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EVALUATION OF LEACHATE
TREATMENT PLANT IN SUWUNG LANDFILL DENPASAR CITY
Presented by :
Camelia Indah Murniwati and Tri Padmi
Department of Environmental Engineering
Faculty of Civil and Environmental Engineering Institut Teknologi Bandung
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OUTLINE
Introduction
Objectives
Materials and Methods
Result and Discussion
Conclusion
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INTRODUCTION
Suwung Landfill
Processing waste for Denpasar, Badung, Gianyar, and Tabanan.
The main problem is the possibility of water pollution by leachate, the liquid waste arising from the entry of external water into the landfill (Damanhuri, 2008).
Leachate Treatment Plant
The configuration of plant consists of anaerobic ponds, facultative ponds, aerobic ponds, and constructed wetland.
Regulation
KEP-51/MENLH/10/1995 on wastewater quality standard class II.
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OBJECTIVES MATERIALS AND METHODS
To know the quantity of leachate
To know the performance of each unit in leachate treatment plant
To know the parameters of leachate contaminants that have not met the
quality standard at the outlet
To know the the conformity of leachate treatment design with the
design criteria
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RESULT AND DISCUSSION
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Configuration of Leachate Treatment Plant
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Leachate Generation
Moisture components at a sanitary landfill (Fenn et al., 1975)
Soil cover
Solid waste
Leachate collection
Liner
Solid waste
moisture
storage
Soil moisture
storage
Vegetation
cover
Actual
Evapotranspiration
Precipitation
Surface Run Off
Infiltration
Percolation
Leachate
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Leachate Generation
Water balance calculations (Thornthwaite Method)
Calculate the percolation of water into the solid waste
System of water balance (Damanhuri, 2008)
1. Climatology
Precipitation and temperatur
(1990 2000)
Position of meteorological
station (8o
2. Landfill design
Effective landfill area (28 Ha)
Type and thickness of top
soil (Sandy loam, 60 cm)
Slope of surface (3%)
Data
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Parameter Jan Feb Mar Apr May Jun Jul Aug Sep Oct Nov Des Total
Temperature (oC) 28.40 32.58 31.38 27.40 28.00 29.15 27.45 26.60 27.25 28.20 28.75 28.45
Heat 13.87 17.08 16.13 13.14 13.58 14.43 13.17 12.56 13.03 13.72 14.13 13.91 168.74
PET 174.36 326.29 274.93 148.04 163.43 196.38 149.28 129.31 144.38 168.82 184.38 175.76
Daylight Factor 1.07 0.96 1.04 1.00 1.02 0.97 1.01 1.02 1.00 1.05 1.04 1.09
PET Adjusted 186.56 313.24 285.93 148.04 166.69 190.49 150.77 131.90 144.38 177.26 191.76 191.58 2278.61
P (mm) 405 331 194 116 76 41 22 6 24 131 227 318 1891
CRO 0.125 0.125 0.125 0.125 0.125 0.125 0.125 0.125 0.125 0.125 0.125 0.125
RO 51 41 24 15 10 5 3 1 3 16 28 40 236
I 354 290 170 102 67 36 19 5 21 115 199 278 1655
I - PET 168 -24 -116 -47 -100 -155 -132 -127 -123 -63 7 87
APWL 0 -24 -140 -186 -287 -441 -573 -699 -823 -885 0 0
ST 100 78 24 15 5 1 1 1 1 1 8 95
-5 -22 -54 -9 -10 -4 0 0 0 0 7 87
AET 187 312 224 111 77 40 19 5 21 115 192 192 1492
PERC (mm) 173 0 0 0 0 0 0 0 0 0 0 0 173
PET Adjusted = PET x Daylight Factor
i = Heat
RO = P x CRO
I = P - RO
Accumulated Potential Water Loss (APWL) = Negative (I PET)
ST = 150 mm/m x 0.6 m = 90 mm = 100 mm
Soil Moisture Retention Table
AET = I -
PERC = I - PET -
PERC = 0 ; I < PET
PERC = 173 mm/year
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173
50
28
Leachate quantity (Q) = 50 x 106 L/year
= 1.6 L/sec
Leachate generation (using graphic of annual leachate quantities (After Fenn et al., 1975)
Percolation of water into the solid waste
(PERC) = 173 mm/year
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Leachate Characteristics at Suwung Landfill
The value of the leachate parameter in December 2010 is lower than in May 2011, especially for BOD and COD.
BOD/COD in December 2010 is 0.88 and in May 2011 is 0.44.
pH tends to be alkaline as typical of leachate in Indonesia but the pH value still at a pH range, suitable for biological life, 6 9.
