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International Journal of Recent Engineering Research and Development (IJRERD)

ISSN: 2455-8761

www.ijrerd.com || Volume 03 – Issue 05 || May 2018 || PP. 35-61

35 | Page www.ijrerd.com

Design of sewage treatment plant at Jubilee Mission hospital,

Thrissur

Geethu. E.S, Anitha . K

Malabar College of Engineering and Technology, Kerala Technological University,

Desamangalam, Kerala

Abstract: Hospital waste water is a type of waste water, generated from all the medical and non medical

activities The need for waste water treatment is to collect and treat i.e., to limit the pollution and health risks,

before being returned to the environment at large. The sewage treatment plant is to be designed and constructed

to treat the sewage, generated from various sources of the hospital. To design the sewage treatment plant,

parameters like pH, total dissolved solids, Bio chemical oxygen demand, oil and grease being determined using

IS code specification. The sewage treatment plant is designed by extended aeration activated sludge process.

The treated water is discharged in to land for irrigation purposes and balance to public drain. The steady

incremental of new construction blocks in the hospital results, increase of the sewage generation. But still now

there is a lower capacity treatment plant. When considering the population inflation and future developments in

the hospital, the capacity of the current STP would be insufficient. So, there is a need for design the STP which

would be sufficed to handle the future sewage requirements of the hospital. My project deals with the design of

sewage treatment plant at Jubilee mission hospital, Thrissur and also prepare the estimation and rate analysis for

the sewage treatment plant, to develop a small scale model for the STPs as per designed values so as to check

the method is preferable or not, and environmental impact assessment (EIA) of existing sewage treatment plant

at Jubilee mission hospital to understand if any type of environmental impact is generated due to the current

STP, if yes, suggest recommendations to avoid the problems.

Keywords: Extended aeration activated sludge process, Environmental impact assessment

1. INTRODUCTION Hospital waste water is a type of waste water, generated from all the medical and non medical activities

from the operating rooms, emergency and first aid, laboratory, diagnosis, radiology, kitchen and laundry etc.

The waste water from hospital may contain various potential hazardous materials including, microbiological

pathogens, radioactive isotopes, disinfectants, drugs, chemical compounds such as antibiotics ,cytostatic agents,

anesthetics, disinfectants (due to their major use in hospital practice), platinum, mercury (in preservatives in

diagnostic agents and as active ingredients of disinfectants), and pharmaceuticals. My project is deals with the

design of STP to treat the sewage water from Jubilee mission hospital. It includes the major components such as

inlet chamber, screen chamber, grit chamber, collection tank, aeration tank, secondary clarifier, and tube filter.

When considering the population inflation and future developments, to hospital, the capacity of current STP is

insufficient. (800 cum/day). So, STP which can be handles the future sewage requirement of hospital to be

design for 30 years. The existing STP having lower capacity, i.e. 800 cum/day can be replaced by the STP

having 1700 cum/day. Proper treatment of hospital waste water is essential. Why because, if the effluent from

hospital is discharged directly into the land without any proper treatment, it will negatively impact the

environment as well as human beings. Hence, the selection of suitable treatment technology is essential. The

design of sewage treatment plant followed by extended aeration type of activated sludge process. Especially for

smaller plants up to 4 MLD capacities, it was decided to use extended aeration type of activated sludge plant,

which eliminates primary settling tank as well as sludge digestion tank. The other reason for selecting extended

aeration activated sludge process is the limited land area. It was decided to design the S.T.P using activated

sludge process for the secondary treatment instead of using the trickling filter. The various treatment

technologies used for treat the of hospital wastewater are, activated sludge process (ASP), extended aeration

(E.A.), fluidized bed reactor (FBR), submerged aeration fixed film (SAFF) Rector and movable bed bio-reactor

(MBBR). ASP is very old and user’s friendly technology. E.A. is exactly similar kind of treatment technology

like ASP, except more hydraulic retention time to give extended aeration for the complete digestion of organic

matter. SBR is also similar to E.A system. But biodegradation as well as settling of solids and removal of sludge

is done from same tank. It is also known as a draw-and-fill activated sludge treatment system. FBR is the latest

advance in attached as well as suspended growth aerobic biological treatment technology. Influent is treated

through a bed of small ring pack media at a sufficient velocity to cause fluidization in a reactor. SAFF is also a

latest advance in attached growth process and has been implemented in recent years as fixed film media into

activated sludge reactors to improve the performance of sewage treatment plants. MBBR is also used to treat


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wastewater which works on the principle based on the filtration of activated sludge through the concept of using

flat sheet type or hollow fiber type submerged membrane modules in bioreactors. My project also deals with the

estimation and rate analysis of the designed STP, environmental impact assessment of the existing plant, to

develop small scale model for STP as per the designed value , to check whether it’s working is satisfactory or

not.

1.2 Environmental impact assessment (EIA)

Based on the project details and the environmental status, potential impacts as a result of the

construction and operation of the existing STP at Jubilee Mission Hospital, Thrissur have been identified. The

impacts on various factors of environment have been quantified to the extent possible. This study deals with the

anticipated positive as well as negative impacts. As the part of the project, visited site of the existing STP. In

order to make the work a comprehensive one, collected data from various departments related to the STP. A

survey was conducted near the STP site to know about the majority opinion about the existing plant. All the

local peoples are cooperated. From the survey conducted, negative and positive feedback from the peoples were

obtained. Majority of feedback were positive. Collected water samples from school and houses near the of

existing STP site to test the parameters such as BOD, COD, SS, pH and oil & grease. From the data’s and

opinion, conducted environmental impact assessment by check list method.

Table: 1 Environmental impact assessment (EIA)

Houses and school were located nearer to the current STP. So any improper working of STP would

affect students as well as persons directly. For analyzing this, the current status of water in wells near the STPS

is checked. The result shows that the water sample is pure and potable.

Sl

no Name and address

Distance

from the

plant in

meter

Impact

Odour Smoke Noise Taste

1 School 2 X X

2

Luise joseph

Eastfort

Thrissur 10 X

3

John joseph chiramal house

Eastfort,Thrissur 20 X

4

Shony francis

Manjla house

Near thoppil stadium

Eastford,Thrissur 25

5

Ronald henly

Molangery parambil house

Eastfort,thrissur 30

6

M.c anto

Marotical house

Saminary Road

Eastfort Thrissur 35

7

Jestin M.J

Holiday home


8

A.K.John

Ainikkal Garden 68

9

Jerom M.A

Mmanjila House


10

K.K Unnimone

Naduvilpurakkal house



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1.3 Existing features: Quantity and characteristics of effluent

Total No of Beds: 1700 Any.

