i

Simulation and Modeling of two Biological Treatment systems for Municipal Wastewater in

City of Fairfield, Ohio

INTRODUCTION TO

ENVIRONEMNTAL ENGINEERING

Submitted by:

FAEZEH DARVISH- 6746799 MONA EBRAHIMI- 6769160 YOGESH KUMAR- 6841791

Submitted to:

Dr. Maria Elektorowicz

Professor BCEE

Concordia University

BUILDING, CIVIL AND ENVIRONMENTAL ENGINEERING CONCORDIA UNIVERSITY

1455 de Maisonneuve Blvd. West. Montreal, Quebec CANADA H3G 1MB

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ABSTRACT

Waste water treatment plants are designed to serve specific functions during their design lives.

Their designated functions are dependent of many different criteria regarding the quality of

waste water. Knowledge of these criteria and their effects contribute in choosing the method and

the type of various components which will be incorporated in the Waste Water Treatment Plant.

With advancement of technology an engineer can compare various types of Waste Water

Treatment Plant with ease and can finalize best suited WWTP fulfilling all specific criteria.

The present project deals in design of a simulated wastewater treatment plant for the City

Fairfield using GPS-X software and comparing its service with the existing Wastewater

Treatment Facility located in the Great Miami River just south of Joyce Park. The Current

Facility serves domestic customers, Mercy Hospital of Fairfield, and a number of commercial

and industrial establishments in the City of Fairfield.The Current treatment plant treats

wastewater collected in over 175 miles of sewer pipe each day, protecting water quality and

preventing water pollution, discharging its effluent into the Great Miami River [1]. Currently the

city is using Activated sludge system to treat its municipal wastewater. This report investigates

two alternative biological treatment options, a rotating biological contactor (RBC) and MBR, and

assesses their capability to remove nutrients and total suspended solid from their incoming

wastewater.

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CONTENTS ABSTRACT i

LIST OF CONTENT ii

LIST OF FIGURES iii

LIST OF TABLES iv

Table of ContentsINTRODUCTION..............................................................................................................................1

1.1 GENERAL.......................................................................................................................................11.1.1 Primary Treatment................................................................................................................................................11.1.2 Secondary treatment..................................................................................................................................................11.1.3 Tertiary or Advanced Wastewater Treatment............................................................................................................2

1.2 ROTATING BIOLOGICAL CONTACTOR.....................................................................................21.3 MEMBRANE BIOREACTOR (MBR)...........................................................................................51.4 OBJECTIVE....................................................................................................................................61.5 SCOPE OF WORK.........................................................................................................................61.6 METHEDOLOGY...........................................................................................................................61.7 OUTLINE........................................................................................................................................6

DESCRIPTION OF THE AREA........................................................................................................82.1 FAIRFIELD, OHIO, USA...............................................................................................................82.2 POPULATION GROWTH...........................................................................................................92.3 FLOW RATE CALCULATION....................................................................................................92.4 STANDARD LEVELS AND WASTE WATER CHARACTERISTICS...........................................9

2.4.1 Effluent Standards.....................................................................................................................................................92.4.2 Final Influent Characterization................................................................................................................................10

MODELING......................................................................................................................................123.1 GPS-X........................................................................................................................................123.2 COMPONEMT IN GPS-X.............................................................................................................13

3.2.1 Influent....................................................................................................................................................................133.2.2 Grit Chamber...........................................................................................................................................................133.2.3 Rectangular Primary Clarifier.................................................................................................................................143.2.4 RBC Tank................................................................................................................................................................143.2.5 MBR Tank...............................................................................................................................................................153.2.6 Secondary Clarifier..................................................................................................................................................153.2.7 Disinfection.............................................................................................................................................................163.2.8 Effluent/Discharge

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.........................................................................................................................................................................................163.2.9 Sludge Thickening...................................................................................................................................................163.2.10 Dewatering Tank...................................................................................................................................................17

