A paper presentation at the Seeram conference on the use of bio coagulants like drumstick seeds and chitosan powder to treat sewage

1. Use of Bio-Coagulants in wastewater
treatment and determination of
treatment process efficiency using
model study
BY : KANOJ NEERAJ D.
B.E.CIVIL ENGINEERING
F.Y.M.Tech EWRE COEP

2. Introduction
Figure 1:Conventional Wastewater
Treatment Process.

3. Modification in the conventional process
Coagulation and
Flocculation
TRICKLING
FILTER
Application of
Biocoagulants
SEDIMENTATION
TANK
SLUDGE
DISINFECTION
AND DISPOSAL
OF EFFLUENT
Figure 2:Proposed modification in the conventional treatment process.

4. What is Coagulation?
• Coagulation: is a process in which dispersed colloidal
particles agglomerate together.
• Coagulants: are substances which bring about
coagulation.
• Bio-coagulants: Natural, bio-degradable coagulants.
In our project study we have used the following biocoagulants:
1)Dried Moringa Oleifera Seed Powder(Drumstick seeds).
2) Chitosan Powder.

5. Bio-coagulants used
1. Dried Moringa Oleifera seed powder (Drumstick
seeds):

6. Bio-coagulants used
2. Chitosan powder

7. Why is Coagulation necessary?
Sewage
97% Water
3% Solids
Suspended
Solids
Dissolved
Solids

8. Why is Coagulation necessary?
Particles with
high specific
gravity
Settle under
influence of
gravity
Particles with
low specific
gravity
Do not settle
under influence
of gravity
Coagulation
Helps in Flock
Formation
Increases
sp.gravity of
particles and
helps them to
settle

9. Why use Bio-Coagulants instead of the
conventional treatment processes and
methods ?
ASP
(Activated Sludge
Process)
Used in developing/ed
countries to treat
large magnitudes of
sewage
Because process is
quite expensive to
construct ,operate and
maintain
Aerated
Lagoons,Oxidation
Ponds
Used in economically
weak areas to treat
small magnitudes of
sewage.
Because process is
relatively cheaper to
construct , operate &
maintain.

10. BUT WHAT TO DO WHEN LARGE
MAGNITUDES OF SEWAGE ARE TO BE
TREATED IN ECONOMICALLY WEAKER
REGIONS ????
A GOOD OPTION IS TO USE A BIO-COAGULANT AIDED TF

11. Why use Bio-coagulant aided TF
instead of a normal conventional TF?
Conventional
TF
Attached
growth process
Attached growth
process
Based on formation
a bacterial slime
layer on filter media

12. Why use Bio-coagulant aided TF
instead of a normal conventional TF?
BOD removal
efficiency of a
conventional TF
Maintenance of
aerobic
conditions in
slime layer
Difficult in a
tropical country
like India
Usually 90%
Due to
variations in
atmospheric
conditions

13. Why use Bio-coagulant aided TF
instead of a normal conventional TF?
Due to these
reasons
Inorder to
ensure that:
BOD removal
efficiency of TF
decreases
BOD removal
efficiency of TF
remains high
irrespective of the
conditions
We aid the
TF with Biocoagulants.
This seriously
affects the
quality of
treated effluent
This also
reduces load
on the TF

14. Components of the project
Project
Stage: 1
Determination of
optimum dose of
bio-coagulant
Stage: 2
Determination of
the process
efficiency using
model study

15. Stage: 1
Only Moringa
Oleifera
Determination of
optimum dose of
bio-coagulant for:
Only Chitosan
Mixture of
Moringa Oleifera
& Chitosan
Alum

16. Methodology of Stage:1
Wastewater sample
Nephelometer to
determine initial turbidity.
Model
Study
(Stage:2)
Nephelometer to
determine final turbidity.
Jar test to determine
optimum dose of coagulant

17. Stage:1 Test Results
45
30
40
25
35
30
20
%
Reductio
n in
Turbidity
%
Reductio
n in
Turbidity
15
25
20
15
10
10
5
5
0
0
-5
5
15
25
Dosage of Chitosan( mg/l)
Graph 1:optimum dose of coagulant is 15 mg/l
% Reduction in turbidity is 18%.
-5
5
15
25
Dosage of Chitosan and Moringa Oleifera
(mg/l)
Graph 2:optimum dose of coagulant is 20
mg/l
% Reduction in turbidity is 38.92%.

