Journal of Environmental Treatment Techniques 2015, Volume 3, Issue 2, Pages: 88-96

Design of Drinking Water Treatment Plant for Mekelle City

Misgina Tilahun

, Haftom Zenebe

, Gebremedhin Hishe

, Desta Berhe

, Kibrom Gebreegziabher

, Abadi Gebreyohans

and Omprakash Sahu

1- Department of Biological and Chemical Engineering, MIT, Mekelle University, Ethiopia

2- Department of Chemical Engineering, Adigrat University, Ethiopia

3- Department of Chemical Engineering, KIOT, Wollo University, Ethiopia

Received: 15/12/2014 Accepted: 11/01/2015 Published: 30/06/2015

Abstract

Safe and clean drinking water has major role for human health. The water quality can describe according to their

physicochemical and biological characteristics and permissible limits have been fixed by international organization. The aim of

study is to design and development drinking water treatment plant according to public health safety. The treatment plant was

designed has been used the combination of reverse osmosis and ultrafiltration for purification of Mekelle City’s drinking water.

Totally there are 13 unit operations used for design and the plant is designed to be used for the next 15 years. The design has been

done with by using intelligen super pro designer version of 9.0, The results shows that total dissolved solid was decreased 119.2

mg/L and arsenic 0.0041 mg/L, which is meet the standard of drinking water.The engineering aspects of material balance, energy

balance and cost estimation has also been discussed.

Keywords: Biological; Contaminates; Drinking; Pollutants; Treatment

1 Introduction

Groundwater is water located beneath the earth's

surface in soil pore spaces and in the fractures of rock

formations. A unit of rock or an unconsolidated deposit is

called an aquifer when it can yield a usable quantity of

water. The depth at which soil pore spaces or fractures and

voids in rock become completely saturated with water is

called the water table. Groundwater is recharged from, and

eventually flows to, the surface naturally; natural discharge

often occurs at springs and seeps, and can

form oases or wetlands [1]. Groundwater is accumulated in

layers of bedrock and soil where the mix forms a geologic

unit, an aquifer, in to which wells are sunk and which

supply the municipal water system. It is difficult to purify

once tainted, since poisons can lodge in geologic shelves,

which can infect the unpolluted water batches [2].

Freshwater covers only 3 percent of the earth’s surface and

much of it lies frozen in the Antarctic and Greenland polar

ice [3].Water quality is a term used to describe the

chemical, physical, and biological characteristics of water,

generally in terms of suitability for a particular - or

designated - use. It is a function of the geology of the

watershed.

Impurities in water can be determined by water

analysis. Water analysis is used to classify, prescribe

treatment, control treatment and purification processes and

maintain public supplies of water of an appropriate

Corresponding authors:

Omprakash Sahu, Department of

Chemical Engineering, KIOT, Wollo University, Ethiopia,

Email:ops0121@gmail.com; Tel: +251940209034

standard of organic quality, clarity and palatability. There

are different methods used today to analyze water quality,

such as AAS which is used to know the concentration of

heavy metals. The analysis of raw water enables the choice

of the process for water purification. Analysis at the various

stages of treatment allows monitoring the effectiveness of

the treatment process, and the analysis of purified water

ensures the correct degree of purification, as per required

standards, is obtained [4].

Common water sources for municipal water supplies

are deep wells, shallow wells, rivers, natural lakes, and

reservoirs. Depending on the quality of the raw water, the

extent of pollution and the regulations for safeguarding of

public health, drinking water is treated by various methods

before it reaches the consumer. Well supplies normally

yield cool, uncontaminated water of uniform quality that is

easily processed for municipal use. Processing may be

required to remove dissolved gases and undesirable

minerals. The simplest treatment is disinfection and

fluoridation. Deep well supplies may be chlorinated to

provide residual protection against potential contamination

in the water distribution system. In the case of shallow

wells not under the direct influence of surface water,

chlorination serves to disinfect the groundwater and

provide residual protection. Fluoride is added to reduce the

incidence of dental caries [2]. Dissolved iron and

manganese in well water oxidize when they come in

contact with air, forming tiny rust particles that discolor the

water. These can be removed by oxidizing the iron and

manganese with chlorine or potassium permanganate, and

removing the precipitates by filtration. Excessive hardness

is commonly removed by precipitation softening. Lime

and, if necessary, soda ash are mixed with well water, and

Journal weblink: http://www.jett.dormaj.com

J. Environ. Treat. Tech.

ISSN: 2309-1185

Journal of Environmental Treatment Techniques 2015, Volume 3, Issue 2, Pages: 88-96

settle-able precipitate is removed. Carbon dioxide is

applied to stabilize the water prior to final filtration.

