Lecture note of Industrial Waste Treatment (Elective -III) as per syllabus of Solapur university for BE Civil
Prepared by
Prof S S Jahagirdar,
Associate Professor,
N K ORchid College of Engg and Tech,
Solapur
Deals with what is activated sludge, mechanisms and kinetics of treatment, design of activated sludge process, secondary clarifiers and their design and bulking sludge, raising sludge and foaming of ASP.
This is a power point presentation on design of a 30 MLD sewage treatment plant. It includes the different characteristics of waste water,various treatment units, design results and a layout of sewage treatment plant.
Visit my slide share channel for downloading report of this project.
Lecture notes of Environmental Engineering-II as per Solapur university syllabus of TE CIVIL.
Prepared by
Prof S S Jahagirdar,
Associate Professor,
N K Orchid college of Engg and Technology,
Solapur
Lecture note of Industrial Waste Treatment (Elective -III) as per syllabus of Solapur university for BE Civil
Prepared by
Prof S S Jahagirdar,
Associate Professor,
N K ORchid College of Engg and Tech,
Solapur
Lecture note of Industrial Waste Treatment (Elective -III) as per syllabus of Solapur university for BE Civil
Prepared by
Prof S S Jahagirdar,
Associate Professor,
N K ORchid College of Engg and Tech,
Solapur
Deals with what is activated sludge, mechanisms and kinetics of treatment, design of activated sludge process, secondary clarifiers and their design and bulking sludge, raising sludge and foaming of ASP.
This is a power point presentation on design of a 30 MLD sewage treatment plant. It includes the different characteristics of waste water,various treatment units, design results and a layout of sewage treatment plant.
Visit my slide share channel for downloading report of this project.
Lecture notes of Environmental Engineering-II as per Solapur university syllabus of TE CIVIL.
Prepared by
Prof S S Jahagirdar,
Associate Professor,
N K Orchid college of Engg and Technology,
Solapur
Lecture note of Industrial Waste Treatment (Elective -III) as per syllabus of Solapur university for BE Civil
Prepared by
Prof S S Jahagirdar,
Associate Professor,
N K ORchid College of Engg and Tech,
Solapur
Lecture Notes of Environmental Engg-II as per solapur university syllabus of TE Civil,
Prepared by
Prof S S Jahagirdar,
Associate Professor,
N K Orchid college of Engg and Technology,
Solapur
Lecture notes of Environmental Engineering-II as per Solapur university syllabus of TE CIVIL.
Prepared by
Prof S S Jahagirdar,
Associate Professor,
N K Orchid college of Engg and Technology,
Solapur
This is the presentation at an international conference, ICOMACE at KGRCET, Hyderabad.. the title of the paper is design of domestic sewage treatment plant for a growing town Ulavapadu, Andhra Pradesh, Andhra Pradesh, India.
Lecture note of Industrial Waste Treatment (Elective -III) as per syllabus of Solapur university for BE Civil
Prepared by
Prof S S Jahagirdar,
Associate Professor,
N K ORchid College of Engg and Tech,
Solapur
Effluent Treatment Plant Design, Operation And Analysis Of Waste Water Jaidev Singh
Contents
1. Introduction to Effluent Treatment Plant (ETP)
1.1 Use of water in industries
1.2 Industrial waste water sources
1.3 Effluent Treatment Plant
1.4 National Standards for waste water
1.5 What do these standards means?
1.6 Waste water treatment
1.7 Planning an Effluent Treatment Plant : Factors to Consider
2. Treatment Methods
2.1 Physical Unit Operations
2.2 Chemical Unit Processes
2.3 Biological Unit Processes
3. Operation and control
3.1 Mixed liquor suspended solids
3.2 Sludge Volume Index and Sludge Density Index
3.3 Sludge Age; Mean Cell Residence Time (MCRT)
3.4 Food/Mass Ratio
3.5 Constant MLSS
3.6 Return Activated Sludge Control (RAS)
4. Choosing an Effluent Treatment Plant
4.1 Biological Treatment
4.2 Physico-Chemical Treatment
4.3 Physico-Chemical and Biological Treatment
4.4 Area Requirement Comparison
4.5 Cost Comparison
5. Chemical Analysis of Waste Water
5.1 Commonly used chemicals
5.2 Chemical Tests and procedures
Sludge dewatering is a prior process to manage the sludge. The dewatering requires to decrease the volume of sludge for easy handling. It has two methods: Conventional and advance.
this presentation gives you a quick glimpse of Sludge Dewatering process and method.
Lecture notes of Environmental Engineering-II as per Solapur university syllabus of TE CIVIL.
Prepared by
Prof S S Jahagirdar,
Associate Professor,
N K Orchid college of Engg and Technology,
Solapur
Lecture notes of Environmental Engineering-II as per Solapur university syllabus of TE CIVIL.
Prepared by
Prof S S Jahagirdar,
Associate Professor,
N K Orchid college of Engg and Technology,
Solapur
Deals with primary sedimentation tanks for the primary treatment of sewage. settling column test, settling profile graph construction and use of the settling profile graph for the design of primary sedimentation tank. both circular and rectangular settling tanks are described here.
Industrial wastewater treatment describes the processes used for treating wastewater that is produced by industries as an undesirable by-product. After treatment, the treated industrial wastewater (or effluent) may be reused or released to a sanitary sewer or to a surface water in the environment. Some industrial facilities generate wastewater that can be treated in sewage treatment plants. Most industrial processes, such as petroleum refineries, chemical and petrochemical plants have their own specialized facilities to treat their wastewaters so that the pollutant concentrations in the treated wastewater comply with the regulations regarding disposal of wastewaters into sewers or into rivers, lakes or oceans.
DESIGN OF A 30 MLD SEWAGE TREATMENT PLANT(PROJECT REPORT) Ratnesh Kushwaha
This is a project report on design of a 30 MLD sewage treatment plant. It includes the different characteristics of waste water, various treatment units, design calculations and a layout of sewage treatment plant. This report also includes the future scope of this project.