18. Stage:1 Test Results
90
60
80
50
70
60
%
Reductio
n in
Turbidity
40
%
Reductio
n in
Turbidity
50
40
30
30
20
20
10
10
0
-5
0
5
15
25
Dosages of Moringa Oleifera (mg/l)
Graph 3:optimum dose of coagulant is 15 mg/l
% Reduction in turbidity is 80%.
-10
10
30
50
Dosages of Alum (mg/l)
Graph 4:optimum dose of coagulant is 30
mg/l
% Reduction in turbidity is 24.11%.

19. Stage:1 Test Results
BIO-COAGULANTS
TURBIDITY RANGE (NTU)
REDUCTION IN TURBIDITY(%)
MORINGA OLEIFERA
45 – 50
20 – 48
CHITOSAN POWDER
45 – 70
25 – 40
M.OLEIFERA + CHITOSAN
32 – 70
17 – 47
ALUM
45 – 70
15 – 30
Table 1:Results depicting estimated reduction of turbidity
BIO-COAGULANTS
OPTIMUM DOSE (mg/l)
REDUCTION IN TURBIDITY(%)
MORINGA OLEIFERA
15
38.4
CHITOSAN POWDER
15
32.52
M.OLEIFERA + CHITOSAN
20
27.2
ALUM
30
25.84
Table 2: Optimum dosages of bio-coagulants and actual reduction in turbidity obtained

20. Stage:1 Test Results
SAMPLE
ORIGINAL TURBIDITY
NEW TURBIDITY
REDUCTION IN
TURBIDITY (%)
I
86.1
56.7
34.14
II
87.9
66.7
24.11
III
77.6
44.3
42.91
IV
77.4
39.1
49.48
Table 3: Reduction in Turbidity using Alum as a coagulant.
SAMPLE
ORIGINAL TURBIDITY
NEW TURBIDITY
REDUCTION IN
TURBIDITY (%)
I
86.1
49.5
42.5
II
87.9
54.1
38.4
III
77.6
42.3
45.48
IV
77.4
39.0
49.61
Table 4: Reduction in Turbidity using Moringa Oleifera as a coagulant.

21. Stage:1 Test Results
COAGULANT
DOSAGE(mg/l)
AVERAGE TURBIDITY
REDUCTION( % )
MORINGA OLEIFERA
15
38.4
CHITOSAN
15
32.52
M.OLEIFERA + CHITOSAN
20
27.2
ALUM
30
24.11
Table 5: Reduction in Turbidity using various coagulants.
Maximum reduction in turbidity is obtained
by using Moringa Oleifera at it’s optimum
dosage of 15 mg/l.

22. Stage:1 Test Results
45
40
1
2
MORINGA
OLEIFERA
3
M.OLEIFERA+CHIT
OSAN
4
35
CHITOSAN
ALUM
30
25
% Reduction
inTurbidity 20
15
10
5
0
1
2
3
Graph 5:Histogram of Optimum reduction in turbidity
4

23. Stage:2
A:Design stage
Stage:2
Determination of the
process efficiency using
model study
B:Assembly(model
making) stage
C:Testing Stage

24. Stage:2 (Part: A Design Stage)
Design stage
Design of
CLARIFLOCCULATOR
Design of TF
Design of SST

25. Stage:2 (PART:A Design Stage)
•
•
•
•
Click here to view the design data.
1.Design Of Clariflocculator.
2.Design Of Trickling Filter.
3.Design Of Sedimentation Tank.

26. Stage:2 (Part:A Design Stage)
• THE FINALISED DIMENSIONS AND DESIGN PARAMETERS OF
VARIOUS TREATMENT UNITS ARE AS FOLLOWS:
A)CLARIFLOCCULATOR:
1. DIAMETER = 0.3 M.
2. DEPTH = 0.15 M.
3. DESIGN DISCHARGE = 10 L/HR.
4. DETENTION PERIOD = 1 HOUR.
5. ORGANIC LOADING RATE = 60,000 L/SQ.M/DAY

27. Stage:2 (Part:A Design Stage)
B)TRICKLING FILTER:
1. DIAMETER = 0.3 M.
2. DEPTH = 1 M.
3. DEPTH OF FILTER MEDIA = 0.7 M.
4. DESIGN DISCHARGE = 10 L/HR.
5. ORGANIC LOADING RATE = 1500 KG/HAM/DAY.

