㬍 㪇㪅㪇㪌 1,000䋽3m /min210 m310.6 m3 /min5.317.5 mL 䋽Rotary Roots Blowermm㪈㪌㪇311m /min42kpa22kW2units ( including stand-by 1 unit)3,0007505004,2501115.317.5 m 㬍4.0mmm10.0 m3 ��䋽䋽䋽䋽䋽䋽䋽䋽21.2 m3 /min3m䋽3210 m /min5.3Rotary Roots Blowermm㪈㪌㪇311m /min42kpa22kW3units ( including stand-by 1 unit)3,0007505004,250䋽䋽䋽䋽m 䋽Airation BlowerNumber of BlowerBlower capacityDischarge PressureDiffuser DepthLoss of DiffuserOther lossTotal PressureBlower SpecificationTypeDiameterCapacityDischarge PressureMotor OutputQantity43 m /min/m 17.5 mL 䋽 5.3䋽0.3m䌈 㬍17.54.03.0 Total Air supply required17.5 m 㬍3.0䋽䋽䋽 mW 㬍mm䋽 Required Air (each) 4.0 䋽 Actual Volume 17.5 䋽 Length 4.0 䋽 Width m 3.0 䋽 Depth Phase 1 Calculation Final Phase Calculation Item
A2-23 㪔 20㬍䋨㪈㪂㱍䋩2mm3m㬍 䋨 㪈 䋫6.92432503,96833,728䋽䋩 䋽䋽14䋽䋽1,440/ 2.510 m4 m14 m/6.91,000 㬍 9.8 㬍 6.9 㬍60.0 㬍 1,000 㬍 �Actual Pump headPiping head lossTotal Pump headPump headP Nonclogging pumpPump Type200,000 /146 㬍 㺕䋨 Motor output88.5Install Five (5) Pumps per twe (2) tanks16.0 㬍 31.0 㬍3,968㬍16.0 m31.0 m8.5 m8 basins4,0008.304,1670.23m /min㫄㫄mm2m3m Pump capacityPump diameterConstant rate Pump Actual total surfaceActual total volume 䋽 WidthLengthDepthNumber 3 m䋩 33,333100,000 /146 㬍 㺕䋨8䋽䋽2,0008.30䋽䋽1,440䋽/ 3 䋩 䋽䋽48.5/8.716.0 㬍 31.0 㬍1,984㬍16.0 m31.0 m8.5 m4basins4 hour24 㬍 4100,000 /4 tanks16,667 /43250m /m /d50100,000 /䋽16,667 /2,000 䋽 䋽 Tank Dimension 4 hour200,000 /24 㬍 48 tanks33,333 /83 250m /m /d200,000 /50䋽33,333 /4,000 䋽23m3m8.7 m3 /min249 㫄㫄250 mm1,98416,864mm4,16716,667 2m3m Retention TimeRequired VolumeNumber of TanksTank volume (each)Surface loadingRequired surface AreaTank depth 5. Equalizer Tank Phase 1 Calculation Final Phase Calculation Item
A2-24Disinfection chemicalsEffective chlorine density (ȕ䋩Specific gravityDosing ratio (Į䋩 Required Tank volumeTank size3m /dminSodium hypochlorite10%1.1 10% density10mg/L200,000 / 1,440 㬍 51.20m70.0m2.10m4tanks3706m200,0005 6943m160 nos. Submersible propeller Mixer300mm2.8kW5 nos./each channel 㬍 4 㬍 8 Design Flow (maximum)Retention TimeWidthLengthDepthnumberActual tank volume 3m /dmin100,000 / 1,440 㬍 51.20m70.0m2.10m2tanks3353m100,0005 3473mSubmersible propeller Mixer3002.85 nos./each channel 㬍 4 㬍 4 Nonclogging pump250䌭䌭38.7m /min14䌭37䌫㪮12nos. (including 2 standby) 6. Disinfection Tank Nonclogging pump250䌭䌭36.9m /min14䌭37䌫㪮24nos. (including 4 standby)80 TypePropeller DiameterMotor outputNumbers 37 kW Mixer for antisettling 㸢 31.6 㪔 Phase 1 Calculation Final Phase Calculation Pump SpecificationTypeDiameterCapacityHeadMotor outputNumbersItemnos.
