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EVALUATION OF LEACHATE TREATMENT PLANT
IN SUWUNG LANDFILL DENPASAR CITY
EVALUASI INSTALASI PENGOLAHAN LINDI
DI TPA SUWUNG KOTA DENPASAR
Camelia Indah Murniwati1 and Tri Padmi
2
Department of Environmental Engineering
Faculty of Civil Environmental Engineering, Institut Teknologi Bandung,
Jl. Ganesha No. 10 Bandung 40132 [email protected] and
Abstract: Suwung Landfill is a place of processing waste for Denpasar, Badung, Gianyar, and Tabanan areas.
Suwung Landfill is in Desa Suwung Kauh, Kecamatan Denpasar Selatan. At the beginning, Suwung Landfill
was operated with open dumping system but it will be operated with sanitary landfill system. Suwung Landfill
has completed with leachate treatment plant with the configuration of plant is anaerobic ponds, facultative
ponds, aerobic ponds, and constructed wetland. Each of leachate treatment unit in Suwung Landfill consists of
two units, placed in parallel to each other. Based on calculation with Thornthwaite method, the quantity of
leachate that entering the plant is 1.6 L/s. The result of leachate characteristics evaluation shows that in May
2011, effluent of leachate treatment plant did not comply to the quality standard for BOD, COD, TDS, TSS, and
nitrite. After evaluated the leachate treatment design, seen that leachate treatment design in Suwung landfill
does not comply to design criteria for depth, detention time, and organic loading rate.
Key words : Aerobic pond, Anaerobic pond, Facultative pond, Constructed wetland, Leachate.
Abstrak: TPA Suwung merupakan tempat pemrosesan akhir sampah yang ditujukan untuk wilayah Denpasar,
Badung, Gianyar, dan Tabanan. TPA Suwung terletak di wilayah Desa Suwung Kauh, Kecamatan Denpasar
Selatan. Awalnya, TPA Suwung beroperasi dengan sistem open dumping namun TPA Suwung akan
dioperasikan dengan sistem sanitary landfill. TPA Suwung sudah dilengkapi dengan instalasi pengolahan lindi
dengan konfigurasi unit pengolahan yang terdiri dari kolam anaerob, kolam fakultatif, kolam aerob, dan
constructed wetland. Unit pengolahan lindi TPA Suwung masing-masing terdiri dari dua unit yang terletak
paralel satu sama lain. Lindi yang masuk ke IPL berdasarkan perhitungan dengan metode Thornthwaite adalah
1,6 L/detik. Hasil evaluasi terhadap karakteristik lindi menunjukkan bahwa pada Mei 2011, efluen IPL tidak
memenuhi baku mutu untuk parameter BOD, COD, TDS, TSS, dan nitrit. Setelah dilakukan evaluasi desain IPL,
terlihat bahwa desain IPL TPA Suwung tidak sesuai dengan kriteria desain untuk parameter kedalaman, waktu
detensi, dan organic loading rate.
Kata kunci : Kolam aerob, Kolam anaerob, Kolam fakultatif, Constructed wetland, Lindi.
INTRODUCTION
The main problem encountered in the application of landfilling waste or other solid
waste into the ground is the possibility of water pollution by leachate, the liquid waste arising
from the entry of external water into the landfill (Damanhuri, 2008). Characteristics of
leachate will depend on several things, such as the variety and proportion of waste
components, rainfall and season, age of landfill, operational patterns, timing of sampling. Lu
et al. (1984) in Qasim & Chiang (1994) reported that the concentration of pollutants in the
leachate reach a peak in the early years (2 3 years), followed by a gradual decline in the next years. The ratio of BOD / COD decrease with increasing age of landfill. The ratio of
BOD / COD show a declining from 0.47 to 0.07 over a period of 23 years (Miller et al., 1974
in Qasim & Chiang, 1994). Other data show the ratio of BOD / COD decrease from 0.8 to
0.05 over a period of 17 years (Chian & DeWalle, 1976 & 1977 in Qasim & Chiang, 1994).
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Leachate treatment system is needed to reduce the pollutant loading to receiving water
bodies. Some landfill have included the leachate treatment facility as the must component. In
general, the leachate treatment facility is the combination of stabilization ponds, filtration or
sorption media, and land treatment or constructed wetland or other simple treatments. The
result of monitoring conducted in some leachate treatment plant has not been able to conclude
that the installation is functioning as expected, which may be caused by not taking the
appropriate design criteria and operation of which has not been systematic (Damanhuri,
2008).
One landfill, equipped with leachate treatment plant is Suwung Landfill, Denpasar.
The configuration of leachate treatment plant in Suwung landfill is anaerobic ponds,
facultative ponds, aerobic ponds, and constructed wetland. The results of monitoring
conducted at Suwung Landfill showed that the plant did not function as expected. Therefore,
there should be an evaluation of the quantity and characteristics of leachate that is formed and
the existing design of the leachate treatment plant.
MATERIALS AND METHODS
The methodology used to evaluate leachate treatment plant in Suwung Landfill can be
seen in Figure 1.
