1. Anaerobic Treatment of Industrial Wastewater
BioE 202 Iowa State University

2. Anaerobic Waste Treatment : An Overview
Historical development
Mainly used for reducing mass of high solids wastes, e.g. human waste
(nightsoil), animal manure, agricultural waste and sludge.
Early applications of anaerobic waste treatment include:
Mouras automatic scavenger - cited in French journal Cosmos in 1881
Septic tank- developed by Donald Cameron in 1895 (England)
Imhoff tank: developed by Karl Imhoff in 1905 (Germany)

3. Popularity of anaerobic processes
Energy crisis in 70 and 80’s- a renewed interest in anaerobic process
No. of plants
Anaerobic treatment plants for industrial applications (Source: Franklin, 2001)

4. Anaerobic treatment within wastewater processing
Domestic wastewater (100)
Preliminary treatment
Bar screen, Comminutor
Grit chamber etc.
Primary sedimentation
(100)
Primary sludge
(35)
Aerobic treatment
(65)
e.g. Activated sludge,
Trickling filter, RBC
Secondary sedimentation
Oxidized to CO2 (30)
Converted to sludge (35)
Secondary sludge
(25)
Effluent (10)
Anaerobic digester
(60)

5. Anaerobic treatment of solids
Anaerobic treatment of high solids such as animal manure, biological
sludge, nightsoil, etc. is commonly known as “anaerobic digestion” and
is carried out in airtight container known as an anaerobic digester (AD).
AD is usually a continuous flow stirred tank
reactor (CFSTR) for which HRT ~ SRT
Design based on volatile solids (VS) loading rate
Anaerobic treatment of wastewaters requires a
long SRT to achieve better treatment efficiency
The ratio of SRT/HRT ~
The high ratio allows the slow-growing methanogens to remain
in the reactor for a longer time
How do we achieve high SRT in anaerobic treatment systems?

6. Anaerobic Waste Treatment
Anaerobic treatment is a biological process carried out in the absence of O2 for the stabilization of organic materials by conversion to CH4 and inorganic end-products such as CO2 and NH3
Organic materials + Nutrients CH4 + CO2 +NH3 + Biomass
Anaerobic microbes
Anaerobic processes
Anaerobic fermentation
Anaerobic respiration

7. Anaerobic fermentation
In anaerobic fermentation, there is no external electron acceptor.
The product generated during the process accepts the electrons
released during the breakdown of organic matter. Thus, organic
matter acts as both electron donor and acceptor. The process
releases less energy and the major portion of the energy is still
contained in the fermentative product such as ethanol.
Glucose
Pyruvate
Energy
Electron
Ethanol
Anaerobic fermentation of glucose to ethanol

8. Anaerobic respiration
Anaerobic respiration on the other hand requires external electron
acceptor. The electron acceptors in this case could be SO42-, NO3-
or CO2. The energy released under such a condition is higher
than anaerobic fermentation.
Glucose
Pyruvate
Energy
Electron
CO2 + H2O
SO42-
CO2
NO3-
H2S
CH4 N2
Anaerobic respiration of glucose, preference for electron acceptors
O2 > NO3- > SO42- > CO2

9. Advantage of anaerobic processes
Less energy requirement as no aeration is needed
kWh energy is needed for every 1 kg of COD removal by aerobic processes
2. Energy generation in the form of methane gas
1.16 kWh energy is produced for every 1 kg of COD fermented in anaerobic process
3. Less biomass (sludge) generation
Anaerobic process produces only 20% of sludge compared with aerobic process
Soluble BOD
1 kg
Aerobic process
CO2 + H2O
0.5 kg
New biomass
Biodegradable COD
Anaerobic process
CH4 gas
> 0.9 kg
< 0.1 kg

10. …Advantages of anaerobic processes
4. Less nutrients (N & P) required
Lower biomass synthesis rate also implies less nutrients requirement : 20% of aerobic
5. Application of higher organic loading rate
Organic loading rates of 5-10 times higher than that of aerobic processes are possible
6. Space saving
Higher loading rates require smaller reactor volumes thereby saving on disposal cost
Ability to transform several hazardous solvents including chloroform, trichloroethylene and trichloroethane to an easily degradable form

11. Limitations of anaerobic processes
1. Long start-up time
Because of lower biomass synthesis rate, it requires a longer start-up time to attain a biomass concentration
2. Long recovery time
If an anaerobic system is subjected to disturbances either due to biomass wash-out, toxic substances or shock loading, it may take longer time for the system to return to normal operating conditions
3. Specific nutrients/trace metal requirements
Anaerobic microorganisms, especially methanogens, have specific nutrients
e.g. Fe, Ni, and Co requirement for optimum growth
4. More susceptible to changes in environmental conditions
Anaerobic microorganisms especially methanogens are prone to changes in
conditions such as temperature, pH, redox potential, etc.

