This document provides design information for an activated sludge wastewater treatment plant. It discusses that each plant must be custom designed to fit the specific site conditions. It emphasizes flexibility in design to accommodate variations in wastewater flow and composition over the plant's lifetime. The key steps in design include determining effluent requirements, selecting the appropriate activated sludge process, and sizing major treatment components like aeration basins and clarifiers based on wastewater loading. Design guidelines and equations are provided for sizing major treatment processes and tanks.
The document discusses clarifiers, which are settling tanks used to remove solids from liquid through sedimentation. There are two main types of clarifiers: rectangular and circular. Clarifiers work by allowing heavier solids to settle to the bottom while lighter materials such as scum float to the surface. Primary clarifiers are used to remove solids before biological wastewater treatment, typically removing 90-95% of settleable solids. Secondary clarifiers separate treated wastewater from activated sludge after biological processes. Design considerations for clarifiers include hydraulic loading, solid loading, detention time, and surface overflow rate.
Sedimentation is used in water and wastewater treatment to separate solids from liquid using gravity. It occurs after coagulation and flocculation in water treatment and is used for grit removal, primary clarification, and activated sludge settling in wastewater treatment. Sedimentation basins come in circular, rectangular, or square shapes and have four functional zones - the inlet zone, settling zone, sludge zone, and outlet zone. The design of these zones aims to evenly distribute flow, optimize settling conditions, remove settled sludge efficiently, and minimize resuspension of solids.
Scrubbers are devices that remove particulate matter from flue gases by incorporating them into liquid droplets. There are several types of scrubbers that work through impingement, interception, diffusion, or condensation to mix particulate matter with falling or circulating water, removing it from the gas stream. Common scrubber types include spray towers, venturi scrubbers, cyclone scrubbers, packed scrubbers, and mechanical scrubbers. While scrubbers can simultaneously remove particles and gases, they produce large amounts of wastewater and require high maintenance costs, especially for collecting corrosive materials.
This document provides an overview of a reflux classifier. It consists of three main chambers - a lamella chamber at the top, a mixing chamber in the middle, and a fluidization chamber at the bottom. Feed material enters the mixing chamber where a fluidization process separates lighter and heavier particles based on density and size. Lighter particles overflow to the lamella chamber, while heavier particles sink to the underflow. The lamella chamber further separates particles using arrays of inclined plates. Finer particles overflow while coarser particles recirculate for additional separation. The fluidization chamber collects undersize material and controls discharge.
AIR POLLUTION CONTROL course material by Prof S S JAHAGIRDAR,NKOCET,SOLAPUR for BE (CIVIL ) students of Solapur university. Content will be also useful for SHIVAJI and PUNE university students
- This document describes absorption and stripping processes using packed columns and graphical methods.
- It discusses operating lines, height of transfer units (HOG), number of transfer units (NOG), and how to calculate the height equivalent of a theoretical plate (HETP) for a packed column given mass transfer coefficients, flow rates, and equilibrium data.
- An example is provided to calculate the HETP for a specific packed column based on the mass transfer coefficients, flow rates, and equilibrium constant given.
Treatment of Water and Design Example on Sedimentation TankVaibhav Kambale
This document discusses various methods for purifying water supplies, including screening, sedimentation, coagulation, filtration, aeration, and softening. It focuses on screening and sedimentation. Screening involves using coarse and fine screens to remove debris from water. Sedimentation is the process of using gravitational settling to separate suspended solids from water in sedimentation tanks. It discusses the factors that affect sedimentation rates like particle size and shape, water velocity, and tank design parameters such as depth, width, and surface overflow rate. Design considerations for sedimentation tanks include determining the required volume, length, width, and cross-sectional area based on the detention period and settling velocities.
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
The document discusses clarifiers, which are settling tanks used to remove solids from liquid through sedimentation. There are two main types of clarifiers: rectangular and circular. Clarifiers work by allowing heavier solids to settle to the bottom while lighter materials such as scum float to the surface. Primary clarifiers are used to remove solids before biological wastewater treatment, typically removing 90-95% of settleable solids. Secondary clarifiers separate treated wastewater from activated sludge after biological processes. Design considerations for clarifiers include hydraulic loading, solid loading, detention time, and surface overflow rate.
Sedimentation is used in water and wastewater treatment to separate solids from liquid using gravity. It occurs after coagulation and flocculation in water treatment and is used for grit removal, primary clarification, and activated sludge settling in wastewater treatment. Sedimentation basins come in circular, rectangular, or square shapes and have four functional zones - the inlet zone, settling zone, sludge zone, and outlet zone. The design of these zones aims to evenly distribute flow, optimize settling conditions, remove settled sludge efficiently, and minimize resuspension of solids.
Scrubbers are devices that remove particulate matter from flue gases by incorporating them into liquid droplets. There are several types of scrubbers that work through impingement, interception, diffusion, or condensation to mix particulate matter with falling or circulating water, removing it from the gas stream. Common scrubber types include spray towers, venturi scrubbers, cyclone scrubbers, packed scrubbers, and mechanical scrubbers. While scrubbers can simultaneously remove particles and gases, they produce large amounts of wastewater and require high maintenance costs, especially for collecting corrosive materials.
This document provides an overview of a reflux classifier. It consists of three main chambers - a lamella chamber at the top, a mixing chamber in the middle, and a fluidization chamber at the bottom. Feed material enters the mixing chamber where a fluidization process separates lighter and heavier particles based on density and size. Lighter particles overflow to the lamella chamber, while heavier particles sink to the underflow. The lamella chamber further separates particles using arrays of inclined plates. Finer particles overflow while coarser particles recirculate for additional separation. The fluidization chamber collects undersize material and controls discharge.
AIR POLLUTION CONTROL course material by Prof S S JAHAGIRDAR,NKOCET,SOLAPUR for BE (CIVIL ) students of Solapur university. Content will be also useful for SHIVAJI and PUNE university students
- This document describes absorption and stripping processes using packed columns and graphical methods.
- It discusses operating lines, height of transfer units (HOG), number of transfer units (NOG), and how to calculate the height equivalent of a theoretical plate (HETP) for a packed column given mass transfer coefficients, flow rates, and equilibrium data.
- An example is provided to calculate the HETP for a specific packed column based on the mass transfer coefficients, flow rates, and equilibrium constant given.
Treatment of Water and Design Example on Sedimentation TankVaibhav Kambale
This document discusses various methods for purifying water supplies, including screening, sedimentation, coagulation, filtration, aeration, and softening. It focuses on screening and sedimentation. Screening involves using coarse and fine screens to remove debris from water. Sedimentation is the process of using gravitational settling to separate suspended solids from water in sedimentation tanks. It discusses the factors that affect sedimentation rates like particle size and shape, water velocity, and tank design parameters such as depth, width, and surface overflow rate. Design considerations for sedimentation tanks include determining the required volume, length, width, and cross-sectional area based on the detention period and settling velocities.