RESULTS.........................................................................................................................................184.1 WASTE WATER TREATMENT USING MBR...............................................................................184.2 WASTE WATER TREATMENT USING RBC................................................................................19

CONCLUSION.................................................................................................................................21REFRENCES...................................................................................................................................23

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LIST OF FIGURES CHAPTER 1

Figure 1.1: Rotating Biological Contactor

Figure 1.2: Membrane Bioreactor

CHAPTER 2

Figure 2.1:-City of Fairfield (Google Maps)

Figure 2.2:-Fairfield waste water treatment plant (Google Maps))

CHAPTER 3 Figure 3.1:-MBR Layout (GPS-X)

Figure 3.2:-RBC Layout (GPS-X)

Figure 3.3:- Influence (GPS-X)

Figure 3.4 (a):-Characteristic Input in GPS-X

Figure 3.4 (b):-Flow Input in GPS-X

Figure 3.5:- Grit Chamber (GPS-X)

Figure 3.6:- Rectangular Primary Clarifier (GPS-X)

Figure 3.7:- RCB Tank (GPS-X)

Figure 3.8:- Secondary Clarifier (GPS-X)

Figure 3.9:- Disinfection (GPS-X)

Figure 3.10:- Effluent/Discharge (GPS-X)

Figure 3.11:- Sludge Thickness (GPS-X)

Figure 3.12:- Dewatering Tank (GPS-X)

CHAPTER 4

Figure 4.1:-Effluence Characteristics using MBR Method (GPS-X)

Figure 4.2:- Effluence Characteristics using RBC Method (GPS-X)

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LIST OF TABLES Table 2.1: Wastewater Standards

Table 2.2: Wastewater Parameters

Table 3.1: Thickening Techniques Used in Sludge Processes

Table 5.1: Effluent characteristic for MBR, RBC and Actual Data

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INTRODUCTION

1.1 GENERAL

A wastewater treatment plant (WWTP) or wastewater treatment works is an industrial structure

designed to remove biological or chemical waste products from water, thereby permitting the

treated water to be used for other purposes. [8] The design of WWTP is dependent on the type of

waste product present in wastewater. Three basic units are present in a WWTP:

1.1.1 Primary Treatment Removal of settle or float pollutant from the incoming wastewater is the main purpose of

primary treatment. To acquire an effective primary treatment it is necessary to remove large

objectives and inert dense material first, to protect WWTP equipment. Meeting the protection

goal requires several devices, which are provided before the primary treatment phase and known

as a pretreatment process. These devices include bar racks, grit chambers, and depending on flow

rate equalization basin. Furthermore, pretreatment phase is included in primary treatment phase.

Commonly about more than one-half of suspended solids and approximately 35 percent of BOD5 associated with solid materials will remove in primary treatment. In many cities earlier, primary

or physical treatment was the only treatment process. However, nowadays it is not sufficient by

itself and treatment has to be continued by secondary treatment. [9, 10]

1.1.2 Secondary treatment The treated wastewater from primary treatment still contains suspended solids and other organics

and inorganics. The purpose of secondary or chemical-physical treatment is to remove soluble

BOD5 and suspended solids (more than 85%) to reach the acceptable level of treatment

standards. Additionally, in almost all municipal wastewater treatment biological process is used

especially when secondary treatment is occupied and the purpose is to speed up breaking down

the biodegradable organic pollutants in a short time. As large amount of organics, and organisms

are involved in wastewater, biological treatment is required for complete treatment. Biological

2

process in wastewater provides some reactions for microorganisms to use organics as a food

supply and transform them into biomass or biological cells. [9, 10]

Furthermore, activated sludge, trickling filters, and oxidation ponds (or lagoons) are the most

popular approaches to meet the basic needs of secondary treatment.

