final year project (final report)

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CHAPTER 1

INTRODUCTION

1.1 Background of Project

Sewage treatment plant is a facility that design to receive the wastewater

and remove all the material that will effects the quality of water which compromising

the public health and safety after wastewater has discharged into the receiving

system. The main purpose of wastewater treatment is to allow industrial effluent,

domestic and commercial used to be dispose in a proper manner without risking a

human health and environmental because improper management of wastewater will

contribute an environmental pollution, besides communicable disease will easy to

spread due to presence of variety of pathogenic organism in wastewater.

Conventional wastewater treatment processes is a process that involve a combination

of physical, chemical and biological processes and operation to remove solid, organic

matter and nutrient from wastewater.

Water quality is the physical, chemical and biological characteristics of

water. It is a measurement used to measure the condition of water relative to the

needs of one or more biotic species and or to any human need or for some purpose. It

is most frequently used by reference to a set of standards against which compliance

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can be assessed. The most common standards used to assess water quality relate to

health of ecosystems, safety of human contact and drinking water. In Malaysia, water

quality is important because water from domestic sewage and industrial effluent that

needs to be discharge into environment must undergo a few treatments so that it will

meet a standard effluent requirement by Department of Environment (DOE)

Malaysia.

1.2 Problem Statement

This final year project is conduct at one of the IPTA in Selangor. This IPTA

has built a modern sewage treatment plant to support a wastewater for the whole

campus. This campus is not fully developed and still under phase one construction

and not fully accommodating the peoples. For the sewage treatment plant, it was

functioning for the fully development phase. In addition, the water produced by this

plant after the treatment process is the higher grade which is A. The minimum

requirement needed by Department of Environment (DOE) Malaysia is grade B

before the water is to be discharge to the environment [8].

The problem statement of this project, this study is conducted to determine

the processes involved for wastewater management in this campus. Based on the

information obtained, the energy usage for the water treatment at this plant is about

to processes for fully development accommodating student. Thus, it will cause the

excess of energy usage for the wastewater treatment processes. In addition, the

highest grade of water produced in this plant required a lot of processes involved in

wastewater treatment. Therefore, this study will focus on a processing method to

reduce the water quality from grade A to the grade B, where at the same time it reach

the minimum requirement set by Department of Environment (DOE) Malaysia

1.3 Scope of Study

The scope of this project is to make the adjustment of the operational system

of water treatment plant at one of the IPTA in Selangor. Water from the adjustment

operation then will be evaluating in order to determine the water grade discharge to

environment. There are several parameters involved that need to be tested and

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conducted on water discharged after treatment had done thus it is complying with the

Environment Quality Act 1974 requirement. The parameters are:

pH test

Suspended Solid (SS) test

Chemical Oxygen Demand (COD) test

Biochemical Oxygen Demand (BOD) test

Oil and Grease test

The result of these tests will verify the quality of water produce by this plant

and comparison grade will be defined. Energy consumption from the current process

and adjustment process will be analyzed.

1.4 Objectives

This study is carry out to analyze water treatment method conducted in the

Sewerage Treatment Plant in one of the IPTA in Selangor,

The main objective for this final year project is:

i. To test and adjust Sequencing Batch Reactor (SBR) operation by reducing the

duration of operation.

ii. To compare the current process and the subsequent process after optimization

of plant operation in term of energy consumption. Energy consumption is related to

how the processes involved for sewage water treatment to produce a standard

effluent level.

iii. To compare and analyze water quality from the adjustment operation to the

current operation. There are a several important parameters will be analyzed such as

pH, Biochemical Oxygen Demand (BOD) and Suspended Solid (SS).

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CHAPTER 2

LITERATURE REVIEW

2.1 Introduction

According to the Jeremy Parr et. al [3] industrial effluent, domestic and

commercial usage are considered as wastewater and once it is produce and collected,

those wastewater are required to undergo several treatments. Wastewater or also

known as sewage water is difficult to be treated and disposed because once improper

management occurred it might contribute a great influence to public health and

safety and to the environment. Nowadays, conventional sewage treatment is hugely

use to treat wastewater because it meant to reduce and decrease biodegradable

organic material, suspended solid and some nutrients contained in sewage water.

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This treatment involved the removal of these pollutants and converted it into another

valuable product which is sludge.

Sewerage treatment processes can be divided into some groups of processes

according to their function of performance and their complexity. The first process is

the preliminary processes. Preliminary processes is a simple process that

significantly removed the coarse solid pollution by used of screening (usually by bar

screens) and grit removal through constant velocity channel. Second process of

sewage is the primary process. In this processes, plain sedimentation, which is the

simple completion of the solid material in sewage, can reduce the polluting load by

significant amounts. Then it will proceed to the secondary process, which is

removing of common pollutant done by biological processes. The last stage in this

sewage treatment is a tertiary process where it is function to remove specific

pollutants such as nitrogen and phosphorus or any other specific industrial pollutants.

Preliminary and primary processes of water treatment are considered as the

most effective treatment process since it can remove a huge amount of water

pollutant contained in sewage water. While for the secondary process, it involved

many different types for this process. The most common one are describe in the table

opposite, with brief comments on their suitability for low-and middle-income

countries. The tertiary treatment process is a particular process which is further than

the need of most common communities.

