X Water and Wastewater Treatment Modified

7/30/2019 X Water and Wastewater Treatment Modified

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Dr. Rajesh Roshan Dash

Assistant Professor

School of Infrastructure

IIT Bhubaneswar


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Necessity

The purpose of water treatment systems is to removeexisting contaminants in the water, or reduce theconcentration of such contaminants to make water moreacceptable for a desired end-use

The purpose of water treatment systems is to bring rawwater up to drinking water quality, for safe domestic,agricultural and industrial uses

Wastewater treatment is the process of removing

contaminants from wastewater and household sewage,both runoff (effluents) and domestic to produce a wastestream (or treated effluent) and a solid waste or sludgesuitable for discharge or reuse back into the environment


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The particular type of treatment equipment required

to meet these standards will depend to some extent

on the source of water.

Surface water tends to have more turbidity and amuch greater chance of microbial contamination, so

filtration is almost always a necessity.

Groundwater, on the other hand, is uncontaminated

and has relatively little suspended solids, so filtrationis less important. Groundwater, however, may have

objectionable dissolved gases that need to be

removed, and hardness removal is usually needed.


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Common water treatment processes

Screening: to remove floating matter, debris

Aeration: to remove taste and odour

Plain Sedimentation: to remove suspended particles

Sedimentation with coagulation: to remove fine suspended

particles with bacteria

Filtration: To remove fine particles, colloidal matter and

microorganisms

Disinfection: to remove disease producing microorganisms

Other processes:

To remove hardness (Softening)

To remove colour (Decolourisation)

To remove various metals, salts (Desalination, Defluoridation)


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Mixing

tank

Settling

tank

Sand

filter

Flocculation

basin

Sludge

processing

Source

Screening

Disinfection

Fluoridation

Addition of

coagulant

Schematic of a typical water treatment plant for surface water


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Recommended Treatment for Different Water Sources

Type of Source Recommended Treatment

Groundwater

Protected, deep wells; essentially free offaecal contamination

Unprotected, shallow wells; faecally

contaminated

Disinfection

Filtration and disinfection

Surface water

Protected, impounded upland water;

essentially free of faecal contamination

Unprotected impounded water or upland

river; faecal contamination

Unprotected lowland rivers; faecalcontamination

Unprotected watershed; heavy faecal

contamination

Unprotected watershed; gross faecal

contamination

Disinfection

Filtration and disinfection

Pre-disinfection or storage, filtration,

disinfection

Pre-disinfection or storage, filtration,

additional treatment and disinfection

Not recommended for drinking water

supply


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Wastewater purification technologies Preliminary treatment: to remove floating matter (dead

animals, tree branches, papers, wood, rags) , fats and oil

Primary treatment: to remove organic solids Secondary or Biological treatment: biological

decomposition of organic materials

Final treatment: to remove organic load left and

pathogens


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Preliminary treatment

Screening: to remove floating matter (dead animals, tree branches, papers,

wood, rags)

Grit Chambers: to remove grit

Skimming tanks: to remove fat & oil

Sedimentation/ Settling tank: removal of suspended settleable organic

solids Septic tank: for small colonies

Imhoff tanks:

Primary treatment

Chemical focculation and Sedimentation: removal of fine suspended notsettleable and colloidal organic solids

Intermittent sand filters

Concentional low rate/High rate tickling filters

Activated sludge treatment

Oxidation Pond/ditch

Secondary treatment


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Location of physical unit operations in a wastewater treatment Plant flow diagram


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Unit OperationsThe following are important unit operations

employed in water and Wastewater treatment

Gas transfer

Aeration

Ion transferChemical coagulation

Chemical precipitation

Ion exchange

Adsorption

Solute StabilizationChlorination

Liming

Recarbonation

Super-chlorination

Solids TransferStraining

Sedimentation

Flotation

Filtration

Nutrient or molecular transfer

Interfacial contact

Miscellaneous operationsDisinfection

Copper sulfating

Fluoridation

Thermal desalination

Solid concentration and stabilizationThickening

Centrifuging

Chemical conditioning

Elutriation

Biological floatation

Vacuum filtrationAir drying

Heat drying

Sludge digestion

Incineration

Wet combustion


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Typical wastewater-treatment plant flow diagram incorporating flow

equalization: (a) in-line equalization and (b) off-line equalization.