Although in most cases secondary treatment is the last treatment process of municipal

wastewater, but for other cases which secondary treatment is not sufficient and majority of

nitrogen, phosphorous, heavy metals, and also pathogenic bacteria and viruses will still remain in

the wastewater tertiary or advanced wastewater treatment is required. [9, 10]

1.1.3 Tertiary or Advanced Wastewater Treatment In some cases, the effluent from secondary treatment contains nitrogen, phosphorous, heavy

metals, and bacteria and viruses in this situation secondary treatment is not enough and tertiary

or advanced wastewater treatment (AWT) is provided. Further removal of suspended solids and

nutrients are associated by AWT. The process may accomplished by filtration, biological, and

chemical treatment, which can remove almost 99% of BOD5, phosphorous, suspended solids,

and bacteria, and also 95% of nitrogen will be eliminated. However some organic compositions

are decomposed to the harmless carbon dioxide and water. [9, 10]

Dissolved solids transform to the suspended solids, and finally with other suspended solids in

wastewater removed as sludge. Likewise handling sludge is very important and exposure of

sludge should be in environmentally acceptable manner and safe, because approximately most of

the impurities in wastewater are removed as sludge. [9, 10]

1.2 ROTATING BIOLOGICAL CONTACTOR (RBC) The Rotational Biological Contactor (RBC) reactor is a process that used for wastewater

treatment. Actually RBC is a part of secondary and/or advanced treatment. The RBC process

involves allowing the wastewater to come in contact with a biological medium in order to

remove pollutants in the wastewater before discharge of the treated wastewater to

the environment, usually a body of water (river, lake or ocean). [11]

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A Rotating Biological Contactor involves a series of circular parallel disks installed on a rotating

shaft above the wastewater flow. Typically, RBC units are consisting in a tank or trough and

rotate at between 2 and 5 revolutions per minute (rpm). Discs are rotated in an angle of 90, so

the shaft is in a row with the flow of wastewater and approximately 40% of the disk area is

covered in the wastewater. [11, 12]

Microorganisms growing on the medium surface where wastewater biological degradation

occurs. Biological growth depends on the surface of the disc and forms of the layer. For

oxidation discs help wastewater to collision with the atmospheric air while they are rotating. The

rotation helps to remove excess solids. As the system includes different stages, we can introduce

a slower degraded material to a later stage. Rotating discs have plastics sheets with 2m-4m

diameters and a maximum thickness of 10mm. To meet the flow and treatment requirements

several modules may be organized to perform their actions in series or in parallel. The discs are

drowned in wastewater to almost 40% of their diameter. Therefore, close to 95% of the surface

area is alternately drowned in wastewater and then exposed to the atmosphere above the liquid.

Carbonaceous substrate is removed in the initial stage where carbon conversion is completed in a

series of modules. However the nitrification action is completed after stage 5. To obtain

nitrification of wastewater, in designing of RBC systems we will include a minimum of 4 or 5

modules in series.

We facilitate the degradation of pollutant in the Aeration process by a rotating action where the

media is exposed to the air after being contracted with the wastewater. The amount of media

surface area and the quality/volume of the inflowing wastewater determine the degree of

wastewater treatment. [9, 10, 11]

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1.4 OBJECTIVE

1. To determine analytically the characteristics of wastewater subjected to rotating biological

contactor technique using GPS-X.

2. To determine analytically the characteristics of wastewater subjected to MBR technique

using GPS-X.

3. To assess the suitability of rotating biological contactor or MBR technique for WWTP in

City of Fairfield.

1.5 SCOPE OF WORK The Chemical and Biological characteristics of the Waste Water of City of Fairfield will be

determined. The following techniques will be observed:

1. Rotating Biological Contactor

2. MBR

1.6 METHEDOLOGY

Two WWTP will be modeled in GPS-X. Technique of rotating biological contactor and MBR

will be used for treatment. The chemical and biological characteristics will be studied.

1.7 OUTLINE Following the introduction to project in chapter 1, Chapter 2 will discuss the description of the

area i.e., City of Fairfield.

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All the modeling procedure will be discussed in Chapter 3.

Results and discussion of the present study will be discussed in Chapter 4 and finally salient

conclusion of the present study is given in Chapter 5.