12.6 /4 1 train 1pump and 1 stanby Number of pump Required pump capacity 3.15L/min9.13m 6.3 /29.09 㬍 2/ 23.15 L/min9.13m100 / ȕ ) 㬍 ( Q 㬍 Į 㬍 10-6 㬍 (100,000 㬍 0.00001 㬍 ( 100 / 10 ) 㬍 ( 1 / 39.096.3 L/min m /d 2 daays storage, and 1train 1 tank18.18 㬍 2 / 4 ) 1/ Ȗ1.1 ) 100 / ȕ ) 㬍 ( Q 㬍 Į 㬍 10-6 㬍 (200,000 㬍 0.00001 㬍 ( 100 / 10 ) 㬍 ( 1 / 312.618.18 L/minm /d Storage tank capacityRequired tank capacityq1 / Ȗ)1.1 ) Dosage CapacityMaximum consunption Phase 1 Calculation Final Phase Calculation Item A2-25
A2-2620.09.05.0209009009,000㪔㪔Membrane tank volumeMLSS in Membrane Tank3㪔18,000m㪔㪔㪔㪔㪔㪔㪔㪔㪔㪔 3㬍 20㫄㪾㪆㪣m1,800 㪔㪔㪔㪔㪔250 㩿㫄㪸㫉㪾㫀㫅㪀1,288250 㩿㫄㪸㫉㪾㫀㫅㪀units (2.50m x 8units 20.00m)(1.80m x 5units ��nos Membrane tank sizeLengthWidthDepthNumbersMembrane tank volume per unit㪔㪔㪔794476,190 m㪔㪔 2 32m /m /d/ 0.423m 0397unitsnos238,095 m2㪔9,0003m(2.50m x 8units 20.00m)(1.80m x 5units 9.00m)㬍 10㫄㪾㪆㪣3mmmmnosmmmmmm2600m /unit238,095 / 60020basins397 /20100,0000.42100,000 1,2881,6872,8522600m /unit476,190 / 60020basins794 /20㪔㪔㪔㪔m /m /d/ 0.42Membrane Area per unitRequired number of Membrane unitNumber of BasinNumber of Membrane unit per basinMembrane unit sizeLengthWidthDepthDesign Flux200,0002㪔 Required Area of Membrane 0.42 3 3m /d 200,000 Design flow rate 6.1 Tank Volume1) MBR tank Volume 6. Membrane Bioreactor Tank (MBR Tank) Phase 1 Calculation Final Phase Calculation Item
A2-2724,00028.07.05.020980980200,000 120 120 40 9,000 200,000 200,000 100 6 200,000 8,000 0.037 9,000㪔㪔 0.037 㬍㪔 19,600㪔㪔㪔㪔㪔㪔 Aerobic tank sizeLengthWidthDepthNumbersPre-aeration tank volume per unitPre-aeration tank volume 31.26㪔19,048mmmmnos3m㬍 20㪔19,6003mm /dmg/Lmg/Lmg/Lmg/L24,000 kg/d㬍 120 / 1,000 㪔8,000 kg/d㬍 40 / 1,000 㪔%%1,440 kg/d㬍 120 㬍 0.06 / 1,000 1,4406,560 kg/d㪔kg-N/kg-SS/d (25 degrees C)mg/L9,0000.33 kg-N/m3/ 1,000 㪔0.336,527kg-N/d -OK㬍㪔/kg-BOD/m3 3)-2 Nitrification in Aerobic tankDesign flow rateInfluent BOD䇭concentrationInfluent SS䇭concentrationInfluent T-N䇭concentrationMLSS in Aerobic tankBOD loadT-N loadExcess sludge production rateNitrogen concentration in sludgeNitrogen in excess sludgeT-N load for nitrificationNitrification rateMLSS in MBR tankNitrification rate per unit volumeNitrification in MBR tank 12,000㪔㪔㪔㪔㪔㪔28.07.05.010980980100,000 120 120 40 9,000 100,000 100,000 100 6 100,000 4,000 0.037 9,000 㪔 0.037 㬍9,000㪔 31.26㪔9,524m33kg-BOD/mkg/dmmmnos3m㬍 10㪔9,8003mm /dmg/Lmg/Lmg/Lmg/L12,000 kg/d㬍 120 / 1,000 㪔4,000 kg/d㬍 40 / 1,000 㪔%%720kg/d㬍 120 㬍 0.06 / 1,000 7203,280 kg/d㪔kg-N/kg-SS/d (25 degrees C)mg/L9,0000.33 kg-N/m3/ 1,000 㪔2,9970.33kg-N/d㬍㪔/3100,000m /d120mg/L120mg/L100,000 㬍 120 / 1,000 㪔12,0000.14 kg-BOD/kg-SS/d (25 degrees C)9,000 mg/L1.260.14 㬍 9,000/ 1,000 㪔 㪔3 kg/d 㪔㪔㪔㪔 3200,000m /d120mg/L120mg/L200,000 㬍 120 / 1,000 㪔24,0000.14 kg-BOD/kg-SS/d (25 degrees C)9,000 mg/L0.14 㬍 9,0001.26/ 1,000 㪔 Required Aerobic tank volume for BOD 㪔㪔㪔㪔㪔㪔㪔 3) Aerobic tank volume for BOD removal3)-1 BOD removal in Aerobic tankDesign flow rateInfluent BOD䇭concentrationInfluent SS䇭concentrationBOD loadBOD removal rateMLSS in MBR tankBOD removal rate per unit volume Phase 1 Calculation Final Phase Calculation Item
A2-28 1)-5 Standard Oxygen Requirement (SOR)㪔15,876 AOR Csw r 7601.024 䋨T-20䋩 Į (ȕ䊶Cs䊶r-CA) P 57,865 kg-O2 /d12,000㪔1)-4 Total required Oxygen for biological treatment(AOR)29,98919,600m9,000mg/L0.759,000 㬍 19,600 㬍 0.750 /㪈㪃㪇㪇㪇132,300kg/d0.12kg-O2 /kg-VSS132,300 㬍 0.12 㪔15,876kg-O2 /d㪔㪔㪔㪔 㪔㪔Total tank VolumeMLSS in tankMLVSS/MLSSQuantity of MLVSS㪔3m14,994kg-O2 /dkg-O2 /d6,000 14,994 7,938 28,932 kg-O2 /d39,800m9,000mg/L0.759,000 㬍 9,800 㬍 0.750 /㪈㪃㪇㪇㪇66,150kg/d0.12kg-O2 /kg-VSS66,150 㬍 0.12 㪔7,938kg-O2 /d9,8003,280kg-N/d64/14kg-O2 /kg-N3,280 㬍 64/14 㪔mg/Lmg/Lkg-BOD/dkg-O2 /kg-BOD0.5 㪔6,000 19,600㪔Pre-aeration tank VolumeRequired unit Oxygen for endogenous respirationRequired Oxygen for endogenous respiration㪔㪔㪔㪔㪔㪔㪔㪔㪔㪔 㪔kg-O2 /d 329,989 3m6,560kg-N/d64/14kg-O2 /kg-N6,560 㬍 64/14 㪔100,00012012,0000.512,000 㬍 1)-3 Required Oxygen for endogenous respiration 㪔㪔㪔 kg-O2 /d 1)-2 Required Oxygen for nitrificationT-N load for nitrificationRequired unit Oxygen for nitrificationRequired Oxygen for nitrification m /dmg/Lkg-BOD/dkg-O2 /kg-BOD0.5 㪔12,0003 200,00012024,0000.524,000 㬍 㪔 1)-1 Required Oxygen for BOD removalDesign Flow rateInfluent BOD䇭concentrationBOD loadRequired unit Oxygen for BOD removalRequired Oxygen for BOD removal 1) Oxygen for biological treatment 6.2 Required Air Volume Phase 1 Calculation Final Phase Calculation Item
A2-29917,32163732㪔㪔㬍0.232Nm /min/each tank3Nm /min3Nm /d370,585㪈㪅㪉㪐㪊 㬍273 䋫273250.232 kg-O2 /m3 N-Air)25 degees C㬍㪈㪇㪇㬍; Oxygen Content in Air (; � 㪔㪔㪔㪔㪔㬍32319458,654283Nm /min/each tank3Nm /min3Nm /d0.232kg as O2 /d35,292㪈㪅㪉㪐㪊 㬍35,292㬍㪈㪇㪇㬍 28㪉㪎㪊㩷㪂㩷㪫27328 %); Oxygen Transfer Efficiency (1.293 kg/m3 N-Air); Air Density ( kg as O2 /d273 䋫273 㪔㪔 GsOWT㱝EASOREA 㬍 ȡ 㬍 Ow70,585;;;; 㪔㪔HĮȕP GsSOR ;; 1)-6 Required Air Volime (Gs) r Tr ; Cs ; Ca Oxygen saturation concentration in cleanwater at 20 Celsius8.84mg/L䋽Average DO1.5mg/L䋽Oxygen saturation concentration in cleanwater at 25 Celsius8.39mg/l䋽25 degees C �Coefficient of water depth(H/2)1 䋫䋽䋽 1.2310.332Average depth of air diffuser 4.80 m0.930.97760 ; CSW Phase 1 Calculation Final Phase Calculation Item25
