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1

PROPOSED WATER TREATMENT
DESIGN AND CONCEPT
DESIGN OF ADVANCED
WASTEWATER TREATMENT

Submitted by:

May 12, 2021

2

Table of Contents
EXECUTIVE SUMMARY ........................................................................................................................ 3
DESIGN PROBLEM .................................................................................................................................. 4
INTRODUCTION/LITERATURE REVIEW ......................................................................................... 5
WATER TREATMENT PLANT DESIGN .............................................................................................. 6
•

Coagulation..................................................................................................................................... 6

•

Rapid Mixing and Flocculation .................................................................................................... 8

•

Sedimentation ............................................................................................................................... 13

•

Filtration ....................................................................................................................................... 19

•

Disinfection ................................................................................................................................... 25

•

Adsorption .................................................................................................................................... 26

CONCEPT DESIGN OF WATER RECYCLING FACILITY ............................................................ 27
REFLECTION .......................................................................................................................................... 29
REFERENCES .......................................................................................................................................... 30

3

EXECUTIVE SUMMARY
The Proposed Water Treatment Design and Concept Design of Advanced Wastewater
Design was conducted to enhanced the knowledge of the researcher and as a partial requirement
for the semester. The researcher gathered data, studies, and theses to gain an insight of a typical
water treatment design as well as to how to design a water treatment using the given data and full
utilized it to proposed a design aligned with the data.
The researcher designed each process in accordance to a typical process to be followed.
When designing coagulation, the researcher studied how jar test instrument works to achieve the
lowest possible value of turbidity (NTU), the researcher limits the design for using Aluminum
Sulphate only for the simplicity of design yet effective. The rapid mixing basin capacity was
designed based on the discharge capacity of the raw water as well as following the specifications
for the design of radial-flow turbine impeller while the researcher conducts the design,
assumptions were created due to lack of data, but assumptions made were value that is commonly
used for the design of water treatment facility. Flocculation basins were designed depending on its
discharge and retention time, the obtain volume was divided into 3 parts since the typical design
of a flocculation basins were divided into high speed mixture, medium speed mixture and low
speed mixture. Afterwards the researcher designed the sand filters based on the data for sieve
analysis and obtaining its head loss, settlement velocity and expanded depth. The researchers
design for disinfection utilizes the usage of the most common disinfectant (chlorine) and applied
to the design while designing the tank capacity.
For all the diagrams that cannot be found in the references, the researcher used softwares’
such as AutoCAD and Sketchup to draw the figures with given dimensions of the proposed design.

4

DESIGN PROBLEM
The data shown given below were the quality of raw water with its constituent. It can be
noticed that its quality can not pass the requirements as safe and potable drinking water.

Treatment Plant Capacity

13

ML/day

Constituent

Raw Water Quality

Finished Water Goals

Alkalinity (𝑚𝑔⁄𝐿 as 𝐶𝑎𝐶𝑂3 )

40

40

Total Organic Carbon (mg/L)

40-50

Minimize

Turbidity (NTU)

28

< 0.1 NTU or less

Apparent Color (PCU)

150-250

< 15

pH (s.u.)

6.5 – 7.5

7.5 – 8.5

Temperature (°𝐶)

1-20

Total Dissolved Solids (mg/L)

950

Check Guidelines

The study Proposed Water Treatment Design and Concept Design of Advanced
Wastewater Design deals with problems such as;
1. What should be the amount of Aluminum Sulphate to be used for the design of coagulation?
2. What should be the dimension of the rapid mixing tank and flocculation basin?
3. Is the filter required by the data suitable for the design or aligned with the data for sieve
analysis?
4. How does the process of disinfection and adsorption affect the raw water quality?

5

INTRODUCTION/LITERATURE REVIEW
Water quality describes on the characteristics of a water, it depends on its physical
characteristics such as turbidity, color temperature and specifically its odor and taste, its chemical
characteristics, its microbiological characteristics and radiological characteristics to define a
drinking water quality.
Design of water treatment facility varies depending on the design, but it typically revolves
around coagulation, flocculation, sedimentation, filtration, disinfection and adsorption. Water
treatment facilities main purpose is to developed a potable drinking water that is safe for the
consumers and to distribute the treated water into the households for water usage such as washing
clothes, washing plates, watering the plants and etc.
While water treatment plants are focusing to develop a safe water for human consumption,
wastewater treatment plants were responsible for treatment of wastewater that was used by the
consumer, since releasing of untreated water to sea, lakes or rivers can developed a water pollution
especially that millions of gallons of wastewater were treated daily.
Wastewater treatment plants are designed to have a unique water treatment process
combination and varies depending on the input water quality. A conventional wastewater treatment
includes pretreatment, primary treatment, secondary treatment and in some cases tertiary treatment
were included to further improve the output quality and it has the same concept for the filtration
and disinfection of water treatment.
Generally speaking, water treatment plants and wastewater treatment plants go hand in
hand and plays a significant role in the ecosystem. Engineers still continues to further develop the
processes for water treatment and wastewater treatment that yields to a maximize efficiency while
minimizing the cost of the treatments.

6

WATER TREATMENT PLANT DESIGN
Coagulation
In this study, out of the three most common coagulants namely, Aluminum sulphate (alum),
Ferrous sulphate (ferric), and Ferric chloride, the researchers chose Aluminum sulphate since it is
the most common out of the three and a necessary chemical when conducting jar test. In designing
the dosage of aluminum sulphate, the researchers take into consideration of the turbidity and the
pH(s.u.) since it has major impact on what would be the dosage of the said chemical.
The researchers conducted two sets of jar test on a raw water containing a turbidity of 28
NTU, an 𝐻𝐶𝑂3 alkalinity concentration of 40 𝑚𝑔⁄𝐿 expressed as 𝐶𝑎𝐶𝑂3 and a pH(s.u.) of 6.57.5. The finished water goal must be at least achieved in coagulation so that as much as possible,
potable drinking water is possible.
Finished Water Goal:
Alkalinity (𝑚𝑔⁄𝐿 as 𝐶𝑎𝐶𝑂3 ) = 40
Turbidity (NTU) = < 0.1 NTU or less
pH(s.u.) = 7.5-8.5
Jar test instrument were used by the researchers (see figure below) to obtain the optimum
alum dose which gives the best floc formation and low turbidity, the researchers also provide an
assumption that the optimal pH would be the mean value of the finished water goal which is equals
to 8.

Figure 1. Jar test instrument

7

The researchers take into consideration of the rapid mixing of the water for about 20 to 60
seconds and other standards when conducting the Jar test to avoid inaccurate data and produce an
approximate value and closest to the real value.
The researchers conduct a deeper analysis with regards to polyelectrolyte since they are
long-chain synthetic organic chemicals (SOC) that can be used to further optimized coagulation,
but there is major downside in considering these designs and that would be the cost. According to
Water Treatment Chapter 4 Table 11.10 Coagulant and polyelectrolyte uses for turbidity treatment,
there are several conditions listed whether to consider the usage of polyelectrolyte or not. (Davis,
Mackenzie Leo, Cornwell, David A. 4th ed, 2008)
Table 11.10 Coagulant and polyelectrolyte uses for turbidity treatment
Water

Water description

Alum

Ferric

Polyelectrolyte

High turbidity > 5NTU

Effective if pH is

Effective if pH is

Not required

High alkalinity > 250mg/L 𝐻𝐶𝑂3

5-7

5-7

High turbidity

Effective if pH is

Effective if pH is

Low alkalinity < 50mg/L 𝐻𝐶𝑂3

5-7

5-7

+ lime

+ lime

Low turbidity

Polyelectrolyte

Polyelectrolyte

High alkalinity

Aid essential

Aid essential

Low turbidity < 1 NTU

Only possible

Only possible

Low alkalinity < 50mg/L 𝐻𝐶𝑂3

with lime and

with lime and

(difficult to treat)

poly electrolyte

poly electrolyte

class
A

(easy treat)
B

C

D

Not required

Essential

Essential

In accordance to the table, the raw water can be considered as a water class B, since the
water possess a high turbidity, but low in alkalinity and considering that the pH is 6.5-7.5, therefore
all conditions are satisfied thus polyelectrolyte is not required for this raw water.
For this study, the alum optimum dose to be used is 65 mg/L, this will be the daily dosage
of the coagulant to be used to achieve the lowest possible level of turbidity.