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
The document discusses different types of flooding including coastal (storm surge), river (fluvial), flash floods, and surface water floods. It provides details on the causes and impacts of each type. Coastal flooding is caused by storm surge which is when high winds and low pressure push water inland, increasing water levels and flooding. River flooding occurs when heavy rain or snowmelt causes water levels to rise over river banks. Flash floods are sudden, high velocity floods caused by intense rainfall. Surface water floods happen when drainage systems are overwhelmed by rain.
This document discusses wet air oxidation as a process for treating concentrated chemical waste streams. It begins with an overview of chemical process industry and various waste treatment approaches. Wet air oxidation is described as a subcritical thermal oxidation process that occurs in an aqueous medium between 100-250°C and 5-20 atm of oxygen pressure. Key advantages are its ability to handle concentrated and toxic wastes while allowing for water recycling. The document outlines reaction mechanisms, kinetics, catalyst use and integration with other processes. Design considerations and a systematic approach for implementing water treatment and recycling are also presented.
AMMONIA RECOVERY FROM WASTEWATER – TECHNOLOGY AND USESiQHub
Thermal ammonia recovery from wastewater is a proven process that offers significant benefits. It involves stripping ammonia from wastewater using heat, then recovering the ammonia and concentrating it. The recovered ammonia can then be used for various purposes. Organics provides thermal ammonia recovery systems that are suitable for high-strength ammonia wastewaters. Their process involves stripping, recovering, and concentrating ammonia to the desired product concentration.
This document outlines the details of the Process Dynamics and Control course at UET Lahore Faisalabad Campus. The course code is ChE-411 and it is worth 3 credit hours of theory and 1 credit hour of practical. It will be taught by Dr. Naveed Ramzan and M. Shahzad Zafar. The course covers topics such as feedback and feedforward control, dynamics of first and second order systems, controllers, stability of chemical processes, and frequency response techniques. Main textbooks include books by George Stephanopoulos and Coughanowr and Koppel. The course also includes tutorials, handouts, and a case study developing a control scheme for a complete plant.
Inertial separators and cyclones are commonly used devices for particulate control that utilize centrifugal forces to separate particles from gas streams. Cyclones are the most common type of inertial separator and use cyclonic gas motion to fling particles to the outer walls, where they slide down and are collected. Factors like particle size, gas properties, installation quality, and design parameters affect the collection efficiency. Electrostatic precipitators also use electrical forces to remove particles, charging them and collecting on plates, and come in configurations like plate-wire and flat-plate designs suited for various applications.
This document discusses different types of equipment used to control particulate matter in gaseous streams, including settling chambers, inertial separators, and cyclones. Settling chambers use gravity to remove large particles over 50μm but require a large space. Inertial separators like baffle, louver, and dust trap designs use changes in gas flow direction to remove particles over 20-30μm. Cyclones create a centrifugal force in an enclosed vortex to efficiently remove smaller particles between 10-40μm without moving parts. The document compares the designs and suitable applications of these particulate control equipment.
The document outlines an experimental study conducted to evaluate the effect of different heat transfer rates achieved through water-cooled condensers on the production of oil from plastic waste through a pyrolysis process. The experiment involves heating various masses of plastic at different temperatures for varying times and measuring the resulting oil output and temperatures to determine the optimal conditions for maximum oil production. A group of 5 students guided by Dr. M.P. Deosarkar conducted the study using common plastic types and testing equipment like a reactor, condenser, thermocouples and weighing scales.
The document discusses biological treatment as a method for removing contaminants from wastewater. It describes how bacteria and microorganisms break down organic materials through assimilation. There are various physical, chemical, and biological treatment methods outlined, with biological treatment being the focus. The key types of biological treatment systems discussed are activated sludge treatment, trickling filtration, and constructed wetlands. The document provides details on the process, equipment, advantages, and output quality of biological wastewater treatment.
This document provides information on calculating clarifier loading parameters such as surface area, volume, detention time, and hydraulic loading. It begins with examples of calculating surface area for rectangular and circular tanks. It then covers volume calculations for rectangular, cylindrical, and cylindrical tanks with cone bottoms. Finally, it discusses calculating detention time by dividing the tank volume by the influent flow rate. Detention time represents the average time a drop of water spends in the clarifier.
The document discusses various methods for treating wastewater, including removing nitrogen, phosphorus, and heavy metals. It describes the biological processes of nitrification and denitrification for removing nitrogen. Nitrification converts ammonia to nitrates while denitrification converts nitrates to nitrogen gas. Phosphorus can be removed through chemical precipitation or biological removal by certain bacteria. Heavy metals are removed using physico-chemical methods like adsorption, ion exchange, reverse osmosis, and electrodialysis.
This document summarizes the key unit operations used in sewage treatment plants. It describes the different types of treatment processes - physical, chemical, and biological. The physical treatment processes like screens and grit chambers remove suspended solids. Chemical treatment uses processes like coagulation and neutralization to remove dissolved chemicals. Biological treatment uses microorganisms in units like activated sludge plants and trickling filters to break down dissolved organic chemicals. The document provides examples of common unit operations and illustrates how wastewater flows through a treatment plant in a series of steps to remove different types of impurities through various treatment methods.
Rotary drilling rigs use a hoisting system to lower and raise the drill string. To estimate rotary torque before drilling, an empirical relation uses factors like drill string weight, depth, and weight on bit. Deeper holes require higher torque factors. The circulating system controls subsurface pressures, removes cuttings from the hole, transmits power to the bit, and provides formation information using drilling mud. Mud pumps are typically duplex or triplex positive displacement pumps, and their volumetric output can be calculated based on specifications like stroke length, liner diameter, rod diameter, and efficiency.
Have you ever wonder why popcorn is popped up so uniformaly ?
The process called as fluidization plays the mazor part to provide uniform heat to the substance.
This presentation provides the basic equation and processes involves in the fluidization.
Screening is the first step in wastewater treatment and involves removing coarse materials from incoming wastewater using screens with openings to retain suspended solids. Screens come in different sizes and types, and are either manually or mechanically cleaned, with objectives of reducing load on downstream processes and preventing damage to equipment. Hydraulic considerations for screens include adequate flow velocity through the screen and minimizing head loss, while screenings are typically disposed of in landfills.
Physical Unit Operation-Screening, Grit Removal,EqualizationYash Patel
The document discusses various physical unit operations used in wastewater treatment - screening, grit removal, and equalization. It provides details on:
- Screening processes to remove large solids and protect downstream equipment. Common screen types and their design criteria are described.