2.1.1 Aerobic and Anaerobic treatment

Aerobic is a most conventional wastewater treatment process, where oxygen

is used by bacteria to break down the waste product. This treatment required high

energy requirement for bacteria to perform their function besides it might produce a

large amount of sludge. Thus, it will make this process complicated to control and

expensive. On the other hand, anaerobic treatment is fully different compared to

aerobic treatment since bacteria in anaerobic process do not use oxygen. Anaerobic

treatment is much easier than aerobic treatment where less energy required besides

less sludge produced. Thus, it will make this process cheaper and simpler. In

addition, the temperature in which bacteria involved in anaerobic process like to

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work is easy to maintain especially in hot climates. However, anaerobic process also

have its own side effect where it much slower than aerobic process and only effective

at removing the simple organic waste and not to any other pollutant such as nutrient

and pathogen.

Form the finding of this observation; any plant that decides to undergo

wastewater treatment needs significant investment and control. Therefore any

decision to implement such a facility should be carefully considered.

Figure 2.1 Typical stage in the conventional of sewage [Source from Water and

Environment Health at London and Loughborough (WELL)]

2.2 Water quality impact of onsite treatment and disposal system

Daniel E. Meerof et al. [4] was conducted an evaluation of water quality

impacts of onsite treatment and disposal systems on urban coastal waters and they

have studied about the onsite sewage treatment and disposal system (OSTDS) that

not properly sited and maintain. From their finding of this study, improperly

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maintain of OSTDS will pose a potential risk to the public health and may contribute

toward degradation of receiving water body.

2.3 Assessing the water quality index (WQI) of water treatment plant

From the M. K. Chaturvedi and J. K. Bassin [5] was carried out the water

quality monitoring exercise with water quality index (WQI) method by using water

characteristic data for bore wells and a water treatment plant in Delhi city from

December 2006 to August 2007. WQI is used to classify the standard of water

whether it is excellent, good, medium, bad, and very bad. M. K Chaturvedi and J. K

Bassin was used the National Sanitation Foundation WQI procedure to calculate the

WQI. The index range is from 0 to 100 where 100 represent the excellent quality

condition. They’ve collected water samples monthly at a three different place in

Delhi and five parameters was analysed which is namely, nitrate, pH, total dissolved

solid, turbidity, and temperature of the water. From the finding, they’ve found that

the three samplings of water show that the water quality was between “good” and

“medium” and it was acceptable for water supply. The WQI has been considered as

one criterion for surface water classification, based on the use of standard parameters

for water characterization. This index is numeric expression used to transform large

quantities of water characterization data into a single number which represent water

quality level (Mohamad Alu Fulazzaky et. al [2])

2.4 Effluent Standard

Domestic sewage treatment is largely designed to produce an effluent low in

solids and organic. However, for another treatment that eliminate the nutrient,

change the pH and disinfect effluent might be add depending to the environment

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discharged from treatment plants the environment. These take the form of

acceptable upper limits for various effluent contaminants. Effluent sample from the

sewerage treatment plant will be tested in laboratory to make sure the water met the

standard and treatment plants are being operated correctly [Indah Water Konsortium]

Table 2.1 Standard Effluent of Malaysia [8]

Parameter Unit

Standard

A B

Temperature C 40 40

pH value - 6.0-9.0 5.5-9.0

BOD5 at 20° mg/l 20 50

COD mg/l 50 100

Suspended Solids mg/l 50 100

Mercury mg/l 0.005 0.05

Cadmium mg/l 0.01 0.02

Chromium, Hexavalent mg/l 0.05 0.05

Arsenic mg/l 0.05 0.10

Cyanide mg/l 0.05 0.10

Lead mg/l 0.10 0.5

Chromium, Trivalent mg/l 0.20 1.0

Copper mg/l 0.20 0.1

Manganese mg/l 0.20 0.1

Nickel mg/l 0.20 0.1

Tin mg/l 0.20 0.1

Zinc mg/l 1.0 1.0

Boron mg/l 1.0 4.0

Iron (Fe) mg/l 1.0 5.0

Phenol mg/l 0.001 1.0

Free Chlorine mg/l 1.0 2.0

Sulphide mg/l 0.50 0.5

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Oil and Grease mg/l Not Detectable 10.0

2.5 Physical and Chemical characteristic of wastewater

According to Dr. Sultan A. Salem et. al [6] a discharged of sewage water to

environment increased the availability of plant nutrient and caused the risky effect of

hazardous heavy metals, organic pollutant and pathogenic agent. From their study,

they’ve defined the term of sewage water especially for sludge and effluent, and

effective sludge treatment processes. They also was identified the general

characteristic of sewage water which is physical, chemical and biological

characteristic in different location.

From a research by Srivastava Anukool and Srivastava Shivani [7], they had

done an assessment of Physico-chemical properties and sewage pollution indicator

bacteria in surface water of River Gomti in Uttar Pradesh. Their studied was aimed to

estimate a current status of Physico-chemical characteristics and level of sewage

pollution for the whole Gomti River. The sampling was covered from upstream and

downstream region of the river. Eight water samples to be analyzed to determine the

status of Physico-chemical of water. The analysis was done such as Water

temperature, Total Solids, Total Dissolved Solids, Total Suspended Solid,

Conductivity, pH, COD, BOD and DO. The study for bacteriological samples was

focused on parameters like Total Coli (TC), Faecal Coli (FC) and Faecal Streptocoli

(FS). From their findings, the high values of sewage pollution indicator bacteria was

detected and they are revealed that the quality of water of Gomti River was very

poor, unsafe and not acceptable for any purpose. The main cause is totally from the

water treatment system from all cities alongside the Gomti River.