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DESCRIPTION OF THE AREA

2.1 FAIRFIELD, OHIO, USA Fairfield is a city in Butler and Hamilton counties in the U.S. state of Ohio, near Cincinnati.

Fairfield was incorporated in 1955. The population was 42,510 at the 2010 census. However, the

estimated population at 2012 is 42, 647 [2].

Fig 2.1 City of Fairfield (Google Maps)

Fig 2.2 Fairfield wastewater treatment plant (Google Maps)

The Great Miami River is a tributary of the Ohio River, approximately 260 km long in

southwestern Ohio in the United States. The Great Miami flows through Dayton, Piqua, Troy,

Hamilton, and Sidney. The existing Wastewater Treatment Facility is located in the Great Miami

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River just south of Joyce Park; The Facility serves domestic customers, Mercy Hospital of

Fairfield, and a number of commercial and industrial establishments in the City of Fairfield [1].

2.2 POPULATION GROWTH As mentioned previously, the population of Fairfield has increased by population growth rate of

0.0015over 2010 to 2012.However accurate information with respect to immigration and

emigration was not available.

P=P0 ext

Where P is the population after time t, P0 is the initial population, x is population growth rate and

t is time in years.

P=42510 * e 0.0015*10 =43152

The population in 2020 is 43150 people and therefore the system flow rate will be designed with

the respect to the population of 43510.

2.3 FLOW RATE CALCULATION Using the assumption for daily flow rate of 450l/day. Person, the design flow rate will be

calculated

450 1

43152 11000 19419

2.4 STANDARD LEVELS AND WASTE WATER CHARACTERISTICS

2.4.1 Effluent Standards There are organizations that regulate the condition on which the wastewater is discharged into

the natural recourses. Each country has their own regulations. This project focuses on the

National Pollutant Discharge Elimination System (NPDES) since the city in which the

wastewater treatment plant is going to design is Fairfield, Ohio, USA. According to EPA

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regulations, treated wastewater effluent can be discharged into surface water if the values of

specific indicators are less than that are presented in table 1, which indicates effluent

requirements for direct discharge in Miami River [1].

Table 2.1 wastewater standards

2.4.2 Final Influent Characterization The average flow rate of influent wastewater for the mathematical model is 19419 m3/d and the

characteristics of wastewater parameters required by GPS-X is shown in the following Table 2.2

PARAMETERS UNIT WWTP INFLUENT

Dissolved Oxygen summer mg/L 6 min

Dissolved Oxygen winter mg/L 6 min

Oil & Grease mg/L 10 max

Ammonia N summer mg/L 1

Ammonia N winter mg/L 3

CBOD5 summer mg/L 10

CBOD5 winter mg/L 10

pH - 6.5-9

TSS mg/L 34

PARAMETERS UNIT WWTP INFLUENT

Average Flow m3/d 19419

TSS mg/L 200

COD mg/L 220

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Table 2.2 Wastewater Parameters

Ammonia N mgN/L 8

TKN mgN/L 11

TP mgP/L 3

Soluble PO4-P mgP/L 1.5

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MODELING

3.1 GPS-X

GPS-X software was used to model and simulate two different biological wastewater treatment

systems The systems were similar except for the secondary treatment step, one receiving the

RBC treatment and the other, MBR. The unit operations are described in the sequential order

they followed in the system models. Final layout of the systems can be viewed in the following

figures.

Fig 3.1 MBR Layout (GPS-X)

Fig 3.2 RBC Layout (GPS-X)

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3.2 COMPONEMT IN GPS-X 3.2.1 Influent Influence in GPS-X has been done using Influence Unit. In this unit all the influence

characteristics of Municipal Wastewater is input. Fig 3.3 and Fig 3.4 shows the unit used for

Influence in GPS-X and Input Influence Characteristic respectively.