A2-307.4 Discharge pressure1) for Aeration TankDiffuser DepthLoss of DiffuserOther lossTotal Pressure2) for MBR TankDiffuser DepthLoss of DiffuserOther lossTotal Pressurefor MBR TankGG7.3 Blower Capacityfor Aeration qmmAq 1.1mmAqmmAqmmAqmmAq41㬍 3Nm /min/each tankm /min364 kpa33Nm /min/each tankm /min68 kpa3632158consider about 10% allowance3532㬍 1.1 㪔㪔㪔㪔for MBR Tank 㪔 for Aeration Tank㪔3.6Nm /min/unit800units2,880 Nm3 /min800 㬍 3.6 3144Nm /min/each tank NN 㪔㪔㪔 for Aeration Tankfor MBR Tank 432unitunit14432143Nm /min/module x 20module/unitmmAqmmAqmmAqmmAq 1.11.1mmAqmmAqmmAqmmAq41㬍㬍 33m /min64 kpa3Nm /min/each tank3Nm /min/each tankm /min68 kpa36321583533.6Nm /min/unit400units1,440 Nm3 /min400 㬍 3.6 3144Nm /min/each tank0.18 7.2 Number of Actual working Blower per each tank 7.1 Required Air Volume per each Tank 7. Aeration Blowers Number of unitTotal Air volume for membrane3 Nm /min/module x 20module/unit 0.18 㪔 2) Air volume for Membrane air scrubbingAir volume of one(1) membrane unit Phase 1 Calculation Final Phase Calculation Item
A2-312,7193m /d 1.9Non-clog type sludge pump100mm31.0m /min12m11kW8nos. Including 4 standby1 pump per 1 train (5 Tanks) Number of Pump Drawing Sludge VolumeTypeDiameterCapacityDischarge PressureMotor OutputQantity 7.6 Excess Sludge pump 3m /min1,3593m /d 0.9Non-clog type sludge pump100mm31.0m /min12m11kW4nos. Including 2 standby 3m /minTurbo Blower (single stage oilless)200mm3245m /min5000mmAq450kW7units ( including stand-by 1 units) Turbo Blower (single stage oilless)200mm3245m /min5000mmAq450kW14units ( including stand-by 2 units) Turbo Blower (single stage oilless)200mm3120m /min5000mmAq220kW5units ( including stand-by 1 units) Turbo Blower (single stage oilless)200mm3120m /min5000mmAq220kW10units ( including stand-by 2 units) 7.5 Blower Specification1) for Aeration TankTypeDiameterCapacityDischarge PressureMotor OutputQantity2) for MBR TankTypeDiameterCapacityDischarge PressureMotor OutputQantity Phase 1 Calculation Final Phase Calculation Item
3.3 4nos Pressing Rotary Outer Cylinder-type Screw Press (Hybrid type)800 mm0.9 %320 kg-DS/hr23 hr/d Organic Polymer (Cation)1.7 %1.7 kW/1 unit5 nos. including 1 standby23 TypeScreen DiameterInput Sludge ConcentrationFiltration rateOperation timeDosage typeDosage rateTotal Motor powerNumbers 8.3 Dehydrater Specifications 0.32 / 24.462 / 12.237 /0.32 /23 1.7 2nos Pressing Rotary Outer Cylinder-type Screw Press (Hybrid type)800 mm0.9 %320 kg-DS/hr23 hr/d Organic Polymer (Cation)1.7 %1.7 kW/1 unit3 nos. including 1 standby 8.2 Required number of Dehydrater 12.237 t/d0.9 %30 m /d23 hr/d Pressing Rotary Outer Cylinder-type Screw Press(Hybrid type)800 mm320 kg-DS/hr Screen DiameterFiltration rate 24.462 t/d0.9 %32,718 m /d23 hr/d Pressing Rotary Outer Cylinder-type Screw Press(Hybrid type)800 mm320 kg-DS/hr Input Sludge Solids quantityInput Sludge Solids ConcentrationInput Sludge VolumeOperation timeDehydrater Type 8.1 Design Condition 8. Dewatering Facility Phase 1 Calculation Final Phase Calculation Item A2-32