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2.5.1 Sewage Sludge

Sewage sludge is produced during mechanical, biological and chemical

sewage system. According to P. Kosobucki et. al [9] composition of the sewage

sludge is very complex. Sludge is rich in micro- and microelements but the sludge

can have toxic compounds and pathogenic organism. Regularly sludge content does

not exceed 2% of the effluent sewage volume. Sewage sludge obtained as a by

product reflects the chemical composition of the treated sewage. From their research,

they have studied about the sewage sludge treatment methods and more attention to

non-industrial methods of neutralization of the sewage sludge. Figure 2.2 shows that

the selection of sludge treatment methods. It shows that composting and

environmental utilization is a preferred ways of sludge management and these two

ways are different from the economical point view. The composting is more

expensive than the environmental utilization which is cheapest method for

neutralized the sewage sludge.

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Figure 2.2 Management for sewage sludge [9].

For the finding of their research, they’ve defined that there are many

methods for neutralization of sewage sludge but the cost have been a serious

constraint for this practice. Further development is very important to limit the

investment and abuse cost. Sludge management is very important for towards big

environmental use and possible with a slow decrease of the storage on public

dumping site.

2.6 Sequencing Batch Reactor (SBR) technology for Wastewater Treatment

For Sequencing Batch Reactor (SBR), this is simple system. It has a set of

tanks that operate on a fill and draw basis. It made from earthen or other type metal

structure. In the SBR system, each tank will be filling during a discrete period time

and operated as a batch reactor. The differences of SBR and conventional continuous

flow activated sludge system is SBR will carried out various function such as

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aeration, equalization and sedimentation in a time rather in a space sequence. The

advantage by using SBR is flexibility in an operation [10].

2.6.1 Physical description of SBR system

SBR was designed consist single or multiple reactor tanks. The operation is in

parallel which is consist of five distinctive operating phase, Fill, React, Settle, Draw,

and Idle phase.

Figure 2.3 SBR for one complete cycle [10].

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2.7 Effect of aeration in Sequencing Batch Reactor (SBR)

One of the experiments was carried out by N. Artan and R. Tasli [11]. They

was used SBR to carried out to investigate the effect of filling and aeration on the

efficiency of nutrient removal the characteristics of settling. On their study, they was

operated a SBR with a cycle time 8 hours in four different operations conditions. The

increasing of filling time will gradually reduced the aeration time during these four

different conditions. They also defined that the change of sludge characteristic

weren’t given a major effect on nutrient removal. From the result of their experiment,

it can be conclude that aeration time fraction is the most important parameter for the

operational of SBR that will influences the efficiency of the nutrient removal.

In the reaction process in SBR that involved aeration process, it involves the

utilization of Biochemical Oxygen Demand (BOD) and ammonia nitrogen where it is

applicable by microorganism. The duration of aeration period and the mass of sludge

will determines the degree of the wastewater treatment. Aeration period length was

depending on the wastewater strength and the degree of nitrification provided for the

wastewater treatment [15].

2.8 Aeration Process Energy Audit

In the wastewater plant, aeration and pumping is the largest energy user. The

largest energy user in the water system is the pump [12]. Energy consumption in

wastewater treatment is approximately about 60% can be attributed to the oxidation

process or aeration process [16].

.

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2.9 Energy optimization of the aeration process

A. Thunberg et. al. [13] studies for energy optimization at Käppala

Wastewater Treatment Plant in Stockholm Sweden. Aeration of biological treatment

consumes the largest energy in conventional wastewater treatment plants. They

performed a full-scale optimization experiment of the dissolved oxygen (DO) control

in the aerobic tanks. The strategy gave a reduction of the total airflow of 18% and

with conserved treatment efficiency. They modified the strategy and the results are

similar to those in the preceding experiments.

2.10 Electricity cost in Wastewater Treatment Plant

In order to sustain the economic growth of Malaysia, an electricity provider,

Tenaga Nasional Berhad (TNB) was taking steps in energy supply, which is

managing the utilization of imbalance energy by promoting a better participation

from the customer through a program known as Demand Side Management (DSM)

[14].

In this country, TNB was introduced a C2 Tariff for the wastewater treatment

plant.

Table 2.2 TNB Tariff for commercial category

Tariff Category Unit RatesTariff BLow Voltage Commercial TariffFor all kWhThe minimum monthly charge is RM7.20

cent/kWh 32.3

Tariff C1

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Medium Voltage GeneralCommercial TariffFor each kilowatt of maximum demand per monthFor all kWhThe minimum monthly charge is RM 600.00

RM/kWcent/kW

19.5023.4

Tariff C2Medium Voltage Peak/Off PeakCommercial TariffFor each kilowatt of maximum demand per month during the peak-periodFor all kWh during the peak-periodFor all kWh during the off peak-periodThe minimum monthly charge is RM 600.00

RM/kWcent/kWcent/kW

29.0023.414.4

(Source: Tenaga Nasional Berhad (TNB) Malaysia)

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CHAPTER 3

METHODOLOGY

3.1 Introduction

Methodology is a study about the procedure or method used to obtain and

collect the require information. Among the methods used in this project is to

interview the concerned person in respect of project undertaken and also from the

observations from the visits and analysis of existing information. The information

collected will be analysing to obtain the data from the procedure or method use. The

data was analysed to facilitate by means of graph based on the results of the

experiments and the analysis of the result.