12. …Limitations of anaerobic processes
5. Treatment of sulfate-rich wastewater
The presence of sulfate not only reduces the methane yield due to substrate
Competition, but also inhibits the methanogens due to sulfide production
6. Effluent quality of treated wastewater
The minimum substrate concentration (Smin) from which microorganisms are able to generate energy for their growth and maintenance is much higher for anaerobic treatment systems. Anaerobic processes may not be able to degrade organic matter to the level to meet the discharge limits for ultimate disposal.
7. Treatment of high protein & nitrogen containing wastewater
The anaerobic degradation of proteins produces amines which are no longer be degraded anaerobically. Similarly nitrogen remains unchanged during anaerobic treatment. Recently, a process called ANAMMOX ( ANaerobic AMMonium OXididation) has been developed to anaerobically oxidize NH4+ to N2 in presence of nitrite.
NH NO  N H2O
NH NO CO H+  N NO CH2O0.5N0.15

13. Comparison between anaerobic and aerobic processes
Anaerobic Aerobic
Organic loading rate
High loading rates:10-40 kg COD/m3-day
Low loading rates: kg COD/m3-day
(for high rate reactors, e.g. AF,UASB, E/FBR)
(for activated sludge process)
Biomass yield
Low biomass yield: kg VSS/kg COD
High biomass yield: kg VSS/kg COD
(biomass yield is not constant but depends
on types of substrates metabolized)
(biomass yield is fairly constant irrespective
of types of substrates metabolized)
Specific substrate utilization rate
High rate: kg COD/kg VSS-day
Low rate: kg COD/kg VSS-day
Start-up time
Long start-up: 1-2 months for mesophilic
: 2-3 months for thermophilic
Short start-up: 1-2 weeks

14. Comparison between anaerobic and aerobic processes
Anaerobic Aerobic
SRT
Longer SRT is essential to retain the slow
growing methanogens within the reactor
Microbiology
Anaerobic processes involve multi-step
chemical conversions and a diverse group of microorganisms degrade the organic matter in a sequential order
Aerobic process is mainly a one-species phenomenon, except for nutrient-removal processes
Environmental factors
The process is highly susceptible to
changes in environmental conditions
SRT of 4-10 days is enough for the activated sludge process
The process is more robust to changing environmental conditions

15. How much methane gas can be generated through
complete anaerobic degradation of 1 kg COD at STP ?
Step 1: Calculation of COD equivalence of CH4
CH4 + 2O2  CO H2O
16 g 64g
 g CH4 ~ 64 g O2 (COD)
 g CH4 ~ 64/16 = 4 g COD (1)
Step 2: Conversion of CH4 mass to equivalent volume
Based on the ideal gas law, 1 mole of any gas at STP (Standard Temperature and Pressure) occupies a volume of 22.4 L
 1 Mole CH4 ~ 22.4 L CH4
 16 g CH4 ~ 22.4 L CH4
 1 g CH4 ~ 22.4/16 = 1.4 L CH (2)

16. Step 3: CH4 generation rate per unit of COD removed
From eq. (1) and eq. (2), we have,
=> 1 g CH ~ 4 g COD ~ 1.4 L CH4
=> 4 g COD ~ 1.4 L CH4
=> 1 g COD ~ 1.4/4 = LCH4
or 1 Kg COD ~ 0.35 m3 CH (3)
Complete anaerobic degradation of 1 kg COD
produces 0.35 m3 CH4 at STP

17. Organics Conversion in Anaerobic Systems
COMPLEX ORGANIC MATTER
Proteins
Carbohydrates
Lipids
Amino Acids, Sugars
Fatty Acids, Alcohols
hydrolysis
INTERMEDIARY PRODUCTS
(C>2; Propionate, Butyrate etc)
acidogenesis 1 2 3 5 4
Acetate
Hydrogen, Carbon dioxide
Homoacetogenesis
acetogenesis
methanogenesis 72 28
Acetotrophic Methanogenesis
Methane
Carbon dioxide
Hydrogenetrophic Methanogenesis