Fig 3.3 Influence (GPS-X)

Fig 3.4(a) Characteristic Input in GPS-X Fig 3.4(b) Flow Input in GPS-X

3.2.2 Grit Chamber In order to remove as many type 1 settle able solids such as sand, grit, coffee grinds, and other

relatively heavy particulate matter with the specific gravities between 1.3 and 2.7, that may be

contained in municipal wastewater influent, a grit chamber was implemented prior all treatment

steps. The grit chamber is responsible for the removal of such matter in order to prevent damage

to pumps and pipes throughout the system. The chamber is cleaned mechanically by scrapers that

collect debris from the floor of the tank and can be aerated to prevent anaerobic situation and

H2S formation [4]. Unit used to model Grit Chamber in GPS-X is shown in Fig 3.5.

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Fig 3.4 Grit Chamber (GPS-X)

3.2.3 Rectangular Primary Clarifier The primary treatment is a rectangular primary clarifier unit. The goal of primary treatment is to

remove solids through gravity settling. During the sedimentation, solids settle to the bottom of

the tank and they are collected as liquid-solid sludge in the bottom of the tank. The BOD and

phosphorus removed in this stage are primarily in the particulate phase, which is a part of TSS.

Any dissolved BOD, N or P will pass through primary clarifier and enter secondary treatment

[4]. Unit used to model Rectangular Primary Clarifier in GPS-X is shown in Fig 3.5.

Fig 3.5 Rectangular Primary Clarifier (GPS-X)

3.2.4 RBC Tank The first attempt at effective biological treatment was through the implementation of a rotating

biological contactor (RBC). Details of this system are mentioned in the previous section. The

system reduces nutrient content, remaining TSS, and creates microbial flocs that are flushed out

and settled in the secondary clarifier. Unit used to model RCB Tank in GPS-X is shown in Fig

3.6.

Fig 3.6 RCB Tank (GPS-X)

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3.2.5 MBR Tank The secondary treatment is a MBR unit. In the MBR, the mixed liquor in the aeration tank is

filtered through the membrane, separating the bio-solids from the effluent water. In the

submerged-membrane process, the same MBR in this project, a vacuum of less than 50 kPa is

applied to the membrane that filters the water through the membrane while leaving the bio-solids

in the aeration tank [1]. Unit used to model MBR Tank in GPS-X is shown in Fig 3.7.

Fig 3.7 MBR Tank (GPS-X)

3.2.6 Secondary Clarifier The primary function of a secondary clarifier is clarification, which is a solids-separation process

that results in the removal of biological floc from the liquid stream. During the subsequent

thickening process, sludge particles are conveyed to the bottom of the tank, resulting in a

concentrated underflow (RAS). In under loaded and critically loaded clarifiers, the RAS solids

concentration is a function of the recycle ratio. A secondary function is to store sludge during

peak flow periods. If the clarifier fails in either of these functions, the performance of the

biological process may be affected. As well, because of solids carryover, the effluent may not

meet specified discharge limits. [5]. Unit used to model MBR Tank in GPS-X is shown in Fig

3.8.

Fig 3.8 Secondary Clarifier (GPS-X)

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3.2.7 Disinfection Disinfection is a process to remove micro-organisms from Waste water. Methods commonly

used for disinfection are:

Chemical (chlorination, ozone) Physical (UV radiation, microfiltration) Biological (lagoons) Unit used to model Disinfection in GPS-X is shown in Fig 3.9.

Fig 3.9 Disinfection (GPS-X)

3.2.8 Effluent/Discharge It is the header effluents pipethat discharge to the Miami River. All the result and output are

noted through the effluent. Unit used to model MBR Tank in GPS-X is shown in Fig 3.10.

Fig 3.10 Effluent/Discharge (GPS-X)

3.2.9 Sludge Thickening Thickening is a procedure used to increase the solids content of sludge by removing a portion of

the liquid fraction. Thickening is generally accomplished by physical means including co-

settling, gravity settling, flotation, centrifugation, gravity belt, and rotary drum [6]. Most

common techniques of thickening in sludge processing are given in Table 3.1.