- Grit removal in channels and chambers to settle out sand and grit, outlined removal methods and typical grit quantities.
- Flow equalization to reduce flow variations and achieve constant flow rates for downstream treatment.
Grey water treatment by constructed wetlandChethan B J
A wetland is a land area that is saturated with water , either permanently or seasonally, such that it takes on the characteristics of a distinct ecosystem .
The primary factor that distinguishes wetlands from other land forms or water bodies is the characteristic vegetation of aquatic plants , adapted to the unique hydric soil
The document discusses components of wastewater engineering. It defines key terms like sewage, sewer, and sewerage. Sources of wastewater include domestic, industrial, and stormwater. The main components of wastewater engineering are collection systems of sewer pipes, disposal systems like pumping stations and outfalls, and treatment works like wastewater treatment plants. The document also describes different types of sewers and sewer systems, including sanitary, storm, combined, and partially combined systems.
This article summarizes three international students' perspectives on celebrating holidays from their home countries while studying abroad. A Vietnamese student feels nostalgic for Lunar New Year as the date approaches. A Chinese student spends the evening of Lunar New Year calling family and friends in China. A discussion at the dining hall table revolves around missing traditional holiday foods and customs when away from home.
El documento resume el cierre del año escolar en el que el Proyecto Escolar 2008 finalizó y el curso 4o A cerró su proyecto. La maestra presentó un libro e invitó a los estudiantes a escribir historias en familia. Todos compartieron este momento agradable redactando tres cuentos que se incluyeron al final del libro. El documento concluye reconociendo los logros del año escolar y las áreas que se pueden mejorar de cara al próximo año.
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
The document discusses different types of flooding including coastal (storm surge), river (fluvial), flash floods, and surface water floods. It provides details on the causes and impacts of each type. Coastal flooding is caused by storm surge which is when high winds and low pressure push water inland, increasing water levels and flooding. River flooding occurs when heavy rain or snowmelt causes water levels to rise over river banks. Flash floods are sudden, high velocity floods caused by intense rainfall. Surface water floods happen when drainage systems are overwhelmed by rain.
This document discusses wet air oxidation as a process for treating concentrated chemical waste streams. It begins with an overview of chemical process industry and various waste treatment approaches. Wet air oxidation is described as a subcritical thermal oxidation process that occurs in an aqueous medium between 100-250°C and 5-20 atm of oxygen pressure. Key advantages are its ability to handle concentrated and toxic wastes while allowing for water recycling. The document outlines reaction mechanisms, kinetics, catalyst use and integration with other processes. Design considerations and a systematic approach for implementing water treatment and recycling are also presented.
AMMONIA RECOVERY FROM WASTEWATER – TECHNOLOGY AND USESiQHub
Thermal ammonia recovery from wastewater is a proven process that offers significant benefits. It involves stripping ammonia from wastewater using heat, then recovering the ammonia and concentrating it. The recovered ammonia can then be used for various purposes. Organics provides thermal ammonia recovery systems that are suitable for high-strength ammonia wastewaters. Their process involves stripping, recovering, and concentrating ammonia to the desired product concentration.
This document outlines the details of the Process Dynamics and Control course at UET Lahore Faisalabad Campus. The course code is ChE-411 and it is worth 3 credit hours of theory and 1 credit hour of practical. It will be taught by Dr. Naveed Ramzan and M. Shahzad Zafar. The course covers topics such as feedback and feedforward control, dynamics of first and second order systems, controllers, stability of chemical processes, and frequency response techniques. Main textbooks include books by George Stephanopoulos and Coughanowr and Koppel. The course also includes tutorials, handouts, and a case study developing a control scheme for a complete plant.
Inertial separators and cyclones are commonly used devices for particulate control that utilize centrifugal forces to separate particles from gas streams. Cyclones are the most common type of inertial separator and use cyclonic gas motion to fling particles to the outer walls, where they slide down and are collected. Factors like particle size, gas properties, installation quality, and design parameters affect the collection efficiency. Electrostatic precipitators also use electrical forces to remove particles, charging them and collecting on plates, and come in configurations like plate-wire and flat-plate designs suited for various applications.
This document discusses different types of equipment used to control particulate matter in gaseous streams, including settling chambers, inertial separators, and cyclones. Settling chambers use gravity to remove large particles over 50μm but require a large space. Inertial separators like baffle, louver, and dust trap designs use changes in gas flow direction to remove particles over 20-30μm. Cyclones create a centrifugal force in an enclosed vortex to efficiently remove smaller particles between 10-40μm without moving parts. The document compares the designs and suitable applications of these particulate control equipment.
The document outlines an experimental study conducted to evaluate the effect of different heat transfer rates achieved through water-cooled condensers on the production of oil from plastic waste through a pyrolysis process. The experiment involves heating various masses of plastic at different temperatures for varying times and measuring the resulting oil output and temperatures to determine the optimal conditions for maximum oil production. A group of 5 students guided by Dr. M.P. Deosarkar conducted the study using common plastic types and testing equipment like a reactor, condenser, thermocouples and weighing scales.
The document discusses biological treatment as a method for removing contaminants from wastewater. It describes how bacteria and microorganisms break down organic materials through assimilation. There are various physical, chemical, and biological treatment methods outlined, with biological treatment being the focus. The key types of biological treatment systems discussed are activated sludge treatment, trickling filtration, and constructed wetlands. The document provides details on the process, equipment, advantages, and output quality of biological wastewater treatment.
This document provides information on calculating clarifier loading parameters such as surface area, volume, detention time, and hydraulic loading. It begins with examples of calculating surface area for rectangular and circular tanks. It then covers volume calculations for rectangular, cylindrical, and cylindrical tanks with cone bottoms. Finally, it discusses calculating detention time by dividing the tank volume by the influent flow rate. Detention time represents the average time a drop of water spends in the clarifier.
The document discusses various methods for treating wastewater, including removing nitrogen, phosphorus, and heavy metals. It describes the biological processes of nitrification and denitrification for removing nitrogen. Nitrification converts ammonia to nitrates while denitrification converts nitrates to nitrogen gas. Phosphorus can be removed through chemical precipitation or biological removal by certain bacteria. Heavy metals are removed using physico-chemical methods like adsorption, ion exchange, reverse osmosis, and electrodialysis.
This document summarizes the key unit operations used in sewage treatment plants. It describes the different types of treatment processes - physical, chemical, and biological. The physical treatment processes like screens and grit chambers remove suspended solids. Chemical treatment uses processes like coagulation and neutralization to remove dissolved chemicals. Biological treatment uses microorganisms in units like activated sludge plants and trickling filters to break down dissolved organic chemicals. The document provides examples of common unit operations and illustrates how wastewater flows through a treatment plant in a series of steps to remove different types of impurities through various treatment methods.