18. Fermentative bacteria (1)
Process Microbiology
The anaerobic degradation of complex organic matter is carried out by
a series of bacteria and archeae as indicated in the figure (with numbers). There exists a coordinated interaction among these microbes.
The process may fail if a certain of these organisms are inhibited.
Fermentative bacteria (1)
This group of bacteria is responsible for the first stage of anaerobic digestion - hydrolysis and acidogenesis. These bacteria are either facultative or strict anaerobes.
The anaerobic species belonging to the family of Streptococcaceae and
Enterobacteriaceae and to the genera of Bacteroides, Clostridium,
Butyrivibrio, Eubacterium, Bifidobacterium and Lactobacillus are most common.

19. CH3CH2COO -  CH3COO - + CO2 + H2
This group of bacteria metabolizes propionate and other organic acids (>C-2), alcohols and certain aromatic compounds (i.e. benzoate) into acetate and CO2
Hydrogen producing acetogenic bacteria (2)
CH3CH2COO -  CH3COO - + CO2 + H2
Syntrophic association of acetogenic organisms with methanogenic H2- consuming bacteria helps to lower the concentration of H2 below inhibitory level so that propionate degrading bacteria are not suppressed by excessive H2 level
H2 partial pressure 10-2 (100 ppm)

20. Homoacetogenes (3)
Homoacetogenesis has gained much attention in recent years in anaerobic processes due to its final product: acetate, which is the important precursor to methane generation.
The bacteria are, H2 and CO2 users. Clostridium aceticum and Acetobacterium woodii are the two homoacetogenic bacteria isolated from the sewage sludge.
Homoacetogenic bacteria have a high thermodynamic efficiency; as a result there is no accumulation H2 and CO2 during growth on multi-carbon compounds.
CO2 + H2  CH3COOH + 2H2O

21. Methanogens (4 and 5)
Methanogens are unique domain of microbes classified as Archeae, distinguished from Bacteria by a number of characteristics, including the possession of membrane lipids, absence of the basic cellular characteristics (e. g. peptidoglycan) and distinctive ribosomal RNA. Methanogens are obligate anaerobes and considered as a rate-limiting species in anaerobic treatment of wastewater. Moreover, methanogens co-exist or compete with sulfate-reducing bacteria for the substrates in anaerobic treatment of sulfate-laden wastewater.
Two classes of methanogens that metabolize acetate to methane are:
Methanosaeta (old name Methanothrix): Rod shape, low Ks, high affinity
Methanosarcina (also known as M. mazei): Spherical shape, high Ks,
low affinity

22. Growth kinetics of Methanosaeta andMethanosarcina

23. Essential conditions for efficient anaerobic treatment
Enough nutrients (N & P) and trace metals especially, Fe, Co, Ni, etc.
COD:N:P = 350:7:1 (for highly loaded system) 1000:7:1 (lightly
loaded system)
Avoid excessive air/O2 exposure
No toxic/inhibitory compounds present in the influent
Maintain pH between 6.8 –7.2
Sufficient alkalinity present (mainly bicarbonates)
Low volatile fatty acids (VFAs)
Temperature around mesophilic range (30-38 oC)
SRT/HRT >>1 (use high rate anaerobic reactors)

24. Best industrial wastewaters for anaerobic treatment
Alcohol production
Brewery and Winery
Sugar processing
Starch (barley, corn, potato, wheat, tapioca) and desizing
waste from textile industry.
Food processing
Bakery plant
Pulp and paper
Dairy
Slaughterhouse
Petrochemical waste

25. In anaerobic systems: three optimal temperature ranges:
Environmental factors
The successful operation of anaerobic reactor depends on maintaining the environmental factors close to the comfort of the microorganisms
involved in the process.
Temperature
Anaerobic processes like other biological processes operate in certain temperature ranges
In anaerobic systems: three optimal temperature ranges:
Psychrophilic (5 - 15oC)
Mesophilic (35 – 40 C)
Thermophilic (50-55 oC)

26. Effect of temperature on anaerobic activity
Rule of thumb: Rate of a reaction doubles for every 10 oC
rise in temperature up to an optimum and then declines rapidly