Temperature is in the range of optimum temperature for activity of bacteria, 25 35oC.
TDS and TSS value of leachate are relatively high in the range of 10000 14000 mg/L for TDS and 100-700 mg/L for TSS (Chian & Dewalle, 1976).
The ratio of BOD : N : P is 100 : 12.4 : 0.02.
The leachate of Suwung Landfill also contain other contaminants such as metals.
Characteristics of influent
* Puslitbang Permukiman Kementerian PU
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Performance of Leachate Treatment Unit
27,5
28
28,5
29
29,5
30
30,5
31
31,5
32
32,5
Anaerobic Influent
Anaerobic Effluent
Facultative Effluent
Aerobic Effluent
Constructed Wetland Effluent
Te
mp
era
ture
(oC
) Dec-10 May-11
6,5
7
7,5
8
8,5
9
Anaerobic Influent
Anaerobic Effluent
Facultative Effluent
Aerobic Effluent
Constructed Wetland Effluent
pH
Dec-10 May-11
Temperature of leachate is in the range of optimum temperature (25 35 oC).
pH of leachate is in the range of suitable pH for biological life (6 9).
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0
200
400
600
800
1000
1200
1400
1600
1800
Anaerobic Influent
Anaerobic Effluent
Facultative Effluent
Aerobic Effluent
Constructed Wetland Effluent
TS
S (
mg
/L)
Dec-10 May-11
Not comply with quality standard (400 mg/L)
0
5000
10000
15000
20000
25000
Anaerobic Influent
Anaerobic Effluent
Facultative Effluent
Aerobic Effluent
Constructed Wetland Effluent
TD
S (
mg
/L)
Dec-10 May-11
Not comply with quality standard (4000 mg/L)
TSS increase at the outlet of facultative pond probably because of algae at the surface of the pond or excess sludge at the bottom of the pond.
TSS increase at the outlet of constructed wetland, probably because of the saturated constructed wetland or the remains of dead plants, carried over into the waste water stream.
TDS increase until the end of treatment because of the entering sea water into the plant when tidal.
Performance of Leachate Treatment Unit
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BOD and COD in December 2010 are lower than BOD and COD in May 2011. BOD and COD increase at constructed wetland outlet , probably caused by the absence of vegetation in the land
and there may be remnants of organic matter that comes from the dead plants.
0
1000
2000
3000
4000
5000
6000
7000
8000
9000
Anaerobic Influent
Anaerobic Effluent
Facultative Effluent
Aerobic Effluent
Constructed Wetland Effluent
CO
D (
mg
/L)
Dec-10 May-11
Not comply with quality
standard (300 mg/L)
0
500
1000
1500
2000
2500
3000
3500
4000
Anaerobic Influent
Anaerobic Effluent
Facultative Effluent
Aerobic Effluent
Constructed Wetland Effluent
BO
D (
mg
/L)
Dec-10 May-11
Not comply with quality
standard (150 mg/L)
Performance of Leachate Treatment Unit
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0,00
20,00
40,00
60,00
80,00
100,00
Anaerobic Pond
Facultative Pond
Aerobic Pond Constructed Wetland
BO
D R
em
ova
l (%
) Dec-10 May-11
0,00
10,00
20,00
30,00
40,00
50,00
60,00
70,00
80,00
Anaerobic Pond
Facultative Pond
Aerobic Pond Constructed Wetland
CO
D R
em
ova
l (%
) Dec-10 May-11
BOD and COD removal efficiency are the main indicator of performance of leachate treatment by biological process such as stabilization ponds and constructed wetland.
In general, BOD and COD removal efficiency in every unit of leachate treatment are very low causing BOD and COD at the outlet of treatment plant do not comply with the quality standard.
Performance of Leachate Treatment Unit
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0
100
200
300
400
500
600
700
Anaerobic Influent
Anaerobic Effluent
Facultative Effluent
Aerobic Effluent
Constructed Wetland Effluent
Org
an
ic N
itro
gen
(
mg
NH
3-N
/L)
May-11
0
10
20
30
40
50
60
Anaerobic Influent
Anaerobic Effluent
Facultative Effluent
Aerobic Effluent
Constructed Wetland Effluent
Am
mo
nia
(m
g N
H3-N
/L)
Dec-10 May-11
The high organic nitrogen at the beginning of the treatment shows that leachate comes from new landfill.
Ammonia decrease until the end of the treatment and have met the quality standard.