Figure 1 Materials and methods
EXISTING CONDITION OF LEACHATE TREATMENT PLANT IN SUWUNG
LANDFILL
Leachate treatment plant of Suwung Landfill is at the lowest point of the landfill area
thus the flow can be done by gravity. The plant consists of stabilization ponds and
constructed wetland (Figure 2), each consist of two units located in parallel. A pond which
located parallel to each other can increase the processing capacity (Naddafi, 2009).
Figure 2 Configuration of leachate treatment plant in Suwung Landfill
Stabilization ponds are rectangular with varying depths. The dimension of
stabilization ponds can be seen in Table 1. Leachate treatment plant of Suwung Landfill is
also completed with the constructed wetland. Constructed wetland is rectangular with three
channels. The vegetation which is used is elephant grass (Penisetum purpureum). The
dimension of constructed wetland can be seen in Table 2. However, there is not vegetation in
Surveying and collecting the primary data
Sampling and leachate
characteristic testing at inlet
and outlet
Calculating the quantity of
leachate with Thornthwaite
Method
Comparing the leachate
treatment design with the design criteria
Evaluating
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constructed wetland now. The filter of the constructed wetland is not working anymore so the
constructed wetland is like a pond.
Table 1 Dimension of stabilization ponds (As Built Drawing TPA Suwung, 2009) Parameter Anaerobic Pond Facultative Pond Aerobic Pond
Length (m) 25 25 12.5
Width (m) 20 15 7.95
Depth (m) 2.5 0.4 0.75 1.4
Length of baffle (m) 16
Width of baffle (m) 0.2
Quantity of baffle 4
Quantity of compartment 5
Length of compartment (m) 15
Width of compartment (m) 4.5 4.75
Table 2 Dimension of constructed wetland (As Built Drawing TPA Suwung, 2009) Parameter Value
Length (m) 15.5
Width (m) 10
The thickness of the layer (m) :
Top soil with elephant grass
Marble stone / lime stone
Soil
0.30
0.40
0.60
The quantity of divider channel 3
EVALUATION OF LEACHATE TREATMENT PLANT IN SUWUNG LANDFILL
Leachate Generation
Leachate generation recalculates using the Thornthwaite Water Balance Method. The
required data are climatological data and the design of landfill. The equation which is used is
as follows:
PERC = P RO AET - ST I = P RO APWL = NEG (I PET ) AET = PET + [(I PET) ST]
Based on Table 3, the percolation of leachate into the solid waste (PERC) is 173
mm/year. This value of PERC is used to know the leachate quantity from landfill by entering
the value of PERC into the graphic of annual leachate quantities based on After Fenn et al.
(1975) in Qasim & Chiang (1994). With the effective landfill area is 28 ha, the quantity of
leachate (Q) is 50 x 106 L/year or 1.6 L/sec as shown in Figure 3.
PERC : Percolation, mm
P : Precipitation, mm
RO : Run Off, mm
AET : Actual Evapotranspiration, mm
ST : Soil Moisture Storage month(n-1) - month(n), mm APWL : Accumulated Potential Water Loss, mm
PET : Potential Evapotranspiration, mm
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Table 3 Calculations of leachate generation in Suwung Landfill with Thornthwaite Method Parameter Jan Feb Mar Apr May Jun Jul August Sep Oct Nov Des Total
Temperatur 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 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
ST -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 173 0 0 0 0 0 0 0 0 0 0 0 173
Figure 3 The Quantity of leachate
Leachate Characterization
The characteristics of leachate at inlet of leachate treatment plant can be seen in Table
4. Analysis of leachate influent characteristics conducted by Puslitbang Permukiman
Kementerian Pekerjaan Umum in December 2010 and is also directly analyzed in May 2011.
The result of the test shows that the value of the leachate parameter in December 2010 is
lower than in May 2011, especially for BOD and COD. It shows that the characteristics of
leachate fluctuated. Leachate fluctuating conditions can be overcome by passing the leachate
to the collecting pond before the leachate flows to the treatment pond to uniform the quantity
and characteristics of the leachate.
In December 2011, estimated that it is the rainy season, it is possible that the leachate
has been diluted. BOD value is very low and it is not a typical value of BOD leachate in
general. The range of leachate BOD value is 2,000 30,000 mg/L and COD value is 3,000 60,000 mg/L for leachate from new landfill, about 2 years old (Tchobanoglous, 1993 in
Qasim & Chiang, 1994). If the condition of BOD and COD is low as BOD and COD in
December 2011, the leachate does not need to pass through the anaerobic pond. Leachate can
be directly channeled towards facultative pond with by pass channel. If BOD is high as in
May 2011, leachate must be channeled through the anaerobic pond to reduce the BOD value.
Value of BOD/COD in December 2010 is 0.88 so the leachate can be directly processed by
biological processing. Meanwhile, in May 2011, the BOD/COD is 0.44 so that leachate can
be directly processed by the biological treatment but need to be given additional nutrients.
The leachate 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. Leachate temperature is in the range of optimum temperature for activity of bacteria, 25 35oC. TDS and TSS value of leachate are
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relatively fresh in the range of 10,000 14,000 mg/L for TDS and 100-700 mg/L for TSS (Chian & Dewalle, 1976 in Qasim & Chiang, 1994). The ratio of BOD : N : P is 100 : 12.4 :
0.02.