27. pH
There exist two microbial domains in terms of pH optima namely acidogens and methanogens. The best pH range for acidogens is 5.5 – 6.5 and for methanogens is 7.8 – 8.2. The operating pH for combined cultures is with neutral pH being the optimum. Since methano-genesis is considered as a rate limiting step, it is necessary to maintain the reactor pH close to neutral.
Low pH reduces the activity of methanogens causing accumulation of VFA and H2. At higher partial pressure of H2, propionic acid degrading bacteria will be severely inhibited thereby causing excessive accumulation of higher molecular weight VFAs such as propionic and butyric acids and the pH drops further. If the situation is left uncorrected, the process may eventually fail. This condition is known as going “SOUR” or STUCK”.
Remedial measures: Reduce the loading rates and supplement
chemicals to adjust the pH: alkaline chemicals such as NaHCO3, NaOH, Na2CO3, quick lime (CaO), slaked lime [Ca(OH)2], limestone (or softening sludge) CaCO3, and NH3 can be used.

28. pH dependence of methanogens
Cont..
pH dependence of methanogens

29. CH3COO - + SO42-  HS- + HCO3- + 3H2O
Cont..
Natural buffering
An anaerobic treatment system has its own buffering capacity against
pH drop because of alkalinity produced during waste treatment: e.g. the degradation of protein present in the waste releases NH3, which
reacts with CO2 forming ammonium carbonate as alkalinity.
NH3 + H2O + CO2  NH4HCO3
The degradation of salt of fatty acids may produce some alkalinity.
CH3COONa + H2O  CH4 + NaHCO3
Sulfate and sulfite reduction also generate alkalinity.
CH3COO - + SO42-  HS- + HCO3- + 3H2O
When pH starts to drop due to VFA accumulation, the alkalinity present within the system neutralizes the acid and prevents further drop in pH. If the alkalinity is not enough to buffer the system pH, we need external additions.

30. Nutrients and trace metals
All microbial processes including anaerobic require macro (N, P and S) and micro (trace metals) nutrients in sufficient concentration to support biomass synthesis. Anaerobic micro-organisms, especially methanogens, have specific requirements of trace metals such as Ni, Co, Fe, Mo, Se etc. The nutrients and trace metals requirements for anaerobic process are much lower as only % of the COD removed is converted to biomass.
Nutrients and trace metals
Cont..
COD:N:P = 350:7:1 (for highly loaded system) 1000:7:1 (lightly loaded system)
Inhibition/Toxicity
The toxicity is caused by substances present in the influent waste or byproducts of metabolic activities. Heavy metals, halogenated compounds, and cyanide are examples of the former type whereas sulfide and VFAs belong to latter . Ammonia from either group

31. Types of anaerobic reactors
Low-rate anaerobic reactors
High-rate anaerobic reactors
Anaerobic sequencing batch
reactor (ASBR)
Anaerobic contact process
Anaerobic filter (AF)
Upflow anaerobic sludge
blanket (UASB)
Fluidized bed reactor
Hybrid reactor: UASB/AF
Anaerobic pond
Septic tank
Standard rate
anaerobic digester
Imhoff tank
Slurry type bioreactor, temperature, mixing, SRT or other environmental
conditions are not regulated.
Loading of 1-2 kg COD/m3-day
Able to retain very high concentration of
active biomass in the reactor. Thus extremely high SRT could be maintained
irrespective of HRT. Load 5-20 kg COD/m3-d
COD removal efficiency : 80-90%

32. Anaerobic contact process (ACP)
Anaerobic contact process is essentially an anaerobic activated
sludge process. It consists of a completely mixed reactor followed
by a settling tank. The settled biomass is recycled back to the
reactor. Hence ACP is able to maintain high concentration of
biomass in the reactor and thus high SRT irrespective of HRT.
Degasifier allows the removal of biogas bubbles (CO2, CH4)
attached to sludge which may otherwise float to the surface. .
Influent
Effluent
Waste sludge
Recycled sludge
Completely mixed
reactor
Biogas
Degassifier
Settling tank

33. …Anaerobic contact process (ACP)
ACP was initially developed for the treatment of dilute
wastewater such as meat packing plant which had tendency
to form a settleable flocs. ACP is suitable for the treatment
of wastewater containing suspended solids which render
the microorganisms to attach and form settleable flocs.
The biomass concentration in the reactor ranges from 4-6 g/L
with maximum concentration as high as g/L depending
on settleability of sludge. The loading rate ranges from 0.5 –
10 kg COD/m3-day. The required SRT could be maintained by
controlling the recycle rate similar to activated sludge process.