Designed period: Life time

The quantity of waste water to be generated in the hospital is from (bathroom, operation theatre,

laboratory, wash basins, washing area / laundry section, and septic tank overflow etc.)

Qty. of Waste water partially treated in the old treatment plant : 800Cu.m./day.

The current capacity of the beds in hospital is 1700, and the old plant was designed for handling only 2000

beds. But actually 1500 beds were present at that time. The new STP designed for 3065 beds. For 3065 Beds,

the average flow is 1700 m3/day. When considering the population inflation and future developments in the

hospital, the capacity of the current STP would be insufficient. So, there is a need for design the STP which

would be sufficed to handle the future sewage requirements of the hospital.

1.4 Design procedure

Given Data

Average flow = 1700 m3/day

Peak flow = 2.5×1700 = 4250 m3/day = 0.049m

3/sec

Table: 1 Characteristics of influent and effluent water

PARAMETERS INFLUENT

(mg/L)

EFFLUENT

(mg/L)

pH 5.9 6.8

TDS 400 200

BOD 310 12

COD 565 64

OIL & GREASE 8 NIL

1.5 Choosing the type of secondary treatment:

Since the desired quality of the treated effluent was of a high standard, and the available land area for

construction of plant was limited, it was decided to design the S.T.P using activated sludge process for the

secondary treatment instead of using the trickling filters.

Moreover, considering the various advantages offered by the extended aeration process, especially for

smaller plants up to 4 MLD capacities, it was decided to use extended aeration type of activated sludge plant,

which eliminates primary settling tank as well as sludge digestion tank.

Inlet chamber


Peak flow = 2.5×1700 = 4250 m3/day

= 0.049m3/sec

Plan dimension of inlet chamber = 1.3m × 1m

Provide free board = 1m

Provide minimum size 1.3x1m of inlet chamber.

The outflow from the inlet chamber shall be taken to the screen chamber.

Screen chamber One Screen chamber/channel shall be provided as per sound engineering practice.

The flow from the inlet chamber to the screen channels shall be controlled by C.I. penstock gates.

Q max =

0.049 cubic meter/sec

Assumptions:

Shape of Bar =

Size =

Clear spacing between bars =

M.S. Flats

10 mm × 50 mm (10mm facing flow)

20 mm

Inclination of bars with horizontal =

Assuming velocity normal to screen =

At peak flow, net inclined area required =

45 degree (Cleaning - manually)

0.8 m/sec

Q max / Assumed velocity normal to screen


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=0.049/0.8

= 0.061 m2

Gross inclined area =

Net inclined area required x Average annual rate of

flow

= 0.061 ×1.7

= 0.1037 m2

Gross vertical area required

= 0.1037× sin 80°

= 0.1021 m2

Provide submergence depth = 0.3 m

∴ Width of channel =

Check velocity in duct =

0.1021 / 0.3 ≈ 0.35 m

Q max / (Width of channel × 0.3)

= 0.049

(0.35×0.3)

= 0.466 m/s

(Velocity u/s of screen) > 0.4 m/sec

Provide 20 bars of 10×50mm at 20mm clear spacing as per the results

Provide screen chamber shall be170cm width

U/s of screen, a C.I. penstock gate shall be provided for the channel

Min. drop of 150mm shall be provided in the bed of screen channel

Size of penstock shall be provide as 350×450mm

∴ Provide minimum size of the chamber = 2.5m×0.9m×0.9m

Grit chamber

Flow from screen chamber shall be taken into grit chamber, provided in duplicate.2 nos. C.I. gates, one each at

inlet and outlet, are provided for each Grit chamber.

Design flow =

=

=

2.5×Avg flow

2.5×1700

4250 m3/day

Surface loading = 1100 m3/m

2/day (assumed)

To account for turbulence and short circuiting reduce the surface loading to about 800 m3/m

2/day

Area required =

design flow

surface loading

=4250/800

= 5.31≈ 5.4m2

Detention time =

Volume =

60 sec design flow ×detention time

24×3600

= 4250 ×60

24×60×60

=2.951 m3

Liquid depth =

=

Original depth =

volume/area

2.951/5.4

0.546 m


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Size of the Grit chamber = 0.546 + 0.6 FB=1.14≈1.2 m

2.7m×2.7m×1.2m size provide for grit chamber.

Check for horizontal velocity

C/S area of grit chamber =

=

breadth x Original Liquid depth

2.7×0.546

= 1.474m2

Velocity =

=

design flow

C.S area ×24×3600

4250

2.7×0.546×24×60×60

= 0.0333m/s

= 3.33 cm/s < 18 cm/sec, Hence ok.

Grit generation = 0.05 m3per 1000 m

3 of sewage flow (assume)

Even though the grit is continuously raked, still 8 hrs. Grit storage is provided for average flow

Storage volume required =

1700 ×8

24 x

0.05

1000

= 0.028 m3

Grit storage area =

𝜋

4 × 2.7

2

= 5.725 m2

Grit storage depth =

storage volume

grit storage area

= 0.028/5.725

= 0.0048 m

Total liquid depth =

=

liquid depth + grit storage depth

0.546 + 0.0048

≈ 0.6 m

Provide grit chamber size =

2.7×2.7× (0.6+0.6 FB)

2.7m×2.7m×1.2m

Out flow from grit chamber shall be carried out to the aeration tank through a 600mm wide R.C.C. channel

provided with fine bar screen (manually operated). The clear spacing between the bars shall be 10mm.

Collection tank

Average flow =

1700 m3/day

Provide hydraulic detention time = = 12

12 Hours

The volume of tank =

1700× 12

24 = 850 m3

Liquid depth = 6m

Area =

850

6 =

800

6

= 141.66 m2

Assume surface loading rate average flow = 15 m3/m2/ day


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Surface area to be provided =

1700

15

= 106.6 m2

The area, A = 113.33 m 2

Diameter of the circular tank, d =

141.66×4

𝜋

= 13.42 m ≈ 13.5 m

Actual area provided = 𝜋

4×13.52

= 143.14 m2

Check for wear loading

Average flow = 1700 m3/ day

Wear loading = 1700

𝜋×13.5

= 40.083 m3/ day/ m <185 m3/ day/ m .

Hence ok.

