aeration mass balance

1 INFLUENT TO AERATION TANKQ 2400 m3/day

24100 m3/jam

0.63 MGD 634,012.93 Gallon/hari

into primary settling tank 200 mg/LSS into primary settling tank 200 mg/L

in primary settling tank 30%

in primary settling tank 55%

Aeration Tank 140 mg/L

Aeration Tank 90 mg/L2 EFFLUENT OUT OF SETTLING TANK (ACCORDING TO SECONDARY TREATMENT EFF.CRITERIA

Sesuai standar EPA kriteria effluent adalah

kurang dari 30 mg/Ldengan removal efficiency > 85%

kurang dari 30 mg/Ldengan removal efficiency > 85%

Dipilih 25 mg/LSehingga

MLVSS/MLSS = 0.8

25 mg/L

6 mg/L3 REMOVAL EFFICIENCY, Es

Es 96 %4 OVERALL EFFICIENCY 88 %5 Pilih qc dan kinetic coeficient dan kontrol MLSS dalam tangki aerasi

qc = θc 5 hari

qc 3/4 activated sludge retention time in system

Y 0.6Kd 0.06 1/hariKd 3/4 decay coeficient of organisms (1/hari) based on order reactionΨ 1.15sustained factorMLSS 2,500 mg/L

6 Dimensi

3/4 average daily flowrate dlm gallon/hariy 3/4 mass loading coeficient > 1So 140 mg/LS 6 mg/LMakaVolume Tangki Aerasi dibutuhkan 112,995 gallon

15,107

QAd

BOD5

BOD5 removed

SS removed

BOD5 in

SS in

BOD5effluent

SS effluent

BOD5effluent

SS effluent

Soluble BOD5effluent

Hanya untuk carboneous BOD5 removal

mg VSS/mg BOD5

QAd

ft3

DirencanakanJumlah Tangki Aerasi 1 buahmaka Volume masing-masing Tangki 15,107 Depth of Water 15.5 ftUntuk Complete MixPerbandingan L : W 2 : 1diperoleh L 45 ft

W 22.5 ft

Sehingga 15,694

7 Check Hydraulic Detention Time Rata-RataOperation Time 24 jam/hari

θc = 4.4 jam8 Check U & FM

U 0.42 1/hariF/M 0.43 lb BOD5/lb VSS.hari

Check OKE9 Wastage of Sludge

Px 377 lb/hariQw 339 lb/hari

10 Return Sludge RatePilihThickened sludge concentration pada dasar clarifier antara

Xw 7,000 sampai 11,000 Shg Xr 5,600 - 8,800

R 0.53 0.28 Qr 0.34 MGD 0.18

11 STRUKTUR INLET DAN OUTLETa) Pengaturan distribusi influent

Inlet channel berukuran 2.5 ft x 2.5 ft

b) Pengaturan struktur outlet

Width 16 ft4 effluent trough 2.5 ft x 2.5 ft4 effluent boxes with 2.5 ft x 2.5 ft

memakai flat weir

c) Headloss dari inlet ke outlet

12 Oksigen yang diperlukana Oksigen yg diperlukan secara teoritis

Direncanakan(So - S)/BODu » 0.68O2/MLVSS mg/mg 1.42

667

ft3

VActual = ft3

O2T lb O2/hari

b Standard Oxygen requirement (SOR) under Field ConditionsC 3/4 minimum dissolved oxygen (DO) concentration yg diperlukan di tangki aerasi

3/4 coeficient to account for effect of mixing intensity and tank geometri3/4 coeficient of effect of salinity and solid in waste water on DO concentration

3/4 saturation of oxygen in tape waterDirencanakan

C 3 mg/L0.9

0.85

9.1 mg/LPb, Pressure at depth of disc diffuser 15 ftPada umumnya, efisiensi transfer oksigen dg memakai diffuser adalah sekitar 10%Yang mana dapat digunakan sebagai pendekatan tekanan atmosfir sampai 0.9 atm

Pb 1.44 atmDirencanakan

25 = 8.34 mg/L

maka 9.77 mg/LNormalnya suhu rata-rata di tangki aerasi adalah 25

SOR 1,035

Table: Standard Oxygen Transfer Efficiency (SOTE) for Air Areation Systems in Clean Water at 15' SubmergenceFine bubble diffusers, total floor coverage 20 ~ 32Fine bubble diffusers, side-wall installation 11 ~ 15Jet aerators (fine bubble) 22 ~ 27Static aerators (medium-size bubble) 12 ~ 14Coarse bubble diffusers, wide band pattern 6 ~ 8Coarse bubble diffusers, narrow band pattern 4 ~ 6

DirencanakanSOTE (Standad Oxygen Transfer Efficiency) 10 %

SOTR 10,351

a (α)b (β)

Cs,20

a (α)b (β)

Cs,20

CsT, Oxygen Solubility pd suhu oC

CsA

oC

lb O2/hari

lb O2/hari

Gallon/hari

EFFLUENT OUT OF SETTLING TANK (ACCORDING TO SECONDARY TREATMENT EFF.CRITERIA

gallon/hari

mg VSS/mg BOD5

4.72 m

14 m 6.858 m

lb BOD5/lb VSS.hari

mg/Lmg/L

MGD

x 3

3/4 minimum dissolved oxygen (DO) concentration yg diperlukan di tangki aerasi

Table: Standard Oxygen Transfer Efficiency (SOTE) for Air Areation Systems in Clean Water at 15' Submergence

Perhitungan Peripheral velocity of an impeller

N Rational Speed RPM V=(NxD)/229D Diameter mV Velocity m/s

Ts Shear StressHP Horse Power Ts=HPx321000/(NxDs^3)N Rational SpeedDs Diameter shaft