34. Anaerobic filter
Developed by Young and McCarty in the late 1960s to treat dilute soluble organic wastes
The filter was filled with rocks similar to the trickling filter
Wastewater distributed across the bottom and the flow was in the upward direction through a bed of rocks
Whole filter submerged completely
Anaerobic microorganisms accumulate within voids of media
(rocks or other plastic media)
The media retain or hold the active biomass within the filter
The non-attached biomass within the interstices forms bigger
flocs of granular shape due to rising gas bubble/liquid
Non-attached biomass contributes significantly to waste treatment
Attached biomass not be a major portion of total biomass
64% attached and 36% non-attached

35. Upflow Anaerobic Filter
Feeding
tank at 4oC
Biogas
Effluent
Peristaltic
pump
Media
Perforated
Al plate
Sampling
port
Heater
Constant temperature
recirculation line
Water
bath
Peristaltic pump
Sludge wastage

36. Anaerobic Filter Packing
Cont..
Anaerobic Filter Packing
Originally, rocks were employed as packing medium in
anaerobic filter. But due to very low void volume (40-50%),
serious clogging problems were witnessed. Now, many
synthetic packing media are made up of plastics; ceramic tiles
of different configuration have been used in anaerobic filters.
The void volume in these media ranges from %.
Moreover, these media provide high specific surface area,
typically 100 m2/m3, or above, which enhances biofilm growth.

37. Cont..
Anaerobic Filters
Since anaerobic filters are able to retain high biomass, a long SRT can be maintained. Typically HRT varies from 0.5 – 4 days and the loading rates vary from kg COD/m3-day. Biomass
wastage is generally not needed and hydrodynamic conditions
play an important role in biomass retention within the void space.
Downflow anaerobic filters are similar to a trickling filter in operation. DAF is closer to fixed film reactor as loosely held biomass/sludge within the void spaces is potentially washed out of the reactor. The specific surface area of media is more important in DAF than UAF.
There is less of a clogging problem and wastewater with some SS concentration can be treated using DAF.
Downflow anaerobic filter (DAF)

38. Upflow Anaerobic Sludge Blanket (UASB)
UASB was developed in 1970s by Lettinga in the Netherlands.
UASB is essentially a suspended growth system in which proper hydraulic and organic loading rate is maintained in order to facilitate the dense biomass aggregation known as granulation. The size of granules is about 1-3 mm diameter. Since granules are bigger in size and heavier, they will settle down and be retained within the reactor. The concentration of biomass in the reactor may become as high as 50 g/L. Thus a very high SRT can be achieved even at a very low HRT of 4 hours.
The granules consist of hydrolytic bacteria, acidogen/acetogens
and methanogens. Carbohydrate degrading granules show
layered structure with a surface layer of hydrolytic/fermentative
acidogens. A mid-layer comprising of syntrophic colonies and an interior with acetogenic methanogens.

39. UASB Reactor
Effluent
biogas
Influent

40. Static granular bed reactor (SGBR)
Developed at Iowa State University by Drs. Ellis and Kris Mach
Just opposite to UASB; flow is from top to bottom and the bed
is static
No need of three-phase separator or flow distributor
Simple in operation with fewer moving parts
Major issue: head loss due to build-up of solids
Effluent

41. Effect of sulfate on methane production
When the waste contains sulfate, part of COD is diverted to sulfate reduction and thus total COD available for methane production would be reduced greatly.
Sulfide will also impose toxicity on methanogens at a
concentration of 50 to 250 mg/L as free sulfide.

42. Stoichiometry of sulfate reduction
8e +8H+ + SO  S H2O
8e +8H+ + 2O  H2O
2O2/ SO42- = 64/96 ~ 0.67
COD/SO42- ~ 0.67
Theoretically, 1 g of COD is needed to reduce 1.5 g of sulfate

43. Example 2
A UASB reactor has been employed to treat food processing wastewater at 20oC. The flow rate is 2 m3/day with a mean soluble COD of 7,000 mg/L. Calculate the maximum CH4 generation rate in m3/day. What would be the biogas generation rate at 85% COD removal efficiency and 10% of the removed COD is utilized for biomass synthesis. The mean CH4 content of biogas is 80%. If the wastewater contains 2.0 g/L sulfate, theoretically how much CH4 could be generated?
Solution:
Maximum CH4 generation rate:
The complete degradation of organic matter in the waste could
only lead to maximum methane generation and is also regarded
as theoretical methane generation rate.