Provide 13.5 m diameter and overall depth = 6 + free board

= 6 + 0.3

= 6.3m

Aeration tank

No. of tanks =

2

Average flow to each tank =

=

1700/2

850 m3/day

The total BOD entering S.T.P = 310 mg/L

Assuming that negligible BOD is removed in screening and grit chamber (since it mainly removes inorganic

solids), the BOD of sewage coming to aeration tank.

Y0 =

310 mg/L

BOD left in the effluent YE = 12 mg/L

Therefore,

BOD removed in activated plant =

Y0 −YE

=

298 mg/L

Therefore,

Minimum Efficiency required in the activated plant

=

298

310 × 100

=

96 %

Hence ok. Since the adopted extended aeration process can remove BOD up to 95-98%


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Volume of aeration tank can be designed by assuming a suitable value of MLSS and 𝜃c (F/M) ratio

Let us assume MLLS (X) = 3000 mg/L (b/w 3000-5000)

F/M ratio =

0.12 (b/w 0.10-0.18)

Now using eqn, we have, =

F

M=

Q

V×

Yo

X

= 0.12 =850

V ×

310

3000

V = 732 m3

Where,

Q =

Average flow (m3/day)

V = ?

Y0 = BOD of raw water in mg/L

X =

Assumed MLLS concentration

F/M = Assumed (0.10-0.18)

Let us adopt aeration tank dimension such as liquid depth 3.5m and width 7m. Then,

The length of the tank = V

BD

= 732

3.5×7

29.87m ≈ 30 m

Therefore, volume (V) provided = 30×7×3.5

= 735 m3

Check for aeration period or H.R.T (t)

t = V

Q× 24

=

735

850 × 24

=

Since it lies between 10 – 25 hr., hence ok 20.75 ≈ 21 hrs.

a) Check for volumetric loading

=

Q×Yo

Vgm /m

3

=

850×310

735

=

363.488 gm /m3 ≈ 364 gm /m

3

=

0.36 kg/m3

Since it should lie between 0.2and 0.4, hence ok.

c) Check for return sludge ratio (for SVI ranging from 50 – 150 ml/g)


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Using eqn. we have, =

QR

Q=

𝑋

166

SVI−X

= 3000

106

112−3000

=

0.506

Since it should be within 0.5 – 1.0, Hence ok.

d) Check for S.R.T (θc)

V. X =

α .Q. Yo−YE .θc

1+Ke .θc

Where,

αy =

1.0 (constant for municipal sewage w.r.t MLLS)

Ke =

Y0 =

YE =

0.06-1

(constant for municipal sewage)

BOD of raw water in mg/L

BOD of treated water in mg/L

V( volume) = 735 m3

X =

3000 mg/L

Q =

850 m3/day

735×3000 =

1×850×(310−12)θc

1+0.06θc

θc =

20.78 ≈ 21 days

Since it lies from 10 to 25 days, hence ok.

Adopt an overall size of the aeration tank = 30m×7m×(3.5+0.6 FB)

=

30m×7m×4.1m

The effluent will be taken to the secondary clarifier. The inflow to the secondary clarifier shall be by means

of 250mm ϕ C.I. pipes, which will be a velocity of 0.78 m/sec at peak flow.

Aerators sizing

B.O.D5 applied to each tank =

310 mg/L

Avg. flow in each tank =

850 m3/day

B.O.D5 to be removed in each tank = 850×0.310

=

=

=

263.5 kg/day

263.5/24 =10.97 ≈ 11 kg/hr

11 kg/hr.

Oxygen requirement =

1.2 kg/kg B.O.D applied

Peak oxygen demand = 125 %

Oxygen transfer capacity of the aerator in standard conditions


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= 1.9 kg/HP/kwh

=

1.41 kg/HP/hr.

Oxygen transfer capacity of the aerator at field conditions

=

0.7×1.41

= 0.98 kg/HP/hr

Oxygen to be applied in each tank =

1.2×11×1.25

= 16.5 kg/hr.

HP of aerator required =

16.5 /0.98

= 16.83 HP say 18 HP

Provide 2 aerator each of 9 HP in each tank

Check for mixing consideration

As per practice power required for mixing = 0.02 kw/m3

Vol. of each aeration tank =

735 m3

SHP required = 735×0.02

=

14.7 kW

Provide 2 aerators and considering gear efficiency as 97 %

HP of each aerator required =

14.7

2×0.97

= 7.58 HP

Considering a power margin 25 % on motor rating

Motor HP required = 7.58×1.25

=

9.47 HP Say 9 HP

Provide 2 Nos of 9 HP aerators in each tank.

The dimension of the tank selected on the basis of suitable aerator motor is the zone of influence.

The zone of influence for each aerator will be about 11m2 with 3.5 m depth. The suitable aerator be selected,

and accordingly, the depth and size of aeration tank adjusted. The submergence of the aerator will be

between 75mm to 115 mm.

Secondary clarifier

No. of secondary clarifier = 1

Average flow =

1700 m3/day

Re circulated flow, say 50% =

850 m3/day

Total inflow =

2550 m3/day


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Provide hydraulic detention time = 2 hr

Volume of tank (exclusive of hopper portion)

=

Total inflow ×hydraulic detention time

24

= 2550 × (2/24)

= 212.5 m3

Assume liquid depth =

3.5 m

Area (superficial) = 212.5/ 3.5

= 60.714 m ² ≈ 60 m2

Surface loading rate of average flow = 15m3/m

2/day (assumed)

Surface area to be provided =

Average flow / Surface loading rate (m2)

=

1700/15

= 113.33 m2 ≈ 113 m

2

(Provide area greater of two) Area, A = 113 m2

Diameter of Circular tank (d)

d = 113×4

π ≈ 12 m

Actual area provided =

𝜋

4 ×12

2

= 113 m2

Check for Weir Loading

Average flow =

1700 m3/day

Weir loading = Average flow / (π × d)

=

1700

𝜋×12

=

< 185 m3/day Hence ok

45.09 m3/day/m

Check for Solids loading

Recalculated flow =

850 m3/day

Average flow =

1700 m3 /day

MLSS in the tank =

=

3000 mg/L

3 kg/day

∴Total solids in flow = (1700 + 850) ×3

=

7650 kg/day

Solids loading =

Total solids in flow / Surface area to be provided

=

=

7650/113

68 kg/day/m2


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Provide a clarifier diameter 12 m having liquid depth 2.5 m, Hopper slope shall be 1 in 12 and free board

will be 0.3 m. Sludge will be withdrawn from the clarifier through C.I. pipe. The sludge will be taken to the

return sludge pump house. The treated effluent from the secondary clarifier can be disposed of in the nearby

valley.