Aeration is a common first step in the treatment of most

ground waters to strip out dissolved gases and add oxygen

[4]. Disinfectant is the last treatment applied to water [5].

Ethiopia is one of the member countries that adopted

the millennium development declaration with its main

objective of poverty reduction [6]. This includes

prioritizing accessibility to improved water supply. Prior

research has revealed that access to clean water, sanitation

and hygiene are the significant elements for poverty

alleviation [7]. In 2001, the Government of Ethiopia

adopted a water and sanitation strategy that called for more

decentralized decision-making; promoting the involvement

of all stakeholders, including the private sector, and

integrating activities relating to water supply, sanitation and

hygiene [4].According to a report from MWSS on January

2014 there are 37, 298 customersusing individually 49

lit/capital/day on average out of the total 18,000m

/day,

which is equivalent to 750 m

/h,supply by the

municipalityfrom the total 22 bore holes currently

functioning. Earlier this year the office had planned to

supply 40,160 m

on daily basis, which is equivalent to

1673.4m

/h, to fulfill the daily demand which is

160lit/capital/day hence satisfying the 342,200 people

currently living in the City according to the office. We can

see that not only there is a problem of quality supply of

water but also there is a huge gap in the supply-demand of

water in the City.Being one of the cities of Ethiopia,

Mekelle, is also expected to have the required sanitation

and hygiene of water for its population. According to an

analysis made by Gebrekidan, M and Samuel, Z;

Concentration of Heavy Metals in Drinking Water from

Urban Areas of the Tigray Region, Northern Ethiopia, and

by the MWSS, the groundwater of Mekelle City has found

to be of high concentration of TDS (may reach up to 1288

mg/L) [8] Though the recommended amount of TDS is

500mg/L [9] and above average concentration of many

heavy metals like Arsenic and cadmium.The Feed water

composition shows that the raw water was rich in sulphate,

chloride and calcium and highly furring [10].High levels of

TDS may be objectionable to consumers and could have

impacts for those who need to limit their daily salt intake

e.g. severely hypertensive, diabetic, and renal dialysis

patients [11]. And also it is found to be with a high

concentration of heavy metals and slightly saline [12].

The aim of drinking water treatment plant should be to

provide accordingly susceptible standards of service, to

gain customer satisfaction, delivering to customer ‘water

that is both aesthetically pleasing and to meet public health

safety requirements [9]. Unfortunately still there is no any

technology employed to solve this problem that is they use

only chlorine which is used for disinfection purpose while

the problem is in need of beyond disinfection. So it was

planned to work to fill this gap; to design a cost effective

and modernized technology or plant to eliminate this

problem.The goal of this study was to show how to

improve access to quality water of Mekelle City, located

777 kilometers of the capital [13], by designing a suitable

drinking water treatment plant after assessing current

service and treatment of the ground water of the City. The

general objective was to develop and construct a plant that

will treat the ground water of the City.

2 Material and Methods

2.1 Material

The drinking water sample was collected from borehole

at four different locations Mekelle City. It was preserved in

C until used. The initial physicochemical parameters

are shown in Table. 1.

2.2 Methods

The methodology that was used in this project needed

assessment which includes the analysis of data collected

from municipal and national offices; a review of relevant

documents, a synthesis of informal interviews conducted

with stakeholders, and data collected through questionnaire.

Members from the MWSS were consulted for information

regarding the state of water and sanitation in Mekelle City.

The design of the treatment plant was carried out by using

intelligent super pro design and ROSA. For the treatment of

drinking water reverse osmosis. Reverse osmosis in

conjunction with ultrafilteration in the design of the plant

as a main method of treatment of the drinking water. The

complete setup after design with super pro is shown in

Fig.1.

As it is clearly shown in the figure below, super

predesigned treatment plant, we mainly used RO and

ultrafiltration as a main method for the treatment and

purification of the City’s drinking water. The specification

of the major equipment is given in table 11, shown below.