8

Rapid Mixing and Flocculation
The researchers consider the design of the tank for rapid mixing and flocculation since, it
is necessary to be efficient when using the effects of the coagulant. In designing the tank for rapid
mixing and flocculation, the researchers consider the table that can be found in Chapter 4 Water
Treatment Rapid Mixing page 260, the researchers considered a Radial-flow turbine impeller in
the design since it provides more turbulence that yields to a better choice for rapid mixing. Since
it was also stated from the book (Rapid-Mix tanks page 259) that the rapid-mix tank seldom
exceeds 8𝑚3, the researchers decided to adapt this value ±8𝑚3 for their theoretical design.
(Davis, Mackenzie Leo, Cornwell, David A. 4th ed, 2008)
TABLE 4-15
Tank and impeller geometries for mixing
Geometric Ratio

Allowed Range

D/T (radial)

0.14-0.5

D/T (axial)

0.17-0.4

H/D (either)

2-4

H/T (axial)

0.34-1.6

H/T (radial)

0.28-2

B/D (either)

0.7-1.6

𝐷 = 𝑖𝑚𝑝𝑒𝑙𝑙𝑒𝑟 𝑑𝑖𝑎𝑚𝑒𝑡𝑒𝑟
𝑇 = 𝑒𝑞𝑢𝑖𝑣𝑎𝑙𝑒𝑛𝑡 𝑡𝑎𝑛𝑘 𝑑𝑖𝑎𝑚𝑒𝑡𝑒𝑟
𝐻 = 𝑤𝑎𝑡𝑒𝑟 𝑑𝑒𝑝𝑡ℎ
𝐵 = 𝑤𝑎𝑡𝑒𝑟 𝑑𝑒𝑝𝑡ℎ 𝑏𝑒𝑙𝑜𝑤 𝑖𝑚𝑝𝑒𝑙𝑙𝑒𝑟
Take note that 𝑇 < 𝐻 in order to construct a reasonable size of mixing tank since the
impeller might not achieve its maximum capacity to mix the raw water.

Design of Rapid-mix design tank and impeller
𝑇𝑟𝑒𝑎𝑡𝑚𝑒𝑛𝑡 𝑝𝑙𝑎𝑛𝑡 𝑐𝑎𝑝𝑎𝑐𝑖𝑡𝑦 = 13 𝑀𝐿/𝑑𝑎𝑦
𝑄=

13 × 106 𝐿 1𝑚3
∙
𝑑𝑎𝑦
1000𝐿

9

𝑄 = 13,000 𝑚3 /𝑑𝑎𝑦
𝑄=

13,000 𝑚3 1 𝑑𝑎𝑦
1ℎ𝑟
∙
∙
𝑑𝑎𝑦
24 ℎ𝑟𝑠 60𝑚𝑖𝑛
𝑄 = 9.023 𝑚3 /𝑚𝑖𝑛

𝐴𝑠𝑠𝑢𝑚𝑖𝑛𝑔 𝑡ℎ𝑎𝑡 𝑟𝑎𝑝𝑖𝑑 𝑚𝑖𝑥𝑖𝑛𝑔 𝜃 = 1.5 𝑚𝑖𝑛𝑠
𝑽𝑹𝑨𝑷𝑰𝑫−𝑴𝑰𝑿 𝑻𝑨𝑵𝑲 = 9.023 𝑚3 /𝑚𝑖𝑛 ∙ 1.5 𝑚𝑖𝑛𝑠
𝑽𝑹𝑨𝑷𝑰𝑫−𝑴𝑰𝑿 𝑻𝑨𝑵𝑲 = 13.5345 𝑚3
𝑆𝑒𝑡𝑡𝑖𝑛𝑔 𝑤𝑎𝑡𝑒𝑟 𝑑𝑒𝑝𝑡ℎ 𝑜𝑓 𝑡ℎ𝑒 𝑡𝑎𝑛𝑘 𝑎𝑠 4𝑚

𝑨𝑹𝑨𝑷𝑰𝑫−𝑴𝑰𝑿 𝑻𝑨𝑵𝑲 =

13.5345 𝑚3
4𝑚

𝑨𝑹𝑨𝑷𝑰𝑫−𝑴𝑰𝑿 𝑻𝑨𝑵𝑲 = 3.384 𝑚2 =

𝜋
(𝑇)2
4

𝑇 = 2.08 𝑚 − 𝑑𝑖𝑎𝑚𝑒𝑡𝑒𝑟 𝑜𝑓 𝑟𝑎𝑝𝑖𝑑 𝑚𝑖𝑥𝑖𝑛𝑔 𝑡𝑎𝑛𝑘
𝐴𝑡 𝑡𝑒𝑚𝑝𝑒𝑟𝑎𝑡𝑢𝑟𝑒 𝑜𝑓 4°𝐶, 𝜇 = 1.52 × 10−3 𝑃𝑎 ∙ 𝑠
𝑃 = 𝐺 2 𝜇 ∙ 𝑉𝑅𝐴𝑃𝐼𝐷−𝑀𝐼𝑋 𝑇𝐴𝑁𝐾
𝑃 = (600𝑠−1 )2 (1.52 × 10−3 𝑃𝑎 ∙ 𝑠)(13.5345 𝑚3 )
𝑃 = 7.40608 𝑘𝑊 − 𝑃𝑜𝑤𝑒𝑟 𝑟𝑒𝑞𝑢𝑖𝑟𝑒𝑑 𝑓𝑜𝑟 𝑟𝑎𝑝𝑖𝑑 𝑚𝑖𝑥𝑖𝑛𝑔 𝑡𝑎𝑛𝑘

Note: Assume that the depth of water below the impeller is 1/3 of the depth of water basin

10

Geometric

Allowable

Radial Impeller Diameter

Ration

Range

0.8m

1.1m

1.40m

D/T

0.14-0.5

0.385

0.275

0.67

H/D

2.0-4.0

5.0

3.64

2.86

H/T

0.28-2.0

1.923

1.923

1.923

B/D

0.7-1.6

1.67

1.212

0.952

By observation of the table above, a diameter of 1.1 for radial impeller satisfies all the
condition for geometric ratio, therefore 𝐷 = 1.1𝑚

Solve for required rotational speed of the impeller
1

1

3
3
𝑃
7,406.08 𝑊
𝜔=[
] =[
]
5
3
5
𝑁𝑃 𝜌(𝐷)
(5.7)(1,000 𝑘𝑔/ 𝑚 (1.1 𝑚)

𝜔 = 0.9310 𝑟𝑎𝑑/𝑠 ∙
𝜔 = 8.89 𝑟𝑝𝑚

30
𝜋

11

Radial-flow turbine impeller 3D perspective

Design of Flocculation Basin
The researchers decided to divide the discharge by 2 since the flow would be evenly split
between two flocculation trains, the flow rate from the rapid mix design should be divided by 2.
All considerations in design are based on Davis, Mackenzie Leo, Cornwell, David A. 4th ed,
2008.