Tube settler


Provide hydraulic detention time = 2 Hour

Volume of the tank exclusive of hopper bottom = 1700×2

24= 141.66 m3

Assume liquid depth = 2.5 m

Area = 141.66

2.5

= 56.664 m2

Surface area to be provided = 1700

15

= 113.33 m2

Take higher value area A = 141.66 m²

Assume the depth of tube settler = 16 m

Length of the tube settler = 141.66

16 = 8.853m

Check for weir loading

Average flow = 1700 m3/ day

Weir loading = 1700

2×16×8.853

6.01 m3/day /m < < 185 m3/day /m hence, ok

Check for solid loading

Total inflow = 1700 m3/day

MLSS in the tank = 3000 mg / L

= 3 kg/ L

Total solid inflow = 1700×3

= 5100 kg/ day

Solids loading = 5100

141.66

=36 kg/day/m2

Provide clarifier of 6.67m×16m×3 m (2.5+F.B). Hopper slope shall be 1 in12.

1.6 Mechanical equipments

Mechanical instruments which are used in STPs are effluent transfer pump, fixed type aerators, sludge

recirculation pump, flash mixer, flash mixer feed pump, tube deck, chemical storage tank, lime preparation tank

with stirrer, hypochlorite storage tank ,pressure sand filter feed pump, Pressure sand filter, blower for collection

tank ,filter press feed pumps and Filter Press.

Effluent transfer pump No : 1 + 1

Capacity : 40Cub.m/Hr.

Type : Horizontal, centrifugal, non-clog Self priming pump

Head : 10MLC

Manufactures : KIRLOSKAR/JOHNSON

Fixed type aerators

No : 8

Type : Surface aerators

Motor HP : 2 nos of 7.5HP

Accessories : Gearbox, Motor, Base plate etc.

Make of Gearbox : Greaves/Santhi

Sludge recirculation pump


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No : 1 + 1 stand by

Capacity : 20 Cub.m./hr.

Head : 20MLC

Type : Semi-open impeller, self-Priming, non-clogging, Centrifugal


Flash mixer

No : 1

Size : 1.25m x 1.25m x 1.25m

Construction : M.S. with epoxy coating

Flash mixer feed pump No : 1+ 1 common stand by

Capacity : 40Cub.m/hr.

Type : Horizontal, centrifugal, non- Clog Self priming pump

Head : 20MLC


Tube deck

Quantity : 25Cu.m.

Material of construction : PVC

Manufactures : MM Aqua

Accessories : Necessary supports

Accessories for tube settler: Lime Tank with stirrer, reagent tank etc.

Chemical storage tank No : 1

Capacity : 10KL

Material of construction : HDPE

Lime preparation tank with stirrer

No : 1

Capacity : 2KL

Material of construction : M.S. with epoxy coating

Accessories : Paddle type stirrer

Motor HP : 0.5HP

Manufactures : KIRLOSKAR

Hypochlorite storage tank

No : 1

Capacity : 500Litres

Material of construction : HDPE

Accessories : Dosing Pump

Manufactures : ASIA –LMI

Pressure sand filter feed pump

No : 1 + 1 stand by

Capacity : 40 Cub.m/hr.

Type : Horizontal, centrifugal, non-clog Self priming pump

Head : 40MLC

Manufactures : JOHNSON

Pressure sand filter

No : 1

Size : 2.5m Dia. x 2.4m SWD

Construction : M.S. with epoxy coating

Accessories : Graded Sand and pebbles

BLOWER FOR COLLECTION TANK

NO : 1+1

HP of motor : 12.5HP

Type : Twin lobe roots blower


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Make : KAY

ACCESSORIES : PIPE DISTRIBUTION SYSTEM

Filter press feed pumps

Quantity : 2 Nos

Capacity : 5 cum/hr. @ 40 MLC Head

Filter Press

Size : 36" x 36"

No. of Plates : 41

Type : Recessed type

2. ESTIMATION OF DESIGNED STP Estimation is a technique for computing or calculating the various quantities and the expected

expenditure to be incurred on a particular project. The estimation of the designed STPs done by long wall short

wall method. In this method, the wall along the length of the room is considered to be long wall while the wall

perpendicular to the long wall is said to be short wall.

Table: 2 Estimation of STP (Designed)

SL.N0 PARAMETERS

No L

(m)

B

(m)

D

(m)

QUANTITY

(m3) REMARKS

I) INLET CHAMBER

1

2.1

1.8

1.2

4.536 m3

L=1.3+0.3+0.3

= 1.9m

1.9+0.10+0.10 =

2.1m

B = 1.0+0.3+

0.3+0.10+0.10

=1.8 m

D = 1.00+0.20

=1.2. m

2.

Cement concrete 1:3:6 for

floor & foundation

1

2.1

1.8

0.2

0.756 m3

First class brick 1:4cm in

inlet chamber

1) Long wall

2) Short wall

2

2

1.9

1.0

0.3

0.3

1.0

1.0

1.14 m3

0.600 m3

L=1.3+0.3+0.3

= 1.9m

Total 1.740 m3

4. G.I sheet for roofing 1

12 mm cement plaster 1:3

mortar mixed with std.

Earth work in

excavation

1

.

1

3

5


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water proofing compound

in Inlet chamber

1) Long wall

2) Short wall

2

2

1.30

1.00

1.0

1.0

2.60 m2

2.00 m2

Total 4.60 m2

20 cm cement plastering

1:3 with std. water proofing

compound in floor of inlet

chamber

1

1.3

1.0

1.30 m2

100mm SW pipe laying

&joining with 1:3cm Inlet

from hospital to Inlet

chamber

1

100

m

100 m

ii) SCREEN CHAMBER 1

3.3 1.8 1.2 7.128 m3

L=2.5+0.3+0.3=

3.1m

0.10+0.10 = 3.3 m

B=1.0+0.3+0.3+0.

10+0.10 = 1.8 m

D = 1.00+0.20 =

1.2m


floor & foundation 1 3.3 1.8 0.2 1.188 m3


screen chamber

1) Long wall

2) Short wall

2

2

3.1

1.00

0.3

0.3

1.00

1.00

1.86 m3

0.600 m3

L=2.5+0.3+0.3=

3.1m

Total 2.460 m3

4. G.I sheet for roofing 1 1 nos

5.




in screen chamber

1) Long wall

2) Short wall

2

2

2.5

1.00

1.00

1.00

5.00 m2

2.00 m2

Total 7.00 m2

6.



compound in floor of

screen chamber

1

2.5

1.00

2.50m2

7.