Reservoir however, should be designed to keep the water

fresh and to prevent the carry-over of sediment [14]. In our

design first the feed water which was pumped using

centrifugal pump from the ground water was forced to enter

to the ultrafiltration through the Mixer of three inputs

(including recycles from the two RO) at a flow rate of

763.999m

/h, a flow rate that is being used by MWSS

considering the total supply and customers demand.

Virtually all pumps used to lift water more than a few

meters are centrifugal pump [15].The ultrafiltration was

designed with a recovery rate of 95%, rejection coefficient

of 0.0009, and pore size of 0.45 microns. Most of the water

is then passed through the RO into the Degasification unit

by recycling one-fourth of its content back to the first

Mixer. Around 50 m3/h of water is sent to the waste water

treatment section through the second mixing unit. The RO,

main separation unit, has a recovery rate of 99%,

Membrane Area of 30 m

2 (

maximum area=80 m

), and pore

size of 0.45 microns. We used ROSA to get the optimum

recovery and rejection percentage. The Degasification unit

is mainly designed to remove the gaseous component of the

feed water (dissolved O

and N

) and oxidize Fe and Mn so

as to from a precipitate. After removal of these Dissolved

gases the water is stored in a tank with a capacity of 50 m

For the second section of the design, waste water

treatment section, the Mixer begins with mixing two inputs,

one from the Ultrafiltration and another input by the

addition of CaSO

(16 kg/h) and water for settlement

purpose.

Journal of Environmental Treatment Techniques 2015, Volume 3, Issue 2, Pages: 88-96

Table 1: Physicochemical parameters of four different location of Mekelle city

Sources of sample

Bore hore

FPW-10

Borehole Laci

(Elala)

Borehole

Chinferes

Bore hole

Dandera

WHO Standard

(MPL)

Physical parameters

Appearance

Clear

Color

Clear

Odor

Non-

objectionable

Non-objectionable

Non-

objectionable

Non-

objectionable

Non-

objectionable

Taste

Non-

objectionable

Non-objectionable

Non-

objectionable

Non-

objectionable

Non-

objectionable

Chemical Parameters

Dissolved Oxygen

(DO)

6.4

5.3

4.2

6 mg/L

Total Iron (mg/L Fe)

0.96

0.3

0.54

0.4

0.3 mg/L

Copper (mg/L Cu)

1.92

7.74

0.31

0.8

1.5 mg/L

Chromium (mg/L Cr)

0.002

0.015

0.06

0.025

0.05mg/L

Manganese (mg/L Mn)

0.3

67.6

0.3

0.03

0.5mg/L

Ca hard(mg/l) as

CaCO

)

400

1200

360

420

200mg/L

Total Hardness as

CaCO

620

1600

400

720

300mg/L

Nitrate (mg/L NO

)

0.8

0.6

0.3

50mg/L

Nitrite (mg/L NO

)

1.2

1.4

3mg/L

Bacteriological Parameters

Total Coli form

Nil

Total Coli form

Nil

Total Coli form

Nil

Fecal Coli form

Nil

Fecal Coli form

Nil

Fecal Coli form

Nil

This treatment involves various unit operations such as clarification, centrifugation, GM filtration, a second RO, and another

storage unit for the wastes. The basic principle behind this treatment section is sedimentation of these waste product by addition

of CaSO

so as the heavy particle with remain at the bottom of these unit operations and the light particle, water part, will recycle

to the main treatment section. According to author Gebrekidan and Samuel, 2010 in Mekelle city some other heavy metal was

detected those are mention in Table 2.

Table 2. Heavy metal available in Mekelle city drinking water (Gebrekidan and Samuel, 2010)

S.No

Heavy metals

Quality (mg/L)

Permissible limit (mg/L)

Arsenic(As)

330-460

Cadmium(Cd)

14-21

Chromium(Cr)

131-158

100

Iron(Fe)

97-919

300

Lead(Pb)

69-106

Conductivity(µS/Cm)

1172-2130

250

TDS(mg/L)

698-1288

500

Turbidity(NTU)

0.504-27.42

0.5-1

2.3 Analytical method

Physicochemical parameter can be analysis with

reference of standard book. Temperature, conductivity,

total dissolved solids and salinity of the samples were

measured at the sampling sites using Jenway 4150, portable

conductivity meter. pH was also recorded at the sampling

sites using Hach, HQ11d Portable pH Meter. Turbidity of

the samples was measured at aquatic chemistry laboratory

of Mekelle University using Hach, 2100Q Turbidimeter.

