Post on 03-Jun-2018
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CIE4485Wastewater Treatment
Prof.dr.ir. Jules van Lier
12. Anaerobic Sewage Treatment
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UASB REACTOR DESIGN
Relationship between pollution strength and reactor volume.
(hydraulic load = 6m 3 m -3 d -1
Vreactor = 1000 m3)
2000
1500
1000
500
01 2 3 4 50
Vr = Q Vr = (c Q) r v-1
c (kg COD m -3)
V r
( m 3 ) Assumptions:
min = 4 hQ = 250 m 3 h -1
r v= 15 kg COD m -3 d -1
hydraulic load = 6 m 3 m -3 d -1
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Anaerobic treatment of municipal wastewaters usingUASB reactors systems
Temperature.: > 20 CCOD infl.: < 1000 mg/lSS-influent: < 500 mg/l
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Relationship between pollution strength and reactor volume
Assumptions: min = 4 h
Q = 250 m 3 h -1
r v= 15 kg COD m -3 d -1
hydraulic load = 6 m 3 m -3 d -1
2000
1500
1000
500
01 2 3 4 50
Vr = Q Vr = (c Q) r v-1
c (kg COD m -3)
V r
( m 3 )
Assessment of the size of a UASB Reactor
Normal COD-rangefor domestic sewage
Conventionally designedUASB reactors for domesticsewage (COD < 1000 mg/l)are hydraulically limited !!
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Objectives:
Removal of biodegradable organic compounds by converting
them into methane.
Removal of settle-able non-biodegradable compounds
Stabilisation of retained sludge.
Improving de-watering characteristics of the sludge
Anaerobic Sewage Treatment
UASB mostly applied and comprehends 4 uni ts:1) primary clarifier,2) biological reactor,3) secondary clarifier and4) sludge digester
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Attainable UASB results for domestic sewage
14.000 m 3/d, Mirzapur, India 12.000 m 3/d, Bucaramanga, Colombia
COD Removal: .. 70 - 80%BOD Removal: .. 75 - 85%SS Removal: . 70 - 80%Pathogen Removal:
- Coliforms: 70 - 90%- Helminth eggs: up to 100%?
Results fr om Latin America and Indi a:(COD < 500/600 mg/l)
V: up to 50.000 m 3
Hydraulic load restrictive: HRT 6-8 hrs
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COD concentration: influent effluent, Kanpur, India
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BOD concentration: influent effluent, Kanpur, India
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TSS concentration: influent effluent, Kanpur, India
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- compact systems- reduction land demand- reduction sewerage costs
Campina Grande, Brasil Odemira, Portugal
Masterplan of Recife metropolitan area: decentralised approach(Florencio et al., 2001)
UASB: options for decentralised sewage treatment
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Conditions for decentralised / residential
applications
Vivero, Cali, Colombia: in direct vicinity of residential area !!
- Odor prevention!!
- Full treatment until restrictions
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influent
screening grit chamber
sludge drying bedreuse
effluentU A S B
water sludgebiogas
biogas use
- polishing pond- Trickling filter - RBC- etc.
General lay-out of an anaerobic WWT
plant
Post treatment
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sludgewithdrawal
biogas
treatedwater
wastewater
feedinlet
deflector beam
Distribution box
effluentgutter
gascollector
sludge bed
sludge blanket
biogas
settling zone aperture
baffle
The UASB Reactor
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sludgewithdrawal
biogas
Treated water
wastewater
feedinlet
deflector beam
Distribution box
effluentgutter
gascollector
sludge bed
sludge blanket
biogas
settling zone aperture
baffle
density
minimum SRT
concentration
concentration
detention time
angle
loading rate
upflow velocity
number
angle
velocity
Design Criteria for the UASB Reactor
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Internal view 1200 m 3 UASB, Cali, Colombia
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Stainless steel, rectangular influent distribution
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36.000 m 3/d UASB, Kanpur, India
Anaerobic treatment of domestic sewage, India
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Full-Scale Experience in Brazil48,000 m 3 UASB Curitiba (Atuba Sul)
24 modules of 2000 m 3 each
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CURITIBA, Brasil - Atuba Sul WTW
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Influent
Conventional Activated Sludge vs Integrated
Anaerobic & Aerobic Treatment
PreliminaryTreatment
PrimarySedimentation
Tank
Effluent Act ivatedSludge
SludgeDisposal
Dewatering
Thickener
Digester
Biogas
Anaerob icProcess
Biogas
Effluent AerobicPolishing
Dewatering
SludgeDisposal
Waste sludgeDisintegration ofSewage Sludge
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UASB
Trickling
filter
Tilted plate settlingdevice
Integrated anaerobic treatment post treatment, Brasil
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Treatment of concentrated sewage: Middle East / Amman
Flow: 180.000 m 3.dayBOD: 500-700 mg/lCOD: 1.500 mg/lTSS: 600-700 mg/lNH4+-N: 70-130 mg/lN-Kj: 90-200 mg/lP-tot: 10-40 mg/lTemp.: 16 (W.) 28 (S.) C
Results two-stagepilot trials MiddleEast (Jordan):(COD 1500 mg/l)
COD Removal: up to 80%BOD Removal: up to 85%SS Removal: up to 80%
Pathogen Removal: insufficientPotential CH 4 production in Amman(at 200.000 m 3 sewage/day): 30,000 m 3/day !