Performance of Leachate Treatment Unit
Protein (organic nitrogen) + bacteria NH3
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Performance of Leachate Treatment Unit
0
2
4
6
8
10
12
Anaerobic Influent
Anaerobic Effluent
Facultative Effluent
Aerobic Effluent
Constructed Wetland Effluent
Nit
rite
(m
g N
O2-N
/L) Dec-10 May-11
Not comply with quality standard (3 mg/L)
In May 2011, Nitrite at the outlet of constructed wetland has not met the quality standard.
0
5
10
15
20
25
Anaerobic Influent
Anaerobic Effluent
Facultative Effluent
Aerobic Effluent
Constructed Wetland Effluent
Nit
rate
(m
g N
O3-N
/L) Dec-10 May-11
Nitrate decrease until the end of the treatment and have met the quality standard.
bacteria 2NH3 + 3O2 2NO2
- + 2H+ 2H2O
bacteria
2NO2- + O2 2NO3
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-
0
5
10
15
20
25
30
35
40
Anaerobic Influent
Anaerobic Effluent
Facultative Effluent
Aerobic Effluent
Constructed Wetland Effluent
Fe (
mg
/L)
Dec-10 May-11
0
1
2
3
4
5
6
7
8
Copper (Cu) Zinc (Zn) Total Chrom (Cr)
Cadmium (Cd)
Lead (Pb)
mg
/L
Influen IPL Efluen IPL
The value of iron decreases until the end of treatment.
The effluent of contructed wetland already contains iron which is under the quality standard.
Heavy metals at the outlet have met the quality standard
High pH value (more than 8) causes the metal ions precipitated.
Performance of Leachate Treatment Unit
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The Conformity of Leachate Treatment Design with The Design Criteria Parameter Unit Existing
Condition
Design Criteria Info* Source
Anaerobic Pond
Depth m 2.5 2.5 5 V Qasim, 1985
Min. Detention Time day 17.6 2 5 V WHO, 1987
Organic Loading Rate kg/m3.day 0.21 0.3 V WHO, 1987
BOD Removal % 38.21 / 17.66 60 90 X Qasim, 1985
Facultative Pond
Depth m 0.4 0.75 1 2 X Qasim, 1985
Detention Time day 2 7 50 X Benefield & Randall, 1980
Organic Loading Rate kg/ha.day 6050.5 15 120 X Qasim, 1985
BOD Removal % 5.30 / 86.69 70 95 X Benefield & Randall, 1980
Aerobic Pond
Depth m 1.4 0.3 1.0 X Qasim, 1985
Detention Time day 2.1 5 20 X Qasim, 1985
Organic Loading Rate kg/ha.day 2691.25 40 120 X Qasim, 1985
BOD Removal % 12.02 / 0.17 40 80 X Qasim, 1985
Constr. Wetland
Detention Time day 1 3 4 (BOD)
6 10 (N)
X Crites & Tchobanoglous, 1998
Water Depth m 1.5 0.3 0.6 X Crites & Tchobanoglous, 1998
Thickness of Media m 1.3 0.5 0.8 X Crites & Tchobanoglous, 1998
BOD Loading kg/ha.day 1789.67 < 112 X Crites& Tchobanoglous, 1998
Hidraulic Loading m3/m2.day 0.446 0.015 0.05 X Metcalf & Eddy, 2004
Specific Area ha/(103m3/day) 0.224 2.2 7.2 X Metcalf & Eddy, 2004
BOD Removal % 9.35 / 0 65 88 X Crites & Tchobanoglous, 1998
*V : comply with design criteria
X : not comply with design criteria
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Alternative of Redesign
The addition of equalization basin unit before the anaerobic
pond unit.
The addition of by-pass channel that connects directly the
equalization basin to the facultative pond without passing
through the anaerobic pond.
Redesign the facultative pond unit and aerobic pond unit by
adjusting the depth of the pond in accordance with the design
criteria and expand the pond if the land is available or
redesign existing facultative pond becomes aerated
facultative lagoon.
Redesign constructed wetland unit with the appropriate type
and selection of suitable plants for treating leachate.
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CONCLUSION
The quantity of leachate from Suwung Landfill is 1.6 L/s.
The concentration of leachate characteristics from Suwung Landfill in Desember 2010 is lower than the concentration in May 2011.
The pollutant removal efficiency of leachate treatment plant at Suwung Landfill is low.
In May 2011, the value of TDS, TSS, BOD, COD, and nitrite has not met the quality standard.
Leachate treatment design for facultative ponds, aerobic ponds, and constructed wetlands do not comply to the design criteria.
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THANK YOU...