Some of ammonia can be toxic to anaerobic bacteria so it can influence the removal
of BOD and COD. Ammonia in the range 25 30 mg/L can cause 50% of bacterial growth obstructed. The high obstruction can happen when the concentration of ammonia is more than
80 mg/L and can decrease significantly the removal of COD until 10%. In May 2011, the
ammonia concentration of influent leachate treatment plant is 53,16 mg/L. That value causes
the removal of BOD and COD is little obstructed.
The leachate of Suwung Landfill also contain other contaminants such as chloride,
sulphate, and metals. The content of chloride in leachate shows that leachate is from the new
landfill, less than two years because the characteristics of leachate from the new landfill has a
chloride content ranging from 200 3000 mg/L (Qasim & Chiang, 1994). Likewise, the parameter of sulphate that has a value of 50 1,000 mg/L in the leachate from the new landfill, leachate of Suwung Landfill closes to that range. SO4/Cl value is 0.76 indicating that
the leachate from new landfill (less than two years).
Table 4 IPL influent characteristics of Suwung Landfill Parameter Unit December 2010* May 2011
TDS mg/L 4,180.40 13,161.78
TSS mg/L 525.25 533.33
Temperature oC 29.0 30.8
Conductivity S/cm 22.81
pH 7.60 8.04
DO mg/L 1.75
BOD mg/L 198.40 3,667.67
COD mg/L 224.20 8,341.33
Ammonium (NH4+N) mg/L 360.91
Ammonia (NH3N) mg/L 19.75 53.16
Nitrite (NO2-N) mg/L 4.00 1.77
Nitrate (NO3-N) mg/L 16.20 20.26
Organic Nitrogen mg/L 431.17
TKN (NH3N) mg/L 484.33
Total Phosphate (PO4-3P) mg/L 1.41
Ortho Phosphate (PO4-3P) mg/L 0.81
Sulphate mg/L 1,061.96
Chloride mg/L 1,405.80
Fe mg/L 4.10 36.90
Cu mg/L 2.60
Zn mg/L 6.70
Cr mg/L 1.20
Cd mg/L 0.16
Pb mg/L 0.45 (*) Data of Puslitbang Permukiman Kementerian PU
Performance of Leachate Treatment Plant
The process in leachate treatment plant of Suwung Landfill is a biological process.
Biological treatment stages include processing in anaerobic ponds, facultative ponds, aerobic
ponds, and constructed wetland. At the inlet and outlet of each pond, the sampling is done to
be tested so that the performance of the leachate treatment plant can be known. The value of
the effluent parameter is compared with KEP-51/MENLH/10/1995 on wastewater quality
standards class II.
The optimum temperature for bacterial activity is between 25 35oC (Metcalf & Eddy, 2004). The temperature outside the optimum temperature will cause the treatment
process is not running. The temperature of the leachate in leachate treatment plant is in the
range of optimum temperature (Figure 4). The suitable pH for biological life is 6 9
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(Metcalf & Eddy, 2004). Leachate pH in the leachate treatment plant tends to be alkaline
which is typical pH of leachate pH in Indonesia (Damanhuri, 2008). pH has met the quality
standard (Figure 5).
Figure 4 Condition of temperature Figure 5 Condition of pH
The condition of TDS and TSS is shown in Figure 6 and Figure 7. The quality
standard of TDS is 4000 mg/L. TDS in December 2010 is lower than TDS in May 2011. TDS
in May 2011, reaching the peak value at the outlet of constructed wetland is 21,448.89 mg/L.
Same with TDS, TSS in December 2010 is lower than TSS in May 2011. TSS value of
leachate, reaching a peak in aerobic pond outlet is 1,538.22 mg/L. TSS value of constructed
wetland at the outlet which has not met the quality standard is 792 mg/L. While the quality
standard of TSS is 400 mg/L. Based on calculations, detention time in facultative ponds,
aerobic ponds, and constructed wetland are very short and does not meet the design criteria.
This is a possible cause of TSS values which do not meet quality standards. According to
Machibya (2006), a short detention time will be set aside only large particles, whereas a
longer detention time would set aside more of suspended particles.
Figure 6 Condition of TDS Figure 7 Condition of TSS
Organic parameter is indicated by the value of BOD and COD (Figure 8 and Figure
9). Quality standard of BOD is 150 mg/L. The test result shows that BOD in December 2010
is lower than BOD in May 2011. In December 2010, BOD value decreases until the end of
treatment and has met the quality standard at the outlet of treatment plant, same with COD. In
May 2011, BOD value decreases until facultative pond outlet and then increases at
constructed wetland outlet. BOD value of the constructed wetland which has not met the
quality standard is 603.33 mg/L. Likewise, the COD concentration tends to increase after
passing through the constructed wetland. COD value of the constructed wetland is 1,468
mg/L while the quality standard of COD is 300 mg/L. The increase in value also occurs in the
parameter of TSS. This was probably caused by the absence of treatment plants in the land so
there is not removal contaminant in it. In addition, there may be remnants of organic matter
that is still contained in the media of constructed wetland that comes from the dead plants
which cause the value of BOD, COD and TSS up back at the end of processing.