28. Stage:2 (Part:A Design Stage)
C)SEDIMENTATION TANK:
1. DIAMETER = 0.3 M.
2. DEPTH = 0.15 M.
3. DESIGN DISCHARGE = 10 L/HR.
4. DETENTION PERIOD = 1 HOUR.
5. ORGANIC LOADING RATE = 70000
L/SQ.M/DAY

29. Stage:2 (Part:B Assembly Stage)

30. Stage:3 (Part:C Testing Stage)
• Click here to view the video of the working
model.

31. Stage:3 (Part:C Testing Stage)
5-DAY BOD OF THE
INFLUENT TO
CLARIFLOCCULATOR IS
CALCULATED (INITIAL BOD)
5-DAY BOD OF THE EFFLUENT
FROM SEDIMENTATION TANK
IS CALCULATED (FINAL BOD)
THE BOD REMOVAL
EFFICIENCY OF THE PROJECT
IS CALCULATED.

32. Stage:3 (Part:C Testing Stage Results)
SR.NO
FILTER MEDIA
SAMPLE
DESCRIPTION
INITIAL DO
FINAL DO
DILUTION
FACTOR
BOD5 @
20°C
(mg/l)
1
NONE
INFLUENT
21
16.5
20
90
2
AGGREGATE
WITHOUT
COAGULANT
17.2
15.9
20
26
3
AGGREGATE
WITH
COAGULANT
18.2
17.6
20
12
4
PLASTIC
WITHOUT
COAGULANT
18.9
17.5
20
28
5
PLASTIC
WITH
COAGULANT
18.4
17.6
20
16
TRIAL 1:

33. Stage:3 (Part:C Testing Stage Results)
SR.NO
FILTER MEDIA
SAMPLE
DESCRIPTION
INITIAL DO
FINAL DO
DILUTION
FACTOR
BOD5 @
20°C
(mg/l)
1
NONE
INFLUENT
23
17.9
20
102
2
AGGREGATE
WITHOUT
COAGULANT
17.8
16.4
20
28
3
AGGREGATE
WITH
COAGULANT
18.6
17.9
20
14
4
PLASTIC
WITHOUT
COAGULANT
18.2
16.7
20
30
5
PLASTIC
WITH
COAGULANT
17.9
17.1
20
16
TRIAL 2:

34. Stage:3 (Part:C Testing Stage Results)
SR.NO
FILTER MEDIA
SAMPLE
DESCRIPTION
INITIAL DO
FINAL DO
DILUTION
FACTOR
BOD5 @
20°C
(mg/l)
1
NONE
INFLUENT
23.2
18.9
20
86
2
AGGREGATE
WITHOUT
COAGULANT
17.6
16.3
20
26
3
AGGREGATE
WITH
COAGULANT
18.2
17.7
20
10
4
PLASTIC
WITHOUT
COAGULANT
18.4
17.1
20
26
5
PLASTIC
WITH
COAGULANT
18.6
17.9
20
14
TRIAL 3:
As per BIS the 5-day BOD of the effluent to be released in
rivers is <= 20 mg/l

35. Stage:3 (Part:C Testing Stage Results)
SR.NO
TRIAL NO.
FILTER MEDIA
BOD REMOVAL
EFFICIENCY
WITHOUT
COAGULANT
(%)
BOD REMOVAL
EFFICIENCY
WITH
COAGULANT
(%)
1.
I
AGGREGATE
71.11
86.67
PLASTIC
68.88
82.23
AGGREGATE
72.55
86.27
PLASTIC
70.58
84.31
AGGREGATE
69.76
88.37
PLASTIC
69.76
83.72
2.
3.
II
III

36. Stage:3 (Part:C Testing Stage Results)
WITH
COAGULANT:87.10%
SAND/AGGREGATE
FILTER
WITHOUT
COAGULANT:71.14%
AVERAGE BOD
REMOVAL
EFFICIENCY
WITH
COAGULANT:83.42%
PLASTIC FILTER
WITHOUT
COAGULANT:69.74%