(3) Main Equipment ListFacility : Lift Pump and Grit Chamber FacilityNo.EquipmentQuantityFinal PhasePhaseExpanITotalsion224Brief Spec.Motoroutput(kW)Remarks1Inflow gateElectrical motor operation cast ironsluice gate1.0mW x 2.0mH3.72Coarse screenFlat bar screen (manual raking)Spacing 100mm( 2.5mW x 4.8mH, 65 deg installation)224-3Fine ScreenSingle rake automatic ScreenSpacing 15mm( 2.5mW x 4.8mH, 70 deg installation)2242.24Lift pumpVertical shaft Volute type mixed flow pump700mm x 70.0m3/min x 34.5mH325570Include 1 standby5Flow meterUltrasonic typeDiameter 700mm3256HoistElectric motor operation hoistlifting capacity : 10 ton1015.0(hoisting)0.85(traveling)8Pump up wellconnection gateManual operation cast ironsluice gate1.5 mW x 1.5 mH101-9Outflow gateElectrical motor operation cast ironsluice gate1.0 mW x 1.2 mH4043.710Grit collectorScrew type collectorscrew diameter 300mm, length 15.0m2245.511Grit lifting PumpSubmersible sludge pump80mm x 0.5m3/min x 10m2245.512Air BlowerRotary Roots Blower150mm x 11m3/min x 42kpa21322Including 1 standby A2-33
Facility : Equalization Tank FacilityNo.EquipmentBrief Spec.QuantityFinal PhasePhase I ExpanTotalsion161632Motoroutput(kW)1Inflow weir gateManual operation cast iron weir type gate0.6 mW x 0.6 mH2Constant rate pumpNonclogging pump250mm x 8.7m3/min x 14m121224443Mixer for antisettlingSubmersible propeller typepropeller diameter 300mm80801602.8RemarksPhase1 including 4 standbyFinal phase including 4 standby Facility : Membrane Reactor process FacilityNo.1EquipmentUltra fine screenQuantityFinal PhasePhaseExpanITotalsion101020Brief Spec.Drum ScreenSpacing 1mmcapacity 420m3/h or moreMotoroutput(kW)Remarks0.423Aerobic tank Air diffuser Membrane panel typeWhole floor aeration101020-4Aeration Blowerfor BOD removalTurbo Blower (single stage oilless)120m3/min x 68kps55102205Membrane unitHollow fiber membraneMembrane area 600m2/unit2020406Permeate pumpcentrifugal pump11m3/min x 7m101020227Aeration BlowerTurbo Blower (single stage oilless)for membrane scrubbing 245m3/min x 64kps7714450Phase1 including 11 standbyFinal phase including 2 standby9Excess Sludge Pump44811Phase1 including 2 standbyNon-clog type Sludge PumpPhase1 including 1 standbyFinal phase including 2 standbyFinal phase including 2 standby A2-34