Heavy metals (As, Cd, Co, Cu, Cr, Fe, Mn, Ni, Pb and Zn)

analysis was done at analytical laboratory of Ezana Mining

Development P.L.C. using AA240FC, Varian instruments,

Fast Sequential AAS Australia with instrument working

condition. Analytical grade chemicals (HNO3, Sigma

chemicals, Australia and standard heavy metal solutions,

Varian instruments, Australia) after preserving at 4

C for

short period of time. For biological testing the sample was

taken in test tube. After we sterilize all flasks, test tubes,

and Petri plates required in hot air oven were used Ethylene

Methylene Blue (EMB) Agar for the growth E.coli and

Journal of Environmental Treatment Techniques 2015, Volume 3, Issue 2, Pages: 88-96

Violet Red Bile (VRB) agar for the growth of total

coliform. The sample was incubated in media. By doing

this it was able to identify the specific types of

microorganisms found in petri plates. The result obtained

from experiments was compared with WHO drinking water

biological parameters standards.

Fig.1: Drinking water treatment plant layout for Mekelle City

3 Results and Discussion

3.1 Selection of Membrane

In the designing the Drinking Water Treatment plant

using reverse osmosis systems that uses intermittent energy

sources, it is very important to design a RO system that

could operate under broad operational window. The main

thresholds of the operational window include the maximum

feed pressure (determined by the membrane mechanical

resistance); maximum constituents chemical flow rate

(should not be exceeded to avoid membrane deterioration);

minimum constituents chemical flow rate (should be

maintained to avoid precipitation and consequent

membrane fouling); and maximum product concentration

(if the applied pressure is less than a determined value, the

permeate concentration will be too high). Using chemical

characteristics of water of the study area, and varying the

values of variables of operational window thresholds, it

was run the model several times. According to the results

of the analysis, at 25

C, the maximum allowable pressure,

maximum chemical constituents flow rate, minimum feed

flow rate, and minimum pressure of our design are about 50

bar, 780m

/h, 700m

/h, and 30 bar, respectively.

Membrane performance was measured in terms of

membrane rejection (R) and permeates water flux (J

Rejection is a measure of solute separation by the

membrane and is defined as:

R = [ 1-C

] x 100 (1)

Where C

and C

are the solute concentrations in the

permeate and feed streams, respectively. Using ROSA, we

have performed several RO design options capable of

producing 750 m

/h. After performing several design

alternatives, our preferred design is a two stage with three

membrane elements in each stage. The membrane has a

recovery rate of 99%, membrane area of 30m

, and pore

size of 0.45 microns. The type of membrane used in this

analysis is SW30HRLE-400. The optimization of

membrane is shown in Fig.

Fig.2 Optimization of membrane system

Journal of Environmental Treatment Techniques 2015, Volume 3, Issue 2, Pages: 88-96

3.2 Power Requirement

The power requirement for the treatment of drinking

water is shown in Fig. In reverse osmosis treatment

systems, energy is a major consideration. Power

consumption by the system which includes power for

drinking water pumping, high pressure pumping, booster,

and chemical treatment could be calculated using equation

(2) [16].

= Q

) (2)

Where,

(kW) = Power consumed by feed, low and high

pressure, booster and chemical water treatment pumps,

Qn(m

/s) = Rates of feed water, fresh water production,

boosted water,

(kPa) = Feed pressure, boosted pressure, rejection

pressure

En (Net efficiency of feed pump) = Ep (pump efficiency) *

En (motor efficiency) for high pressure pump (booster) and

energy recovery turbine.

From the result it is clear that energy requirement

increase with increase in feed flow rate. At optimum

pressure 50bar and flow rate 780m

/h it show 5.5KW/h

power consumption, According to [16] the low pressure

pump consumes the highest energy, and the rest constitutes

about 20% of the lowerpressure pump. The power required

for the system’s lower pressure pump, at 10m

/h feed water

flow rate, 45bar pressure, and 0.85 pump efficiency, is

about14.71kW. An additional 2.94kW will be needed for

booster, feed water, chemical treatment andother pumps,

which is about 20% of the lowerpressure power

requirement. Thus, the total power requiredfor the RO

system design is equivalent to author.