Rotary drilling rigs use a hoisting system to lower and raise the drill string. To estimate rotary torque before drilling, an empirical relation uses factors like drill string weight, depth, and weight on bit. Deeper holes require higher torque factors. The circulating system controls subsurface pressures, removes cuttings from the hole, transmits power to the bit, and provides formation information using drilling mud. Mud pumps are typically duplex or triplex positive displacement pumps, and their volumetric output can be calculated based on specifications like stroke length, liner diameter, rod diameter, and efficiency.
Have you ever wonder why popcorn is popped up so uniformaly ?
The process called as fluidization plays the mazor part to provide uniform heat to the substance.
This presentation provides the basic equation and processes involves in the fluidization.
Screening is the first step in wastewater treatment and involves removing coarse materials from incoming wastewater using screens with openings to retain suspended solids. Screens come in different sizes and types, and are either manually or mechanically cleaned, with objectives of reducing load on downstream processes and preventing damage to equipment. Hydraulic considerations for screens include adequate flow velocity through the screen and minimizing head loss, while screenings are typically disposed of in landfills.
Physical Unit Operation-Screening, Grit Removal,EqualizationYash Patel
The document discusses various physical unit operations used in wastewater treatment - screening, grit removal, and equalization. It provides details on:
- Screening processes to remove large solids and protect downstream equipment. Common screen types and their design criteria are described.
- Grit removal in channels and chambers to settle out sand and grit, outlined removal methods and typical grit quantities.
- Flow equalization to reduce flow variations and achieve constant flow rates for downstream treatment.
Grey water treatment by constructed wetlandChethan B J
A wetland is a land area that is saturated with water , either permanently or seasonally, such that it takes on the characteristics of a distinct ecosystem .
The primary factor that distinguishes wetlands from other land forms or water bodies is the characteristic vegetation of aquatic plants , adapted to the unique hydric soil
The document discusses components of wastewater engineering. It defines key terms like sewage, sewer, and sewerage. Sources of wastewater include domestic, industrial, and stormwater. The main components of wastewater engineering are collection systems of sewer pipes, disposal systems like pumping stations and outfalls, and treatment works like wastewater treatment plants. The document also describes different types of sewers and sewer systems, including sanitary, storm, combined, and partially combined systems.
This article summarizes three international students' perspectives on celebrating holidays from their home countries while studying abroad. A Vietnamese student feels nostalgic for Lunar New Year as the date approaches. A Chinese student spends the evening of Lunar New Year calling family and friends in China. A discussion at the dining hall table revolves around missing traditional holiday foods and customs when away from home.
El documento resume el cierre del año escolar en el que el Proyecto Escolar 2008 finalizó y el curso 4o A cerró su proyecto. La maestra presentó un libro e invitó a los estudiantes a escribir historias en familia. Todos compartieron este momento agradable redactando tres cuentos que se incluyeron al final del libro. El documento concluye reconociendo los logros del año escolar y las áreas que se pueden mejorar de cara al próximo año.
This document is a travel guide that explores retracing the steps of Ebenezer Scrooge in London. It discusses how the stories we tell ourselves profoundly impact how we see ourselves and our lives. Just as Scrooge transformed from a miserly man to a generous one after being visited by ghosts, we have the power to change our stories and transform our destinies. The guide is led by Peter de Kuster, who will show travelers how to identify dysfunctional stories and rewrite more empowering ones that inspire action and help achieve goals, as Dickens illustrated with Scrooge's journey.
El documento describe las principales características del desarrollo infantil desde el nacimiento hasta los 3 años de edad. Durante este período, los bebés pasan de depender completamente de sus cuidadores a desarrollar una identidad separada y explorar el mundo de forma independiente a través de la marcha y el lenguaje. La calidad de la atención y apego que reciben de sus cuidadores es fundamental para su salud emocional y desarrollo psicosocial.
El documento describe una visita al Monasterio de San Juan de la Peña, mencionando que se almorzó en Santa Cruz de la Serós y se avistaron caballos, vacas, burros y buitres leonados en la montaña, además de escuchar pájaros e imaginar huellas de animales desde el mirador. También se menciona el Centro de Interpretación y los monasterios nuevo y viejo.
Présentation faite lors du déjeuner d'affaire organisé par Cabestan-Canada à Montréal. Les sujets abordés sont le Marketing par email personnalisé et la scénarisation de campagnes.
IRJET - Design of Wastewater Treatment Plant in Nagpur City: By Adopting ...IRJET Journal
The document discusses the design of a wastewater treatment plant in Nagpur City, India using Sequential Batch Reactor (SBR) techniques. SBR is an efficient wastewater treatment process where different stages like filling, reacting, settling, and decanting occur sequentially in a single batch reactor tank. The proposed plant would treat around 200 million liters per day of sewage collected from Nagpur, which has a population of 2.74 million people. The SBR process is more effective at removing contaminants like BOD, COD, TSS, and nutrients compared to conventional wastewater treatment plants. The document provides background on SBR technology and design criteria for an SBR wastewater treatment plant.
IRJET- A Review on Utilization of Sequence Batch Reactor Technology (SBR)...IRJET Journal
This document provides a review of sequence batch reactor (SBR) technology for wastewater treatment. It discusses how SBRs operate in distinct phases within a single tank, including fill, react, settle, decant, and idle. This allows for greater flexibility and nutrient removal compared to conventional activated sludge systems. The review summarizes several studies that demonstrate SBRs can effectively treat a variety of wastewaters while achieving high removal of biochemical oxygen demand, total solids, and nutrients like nitrogen and phosphorus.
Designing of Sewage Treatment Plant for Society Level By using Sequential Bat...IRJET Journal
The document describes the design of a sewage treatment plant (STP) for a residential society using Sequential Batch Reactor (SBR) technology. Key aspects of the design include:
1) The STP will treat 80,000 liters per day (80 KLD) of sewage generated by 500-600 people in the society.
2) The STP design includes tanks for screening, grit removal, equalization, aeration, clarification, and sludge/effluent storage.
3) The aeration tank volume is designed to be 40 cubic meters to treat the sewage using a 4 hour SBR cycle with 3 batches per day. Oxygen requirements and blower sizing
Designing of Sewage Treatment Plant for Society Level By using Sequential Bat...IRJET Journal
The document describes the design of a sewage treatment plant (STP) at the society level using Sequential Batch Reactor (SBR) technology. Key points:
- The STP will treat 80,000 liters per day (KLD) of sewage generated from a society of 500-600 people and return treated water that can be used for purposes like washing, gardening, etc. except for drinking and cooking.
- The STP design using SBR technology involves processes like primary treatment to remove large solids, secondary biological treatment using aeration, and tertiary treatment to produce treated water and residue.