Visit my slide share channel for downloading power point presentation of this project
Lecture Notes of Environmental Engg-II as per solapur university syllabus of TE Civil,
Prepared by
Prof S S Jahagirdar,
Associate Professor,
N K Orchid college of Engg and Technology,
Solapur
Lecture notes of Environmental Engineering-II as per Solapur university syllabus of TE CIVIL.
Prepared by
Prof S S Jahagirdar,
Associate Professor,
N K Orchid college of Engg and Technology,
Solapur
This is the presentation at an international conference, ICOMACE at KGRCET, Hyderabad.. the title of the paper is design of domestic sewage treatment plant for a growing town Ulavapadu, Andhra Pradesh, Andhra Pradesh, India.
Lecture note of Industrial Waste Treatment (Elective -III) as per syllabus of Solapur university for BE Civil
Prepared by
Prof S S Jahagirdar,
Associate Professor,
N K ORchid College of Engg and Tech,
Solapur
Effluent Treatment Plant Design, Operation And Analysis Of Waste Water Jaidev Singh
Contents
1. Introduction to Effluent Treatment Plant (ETP)
1.1 Use of water in industries
1.2 Industrial waste water sources
1.3 Effluent Treatment Plant
1.4 National Standards for waste water
1.5 What do these standards means?
1.6 Waste water treatment
1.7 Planning an Effluent Treatment Plant : Factors to Consider
2. Treatment Methods
2.1 Physical Unit Operations
2.2 Chemical Unit Processes
2.3 Biological Unit Processes
3. Operation and control
3.1 Mixed liquor suspended solids
3.2 Sludge Volume Index and Sludge Density Index
3.3 Sludge Age; Mean Cell Residence Time (MCRT)
3.4 Food/Mass Ratio
3.5 Constant MLSS
3.6 Return Activated Sludge Control (RAS)
4. Choosing an Effluent Treatment Plant
4.1 Biological Treatment
4.2 Physico-Chemical Treatment
4.3 Physico-Chemical and Biological Treatment
4.4 Area Requirement Comparison
4.5 Cost Comparison
5. Chemical Analysis of Waste Water
5.1 Commonly used chemicals
5.2 Chemical Tests and procedures
Sludge dewatering is a prior process to manage the sludge. The dewatering requires to decrease the volume of sludge for easy handling. It has two methods: Conventional and advance.
this presentation gives you a quick glimpse of Sludge Dewatering process and method.
Lecture notes of Environmental Engineering-II as per Solapur university syllabus of TE CIVIL.
Prepared by
Prof S S Jahagirdar,
Associate Professor,
N K Orchid college of Engg and Technology,
Solapur
Lecture notes of Environmental Engineering-II as per Solapur university syllabus of TE CIVIL.
Prepared by
Prof S S Jahagirdar,
Associate Professor,
N K Orchid college of Engg and Technology,
Solapur
Deals with primary sedimentation tanks for the primary treatment of sewage. settling column test, settling profile graph construction and use of the settling profile graph for the design of primary sedimentation tank. both circular and rectangular settling tanks are described here.
Industrial wastewater treatment describes the processes used for treating wastewater that is produced by industries as an undesirable by-product. After treatment, the treated industrial wastewater (or effluent) may be reused or released to a sanitary sewer or to a surface water in the environment. Some industrial facilities generate wastewater that can be treated in sewage treatment plants. Most industrial processes, such as petroleum refineries, chemical and petrochemical plants have their own specialized facilities to treat their wastewaters so that the pollutant concentrations in the treated wastewater comply with the regulations regarding disposal of wastewaters into sewers or into rivers, lakes or oceans.
DESIGN OF A 30 MLD SEWAGE TREATMENT PLANT(PROJECT REPORT) Ratnesh Kushwaha
This is a project report on design of a 30 MLD sewage treatment plant. It includes the different characteristics of waste water, various treatment units, design calculations and a layout of sewage treatment plant. This report also includes the future scope of this project.
Visit my slide share channel for downloading power point presentation of this project
Water Treatment Plant Design by Damora, Waite, Yu, MaroofianJonathan Damora
Water treatment plant design group project with Alex Waite, Jenny Yu, Cyrus Maroofian, and Jonathan Damora. We chose the reliability of a turnkey solution by General Electric for our Reverse Osmosis and nanofiltration, while designing our own granular media filter. The focus of this project was to design a reliable system, which will perform at required standards no matter the influent composition.
IEEE SusTech Global Future of Water Presentation 11/14/17Mark Goldstein
Water remains an essential element for life that plays a central and critical role in all aspects of our national and global economies and environment. We are entering an era of immense water-related threats due to climate change and human actions bringing floods, droughts, reduced water availability, and degraded water quality that threaten communities, nations, and global sociopolitical and economic security.
This presentation covers water futures from a macro level as regions, governments, and industries prepare for and manage increasing water-related threats utilizing traditional and emergent technologies to resolve these issues and provide water and sanitation that address the needs of all. It also will cover water futures from at a more personal and community level featuring technological advances and rediscovery of appropriate technology of the past to forge a water-secure future.
With rising crude prices and depleting quality of crude, however, the level of wastewater pollutants in petroleum wastewater is at new high. Such conditions are forcing refineries to use a more advanced water treatment, water recovery methods, and robust processes that work well under a variety of conditions and can handle the changing refinery effluent flow rates. Finally a process that is economical in overall life time cost is needed to make all of this feasible. Aquatech has experience working with these refinery effluent pollutants in the refinery market and offers the advanced petroleum wastewater treatment and recovery technology necessary for the refinery’s needs.
This SlideShare was authored by Dr. Ananth Seshadri Kodavasal who has more than 30 years of experience as an environmental Engineer and is a looked upon as a foremost authority on Sewage Treatment Plants.
It was presented during Water Workshop conducted by ApartmentADDA on 25-Feb-2012. It explains the below topics
• Wastewater Pollutants/Impact
• Physical, Chemical, Biological Unit Operations
• Types & Effects of Pollution
• Biological Treatment Variants
• Pros and Cons
At last the SlideShare details on the Important Acts and rules related to Environmental Protection.