Flow equalization can be applied after grit removal, after primary sedimentation, and after secondary

treatment where advanced treatment is used


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Wastewater Treatment and Reuse

The various pollutants entering an ecosystem through wastewater may belong to

one of the following three groups:

Degradable

Degradable pollutants include complex organic substances (e.g.

sewage or industrial wastes) and dead organisms which can

undergo gradual microbial decomposition.

Non-degradable (conservative)Non-degradable substances are those which are inert

to biological action and do not degrade with time. These include

inorganic chemicals (e.g. chlorides), heavy metals ( e.g. mercury,

lead), and certain refractory organics [e.g. polychloride biphenyles

(PCB), DDT etc.]

Biological accumulative (persistent)

Biologically accumulative substances are those that tend to

accumulate in the food chain. They include mercury, cadmium,

arsenic, lead, manganese, pesticides, radioactive isotopes, and

others.


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Some Wastewater treatment methods

T i l D i W U


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Typical Domestic Water Use

Water Use Percent of total use

Toilet flushing 40

Bathing 30

Laundry 15

Kitchen 10

Other 5

Commercial and Institutional Water

Demand

Source Average daily water

use

Shopping centers 2.5-5.0 L/m2(based on total floor

area)

Hospitals 900-1800 L/bed

Schools 70-140 L/student

Travel trailer parksWithout individual

hookups

With individual

hookups

340 L/site

800 L/site

Campgrounds 225-570L/campsite

Mobile home parks 1000 L/unit

Motels 150-200 L/bed

Hotels 225 L/bed

Central Public Health and Environmental Engineering Organization,

Ministry of Urban Development, Government of India.

Manual on Water Supply and Treatment

Recommended Per Capita Water Supply Levels ForDesigning Schemes

Classification of towns/ cities RecommendedMaximum

Water Supply

Level (LPCD)

Towns provided with piped water supply

but without sewerage system

70

Cities provided with piped water supply

where sewerage system is existing/

contemplated

135

Metropolitan and Mega cities provided

with piped water supply where sewerage

system is existing/ contemplated

150

CPHEEO MUD G I M l W S l d T t t


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CPHEEO, MUD, GoI, Manual on Water Supply and Treatment

Water Requirements for Institutions

Institutions Liters per head per day

Hospitals (including laundry)

(a) number of beds exceeding 100(b) number of beds not exceeding 100

450 (per bed)340 (per bed)

Hotels 180 (per bed)

Hostels 135

Nurses homes and medical quarters 135

Boarding schools/ colleges 135

Restaurants 70 (per seat)

Air ports and sea ports 70

Junction stations and intermediate stations where mail or express

stoppage (both railways and bus stations) is provided

70

Terminal stations 45

Intermediate stations (excluding mail and express stops) 45(25, no bating facility)

Day schools/ colleges 45

Offices 45

Factories 45

Cinema, concert halls and theatre 15


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CPHEEO, MUD, GoI, Manual on Water Supply and Treatment

Industrial Water Needs

Industry Unit of production Water requirement in Kiloliters per

unitAutomobiles Vehicle 40

Distillery Kiloliter alcohol 122-170

Fertilizer Tonne 80-200

Leather 100 Kg (tanned) 4

Paper Tonne 200-400

Special quality paper Tonne 400-1000

Straw board Tonne 75-100

Petroleum refinery Tonne (crude) 1-2

Steel Tonne 200-250

Sugar Tonne (Cane crushed) 1-2

Textile 100 Kg (goods) 8-14


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Water Demand and QuantityBefore designing a proper water works project, it is essential to determine the

quantity of water that is required daily. This involves the determination of the

following items:

(1). Population determination

Normally, a design period of 20 to 40 years is selected. What will be the

population at the end of the design period, is the basic question. This can beachieved by using various methods for population forecast.

(2). Rate of demand

The water consumption in a city may be conveniently divided into the

following categories: (i) domestic (ii) trade (iii) agricultural (iv) public and (v)

losses. The total consumption of water depends upon several factors, such as

climatic condition, cost of water, living standards of the inhabitants, pressure in

the pipeline, type of supply etc. The total quantity of water required divided by

the total population gives per capita water demand.