- Design considerations include the daily sewage quantity, water quality standards for influent and
IRJET- Applications of Anaerobic Baffled Reactor in Wastewater Treatment usin...IRJET Journal
This document discusses the use of anaerobic baffled reactors for wastewater treatment. Anaerobic baffled reactors have several advantages over other anaerobic treatment systems, such as better resilience to shocks, longer biomass retention times, and lower sludge production. The physical structure of anaerobic baffled reactors allows for modifications like adding an aerobic polishing stage to treat difficult wastewaters. The study investigated the behavior of three reactors using different types of biofilms to improve treatability. Test results revealed the reactor using palm fiber biofilm gave the highest COD removal compared to the others. In general, anaerobic baffled reactors provide a simple and effective way to treat various wast
These guidelines provide specifications for constructing vertical flow constructed wetlands to treat domestic septic tank effluent. The wetlands are designed to treat up to five cubic meters per day and discharge to surface water. Effluent from septic tanks should be fed in batches to the wetland, with adequate resting periods between. The wetland medium must drain completely between batches while providing some flow resistance. If designed and sized correctly, the wetland discharge should not exceed limits for biochemical oxygen demand, suspended solids and ammonia. The document then provides detailed specifications for the wetland design and construction to meet these operational principles.
Performance Evaluation of Dairy Wastewater Treatment PlantIRJET Journal
1) The document analyzes the performance of a dairy wastewater treatment plant in Jaipur, India.
2) It evaluates various water quality parameters (BOD, COD, TSS, oil/grease) at the plant's inlet and outlet to assess the plant's ability to treat wastewater to regulatory standards.
3) The results show that the plant significantly reduces all parameters measured (BOD reduced from 1477 mg/L to 12 mg/L) and meets regulatory limits for treated water discharge.
This document provides an overview of waste minimization techniques that can be implemented in drilling operations to reduce the amount of waste generated. It discusses opportunities for source reduction through preplanning well sites, modifying drilling fluid systems, and substituting less toxic products. It also outlines process modifications like using closed-loop drilling fluid systems, improving solids control, and monitoring drilling fluids to minimize additions. Implementing these techniques can lower operating costs while also reducing environmental impacts.
The document discusses the design of water and wastewater management systems. It covers topics like water scarcity globally, evolution of wastewater systems, treatment process fundamentals and selections, and different treatment technologies. Key treatment technologies discussed include activated sludge process, aerated lagoons, trickling filters, rotating biological contactors, and sequencing batch reactors. Design considerations like hydraulic retention time, solid retention time, organic loading rates, and aeration requirements are also summarized.
Valudor DAF, dissolved air flotation, and SHURE technology combine with proce...William Toomey
FLUID PROCESS OPTIMIZATION with Fine Solids Removal through SHURE Advanced Cavitation Management Technology
and Valudor Process Performance Chemicals Process Water Reuse
This document provides design guidelines for a Small Flow Moving Bed Biofilm Reactor (SMART-Treat) system for treating domestic and commercial wastewater. It details specifications for influent flows and loads, anticipated effluent quality, and presents a case study of a SMART-Treat system successfully treating high-strength wastewater from a golf club restaurant. Key aspects covered include sizing the system based on population equivalents, defining domestic septic tank effluent characteristics, and achieving Class I treated effluent quality with average BOD and TSS less than 30 mg/L. Commercial and higher strength wastes are addressed by equivalizing to population load.
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
This document outlines the design of a sewage treatment plant. It covers topics such as the origin and types of sewage, types of sewerage systems, and objectives of studying domestic wastewater characterization. The treatment of wastewater is discussed in detail, covering pretreatment through to disinfection. Methods for designing various components of a sewage treatment plant are also presented, including sizing calculations for collection pits, bar screens, aeration tanks, and sludge drying beds. Drawings and conclusions are also included.
The document discusses environmental management systems (EMS) and their applications. It covers:
1. The key components of an EMS, including environmental policy, impact identification, objectives/targets, procedures, audits, training, and continual improvement.
2. Benefits of an EMS such as minimizing liabilities, efficient resource use, reduced waste, and improved corporate image.
3. Examples of pollution prevention strategies for different industries, including process changes, water reuse, and cleaner production methods for textiles, sugar, and pulp/paper mills.
4. Steps for conducting waste audits to identify reduction opportunities and improve waste management systems.
11.rotary brown stock pulp washers through mathematical models a reviewAlexander Decker
1. The document discusses mathematical models for predicting the performance of rotary brown stock pulp washers. It aims to obtain an accurately and flexibly model at low cost.
2. Several parameters influence washer performance including pH, temperature, solids concentration, consistency, and wash water volume. Different studies have conflicting views on how these parameters impact washing efficiency.
3. The document outlines various mathematical models that have been used to analyze washing performance and determine parameters like displacement ratio, dilution factor, and efficiency.
Rotary brown stock pulp washers through mathematical models a reviewAlexander Decker
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1. ACTIVATED SLUDGE PLANT GENERAL
DESIGN INFORMATION
INTRODUCTION
The Sanitaire Activated Sludge Plant is custom engineered
for each job with “flexibility of operation” as a foundation
for the design. Since each project has a set of conditions
(waste flow, flow variations, waste concentration, waste
characteristics, etc.) that is different from all other projects,
each Activated Sludge Plant should be designed to fit those
conditions. There should be sufficient flexibility to meet all
feasible variations in waste load and fluctuations in
biological process.
This “design information”, is not an “off the shelf” standard.
It is intended as a guide to allow selection of appropriate
components to meet specific requirements of each project.
The discussion and “Design Example” that follow will assist
in the design of an Activated Sludge Plant. The example that
follows covers many, but certainly not all, factors that need
to be addressed in a complete system design. We would
encourage you to contact Sanitaire directly for design
design assistance as well as specifications for other
equipment that may be necessary within the facility.
PROCESS REQUIREMENTS
The first step in an Activated Sludge Plant design is to
determine what the facility has to accomplish or “goals” that
have to be met. Federal, state or local regulatory agencies
has already selected many of these “goals” for you. These
“goals” always involve effluent limitations and in most cases
include some “process requirements”. Whatever design is
selected, these “process requirements” and effluent
limitations must be taken into account. Effluent limitations
usually involve TSS, BOD and NH3-N concentrations but may
also involve NO3, phosphorous, COD, D.O., coliform
concentrations and pH, as well as requirements on waste
solids handling and disposal. “Process requirements” vary
widely but could include one or more of the following:
1. Flow equalization
2. Initial screening
3. Grit collection
4. Primary treatment
5. Secondary treatment
A. BOD loading rate
B. Aeration basin detection time
C. Oxygen requirements
D. Mixing requirements
6. Clarification
A. Hydraulic loading rate
B. Solids loading rate
C. Side water depth
D. Weir length per flow
E. Sludge rake drive torque requirements
F. Scum collection
7. Tertiary treatment/nutrient removal
8. Post aeration
9. Disinfection
10. pH adjustment
Working within these “requirements”, one can select the
overall process that will determine the basis of design for the
Activated Sludge Plant facility.