Check the link below for details
http://apartmentadda.com/blog/water-workshop-for-apartments-report/
Effluent Treatment Plant
What is ETP
Need fo ETP
Design of ETP
Design of ETP
Sludge treatment process
Flowchart of ETP
Case study of ETP
ETP plant operation
Textile plant ETP
Equalization
Sedimentation
Settlers
Sludge treatment process
Flowchart of ETP
Case study of ETP
ETP plant operation
Textile plant ETP
Equalization
Sedimentation
Settlers
PH adjustment
For Environment Protection against harmful emisison and aquatic life, It is necessary to implement the standard in order to control the Chemcial Oxygen demand, Biological oxygen demand, Total suspended solid, Total dissolved solid, Oil & Greece Etc.
Transport of Pollution in Atmosphere: Plume behaviour under different atmospheric
conditions, Mathematical models of dispersion of air pollutants, Plume behaviour in valley and terrains. Plume behaviour under different meteorological conditions, Concept of isoplates
Air Pollution control- at source-equipments for control of air pollution-For particulate matter-Settling chambers-Fabric filters-Scrubbers-Cyclones-Electrostatic precipitators
, For Gaseous pollutants-control by absorption-adsorption-scrubbers-secondary combustion after burners, Working principles advantages and disadvantages
Effects of Air Pollution on human beings, plants and animals and Properties. Global
effects-Green house effect, Ozone depletion, heat island, dust storms, Automobile pollution sources and control, Photochemical smog, Future engines and fuels
Air Quality Sampling and Monitoring: Stack sampling, instrumentation and methods of analysis of SO2, CO etc, legislation for control of air pollution and automobile
pollution
History of Air pollution and episodes, Sources of air pollution and types, Introduction
to meteorology and transport of air pollution: Global winds, Headley cells, wind rose terrestrial wind profile, Effects of terrain and topography on winds, lapse rate, maximum mixing depths, plume rise
Definition, Composition of atmospheric air, Classification and sources of air
pollutants. Effects of air pollution on human, plant and material, Air pollution control methods, equipment and safety.
Levels in planning, Functional requirements of water resources projects, steps in
water resources planning, Environmental aspects in water resources planning.
Definition of drought, Causes of drought, measures for water conservation and
augmentation, drought contingency planning. Water harvesting: rainwater
collection, small dams, runoff enhancement, runoff collection, ponds, tanks.
Canal fall- necessity and location- types of falls- Cross regulator and
distributory head regulator- their functions, Silt control devices, Canal
escapes- types of escapes.
Types- selection of the suitable site for the diversion headwork components
of diversion headwork- Causes of failure of structure on pervious foundation- Khosla’s theory- Design of concrete sloping
glacis weir.
Introduction:
Necessity of irrigation- scope of irrigation engineering- benefits and ill effects of irrigation- irrigation development in India- types of irrigation systems, Soil-water plant relationship: Classification of soil water- soil
moisture contents- depth of soil water available to plants-permanent
and ultimate wilting point
Water requirements of crops:
Depth of water applied during irrigation- Duty of water and deltaimprovement
of duty- command area and intensity of irrigation consumptive use of water and evapotranspiration- irrigation efficiencies- assessment of irrigation water
Introduction, hydrologic cycle, climate and water m1Bibhabasu Mohanty
Introduction, Hydrologic cycle, Climate and water availability, Water balances,
Precipitation: Forms, Classification, Variability, Measurement, Data analysis, Evaporation and its measurement, Evapotranspiration and its measurement, Penman Monteith method. Infiltration: Factors affection infiltration, Horton’s equation and Green Ampt method.
Palestine last event orientationfvgnh .pptxRaedMohamed3
An EFL lesson about the current events in Palestine. It is intended to be for intermediate students who wish to increase their listening skills through a short lesson in power point.
Welcome to TechSoup New Member Orientation and Q&A (May 2024).pdfTechSoup
In this webinar you will learn how your organization can access TechSoup's wide variety of product discount and donation programs. From hardware to software, we'll give you a tour of the tools available to help your nonprofit with productivity, collaboration, financial management, donor tracking, security, and more.
Read| The latest issue of The Challenger is here! We are thrilled to announce that our school paper has qualified for the NATIONAL SCHOOLS PRESS CONFERENCE (NSPC) 2024. Thank you for your unwavering support and trust. Dive into the stories that made us stand out!
How to Make a Field invisible in Odoo 17Celine George
It is possible to hide or invisible some fields in odoo. Commonly using “invisible” attribute in the field definition to invisible the fields. This slide will show how to make a field invisible in odoo 17.
The Roman Empire A Historical Colossus.pdfkaushalkr1407
The Roman Empire, a vast and enduring power, stands as one of history's most remarkable civilizations, leaving an indelible imprint on the world. It emerged from the Roman Republic, transitioning into an imperial powerhouse under the leadership of Augustus Caesar in 27 BCE. This transformation marked the beginning of an era defined by unprecedented territorial expansion, architectural marvels, and profound cultural influence.
The empire's roots lie in the city of Rome, founded, according to legend, by Romulus in 753 BCE. Over centuries, Rome evolved from a small settlement to a formidable republic, characterized by a complex political system with elected officials and checks on power. However, internal strife, class conflicts, and military ambitions paved the way for the end of the Republic. Julius Caesar’s dictatorship and subsequent assassination in 44 BCE created a power vacuum, leading to a civil war. Octavian, later Augustus, emerged victorious, heralding the Roman Empire’s birth.
Under Augustus, the empire experienced the Pax Romana, a 200-year period of relative peace and stability. Augustus reformed the military, established efficient administrative systems, and initiated grand construction projects. The empire's borders expanded, encompassing territories from Britain to Egypt and from Spain to the Euphrates. Roman legions, renowned for their discipline and engineering prowess, secured and maintained these vast territories, building roads, fortifications, and cities that facilitated control and integration.