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METHOD SLUDGE TYPE FREQUENCY AND PERFORMANCEGravitational settling Raw primary Very good results. Gravitational settling Raw primary and

W.A.S Frequently used. Small facilities obtain 4-6% solids concentration. Not often used in large facilities.

Gravitational settling W.A.S Not frequently used. Low solids concentration (2-3%)

Dissolved Ai Flotation (DAF)

Raw primary and W.A.S

Not frequently used. Results seem to gravitational settling

Dissolved Air Flotation (DAF)

W.A.S Frequently used. Good results obtained (3.5-5% solids concentration)

Basket centrifuge W.A.S Limited use. Good results obtained (8-10% solids concentration)

Solid-bowl centrifuge W.A.S Usage is increasing. Good results obtained (4-6% solids concentration)

Gravity belt filter W.A.S Usage is increasing. Good results obtained (3-6% solids concentration)

Rotary drum W.A.S Limited use. Good results obtained (5-9% solids concentration)

Table 3.1 Thickening Techniques Used in Sludge Processes [7]

Unit used to model Sludge Thickening Tank in GPS-X is shown in Fig 3.11

Fig 3.11 Sludge Thickness (GPS-X)

3.2.10 Dewatering Tank Sludge is sent to dewatering tank for further volume reduction. The residue of sludge after

dewatering behaves as a solid and is trucked in most cases [6]. Unit used to model Dewatering

Tank in GPS-X is shown in Fig 3.12

Fig 3.12 Dewatering Tank (GPS-X)

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RESULTS 4.1 WASTE WATER TREATMENT USING MBR After the simulation of Waste Water treatment using MBR method following observation were

noted:

Fig 4.1 Effluence Characteristics using MBR Method (GPS-X)

From the above Fig, it can be observed that:

Minor decrease in value of Total suspended soil (in blue) in Effluence is observed form 3.77 mg/l to 3.678 mg/l in the initial 3 days. After 3 days the value remains constant at

3.678 mg/l.

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Value of Total CBOD5 in Effluence is constant at 2.537 mg/l A sharp decrease is observed in value of Total Phosphorous form 0.9124 mg/l to 0.7801

mg/l in the initial 0.05 days followed by increase to 0.8189 mg/l till the end of 3rd day.

The value is constant after 3rd day.

A similar effect in Total nitrogen is observed, a sharp decrease in value form 6.32 mg/l to 5.65 mg/l in initial 0.05 days followed by an increase to 5.801 mg/l till the end of 3rd day

and from there the value becoming constant afterwards.

4.2 WASTE WATER TREATMENT USING RBC After the simulation of Waste Water treatment using RBC method following observation were

noted.

Fig 4.1 Effluence Characteristics using RBC Method (GPS-X)

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From the above Fig, it can be observed that:

Value of Total suspended soil (in blue) in Effluence is observed to be 8.692 mg/l. Value of Total CBOD5 in Effluence is constant at 9.095 mg/l Value of Total Phosphorous in Effluence is observed to be 1.39 mg/l. Value of Total Nitrogen in Effluence is observed to be 6.249 mg/l.

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CONCLUSION

Following conclusion is made using above results and Table 5.1.

CHARACTERSTICS METHOD OF TREATMENT

AVERAGE EFFLUENT DATE (2012)

STANDARDS

(NDPES)

MRB

METHODRBC

METHOD

TOTAL SUSPENDED SOLIDS (mg/l) 3.678 8.692 3.833 34

TOTAL CBOD5 (mg/l) 2.537 9.095 4.2 10

TOTAL PHOSPHOROUS (mg/l) 0.8189 1.39 2.528 1*

TOTAL NITROGEN (mg/l) 5.801 6.249 - 10-15 *

Table 5.1 Effluent characteristics for MBR, RBC and Actual Data(* According to Class handout [15])

From the table above, it can be concluded that in Comparison of MBR method and RBC method, MBR methods gives better result in effluent characteristics with drastic

difference is observed in TSS and TCBOD5, 3.675 mg/l and 2.537 mg/l for MBR and

8.692 mg/l and 9.092 mg/l for RBC. TP and TN is also less for MBR in comparison to

RBC. It can be concluded that MBR method is better in treatment of waste characteristic

when compared to RBC.