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The essential elements of water demand include average daily water

consumption and peak rate of demand. Average daily water

consumption must be estimated for two reasons:

(1) to determine the ability of the water source to meet continuing

demand over critical periods when surface flows are low or

groundwater tables are at minimum elevation, and

(2) for purposes of estimating quantities of stored water that would

satisfy demands during these critical periods.


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While planning a water supply scheme, it is necessary to find out not only the

total yearly water demand but also to assess the required average rates of flow

(or drafts) and the variations in the rates. The following quantities are,

therefore, generally assessed and recorded:

Total annual volume (V) in litres or million litres.

Annual average rates of draft in litres per day, i.e., V/365.

Annual average rates of draft in litres per day per person (i.e., litres

per capita per day or lpcd), called per capita demand (q)

Average rates of draft in litres per day per service, i.e.,

(V/365) x (1/no. of services)

Fluctuations in flows expressed in terms of percentage ratio of

maximum or minimum yearly, monthly, daily or hourly rates to their

corresponding average values.

V i ti i R t f D d


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Variation in Rate of Demand

The average daily per capita consumption is obtained by dividing the quantity of water supplied

during the year by the number of days in the year and number of persons served. This per capita

consumption or demand varies not only from year to year season to season, but more important

from day to day and hour to hour. These variations are expressed as percentage of the annual

average daily consumption. Some common values are as under:

Maximum seasonal consumption: 130% of annual average daily rate of demand.

Maximum monthly consumption: 140% of annual average daily rate of demand.

Maximum daily consumption: 180% of annual average daily consumption.

Maximum hourly consumption: 150% of average for the day.

A convenient formula for estimating consumption is give by R. O. Goodrich:

p = 180t-0.10

where p = percentage of annual average consumption for time t days from 2/24 to

360


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Intakes


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Intakes

Intakes are the structures used for admitting water from the surface sources

(i.e., river, reservoir or lake), and conveying it further to the treatment plant.

Generally, an intake is a masonry or concrete structure with an aim of providingrelatively clean water, free from pollution, sand and objectionable floating

material.

Types of Intakes:

Submerged intake

Exposed intake

Wet intake

Dry intakeRiver intake

Reservoir intake

Lake intake

Canal Intake


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A water intake consists of the following components:

Intake structure

A conduit with protection works

Inlets

Screens or gratings

Gates and valves to regulate the flow

The type of design of an intake structure depends on

- the source of supply (whether river, canal or

impounding reservoir)

- the depth of water at currents, flood level and low water

level of the source


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Canal Intake


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Intake well situated at the upstream toe of an earthen dam


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Screening Provided infront of pumps or

intake works to exclude largesized particles such as debris,

animals, trees, branches,

bushes etc

Types Coarse screens: consists of

parallel iron rods placed

vertically or at slope of 45-

60o ,about 2-10 cm centre tocentre

Fine screens are perforated

metals (wire mess), openings

less than 1 cm wide


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Typical mechanically cleaned coarse screens: (a) front-cleaned, front-return chain-driven,

(b) reciprocating rake, (c) catenary, and (d) continuous belt


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SEDIMENTATION

Most of the impurities suspended in water possess the specific gravity greaterthan that of water, i.e., unity (1.0). These are held in suspension due to

turbulence in water. When this turbulence is retarded by offering storage to the

water, the suspended matter tends to settle down at the bottom of the tank.

Theory of Sedimentation

The settlement of a particle in water, when brought to rest, is opposed by the

following factors:

Velocity of flow

Viscosity of water

Size, shape, and specific gravity of the particle


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The settling velocity of a spherical particle is expressed by Stokes law, which

takes the three factors into account. The final Stokes is expressed as:

for d < 0.1 mm ----- (3)