37. RATE ANALYSIS AND COST COMPARISON
1) For A Conventional ASP Based STP Located At Bhatnagar, Chinchwad, Pune:
(Plant Capacity=30MLD).
SR.NO
PARTICULARS
AMOUNT (Rs/MONTH)
1
OVERALL COSTS
5,00,000
2
ELECTRICITY COSTS
1,90,000
3
LABOUR COSTS
2,00,000
TOTAL
8,90,000 OR 30,000 PER
DAY
2) For The Bio-Coagulant Aided Process Based STP: (Plant Capacity=30mld).
SR.NO
PARTICULARS
AMOUNT (Rs/MONTH)
1
OVERALL COSTS
5,00,000
2
ELECTRICITY COSTS
86,450
3
LABOUR COSTS
2,00,000
4
COST OF BIO-COAGULANTS
90,000
TOTAL
8.76,450 OR 29,215 PER
DAY

38. Conclusions
According to the project results it is concluded that:
1) Cost of sewage treatment using bio-coagulants < Cost of sewage treatment
using ASP.
2) Cost of treatment using the natural bio-coagulants < Cost of treatment
using Alum.
3) Efficiency of treatment process using bio-coagulants > Efficiency of
treatment process using Alum.(in terms of turbidity reduction).
4) Efficiency of treatment process using bio-coagulants > Efficiency of
treatment process using no coagulants.( in terms of BOD removal).
5) Efficiency of treatment process using Aggregate/Sand Filter > Efficiency of
treatment process using Plastic Filter.( in terms of BOD removal).
6) Coagulation efficiency of Moringa oleifera and Chitosan powder stock
solution > Coagulation efficiency of Alum.

39. Significance and Future Scope of the
project
The use of bio-coagulants in waste water treatment has the following
benefits:
1 )Reduced expenditure on processing of costly chemicals.
2) Reduced dependency on chemical coagulants.
3) Process is very economical for developing countries.
4) The bio-coagulants are eco-friendly.
5) Development of a new industry of bio-coagulant production.
6) Saving of electricity which is already deficient in India.

40. Sponsors
• The project was funded by BCUD PUNE
UNIVERSITY.

41. References
1) John Samia A.A. (1998) , “Using Moringa Oleifera and Chitosan as
coagulant in developing countries.” journal of AWWA Management and
Operations.
2) Prof.M.R.Gidde, Prof.A.R.Bhalerao, Mr.C.P.Pise “Turbidity removal by
blended coagulant Alum and M.Oleifera”, ICER BITS Pilani, Goa campus403726.
3) Hitendra Bhupawat, G.K.Folkard, Sanjeev Chaudhary “Innovative physicochemical treatment of wastewater incorporating Moringa Oleifera seed
coagulant.” CESE, IIT Bombay, Powai, Mumbai-400076, India.
4) Suleman A. Muyibi, Lillian Evision et al.(1995), “Optimizing the Physical
Parameters affecting coagulation of turbid waters with Moringa Oleifera
seeds.”

42. References
5. Gassenschmidt U., Jany K. D., Tauscher B. and Niebergall H. (1995)
“Isolation and characterization of a flocculating protein from
Moringa oleifera lam”. Biochem. Biophys. Acta, 143, 477-481.
6. Muyibi S.A. and Okufu C. A. (1995) “Coagulation of low turbidity
surface water with Moringa oleifera seeds”. Int. J. Environ. Stud. 48,
263-273.
7. Muyibi S.A. and Evison L.M. (1995) “Optimizing Physical Parameters
Affecting Coagulation of Turbid Water with Moringa Oleifera seeds”.
Wat. Resources, 29(12), 2689-2695.
8. Ndbigengesere, A., Narasiah, K.S. and Talbot, B.G. (1995). “Active
Agent and Mechanism of Coagulation of Turbid Waters Using
Moringa Oleifera”. Wat. Resources, 2, 703-710.

43. THANK YOU!!!!
PROJECT BY : KANOJ NEERAJ D. (F.Y.M.Tech EWRE CoEP)
PROJECT GUIDE: PROF.S.A.NIKAM (M.E. Environmental Engg.),RSCOE,Pune.