The values of TSS, TCBOD5, and TP are less in MBR method when compared to the output characteristics of effluent for the real data of Fairfield City, Ohio. The difference

is less for TSS when comparing 3.678 mg/l in MBR method to 3.833 mg/l from actual

data. Value of TCBOD5 has almost halved to 2.537 mg/l in MBR in comparison to 4.2

mg/l. drastic decrease in TP is observed for MBR at 0.8189 mg/l in comparison to 2.528

mg/l. From this it can be concluded that MBR method will give better result than the

current method.

The values of TSS, TCBOD5 are more in RBC method when compared to the output characteristics of effluent for the real data of Fairfield City, Ohio. TSS and TCBOD5 are

more than double for RBC at 8.692 mg/l and 9.095 mg/l when compared to 3.922 mg/l

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and 4.2 mg/l respectively for Real data of 2012. Value of TP of 1.39 mg/l is less for RBC

with respect to 2.528 mg/l for Real data. From this it can be concluded hat RBC method

does not suit for Wastewater treatment in Fairfield City.

Comparing the effluent results with Standard values, MBR method effluent results are below the standard value for all 4 parameters. Whereas for RBC, effluent result for TP is

higher than Standard at 1.39 mg/l compared to 1 mg/l respectively. Result of rest of the

parameters are lower than Standard. Same pattern as RBC is seen in Current WWTP with

TP above standard whereas rest others parameters are below standard.

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REFRENCES [1] http://www.fairfield-city.org/wastewater/index.cfm

[2] http://en.wikipedia.org/wiki/Fairfield, Ohio

[3] https://maps.google.ca/maps?q=FAIRFIELD+google+map&ie

[4] Environmental Engineering: Fundamentals, Sustainability, Design, James R. Mihelcic, Julie B. Zimmerman, 2010 John Wiley and Sons

[5] Clarifier design (2nd Edition), McGraw-Hill, Manual of Practice No. FD-8, Water Environmental Federation (WEF)

[6] Wastewater Engineering, Treatment, Disposal and Reuse, Metcalf and Eddy, 1997.. McGraw Hill, New York.

[7] http://mimoza.marmara.edu.tr/~orhan.gokyay/enve425/ch3.pdf

[8] Water Treatment Plant. Wikipedia. http://en.wikipedia.org/wiki/Water_Treatment_Plants.

[9] Introduction to Environmental Engineering, 2008, Mackenzie L. Davis, David A. Cornwell, 4th edition, McGraw Hill, NY, USA.

[10]Environmental Engineering, 1985, Howard S. Peavy, Donald R. Rowe, George Tchobanoglous. McGraw-Hill, New York.

[11]Rotational Biological Contactor. Wikipedia. http://en.wikipedia.org/wiki/Rotating_biological_contactor

[12] Cooke R.L. Lesson 16: Rotating Biological Contactors. http://water.me.vccs.edu/courses/env110/lesson16.htm.

[13] Membrane Bioreactor. Wikipedia. http://en.wikipedia.org/wiki/Membrane_bioreactor. Accessed Nov. 20, 2013.

[14] Radjenovi, J., Matoi, M., Mijatovi, I., Petrovi, M., & Barcel, D. (2008). Membrane bioreactor (MBR) as an advanced wastewater treatment technology. In D. Barcel, & M. Petrovi (Eds.), Emerging contaminants from industrial and municipal waste (pp. 37) Springer Berlin / Heidelberg

[15] Electorowicz Maria, Lecture 10, Introduction to Environmental Engineering, Concordia University. Nov 5th 2013.

[16] https://www.google.ca/search?q=membrane+bioreactor&espv

[17] https://www.google.ca/search?q=ROTATING+BIOLOGICAL+CONTACTOR&espv