Final Year Project (Final Report)

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1 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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4 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

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

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Sulphide mg/l 0.50 0.5

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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10 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.

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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 Rates

Tariff B

Low Voltage Commercial Tariff For all kWh

The minimum monthly charge is RM7.20

cent/kWh 32.3

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15 Medium Voltage General

Commercial Tariff

For each kilowatt of maximum demand per month

For all kWh

The minimum monthly charge is RM 600.00 RM/kW cent/kW 19.50 23.4 Tariff C2

Medium Voltage Peak/Off Peak Commercial Tariff

For each kilowatt of maximum demand per month during the peak-period

For all kWh during the peak-period For all kWh during the off peak-period The minimum monthly charge is RM 600.00 RM/kW cent/kW cent/kW 29.00 23.4 14.4

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16 CHAPTER 3

METHODOLOGY

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.

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17 Process Flow of Research

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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18 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 Result analysis

 Quality of water

 Energy consumption for the every Sequencing Batch Reactor (SBR) duration  Analyzed the energy saving  Electricity cost estimation

Relate the result with the project‟s objective Project objectives achieved Conclusion TERMINATION

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20 3.3 Gantt Chart for Final Year Project I

Remarks: Task

Semester Part 7

Duration (Months)

July August September October November December January Activities

PERSONA

L

Final Year Project I

1 Search for project and confirmation

2 Problem Statement,Objectives and Scope of Project

3 Literature Review 4 Project Methodology

5 Proposal Submit to Supervisor

6 Final Presentation

Planning Actual

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21 3.4 Gannt Chart for Final Year Project I

Task

Semester Part 8

Duration (Months)

February Mac April May June July

Activities

PERSONA

L

Final Year Project II

1 Seasonal Mode Research at UiTM Puncak Alam

2 Sequantial Batch Reactor (SBR) Operation Research

3 Samples of water from SBR operational changes

4 Samples of water testing

5 Result compilation for water testing and energy consumption

6 Progress update

7 Draft submission for 2nd Examiner

8 Final Presentation

9 Final Report submission

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22 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

₎ _(3.2.1.1.1)

ii. Solve for ultimate BOD

( ₎ (3.2.1.1.2)

iii. Solve for seeded BOD

) ) (3.2.1.1.3)

Or

) (3.2.1.1.4)

iv. Solve for temperature of interest

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

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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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26 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

) (3.2.4.1.1)

Where:

A = weight of filter + dried residue, mg and B = weight of filter, mg

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27 CHAPTER 4

RESULTS AND DISCUSSION

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

SAMPLE 1

No. Duration Parameters Water In Water Out Water

Standard Energy Consumption (kWH) 1 1 Hour pH 6.9 at 26 deg 6.1 at 26 deg A 792 BOD 155 4 COD 471 19 Suspended Solid 236 20

Oil and Grease 97 Not detected (<2)

2 55 Minutes pH 6.9 at 26 deg 6.1 at 26 deg A 756 BOD 156 6 COD 472 26 Suspended Solid 230 33

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Table 4.2 Sample 2 data obtain for Sequential Batch Reactor operation SAMPLE 2

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Table 4.3 Sample 3 data obtain for Sequential Batch Reactor operation

SAMPLE 3

Oil and Grease ₉₇ Not detected (<2)

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31 4.2 Graph of the water quality result

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.

5.65 5.7 5.75 5.8 5.85 5.9 5.95 6 6.05 6.1 60 Minutes 55 Minutes 50 Minutes 45 Minutes 6.1 6.1 5.8 6 6.1 6.1 5.8 6 6.1 6.1 5.8 6

Sample 1 Sample 2 Sample 3 Duration

pH

V

al

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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.

0 20 40 60 80 100 120 140 160 60 Minutes 55 Minutes 50 Minutes 45 Minutes mg/L Duration

Biological Oxygen Demand (BOD)

Sample 1

Water In Water Out

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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.

0 50 100 150 200 250 300 350 400 450 500 60 Minutes 55 Minutes 50 Minutes 45 Minutes m g /L Duration

Chemical Oxygen Demand

(Sample 1)

Water In Water Out

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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.

0 50 100 150 200 250 60 Minutes 55 Minutes 50 Minutes 45 Minutes m g /L Duration

Suspended Solid

(Sample 1)

Water In Water Out Grade B

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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. 0 10 20 30 40 50 60 70 80 90 100 60 Minutes 55 Minutes 50 Minutes 45 Minutes m g/L Duration

Oil and Grease

Water In Water Out

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36 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.

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.

650 700 750 800 850 900

60 Minutes 55 Minutes 50 Minutes 45 Minutes

E nerg y Co ns um ptio n, k WH Duration of SBR operation

Graph of Energy Consumption vs Duration of SBR

operation

Experiment 1

Experiment 2

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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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38 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 average per day(kWH) Energy saving per 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

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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 _consumptionEnergy average per day(kWH) Energy saving per 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

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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.

0 20 40 60 80 100 120 140 60 Minutes 55 Minutes 50 Minutes 45 Minutes n D urat ion of SB R operat ion

Energy saving

per day

126.34 100 73.34 0

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41 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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42 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.

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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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44 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.

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[8] Department of Environment (DOE) Malaysia, “Environment Quality Act 1974”

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[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.

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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

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