9.023 𝑚3 /𝑚𝑖𝑛
𝑄=
= 4.512 𝑚3 /𝑚𝑖𝑛
2
𝐴𝑠𝑠𝑢𝑚𝑖𝑛𝑔 𝑡ℎ𝑎𝑡 𝜃 = 30 𝑚𝑖𝑛𝑠
𝑽𝑭𝒍𝒐𝒄𝒄𝒖𝒍𝒂𝒕𝒊𝒐𝒏 𝑩𝒂𝒔𝒊𝒏 = 4.512 𝑚3 /𝑚𝑖𝑛 ∙ 30𝑚𝑖𝑛𝑠
𝑽𝑭𝒍𝒐𝒄𝒄𝒖𝒍𝒂𝒕𝒊𝒐𝒏 𝑩𝒂𝒔𝒊𝒏 = 135.36 𝑚3
Divide the total volume of Flocculation Basin by 3 since the tank must be divided by 3

12

𝑽𝑷𝒆𝒓 𝑩𝒂𝒔𝒊𝒏

135.36 𝑚3
=
3

𝑽𝑷𝒆𝒓 𝑩𝒂𝒔𝒊𝒏 = 45.12 𝑚3

𝑨𝑷𝒆𝒓 𝑩𝒂𝒔𝒊𝒏 =

45.12 𝑚3
4𝑚

𝑨𝑷𝒆𝒓 𝑩𝒂𝒔𝒊𝒏 = 11.28 𝑚2 =

𝜋
(𝑇)2
4

𝑇 = 3.79 𝑚 − 𝑑𝑖𝑎𝑚𝑒𝑡𝑒𝑟 𝑜𝑓 𝑓𝑙𝑜𝑐𝑐𝑢𝑙𝑎𝑡𝑖𝑜𝑛 𝑝𝑒𝑟 𝑏𝑎𝑠𝑖𝑛
𝑃𝐻𝑖𝑔ℎ−𝑆𝑝𝑒𝑒𝑑 = 𝐺 2 𝜇 ∙ 𝑉𝑃𝑒𝑟 𝐵𝑎𝑠𝑖𝑛 = (70𝑠 −1 )2 (1.52 × 10−3 𝑃𝑎 ∙ 𝑠)(45.12 𝑚3 ) = 0.33606 𝑘𝑊
𝑃𝑀𝑒𝑑𝑖𝑢𝑚−𝑆𝑝𝑒𝑒𝑑 = 𝐺 2 𝜇 ∙ 𝑉𝑃𝑒𝑟 𝐵𝑎𝑠𝑖𝑛 = (50𝑠 −1 )2 (1.52 × 10−3 𝑃𝑎 ∙ 𝑠)(45.12 𝑚3 ) = 0.17146 𝑘𝑊
𝑃𝐿𝑜𝑤−𝑆𝑝𝑒𝑒𝑑 = 𝐺 2 𝜇 ∙ 𝑉𝑃𝑒𝑟 𝐵𝑎𝑠𝑖𝑛 = (30𝑠 −1 )2 (1.52 × 10−3 𝑃𝑎 ∙ 𝑠)(45.12 𝑚3 ) = 0.0617 𝑘𝑊

Geometric

Allowable

Axial Impeller Diameter

Ration

Range

0.8m

1.4m

2.0m

D/T

0.17-0.4

0.211

0.369

0.528

H/D

2.0-4.0

5.0

2.86

2.0

H/T

0.34-1.6

1.055

1.055

1.055

B/D

0.7-1.6

1.67

0.952

0.67

By observing the table, a diameter of 1.4 m for axial impeller satisfies the conditions for
geometric condition, therefore the researchers decided to use 1.4m for the diameter of the axial
impeller.

13

𝜔𝐻𝑖𝑔ℎ−𝑠𝑝𝑒𝑒𝑑 = [

1
3

𝑃
] =[
𝑁𝑃 𝜌(𝐷)5

336.06 𝑊
]
𝑘𝑔
5
(0.31)(1,000 3 )(1.4 𝑚)
𝑚

1
3

𝜔𝐻𝑖𝑔ℎ−𝑠𝑝𝑒𝑒𝑑 = 0.9183 𝑟𝑎𝑑/𝑠

𝜔𝐻𝑖𝑔ℎ−𝑠𝑝𝑒𝑒𝑑 = 0.9183 𝑟𝑎𝑑/𝑠 ∙

30
𝜋

𝜔𝐻𝑖𝑔ℎ−𝑠𝑝𝑒𝑒𝑑 = 8.769 𝑟𝑝𝑚

Sedimentation
For simplicity purposes but still efficient, the researchers adapt a rectangular sedimentation
tank for their design. Given the discharge, this would be the basis for the design of sedimentation
tank. The researchers also utilized the given data to follow the standards when designing this tank,
and considering that values varies depending upon the design, luckily the data sets a range between
the minimum value and the maximum value.

14

The data below shows the ranging values for designing the tank, take note that these values
are only basis for the design since it varies depending on the capacity/discharge given and
distributed by the pipe.
PARAMETER

UNITS

VALUE

Minimum number of tanks

Unitless

2

Water depth

m

3.5 - 5

Length to width

Dimensionless

3:1 - 6:1

Surface loading rate (overflow rate), Vo

m/h

1.25 - 2.5

(m/d)

30 - 60

m/min

< 0.3 – 1.1

Retention time

h

1.5 - 4

Launder weir loading

𝑚3
ℎ∙𝑚

9 – 13a

Horizontal mean flow velocity (at maximum daily
flow)

PARAMETER

UNITS

VALUE

Reynolds number

Dimensionless

< 20,000

Froude number

Dimensionless

> 10 - 5

Bottom slope for manual sludge m/m

m/m

1:300

Bottom slope for mechanical sludge scraper

m/m

1:600

Sludge collector speed for collection path

m/min

0.3 - 0.9

Sludge collector speed for the return path

m/min

1.5 - 3

equipment

Design of Sedimentation (Clarifier) Tanks – Rectangular
All considerations in design are based on Davis, Mackenzie Leo, Cornwell, David A. 4th ed,
2008
Consider 80% of flow rate for water supply as sewage flow
𝑄 = 13,000

𝑚3
∙ 0.8
𝑑𝑎𝑦

15

𝑚3
𝑄 = 10,400
𝑑𝑎𝑦
𝐴𝑠𝑠𝑢𝑚𝑖𝑛𝑔 𝑡ℎ𝑎𝑡 𝑟𝑒𝑡𝑒𝑛𝑡𝑖𝑜𝑛 𝑡𝑖𝑚𝑒 𝑖𝑠 𝑡ℎ𝑒 𝑚𝑒𝑎𝑛 𝑜𝑓 1.5 𝑎𝑛𝑑 4
𝑅𝑒𝑡𝑒𝑛𝑡𝑖𝑜𝑛 𝑡𝑖𝑚𝑒 =