44.  Total COD removed = ----------------- x (2) kg/d
(7000 x 10-6)
 Total COD removed = x (2) kg/d
(10-3)
          = 14 kg/d
From eq. (3) in example 1, we have
1 Kg COD produces 0.35 m3 CH4 at STP
14 Kg COD produces ~ x 14 = 4.9 m3 CH4/d at STP
At 20C, the CH4 gas generation = 4.9 x(293/273)
= 5.3 m3/d
The maximum CH4 generation rate = 5.3 m3/d
Cont.. :

45. Biogas generation rate
Cont..
Biogas generation rate
Not all COD (organic matter) is completely degraded. The fate of
COD during anaerobic treatment process can be viewed as
          Residual COD (in effluent)
         COD converted to CH4 gas
          COD diverted to biomass synthesis
         COD utilized for sulfate reduction (if sulfate is present)
(7000 x 10-6)
Total COD removed = x (2) x kg/d
(10-3)
= kg/d :

46. Cont..
As 10% of the removed COD has been utilized for biomass synthesis
remaining 90% of the removed COD has thus been converted to CH4 gas.
COD utilized for CH4 generation = x 0.9 kg/d
= kg/d
 From eq. (3) in example 1, we have:
1 Kg COD produces 0.35 m3 CH4 at STP
10.71 Kg COD produces ~ x = m3 CH4/d at STP
At 20C, the CH4 gas generation = x (293/273)
= m3/d
The bio-gas generation rate is larger as it also contains CO2 and H2S4C.02/0.80 = 5.03 m3/d

47. Theoretically, 1 g COD is required for reduction of 1.5 g sulfate.
Cont..
When the waste contains sulfate, part of COD is diverted to sulfate reduction and thus total COD available for methane production would be reduced greatly.
Sulfate-reducing bacteria
Organic matter + Nutrients + SO42-  H2S + H2O + HCO3- + New biomass
Theoretically, 1 g COD is required for reduction of 1.5 g sulfate.
In this problem, there is 2 g/L sulfate.
Total COD consumed in sulfate reduction = 1.33g = 1330 mg
COD available for methane production = (7000 –1330) mg/L
= 5670 mg/L
Methane generation rate when sulfate is present

48.  Total COD available = ----------------- x (2) kg/d
( x 10-6)
 Total COD available = x (2) kg/d
for CH4 generation (10-3)
         = kg/d
From eq. (3) in example 1, we have:
1 kg COD produces 0.35 m3 CH4 at STP
11.33 kg COD produces ~ x = 3.97m3 CH4/d at STP
At 20C, the CH4 gas generation = 3.97 x(293/273)
= 4.3 m3/d
The CH4 generation rate when sulfate is present = 4.3 m3/d
Presence of sulfate reduces methane yield by about 19%
However, total biogas will now contain more H2S, adding volume
Cont..
Cont..

49. Expanded bed reactor (EBR)
Expanded bed reactor is an attached growth system with some suspended biomass.
The biomass gets attached on bio-carriers such as sandman, pulverized polyvinyl chloride, shredded tire beads.
The bio-carriers are expanded by the upflow velocity of influent wastewater and recirculated effluent.
In the expanded bed reactor, sufficient upflow velocity is maintained to expand the bed by 15-30%.
The expanded bed reactor has less clogging problems and better substrate diffusion within the biofilm.
The biocarriers are partly supported by fluid flow and partly by contact with adjacent biocarriers, which retain the same relative position within the bed.

50. Fluidized bed reactor (FBR)
FBR is similar to EBR in terms of configuration. But FBR is truly fixed film reactor as suspended biomass is washed–out due to high upflow velocity.
The bed expansion is % of the settled bed volume, which requires much higher upflow velocity (10-25 m/hr).
The bio-carriers are supported entirely by the upflow liquid velocity and therefore able to move freely in the bed.
The fluidized bed reactor is free from clogging problem short-circuiting and better substrate diffusion within the biofilm.