26
28
30
32
34
Anaerobic
Influent
Anaerobic
Effluent
Facultative
Effluent
Aerobic
Effluent
Constructed
Wetland
Effluent
Tem
pera
ture (
oC
)
Dec-10 May-11
6
7
8
9
Anaerobic
Influent
Anaerobic
Effluent
Facultative
Effluent
Aerobic
Effluent
Constructed
Wetland
Effluent
pH
Dec-10 May-11
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
0
500
1000
1500
2000
Anaerobic
Influent
Anaerobic
Effluent
Facultative
Effluent
Aerobic
Effluent
Constructed
Wetland
Effluent
TS
S (
mg
/L)
Dec-10 May-11
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Figure 8 Condition of BOD Figure 9 Condition of COD
The condition of nitrogen, including organic nitrogen, ammonia, nitrite, and nitrate in
December 2010 and May 2011 are shown in Figure 10 to Figure 13. The high organic
nitrogen at the beginning of the treatment shows that the leachate from landfill is new or fresh
leachate. Ammonia contained in the leachate is from protein breakdown. Based on Kep-
51/MENLH/10/1995 about wastewater quality standards class II, the quality standard for
ammonia is 5 mg/L. Ammonia at the outlet of treatment in December 2010 and May 2011
has met the quality standard. For nitrite, the required quality standard is 3 mg/L. In May 2011, the value of nitrite at the outlet of constructed wetland which has not met the quality
standard is 10.22 mg/L. It is caused by the presence of factors that impede the course of
nitrification. The factors that inhibit the nitrification is the number of active bacteria in nitrification is reduced in number, so that ammonia is converted to nitrite only and can not be
resolved into the final product which is nitrate. Nitrate is a product resulting from the
nitrification process. Therefore, nitrate can be used as indicators of the occurrence of
nitrification process in the treatment process. In the water bodies, nitrate can stimulate
eutrophication. Based on Kep-51/MENLH/10/1995 about wastewater quality standards class
II, the quality standard of nitrate is 30 mg/L. Nitrate concentration decreases until the end of the treatment process. The value of nitrate at the outlet of constructed wetland has met the
quality standard. The low content of ammonia, the high nitrite and the value of nitrate in the
effluent shows that nitrification occurs in the leachate treatment plant.
Figure 10 Condition of organic nitrogen Figure 11 Condition of ammonia
Figure 12 Condition of nitrite Figure 13 Condition of nitrate
0
1000
2000
3000
4000
Anaerobic
Influent
Anaerobic
Effluent
Facultative
Effluent
Aerobic
Effluent
Constructed
Wetland
Effluent
BO
D (
mg
/L)
Dec-10 May-11
0
2000
4000
6000
8000
10000
Anaerobic
Influent
Anaerobic
Effluent
Facultative
Effluent
Aerobic
Effluent
Constructed
Wetland
Effluent
CO
D (
mg
/L)
Dec-10 May-11
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
(m
g N
H3-N
/L)
May-11
0
10
20
30
40
50
60
Anaerobic
Influent
Anaerobic
Effluent
Facultative
Effluent
Aerobic
Effluent
Constructed
Wetland
Effluent
Am
mon
ia (
mg
NH
3-N
/L)
Dec-10 May-11
0
2
4
6
8
10
12
Anaerobic
Influent
Anaerobic
Effluent
Facultative
Effluent
Aerobic
Effluent
Constructed
Wetland
Effluent
Nit
rit
e (
mg N
O2-N
/L)
Dec-10 May-11
0
5
10
15
20
25
Anaerobic
Influent
Anaerobic
Effluent
Facultative
Effluent
Aerobic
Effluent
Constructed
Wetland
Effluent
Nit
ra
te (
mg
NO
3-N
/L)
Dec-10 May-11
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Leachate from Suwung Landfill also contain metals. Conditions of iron can be seen in
Figure 14. The quality standard of iron, based on Kep-51/MENLH/10/1995 is 10 mg/L. The value of iron decreases until the end of treatment. The effluent of constructed wetland already contains iron which is under the quality standard. Besides iron, leachate of Suwung Landfill also contains heavy metals such as Cu, Zn, Cr, Cd, Pb, shown in Table 5. After passing
through series of treatment, the value of heavy metals in the outlet of leachate treatment plant
has met the quality standard. The high concentration of metal ions are toxic to the species of Chlorella, the major species in stabilization ponds, and influence on the efficiency of the
pond badly. However, a high pH value (more than 8) causes the metal ions precipitated and
purification processes by ponds run normally again.
Figure 14 Condition of Fe
Table 5 Condition of heavy metals (Puslitbang Permukiman Kementerian PU, 2010)
Parameter Cu Zn Cr Cd Pb
Influent (mg/L) 2.6 6.7 1.2 0.16 0.45
Efluent (mg/L) 0.78 1.1 0.56 0.044 0.095
Quality Standard (mg/L) 3 10 1 0.1 1
Configuration of Leachate Treatment Plant
Configuration of leachate treatment plant that is used stabilization pond and
constructed wetland should be the configuration in Figure 15. The configuration includes
collecting pond, anaerobic pond, facultative pond, aerobic pond, and constructed wetland.
Stabilization ponds can treat the high BOD with quite high efficiency, more economical, and
easy in operation and maintenance. Stabilization ponds can be built with the material that is
easy to get and in daily operation and it does not need skilled worker (Mozaheb, 2010).
Besides reducing BOD, stabilization ponds also can reduce faecal coliform (Mohammed ,
2006).