1.5 + 4
= 2.75 ℎ𝑟𝑠
2

𝑽𝑺𝑬𝑫𝑰𝑴𝑬𝑵𝑻𝑨𝑻𝑰𝑶𝑵𝑻𝑨𝑵𝑲 =

10,400 × 2.75 ℎ𝑟𝑠
24

𝑽𝑺𝑬𝑫𝑰𝑴𝑬𝑵𝑻𝑨𝑻𝑰𝑶𝑵𝑻𝑨𝑵𝑲 = 1191.67 𝑚3
𝐴𝑠𝑠𝑢𝑚𝑖𝑛𝑔 𝑡ℎ𝑎𝑡 𝑙𝑒𝑛𝑔𝑡ℎ 𝑡𝑜 𝑤𝑖𝑑𝑡ℎ 𝑟𝑎𝑡𝑖𝑜 𝑖𝑠 3: 1 𝑎𝑛𝑑 𝑤𝑎𝑡𝑒𝑟 𝑑𝑒𝑝𝑡ℎ 𝑖𝑠 4 𝑚
(the researchers’ choice of design)
𝐻 = 4𝑚
𝑽𝑺𝑬𝑫𝑰𝑴𝑬𝑵𝑻𝑨𝑻𝑰𝑶𝑵𝑻𝑨𝑵𝑲 = 1191.67 𝑚3 = 𝐿 × 𝑊 × 𝐻
1191.67 𝑚3 = 3𝑊 × 𝑊 × 4 𝑚 × 2 𝑡𝑎𝑛𝑘𝑠
𝑊 = 4.983 𝑚 ≈ 5 𝑚 − 𝑤𝑖𝑑𝑡ℎ 𝑜𝑓 𝑡ℎ𝑒 𝑡𝑎𝑛𝑘
𝐿 = 3(5 𝑚) = 3(5 𝑚)
𝐿 = 15 𝑚
Provide 6m for the length of inlet and outlet of the tank
𝐿 = 15 𝑚 + 6 𝑚
𝐿 = 21 𝑚 − 𝑙𝑒𝑛𝑔𝑡ℎ 𝑜𝑓 𝑡ℎ𝑒 𝑡𝑎𝑛𝑘

Check length to width ratio

16

𝐿
21
4.2
=
=
𝑊
5
1
3 4.2 6
≤
≤ 𝑂𝐾!
1
1
1
𝑇𝑎𝑘𝑒 1𝑚 ℎ𝑒𝑖𝑔ℎ𝑡 𝑓𝑜𝑟 𝑡ℎ𝑒 𝑠𝑙𝑢𝑑𝑔𝑒 𝑧𝑜𝑛𝑒 𝑎𝑛𝑑 0.5𝑚 𝑎𝑠 𝑓𝑟𝑒𝑒 𝑏𝑜𝑎𝑟𝑑
𝐻 = 4𝑚 + 1𝑚 +0.5m
𝐻 = 5.5 𝑚
𝑇𝑎𝑘𝑒 𝑉𝑂 𝑎𝑠 𝑡ℎ𝑒 𝑚𝑒𝑎𝑛 𝑜𝑓 1.25 𝑎𝑛𝑑 2.5 𝑚/ℎ

𝑉0 =

1.25 + 2.5
2

𝑉0 = 1.875

𝑚
ℎ𝑟

𝑇ℎ𝑒 𝑑𝑒𝑠𝑖𝑔𝑛 𝑓𝑜𝑟 𝑉0 (𝑜𝑣𝑒𝑟𝑓𝑙𝑜𝑤 𝑟𝑎𝑡𝑒) 𝑚𝑢𝑠𝑡 𝑏𝑒 50% 𝑢𝑝 𝑡𝑜 70% 𝑜𝑓 𝑉𝑆 (𝑠𝑒𝑡𝑡𝑙𝑖𝑛𝑔 𝑣𝑒𝑙𝑜𝑐𝑖𝑡𝑦)
𝑇ℎ𝑖𝑠 𝑎𝑠𝑠𝑢𝑚𝑝𝑡𝑖𝑜𝑛 𝑖𝑠 𝑛𝑒𝑐𝑒𝑠𝑠𝑎𝑟𝑦 𝑡𝑜 𝑎𝑙𝑙𝑜𝑤 𝑠𝑒𝑡𝑡𝑙𝑒𝑚𝑒𝑛𝑡 𝑜𝑓 𝑓𝑙𝑜𝑐 𝑝𝑎𝑟𝑡𝑖𝑐𝑙𝑒𝑠 𝑡𝑜 𝑡ℎ𝑒 𝑠𝑙𝑢𝑑𝑔𝑒 𝑧𝑜𝑛𝑒
𝑇𝑎𝑘𝑒 60% 𝑜𝑓 𝑉𝑆 𝑓𝑜𝑟 𝑡ℎ𝑒 𝑑𝑒𝑠𝑖𝑔𝑛
𝑉0 = 0.6(𝑉𝑆 )

𝑉𝑆 =

1.875
0.6

𝑉𝑆 = 3.125

𝑚
ℎ𝑟

17

In the design of a typical weir, the researchers take advantage of table located at Chapter 4
Water Treatment Rapid Mixing page 269 and the weir overflow rate depends upon the type of floc
of the raw water. Since the raw water quality has a high turbidity the table shown below will be of
help to identify the standard weir overflow rate of the sedimentation tank. (Davis, Mackenzie Leo,
Cornwell, David A. 4th ed, 2008).
TABLE 4-17
Typical weir overflow rates
Type of floc

Weir overflow rate (𝒎𝟑 /𝒅 ∙ 𝒎)

Light alum floc (low-turbidity water)

143-179

Heavier alum floc (higher-turbidity water)

179-268

Heavy floc from lime softening

268-322

𝑇ℎ𝑒 𝑠𝑡𝑎𝑛𝑑𝑎𝑟𝑑 𝑤𝑒𝑖𝑟 𝑜𝑣𝑒𝑟𝑓𝑙𝑜𝑤 𝑟𝑎𝑡𝑒 𝑟𝑒𝑞𝑢𝑖𝑟𝑒𝑑 𝑤𝑜𝑢𝑙𝑑 𝑏𝑒 179 − 268 𝑚3 /𝑑 ∙ 𝑚
𝑇𝑎𝑘𝑒 𝑙𝑎𝑢𝑛𝑑𝑒𝑟 𝑤𝑒𝑖𝑟 𝑙𝑜𝑎𝑑𝑖𝑛𝑔 𝑎𝑠 10 𝑚3 /ℎ ∙ 𝑚
𝑚3 24 ℎ𝑟
𝑚3
𝑄 = 10
∙
= 240
𝑚 ∙ ℎ𝑟 1 𝑑𝑎𝑦
𝑚∙𝑑
179 ≤ 240 ≤ 268 𝑂𝐾!
𝑇𝑎𝑘𝑒 𝑡ℎ𝑒 𝑚𝑜𝑠𝑡 𝑒𝑓𝑓𝑖𝑐𝑖𝑒𝑛𝑡 𝑠𝑒𝑐𝑡𝑖𝑜𝑛 𝑜𝑓 𝑟𝑒𝑐𝑡𝑎𝑛𝑔𝑢𝑙𝑎𝑟 𝑤𝑒𝑖𝑟

18

0.3 ≤ 𝑉 ≤ 1.1

𝑇𝑎𝑘𝑒 𝑉 𝑎𝑠 0.7

𝑚
𝑚
𝑜𝑟 1,008
𝑚𝑖𝑛
𝑑𝑎𝑦

𝑚3
𝑚
)
240
= 𝐴 (1,008
𝑚∙𝑑
𝑑𝑎𝑦
𝐴 = 0.2381 𝑚2 = 𝑏𝑑 = 2𝑑 ∙ 𝑑
0.2381 𝑚2
= 𝑑2
2
𝑑 = 0.345 𝑚
𝑏 = 0.69 𝑚

Schematic Diagram of Sedimentation Tank

19

When the sludge settles to the bottom most part of the sedimentation tank, the mechanical
sludge scraper will push down the sludge to the pipe located at the middle most bottom part of the
tank, then the sludge will be collected since it would be in the form of solid and will be dump to
sanitary to landfills.
After sedimentation the water is starting to look clear but not yet good enough to be a
potable drinking water since there are still suspended solids and bacteria or floc particles, generally
it has a turbidity of 2 NTU, this means that the next step is necessary for the treatment of raw water
which is called filtration.