[for viscous flow and small sized

particles, represented by Re < 0.5]

where Vs = velocity of settlement of particles in mps

(assumed to be spherical)

d = diameter of the particle in m

Ss = Specific gravity of the particle

= kinematic viscosity of water in m2/s

Re = Reynolds Number = Vs .d/

Flow velocity v = Q/BH

Setlling velocity vs = Q/BL = Q/As L = 3B

2

118

dS

gV ss


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Schematic view of the

sedimentation process

Types Sedimentation tank

Horizontal flow

Vertical or up flow

Continuous flow

Intermittent flow

For manual sludge removal 0.8 m-1.2 m is the

minimum depth provided for storage of bottomsludge

Width of tank 10-12 m

Horizontal flow velocity 0.15-0.9 m/min

Detention time = 4-8 h for plain sedimentation,

2-4 h for when coagulant is added

Surface overflow rate = 12-18 m3/day/m2 of plan

area for plain sedimentation, 24-30 m3/day/m2

of plan area for sedimentation aided with

coagulation


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Simplified section view of a rectangular sedimentation tank


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Simplified section of a circular sedimentation tank


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Sedimentation with coagulation Colloidal particles removed by changing them into flocculated

particles by coagulants in sedimentation tank

Coagulation is the chemical process which destabilize the

charged or colloidal particles

Flocculation is the slow mixing which promotes the

agglomeration of the stabilized particles to form floc

Chemicals used as coagulant: Ferrous sulfate, ferric chloride,

ferric sulphate, alum (aluminium sulphate), sodium aluminate

Chemical are effective in alkaline water, hence water is made

alkaline with addition of sodium carbonate/lime

Coagulant dose determined from JAR TEST


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FiltrationFiltration involves the removal of suspended particles from the

water by passing it through a layer or bed of a porous granular

material, such as sand. As the water flows through the filter bed,the suspended particles become trapped within the pore spaces of

the filter material, orfilter media, as it is called.

During filtration, the turbidity and colloidal matter of non-

settleable type are removed. It precipitates the color, and thechemical characteristics of water are changed.

The bacterial content of water is considerably reduced due to the

presence of an active zoological layer on the top of the filteringmaterial.


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Theory of Filtration

When water is filtered through the bedof filter media, usually consisting of

clean sand, following actions take

place:

Mechanical straining

Sedimentation

Biological action

Electrolytic action

Types of FiltersSlow sand filter

Rapid sand filterRapid gravity filter

Pressure filter

(a) Typical gradation of a rapid sand filter bed. Solids

removal occurs primarily by straining action at the

top of the sand bed.

(b)Typical coarse-to-fine gradation in a mixed-media

filter. It is preferable to the sand bed because it

provides in-depth filtration

Slow Sand Filter


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Slow Sand Filter


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Cross-sectional view of a typical sand filter box


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Schematic diagrams of a rapid filter in the (a)

filtering cycle and (b) Backwash cycle of operation.

Values A, B, C, D and E controls the flow. Valve E is

opened briefly when filtering starts


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Typical rapid multimedia filter waterway


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Perspective view of a typical rapid filter facility


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Supporting gravel layers for sand filters


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Pressure filter

Efficiency of various filters

Slow sand filter

Extent of bacterial removal >= 98-99%

Remove turbidity upto 50 mg/L

Rapid gravity filterExtent of bacterial removal = 80-90%

Turbidity 35-40 mg/L

General Features of Construction and Operation of Slow and Rapid sand Filters


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Item Slow sand filters Rapid sand filters

Design Features of Monomedium Filter Beds for Wastewater Treatment


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Design Features of Monomedium Filter Beds for Wastewater Treatment

Manual on Water Supply and Treatment CPHEEO MUD India


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Manual on Water Supply and Treatment, CPHEEO, MUD, India


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Disinfection Boiling water Treatment with excess lime (Dose 14-43 ppm, Eff. 99.3-100%)

Treatment with ozone (2-3 ppm, res. 0.1 ppm, T=10 mins)

Treatment with iodine and bromine (Dose= 8 ppm. T = 5 min)

Treatment with UV-rays

Treatment with Potassium permanganate (1-2 mg/L, T= 4-6 h)

Treatment with silver (Electra-Katadyn Process) (0.05-0.1 mg/L, T=15min-3h)

Chlorination (T=20 mins, residual chlorine = 0.2 mg/L)

Free chlorine (Chlorine gas)