Facility : Disinfection FacilityNo.EquipmentQuantityFinal PhasePhaseExpanITotalsion224Brief Spec.1Sodium hypochloritestorage tankFiberglass plastic constructioncylindrical tank 10m32Sodium hypochloritedosing pumpDiaphragm pump15mm dia. x 3.2L/min x 0.2MPa448Motoroutput(kW)0.4RemarksPhase1 including 2 standbyFinal phase including 2 standby Facility : Dewatering FacilityNo.EquipmentQuantityFinal PhasePhaseExpanITotalsion202Brief Spec.Vertical shaft paddle mixerMotoroutput(kW)Remarks1Excess sludge mixer2Excess sludge feed pump Progressive cabity pump125mm x 4.3 - 35m3/h32511including 1 standby3Dehydrater3251.7including 1 standbyPressing Rotary Outer Cylinder-type Screw Press (Hybrid type)Screen diameter 800 mm11 Facility : Electrical FacilityNo.EquipmentBrief Spec.1Transfformer20kV/380V 50Hz 3,200kVA2Generater380V 50Hz 3,700kVAGas turbine engine 4,000Ps or moreQuantityFinal PhasePhase I ExpanTotalsion22411Motoroutput(kW)Remarks2 A2-35
(4) Hydraulic Calculation1. Basic Conditions㧔㧝㧕Name of WWTP ޓޓ JKT Central treatment Plant㧔㧞㧕Wastewater Treatment Process ޓޓ Conventional Activated Sludge㧔㧟㧕Design FlowrateDesign FlowrateFinal Phase3m 㧛d3m 㧛sFirst Phase3m 㧛d3m 㧛sAverage Daily Flowrate200,0002.315100,0001.157Maximum Daily Flowrate264,0003.056132,0001.528Maximum Hourly Flowrate400,0004.630200,0002.315㧔㧠㧕Inflow PipePipe Diameter ޓޓ ij2,200mm㧔㧡㧕DischargeRiverDesign High Water Level㧔㧢㧕Planned Ground LevelExisting Ground LevelPlanned Ground LevelBANJIL KANAL 4.30 M 4.30 M 㨪 4.50 M 4.50 M A2-36
QDA 200,000QDM 264,000QHM 400,000QDA 202,581QDM 266,581QHM 402,581Screen &Lift PumpQDA 202,581QDM 266,581QHM 402,581Lift PumpQDA 202,581QDM 266,581QHM 402,581GritChamberQDA 202,581QDM 266,581QHM 402,581A2-37QDA 200,000QDM 200,000QHM 200,000QDA 2,581QDM 66,581QHM 202,581DistributionPumpConfluenceBoxAnoxic TankQDA 199,863QDM 263,863QHM 399,863QDA 600,000QDM 600,000QHM 600,000DischargeAerobic TankMBR TankQDA 197,282QDM 197,282QHM 197,282PermeatePump㧽DA㧦Daily Average Flow㧔m3㧛day㧕㧽DM㧦Daily Maximum Flow㧔m3㧛day㧕㧽HM㧦Hourly Peak Flow in three units operating㧔m3㧛day㧕QDA 600,000QDM 600,000QHM 600,000Return SludgeDisposal over flowEqualizationTankQDA 400,000QDA 137 Excess Sludge&GYCVGTKPI QDA 2,718QDA 2,581 InflowPipe2. Water Mass Balance
Point 㨇Discharge Conduit (1)㨉 ̪ޓ Gravity flowFormula:ManningContent3Flowrate(m /d)3Q(m /s)Number of 002.3154.630(pipe)㨚123㨝2.3152.315(m /s)SchematicBox Culvert 2 serisesDiagramWidth1.5 mDepth1.5 mLength(㨙)㧸9Invert Elevation(M)FH 1.500(㨙)H'1.5001.500Water Depth2n 0.014Ho-FHCross Section(m )A2.252.25Wetted Perimeter(㨙)P6.006.00Hydraulic /AHydraulic Gradient(‰)I0.7670.767(n*V/R )Down stream WL(㧹)Ho 4.300 4.300H OutflowEAFrictionD(㨙)0.0540.0541.0*(V /2g)*(Nm 1)(㨙)0.0070.007I*L(㨙)0.0270.0270.5*(V /2g)*(Nm 1)LOS InflowSTotalWater Level(㨙)h0.0880.088(㧹)H 4.388 4.388A2-382/3 222Ho h