FLEXIBILITY
As stated earlier, “designed in” flexibility is the foundation of
the Activated Sludge Plant facility, which makes it unique. A
properly designed Activated Sludge Plant can use any
“activated sludge” process in conjunction with either the
plug flow or complete mix modes. This provides a high
degree of flexibility and allows the optimum operating flow
scheme to be selected at a specific time in the life of the
wastewater treatment facility. Taking into account the fact
that the waste flow and waste concentration will vary
significantly over the life of virtually every wastewater
treatment facility, flexibility is a strong asset of the Activated
Sludge Plant.
Assistance from Sanitaire is available to provide design
concepts that have been used successfully in
facilities now in operation.
MECHANICAL REQUIREMENTS
The components of the Activated Sludge Plant that involve
mechanical design are 1) the blower (providing air for
oxygen transfer, mixing and/or airlift pumping) and 2) the
clarifier sludge rake drive unit. Sanitaire can approximate
design and sizing of the blower for the MARK IV
package plant. The clarifier sludge rake drive design is
covered in the clarifier section of this catalog.
PROCESS SELECTION
As previously discussed, the activated sludge process can
operate in a variety of modes. Each variation of the
activated sludge process is designed to remove varying
degrees of suspended solids and reduce the carbonaceous
and/or nitrogenous concentrations of the wastewater. The
process selection is dependent on a number of factors
including:
1. Degree of treatment as required by local and federal
regulatory agencies
2. Flow variations (daily, weekly, seasonal)
3. Consistency of treatment required
4. Type of waste to be treated
5. Land constraints
6. Operator experience and knowledge
It is the Consulting Engineer’s responsibility to select theIt is the Consulting Engineer’s responsibility to select theIt is the Consulting Engineer’s responsibility to select theIt is the Consulting Engineer’s responsibility to select the
proper activated sludge process for the treatment plantproper activated sludge process for the treatment plantproper activated sludge process for the treatment plantproper activated sludge process for the treatment plant
design in question.design in question.design in question.design in question.
Table 1 summarizes some typical design parameters for a
variety of activated sludge processes. These parameters are
listed for average flow and loading conditions.
2. SLUDGE PRODUCTION AND DIGESTION SIZING
When calculating the quantity of sludge produced that
requires aerobic digestion for further stabilization, it is
important to consider a variety of factors including
suspended solids removal upstream of the package plant.
Typically, package treatment plants, like the SANITAIRE
MARK IV, serve as a stand-alone unit. There are no separate
primary treatment units such as grit chambers, bar screens
or primary clarifiers upstream of the plant. If primary
settling tanks are present, this should be taken into account
when calculating non-volatile suspended solids (NVSS)
concentrations in the influent flow of the plant. A 50%
reduction in NVSS and a 30% reduction in BOD in the
primary clarifiers are typical. The remaining load of NVSS is
passed through the activated sludge process and is settled
out in the final clarifier. Sludge is recycled or wasted to the
aerobic digester.
In addition to NVSS loadings, careful consideration should
be given to sludge loadings due to mixed liquor volatile
suspended solids (MLVSS) generated from BOD conversions.
MLVSS loadings to the digester can be estimated using the
following equation:
MLVSS loading, (#/day) = BOD x 8.34 x Q x Y
Where:
BOD = BOD loading to aeration basin, ppm
Q = influent flow to plant, MGD
Y = VSS fraction wasted to digester #VSS/#BOD in the
influent obtained from Table 1.
Non-volatile suspended solids loading can be calculated as
follows:
NVSS loading (#/day) = TSS x 8.34 x Q x f
Where:
TSS = total suspended solids present in wastewater,
ppm
Q = influent flow to plant, MGD
f = fraction of TSS removed with primary treatment
expressed as a decimal (no primary treatment f = 1.0,
primary treatment f = 0.5)
By adding the NVSS and MLVSS loadings, an estimate can
be made of the sludge production delivered to aerobic
digester and/or sludge holding tank.
DIGESTER OR SLUDGE HOLDING TANK SIZING
To determine the volume required for the aerobic digester or
sludge holding tank, assumptions should be made about
expected sludge concentrations and detention times.
Table 2 presents general guidelines for expected sludge
concentrations for a variety of aeration processes.
TABLE 1
Various Activated Sludge Processes Based On General Regulatory “Allowable Design Criteria”*
Process Name
ADF
Carbonaceous
Load
(#BOD/d/1000
cu. ft.)
MLSS
(mg/l)
(ave.)
Carbonaceous
Load
#O2/#BOD
Required
RAS
Rate
(% of
influent)
Volatile
Sludge Yield Y
(#VSS/#BOD)
(4)
Nitrification
Peak
Clarifier
Overflow
(gpd/ft.2
)
Clarifier
Solids
Loading
(#/d/ft.2
)
Extended
Aeration
10-20
2000-
5000
1.1-1.5 50-150 0.3-0.5 Yes 1000 50
Conventional
Nitrification
20-30
2000-
4000
0.9-1.2 50-150 0.4-0.6 Probably 1000 50
Conventional
Carbonaceous
30-40
1000-
4000
0.7-1.1 30-100 0.5-0.7 Maybe 1200 50
Contact C
Stabilization S
40-50
2000-
4000(2)
0.7-1.0
0.3-0.6
50-150 0.5-0.7
No /
Maybe
1200 50
High Rate
Aeration
>50
2000-
5000
0.6-1.0 15-75 0.8-1.2 No 2000(3) 75(3)
Single Stage
Nitrification
N/A (1)
1000-
3000
1.0 50-200 (5) Yes 800 50
(1) Dependant on upstream carbonaceous treatment method (normal assumption – 30 ppm influent to nitrification tank(s)
(2) Dependant on RAS flow rates
(3) Range of values is highly variable. Midpoint value is indicated.
(4) Nitrification should consider 4.6 #O2/#NH3 applied to aeration
(5) 0.5 #VSS/BOD plus 0.15 #VSS/#NH3
*Consult state or local codes for specific governing design requirements
3. TABLE 2
Digester Sludge Holding
Solids Tank Solids
Concentration Concentration
Process (%) (%)
High Rate Aeration 2.5 3.5
Conventional Aeration 1.5 2.5
Extended Aeration 1.0 2.0
Normally, 15 days of detention time should be provided for
sludge storage in digestion. However, many plants may
require between 45 days to 6 months of storage. Consult
the regulatory agency for local requirements.