Fig.3: Pumping power requirement for RO system

3.3 Biological Test

The bacterial reduction study is shown in Fig. 4 (a) and

Fig (b). The results show that at the end of culture there

was no sign of microorganism found in all of these

samples. From these four results it canbe possible to

conclude that the drinking water of Mekelle City is free of

both E.coli and total coliform. Hence the researchers

decided to add 1.5 mg/L of 70% strength chlorine to it in

order to avoid the formation of any related microbial life in

the storage and distribution system. This might be due to

drinking water usually undergo dramatic changes in

distribution systems and this may made the distribution

systems no longer considered as inert systems supplying

drinking water to large areas [9]. In this study distribution

systems are considered as biological and chemical reactors

that interact with the transported water, in that water quality

changes with time and space [17].

3.4 Effect on physicochemical parameters

The initial feed concentration and outlet concentration

of physicochemical parameters and heavy metal on RO

system is shown in Table3. From the Table 3, it is clear that

by using the RO purifier system, the concentrations can be

decrease upto acceptable international standards. For

instance, the TDS was lowered to a value of 119.2mg/L

from 1288 mg/L which is an excellent water quality for

drinking according to many international organization and

countries classification of drinking water including the

WHO. This means a huge increase in the aesthetic value of

the water, while decreasing the amount of substances

consumed while drinking water. The Arsenic value was

decreased from a value of 0. 44938 mg/L to

0.0041mg/L.Arsenic (As) is a potential risk to consumers

because it has the potential to cause hyperkeratosis and skin

cancer in human beings.The concentration of As in the

water distributed in Mekelle City ranged between 395 and

460 µg/L. Implementation of this design would decrease

the concentration of As to 0.004108.The concentration of

Lead in Mekelle City’s distributed water ranged from 80 to

583 µg/L, which way beyond the safety standards set by

WHO (10 µg/L), and USEPA (15 µg/L). This means that

diseases and/or disorders related to lead consumption have

the potential to happen. This project managed to decrease

the concentration of Lead to 5.29 µg/L. The other element

which were causing stains and affecting the taste of

beverages is Fe having a concentration of 97-919 µg/L,

while the MPL of WHO is 300 µg/L. After we designed the

treatment plant we were able to decrease this high

concentration of Fe into insignificance amount, 0.2613

µg/L.

3.5 Mass balance of treatment plant

For drinking water practice, the water itself is the

defined system, which the mass balance is constructed.

Based on practical considerations, it is fairly easy to

determine the mass of compounds in the water taking a

water sample. Furthermore, only final water from the

treatment plant enters the drinking water network and it is

only drinking water that is consumed at the tap. Influences

on the system, mostly elements attached to, lying on or are

part of the wall of the main network pipes (such as

biofilms, sediment and the pipe material) should not be

included. Incase particles are suspended in the water; this

might be as well called suspended in the bulk phase,

assuming that most of the particles are present in the water

[18]. The next two tables show the overall and component

material balance.

Assume data for material balance:

Annual Operating Time 7,920.00h

Unit Production Ref. Rate 6,514,205.76m

(STP)

Operating Days per Year 330.00

Journal of Environmental Treatment Techniques 2015, Volume 3, Issue 2, Pages: 88-96

Fig.4 Cultured Sample from drinking water (a) E.Coli (b) Coliforms

Table 3: Inlet and outlet concentration in drinking water treatment system

S.No

Components

Concentration(mg/L) (IN)

Concentration(mg/L) (OUT)

0.44938

0.004108

0.02052

0.0010480

0.00000

3.972606

0.02931

0.014972

0.15435

0.078850

2.63763

1.347332

0.89779

0.2613

0.08597

0.043917

0.10355

0.0052900

10.

0.04005

0.020461

11.

0.56954

0.290948

12.

CaCO

1172.30263

68.729266

13.

CaSO

0.00000

0.589473

14.

Oxygen

6.25228

0.000632

15.

Nitrogen

1.95384

0.000197

16.