Point 㨇Discharge Conduit (2)㨉 ̪ޓ Gravity flowFormula:ManningContents3(m /d)FlowrateCaseSymbol3Q(m /s)㧽DM㧽HM100,000200,0001.1572.315Number of pipes(pipe)㨚11Flowrate/pipe3㨝1.1572.315(m /s)SchematicBox Culvert 1 serisesDiagramWidth1.5 mDepth1.5 mLength(㨙)㧸130.00Invert Elevation(㧹)FH 1.500(㨙)H'1.5001.500Ho-FHWater Depth2n 0.014Cross Section(m )A2.252.25B*H'Wetted Perimeter(㨙)P6.006.002*H' BHydraulic Radius(㨙)R0.3750.375A/P(m /s)3V0.5141.029p/AHydraulic Gradient(‰)I0.1910.767(n*V/R )Down stream WL(㧹)Ho 4.388 4.388H OutflowEAFrictionD(㨙)0.0130.0541.0*(V /2g)*1(㨙)0.0250.100I*L(㨙)0.0130.0530.99*(V /2g)*1(㨙)0.0070.0270.5*(V /2g)*(Nm 1)VelocityoL Refraction (90 )OS InflowSTotalWater Level(㨙)h0.0580.234(㧹)H 4.446 4.622 A2-392/3 2222Ho h
Point 㨇Discharge Channel (1)㨉 ̪ޓ Gravity flowFormula:ManningContents3FlowrateCaseSymbol(m /d)3Q(m /s)㧽DM㧽HM050,00000.579Number of pipes(pipe)㨚11Flowrate/pipe3㨝0.0000.579(m /s)SchematicChannel 1 serisesDiagramWidth1.0 mDepth2.0 mLength(㨙)㧸73.80Invert Elevation(㧹)FH 2.500(㨙)H'1.9462.122Ho-FHWater Depth2n 0.014Cross Section(m )A1.9462.122B*H'Wetted Perimeter(㨙)P4.895.242*H' BHydraulic Radius(㨙)R0.3980.405A/P(m /s)3V00.273p/AHydraulic Gradient(‰)I0.0000.049(n*V/R )Down stream WL(㧹)Ho 4.446 4.622H OutflowEAFrictionD(㨙)0.0000.0041.0*(V /2g)*1(㨙)0.0000.004I*L(㨙)0.0000.0020.5*(V /2g)*(Nm 1)VelocityLOS InflowSTotalWater Level(㨙)h00.01(㧹)H 4.446 4.632 A2-402/3 222Ho h
Point 㨇Discharge Channel (2)㨉 ̪ޓ Gravity flowFormula:ManningContents3FlowrateCaseSymbol(m /d)3Q(m /s)㧽DM㧽HM050,00000.579Number of pipes(pipe)㨚11Flowrate/pipe3㨝0.0000.579(m /s)SchematicChannel 1 serisesDiagramWidth1.0 mDepth2.0 mLength(㨙)㧸17.00Invert Elevation(㧹)FH 2.500(㨙)H'1.9462.132Ho-FHWater Depth2n 0.014Cross Section(m )A1.9462.132B*H'Wetted Perimeter(㨙)P4.895.262*H' BHydraulic Radius(㨙)R0.3980.405A/P(m /s)3V00.272p/AHydraulic Gradient(‰)I0.0000.048(n*V/R )Down stream WL(㧹)Ho 4.446 4.632H OutflowEAFrictionD(㨙)0.0000.0041.0*(V /2g)*1(㨙)0.0000.001I*L(㨙)0.0000.0020.5*(V /2g)*(Nm 1)VelocityLOS InflowSTotalWater Level(㨙)h00.007(㧹)H 4.446 4.639 A2-412/3 222Ho h
Point 㨇Discharge Channel (3)㨉 ̪ޓ Gravity flowFormula:ManningContents3FlowrateCaseSymbol(m /d)3Q(m /s)㧽DM㧽HM025,00000.289Number of pipes(pipe)㨚11Flowrate/pipe3㨝0.0000.289(m /s)SchematicChannel 1 serisesDiagramWidth1.0 mDepth2.0 mLength(㨙)㧸17.00Invert Elevation(㧹)FH 2.500(㨙)H'1.9462.139Ho-FHWater Depth2n 0.014Cross Section(m )A1.9462.139B*H'Wetted Perimeter(㨙)P4.895.282*H' BHydraulic Radius(㨙)R0.3980.405A/P(m /s)3V00.135p/AHydraulic Gradient(‰)I0.0000.012(n*V/R )Down stream WL(㧹)Ho 4.446 4.639H OutflowEAFrictionD(㨙)0.0000.0011.0*(V /2g)*1(㨙)0.0000.000I*L(㨙)0.0000.0000.5*(V /2g)*(Nm 1)VelocityLOS InflowSTotalWater Level(㨙)h00.001(㧹)H 4.446 4.640 A2-422/3 222Ho h
Point 㨇Equalization Tank㨉 ޓ Outflow ThoughFormula㧦Tho