The volume requirements of the aerobic digester or sludge
holding tank can be obtained by using the following
equation:
V0 = (S x DT)/(SC x 8.34)
Where:
V0 = digester volume, million gallons
DT = desired sludge detention time, days
SC = desired sludge solids concentration, ppm
S = total MLVSS & NVSS loading to digester, #solids/day
AERATION BASIN SIZING
The aeration basin size can be calculated based on the
aeration process selected and the influent BOD loading. A
simplified calculation is as follows:
VA = (BOD x Q x 8.34)/BLF
Where:
VA = volume of aeration basin, 1000 ft3
BOD = BOD loading to aeration basins in ppm
Q = influent flow to plant, MGD
BLF = BOD loading factor obtained from Table 1,
#BOD/day/1000 ft3
For a contact stabilization process, a typical volume split of
30% / 70% between the contact chamber and stabilization
chamber, respectively, is often used.
CHLORINE CONTACT CHAMBER SIZING
Typically, the chlorine contact chamber (if required) is
designed for a 15 minute detention time at peak flow.
Consult local regulatory agencies for specific design
requirements. A calculation for sizing the chamber is as
follows:
VCC = (Q x DT)/7.48
Where:
Q = plant Peak Flow in GPM
DT = detention time at peak flow, assume 15 minutes
VCC = chlorine contact chamber volume in ft3
CLARIFIER SIZING
When considering the sizing of the final clarifier, hydraulic
overflow rate and solids loading rate should be taken into
account. Table 1 lists approximate sizing factors for various
activated sludge processes. Clarifier sizing should be
evaluated based on both factors. Typically, the most
conservative sizing governs, however, an average size based
on both results may be used.
Hydraulic Equation:
SA = Q/OR
Where:
SA = clarifier surface area, ft2
Q = peak hourly influent flow, gpd
OR = overflow rate from Table 1, gpd/ft2
Solids Loading Equation:
SAC = SL/SLR
Where:
SAC = clarifier surface area, ft2
SL = solids loading rate to clarifier, #/day
SLR = surface loading rate, #/day/ft2
Once a clarifier surface area has been selected, refer to Table
3 for the corresponding tank diameter and most common
clarifier sizes available from Sanitaire.
TABLE 3
Surface Area vs. Clarifier
0
500
1000
1500
2000
2500
3000
0 10 20 30 40 50 60 70
Clarifier Diameter (ft.)
ClarifierSurfaceArea
(sq.ft.)
Standard Clarifier Diameters
4. CLARIFIER RAKE DRIVE UNIT
The clarifier rake drive unit is used to move settled solids on
the floor of the circular clarifier to a center sump by means
of dual rake arms attached to the rotating torque tube. The
torque tube is in turn attached to the drive unit. The sizing
of the drive unit is based on calculating the torque necessary
to rotate the rake arms. The equation used to determine
necessary torque is as follows:
TORQUE (T) = WR2
Where:
W – sludge load on rake arm (lbs./ft. of rake arm)
R – radius of clarifier (ft.)
R is determined when the diameter of the clarifier is selected
based on hydraulic and/or solids loading requirements. W is
selected based on the type of solids being handled within
the clarifier. Since the application of a clarifier varies widely,
so will the characteristics of the solids handled.
Typical values of W for corresponding solids generally seen
in clarifier applications are as follows:
W (lbs./ft.)
Primary sludge 6 - 12
Secondary “activated sludge” 4 - 6
Thickened “activated sludge” 10 - 20
Primary paper mill waste 15 - 25
Alum sludge (water conditioning) 2 - 6
River silt (flocculated with coagulant) 20 - 30
Primary grit or sand 20 - 50
Fly ash (power plant waste) 60 - 120
The “design operating” torque calculated should then be
inserted into the specifications for the clarifier rake drive
unit. If complete specifications for the drive unit are,
needed please contact Sanitaire and they will be
provided.
DETERMINING OVERALL PLANT SIZE
Once the individual compartment volumes are calculated,
the overall plant size can be determined by following these
steps:
1. Convert all compartment volumes to projected surface
areas using the standard compartment depths listed in
the “Engineering Data” sheets in this section.
2. Add the projected surface area for concrete clarifier
walls and compartment divider walls to the total surface
area. The projected surface of steel walls is minor and
can be neglected.
3. Calculate the theoretical plant inside diameter using the
total projected surface area requirement.
Plant inside diameter, ft. =
Where:
A = total projected surface area required, ft2
Typically, plant inside diameters can be rounded off to
the nearest one-foot increment or for larger plants
rounded off to the nearest five-foot increment without
any significant changes in performance.
4. Calculate the position of the individual compartment
walls by partitioning the outer annulus based on relative
volume requirements.
Compartment size in degrees =
(Acomp/AT) x 360
Where:
Acomp = area of the specific compartment
AT = total area of the outer annulus (total surface
area of the plant less the clarifier and divider
wall projected surface areas)
Note: Be aware that smaller plants may yield unusually
small compartments. Consult Sanitaire regarding
minimum compartment size requirements to accommodate
mechanical equipment and the ability to construct.
5. After actual compartment volumes have been
calculated, finalize the loading rates to each process.
The final loading rates are usually very close to the
original assumptions.
DETERMINING AIR REQUIREMENTS
For determining aeration compartment air requirements,
please refer to the section entitled “Aeration Design”.
For digester aeration requirements, an estimate should be
made regarding oxygen requirements due to biological
loading. A typical value used for total oxygen requirements
throughout the system (including aeration and digestion) is
1.8 #O2/#BOD. Part of this demand will be satisfied in the
aeration compartment, however, the balance should be
taken into account in the digester and/or sludge holding
tank. Consult local regulatory agencies for specific design
requirements.
Due to the high solids concentrations typically found in
aerobic digesters and especially sludge holding basins, a
minimum air rate of 20-30 SCFM/1000 ft3
for mixing is
recommended.
Typically, airlift requirements are small, ranging from about
10 SCFM for small plants up to 150 SCFM for large plants.
To calculate exact airlift air requirements, consult the section
entitled “Airlifts”.