The Roman Empire’s society was hierarchical, with a rigid class system. At the top were the patricians, wealthy elites who held significant political power. Below them were the plebeians, free citizens with limited political influence, and the vast numbers of slaves who formed the backbone of the economy. The family unit was central, governed by the paterfamilias, the male head who held absolute authority.
Culturally, the Romans were eclectic, absorbing and adapting elements from the civilizations they encountered, particularly the Greeks. Roman art, literature, and philosophy reflected this synthesis, creating a rich cultural tapestry. Latin, the Roman language, became the lingua franca of the Western world, influencing numerous modern languages.
Roman architecture and engineering achievements were monumental. They perfected the arch, vault, and dome, constructing enduring structures like the Colosseum, Pantheon, and aqueducts. These engineering marvels not only showcased Roman ingenuity but also served practical purposes, from public entertainment to water supply.
Operation “Blue Star” is the only event in the history of Independent India where the state went into war with its own people. Even after about 40 years it is not clear if it was culmination of states anger over people of the region, a political game of power or start of dictatorial chapter in the democratic setup.
The people of Punjab felt alienated from main stream due to denial of their just demands during a long democratic struggle since independence. As it happen all over the word, it led to militant struggle with great loss of lives of military, police and civilian personnel. Killing of Indira Gandhi and massacre of innocent Sikhs in Delhi and other India cities was also associated with this movement.
Honest Reviews of Tim Han LMA Course Program.pptxtimhan337
Personal development courses are widely available today, with each one promising life-changing outcomes. Tim Han’s Life Mastery Achievers (LMA) Course has drawn a lot of interest. In addition to offering my frank assessment of Success Insider’s LMA Course, this piece examines the course’s effects via a variety of Tim Han LMA course reviews and Success Insider comments.
The French Revolution, which began in 1789, was a period of radical social and political upheaval in France. It marked the decline of absolute monarchies, the rise of secular and democratic republics, and the eventual rise of Napoleon Bonaparte. This revolutionary period is crucial in understanding the transition from feudalism to modernity in Europe.
For more information, visit-www.vavaclasses.com
Macroeconomics- Movie Location
This will be used as part of your Personal Professional Portfolio once graded.
Objective:
Prepare a presentation or a paper using research, basic comparative analysis, data organization and application of economic information. You will make an informed assessment of an economic climate outside of the United States to accomplish an entertainment industry objective.
1. Design of Facilities for Physical, Chemical
& Biological Treatment of
Waste Water
Bibhabasu Mohanty
Asst. Prof.
Dept. of civil Engineering
SALITER, Ahmedabad
2. Course Content
Design of racks, screens, grit chamber,
aeration units, sedimentation tanks, activated
sludge and trickling filter processes, rotating
biological contactors, sludge digesters and
drying beds
4. Introduction…
• Sludge refers to the residual, semi-solid material left
from industrial wastewater, or sewage treatment
processes.
• Waste water sludge is the mixture of waste water
and settled solids.
• Depending upon the source it may be primary,
secondary, excess activated sludge.
5. Objectives…
• To reduce the volume of the material to be handled
by removal of liquid portion.
• To decompose the organic matter and inorganic
compounds for reduction in the total solids.
6. GOALS OF SLUDGE TREATMENT…
Volume • Thickening
reduction • Dewatering
Elimination of • If used in agriculture as fertiliser or
pathogenic compost
germs
Stabilisation of • Gas production
organic • Reduction of dry content
substances • Improvement of dewatering
• Reduction of odour
Recycling of • Nutrients, fertiliser
substances • Humus
• Biogas
7. Sludge handling and disposal includes:-
Collection of sludge
Transportation of sludge
Processing of sludge to convert it to a form
suitable for disposal
Final disposal of the sludge
8. Composition…
• Sludge from plain sedimentation tank- settable solids
(raw sludge)
• This gray in color contain garbage, fecal solids,
debris.
• Bad odor.
• From sec. settling tank following a trickling filter
consists of partially decomposed organic matter.
• Dark brown in color, less odor than raw sludge.
9. Sludge types…
• Primary sludge
3 to 8 % solids
About 70% organic material
• Sec. sludge
Wasted microbes and inert materials
90% organic material
• Tertiary sludge
If sec. clarifier is used to remove phosphate, this
sludge contain chemical precipitates.
10. Overview
Wastewater treatment
Primary, secondary, tertiary sludge
Process water
Thickening
Stabilisation Biogas
Thickening Agriculture
Dewatering Disposal site
Drying Construction industry
Incineration Atmosphere
11. Thickening (volume reduction) by Gravity
Gravity separation, similar to settling tank
Additional mechanic stirring to enhance flocculation and
extraction of water and gas
Supernatant is introduced to primary clarifier or – if floatables
and grease contents are high – to grid chamber
Thickened sludge is withdrawn from hopper and introduced to
sludge treatment
For an efficient thickening process the development of gas
bubbles must be prevented
13. Thickening by Flotation
Pre treatment: mostly chemical flocculation
Sludge is placed in contact with air-saturated water
(full flow or recycle pressurization)
Air bubbles attach to solid particles
Floating Sludge bubble composite is collected at the
surface
Water is recovered under a scum baffle and removed
15. Sludge stabilization (mass reduction)
• Aerobic digestion
• Anaerobic digestion
Aerobic sludge digestion may be used to treat only
Waste activated sludge
Mixtures of waste activated siudge and primary
siudge
Activated sludge treatment plant without primary
settling
16. Advantages
Volatile solids reduction is equal that obtained
anaerobically
Lower BOD concentrations in supernatant liquor
Production of an odorless, humus-like, biologically
stable end
Operation is relativeluy easy
Lower capital cost
17. Disadvantages
A high power cost is associated with supplying the
required O2
A digested sludge is produced with poor mechanical
dewatering characteristics
A useful by-product such as methane is not
recovered
18. Process design
Factors taht must be considered in designing aerobic
digesters include;
Solid reduction
Hydraulic retention time
Oxygen requirements
Energy requirements for mixing
environmental condition such as pH, temperature.