Filtration
The researchers calculate the effective size and uniformity with the aid of the table shown
below. Given the data for the sieve no and percentage sand retained, the researchers utilized this
data to obtain the opening (diameter in mm), cumulative pass retained, and the percentage finer in
percent. After obtaining the data, the researchers obtained a logarithmic graph to approximately
obtain the values of effective size and uniformity coefficient.
The formulas listed below were used by the researchers to obtain the values given from the
data.
𝑂𝑝𝑒𝑛𝑖𝑛𝑔 (𝑑𝑖𝑎𝑚𝑒𝑡𝑒𝑟 𝑖𝑛 𝑚𝑚) =

20.84
𝑆𝑎𝑛𝑑 𝑃𝑎𝑠𝑠𝑖𝑛𝑔
; % 𝐹𝑖𝑛𝑒𝑟 =
𝑥100%
1.066
𝑛
𝑇𝑜𝑡𝑎𝑙 𝑀𝑎𝑠𝑠
𝐷60
𝐶𝑈 =
𝐷10

Sieve Size or
Number

Opening (Diameter)

Percentage of Sand retained

Percentage of Sand Passing

Percentage
Finer (in %)

9

2.00

1

99

99

11

1.62

3

97

97

15

1.16

16

84

84

19

0.90

16

84

84

25

0.67

30

70

70

35

0.47

62

38

38

45

0.36

92

8

8

100

0

0

Pan

20

For more accurate data the researchers utilized the technique from the calculator. The
researchers used Canon F-789SGA as their calculator to obtain more accurate data from
logarithmic interpolation.
𝑀𝑜𝑑𝑒 3 − 4 (𝑙𝑜𝑔𝑎𝑟𝑡𝑖ℎ𝑚𝑖𝑐)
𝐹𝑜𝑟 𝑜𝑏𝑡𝑎𝑖𝑛𝑖𝑛𝑔 𝐷10 , 𝑓𝑖𝑛𝑑 𝑡𝑤𝑜 𝑣𝑎𝑙𝑢𝑒𝑠 𝑜𝑓 % 𝑓𝑖𝑛𝑒𝑟 𝑡ℎ𝑎𝑡 𝑖𝑠 𝑎𝑙𝑖𝑔𝑛𝑒𝑑 𝑤𝑖𝑡ℎ 10%
Opening (diameter in mm)

Percentage Finer in %

0.47

38

0.36

8

𝑃𝑟𝑒𝑠𝑠 𝐶𝐴 → 𝐴𝑝𝑝𝑠 → 8 → 4 → 10𝑥̂
10𝑥̂ = 𝐷10 = 0.366 − 𝑒𝑓𝑓𝑒𝑐𝑡𝑖𝑣𝑒 𝑠𝑖𝑧𝑒 𝑜𝑓 𝑡ℎ𝑒 𝑠𝑜𝑖𝑙
𝐹𝑜𝑟 𝑜𝑏𝑡𝑎𝑖𝑛𝑖𝑛𝑔 𝐷60 , 𝑓𝑖𝑛𝑑 𝑡𝑤𝑜 𝑣𝑎𝑙𝑢𝑒𝑠 𝑜𝑓 % 𝑓𝑖𝑛𝑒𝑟 𝑡ℎ𝑎𝑡 𝑖𝑠 𝑎𝑙𝑖𝑔𝑛𝑒𝑑 𝑤𝑖𝑡ℎ 60%
Opening (diameter in mm)

Percentage Finer in %

0.67

70

0.47

38

𝑃𝑟𝑒𝑠𝑠 𝐶𝐴 → 𝐴𝑝𝑝𝑠 → 8 → 4 → 60𝑥̂
60𝑥̂ = 𝐷60 = 0.60
𝑈𝑛𝑖𝑓𝑜𝑟𝑚𝑖𝑡𝑦 𝐶𝑜𝑒𝑓𝑓𝑖𝑐𝑖𝑒𝑛𝑡, 𝐶𝑈
𝐶𝑈 =

𝐷60
0.60
=
𝐷10 0.366

𝐶𝑈 = 1.639
𝐹𝑜𝑟 𝑆𝑖𝑛𝑔𝑙𝑒 − 𝑀𝑒𝑑𝑖𝑢𝑚 𝐹𝑖𝑙𝑡𝑒𝑟 (𝑆𝑎𝑛𝑑 𝑚𝑒𝑑𝑖𝑢𝑚):
𝐶𝑈 < 1.7 𝑎𝑛𝑑 𝐸𝑓𝑓𝑒𝑐𝑡𝑖𝑣𝑒 𝑆𝑖𝑧𝑒 𝐷10 = 0.35 − 0.70

21

The current investigation for the given soil intersects with the characteristics of a SingleMedium Filter since the computed value of uniformity coefficient is less than 1.7 and the obtain
value of the effective size is between 0.35 and 0.7, hence it would be advisable to adapt this filter
for the design of the sand filters.

Number of filters needed and their respective dimensions
𝑚3 1 𝑑𝑎𝑦
𝑄 = 13,000
∙
𝑑𝑎𝑦 86,400 𝑠

𝑄 = 0.1505

𝑆𝑒𝑡 𝑉𝑎 =

𝑚3
= 𝐴𝑠 ∙ 𝑉𝑎
𝑠

235 𝑚
𝑡𝑜 𝑚𝑎𝑥𝑖𝑚𝑖𝑧𝑒 𝑡ℎ𝑒 𝑑𝑒𝑠𝑖𝑔𝑛
𝑑

𝐴𝑠𝑠𝑢𝑚𝑒 20 𝑚2 𝑠𝑢𝑟𝑓𝑎𝑐𝑒 𝑎𝑟𝑒𝑎 𝑝𝑒𝑟 𝑓𝑖𝑙𝑡𝑒𝑟 𝑏𝑜𝑥
𝑚3
235 𝑚 1 𝑑𝑎𝑦
0.1505
= 𝐴𝑠 ∙
∙
𝑠
𝑑
86,400 𝑠
𝐴𝑠 = 55.3328 𝑚2

𝑁𝑢𝑚𝑏𝑒𝑟 𝑜𝑓 𝑓𝑖𝑙𝑡𝑒𝑟𝑠 =

55.328
= 2.766
20

Since there are no 2.766 filters, the researchers decided to round up the value for an
efficient design and avoid unnecessary trial and error calculations.
𝑁𝑢𝑚𝑏𝑒𝑟 𝑜𝑓 𝑓𝑖𝑙𝑡𝑒𝑟𝑠 = 3