3.2

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Process Flow of Research

17

Acquire journal from the past research and development.

Analyze and understand the acquired journals

Identify relation between journals with project

Research on Sequencing Batch Reactor (SBR)

Introduction to sewage treatment plant

Water Index Quality (WQI)

Effluent Standard Physical and Chemical

characteristic of waste water

Sewage Sludge Sequencing Batch Reactor

(SBR) System Aeration Process Energy

Audit

START

Relation with the project

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Experiment: Changing the operation of Sequencing

Batch Reactor (SBR)

Actual process duration of SBR is 60 minutes.

Adjustment operation to:- 55 Minutes-50 minutes-45 Minutes

Water Samples and testing

Water testing to check the quality of water

pH Test Biochemical Oxygen

Demand (BOD) Test Chemical Oxygen

Demand (COD) Test Suspended Solid Test Oil and Grease Test

Obtain the result from the

experiment

Assist by Co. Supervisor, UiTM Puncak Alam sewage

treatment plant staff and contractor

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Figure 3.1 Process flow of the research

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Result analysis

Quality of water Energy consumption for

the every Sequencing Batch Reactor (SBR) duration

Analyzed the energy saving

Relate the result with the project’s objective

Project objectives achieved

Conclusion

TERMINATION

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3.3 Gantt Chart for Final Year Project I

TaskSemester Part 7

Duration (Months)July August September October November December January

Activities

PE

RS

ON

AL

Final Year Project I

1Search for project and

confirmation

2Problem Statement,Objectives

and Scope of Project

3 Literature Review

4 Project Methodology

5 Proposal Submit to Supervisor

6 Final Presentation

Remarks:

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Actual

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3.4 Gannt Chart for Final Year Project I

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TaskSemester Part 8

Duration (Months)February Mac April May June July

Activities

PE

RS

ON

AL

Final Year Project II

1Seasonal Mode Research at

UiTM Puncak Alam

2Sequantial Batch Reactor (SBR)

Operation Research

3Samples of water from SBR

operational changes

4 Samples of water testing

5Result compilation for water

testing and energy consumption

6 Progress update

7Draft submission for 2nd

Examiner

8 Final Presentation

9 Final Report submission

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3.5 Laboratory Tests

Samples of water will take from the plant to go through a laboratory tests.

Several test to be conduct such as Biochemical Oxygen Demand (BOD) test,

Chemical Oxygen Demand (COD) test, Suspended Solid (SS) test and Oil and

Grease test. The purpose of this laboratory test is to determine whether the

wastewater was discharge into the environment is meet the standard needed by

Department of Environment (DOE) Malaysia.

Table 3.1 Test Method for water parameters

TEST PARAMETER UNIT TEST METHOD

pH value - APHA 4500-H+ B

BOD 5 @ 200C mg/l APHA 5210 B

COD mg/l APHA 5220 C

Suspended Solids mg/l APHA 2540 D

Oil and Grease mg/l APHA 5520 B

*APHA - American Public Health Association 21st Edition 2005

3.5.1 Biochemical Oxygen Demand (BOD) Test Procedure

i. To ensure proper biological activity during the BOD test, a

wastewater sample:

a. Must be free of chlorine. If chlorine is present in the sample, a

dechlorination chemical (sodium sulphite) been added prior to testing.

b. Needs to be in the pH range of 6.5 - 7.5 S.U If the sample is outside

this range, then acid or base been added as needed.

c. Needs to have an existing adequate microbiological population. If the

microbial population is inadequate or unknown, a seed solution of

bacteria added along with an essential nutrient buffer solution that

ensures bacteria population vitality.

ii. Specialized 300 mL BOD bottles designed to allow full filling with no

air space and provide an airtight seal are used. The bottles a filled with

the sample to be tested or dilution (distilled or deionised) water and

various amounts of the wastewater sample added to reflect different

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dilutions. At least one bottle is filled only with dilution water as a

control or “blank.

iii. A DO meter is used to measure the initial dissolved oxygen concentra-

tion (mg/L) in each bottle, which should be a least 8.0 mg/L. Each

bottle in then placed into a dark incubator at 20°C for five days.

iv. After five days (± 3 hours) the DO meter is used again to measure a

final dissolved oxygen concentration (mg/L), which ideally will be a

reduction of at least 4.0 mg/L.

v. The final DO reading is then subtracted from the initial DO reading

and the result is the BOD concentration (mg/L). If the wastewater

sample required dilution, the BOD concentration reading is multiplied

by the dilution factor

3.5.1.1 Biochemical Oxygen Demand (BOD) Equation

i. Solve for BOD

BODt=Lo ¿) (3.2.1.1.1)

ii. Solve for ultimate BOD

Lo=BOD t

(1−e−kt ) (3.2.1.1.2)

iii. Solve for seeded BOD

BOD=( Di−D t )−(B1−B t ) f

P

(3.2.1.1.3)

Or

BOD=( Di−D t )

P(3.2.1.1.4)

iv. Solve for temperature of interest

k t=k20(θ)T−20 (3.2.1.1.5)

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Where:

BOD biochemical oxygen demand

L ultimate biological demand

k ultimate biological demand

t time

D1 initial diluted seeded wastewater dissolved oxygen

D2 final diluted seeded wastewater dissolved oxygen

B1 initial diluted seed sample DO

B2 final diluted seed sample DO

f seed volume ratio

P wastewater decimal fraction

3.5.2 Chemical Oxygen Demand (COD) Test Procedure

i. Previous to completing the COD test, a series of known standards are

prepared using KHP (potassium hydrogen phthalate). Most waste-

water samples will fall in the high range, so standards of 100, 250, 500

and 1000 mg/L are typically prepared. COD standards can also be

purchased.

ii. A COD reactor/heating (150°C) block and a colorimeter are turned on

so that both instruments are allowed to stabilize.

iii. Pre-prepared low-range (3 - 150 ppm) or high-range (20 - 1500 ppm)

vials are selected for the COD test based on expected results. Both

ranges can be used if expected results are unknown.

iv. One vial is marked as a blank and three or four vials are marked with

known standard levels. Two vials are then marked for the wastewater

sample to make a duplicate run. Note: If multiple wastewater samples

are being run, at least 10% of samples are duplicated.

v. 2 mL of liquid are added to each vial. In the case of the blank 2 mL of

DI water are added. 2 mL of each standard are added to the

corresponding vials. If the wastewater sample is tested at full strength,

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then 2 mL is added to the corresponding vial. If dilution is required,

then serial dilutions are performed and 2 mL of the diluted sample are

added to the corresponding vial.

vi. Each vial is mixed well and placed into the reactor block for two

hours. After two hours, the vials are removed from the block to a

cooling rack for about 15 minutes.

vii. The colorimeter is set and calibrated per the specific instructions for

that unit (i.e., proper wavelength, blank and standards) and each vial is

placed in the unit and the COD concentration read.

viii. If the sample diluted, the corresponding multiplication been made.

3.5.3 Oil and Grease Test Procedure

i. A clean flask is dried, cooled and weighed.

ii. A 1L wastewater sample is acidified (typically using hydrochloric or

sulphuric acid) to a pH ≤ 2.

iii. The acidified wastewater sample is then transferred to a 2L separator

funnel.

iv. 30 mL of the extraction chemical (n-Hexane) then added to the funnel

and the funnel had shaken vigorously for two minutes.

v. The wastewater/extraction chemical layers are allowed to separate in

the funnel (the lighter water layer will be on the top and heavier

extraction chemical layer will be on the bottom). The bottom layer of

extraction chemical is drained into the flask prepared in Step 1.

vi. Steps 4/5 are repeated twice more to extract O&G.

vii. The contents of the flask (the extraction chemical containing O&G)

are then heated so that the extraction chemical is distilled into another

container.

viii. The flask (containing the extracted O&G) is reweighed. The original

weight of the flask is subtracted and the total O&G weight in mg is

calculated. The results provide the O&G concentration in mg/L.

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3.5.4 Total Suspended Solid Procedure

i. Make a preparation of the glass fibre filter disk.

ii. Sample of water selection with a maximum of 200mL that will yield

no more than 200 mg of total suspended solids.

iii. Place the filter on the base and clamp on funnel and apply vacuum.

iv. Shake the sample vigorously and quantitatively transfer the sample to

the filter using a large orifice, volumetric pipette. Remove all traces of

water by continuing to apply vacuum after sample has passed through.

v. Rinse the pipette and funnel onto the filter with small volume of Milli-

Q water. Remove all traces of water by continuing to apply vacuum

after water has passed through.

vi. Carefully remove the funnel and filter from the base. Dry at least one

hour at 103-105EC. Cool in desiccators and weigh.

vii. Retain the sample in the dish for subsequent ignition at 550oC if

volatile suspended solids are desired.

3.5.4.1 Total Suspended Solid Calculation

mg total suspended solid /L=( A−B ) ×1000

sample volume , mL(3.2.4.1.1)

Where:

A = weight of filter + dried residue, mg and

B = weight of filter, mg

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CHAPTER 4

RESULTS AND DISCUSSION

4.1 Introduction

In this section, it will shows that the result of the experiment. There are three

samples of water had been test in order to determine the standard effluent. Samples

of water were taken after through the adjustment operation in Sequencing Batch

Reactor (SBR) system. There are two types of water has been tested which is water

in (water flows in the wastewater treatment plant or influent) and water out (water

discharge from the plant or effluent). The current process of SBR is 60 minutes per

cycle. Standard grade water discharged to the environment is A for the 60 minutes

operation of SBR.

Energy consumption after reducing the SBR operation also being recorded

and analyzed in this section. The main purpose for the energy consumption analysis

is to determine the energy saving for this plant per day and per month after reducing

operational time of SBR.