19. Anaerobic digestion
Sludge held without aeration for 10-90 days
Process can be accelerated by heating to 35-40oC
These are called High Rate Digesters (10-20 days)
Advantages
low solids production
useable methane gas produced
Disadvantages
high capital costs
susceptibility to shocks and overloads
20. Basic Components of Digester Gas
Anaerobic Digesters
Digested
Sludge
Raw Sludge
Mixing
Heat
Exchanger Circulating
Pump
21. Anaerobic digestion process
Organic acids
Complex CH4 and
and
Organics CO2
H2
Acid producing Methane producing
bacteria bacteria
(acidogens) (methanogenics)
22. Three Mechanisms Occurring:
Hydrolysis Process – conversion of insoluble high
molecular compounds (lignin, carbohydrates, fats)
to lower molecular compounds
Acidogenesis Process – conversion of soluble lower
molecular components of fatty acids, amino acids
and sugars (monosaccharide) to lower molecular
intermediate products (volatile acids, alcohol,
ammonia, H2 and CO2)
Methanogenesis Process – conversion of volatile acids
& intermediate products to final product of methane
and CO2
23. Steps in anaerobic (oxygen-free) digestion:
Particulate and complex organics Hydrolysis Soluble simple
organics
Soluble simple organics Acidogenesis Short organic
acids
Methanogenesis
Short organic acids CH4 & CO2
26. Anaerobic Digester Design
Mean Cell Residence Time
Volumetric Loading Factor
Observed Volume Reduction
Loading Factors Based on Populations
27. Sludge dewatering
Dewatering aims to reduce the water content
further.
The sludge can then be handled like a solid.
Dewatering can be done mechanically using a filter
press (employing pressure or vacuum), or a
centrifuge.
Also be done using drying beds.
28. Drying beds
• Most popular methods.
• A drying bed consists of a 30 cm bed of sand with an
under-drainage .
• Sludge is applied on the sand bed and is allowed to
dry by evaporation and drainage of excess water
over a period of several weeks depending on
climatic conditions.
29. • Bacterial decomposition of the sludge takes place
during the drying process while moisture content is
sufficiently high.
• During the rainy season the process may take a
longer time to complete.
31. Trickling filter is an attached growth process i.e. process
in which microorganisms responsible for treatment are
attached to an inert packing material. Packing material
used in attached growth processes include rock, gravel,
slag, sand, redwood, and a wide range of plastic and
other synthetic materials.
32. Process Description
The wastewater in trickling filter is distributed over
the top area of a vessel containing non-submerged
packing material.
Air circulation in the void space, by either natural
draft or blowers, provides
oxygen for the
microorganisms
growing as an attached
biofilm.
33. The organic material present in the wastewater
metabolised by the biomass attached to the medium.
The biological slime grows in thickness as the
organic matter abstracted from the flowing
wastewater is synthesized into new cellular
material.
34. Flow Diagram for Trickling Filters
Recirculation= A portion of the TF effluent recycled through the filter
Recirculation ratio (R) = returned flow (Or)/ influent flow (Q)
Or
Recycle
Final
clarifier
Q
Influent
Primary Wast
clarifier sludg
Trickling
filter
35. Advantages
simplicity of operation
resistance to shock loads
low sludge yield
low power requirements
36. Disadvantages
relatively low BOD removal (85%)
high suspended solids in the effluent (20 -30
mg/L)
little operational control
37. Types of Filters
Trickling filters are classified as high rate or low rate,
based on the organic and hydraulic loading applied to the
unit.
S.No. Design Feature Low Rate Filter High Rate Filter
Hydraulic loading,
1. 1-4 10 - 40
m3/m2.d
Organic loading,kg
2. 0.08 - 0.32 0.32 - 1.0
BOD / m3.d
3. Depth, m. 1.8 - 3.0 0.9 - 2.5
0.5 - 3.0 (domestic
wastewater) up to 8 for
4. Recirculation ratio 0
strong industrial
wastewater.
38. Hydraulic loading rate is the total flow
including recirculation applied on unit area of
the filter in a day.
Organic loading rate is the 5 day 20°C
BOD, excluding the BOD of the
recirculant, applied per unit volume in a day.
Recirculation is generally not adopted in low
rate filters.
A well operated low rate trickling filter in
combination with secondary settling tank may
remove 75 to 90% BOD and suitable for
treatment of low to medium strength domestic
wastewaters.
39. The high rate trickling filter, single stage or two
stage are recommended for medium to relatively
high strength domestic and industrial
wastewater.
The BOD removal efficiency is around 75 to 90%.
Single stage unit consists of a primary settling
tank, filter, secondary settling tank and facilities
for recirculation of the effluent.
Two stage filters consist of two filters in series
with a primary settling tank, an intermediate
settling tank which may be omitted in certain
cases and a final settling tank.
40. Process Design
Generally trickling filter design is based on
empirical relationships to find the required filter
volume for a designed degree of wastewater
treatment.
NRC equations commonly used.
NRC (National Research Council of USA) equations
give satisfactory values when there is no re-
circulation, the seasonal variations in temperature
are not large and fluctuations with high organic
loading.
41. NRC equations: These equations are applicable
to both low rate and high rate filters. The
efficiency of single stage or first stage of two
stage filters, E2 is given by
E2= 100
1+0.44(F1.BOD/V1.Rf1)1/2
For the second stage filter, the efficiency E3 is
given by
E3= 100
[(1+0.44)/(1- E2)](F2.BOD/V2.Rf2)1/2
42. where E2= % efficiency in BOD removal of single stage or
first stage of two-stage filter
E3=% efficiency of second stage filter
F1.BOD= BOD loading of settled raw sewage in single stage
of the two-stage filter in kg/d
F2.BOD= F1.BOD(1- E2)= BOD loading on second-stage filter in
kg/d
V1= volume of first stage filter, m3
Rf1= 1+R
V2= volume of second stage filter, m3 (1+R/10)2
R=recycle ratio
Rf1= Recirculation factor for first stage, F=recirculation
R1= Recirculation ratio for first stage filter factor
Rf2= Recirculation factor for second stage,
R2= Recirculation ratio for second stage filter.
