Basics Genchem

8/11/2019 Basics Genchem

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CIE4485Wastewater Treatment

Prof.dr.ir. Jules van Lier

12. Anaerobic Sewage Treatment


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3 Anaerobic Wastewater Treatment

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


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 !!


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


COD concentration: influent effluent, Kanpur, India


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BOD concentration: influent effluent, Kanpur, India


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


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


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


Internal view 1200 m 3 UASB, Cali, Colombia


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Stainless steel, rectangular influent distribution


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


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


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.


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


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


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)


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..


Gas Pipe Cap

Post-commissioning: GLSS gas leakages


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GLSS Sanhour


GLSS gas leakages


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GLSS gas leakages


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


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


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.


Trickling filters (in operation), Accra, Ghana

UASB

Trickling filters


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Final clarifiers in operation, Accra, Ghana

Final effluent


UASB - Post treatment Options, 1-2 (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


BIOPAQ UBOX Sewage Treatment PlantPoos de Caldas, Brazil - 10.000 inhabitants

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