TDS

1288

119.144900

17.

Total hardness

1563.07018

141.308492

18.

Water

985711.86475

993359.187931

Table 4: Bulk Materials (Entire process)

Material

Kg/yr.

Kg/h

Kg/m

(STP) MP

2,719

0.343

0.000

CaCO

7,093,453

895.638

1.198

124

0.016

0.000

177

0.022

0.000

934

0.118

0.000

15,960

2.015

0.003

5,432

0.686

0.001

520

0.066

0.000

242

0.031

0.000

10.

Nitrogen

11,822

1.493

0.002

11.

Oxygen

37,832

4.777

0.006

12.

627

0.079

0.000

13.

TDS

7,613,640

961.318

1.286

14.

Total Hardness

9,457,938

1,194.184

1.597

15.

Water

5,965,096,745

753,168.781

1,007.225

16.

3,446

0.435

0.001

17.

Chlorine

23,760

3.000

0.004

18.

CaSO

132,000

16.667

0.022

19.

Total

5,989,497,376

756,249.669

1,011.345

Journal of Environmental Treatment Techniques 2015, Volume 3, Issue 2, Pages: 88-96

Table 5: Overall components balance (kg/yr.)

S.No

Component

OUT

IN-OUT

2,719

CaCO

7,093,453

CaSO

132,000

132,046

124

Chlorine

23,760

177

934

15,960

5,432

10.

520

11.

242

12.

Nitrogen

11,822

13.

Oxygen

37,832

14.

627

15.

TDS

7,613,640

16.

Total hardness

9,457,938

17.

Water

5,965,096,748

5,964,294,219

802,529

18.

3,446

TOTAL

5,989,497,376

5,988,694,801

802,575

3.6 Energy balance

1. Total Heat Transfer Agent Demand

Heat Transfer Agent

kg/yr.

kg/h

kg/m

(STP) MP

Steam

2087149.94

263.53

0.35

Steam (High P)

0.00

Cooling Water

536695699.95

67764.61

90.62

Chilled Water

0.00

2 Total Power Demand

Power Type

kW-h/yr.

kW-h/h

kW-h/m

(STP) MP

Std Power

103947055.58

13124.63

17.55

TOTAL

103947055.58

13124.63

17.55

3.7 Cost Estimation

1 Executive Summary (2014 prices)

Total Capital Investment

2,328,718.9$$

Capital Investment Charged to This Project

2,328,718.9$$

Revenues

1,042,272.9216 $/yr.

Cost Basis Annual Rate

6,514,205.76m

/yr.

Unit Production Revenue

0.160 $/m

(STP) MP

Payback Time

2.3 yr.

2 Fixed Capital Estimate Summary (2014 prices in $)

A. Total Plant Direct Cost (TPDC) (physical cost)

Equipment Purchase Cost (for the 13 unit operations)

395,870

Installation

193,810

Process Piping

138,555

Instrumentation

158,350

Insulation

11,875

Electrical

39, 585

Buildings

178,140

Yard Improvement

59,380

Auxiliary Facilities

158,350

TPDC

1,333,915

Journal of Environmental Treatment Techniques 2015, Volume 3, Issue 2, Pages: 88-96

B. Total Plant Indirect Cost (TPIC)

10.

Engineering

333,480

11.

Construction

466,870

TPIC

800,350

C. Total Plant Cost (TPC = TPDC+TPIC)

TPC

2,134,265

D. Contractor's Fee & Contingency (CFC)

12.

Contractor's Fee

53,357.5

13.

Contingency

10,526.4

CFC = 12+13

63,883.9

E. Direct Fixed Capital Cost (DFC = TPC+CFC)

DFC

2,198,148.9

1 Labor Cost

Labor Type

Unit Cost

Annual Amount (h)

Annual Cost ($)

Operator

($/h)

97,869

32,199

100.00

TOTAL

0.329.00

97,869

32,199

100.00

12.

Contractor's Fee

53,357.5

13.