Leachate treatment plant should be completed with collecting pond to mute the
fluctuation of the charge and characteristics of leachate. Whereas, leachate treatment plant in
Suwung Landfill is not completed with collecting pond. It causes the quantity and the
characteristics of leachate that enter to the anaerobic pond fluctuate so the process in
anaerobic pond is not optimal and the efficiency of pollutant removal is low.
Stabilization ponds are often equipped with constructed wetland or constructed
wetland. Constructed wetland can act to remove pollutants through bacterial activity, plant
uptake, sedimentation, and filtration. Constructed wetland can also remove heavy metals such
as Cr, Cu, Zn, and Pb with the efficiency of 30 80 % (Birch, 2004). Based on research by Nurulhuda (2010), constructed wetland with Cyperus papyrus as the vegetation can remove
COD, BOD, NTK, TSS, color until 95.75%, 89.08%, 85.33%, 92.24%, 99%. Besides that,
there is also removal of Fe, Cu, Zn until 91.38%, 98.15% dan 97.71% (Risnawati, 2010).
0
10
20
30
40
Anaerobic
Influent
Anaerobic
Effluent
Facultative
Effluent
Aerobic
Effluent
Constructed
Wetland
Effluent
Fe (
mg
/L)
Dec-10 May-11
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Figure 15 Suitable configuration of leachate treatment plant
The Conformity of Leachate Treatment Design with The Design Criteria
The design of each unit that exists such as anaerobic pond, facultative pond, aerobic
pond, and constructed wetland is examined and compared with the design criteria.
A. Anaerobic Pond The condition of anaerobic pond of leachate treatment plant in Suwung Landfill as follows :
Length (p) = 25 m
Width (l) = 20 m
Depth (h) = 2.5 m
Length of baffle = 16 m
Width of baffle = 0.2 m
Quantity of baffle = 4
Leachate flow rate = 0.8 L/sec = 69.12 m3/day
Concentration of BOD in (So) = 3,667.67 mg/L
Concentration of BOD out (Se) = 3,020 mg/L The result of checking the dimensions of the anaerobic pond with the design criteria is shown
in Table 6.
Table 6 Comparison of anaerobic pond design and the design criteria Parameter Unit Existing
Condition
Design Criteria Info* Source
Depth meter 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 0.05 0.25 V WHO, 1987
BOD Removal % 38.21 / 17.66 60 90 X Qasim, 1985 *V = comply with criteria
X = not comply with criteria
B. Facultative Pond The condition of facultative pond of leachate treatment plant in Suwung Landfill as follows :
Length = 25 m
Width = 15 m
Quantity of compartment = 5
Leachate flow rate = 0.8 L/sec = 69.12 m3/day
Concentration of BOD in (So) = 3,020 mg/L
Concentration of BOD out (Se) = 402 mg/L
The dimensions of each compartment of facultative pond is shown in Table 7.
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Table 7 Dimension of facultative pond (As Built Drawing TPA Suwung, 2009) Parameter Compartment
I II III IV V
Length, m 15 15 15 15 15
Width, m 4.75 4.5 4.5 4.5 4.75
Depth, m 0.4 0.4 0.4 0.4 0.75
Area, m2 71.25 67.5 67.5 67.5 71.25
Volume, m3 28.5 27 27 27 28.5
Even though, there are some methods to design facultative pond, Mara (1976) recommends to
design based on surface BOD loading ( s, kg/ha.day). The results of checking the dimensions of the facultative pond with the design criteria is shown in Table 8.
Table 8 Comparison of facultative pond design and the design criteria Parameter Unit Existing Condition Design Criteria Info* Source
Depth meter 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 6,050.5 15 120 X Qasim, 1985
BOD Removal % 5.30 / 86.69 70 95 X Benefield & Randall, 1980 *V = comply with criteria
X = not comply with criteria
C. Aerobic Pond The condition of aerobic pond of leachate treatment plant in Suwung Landfill as follows :
Length (p) = 12.5 m
Width (l) = 7.95 m
Depth (h) = 1.4 m
Leachate flow rate = 0.8 L/sec = 69.12 m3/day
Concentration of BOD in (So) = 402 mg/L
Concentration of BOD out (Se) = 401.33 mg/L
BOD removal at aerobic pond or maturation pond is not too high but faecal bacteria removal
is high (Mara, 2004). The calculation of aerobic pond design based on surface BOD loading.
The result of checking the dimensions of aerobic pond with the design criteria is shown in
Table 9.
Table 9 Comparison of aerobic pond design and the design criteria Parameter Unit Existing
Condition
Design Criteria Info* Source
Depth meter 1.4 0.3 1.0 X Qasim, 1985
Detention Time day 2 5 20 X Qasim, 1985
Organic Loading Rate kg/ha.day 2,691.25 40 120 X Qasim, 1985
BOD Removal % 12.02 / 0.17 40 80 X Qasim, 1985 *V = comply with criteria
X = not comply with criteria
D. Constructed wetland The condition of constructed wetland of leachate treatment plant in Suwung Landfill as
follows :
Length (p) = 15.5 m
Width (l) = 10 m
Water depth = 1.5 m (from the bottom of the pond)
Thickness of media (h) = 1.3 m (from the bottom of the pond), including: - Top soil with vegetation = 0.3 m
- Marble stone / lime stone = 0.4 m
- Soil = 0.6 m
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Vegetation = Elephant grass (Penisetum purpureum) Condition : not exist Leachate flow rate = 0.8 L/sec = 69.12 m3/day
Concentration of BOD in (So) = 401.33 mg/L
Concentration of BOD out (Se) = 603.33 mg/L The result of checking the dimensions of constructed wetland with the design criteria is
shown in Table 10.
