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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
Introduction
Figure 1:Conventional Wastewater Treatment Process.
Modification in the conventional process
Application of Bio-coagulants
Coagulation and Flocculation
TRICKLING FILTER
SEDIMENTATION TANK
DISINFECTION AND DISPOSAL OF EFFLUENT
SLUDGE
Figure 2:Proposed modification in the conventional treatment process.
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 bio-coagulants:
1)Dried Moringa Oleifera Seed Powder(Drumstick seeds).2) Chitosan Powder.
Bio-coagulants used1. Dried Moringa Oleifera seed powder (Drumstick
seeds):
Bio-coagulants used2. Chitosan powder
Why is Coagulation necessary?
Sewage
97% Water 3% Solids
Suspended Solids
Dissolved Solids
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
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.
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
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
Why use Bio-coagulant aided TF instead of a normal conventional TF?
Maintenance of aerobic
conditions in slime layer
Difficult in a tropical country
like India
Due to variations in atmospheric conditions
BOD removal efficiency of a
conventional TFUsually 90%
Why use Bio-coagulant aided TF instead of a normal conventional TF?
Due to these reasons
BOD removal efficiency of TF
decreases
This seriously affects the quality of
treated effluent
Inorder to ensure that:
BOD removal efficiency of TF remains high
irrespective of the conditions
We aid the TF with Bio-coagulants.
This also reduces load
on the TF
Components of the project
Project
Determination of optimum dose of
bio-coagulant
Determination of the process
efficiency using model study
Stage: 1 Stage: 2
Stage: 1
Determination of optimum dose of bio-coagulant for:
Only Moringa Oleifera
Only Chitosan
Mixture of Moringa Oleifera
& Chitosan
Alum
Methodology of Stage:1
Wastewater sample Nephelometer to determine initial turbidity.
Jar test to determine optimum dose of coagulant
Nephelometer to determine final turbidity.
Model Study
(Stage:2)
Stage:1 Test Results
0 5 10 15 20 250
5
10
15
20
25
30
Dosage of Chitosan( mg/l)
% Re-duction in Tur-bidity
0 5 10 15 20 250
5
10
15
20
25
30
35
40
45
Dosage of Chitosan and Moringa Oleifera (mg/l)
% Re-duction in Tur-bidity
Graph 1:optimum dose of coagulant is 15 mg/l % Reduction in turbidity is 18%.
Graph 2:optimum dose of coagulant is 20 mg/l % Reduction in turbidity is 38.92%.
Stage:1 Test Results
0 5 10 15 20 250
10
20
30
40
50
60
70
80
90
Dosages of Moringa Oleifera (mg/l)
% Re-duction in Tur-bidity
Graph 3:optimum dose of coagulant is 15 mg/l % Reduction in turbidity is 80%.
0 5 10 15 20 25 30 35 40 45 500
10
20
30
40
50
60
Dosages of Alum (mg/l)
% Re-duction in Tur-bidity
Graph 4:optimum dose of coagulant is 30 mg/l % Reduction in turbidity is 24.11%.
Stage:1 Test ResultsBIO-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
Stage:1 Test ResultsSAMPLE 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.
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.
Stage:1 Test Results
1 2 3 40
5
10
15
20
25
30
35
40
45
Series1
% Reduction inTurbidity
Graph 5:Histogram of Optimum reduction in turbidity
CHITOSAN
MORINGA OLEIFERA
M.OLEIFERA+CHITOSAN
ALUM
Stage:2
Stage:2Determination of the
process efficiency using model study
A:Design stage
B:Assembly(model making) stage
C:Testing Stage
Stage:2 (Part: A Design Stage)
Design stage
Design of CLARIFLOCCULATOR Design of TF Design of SST
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.
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
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/HA-M/DAY.
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
Stage:2 (Part:B Assembly Stage)
Stage:3 (Part:C Testing Stage)
• Click here to view the video of the working model.
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.
Stage:3 (Part:C Testing Stage Results)SR.NO FILTER MEDIA SAMPLE
DESCRIPTIONINITIAL DO FINAL DO DILUTION
FACTORBOD5 @ 20°C (mg/l)
1 NONE INFLUENT 21 16.5 20 902 AGGREGATE WITHOUT
COAGULANT17.2 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:
Stage:3 (Part:C Testing Stage Results)SR.NO FILTER MEDIA SAMPLE
DESCRIPTIONINITIAL DO FINAL DO DILUTION
FACTORBOD5 @ 20°C (mg/l)
1 NONE INFLUENT 23 17.9 20 1022 AGGREGATE WITHOUT
COAGULANT17.8 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:
Stage:3 (Part:C Testing Stage Results)SR.NO FILTER MEDIA SAMPLE
DESCRIPTIONINITIAL DO FINAL DO DILUTION
FACTORBOD5 @ 20°C (mg/l)
1 NONE INFLUENT 23.2 18.9 20 862 AGGREGATE WITHOUT
COAGULANT17.6 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
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
2. II AGGREGATE 72.55 86.27
PLASTIC 70.58 84.31
3. III AGGREGATE 69.76 88.37
PLASTIC 69.76 83.72
Stage:3 (Part:C Testing Stage Results)
AVERAGE BOD REMOVAL
EFFICIENCY
SAND/AGGREGATE FILTER
WITH COAGULANT:87.10%
WITHOUT COAGULANT:71.14%
PLASTIC FILTER
WITH COAGULANT:83.42%
WITHOUT COAGULANT:69.74%
RATE ANALYSIS AND COST COMPARISON
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
1) For A Conventional ASP Based STP Located At Bhatnagar, Chinchwad, Pune: (Plant Capacity=30MLD).
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
ConclusionsAccording 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.
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.
Sponsors
• The project was funded by BCUD PUNE UNIVERSITY.
References1) 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 campus-403726.
3) Hitendra Bhupawat, G.K.Folkard, Sanjeev Chaudhary “Innovative physico-chemical 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.”
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.
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.