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Table 4.1 Sample 1 data obtain for Sequential Batch Reactor operation

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SAMPLE 1

No. Duration Parameters Water In Water OutWater

Standard

Energy Consumption

(kWH)

1 1 Hour

pH 6.9 at 26 deg 6.1 at 26 deg

A 792BOD 155 4COD 471 19Suspended Solid 236 20Oil and Grease 97 Not detected (<2)

2 55 Minutes



3 50 Minutes



4 45 Minutes



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SAMPLE 2


Standard

Energy Consumption

(kWH)

1 1 Hour



2 55 Minutes



3 50 Minutes



4 45 Minutes




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SAMPLE 3


Standard

Energy Consumption

(kWH)

1 1 Hour



2 55 Minutes



3 50 Minutes



4 45 Minutes



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4.2 Graph of the water quality result

60 Minutes55 Minutes


5.65

5.7

5.75

5.8

5.85

5.9

5.95

6

6.05

6.16.1

6.1

5.8

6

6.16.1

5.8

6

6.1 6.1

5.8

6

Sample 1 Sample 2 Sample 3

Duration

pH

Val

ue

Figure 4.1 Graph of pH changes against duration of SBR operation

Figure shows the result of pH content in the wastewater treatment plant for

effluent water at UiTM Puncak Alam. Three samples have been tested for required

duration which is 60 minutes, 55 minutes, 50 minutes and 45 minutes. For the 60

minutes duration of SBR operation, pH value of effluent is 6.1 for all samples. pH

value remain 6.1 after reducing the system operation time to 55 minutes. For 50

minutes operation, pH value shows the reading of 5.8. And after 45 minutes

operation which is the minimum operation time for the experiment, pH value shows

the reading of 6.0. By referring Table 2.1(Standard Effluent of Malaysia), pH value

for the minimum operation time is standard A effluent.

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0

20

40

60

80

100

120

140

160

Biological Oxygen Demand (BOD)Sample 1

Water In

Water Out

Duration

mg/L

Grade B

Figure 4.2 Graph of BOD changes against duration of SBR operation

Figure shows the result of BOD content in the wastewater at UiTM Puncak

Alam wastewater treatment plant. This is a sample 1 result of water testing. There are

two types of water has been tested which is the water in (water flows into the

treatment plant or influent) and water out (water discharge from the treatment plant

or effluent). BOD in a wastewater been tested for each duration of SBR operation.

For the 60 minutes duration of SBR operation, BOD content of effluent is 4 mg/L. It

was increase to 6 mg/L after reducing the SBR system operation time to 55 minutes.

For 50 minutes operation, BOD content shows the reading of 10 mg/L. And after the

45 minutes operation which is the minimum operation time of the experiment, BOD

content increase to 12 mg/L. By referring Table 2.1(Standard Effluent of Malaysia),

BOD content for the minimum operation time is standard A effluent. Grade of

effluent will reduce to standard B if BOD content in effluent exceeds 50 mg/L.

Results for the sample 2 and 3 shows the similarities with the first sample.

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60 Minutes 55 Minutes

50 Minutes 45 Minutes

0

50

100

150

200

250

300

350

400

450

500

Chemical Oxygen Demand(Sample 1)

Water In

Water Out

Duration

mg/

L

Grade B

Figure 4.3 Graph of COD changes against duration of SBR operation

Figure shows the result of COD content in the wastewater at UiTM Puncak

Alam wastewater treatment plant. This is a sample 1 result of water testing. There are

two types of water has been tested which is the water in (water come into the plant or

influent) and water out (water discharge from the plant or effluent). COD in a

wastewater been tested for each duration of SBR operation at this plant. For the 60

minutes duration of SBR operation, COD content of effluent is 19 mg/L. It was

increase up to 26 mg/L after reducing the SBR system operation time to 55 minutes.

For 50 minutes operation, COD content shows the reading 30 mg/L. And after the 45

minutes operation which is the minimum operation time of the experiment, COD

content increase to 32 mg/L. By referring Table 2.1(Standard Effluent of Malaysia),

COD content for the minimum operation time is standard A effluent. Grade of

effluent will reduce to standard B if COD content in effluent exceeds 100 mg/L. For

the sample 2 and 3 of the experiment the result shows it close at similarities between

the three results.

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0

50

100

150

200

250

Suspended Solid(Sample 1)

Water In

Water Out

Duration

mg/

L

Grade B

Figure 4.4 Graph of Suspended Solid changes against duration of SBR operation

Figure shows the result of Suspended Solid (SS) content in the wastewater at

UiTM Puncak Alam wastewater treatment plant. This is a sample 1 result of water

testing. There are two types of water has been tested which is the water in (water

come into the plant or influent) and water out (water discharge from the plant or

effluent). SS in a wastewater been tested for each duration of SBR operation at this

plant. For the 60 minutes duration of SBR operation, SS content of effluent is 20

mg/L. It was increase up to 33 mg/L after reducing the SBR system operation time to

55 minutes. For 50 minutes operation, SS content shows the reading 20 mg/L. And

after the 45 minutes operation which is the minimum operation time of the

experiment, SS content is 26 mg/L. By referring Table 2.1(Standard Effluent of

Malaysia), COD content for the minimum operation time is standard A effluent.

Grade of effluent will reduce to standard B if SS content in effluent exceeds 100

mg/L. For the sample 2 and 3 of the experiment the result shows it close at

similarities between the three results.

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0

10

20

30

40

50

60

70

80

90

100Oil and Grease

Water InWater Out

Duration

mg/

L

Grade B

Figure 4.5 Graph of Oil and Grease change s against duration of SBR operation

Figure shows the result of Oil and Grease content in the wastewater at UiTM

Puncak Alam wastewater treatment plant. This is a sample 1 result of water testing.

There are two types of water has been tested which is the water in (water flows into

the plant or influent) and water out (water discharge from the plant or effluent). For

every durations of water been tested, oil and grease in effluent that discharge to the

environment has less than 2 mg/L. Thus, oil and grease in the effluent will consider

as not detectable. By referring Table 2.1(Standard Effluent of Malaysia), oil and

grease content for the minimum operation time is standard A effluent. Grade of

effluent will reduce to standard B if oil and grease content in effluent exceeds 10

mg/L.