100mm SW pipe laying &

joining with 1:3cm

Inlet from Inlet chamber to

6

1

Earth work in

excavation

1

2

3


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screen chamber

1

2

2 m

iii) GRIT CHAMBER 1

1.

Earth work in excavation

1

3.5

3.5

1.4

17.150 m3

L=2.7+0.3+0.3+0.

10+0.10 = 3.5 m

B=2.7+0.3+0.3+0.

10+0.10 = 3.5 m

D = 1.2+0.2 = 1.4

m

2


floor & foundation

10

20

1) Rectangular

2) Triangular

1

1

3.5

2.7

3.5

2.7

0.2

.05

2.45 m3

0.36 m3

Total 2.814 m3


grit chamber

1) Long wall

2) Short wall

2

2

3.3

2.7

0.3

0.3

1.2

1.2

2.376m3

1.994 m3

Total 4.32 m3

4. G.I sheet for roofing 1 1 Nos

5.




in grit chamber

3) Long wall

4) Short wall

2

2

2.7

2.7

1.2

1.2

6.48m2

6.48 m2

Total 12.960 m²

6.



compound in floor of grit

chamber

1

2.7

2.7

7.290 m2

7.


joining with 1:3cm

Inlet from screen chamber

to grit chamber

1

2

2 m

iv) COLLECTION TANK 1

1.

Earth work in excavation for

collection tank

1

𝜋/4 ×d2 ×h

𝜋/4 ×14.42 ×7.2

1172.590m3

D=13.5+0.3+0.

3+0.15+0.15

=14.4m

h=6.30+0.20+0.

6+0.10 = 7.2m

2. Cement concrete for P.C.C 1 𝜋/4 ×14.42 ×0.1

16.290 m3

3 3


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3.

Cement concrete for

foundation 1 𝜋/4 ×14.42 ×0.6

97.120 m3

4. Cement concrete for walls 1

(𝜋/4 ×14.12 ×6.3)-

( 𝜋/4 ×13.52 ×6.3)

81.940 m3

D=13.5+0.3+0.

3 = 14.1 m

5.

R.C.C roof 20 cm thick

precast slab including steel

reinforcement complete laid

in position

1

𝜋/4 ×14.12 ×0.2

31.230 m3

.

1) Inlet from grit chamber to

collection tank 600mm ϕ

2) Outlet pipe from

collection tank to aeration

tank

1

1

4m

8m

4m

8m

v) AERATION TANK 2


floor

2

30

7

0.30

2

First class brick 1:4 cm in

aeration tank

1.) L.W

2.) S.W

2

2

30.6

7.60

0.3

0.3

4.1

4.1

75.280 m3

18.696 m3

Total

93.976 m3 =

93.976×2

= 187.950 m3

L.W

S.W

2

2

30

7.0

4.1

246.00 m²

57.4 m²

303.4 m² =

303.4x2

=606.8m²

20 cm cement plastering 1:3

with std. water proofing

compound in floor of

aeration tank

1

1

126 m3 1

12 mm cement plaster

1:3 mortar mixed with

std. water proofing

compound in aeration

tank

Total

4

5

4.1


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vii TUBE SETTLER 1

Cement concrete 1:3:6

floor & foundation

0.46

4.300m

1) Rectangle

2) Triangle

2

2

4.300

4.300

8.0

8.0

0.30

0.08

20.640 m3

5.504 m3

L=8.9/2 =4.4m

4.40-0.45/2=4.3m

Total

26.144 m

3

2.

Cement concrete for 1:3:6

wall

1) L.W

2

16.4

0.2

8.9

58.384 m3

L= 16+0.2+0.2 =16.4

m

2 30.0 7.0 420.000 m2


joining with 1:3cm

Outlet from aeration tank to

secondary clarifier

3.00 m

vi) SECONDARY

CLARIFIER

1

1.

Cement concrete 1:3:6 floor

& foundation

0.46

5.8 m

1) Rectangle

2) Triangle

2

2

5.8

5.8

12

12

0.30

0.08

41.760 m3

11.136 m3

L= 12/2 = 6m

6-0.45/2 =5.8m

Total

52.896 m3

2. Cement concrete 1:3:6 wall

1

(𝜋/4 ×12.8×3.26) -

( 𝜋/4×122 ×3.26)

50.790 m3

d=12=0.4=0.4=1

2.8 m

h=2.8+0.46=3.26

m

3

.

Sludge withdrawn C.I pipe

to filter press 450mm ϕ

1

1 nos

4. Cement concrete for

overflow channel 450 mm

ϕ and 450 mm depth

π/4×13.82×0.10×0.45 1.950 m

3

3 1

1

1


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2) S.W 2 8.9 0.2 8.9 31.684m3

Total 90.068 m3

3.

Sludge withdrawn C.I pipe

to filter press 450mm ϕ

1 1 nos

4.

Cement concrete for

overflow channel 450 mm

ϕ and 450 mm depth

1

(17.5×10.4×0.45)-

(17.3×10.2 ×0.45)

2.493 m3

3. RATE ANALYSIS DESIGNED STP (AS PER P.W.D RATES 2017) The rate analysis for the designed STP is followed as per P.W.D rates 2017.At various stages in project

management, need to know how much is cost of executing unit amount of work, and how many equipments are

required to execute unit amount of an item of work. For getting the all data’s rate analysis should be done as per

current rate available in PWD.

Table: 3 Rate analysis (As per P.W.D rates 2017)

SL.NO: DESCRIPTION UNIT QUANTIY RATE AMOUNT

i) INLET CHAMBER

1. Earth work in excavation Cum

4.536 m3 1339.45 6075.745

2. Cement concrete 1:4:8 for floor & foundation

Cum

0.756 m3 6180.00 4672.080

3. First class brick 1:4cm in inlet chamber

Cum

1.740 m3 7227.35 12575.589

4. G.I sheet for roofing Nos 1 1012.5

5.

12 mm cement plaster 1:3 mortar mixed with

std. water proofing compound in Inlet chamber

Sqm

4.600 m2

318.15 1463.490

6.

20 cm cement plastering 1:3 with std.water

proofing compound in floor of inlet chamber

Sqm

1.30 m2

450.8 586.04

7.