51. Hybrid system: UASB/AF
Hybrid system incorporates both granular sludge blanket (bottom) and anaerobic filter (top). Such approach prevents wash-out of biomass from the reactor. Further additional treatment at the top bed due to the retention of sludge granules that escaped from the bottom sludge bed.
UASB reactor facing a chronic sludge wash-out problem can be retrofitted using this approach.
Hybrid system may be any combi-nation of two types of reactor

52. Anaerobic baffled reactor
In anaerobic baffled reactor, the wastewater passes over
and under the baffles. The biomass accumulates in
Between the baffles which may in fact form granules with
time. The baffles present the horizontal movement of
of biomass in the reactor. Hence a high concentration of
biomass can be maintained within the reactor.
Biogas
Sludge

53. Anaerobic Sequential Bed Reactor

54. Anaerobic process design
Design based on volumetric organic loading rate (VOLR)
So . Q
VOLR = V
VOLR : Volumetric organic loading rate
(kg COD/m3-day)
So : Wastewater biodegradable COD (mg/L)
Q : Wastewater flow rate (m3/day)
V : Bioreactor volume (m3)

55. So and Q can be measured easily and are known upfront
VOLR can be selected!
VOLR
Efficiency, %
How do we select VOLR?
Conducting a pilot scale studies
Find out removal efficiency at different VOLRs
Select VOLR based on desired efficiency

56. Design based on hydraulic loading rate
V = a . Q
a . Q
A = H
H : Reactor height (m)
a : Allowable hydraulic retention time (hr)
Q : Wastewater flow rate (m3/h)
A : Surface area of the reactor (m2)
Permissible superficial velocity (Va)
Va = H/ For dilute wastewater with COD < 1,000 mg/L

57. Solids retention time (SRT)
An anaerobic digester is a completely mixed reactor for which solid retention time(SRT) and hydraulic retention time (HRT) is the same.
V, m3
Influent flow rate
(Q), m3/day
HRT, days =
Volume V (m3)
= day
Flow rate Q (m3/day)
For a given SRT (HRT), the size of reactor can be
easily determined since flow rate (Q) is known to us
Digester volume, V (m3) = Flow rate (Q) x SRT (C )

58. Volatile solids loading rate
The size of an anaerobic digester can also be estimated based on volatile solids loading rate expressed as kg VS/m3-day.
V, m3
Influent VS
kg/day
Volatile solids
loading rate,
(kg VS/m3- day)
Influent VS (kg/day)
Reactor volume (m3) =
For a given volatile solids loading rate, the size of reactor can
be easily determined since influent VS (kg/day) is known to us.
Digester volume, V (m3)
Volatile solids loading rate,(kg VS/m3- day)

59. Green cow power

60. Methane for power generation
The $4.9 million facility near West Amana produces methane biogas that powers four electric generators.
The system produces about 2.6 MW of power or 15% of Amana Service Co.’s base load electricity in winter and 10% in summer.
The digester uses feeder cattle manure from Amana Farms and industrial and food processing waste from such industries as Genencor International, Cargill and International Paper’s Cedar River Mill in Cedar Rapids.

61. What happens to the left-overs?
Common misconceptions about anaerobic digesters include that anaerobic digestion and the resulting biogas production will reduce the quantity of manure and the amount of nutrients that remain for utilization or disposal. An anaerobic digester DOES NOT MAKE MANURE DISAPPEAR! Often the volume of material (effluent) handled from a digester increases because of required dilution water for satisfactory pumping or digester operation. On average, only 4% of the influent manure is converted to biogas. None of the water! The remaining 96% leaves the digester as an effluent that is stable, rich in nutrients, free of weed seed, reduced or free of pathogens, and nearly odorless. This means that a farm loading 1,000 gallons per day into a digester can expect to have 960 gallons of material (effluent) to store and ultimately utilize. Depending on digester design and operation, solids can also settle out in the bottom of the digester and/or form a floating scum mat. Both the scum mat and the solids will eventually need to be mechanically removed from the digester to assure desired performance. When evaluating the actual performance and operation of a digester, it is important to determine and account for the amount and type of material retained in the digester and the cost of lost digester volume and ultimate cleaning.
More anaerobic digester information can be found at:
Author: Patrick A. Topper, Pennsylvania State University