Membrane placement inside the activated sludge reactor MLSS in reactor tank 9,000 mg/L Design Flux .5 0.6m3/m2/d Excess Sludge production rate 70 % BOD removal rate 0.12 kg-BOD/kg-SS/d BOD removal rate per unit volume 1.44kg-BOD/m3/d Nitrification rate 0.025 kg-N/kg-SS/d Nitrification rate per unit volume 0.3kg-N/m3/d (8) Oxygen requirement
The Red Jacket Product Portfolio The Red Jacket 4" STP Portfolio Fuel Compatibility The Red Jacket STP The Red Jacket Alcohol Gas STP Red Armor STP 2 2 The Red Jacket Fixed Speed STP Virtual Siphon - Automation Maxxum STP CoreDEF STP 7MXI 'SR ¼KYVEXMSR The Red Jacket DEF Pump LPG Premier STP Combat Corrosion Sump-Dri Desiccant System
Spanning Tree Protocol (STP) Page 6 Spanning Tree Protocols: STP, RSTP, and MSTP Spanning Tree Protocol (STP) STP uses the process described in Table 1 on page 4, to avoid loops. STP port states In STP mode, each switch port can be in one of five spanning tree states, and one of two
STP –Spanning Tree Protocol indigoo.com Contents 1. Goal of STP: Loop-free topology for Ethernet networks 2. STP standards overview 3. IEEE 802.1D STP protocol 4. IEEE 802.1w RSTP Rapid STP 5. IEEE 802.1Q CST Common Spanning Tree 6. Cisco PVST and PVRST 7. IEEE 802.1s MST Multiple Spanning Tree Protocol 8. STP Pros and Cons
Softswitch Operations [2/3] n Inter-Softswitch Communications Local Switch STP Trunking Gateway Signaling (SS7) Gateway Media Gateway Controller STP Trunking Gateway STP Media Gateway Controller Signaling (SS7) Gateway STP STP Domain A Domain B Local Switch Routing Directory 3 1 5 2 ISUP IAM 4
treatment facility CIP recommendations presented in Chapter 9 Recommended Wastewater CIP of this volume. This evaluation will focus on the seven treatment facilities located on Guam, as shown in Figure 5-1 Location of Sewage Treatment Plants. Agat-Santa Rita STP Hagatna STP Baza Gardens STP Umatac-Merizo STP Northern District STP (NDSTP)
Walters & Sons STP. This research led to the subsequent design of the STP-laminated girder (figure 5c) as a potential replacement for the nail-laminated design being used by Jack Walters & Sons (figure 5b) The advantage of the STP-laminated girder design is that STPS not only replace th
802.1s (Multiple STP or MST / MSTP): Maps multiple VLANs into the same spanning-tree instance 802.1w (Rapid STP or RSTP): Improves convergence over 1998 STP by adding roles to ports and enhancing BPDU exchanges PVRST : A Cisco enhancement of RSTP using PVST PVST, RPVST: STP a RSTP instance for each VLAN in the ISL network
VLAN and MSTP spanning tree protocol. For more details, please refer to ‘STP Mode and Model Table’ in chapter 2. This chapter describes how to configure the standard spanning tree protocol that switch supports. Note: 802.1D STP and 802.1w RSTP are abbreviated to SSTP and RSTP in this article. SSTP means Single Spanning-tree. 1.2 STP Model .