100mm SW pipe laying & joining with 1:3cm

Inlet from hospital to Inlet chamber

Meter

100 m 1707.90 170790

ii) SCREEN CHAMBER

1. Earth work in excavation Cum 7.128 m3 1339.45 9547.599

2.

Cement concrete 1:4:8 for floor & foundation

Cum

1.188 m3

6180.00

7341.84

3. First class brick 1:4cm in screen chamber

Cum

2.460 m3

7227.35 15582.17

4. G.I sheet for roofing Nos 1 nos 1012.50

5.


std. water proofing compound in screen chamber

Sqm

7.00m2

318.15 2227.05

6.


proofing compound in floor of screen chamber

Sqm

2.50 m2

450.80

1127.00


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7.


Inlet from Inlet chamber to screen chamber

Meter

2 m 1707.90 3415.80s

iii) GRIT CHAMBER

1. Earth work in excavation Cum 17.150m3 1339.45 22771.567

2. Cement concrete 1:4:8 for floor & foundation

Cum

2.814 m3 6180.00 17390.52

3. First class brick 1:4cm in grit chamber

Cum

4.32 m3

7227.25 31221.72

4. G.I sheet for roofing Nos 1 nos 1012.50 1012.50

5.


std. water proofing compound in grit chamber

Sqm

12.960 m2

318.15 4123.224

6.

20 cm cement plastering 1:3 with std. water

proofing compound in floor of grit chamber

Sqm

7.290 m2

450.80

3286.332

7.


Inlet from screen chamber to grit chamber

Meter

2 m 1707.9 3415.80

iv) COLLECTION TANK

1. Earth work in excavation for collection tank

Cum

1172.590

m3 1535.09 1800031.2

2. Cement concrete for P.C.C Cum 16.290 m3 5857.75 95422.74

3.

Cement concrete for foundation

Cum

97.120 m3

6180.00

600201.60

4. Cement concrete for walls Cum 81.940 m3

6180.00 506389.20

5.

R.C.C roof 20 cm thick precast slab including

steel reinforcement complete laid in position

Cum

31.230 m3

2180.45 68095.4535

6.

1) Inlet from grit chamber to collection tank

600mm ϕ

2) Outlet pipe from collection tank to aeration

tank

Meter

Meter

4 m

8 m

1060

1060

4240

8480

v) AERATION TANK

1. Cement concrete 1:4:8 for floor

Cum

126.000 m3

6180.00 778680

2. First class brick 1:4 cm in aeration tank

Cum

187.950 m3 7227.25 1358361.63

3.


std. water proofing compound in aeration tank

Sqm

606.800 m3

318.15

193053.42

4.


proofing compound in floor of aeration tank

Sqm

420.0m3

450.80 189336

5.


Outlet from aeration tank to secondary clarifier

1707.9 5123.7


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Meter

3 m

vi) SECONDARY CLARIFIER

1. Cement concrete 1:4:8 floor & foundation

Cum

52.896 m3

6180.00 326897.28

2. Cement concrete 1:4:8 wall Cum 50.790 m3

6180.00 313882.2

3.

Sludge withdrawn pvc pipe to filter press

500mm ϕ

Meter

1 nos 4150 4150

4.

Cement concrete for overflow channel 450 mm

ϕ and 450 mm depth

Cum

1.950 m3

6180.00 12051

vii) TUBE SETTLER

1.

Cement concrete 1:4:8 floor & foundation

Cum

26.144 m3

6180.00 161569.92

2. Cement concrete for 1:4:68wall

Cum

90.068 m3

6180.00 556620.24

3.

Sludge withdrawn C.I pipe to filter press

500mm ϕ

Meter

1 nos 4150 4150

4.

Cement concrete for overflow channel 450 mm

ϕ and 450 mm depth

Cum

2.493 m3

6180.00

15406.74

TOTAL 7322795

4. Methodology 4.1 Materials for STP model

Small scale model for STP s were developed using glass and plastic containers as per obtained

designed value. Materials used for the small scale STPs were sand, activated carbon, and coarse aggregate for

filtration process. Other materials were, mini motors, small aerators, Lime, and nutrient agent etc.Aeration tanks

and tube settler were made by glass material having size 37 x18x10 cm and 23x18x40 cm. To avoid purification

of effluent mini motors were used. Oxygen is supplied by means of small aerators.

4.1.1Sand

Sand is a loose granular substance typically pale yellowish brown, resulting from the erosion of

siliceous and other rocks and forming a major constituent of beaches, river bed, etc. The sand is collected from

the market, located at Ollur. Sand passes through IS 2.36 mm is used . The filter medium should be of uniform

grain size to make sure that the pores between grains are the same size, so that the filters efficiency should be

equal over the bed. The sand used in the filtration process must have low silt content and hence the river sand is

preferred due to have less soluble salts in it. Sand must be washed thoroughly before it should be used as filter

media.

Fig :1 Sand passes through IS 2.36 mm sieve

As the water passing through the fine grained medium, pathogens are strained out as they encounter

small pore spaces. Pathogens are controlled by a bio film of beneficial microorganisms which are forms on the


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surface of sand grains and removes pathogens through interactions and competitions. The most removal occurs

within the top few centimeters of sand bed where the biological activities are greatest.

4.1.2 Activated carbon

Activated carbon can be considered as a material of phenomenal surface area made up of millions of

pores - rather like “molecular sponge. The activated carbon was collected from house itself. Activated charcoal

or activated carbon is a typical form of carbon which is prepared by burning of coal or organic matter like

animal bones or coconut shells in controlled conditions.

Fig: 2 Activated carbon

4.1.3 Coarse aggregates

Coarse aggregate is provided to support the sand bed and to permit uniform drainage of the overlaying

sand. This layer allows water to drain freely from the sand bed while preventing sand from escaping to the outlet

tank. To accomplish the above purposes, aggregates must be graded. The aggregate which passes through 10

mm IS sieve and retain on 20 mm IS sieve is used.

Fig : 3 Coarse Aggregate passes through 10 mm

IS sieve and retain on 20 mm IS sieve

4.1.4 Lime

Lime is a calcium containing inorganic mineral in which carbonates, oxides, and hydroxide are

predominate. Otherwise it is defined as it is a colorless crystal or white powder and is obtained when calcium

oxide is mixed, or slaked with water.


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Fig : 4 Lime

4.1.5 Nutrient agent

Nutrient agents added to the raw sewage water for perfect biosynthesis. Cow dung was added as a

nutrient medium. Cow dung is the undigested residue of plant matter which has passed through the animals gut.