5 6 MWe(with post clarification)
0.15 Nm 3 CH4/ kg CODrem.
Scum.
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Concentrated sewage: SRT prime design cr iterion!SRT is directly linked to the amount of viable, active biomass in thesystem:
SRT (d) = X reactor V / (Q effl Xeffl. + Q excess-sludge X excess-sludge ),
with X = concentration of viable biomass in kg/m 3 (e.g.methanogens).V = reactor volume (m 3)Q = flow m 3/d
SRT is determined by:
- incoming suspended solids- solids digestion in the reactor- filtering capacity sludge bed (upflow velocities + sludge characteristics)- growth and decay of new sludge- sludge retention in the settler (upflow velocities)- withdrawal of excess sludge
SRT min. 3 * Td (doubling time) of critical biomass (e.g. methanogens)
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0
20
40
60
80
100
120
140
160
180
10 15 20 25 30 35 40 45
Temperature [C]
S R T f o r s
t a b i l i z e
d s
l u d g e
[ d a y s
]
Required SRT for Hydrolysis in Reactor
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Role of anaerobic technology in the water chain
Scavenger of solidsMineralisation of organic matter Removal of heavy metalsFiltration of Helminth eggs ??Provider of essential nutrients (NH 4+,PO 43-)Production of stabilised soil conditioner Energy producer (for local use)
Jordan Yemen Egypt
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Cost-effective adjustment
effluent N for re-use- Necessity depends on growth stage and cropping season- UASB used for N solubilisation and denitrification- N is oxidised in post treatment and recycled to UASB
PhD research Ghada
Kassab (2009)
UASB Post treatment
- System stability- Long-term reliability- On-off switch possible
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OPEX / CAPEX reduction as driver
Full scale UASB application:Sanhour, Fayoum, Egypt(June 2006)
Existing plant:Overloaded trickling filters
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Proposed Treatment Processes Options
Option (1): UASB + Trickling Filters
Option (2): UASB + Trickling Filters + Activated Sludge
Option (3): Activated Sludge Process
Option (4): Lagoons (no land available)
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Description UASB+TF UASB+TF+AS AS
COD effl (80 mg/l) 80 80 80
BOD effl. (60 mg/l) 30 15 15
TSS effl. (50 mg/l) 20 20 20
Investments(MEuro) 0.93 1.07 1.47
O&M (euro/year) 14,795 27,345 110,964
Remarks ComplicatedOperation
High Energy +Complex Sludgetreatment
Comparison of options
UASB = upflow anaerobic sludge bedTF = trickling filter
AS = activated sludge
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Full scale UASB,Sanhour, EgyptFirst feasibility studies: mideighties..