π
4A
5. DESIGN EXAMPLE
Wastewater comes from a seasonal resort facility. Flow
characteristics are as follows:
Winter Summer
Average Daily Flow, MGD 0.5 2.0
Influent BOD5, ppm 220 220
Influent NH3, ppm 30 30
Influent Total Suspended 200 200
Solids, ppm
Nitrification? No Yes
Peaking Factor None 2:1
Other assumptions:
1. Selected activated sludge process is conventional
nitrification loaded at 20# BOD/day/1000 ft3
during
summer months
2. No primary clarification
3. Influent TSS includes 50% NVSS
4. Digester only, no sludge holding tanks
5. Volatile sludge yield = 0.45 #VSS/#BOD
6. Digester sludge concentration = 2% (20,000 ppm)
7. Digester detention time = 14 days
8. Steel tank construction
9. Local regulatory agency requires 2 treatment units
1. AERATION BASIN SIZING CALCULATIONS
Summer:
VA = [(220 ppm)(2.0 MGD)(8.34)]/
(20 #BOD/day/1000ft3
)
= 183.48 1000 ft3
= 183,480 ft3
Surface area = 12,510 ft2
@ 14’-8” SWD
Check winter operation:
This loading rate is too low. A loading this low would
result in high SRT and poor sludge setting. Consider
designing winter loading at 30 #/day/1000ft3
. Partition
a section of the aeration chamber for winter service
only.
Winter:
VA = [(220 ppm)(0.5 MGD)(8.34)]/
(30 #BOD/day/1000ft3
)
= 30.58 1000ft3
= 30,580 ft3
Surface area required = 2085 ft2
The aeration basin will therefore be divided into two
compartments. The larger compartment will be
152,900 ft3
for summer use only. The smaller
compartment will be 30,580 ft3
for summer and winter
use. Mixed Liquor transfer will be accomplished
through additional transfer pipes, multi-purpose
launders or airlift pumps.
2. SLUDGE LOADING/DIGESTER SIZING
CALCULATIONS
NVSS (#/day) = (200 ppm)(8.34)
(2.0 MGD)(0.5)
= 1668 #NVSS/day
MLVSS (#/day) = (220 ppm)(8.34)
(2.0 MGD)(0.45 #VSS/#BOD)
= 1651 #MLVSS/day
Total Solids Loading to Digester =
1668 #/day + 1651 #/day = 3319 #/day
VD = [(3319 #/day)(14 days)]/[(20,000)(8.34)]
= .278 MG
= 37,237 ft3
Surface Area = 2539 ft2
@ 14’-8” SWD
3. CHLORINE CONTACT BASIN SIZING
CALCULATIONS
Use 15 minutes of detention time at a peak flow of 4.0
MGD (2780 gpm)
VCC = [(2780 gpm)(15 minutes)]/7.48
= 5575 ft3
SACC = 423 ft2
@ 13’-2” SWD
(SACC = surface area of chlorine contact basin)
4. CLARIFIER SIZING CALCULATIONS
Design based on solids loading rate. Assume 100%
RAS flow @ 2.0 MGD influent flow and MLSS of 4000
ppm. Therefore, total average daily flow (ADF) to
clarifier equals 4.0 MGD.
Solids loading (SL) = (4000 ppm)(4.0 MGD)(8.34)
= 133,440 #MLSS/day
At peak flow, assume 150% RAS based on ADF.
Peak flow = 4 + (2)(1.5) = 7.0 MGD
(SL) at peak flow = (4000 ppm)
(7 MGD)(8.34)
= 233,520 #MLSS/day
From Table 1, select a clarifier loading rate of
50#/day/ft2
The clarifier surface area is equal to:
SAC = (233,520 #MLSS/day)(50#/day/ft2
)
= 4670 ft2
Based on the use of two treatment units, two (2) 55’ ∅
clarifiers will be required.
Check hydraulic loading rates at peak flow:
Overflow Rate (OR) = 4.0 x 106
gpd
4750 ft2
= 842 gpd/ft2
OK based on Table 1 Value
( )( )( )
( )
3
3
ft.00BOD/day/105#
ft.1000183.48
8.34MGD0.5ppm220
=
6. 5. CALCULATE OVERALL PLANT SIZING
Total area per plant required:
Total Annulus
Trial Trial
Area Area
Zone (ft2
) (ft2
)
Aeration* 6,255 6,255
Digester 1,270 1,270
Chlorine Contact 211 211
Clarifier (55’ ) 2,375 ---
Total 10,111 ft2
7,736 ft2
*Total Winter/Summer
Overall plant diameter, ft. =
= 113.5 ft.
Round off to 115-ft. diameter
Compartment size can be calculated. For example, the
angular space occupied by the aeration chamber will
be:
Summer/winter use = 50º
Summer use only = 240º
Similarly,
Digester = 60º
Chlorine Contact = 10º
Final design loadings can then be recalculated, based
on final volume calculations. Air requirements can be
calculated by using the sections entitled “Aeration
Design” and “Airlifts”.
6. CALCULATE CLARIFIER RAKE DRIVE TORQUE &
SIZING
The equation for Torque calculation is:
Running Torque (T) = WR2
Where:
W = sludge load on rake arm (lbs./ft. of arm)
R = radius of clarifier (ft.)
For secondary “Activated Sludge”:
W = 6 lbs./ft.
For a 55 ft. diameter clarifier: R = 27.5 ft2
T (running) = (6)(27.5)2
= 4,537.5 ft.-lbs.
Rated Torque of Drive* = 4,537.5 ft.-lbs.
*Torque of drive selected should be AGMA rated
continuous running torque for 20 year or 1 million cycle
life.
7. CALCULATE ACTUAL OXYGEN REQUIREMENTS
For determining actual oxygen requirements (AOR), an
estimate must be made to determine the oxygen
requirements for the biological loading. Typical
combined aeration and digestion oxygen requirements
are 1.8 lbs. O2/lb. BOD and 4.6 lbs. O2/lbs. NH3.
Nitrification may not be required, however conditions
may cause its occurrence. Therefore, additional oxygen
may be required to satisfy this demand. The calculation
of AOR is as follows:
AOR (lbs./day) = (1.8)(lbs.BOD/day) +
(4.6)(lbs. NH3/day)
lbs. BOD/D = (BOD5 Conc.)(Ave. Daily Flow,
MGD)(8.34 lbs./gal)
lbs. NH3/D = (NH3 Conc.)(Ave. Daily Flow,
MGD)(8.34 lbs./gal)
lbs./BOD/D (winter) = (220)(0.5)(8.34)
= 917
(summer) = (220)(2.0)(8.34)
= 3,669
lbs./NH3/day (winter) = (30)(0.5)(8.34)
= 125
(summer) = (30)(20)(8.34)
= 500
AOR (winter) = (1.8)(917) + (4.6)(125)
= 2,226 lbs./day
(summer) = (1.8)(3669) + (4.6)(500)
= 8,904 lbs./day
To calculate the corresponding Standard Oxygen
Requirements (SOR) and air requirements refer to the
“Aeration Design Section”. Selection of the type of air
diffusion system is also discussed in this section.
DESIGN RESULTS
Two (2) package plants will be required with the
configuration as shown on Drawing No. 99-523.
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°=°