An MLSS concentration of 4000mg/L is to be maintained in the aeration tank for enough bacterial growth.

Fig: 5 Nutrient agent

4.2 Experimental set up for small scale STP


designed value. About 2.5 L sewage waste water was collected from Jubilee mission hospital, Thrissur. Sewage

water diluted and to made as 5L. Checked the parameters of diluted sewage water. A plastic container of 22 L

capacity is used as an inlet chamber. From inlet chamber, the sewage was passed through the screens having an

opening of 4mm and 2 mm respectively. Plastic container of size 35cmx25cmx15 cm used as screen chamber.

The screens were placed at 45 degree to the chamber. After screening, the effluent was collected in a collection

tank where air is bubbled by means of mini motors to avoid purification of effluent. Plastic container with

diameter 24 cm, depth 17 cm and slope height is 9 cm was used as collection tank. Two aeration chambers were

made up of glass material having size 35 cmx18 cmx10cm to receive the sewage water from collection chamber.

Two numbers of small aerators were used for providing oxygen to the bacteria’s for their speedy survival. A

plastic container of 24 cm diameter and 10 cm depth was used as secondary clarifier. Its slope height is 9 cm.

Used a plastic container of diameter 24 cm and depth 17 cm as a sump. Tube settler received the effluent from

sump made up of glass material had size 23 cmx18cmx30 cm, with sloping height of 9 cm. For further

purification of the effluent, the effluent should be passed through the filter made by glass of size

18cmx18cmx30 cm. The components of STPs were described below.


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Fig: 6 Experimental set up for small scale model for STPs

4.2.1Collection tank

Collection tank serves the purpose of maintaining desired flow rate as well as for making mixture

homogeneous. The effluent from screen chamber will lead to the collection tank. Plastic container with diameter

of 24 cm, depth 17 cm and slope height is 9 cm was used as collection tank. After screening process, the effluent

is collected in a collection tank where thoroughly mixing is made by means of mini motors for 6 hours to avoid

purification of effluent.

Fig: 7 Collection tank

4.2.2 Aeration chambers

Two aeration chambers were made up of glass material having size 35 cmx18 cmx10cm to receive the

sewage water from collection chamber and subjected to activated sludge process. Oxygen is supplied by means

of small aerators for 6 hours. An MLSS concentration of 4000mg/L is to be maintained in the aeration tank for

enough bacterial growth. Nutrients in the form of cow dung added for perfect biosynthesis.


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Fig: 8 Aeration tank

4.2.3 Secondary clarifier with sump

A plastic container of 24 cm diameter and 10 cm depth was used as secondary clarifier. Its slope height

is 9 cm. The overflow from the aeration tank is sent to the hopper bottom settling tank where the sludge settles

and clear liquid overflows. The overflow from the hopper bottom settling tank is collected in an intermediate

sump for lime mixing. Mini motors are used for mixing purpose. Mixing time provided for 6 hours. A plastic

container of diameter 24 cm and depth 17 cm was used as an intermediate sump.

Fig: 9 Secondary clarifier with sump

4.2.4Tube settler

Tube settler received the effluent from sump made up of glass material had size 23 cmx18cmx30 cm,

with sloping height of 9 cm in size .Tube settler is used for sludge settlement.

Fig: 10Tube settler

4.2.5 Filter

Glass chamber of size 18cmx18cmx30 cm, used as filter. Layers of materials were filled inside. The

bottom most layer 90 mm was filled with coarse aggregates passed through 10 mm IS sieve and retained on 20

mm IS sieve. The layer above coarse aggregate , activated carbon, placed about 40 mm depth. A layer of cotton

cloth was placed in between each medias. Sand passing through 2.36 mm IS sieve at a height of 90mm is filled

above the activated carbon layer. In the top most layer, the aggregate which is passes through 10 mm IS sieve

and retain on 20 mm IS sieve was filled ,at a depth about 90 mm.


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Fig: 11 Filter

4.3 Methodology for STP model


designed value. The method behind the small scale STP model is based on the extended aeration activated

sludge process. About 2.5 L sewage waste water was collected from Jubilee Mission hospital, Thrissur. Sewage

water diluted and to made as 5L. Checked the parameters of diluted sewage water. A plastic container of 22 L

capacity is used as an inlet chamber. The main process carried out in the sewage treatment plant is the

wastewater generated from various sections is first passed through screen chamber for removing large particles.

After screening, the effluent is collected in a collection tank where air is bubbled by means of mini motor

instead of blower through pipe grid to avoid purification of effluent. From the collection tank, the wastewater is

pumped at a suitable rate to the aeration tank and subjected to activated sludge process. Oxygen is supplied by

means of small aerators. An MLSS concentration of 4000mg/L is to be maintained in the aeration tank for

enough bacterial growth. Nutrients in the form of cow dung added for perfect biosynthesis. The overflow from

the aeration tank is sent to the hopper bottom settling tank where the sludge settles and clear liquid overflows.

Excess sludge is taken to the filter press in hospitals. In the intermediate sump, the combined effluent is mixed

thoroughly by mini motors instead of flash mixer where adequate dosage of lime and reagent are added.

Coagulation of residual suspended solids and dissolved organics takes place. The precipitated slurry is then

send to the tube settler where the sludge is settled and clear liquid is allowed to overflow. A mild dosage of

hypochlorite is added to the tube settler for disinfection. From tube settler, the raw sewage water sent to sand

filter for final polishing. Checked the current status of effluent which is obtained after the treatment from small

scale STP model. The treated water is discharged in to land for irrigation purposes and balance to public drain.

5. Results and Discussions 5.1 Environmental impact assessment

As the part of the project, conducted an impact survey. The survey was carried out school and houses

which are located near to STP. From impact survey, understood the impact of the present STP. Majority of

peoples problem was the smell generated from the STP at the time of cleaning. Which will badly affect the

school. The suggestion to the school authority was the cleaning should do after the school time. Night time is the

best time for the cleaning of the STP. This will also help to reduce the smell . From this impact survey can

concluded that smell is the only impact due to STP , so the current STP would be safe while changing the

cleaning time.