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Gas Pipe Cap
Post-commissioning: GLSS gas leakages
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GLSS Sanhour
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GLSS gas leakages
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GLSS gas leakages
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Sanhour WWTP COD Removal
10
100
1000
10000
1 - A u g - 2
0 0 7
3 1 - A u g - 2
0 0 7
3 0 - S e p - 2
0 0 7
3 0 - O c t - 2 0 0 7
2 9 - N o v - 2
0 0 7
2 9 - D e c - 2
0 0 7
2 8 - J a n - 2
0 0 8
2 7 - F e b - 2
0 0 8
2 8 - M a r - 2 0 0 8
2 7 - A p r - 2 0 0 8
2 7 - M a y - 2
0 0 8
2 6 - J u n - 2
0 0 8
2 6 - J u l - 2 0 0 8
2 5 - A u g - 2
0 0 8
2 4 - S e p - 2
0 0 8
2 4 - O c t - 2 0 0 8
2 3 - N o v - 2
0 0 8
Date of Sample
C
O D ( m g
/ l )
UASB Effluent Law 48 (80 mg/l) Final Effluent UASB Influent
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Sanhour WWTP BOD Removal
10
100
1000
1 - A u g - 0
7
3 1 - A u g - 0
7
3 0 - S e p - 0
7
3 0 - O c t - 0
7
2 9 - N o v - 0 7
2 9 - D e c - 0 7
2 8 - J a n - 0
8
2 7 - F e b - 0
8
2 8 - M a r - 0 8
2 7 - A p r - 0 8
2 7 - M a y - 0 8
2 6 - J u n - 0
8
2 6 - J u l - 0 8
2 5 - A u g - 0
8
2 4 - S e p - 0
8
2 4 - O c t - 0
8
2 3 - N o v - 0 8
Date of Sample
B O D ( m g
/ l )
UASB Effluent Law 48 (60 mg/l) Final Effluent UASB Influent
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Sanhour WWTP TSS Removal
10
100
1000
1 3 / 0 8 / 2 0 0 7
2 7 / 0 8 / 2 0 0 7
1 0 / 0 9 / 2 0 0 7
2 4 / 0 9 / 2 0 0 7
0 8 / 1 0 / 2 0 0 7
2 2 / 1 0 / 2 0 0 7
0 5 / 1 1 / 2 0 0 7
1 9 / 1 1 / 2 0 0 7
0 3 / 1 2 / 2 0 0 7
1 7 / 1 2 / 2 0 0 7
3 1 / 1 2 / 2 0 0 7
1 4 / 0 1 / 2 0 0 8
2 8 / 0 1 / 2 0 0 8
1 1 / 0 2 / 2 0 0 8
2 5 / 0 2 / 2 0 0 8
1 0 / 0 3 / 2 0 0 8
2 4 / 0 3 / 2 0 0 8
0 7 / 0 4 / 2 0 0 8
2 1 / 0 4 / 2 0 0 8
0 5 / 0 5 / 2 0 0 8
1 9 / 0 5 / 2 0 0 8
0 2 / 0 6 / 2 0 0 8
1 6 / 0 6 / 2 0 0 8
3 0 / 0 6 / 2 0 0 8
1 4 / 0 7 / 2 0 0 8
2 8 / 0 7 / 2 0 0 8
1 1 / 0 8 / 2 0 0 8
2 5 / 0 8 / 2 0 0 8
0 8 / 0 9 / 2 0 0 8
2 2 / 0 9 / 2 0 0 8
0 6 / 1 0 / 2 0 0 8
2 0 / 1 0 / 2 0 0 8
Date of Sample
T S S ( m g
/ l )
UASB Effluent Law 48 (50 mg/l) Final Effluent Influent TSS
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Accra, Ghana: 6500 m 3 UASB for Municipal Sewage
Korle Lagoon
under construction
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Influent Influent Effluent
peak-values
UASB Tricklingfilter
Clarifier
COD 1,610 625 16,000 520 300 140 30 126 35
BOD 1,050 430 3,100 185 115 170 125 25 12
TSS 860 375 22,000 235 220 230 195 30 10
VSS 735 340 20,500 185 135 175 145 n.a.
COD efficiency (entire plant): 92%BOD / TSS efficiency: 98%HRT: 20-24 hOLR: 1.6 (0.3 6.1) kg/m 3/d
Accra, Ghana: 6500 m 3 UASB for Municipal SewageRESULTS START-UP phase (in mg/l):
pH: 5 12 !!
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COD concentrations through the plant
0200400600800
10001200140016001800
Influent UASB effluent TF effluent Final effluent
C O D ( m g
/ l )
BOD
COD
TSS
Treatment results UASB + TF, Accra, Ghana.
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Trickling filters (in operation), Accra, Ghana
UASB
Trickling filters
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Final clarifiers in operation, Accra, Ghana
Final effluent
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UASB - Post treatment Options, 1-2 (after Chernicharo, 2005)
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UASB - Post treatment Options, 3-4 (after Chernicharo, 2005)
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UASB - Post treatment Options, 5-6 (after Chernicharo, 2005)
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UASB - Post treatment Options, 7-8 (after Chernicharo, 2005)
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Innovative, compact & cost-effective approach:
(Harada et al., Japan)
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Prof. Harada, Nagaoka University, Japan
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GAS OUT
INFLUENT
... ... ... ...... ...... ...... ... AIR IN
EFFLUENT
ANAEROBIC
AEROBIC
... . .. . ... .. . ..
... ...
BIOPAQ UBOX
Integrated anaerobi caerobic treatment sys tem
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BIOPAQ UBOX Sewage Treatment PlantPoos de Caldas, Brazil - 10.000 inhabitants