Table 10 Comparison of constructed wetland design and the design criteria
(subsurface flow constructed wetland) Parameter Unit Existing
Condition
Design Criteria Info* Source
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 1,789.67 < 112 X Crites & Tchobanoglous, 1998
Hydraulic 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 criteria X = not comply with criteria
Based on checking of the leachate treatment design, it is seen that the organic loading
rate of the facultative pond, aerobic ponds, and constructed wetland do not comply to the
design criteria. It is caused by BOD inlet is still high and the leachate flow rate is more than
the design capacity of leachate treatment plant. At constructed wetland, effluents BOD is higher than influents BOD. It happens because the constructed wetland has been saturated and the vegetation has die so adding the BOD concentration.
THE SUGGESTION FOR THE IMPROVEMENT
From the result of the evaluation of leachate generation, the characteristics of landfill
leachate, and also the dimensions of each unit in the leachate treatment plant are proposed
several suggestions for improvement including:
The addition of equalization basin unit before the anaerobic pond unit. Equalization pond serves to reduce the variation of discharge and concentration of leachate entering the
leachate treatment plant.
The addition of by-pass channel that connects directly the equalization basin to the facultative pond without passing through the anaerobic pond. By pass channel brings the
leachate directly to the facultative pond if the BOD of influent is low.
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
redesigning existing facultative pond becomes aerated facultative lagoon so that the
treatment unit can process the leachate at the appropriate BOD loading.
Redesign constructed wetland unit with the appropriate type of constructed wetland and selection of suitable plants for treating leachate.
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CONCLUSION
The problem, found from the evaluation based on leachate effluent characteristics is
the concentration of leachate fluctuates as shown by the different concentration of leachate in
December 2010 and May 2011. In May 2011, the value of TDS, TSS, BOD, COD, and nitrite
has not met the quality standard. The pollutant removal efficiency of leachate treatment plant
at Suwung Landfill is low. Those are caused by the leachate treatment design which does not
comply to the design criteria. The depth of the facultative pond and aerobic pond is not
appropriate with the design criteria. In addition, leachate flow rate exceeds the design
capacity of the leachate treatment plant so that the detention time in the leachate treatment
pond is very short in the facultative pond and aerobic pond. It causes the processing in the
pond is not optimal. Besides that, the constructed wetland does not function because the BOD
loading is too high.
REFERENCES
Benefield & Randall. (1980). Biological Process Design for Wastewater Treatment. USA: Prentice-
Hall, Inc.
Birch, et al. (2004). Efficiency of a Constructed Wetland in Removing Contaminants from Stormwater.
Journal of The Society of Wetland Scientists. Vol. 24. No. 2. pp 459 466. Crites & Tchobanoglous. (1998). Small and Decentralized Wastewater Management Systems.
Singapore: McGraw-Hill, Inc.
Damanhuri, Enri. (2008). Diktat Kuliah Landfill. Bandung: Teknik Lingkungan ITB.
Kementerian Pekerjaan Umum. (2009). As Built Drawing TPA Suwung.
Machibya, et al. (2006). Effect of Low Quality Effluent from Wastewater Stabilization Ponds to
Receiving Bodies, Case of Kilombero Sugar Ponds and Ruaha river, Tanzania. International
Journal of Environmental Research and Public Health. Vol. 3. No. 2. pp 209 216. Mara, Duncan. (2004). Domestic Wastewater Treatment in Developing Countries. UK: Cromwell
Press.
Metcalf & Eddy. (2004). Wastewater Engineering: Treatment and Reuse Fourth Edition. Singapore:
McGraw-Hill, Inc.
Mohammed. (2006). Design and Performance Evaluation of a Wastewater Treatment Unit. Journal of
Departement of Agricultural Engineering, Federal University of Technology Minna, Niger
State, Nigeria. Vol. 9. No. 3. pp. 193 198. Mozaheb, et al. (2010). Evaluation of Stabilization Ponds Performance for Municipal Wastewater
Treatment in Yazd Iran. Middle-East Journal of Scientific Research. Vol. 6. No. 1. pp. 76 82.
Naddafi, et al. (2009). Performance Evaluation of Wastewater Stabilization Ponds in Arak Iran. Iran Journal of Environmental Science and Engineering. Vol. 6. No. 1. pp. 41 46.
Nurulhuda, Masayu. (2010). Penyisihan Senyawa Non Logam pada Lindi Menggunakan Constructed
Wetland. Bandung: Tugas Akhir S1 Teknik Lingkungan ITB.
Puslitbang Permukiman Kementerian Pekerjaan Umum. (2010). Hasil Pemeriksaan Lindi TPA
Suwung Desember 2010.
Qasim & Chiang. (1994). Sanitary Landfill Leachate. USA: Technomic Publishing Company, Inc.
Qasim, Syed R. (1985). Wastewater Treatment Plant, Planning, Design, and Operational. New York:
College Publishing.