Hypochlorite/Bleaching powder

Chlorine dioxide


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Water Softening

Temporary Hardness

Boiling

Addition of Lime

Permanent Hadness

Lime soda process

Base Exchange/Zeolite process

Demineralization process


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Colour/ Odour/Taste removal

Aeration Using spray nozzles

By trickling water over cascade

Adsorption on activated carbon

Treatment with cupper sulfate

Treatment with oxidising agents such as potassium

permanganate, ozone, chlorination


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Desalination

Evaporation/Distillation Electrodialysis method

Micro, Nano, Utra Filtration

Reverse osmosis

Freezing

Solar distillation method


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Removal of Iron & Manganese


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Aeration followed by coagulation, sedimentation &

filtration

Using manganese zeoliteFlouridation

Sodium Fluoride

Sodium Silico Fluoride

Hydro-fluosilicic acid

Defluoridation

Adsorption on activated alumina Ion Exchange Adsorption

Nalgonda Techniques

Reverse osmosis process


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Arsenic Removal Co-precipitation

Adsorption

Membrane Technology

Radioactivity removal By phosphate coagulation

Electrodialysis

Addition of clay material

Addition of metallic dust


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Typical flow diagrams for biological processes used for wastewater treatment (a) activated-sludge Process (b) aerated lagoons,

(c) trickling filters, and (d) rotating biological contactors


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Screens/Racks

Skimming tank


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g

hydrophobichydrophic

Grit Chamber


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Grit Chamber

Biological Wastewater Treatment


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The overall objectives of the biological treatment of domestic wastewater are

transform (i.e., oxidize) dissolved and particulate

biodegradable constituents into acceptable end products

capture and incorporate suspended and nonsettleable

colloidal solids into a biological floc or biofilm

transform or remove nutrients, such as nitrogen andphosphorus

in some cases, remove specific trace organics

constituents and compounds

For industrial wastewater, the objective is to remove or reduce the

concentration of organic and inorganic compounds

Definitions of common terminology used for biological wastewater treatment


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Term Definition


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Definitions of common terminology used for biological wastewater treatment

Term Definition

Major biological treatment processes used for wastewater treatmentType Common name Use


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Major biological treatment processes used for wastewater treatmentType Common name Use


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Trickling


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Trickling

Filter

Attached Growth Biological Treatment Processes


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In attached growth processes, the microorganisms responsible for the conversion

of organic material or nutrients are attached to an inert packing material. The

organic material and nutrients are removed from the wastewater flowing past the

attached growth also known as a biofilm. Packing materials used in attachedgrowth processes include rock, gravel, slag, sand, redwood, and a wide range of

plastic and other synthetic materials. Attached growth processes can also be

operated as aerobic or anaerobic processes.

Attached growth processes can be grouped into three general classes:

nonsubmerged attached growth processes

suspended growth processes with fixed-film packing

submerged attached growth aerobic processes


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Cutaway view of a Trickling Filter


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Typical underdrain system for tower filter


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Typical packing material for trickling filters: (a) rock, (b) and (c) plastic vertical-flow, (d)

plastic cross-flow, (e) redwood horizontal, (f) random pack


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Historical classification of trickling filters applications

Low or

Design standard Intermediate High High

characteristics rate rate rate rate Roughing

BOD Removal design

The original design model for rock trickling filters was developed by the National


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The original design model for rock trickling filters was developed by the National

Research Council (NRC) in the early 1940s at military installations. The NRC

formulations were based on field data for BOD removal efficiency and the

organic loading rate.

For a single-stage or first-stage rock filter, the NRC equation is

------- (1)

where E1= BOD removal efficiency for first-stage filter at 20oC, including

recirculation, percent

W1= BOD loading to filter, kg/d

V= volume of filter packing, m3

F= recirculation factor

VF

WE1

1

4432.01

100

The recirculation factor is calculated using the following equation

1 RF


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----- (2)

where F = recirculation factor

R = recycle ratio, unitless

The recirculation factor represents the average number of passes of the influent organic matter

through the filter. The factor R/10 accounts for the fact that the benefits of recirculation

decrease as the number of passes increase. Recycle ratio used generally vary from 0 to 2.0.