43. Q. Problem: Design a low rate filter to treat 6.0 Mld of
sewage of BOD of 210 mg/l. The final effluent
should be 30 mg/l and organic loading rate is 320
g/m3/d.
Solution: Assume 30% of BOD load removed in primary
sedimentation i.e., = 210 x 0.30 = 63 mg/l. Remaining
BOD = 210 - 63 = 147 mg/l.
Percent of BOD removal required = (147-30) x 100/147 =
80%
BOD load applied to the filter = flow x conc. of sewage
(kg/d) = 6 x 106 x 147/106 = 882 kg/d
To find out filter volume, using NRC equation
E2= 100
1+0.44(F1.BOD/V1.Rf1)1/2
44. 80 = 100 Rf1= 1, (no recirculation)
1+0.44(882/V1)1/2
V1= 2704 m3
Depth of filter = 1.5 m, Filter area = 2704/1.5 =
1802.66 m2, and Diameter = 48 m
Hydraulic loading rate = 6 x 106/103 x 1/1802.66
= 3.33m3/d/m2 < 4 hence o.k.
Organic loading rate = 882 x 1000 / 2704 =
326.18 g/d/m3 which is approx. equal to 320
46. The most common suspended growth process used
for municipal wastewater treatment is the
activated sludge process.
47. Activated sludge plant involves:
1.wastewater aeration in the presence of a
microbial suspension,
2.solid-liquid separation following aeration,
3.discharge of clarified effluent,
4.wasting of excess biomass, and
5.return of remaining biomass to the aeration
tank.
48. Process
The process involves air or oxygen being introduced
into a mixture of primary treated or screened sewage
or industrial wastewater combined with organisms to
develop a biological floc which reduces
the organic content of the sewage.
The combination of wastewater and biological mass is
commonly known as mixed liquor.
In all activated sludge plants, once the wastewater has
received sufficient treatment, excess mixed liquor is
discharged into settling tanks and the
treated supernatant is run off to undergo further
treatment before discharge.
49.
50. Part of the settled material, the sludge, is returned to
the head of the aeration system to re-seed the new
wastewater entering the tank.
This fraction of the floc is called return activated
sludge (R.A.S.). Excess sludge is called surplus
activated sludge(S.A.S.) or waste activated
sludge(W.A.S).
S.A.S is removed from the treatment process to keep
the ratio of biomass to food supplied in the
wastewater in balance.
S.A.S is stored in sludge tanks and is further treated by
digestion, either under anaerobic or aerobic
conditions prior to disposal.
51. Advantages
Diverse; can be used for one household up a huge
plant
Removes organics
Oxidation and Nitrification achieved
Biological nitrification without adding chemicals
Biological Phosphorus removal
Solids/ Liquids separation
Stabilization of sludge
Capable of removing ~ 97% of suspended solids
The most widely used wastewater treatment process
52. Disadvantages
Does not remove color from industrial wastes and
may increase the color through formation of highly
colored intermediates through oxidation
Does not remove nutrients, tertiary treatment is
necessary
Problem of getting well settled sludge
Recycle biomass keeps high biomass concentration
in aeration tanks
53. Types of Activated Sludge Processes
Plug Flow
wastewater is routed through a series of channels
constructed in the aeration basin.
Wastewater Flows to tank & is treated as it winds its
way through the tank.
As the wastewater goes through the system, BOD
and organics concentration are greatly reduced.
54. Variations to this method include:
adding return sludge and/or in decreasing amounts
at various locations along length of the tank;
wastewater BOD is reduced as it passes through tank,
air requirements and number of bacteria required
also decrease accordingly.
55. Complete Mix
wastewater may be immediately mixed throughout
the entire contents of the aeration basin (mixed with
oxygen and bacteria).
This is the most common method used today.
Since the wastewater is completely mixed with
bacteria and oxygen, the volatile suspended solids
concentration and oxygen demand are the same
throughout the tank.
56. Contact Stabilization
Microorganisms consume organics in the contact
tank.
Raw wastewater flows into the contact tank where it
is aerated and mixed with bacteria.
Soluble materials pass through bacterial cell walls,
while insoluble materials stick to the outside.
Solids settle out later and are wasted from the
system or returned to a stabilization tank.
Microbes digest organics in the stabilization tank,
and are then recycled back to the contact tank,
because they need more food.
57. Detention time is minimized, so the size of the
contact tank can be smaller.
Volume requirements for the stabilization tank are
also smaller because the basin receives only
concentrated return sludge, there is no incoming
raw wastewater.
Often no primary clarifier before the contact tank
due to the rapid uptake of soluble and insoluble
food.
58. Extended Aeration
Used to treat industrial wastewater containing
soluble organics that need longer detention times.
This is the same as complete mix, with just a longer
aeration.
Advantage - long detention time in the aeration
tank; provides equalization to absorb
sudden/temporary shock loads.
Less sludge is generally produced because some of
the bacteria are digested in the aeration tank.
One of the simpler modifications to operate.
59. Design Consideration
The quality or characteristics of raw waste water to be
treated.
The desired quality or characteristics of effluent or
treated waste water.
The type of reactor that will be used.
Volumetric and organic loading that will be applied to
the reactor.
60. Amount of O2 required and the aeration system will
provide to supply O2 and to support mixing.
The quantity of sludge that will be generated and
wasted for its further management.
Besides these nutrient requirements of microbes,
environmental conditions under which plant operated.