Contingency

10,526.4

CFC = 12+13

63,883.9

2 Materials Cost

Bulk Material

Unit Cost ($/h)

Annual Amount (h)

Annual Cost ($)

Chlorine

0.300

23,760 kg

7,128

9.75

CaSO

0.500

132,000 kg

66,000

90.25

TOTAL

73,128

100.00

3 Profitability Analysis (2014 prices)

Direct Fixed Capital

2,198,148.9

Working Capital

7,850 $

Startup Cost

122,720 $

. Up-Front R&D

0 $

Up-Front Royalties

0 $

Total Investment (A+B+C+D+E)

2,328,718.9$

Investment Charged to This Project

2,328,718.9$

4 Revenue/Savings Rates

Pure water (Main Revenue)

753.959 m

/h = 6,514,205.76m

(STP) /yr.

Pure water (Main Revenue)

0.16 $/m

(STP)

Total Revenues/Savings

1,042,272.9216 $/yr.

4 Conclusions

It is concluding that after design of the treatment plant

almost all of the concentration of the heavy metals and the

amount of the physicochemical parameters were decreased

to lower values which are acceptable by many international

standards including by the WHO. By this work an

attempted has been carried out to highlight importance of

treatment plant for Mekelle City. The result shows that

after treating the ground water using the designed treatment

plant; it is suitable for drinking purpose. It is

recommending to MSWW (Mekelle City Water Supply and

Service) to implement this plant in order to avoid the

current problem which may be a cause for many diseases

and get customers satisfaction.

Reference

1- Anon., (2012, August 31). Water filters info. Retrieved

08 16, 2013, from water filter info:

http://www.Waterfilter-Info.com.

2- Anon., (2013, August 15). Groundwater. Retrieved 08

16, 2013, from Wikipedia, the free encyclopedia:

http://en.wikipedia.org/wiki/Groundwater.

3- Graham, J., (2013, August 5). Mek'ele. Retrieved August

12, 2013, from Wikipedia, the free encyclopedia:

http://en.wikipedia.org/wiki/Mek’ele.

4- Goss, M., (2009). Technical Guidelines for the

Construction and Management of Drinking Water

Treatment Plant; Khartoum: MIWR – GONU.

5- Boxall, J.B., Sent mittionekipworth, P.J., Saul, A.J.,

(2003). Aggressive flushing for discoloration event

mitigation in water distribution networks. Water Sci.

Technol-Water Supply3 (1/2), 179-186.

Journal of Environmental Treatment Techniques 2015, Volume 3, Issue 2, Pages: 88-96

6- UNDP., (2008). Millennium development goal report.

7- Aid, W., (2009). Water, sanitation and hygiene for

development.Advocacy for change.

8- AlemMezgebo, (2014). Physical, Chemical and

Bacteriological Analysis Results of Sample Bore hole

of Mekelle City, MWSS.

9- Chowdhury, S. (2003). Particle counting- anew method

to evaluate the drinking water quality. Microscopic

particle in drinking water.VA-ForskSvensktVatten AB.

10- Belkacem,H., (2006). Artificial recharge of

groundwater hydrology and engineering.Hydrology

Journal, 10,121-142.

11- London, L., M.A, D., Nowicki, A., &Cairncross, E.,

(2005). Approaches for regulating water in South

Africa for the presence of pesticide. Water SA.

12- Zerabruk, Samueland Mebrahtu, Gebrekidan, (2010).

Concentration of Heavy Metals in Drinking Water from

Urban Areas of the Tigray Region, Northern Ethiopia.

Mekelle: CNCS.

13- Moges, M., (2012). Mekelle Millennium City: Regional

partnership to promote trade and investment. Mekelle.

14- Kawamura, S., (2000). Integrated Design and

Operation of Water Treatment facilities, John Wiley

and sons, New York.

15- Gray, N.F., (2005). Water technology an introduction

for environmental Scientists and Engineer.Second

Edition.Department of Civil and Environmental

Engineering.Trinity College, University of Dublin.

16- Asmerom and Small Mitchell. (2006). Designing Cost-

Effective Sea Water Reverse Osmosis System under

Optimal Energy Options for Developing Countries.

International Conference on Renewable Energy:

Carnegie Mellon University3-5.

17- LeChevallier,M. W., &Shaw,N., (1996). Factors

limiting microbial growth in distribution systems.Full

experiments. Denver, Colorado American Water works

Research Foundation.

18- Kivit, C.F.T., (2004). Origin and behavior of Particles

in Drinking Water Networks.Master’s Thesis, Delft

University of Technology. Netherlands.