22

Calculating the clean filter head loss

In calculating the clean filter head loss, the researchers utilized the data and the formula
that can be located from the methodology. This calculation is necessary simply because there are
parameters to be considered when seepage of water occurs in the soil.
The researchers used this formula for their computation of clean filter head loss and the
table shown below are the data obtained by using the given formulas.
𝑁

1.067(𝑉𝑎 )2 (𝐷)
(𝐶𝐷 )(𝑓)
ℎ𝐿 =
∑
4
(∅)(𝑔)(𝑛)
𝑑
𝑖=1

𝑅=

𝐶𝐷 =

∅(𝑑)(𝑉𝑎 )
𝑣

24
3
+ 1/2 + 0.34
𝑅 𝑅

𝐴𝑠𝑠𝑢𝑚𝑖𝑛𝑔 𝑡ℎ𝑎𝑡 𝑓 = 0.05

𝑉𝑎 =

235 𝑚 1𝑑𝑎𝑦
∙
= 0.00272 𝑚/𝑠
𝑑
86,400𝑠

23

ℎ𝐿 =

0.00272𝑚 2
) (27𝑚)
𝑠
(10,056.6373)
(0.85)(9.81)(0.4)4

1.067 (

ℎ𝐿 = 10.04 𝑚 − 𝑓𝑖𝑙𝑡𝑒𝑟 ℎ𝑒𝑎𝑑 𝑙𝑜𝑠𝑠

Backwash velocity and expanded bed depth
The researchers assume that in order to retain the finest sand grains, the backwash rate must
not wash particles with a diameter of 0.000126m. Therefore, it was estimated that the terminal
settling velocity is approximately equal to 0.001m/s and settling velocity for different diameter
openings were approximately obtained, using the table shown below that can be found in Chapter
6 Water Treatment page 291. (Davis, Mackenzie Leo, Cornwell, David A. 4th ed, 2008).

24

The following formulas were used to obtain this data from the table:

𝑅=

𝐶𝐷 =

∅(𝑑)(𝑉𝑎 )
𝑣

24
3
+ 1/2 + 0.34
𝑅 𝑅

4𝑔(𝑆𝐺𝜌𝑊𝐴𝑇𝐸𝑅 − 𝜌𝑊𝐴𝑇𝐸𝑅 )(𝑑) 1/2
𝐶𝑎𝑙𝑐𝑢𝑙𝑎𝑡𝑒𝑑 𝑉𝑆 = [
]
3(𝐶𝐷 )(𝜌𝑊𝐴𝑇𝐸𝑅 )
𝑉𝐵 0.22
𝜖𝐵 = ( )
𝑉𝑆
Calculate the value of the depth of the expanded bed, m
𝑛

𝐷𝐸 = (1 − 𝜖)(𝐷) ∑
𝑖=1

𝑓
(1 − 𝜖𝐵 )

𝐷𝐸 = (1 − 0.4)(27)(1.000967)
𝐷𝐸 = 16.2157𝑚 − 𝑑𝑒𝑝𝑡ℎ 𝑜𝑓 𝑒𝑥𝑝𝑎𝑛𝑑𝑒𝑑 𝑏𝑒𝑑

25

Disinfection
Chlorine is commonly used for disinfection of raw water; it involves a very complex task
since it involves chemicals and some pathogen reactions with chlorine-reactive materials. EPA
standards sets its legal limits for almost 90 contaminants in a potable water. Since Chlorination is
a simple process and yet effective, the researchers chose this method for the disinfection of the
water.
Chlorine is yellow-greenish gas that contains a high toxicity and dangerous to humans
and animals, most chlorine is produced on a large-scale basis. Since the researchers want to
achieve a potable water from a raw water, the researchers gathered data and obtain a value of
4mg/L dosage of Chlorine to be considered it a safe and potable drinking water.
The researchers also utilized the usage of Hypo chloric acid and hypochlorite ions since it
represents a name called ‘free chlorine residual’ and this is the main disinfectant employed.
When pH < 5, its reactions from equilibrium will be shifted to the left tis means that in order to
achieve a lower pH value, the quantity of 𝐶𝑙2 must be greater. When pH > 5, OCI concentration
will continue to increase until such time that it reaches a 100 percent at a pH level of 10. Since
the design must range from pH level of 6.5-7.5, the researchers suggest to not maximize the
input of 𝐶𝑙2 . This suggest that the Chlorine gas for water treatment should vary from 1-16mg/L
depending on the volume of water. For the researcher’s choice, they selected a value of 8mg/L to
be safe enough and at the same time no too much of concentrated, since it may harm the possible
consumer of the treated water.
For the design of the tank, the researchers consider table 6 adapted from Metcalf and
Eddy, 2004. The researchers, decided to use Chlorine as the main disinfectant of the water with
99% inactivation with 0.4-0.8 mg’min/L this yields to a volume of 6000 liters amount of water
thus the volume of the tank that must be designed must be 6 cubic meters. The design for the
tank as suggested by the researchers would be a hexahedron disinfection tank.
𝑇ℎ𝑒 𝑣𝑜𝑙𝑢𝑚𝑒 𝑜𝑓 𝑡ℎ𝑒 𝑑𝑖𝑠𝑖𝑛𝑓𝑒𝑐𝑡𝑖𝑜𝑛 𝑡𝑎𝑛𝑘 𝑖𝑠 𝑖𝑛 𝑎 𝑠ℎ𝑎𝑝𝑒 𝑜𝑓 𝑎 𝑐𝑢𝑏𝑒
𝑉 = 𝐿3
6𝑚3 = 𝐿3

26
3

𝐿 = √6
𝐿 = 1.82 𝑚

Adsorption
Since adsorption improve the taste and odor of the water, the researchers decided to apply
powdered PAC to fed for the water to remove the tase and odor causing substances to remove the
synthetic organic chemicals (SOC’s).

27

CONCEPT DESIGN OF WATER RECYCLING FACILITY
For wastewater, after it all goes through to pretreatment stage, primary treatment and
secondary treatment stage, the final step to be consider is the tertiary stage. Although secondary
treatment can remove over 85% of BOD and suspended solids minor removal of pollutants only
occur such as phosphorus, nitrogen, soluble COD, and heavy metals. In some cases, these
pollutants have a major impact for the consumer, for these circumstances it is unavoidable to
proceed to next process called tertiary wastewater treatment or advanced wastewater treatment.
All procedure, information and processes were obtained in accordance to Chapter 6 of Introduction
to Environmental Engineering Advanced Wastewater Treatment.

Filtration
Typical effluent contains a much higher BOD, even after secondary treatment processes
occur. A typical BOD is approximately 20 to 50 mg/L simply because secondary clarifiers were
not efficient for settling out microorganisms from biological treatment processes, hence utilization
of filtration will be adapted for wastewater.

a.) Granular Filtration
This process is almost the same for water treatment plants (see discussion below to
see the design of water treatment plant) since by this process, it is possible to remove the
remaining suspended solids and microorganisms that were not removed by means of
secondary treatment. Sand filters used for water treatment were commonly used but the
main disadvantage is that it gets clog easily, that’s why it is recommended for the design
to produce a larger filter grain sizes at the top of the filter to allow larger particles of
biological floc to be trapped at surface to prevent plugging the filter.
Plain filtration has the ability to reduce activated sludge effluent from suspended
solids with a ranging value of 25 up to 10 mg/L but this doesn’t mean that it is effective on
trickling effluent since trickling filter effluents contain more dispersed growth.
b.) Membrane Filtration
The second type of filtration is membrane filtration wherein alternative membrane
processes have been discussed in chapter 4. It is commonly used in advanced wastewater
treatment since it has the capability to remove BOD ranging from 75 up to 90 percent and

28

total solids removals can range from 95 up to 98 percent. Membrane fouling is of a
particular concern and on-site pilot testing is highly recommended (Metcalf & Eddy, 2003).