61. Design steps
The design computations require the
determination of:
Volume or dimensions of the aeration tank
Amount of O2 required and power needed for
aeration
Quantity of sludge that will produced for particular
waste and treatment conditions
Volume and dimensions of sec. settling tank
62. Design criteria
No of aeration tanks, N= min. 2 (small plants)
= 4 or more (large plants)
Depth of waste water in tank= 3-4.5 m (usually)
= 4.5-7.5 m (diffuse aeration)
= 1-6 m (surface aeration)
Freeboard= 0.3-6 m (diffuse aeration)
= 1-1.5 m (surface aeration)
Rectangular aeration tank L:B= 5:1 and B:D=3:1 to 4:1
(depends on the aeration system)
63. Air requirement:
I. 20-55 m3 of air/Kg of BOD removed for diffuse
aeration when F/M => 0.3
II. 70-115 m3 air/Kg of BOD removed for diffuse
aeration when F/M <= 0.3
Power required for complete mixing : 10-14
kW/1000 m3 of tank volume for surface aeration
system
65. Rotating Biological Contactors,
commonly called RBC’s, are used in
wastewater treatment plants
(WWTPs). The primary function of
these bio-reactors at WWTPs is the
reduction of organic matter.
66. A fixed growth biological treatment processes
used to consume organic matter (BOD) from
wastewater.
Consists of 2-6 m diameter disks, closely spaced
on a rotating horizontal axis.
Disks are covered with a biofilm.
The disks are only partially submerged in
wastewater.
67. As the disk rotates the biofilm is exposed to the
wastewater only part of the time.
The rotation in and out of the wastewater serves to
vary the feeding cycle of the bacteria and
microorganisms that make up the biofilm.
The shaft rotates about 1-10 rpm (slowly).
68. Advantages/Disadvantages
Advantages Disadvantages
Short contact periods Need for covering units
Handles a wide range of installed in cold climate to
flows protect against freezing
Easily separates biomass
from waste stream Shaft bearings and
Low operating costs mechanical drive units
Short retention time require frequent
maintenance
Low sludge production
Excellent process control
70. Design Criteria
No of modules = 4-5
Dia of flat discs = 2-6 m
Thickness of flat disc = up to 10 mm
Discs spacing = 30-40 mm
Speed of rotating shaft = 1-10 rpm
Disc submergence = 40% of dia
Thickness of bio-film = 2-4 mm
71. Organic loading = 3-10 gm BOD/m2 of
disc surface area
Hydraulic loading = 0.02-0.16 m3/m2-d
Sludge production = 0.5-0.8 Kg/Kg BOD
removed
Hydraulic retention time = 0.5 -2.0 h
73. screen is a device with openings for removing bigger
suspended or floating matter in sewage which
would otherwise damage equipment or interfere
with satisfactory operation of treatment units.
75. Design Consideration
Velocity
The velocity of flow ahead of and through the screen
varies and affects its operation.
The lower the velocity through the screen, the greater
is the amount of screenings that would be removed
from sewage.
However, the lower the velocity, the greater would be
the amount of solids deposited in the channel.
76. Hence, the design velocity should be such as to permit
100% removal of material of certain size without
undue depositions.
Velocities of 0.6 to 1.2 mps through the open area for
the peak flows have been used satisfactorily.
Further, the velocity at low flows in the approach
channel should not be less than 0.3 mps to avoid
deposition of solids.
77. Head loss
Head loss varies with the quantity and nature of
screenings allowed to accumulate between cleanings.
Head loss through screens mainly depends on:
Size and amount of solids in waste water
Clear openings between bar
Method of cleaning and its frequency
Velocity of flow through the screens
78. The head loss through clean flat bar screens is
calculated from the following formula:
h = 0.0729 (V2 - v2)
where, h = head loss in m
V = velocity through the screen in mps
v = velocity before the screen in mps
79. Another formula often used to determine the head loss
through a bar rack is Kirschmer's equation:
h = b (W/b)4/3 hv sin q
where h = head loss, m
b = bar shape factor (2.42 for sharp edge rectangular bar, 1.83
for rectangular bar with semicircle upstream, 1.79 for
circular bar and 1.67 for rectangular bar with both u/s and
d/s face as semicircular).
W = maximum width of bar u/s of flow, m
b = minimum clear spacing between bars, m
hv = velocity head of flow approaching rack, m = v2/2g
q = angle of inclination of rack with horizontal
80. The head loss through fine screen is given by
h = (1/2g) (Q/CA)
where, h = head loss, m
Q = discharge, m3/s
C = coefficient of discharge (typical value 0.6)
A = effective submerged open area, m2
82. Grit chambers are basin to remove the
inorganic particles to prevent damage to
the pumps, and to prevent their
accumulation in sludge digesters.
83. Types of Grit Chambers
Mechanically cleaned
Manually cleaned
In mechanically cleaned grit chamber, scraper blades
collect the grit settled on the floor of the grit chamber.
The grit so collected is elevated to the ground level by
several mechanisms such as bucket elevators, jet pump
and air lift.
Manually cleaned grit chambers should be cleaned at
least once a week.
The simplest method of cleaning is by means of
shovel.
84. Aerated Grit Chamber
An aerated grit chamber consists of a standard spiral
flow aeration tank provided with air diffusion tubes
placed on one side of the tank.
The grit particles tend to settle down to the bottom of
the tank.
Settling rates dependant upon the particle size and the
bottom velocity of roll of the spiral flow.
85. Design criteria
Recommended for horizontal flow and aerated grit
chamber.
Flow= maximum
Detention time= 30-90 s (usually 60 s)
Flow through velocity, vh= 0.2-0.4 m/s (usually 0.3 m/s)
Settling velocity= 0.016-0.021 m/s for 0.2 mm dia particle
= 0.01-0.015 m/s for 0.15 mm dia particles
Liquid depth= 1-1.5 m
Length= 3-25 m
Quantity of grits= 0.022-0.075 m3/1000 m3 of flow
86. Determination of settling velocity
Transition law:
The design of grit chamber is based on removal of grit
particles with minimum size of 0.15 mm and therefore
Stoke's law is not applicable to determine the settling
velocity of grit particles for design purposes.
v2 = 4g(ρs-ρw)d
3 CDρw
87. Where:
g= acceleration due to gravity (assume 9.81 m/s2)
ρw= density of water (1000 Kg/m3)
ρs= density of solid particles
(normally of specific gravity 2.65=2.65*1000=2650
Kg/m3)
d= dia of particles
CD= coefficient of drag force depends on flow condition
89. Unit process in which air and water are brought into
intimate contact.