Table: 4Water characteristics near the current STP

Bore well

water Well water School water

Drinking

water

desirable

limit IS

:10500,1991

Distance from

plant in (meter) 10 30 2

BOD(mg/L) Nil Nil Nil Nil

COD(mg/L) Nil Nil Nil Nil

pH 7.2 6.5 7.3 6.5 -9

TDS(mg/L) 500 500 500 500


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Same result is been observed when testing the water samples from a nearby bore well, well for house, well for

school which are 10 m, 30 m and 2 m away respectively. The test results are within the standards of IS :

10500,1991. So the current STP is safe.

5.2 Size of designed STP

The sewage treatment plants for Jubilee mission hospital was designed as per extended aeration

activated sludge process. The size of the screen chamber obtained as 2.5m×1m×1m. Screen chamber is used to

prevent the entry of solid particles/ articles above a certain size; such as plastic cups, paper dishes, polythene

bags, condoms and sanitary napkins into the STP. Size of the grit chamber, diameter and depth of collection

tank, size of aeration tank, clarifier and tube settler were tabulated in table 6.3.1. Grit chambers are nothing but

like sedimentation tanks, designed to separate the intended heavier organic materials. The main function of the

aeration tank is to maintain a high population level of microbes.

The main function of secondary clarifier is, allow settling of biomass solids in the mixed liquor (biomass slurry)

coming out of the aeration tank, to thicken the settled biomass, and to produce clear supernatant water.

Table: 5 Items and its size as per designed STPs

Item Size

Inlet chamber 1.3mx1mx1m

Screen chamber 2.5mx1mx1m

Grit chamber 2.7x2.7x1.2m

Collection tank 13.5m diameter, D= 6m

Aeration tank 3omx7mx4.1m

Secondary clarifier 12 m diameter, D= 3.5 m

Tube settler 16mx8.9m

5.3 Estimation and cost of designed stps

Estimation of the designed sewage treatment plant is done by long wall short wall method. The rate

analysis for the designed STP is followed as per P.W.D rates 2017. The total cost for work is approximate 73

lakhs.

Table: 6.Cost for construction

SL.NO: DESCRIPTION AMOUNT

i) Inlet chamber 197175.44

1. Screen chamber 40253.95

2. Grit chamber 83221.66

3. Collection tank 3082860.19

4. Aeration tank 2524554.75

4. Secondary clarifier 656980.48

5. Tube settler 7322793.39

TOTAL 7322795

5.4 Small scale model for STPS

Small scale model for STP was developed as per designed values to check whether the method is

preferable or not. The influent from hospital diluted to ( 50% of influent ) Effluent from the model meets the

standards of CPCB for irrigation purposes. So, the working is satisfactory.

Table : 7 Effluent characteristics

Parameters Influent effluent Limit for land irrigation

given by CPCB

pH 5.11 6.7 5.5 -9

TDS 350 (mg/L) 200

(mg/L)

200 (mg/L)

BOD 200(mg/L) 27(mg/L) < 30 (mg/L)

COD 420 (mg/L) 240 (mg/L) < 250 (mg/L)

OIL & GREASE 7 (mg/L) 6 (mg/L) <10 (mg/L)


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6. Conclusions The project is intended to design a of STP to treat the sewage water from Jubilee mission hospital

Thrissur. It is based on extended aeration activated sludge process. When considering the population inflation

and future developments, to hospital, the capacity of current STP is insufficient. (800 cum/day). So, STP which

can be handles the future sewage requirement of hospital to be design for 30 years. The existing STP having

lower capacity, i.e. 800 cum/day can be replaced by the STP having 1700 cum/day. The available space for the

construction is limited, hence it is designed as two storied structure. The designed STP was estimated using long

wall short wall method. The total construction cost is approximately 73 lakhs. A small model for STP was also

developed as per the designed values to check its working and it was satisfactory. The sewage effluent was

treated by this model and treated water is tested and found that the water quality parameters within the limit of

CPCB for irrigation purpose.

References [1]. A. Amouei, H. A. Asgharnia, A. A. Mohammadi, H. Fallah, R. Dehghani and M. B. Miranzadeh “

Investigation of hospital wastewater treatment plant efficiency in north of Iran during 2010-2011”

International Journal of Physical Sciences Vol. 7(31), pp. 5213 - 5217, 16 August, 2012

[2]. B. Pauwels and W. Verstraete “The treatment of hospital wastewater: an appraisal” of Water and

Health May 2006

[3]. M. Makowska, M. Spychała, R. Błażejewski, “Original research

treatment of septic tank effluent in moving bed biological reactors with intermittent aeration”Journal of

Rural Water Supply and Sanitation, University of Life Sciences,60-649 Poznań, Piątkowska 94 A,

Poland Environ. Stud. Vol. 18, No. 6 (2009), 1051-1057.

[4]. Hisham Hmeed Alwan, Mohammed Inam Baki, Fauad R- Abtan, Hussein IrzooqiSultan,Mohammed

A. Abdul-Majeed” Wastewater Treatment in Baghdad City Using Moving Bed Biofilm Reactor

(MBBR) Technology’’ Ministry of Science and Technology/ Baghdad Eng. & Tech. Journal, Vol.30 ,

No.9, 20121550

[5]. Ram KumarKushwah,SumanMalik, “characteristics of wastewater in Sewage treatment plant of

Bopal”Journal of chemical and pharmaceutical researches, ISSN No:0975-7384 Vol 3,Issue-6,pp 766-

771.

[6]. K N Tan, H Chua, “ COD adsorption capacity of the activated sludge-its determination and application

in the activated sludge process” journal of environmental monitoring& Assessment, Vol 44,Issue 1,pp

211-217,feb-1997.

[7]. E C Ukpong, “Performance Evaluation of Activated Sludge Wastewater Treatment Plant (ASWTP) At

QIT, AkwaIbom State, Nigeria ”The internation journal of engg& science(IJES),Vol-2,Issue-7,pp 1-

13,ISSN(e):2319-1813,ISSN(p):2319-1805,2013.

[8]. B.KBindhu,gmadhu. Aerobic granulation-an viable option for the treatment of waste water. Iso (2007)

3297: vol 2 pj:72-80.

[9]. M.K.Jungles; “SBR operation for treating waste water with aerobic granular sludge”. chem.engg

vol.31 no.1 sao march 2014.

[10]. Jafrudeen and Naved Ahsan “ Study of widely used treatment technologies for hospital wastewater and

their comparative analysis” International Journal of Advances in Engineering & Technology,. ISSN:

2231-1963 Nov. 2012.

[11]. http://kspcb.gov.in/stp- guide-web.com

[12]. www.brighthub.com/environment/science-environmental articles. aspx

[13]. http:/www.sauberenv.com/images/active

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