Risnawati, Imas. (2010). Penyisihan Logam pada Lindi Menggunakan Constructed Wetland.
Bandung: Tugas Akhir S1 Teknik Lingkungan ITB.
WHO. (1987). Wastewater Stabilization Ponds: Principles of Planning and Practice. Alexandria:
WHO EMRO Technical Publication No. 10.
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EVALUASI INSTALASI PENGOLAHAN LINDI
DI TPA SUWUNG KOTA DENPASAR
EVALUATION OF LEACHATE TREATMENT PLANT
IN SUWUNG LANDFILL DENPASAR CITY
Camelia Indah Murniwati1 dan Tri Padmi
2
Program Studi Teknik Lingkungan
Fakultas Teknik Sipil dan Lingkungan, Institut Teknologi Bandung,
Jl. Ganesha No. 10 Bandung 40132 [email protected] dan [email protected]
Abstrak: TPA Suwung merupakan tempat pemrosesan akhir sampah yang ditujukan untuk wilayah Denpasar,
Badung, Gianyar, dan Tabanan. TPA Suwung terletak di wilayah Desa Suwung Kauh, Kecamatan Denpasar
Selatan. Awalnya, TPA Suwung beroperasi dengan sistem open dumping namun TPA Suwung akan
dioperasikan dengan sistem sanitary landfill. TPA Suwung sudah dilengkapi dengan instalasi pengolahan lindi
dengan konfigurasi unit pengolahan yang terdiri dari kolam anaerob, kolam fakultatif, kolam aerob, dan
constructed wetland. Unit pengolahan lindi TPA Suwung masing-masing terdiri dari dua unit yang terletak
paralel satu sama lain. Lindi yang masuk ke IPL berdasarkan perhitungan dengan metode Thornthwaite adalah
1,6 L/detik. Hasil evaluasi terhadap karakteristik lindi menunjukkan bahwa pada Mei 2011, efluen IPL tidak
memenuhi baku mutu untuk parameter BOD, COD, TDS, TSS, dan nitrit. Setelah dilakukan evaluasi desain
IPL, terlihat bahwa desain IPL TPA Suwung tidak sesuai dengan kriteria desain untuk parameter kedalaman,
waktu detensi, dan organic loading rate.
Kata kunci : Kolam aerob, Kolam anaerob, Kolam fakultatif, Constructed wetland, Lindi.
Abstract: Suwung Landfill is a place of processing waste for Denpasar, Badung, Gianyar, and Tabanan areas.
Suwung Landfill is in Desa Suwung Kauh, Kecamatan Denpasar Selatan. At the beginning, Suwung Landfill
was operated with open dumping system but it will be operated with sanitary landfill system. Suwung Landfill
has completed with leachate treatment plant with the configuration of plant is anaerobic ponds, facultative
ponds, aerobic ponds, and constructed wetland. Each of leachate treatment unit in Suwung Landfill consists of
two units, placed in parallel to each other. Based on calculation with Thornthwaite method, the quantity of
leachate that entering the plant is 1,6 L/s. The result of leachate characteristics evaluation shows that in May
2011, effluent of leachate treatment plant did not comply to the quality standard for BOD, COD, TDS, TSS, and
nitrite. After evaluated the leachate treatment design, seen that leachate treatment design in Suwung landfill
does not comply to design criteria for depth, detention time, and organic loading rate.
Key words : Aerobic pond, Anaerobic pond, Facultative pond, Constructed wetland, Leachate.
PENDAHULUAN
Masalah utama yang dijumpai dalam aplikasi penimbunan atau pengurugan sampah
atau limbah padat lainnya ke dalam tanah adalah kemungkinan pencemaran air oleh lindi,
yaitu limbah cair yang timbul akibat masuknya air eksternal ke dalam timbunan sampah
(Damanhuri, 2008). Karakteristik lindi akan tergantung dari beberapa hal, seperti variasi dan
proporsi komponen sampah yang ditimbun, curah hujan dan musim, umur timbunan, pola
operasional, waktu dilakukannya sampling. Lu et al. (1984) dalam Qasim & Chiang (1994)
melaporkan bahwa konsentrasi polutan pada lindi mencapai puncak pada tahun-tahun awal
yaitu pada usia landfill 2 3 tahun, diikuti dengan penurunan secara gradual pada tahun-tahun berikutnya. Rasio BOD/COD menurun dengan meningkatnya umur landfill. Rasio
BOD/COD menunjukkan penurunan dari 0,47 0,07 selama periode 23 tahun (Miller et al., 1974 dalam Qasim & Chiang, 1994). Data lain menunjukkan rasio BOD/COD menunjukkan
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penurunan dari 0,8 0,05 selama periode 17 tahun (Chian & DeWalle, 1976 & 1977 dalam Qasim & Chiang, 1994).
Pengadaan sistem pengolahan lindi sangat diperlukan untuk mengurangi beban
pencemaran terhadap badan air penerima. Beberapa TPA telah mencantumkan sarana
pengolahan lindi sebagai salah satu komponen wajibnya, dan umumnya berupa kombinasi
kolam stabilisasi, media filtrasi atau sorpsi, dan lahan sanitasi atau pengolahan sederhana
lainnya. Hasil pemantauan yang dilakukan di beberapa instalasi pengolahan lindi belum dapat
menyimpulkan bahwa instalasi tersebut berfungsi sebagaimana yang diharapkan, yang
mungkin disebabkan oleh pengambilan kriteria rancangan yang belum sesuai dan
pengoperasian yang belum sistematis (Damanhuri, 2008).