The contact time and ratio of air to water must be
sufficient for exchange sufficient oxygen.
Advantages
Providing O2 for purification and improving overall
quality.
CO2 reduction-reduces the corrosion.
Raising the pH.
VOC removal
Effective method for bacterial control
91. Diffused aeration
Providing maximum water surface per unit volume of
air.
Air bubbles brought with water in a mixing or contact
chamber.
A common way to aerate water is via diffused air.
Air is pumped through some sort of diffuser to
generate small bubbles.
92. Usually gas is injected into the bottom of the aeration
tank and is allowed to rise to the surface in an open
tank.
The rising bubbles transfer oxygen to the water, as well
as transport bottom water to the surface.
The bubbles raising through water create turbulence.
Untreated water is allowed to enter the tank from top
and exit from bottom.
93. Efficiency of diffused aeration can be improved:
Fine bubbles (0.2 cm dia) as compared to
coarse bubble (2.5 cm dia)
By increasing water depth (9-15 ft)
By improving the basin geometry (width to
depth ratio not exceed 2)
By increasing the retention time (10-30 min)
98. Again, these diffusers would be arranged by a manifold
on the bottom of an aeration tank.
99. To determine the oxygen transfer rate in these diffused
aeration systems, first define the pressure difference
from top to bottom of the tank.
At the surface:
Psurface 14.7(1 0.032 Alt)
Alt = altitude in thousands feet above sea level
Psurface has units of psi
100. 62.4 H
Pbottom Psurface (psi)
144
H = depth of tank (depth of discharge point) in feet.
101. Mechanical Aeration
Basically there are two types of mechanical aeration.
Turbine Aeration:
In this system coarse bubbles are injected into the
bottom of the tank and then a turbine shears the
bubbles for better oxygen transfer.
Efficiency of turbine aerators is generally higher than
diffused aeration.
102.
103. Surface Aeration:
In this case a mixing device is used to agitate the
surface so that there is increased interfacial area
between liquid and air.
There are many different proprietary types of
surface aerators .
105. Design consideration for mechanical aerators is usually
based on Eckenfelder and Ford equation.
C w Cl T 20
N N0 (1.02)
9.17
Notice that there is no depth consideration for
mechanical aeration.
106. Where as:
N = actual transfer rate (lb-O2/hr)
N0 = manufacturer specified transfer rate ( lb/hr)
for clean water, 20oC, zero DO.
Cw = saturation value for oxygen for wastewater
under operating conditions.
9.17 = saturation DO for clean water, 20oC.
Cl = the design oxygen concentration in the
aeration basin.
T = Temp.
α = oxygen transfer correction factor for waste
water
108. Solid liquid separation process in which a
suspension is separated into two phases –
Clarified supernatant leaving the top of the
sedimentation tank (overflow).
Concentrated sludge leaving the bottom of the
sedimentation tank (underflow).
109. Purpose of Settling
To remove coarse dispersed phase.
To remove coagulated and flocculated
impurities.
To remove precipitated impurities after
chemical treatment.
To settle the sludge (biomass) after activated
sludge process / tricking filters.
110. Principle of Settling
Suspended solids present in water having specific
gravity greater than that of water tend to settle down by
gravity as soon as the turbulence is retarded by offering
storage.
Basin in which the flow is retarded is called settling
tank.
Theoretical average time for which the water is
detained in the settling tank is called the detention
period.
111.
112. Types of Settling
Type I settling (free settling)
Type II settling (settling of flocculated
particles)
Type III settling (zone or hindered
settling)
Type IV settling (compression settling)
113. Design parameters for settling tank
Overflow rate Solids loading Detentio
Types of settling Depth
m3m2/day kg/m2/day n time
Average Peak Average Peak
Primary settling only 25-30 50-60 - - 2.5-3.5 2.0-2.5
Primary settling followed by
35-50 60-120 - - 2.5-3.5
secondary treatment
Primary settling with
25-35 50-60 - - 3.5-4.5 -
activated sludge return
Secondary settling for
15-25 40-50 70-120 190 2.5-3.5 1.5-2.0
trickling filters
Secondary settling for
activated sludge (excluding 15-35 40-50 70-140 210 3.5-4.5 -
extended aeration)
Secondary settling for
8-15 25-35 25-120 170 3.5-4.5 -
extended aeration
114. Design Details
Detention period: for plain sedimentation: 3 to
4 h, and for coagulated sedimentation: 2 to 2.5
h.
Velocity of flow: Not greater than 30 cm/min
(horizontal flow).
Tank dimensions: L:B = 3 to 5:1. Generally L=
30 m (common) maximum 100 m. Breadth= 6
m to 10 m. Circular: Diameter not greater than
60 m. generally 20 to 40 m.
115. Depth 2.5 to 5.0 m (3 m).
Surface Overflow Rate: For plain sedimentation
12000 to 18000 L/d/m2 tank area; for
thoroughly flocculated water 24000 to 30000
L/d/m2 tank area.
Slopes: Rectangular 1% towards inlet and
circular 8%.
116. Problem:
Design a rectangular sedimentation tank to treat
2.4 million litres of raw water per day. The
detention period may be assumed to be 3
hours.
117. Solution: Raw water flow per day is 2.4 x 106 L . Detention
period is 3h.
Volume of tank = Flow x Detention period = 2.4 x 106 x 3/24
= 300 m3
Assume depth of tank = 3.0 m.
Surface area = 300/3 = 100 m2
L/B = 3 (assumed). L = 3B.
3B2 = 100 m2 i.e. B = 5.8 m
L = 3B = 5.8 X 3 = 17.4 m
Hence surface loading (Overflow rate) = 2.4 x 106 =
100
24,000 L/d/m2