Carbon Adsorption
After processes such as secondary treatment, sedimentation, coagulation and filtration,
organic materials that are still resistant to biological breakdown will remain in the effluent. In
accordance to U.S. EPA, 1979, the most practical available method for removing refractory
organics is by adsorbing them on activated carbon since adsorption is the accumulated materials
that is located at the interface. The activation process can result in the formation of pores in each
carbon particle, since adsorption is phenomenon that occurs at its surface this means that the larger
the surface area of the carbon, the greater the capacity to hold organic materials. After carbon
adsorption capacity.

Phosphorus Removal
Polyphosphates (molecularly dehydrated phosphates) gradually hydrolyze in aqueous
solution and revert to the ortho form. The main purpose for the removal of phosphorus is to prevent
eutrophication since it is a chemical precipitation using one of three compounds. It is important to
know that ferric chloride and alum helps to reduce the pH level and the effective range of pH for
alum and ferric chloride should be from 5.5 up to 7.0.
A reaction basin and a settling tank is necessary for the precipitation phosphorus to remove
the precipitated phosphorus. The chemicals may be added directly to the aeration tank that can be
found in the activated sludge system only if ferric chloride and alum are used.

29

REFLECTION
When designing the water treatment plant, the researchers noticed that it was almost a
linear process, since the process must be procedural and must not skip a step when performing the
process One major difference between wastewater treatment plants and water treatment plants is
that wastewater treatment plants has pretreatment plant that segregates large particles using an
equipment called bar screens but it doesn’t end there since the bar screens cannot segregate all of
the waste from the water that is why after the wastewater enters the bar screens it goes right into
the grit chambers wherein the velocity of the viscous sewage to allow rocks and sand to settle out
since it might damage the pump for further treatment of the waste water. In comparison the water
treatment, it is unnecessary to use pretreatment process since the source of raw water is located
from streams and rivers hence the first step for water treatment is coagulation.
Tertiary treatment or advanced wastewater treatment of wastewater has almost the same
concept of combined disinfection and filtration of water treatment, but there are still differences
between these two. Filtration for water treatment depends on the data obtained from sieve analysis
of the soil particles, the filter to be used will depend on the uniformity coefficient and the effective
size of the soil to obtained the desired sand filter while the filter to be used for wastewater involves
two different types of filter namely granular filtration and membrane filtration wherein it mostly
focus about the removal of microorganisms. Water treatment facility and wastewater treatment
facility also differs in disinfection, since there are many parameters to be considered for
wastewater when it comes to disinfection while water treatment focuses on chlorine disinfection
and utilization of UV rays, wastewater treatment facilities disinfection utilizes Carbon adsorption,
Phosphorus removal, and nitrogen control.
In summary, the design for water treatment facility and wastewater treatment facility were
almost the same except for certain parameters to be considered especially for wastewater since it
carries microorganisms and takes a lot of process and must aligned with the standards to be treated.

30

REFERENCES
Davis, Mackenzie Lei, Cornwell, David A. (2008). Introduction to environmental engineering.
(p. 187-235, 257-307, 493-497).

Disinfection of water tanks. (May 2014). Northern Territory Government. Department of Health.

Disinfection with Chlorine and chloramine. (November 17, 2020). U.S. Department of Health
and Human Services.

Drinking water requirements for states and public water systems. (September 1, 2017).

Environmental Protection Agency (EPA). (July 1993).

Kiely, Gerald. (1997). Environmental engineering. London; New York. (p.437-492, 493-532).

Ou, Huase, Zeng, Eddy Y. (2018). Occurrence and Fate of Microplastics in Wastewater
Treatment Plants. Microplastic Contamination in Aquatic Environments.

What is Chlorination. Idlywyld Drive North, Saskatoon. Safe Drinking Water Foundation.


The Proposed Water Treatment Design and Concept Design of Advanced
Wastewater Design was conducted to gain knowledge and as a partial requirement
for the semester. I have gathered data, studies, and theses to gain an insight of a
typical water treatment design as well as to how to design a water treatment using
the given data and full utilized it to proposed a design aligned with the data.
I designed each process in accordance to a typical process to be followed.
When designing coagulation, I studied how jar test instrument works to achieve the
lowest possible value of turbidity (NTU), I limit the design for using Aluminum
Sulphate only for the simplicity of design yet effective. The rapid mixing basin
capacity was designed based on the discharge capacity of the raw water as well as
following the specifications for the design of radial-flow turbine impeller while the
researcher conducts the design, assumptions were created due to lack of data, but
assumptions made were value that is commonly used for the design of water
treatment facility. Flocculation basins were designed depending on its discharge and
retention time, the obtain volume was divided into 3 parts since the typical design of
a flocculation basins were divided into high speed mixture, medium speed mixture
and low speed mixture. Afterwards I designed the sand filters based on the data for
sieve analysis and obtaining its head loss, settlement velocity and expanded depth.
The design for disinfection utilizes the usage of the most common disinfectant
(chlorine) and applied to the design while designing the tank capacity.
For all the diagrams that cannot be found in the references, I used softwares’
such as AutoCAD and Sketchup to draw the figures with given dimensions of the
proposed design.


OUTLINE
EXECUTIVE SUMMARY .......................................Error! Bookmark not defined.
DESIGN PROBLEM .................................................Error! Bookmark not defined.
INTRODUCTION/LITERATURE REVIEW ........Error! Bookmark not defined.
WATER TREATMENT PLANT DESIGN .............Error! Bookmark not defined.
• Coagulation ......................................................Error! Bookmark not defined.
• Rapid Mixing and Flocculation ......................Error! Bookmark not defined.
• Sedimentation ...................................................Error! Bookmark not defined.
• Filtration ...........................................................Error! Bookmark not defined.
• Disinfection .......................................................Error! Bookmark not defined.
• Adsorption ........................................................Error! Bookmark not defined.
CONCEPT DESIGN OF WATER RECYCLING FACILITY . Error! Bookmark
not defined.
REFLECTION ...........................................................Error! Bookmark not defined.
REFERENCES ...........................................................Error! Bookmark not defined.

View attached explanation and answer. Let me know if you have any questions.Hi, this is the final output. Let me know if you have any questions.