For a two-stage trickling filter system the BOD removal efficiency of the second stage is given as

follows:

----- (3)

210/1 RF

VF

W

E

E

2

1

2

1

4432.01

100

where E2= BOD removal efficiency for the second-stage filter at 20oC, percent

E1= fraction of BOD removal in the first-stage filter


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1 g

W2= BOD loading applied to the second-stage filter, kg/d

The effect of wastewater temperature on the BOD removal efficiency is calculated as follows:

ET = E20(1.035)T-20 ----- (4)

where ET = BOD removal efficiency at temperature T inoC, percent

E20 = BOD removal efficiency at 20oC, percent


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Role of Microorganisms in Wastewater Treatment

( )


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Microorganisms are used to oxidize (i.e., convert) the dissolved and particulate

carbonaceous organic matter into simple end products and additional biomass,

as represented by the following equation for the aerobic biological oxidation of

organic matter.

v1 (organic material) + v2O2 + v3NH3 + v4 PO43-

v5(new cells) + v6(CO2) + v7H2O ---- 1

where vi = the stoichiometric coefficient

In Eq. (1), oxygen (O2), ammonia (NH3), and phosphate (PO43-) are used to

represent the nutrients needed for the conversion of the organic matter to simpleend products [i.e., carbon dioxide (CO2) and water (H2O).

microorganisms

Microbial Growth Kinetics Terminology


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The biomass solids in a bioreactor are commonly measured

As total suspended solids (TSS) and volatile suspended solids (VSS). The mixture

of solids resulting from combined recycled sludge with influent wastewater in

the bioreactor is termed mixed liquor suspended solids (MLSS) and mixed liquor

volatile suspended solids (MLVSS).

The solids are comprised of biomass, nonbiodegradable volatile suspended

solids (nbVSS), and inert inorganic total suspended solids (iTSS). The nbVSS is

derived from the influent wastewater and is also produced as cell debris from

endogenous respiration. The iTSS originates in the influent wastewater.

Modeling Suspended Growth Treatment Processes


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All biological treatment reactor designs are based on using mass

balances across a defined volume for each specific constituent of

interest (i.e., biomass, substrate, etc.).

The mass balance includes the flowrates for the mass of the

constituent entering and/or leaving the system and appropriate

reaction rate terms for the depletion or production of the constituent

with in the system.


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Schematic diagram of activated-sludge process with model nomenclature: (a) with wasting from the sludgereturn line and (b) with wasting from the aeration tank


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Biomass Mass Balance

A b l f th f i i i th l t i t


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A mass balance for the mass of microorganisms in the complete-mix reactor can

be written as follows:

Accumulation = inflow outflow + net growth

----- (1)

where dX/dt= rate of change of biomass concentration in reactor measured as

g VSS/m3.d

V = reactor volume (i.e., aeration tank), m3

Q = influent flowrate, m3/d

Xo= concentration of biomass in influent, g VSS/m3

Qw= waste sludge flowrate, m3/d

Xe= concentration of biomass in effluent, g VSS/m3

XR= concentration of biomass in return line from clarifier, g VSS/m3

rg= net rate of biomass production, g VSS/m3.d

VrXQXQQQXVdt

dXgRwew 0


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Flow diagram for an oxidation ditch


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Schematic diagram of the complex biochemical reactions that take place in a wastewater stabilization

pond or lagoon


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An extended aeration type lagoon with separate settling and sludge return


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Package plant for sewage water reclamation and reuse based on the extended aeration principle


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Conceptual flow sheet showing waste treatment using an aquatic plant pond whose effluents are discharged

into a river or on land. The hyacinths can be harvested and used either to generate biogas or can be solar

dried or incinerated and used for various end products


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Typical flow sheets for duckweed-based wastewater treatment systems


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Some typical methods of irrigation used at the farm level

Advanced Wastewater Treatment


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Advanced wastewater treatment is defined as additional treatment

needed to remove suspended, colloidal, and dissolved constituents

remaining after conventional secondary treatment. Dissolved

constituents may range from relatively simple inorganic ions, such as

calcium, potassium, sulfate, nitrate, and phosphate, to an ever-

increasing number of highly complex synthetic organic compounds.


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Classification of filtration processes used in wastewater management

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