T TorqueHP Horse Power T=(5250xHP)/NN Rational Speed

H HeadP Pressure H=P*2.3/SgSg Spesific Gravity

V VelocityD Diameter Q=VxD^2x2.445Q Flow

V VelocityHv Vertcal Head Hv=V^2/64.4

Kuantitas Influen Air LimbahQ.ave 0.4709 l/det 40.68576Q.min 0.2355 l/det 20.3472Q.max 0.4709 l/det 40.68576Qp 0.7064 l/det 61.03296

Kualitas Influen Air Limbah

71 mg/lCOD 147 mg/lTSS 116 mg/lNH3 bebas 0.184 mg/lDetergen 0.2566 mg/lPhenol 0 mg/l

0 mg/lPhosphat (ortho) 0.4121 mg/l

Baku Mutu Limbah Cair Untuk Kegiatan Rumah Sakit

30 mg/lCOD 80 mg/lTSS 30 mg/lNH3 bebas 0.1 mg/lDetergen 0.5 mg/lPhenol 0.01 mg/l

0.5 mg/lPhosphat (ortho) 2 mg/l

GRIT CHAMBERNeraca Massa Sebelum Grit ChamberM.BOD Q.ave = 2.8887 kg/hari

Q.min = 1.4447 kg/hariQ.max = 2.8887 kg/hariQp = 4.3333 kg/hari

M.COD Q.ave = 5.9808 kg/hariQ.min = 2.9910 kg/hariQ.max = 5.9808 kg/hariQp = 8.9718 kg/hari

M.TSS Q.ave = 4.7195 kg/hariQ.min = 2.3603 kg/hariQ.max = 4.7195 kg/hariQp = 7.0798 kg/hari

m3/harim3/harim3/harim3/hari

BOD5

Sisa Klor (Cl2)

BOD5

Sisa Klor (Cl2)

Neraca Massa Setelah Grit ChamberM.BOD Q.ave = 2.8887 kg/hari




Neraca Massa Sebelum BP IM.BOD Q.ave = 2.8887 kg/hari




Neraca Massa Setelah BP IDirencanakan :Removal BOD = 30%

TSS = 60%M.BOD

Q.ave = 0.8666 kg/hariQ.min = 0.4334 kg/hariQ.max = 0.8666 kg/hariQp = 1.3000 kg/hari

M.TSSQ.ave = 2.8317 kg/hariQ.min = 1.4162 kg/hariQ.max = 2.8317 kg/hariQp = 4.2479 kg/hari

B84

Metcalf & Eddy, 1991: 25-40%

B85

Metcalf & Eddy, 1991: 50-70%

Sludge Solid Concentration dari BP IDirencanakan = 5%

= 50,000 mg/l= 50 kg/m3

Perhitungan Kapasitas LumpurUntuk Q.ave = 0.0566

Q.min = 0.0283Q.max = 0.0566Qp = 0.0850

BODQ.ave = 15.3017 mg/lQ.min = 15.3017 mg/lQ.max = 15.3017 mg/lQp = 15.3017 mg/l

TSSQ.ave = 50 mg/lQ.min = 50 mg/lQ.max = 50 mg/lQp = 50 mg/l

Kualitas Limbah Masuk Tangki AerasiM.BOD



Untuk Q.ave = 0.0566Q.min = 0.0283Q.max = 0.0566Qp = 0.0850

Konsentrasi sebelum masukBOD

Q.ave = 15.3017 mg/lQ.min = 15.3017 mg/lQ.max = 15.3017 mg/lQp = 15.3017 mg/l



TSSQ.ave = 50 mg/lQ.min = 50 mg/lQ.max = 50 mg/lQp = 50 mg/l

Kapasitas LimbahUntuk Q.ave = 40.6291

Q.min = 20.3189Q.max = 40.6291Qp = 60.9480

Kualitas Limbah Keluar Tangki AerasiM.BOD



KonsentrasiBOD


TSSQ.ave = 0.0465 mg/lQ.min = 0.0465 mg/lQ.max = 0.0465 mg/lQp = 0.0465 mg/l

Liquid line

Q.ave = 0.0000Q.min = 0.0000Q.max = 0.0000Qp = 0.0000

KonsentrasiBOD

Q.ave = 0.0000 mg/lQ.min = 0.0000 mg/lQ.max = 0.0000 mg/l



Qp = 0.0000 mg/l

TSSQ.ave = 0.0000 mg/lQ.min = 0.0000 mg/lQ.max = 0.0000 mg/lQp = 0.0000 mg/l

M.BODQ.ave = 0.0000 kg/hariQ.min = 0.0000 kg/hariQ.max = 0.0000 kg/hariQp = 0.0000 kg/hari


Direncanakan :Removal BOD = 10%


Direncanakan :Y = 0.5 g.biomass/g.substrat

= 0.06 per hari

= 10 hari

= 0.3125 g/g

= 0.0000 mg/l

= 0.0000 mg/lg.MLSS/g.MLVSS = 1.25

Q.ave = 0.0000 g.MLVSS/jam 0.0000 g.MLSS/jamQ.min = 0.0000 g.MLVSS/jam 0.0000 g.MLSS/jamQ.max = 0.0000 g.MLVSS/jam 0.0000 g.MLSS/jamQp = 0.0000 g.MLVSS/jam 0.0000 g.MLSS/jam

BODair

kd

θc

Yobs

So (BODin)

Se (BODair)

Px

A218

0.4 - 0.6

A220

3 - 15 hari

aeration mass balance

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