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4.3 Energy Consumption Analysis

From the result that obtained from 4.1, it can be plotted the energy

consumption for the various duration of SBR in UiTM Puncak Alam Sewage

Treatment Plant.

60 Minutes 55 Minutes 50 Minutes 45 Minutes650

700

750

800

850

900

Graph of Energy Consumption vs Duration of SBR operation

Experiment 1

Experiment 2

Experiment 3

Duration of SBR operation

Ene

rgy

Con

sum

ptio

n, k

WH

Figure 4.6 Graph of Energy consumption versus Duration of SBR operation

From the three experiments of SBR operation, there are significant

differences of energy consumption when the duration of SBR operation was reduced

until 15 minutes. Energy consumption was taken is the overall energy from this

plant. It’s was included the energy form pumping system at preliminary processes

and secondary sedimentation process. It also includes pumping system, Heating

Ventilation and Air Conditioning (HVAC) system and lighting system. Current

process duration for SBR at UiTM Puncak Alam plant is 60 minutes.

36

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For the first experiment, an overall energy consume for current process is 792

kWH per day. After the operation has been reduced to 45 minutes, energy

consumption reduced to 711 kWH per day. The differences of overall energy

consume at this plant after the reducing the SBR operation is about 81 kWH per day.

For the second experiment, actual energy consumption for this plant is 859 kWH per

day when SBR operates in 60 minutes. After the operation was reduced to 45

minutes the overall energy consumes is 704 kWH per day. The differences energy

consumed for the reduction until 15 minutes operation is about 155 kWH per day. It

same goes to third experiment where it recorded the energy reduction until 143 kWH

per day. From the energy consumed, it shows that the daily energy consumption for

overall plant decreased when the operation is reduced to 15 minutes.

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4.4 Energy Saving Analysis

Table 4.4 Energy saving for the duration of SBR operation per day

Operational duration

Experiment 1 Experiment 2 Experiment 3

Energy Consumption

per day (kWH)

Energy Consumption

per day (kWH)

Energy Consumption

per day (kWH)

Energy consumption

averageper day(kWH)

Energy savingper day (kWH)

*60 Minutes 792 859 838 829.67 0

55 Minutes 756 765 748 756.33 73.34

50 Minutes 736 723 730 729.67 100

45 Minutes 711 704 695 703.33 126.34

(*) Current process duration for SBR operation

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From a maximum operation adjustment of SBR operation Estimation of

energy saving for this plant in 1 month (assuming for 30days) is:

Energy consumption:

Energy saving per day: 126.34 kWH

Energy saving per month: 3790.2 kWH

(30 days)

Table 4.5 Total energy saving per month for the duration of SBR operation per

day

Operational duration

Energy consumption

averageper

day(kWH)

Energy savingper day (kWH)

Energy Saving per month (30

days)(kWH)

*60 Minutes 829.67 0 0

55 Minutes 756.33 73.34 2200.2

50 Minutes 729.67 100 3000

45 Minutes 703.33 126.34 3790.2

(*) Current process duration for SBR operation

39

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60 Minutes

55 Minutes

50 Minutes

45 Minutes

0 20 40 60 80 100 120 140

Energy savingper day

n

Dur

atio

n of

SB

R o

pera

tion

126.34

100

73.34

0

Figure 4.7 Graph of energy saving for duration of SBR operation

From the three experiment conducted by reducing the Sequencing Batch

Reactor operation, the average energy consumption for 60 minutes operation is

829.67 kWH per day. 60 minutes duration is a current process operated at this plant.

The average energy consumption for 55 minutes operation is 756.33 kWH per day,

for 50 minutes operation is 729.67 kWH per day and 703.33 kWH for 45 minutes

duration of SBR operation. The differences of energy usage after reducing until 15

minutes operation are about 126.34 kWH per day. It can be save a lot of electricity

cost usage for this plant a month.

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4.5 Cost Operational Analysis

From the average energy consumption, average cost for the energy usage per

day can be calculated. TNB was introduced a Tariff C2 for the wastewater treatment

plant. But for this project, the cost calculation can’t be managed because of lack of

data for energy consumption by this plant.

The procedure to calculate the cost of electricity by using Tariff C2, it need

an hourly basis data for energy consumption by this plant. It is because from the

hourly basis data, it can be determine the peak period time and off-peak period time

in one day operation. It does automatically can be determine the maximum demand

on that day.

Besides that, the management of this plant only provided a data of energy

consumption for the overall plant which is included the Heating, Ventilation and Air-

Conditioning (HVAC) system, other process pumping system, Lighting system for

this plant and miscellaneous. In order to have a specific energy usage for the SBR

operation, it needs a specific data and electricity bill for the energy audit of SBR

system.

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CHAPTER 5

CONCLUSION AND RECOMMENDATIONS

5.1 Conclusion

To have a good wastewater treatment system need a good wastewater

management. Poor management will result into a disappointing energy saving

performance and will automatically increase the cost higher than usual.

Based on research had done, many changes in energy consumption can be

seen after a few adjustment of the Sequencing Batch Reactor operation had been

done. However, a quality of water is slightly changes from the current plant

operation. But, standard of effluent still remain in standard A.