OUTLINE
EXECUTIVE SUMMARY .......................Error! Bookmark not defined.
DESIGN PROBLEM ................................Error! Bookmark not defined.
INTRODUCTION/LITERATURE REVIEW .....Error! Bookmark not
defined.
WATER TREATMENT PLANT DESIGN ..........Error! Bookmark not
defined.
• Coagulation .......................................Error! Bookmark not defined.
• Rapid Mixing and Flocculation ......Error! Bookmark not defined.
• Sedimentation ...................................Error! Bookmark not defined.
• Filtration ............................................Error! Bookmark not defined.
• Disinfection........................................Error! Bookmark not defined.
• Adsorption .........................................Error! Bookmark not defined.
CONCEPT DESIGN OF WATER RECYCLING FACILITY .. Error!
Bookmark not defined.
REFLECTION ....................................................................................... 30
REFERENCES ...................................................................................... 31


The Proposed Water Treatment Design and Concept Design of Advanced
Wastewater Design was conducted to gain knowledge and as a partial requirement
for the semester. I have gathered data, studies, and theses to gain an insight of a
typical water treatment design as well as to how to design a water treatment using
the given data and full utilized it to proposed a design aligned with the data.
I designed each process in accordance to a typical process to be followed.
When designing coagulation, I studied how jar test instrument works to achieve the
lowest possible value of turbidity (NTU), I limit the design for using Aluminum
Sulphate only for the simplicity of design yet effective. The rapid mixing basin
capacity was designed based on the discharge capacity of the raw water as well as
following the specifications for the design of radial-flow turbine impeller while the
researcher conducts the design, assumptions were created due to lack of data, but
assumptions made were value that is commonly used for the design of water
treatment facility. Flocculation basins were designed depending on its discharge and
retention time, the obtain volume was divided into 3 parts since the typical design of
a flocculation basins were divided into high speed mixture, medium speed mixture
and low speed mixture. Afterwards I designed the sand filters based on the data for
sieve analysis and obtaining its head loss, settlement velocity and expanded depth.
The design for disinfection utilizes the usage of the most common disinfectant
(chlorine) and applied to the design while designing the tank capacity.
For all the diagrams that cannot be found in the references, I used softwares’
such as AutoCAD and Sketchup to draw the figures with given dimensions of the
proposed design.


1

PROPOSED WATER TREATMENT
DESIGN AND CONCEPT
DESIGN OF ADVANCED
WASTEWATER TREATMENT

Submitted by:

May 12, 2021

2

Table of Contents
EXECUTIVE SUMMARY ........................................................................................................................ 3
DESIGN PROBLEM .................................................................................................................................. 4
INTRODUCTION/LITERATURE REVIEW ......................................................................................... 5
WATER TREATMENT PLANT DESIGN .............................................................................................. 6
•

Coagulation..................................................................................................................................... 6

•

Rapid Mixing and Flocculation .................................................................................................... 8

•

Sedimentation ............................................................................................................................... 13

•

Filtration ....................................................................................................................................... 19

•

Disinfection ................................................................................................................................... 25

•

Adsorption .................................................................................................................................... 26

CONCEPT DESIGN OF WATER RECYCLING FACILITY ............................................................ 27
REFLECTION .......................................................................................................................................... 30
REFERENCES .......................................................................................................................................... 31

3

EXECUTIVE SUMMARY
The Proposed Water Treatment Design and Concept Design of Advanced Wastewater
Design was conducted to enhanced the knowledge of the researcher and as a partial requirement
for the semester. The researcher gathered data, studies, and theses to gain an insight of a typical
water treatment design as well as to how to design a water treatment using the given data and full
utilized it to proposed a design aligned with the data.
The researcher designed each process in accordance to a typical process to be followed.
When designing coagulation, the researcher studied how jar test instrument works to achieve the
lowest possible value of turbidity (NTU), the researcher limits the design for using Aluminum
Sulphate only for the simplicity of design yet effective. The rapid mixing basin capacity was
designed based on the discharge capacity of the raw water as well as following the specifications
for the design of radial-flow turbine impeller while the researcher conducts the design,
assumptions were created due to lack of data, but assumptions made were value that is commonly
used for the design of water treatment facility. Flocculation basins were designed depending on its
discharge and retention time, the obtain volume was divided into 3 parts since the typical design
of a flocculation basins were divided into high speed mixture, medium speed mixture and low
speed mixture. Afterwards the researcher designed the sand filters based on the data for sieve
analysis and obtaining its head loss, settlement velocity and expanded depth. The researchers
design for disinfection utilizes the usage of the most common disinfectant (chlorine) and applied
to the design while designing the tank capacity.
For all the diagrams that cannot be found in the references, the researcher used softwares’
such as AutoCAD and Sketchup to draw the figures with given dimensions of the proposed design.

4

DESIGN PROBLEM
The data shown given below were the quality of raw water with its constituent. It can be
noticed that its quality can not pass the requirements as safe and potable drinking water.

Treatment Plant Capacity

13

ML/day

Constituent

Raw Water Quality

Finished Water Goals

Alkalinity (𝑚𝑔⁄𝐿 as 𝐶𝑎𝐶𝑂3 )

40

40

Total Organic Carbon (mg/L)

40-50

Minimize

Turbidity (NTU)

28

< 0.1 NTU or less

Apparent Color (PCU)

150-250

< 15

pH (s.u.)

6.5 – 7.5

7.5 – 8.5

Temperature (°𝐶)

1-20

Total Dissolved Solids (mg/L)

950

Check Guidelines

The study Proposed Water Treatment Design and Concept Design of Advanced
Wastewater Design deals with problems such as;
1. What should be the amount of Aluminum Sulphate to be used for the design of coagulation?
2. What should be the dimension of the rapid mixing tank and flocculation basin?
3. Is the filter required by the data suitable for the design or aligned with the data for sieve
analysis?
4. How does the process of disinfection and adsorption affect the raw water quality?

5

INTRODUCTION/LITERATURE REVIEW
Water quality describes on the characteristics of a water, it depends on its physical
characteristics such as turbidity, color temperature and specifically its odor and taste, its chemical
characteristics, its microbiological characteristics and radiological characteristics to define a
drinking water quality.
Design of water treatment facility varies depending on the design, but it typically revolves
around coagulation, flocculation, sedimentation, filtration, disinfection and adsorption. Water
treatment facilities main purpose is to developed a potable drinking water that is safe for the
consumers and to distribute the treated water into the households for water usage such as washing
clothes, washing plates, watering the plants and etc.
While water treatment plants are focusing to develop a safe water for human consumption,
wastewater treatment plants were responsible for treatment of wastewater that was used by the
consumer, since releasing of untreated water to sea, lakes or rivers can developed a water pollution
especially that millions of gallons of wastewater were treated daily.
Wastewater treatment plants are designed to have a unique water treatment process
combination and varies depending on the input water quality. A conventional wastewater treatment
includes pretreatment, primary treatment, secondary treatment and in some cases tertiary treatment
were included to further improve the output quality and it has the same concept for the filtration
and disinfection of water treatment.
Generally speaking, water treatment plants and wastewater treatment plants go hand in
hand and plays a significant role in the ecosystem. Engineers still continues to further develop the
processes for water treatment and wastewater treatment that yields to a maximize efficiency while
minimizing the cost of the treatments.

6

WATER TREATMENT PLANT DESIGN
Coagulation
In this study, out of the three most common coagulants namely, Aluminum sulphate (alum),
Ferrous sulphate (ferric), and Ferric chloride, the researcher chose Aluminum sulphate since it is
the most common out of the three and a necessary chemical when conducting jar test. In designing
the dosage of aluminum sulphate, the researcher takes into consideration of the turbidity and the
pH(s.u.) since it has major impact on what would be the dosage of the said chemical.
The researcher conducted two sets of jar test on a raw water containing a turbidity of 28
NTU, an 𝐻𝐶𝑂3 alkalinity concentration of 40 𝑚𝑔⁄𝐿 expressed as 𝐶𝑎𝐶𝑂3 and a pH(s.u.) of 6.57.5. Th...