For energy consumption of this plant, it shows that the overall energy

consumption was decrease after the duration of SBR operation had reduces from 60

minutes to 45 minutes without affecting the effluent standard. The average energy

consume by this plant is 829.67 kWH per day for the actual process while for 45

minutes operation, the average energy consumed by this plant is only 703.33 kWH.

The expected energy can be saving after the operation reduction is about 15.22% per

day.

42

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For the water quality, most of the water parameters had been test after the

reduction of operational time of SBR still far to exceed the standard B effluent. The

reading of important parameter such as Biochemical Oxygen Demand (BOD) and

Suspended Solids (SS) remain in standard A.

As a conclusion, the overall objectives of this project were achieved. The

optimization of wastewater treatment could not be neglected in order to avoid an

over operational system for the entire plant. From the experiment and testing that

carried out shows that the operation of SBR can be reduce thus save an electricity

cost of the wastewater treatment.

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5.2 Recommendation

For the recommendation of this project, it can be recommended that the

whole data of energy consumption should be monitor and analyze constantly for the

improvement of energy audit. For the current method, energy consumption data had

been monitor randomly.

Plant management also must have a data for hourly basis at least once a week.

To be more specifically in order to determine the cost for the Sequencing Batch

Reactor (SBR), the data should be taken and record separately based on the different

system in the plant.

Current process of SBR system in this plant is 60 minutes. For the

recommendation, the operation should be reducing to 45 minutes as long as the

quality of effluent discharge to the environment still fulfils the requirement by

Department of Environmental (DOE) Malaysia.

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REFERENCES

[1] Gajanan Khisan Khadse, Moromi D. Kalita, S. N. Pimpalkar, Pawan K.

Labhasetwar. “Surveillance of Drinking Water Quality for Safe Water Supply – A

Case Study from Shillong, India”. Published online 5 July 2011. DOI

10.1007/s11269-011-9858-2.

[2] Mohamad Ali Fulazzaky, Ten Wee Seong, Mohd Idrus Mohd Masirin (2009).

“Assesement of Water Quality Status for the Selangor River in Malaysia”. Published

online 1 April 2009. DOI 10.1007/s11270-009-0056-2.

[3] Jeremy Parr, Michael Smith and Rod Shaw. “Wastewater Treatment Option”.

Technical Brief. Water and Environmental Health at London and Loughborough

(WELL).

[4] Daniel E. Meeroff, Frederick Bloetscher, Thais Bocca and Frederic Morin.

“Evaluation of Water Quality Impacts of On-site Treatment and Disposal Systems on

Urban Coastal Waters”. Published online 9 February 2008. DOI 10.1007/s11270-

008-9630-2.

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[5] M. K. Chaturvedi and J. K Bassin. “Assessing the water quality index of

water treatment plant and bore wells, in Delhi, India”. Published online 3 April 2009.

DOI 10.1007/s10661-009-0848-2.

[6] Dr. Sultan A. Salem, Dr. El-Sayed H. Badawy and Dr. Yousef El-Dweeb.

“Chemical, physical and biological characteristics of sewage water (sludge and

effluent)”. Al- Satil Journal. Al-jabel El-gharbi University – Faculty of Science – Al-

zentan – Libya.

[7] Srivastava Anukool and Srivastava Shivani. “Assessment of Physico-

Chemical properties and sewage pollution indicator bacteria in surface water of River

Gomti in Uttar Pradesh”. International journal of environmental sciences Volume 2,

No 1, 2011. ISSN 0976 – 4402.

[8] Department of Environment (DOE) Malaysia, “Environment Quality Act

1974”

[9] P. Kosobucki, A. Chmarzyński, B. Buszewski. “Sewage Sludge

Composting”. Accepted March 16, 2000. Polish Journal of Environmental Studies

Vol. 9, No. 4 (2000), 243-248

[10] S. Vigneswaran, M. Sundaravadivel, and S. Chaundhary. “ Sequencing Batch

Reactors: Principles, Design/Operation and Case Study”. Water and Wastewater

Treatment Technology. University of Technology Sydney, Australia.

[11] N. Artan and R. Tasli. “Effect of Aeration and Filling Patterns on Nutrient

Removal Performance in a Sequencing Batch Reactor”. Received 24 March 1988.

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Accepted 6 January 1999. Environmental Technology Volume 20, Issue 5, 1999.

Page 507-513.

[12] EPRI’s Municipal Water and Wastewater Program. ‘Energy Audit Manual

for Water/Wastewater Facilities”. Section One. Page 1-1.

[13] A. Thunberg, A.M. Sundin and B. Carlsson, “Energy optimization of the

aeration process at Käppala wastewater treatment plant”, 10th IWA Conference on

Instrumental, Control & Automation, Cairns Convention Centre, Australia, June

2009.

[14] H. Hazran, W.M.W.A. Najmi and M. Suhairil. “ Energy Consumption of TES

at UiTM Based on Actual Building Load Profile”. Department of Thermalfluids,

Faculty of Mechanical Engineering, Universiti Teknologi MARA, Shah Alam

[15] ABL-SBR Process. (n.d). Retrieved June 10, 2012. From ABL Environment

Consultant Limited.

Website: www.ablenvironmental.com/prod/prod_sbr_stages.htm

[16] Aeration. (n.d).“Wastewater Treatment”. Retrieved June 11, 2012. From

Siemens Energy Austral-Andina.

Website: < http://www.energy.siemens.com/co/en/compression-

expansion/special-applications/aeration/waste-water-treatment.htm

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final year project (final report)

Documents