Salah satu Tempat Pemrosesan Akhir (TPA) sampah yang dilengkapi dengan
Instalasi Pengolahan Lindi (IPL) adalah TPA Suwung, Kota Denpasar. Konfigurasi IPL TPA
Suwung adalah kolam anaerob, kolam fakultatif, kolam aerob, dan constructed wetland. Hasil
pemantauan yang dilakukan pada IPL TPA Suwung sebelumnya menyatakan bahwa instalasi
tersebut belum berfungsi sebagaimana diharapkan. Oleh sebab itu, perlu dilakukan suatu
evaluasi tentang kuantitas dan karakteristik lindi yang terbentuk serta desain IPL yang ada.
METODOLOGI
Metodologi yang digunakan untuk mengevaluasi IPL TPA Suwung dapat dilihat pada
Gambar 1.
Gambar 1 Metodologi
KONDISI EKSISTING INSTALASI PENGOLAHAN LINDI TPA SUWUNG
IPL TPA Suwung berada di titik terendah dari lokasi TPA dengan demikian
pengalirannya dapat dilakukan secara gravitasi. Sistem pengolahan terdiri dari kolam
stabilisasi dan constructed wetland (Gambar 2) yang masing-masing terdiri dari dua unit
yang terletak secara paralel. Kolam yang terletak paralel satu sama lain dapat meningkatkan
kapasitas pengolahan (Naddafi, 2009).
Gambar 2 Konfigurasi IPL TPA Suwung
Kolam stabilisasi berbentuk segi empat dengan kedalaman yang berbeda-beda.
Dimensi kolam stabilisasi dapat dilihat pada Tabel 1. IPL TPA Suwung juga dilengkapi
Survey dan pengumpulan data primer
Sampling dan uji karakteristik lindi pada inlet dan outlet IPL
Perhitungan debit lindi
dengan Metode Thornthwaite
Pengecekan desain IPL
dengan kriteria desain
Evaluasi
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dengan constructed wetland. Constructed wetland didesain berbentuk segi empat dengan tiga
saluran pembagi. Vegetasi yang digunakan adalah rumput gajah (Penisetum purpureum).
Dimensi constructed wetland dapat dilihat pada Tabel 2. Akan tetapi, vegetasi constructed
wetland sudah tidak ada. Filter yang terdapat di dalam constructed wetland sudah tidak
berfungsi lagi sehingga constructed wetland yang seharusnya kering menjadi menyerupai
sebuah kolam.
Tabel 1 Dimensi kolam stabilisasi (As Built Drawing TPA Suwung, 2009) Parameter Kolam Anaerob Kolam Fakultatif Kolam Aerob
Panjang (m) 25 25 12,5
Lebar (m) 20 15 7,95
Kedalaman (m) 2,5 0,4 0,75 1,4
Panjang bafel (m) 16
Lebar bafel (m) 0,2
Jumlah bafel 4
Jumlah kompartemen 5
Panjang tiap kompartemen (m) 15
Lebar tiap kompartemen (m) 4,5 4,75
Tabel 2 Dimensi constructed wetland (As Built Drawing TPA Suwung, 2009) Parameter Nilai
Panjang (m) 15,5
Lebar (m) 10
Ketebalan lapisan (m) :
Top soil dengan rumput gajah
Batu marmer / batu kapur
Tanah
0,30
0,40
0,60
Jumlah saluran pembagi 3
EVALUASI INSTALASI PENGOLAHAN LINDI TPA SUWUNG
Timbulan Lindi
Timbulan lindi dihitung kembali dengan menggunakan Metode Neraca Air
Thornthwaite. Data-data yang diperlukan yaitu data klimatologi dan data desain landfill.
Persamaan yang digunakan adalah sebagai berikut :
PERC = P RO AET - ST I = P RO APWL = NEG (I PET ) AET = PET + [(I PET) ST]
Berdasarkan Tabel 3 didapat kesimpulan yaitu perkolasi lindi ke dalam tumpukan
sampah (PERC) adalah 173 mm/tahun. Nilai PERC tersebut digunakan untuk mengetahui
kuantitas lindi yang timbul dari landfill dengan memasukkan nilai PERC tersebut ke dalam
grafik kuantitas lindi tahunan berdasarkan After Fenn et al. (1975) dalam Qasim & Chiang
(1994). Dengan luas efektif TPA sebesar 28 ha, didapat kuantitas lindi (Q) sebesar 50 x 106
L/tahun atau 1,6 L/detik seperti ditunjukkan pada Gambar 3.
PERC : Perkolasi lindi ke dalam tumpukan sampah, mm
P : Presipitasi, mm RO : Run off, mm
AET : Aktual evapotranspirasi, mm
ST : Soil Moisture Storage bulan ke-(n-1) dikurangi bulan ke-n, mm APWL : Accumulated Potential Water Loss, mm
PET : Potensial evapotranspirasi, mm
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Tabel 3 Hasil perhitungan timbulan lindi dengan metode neraca air Thornthwaite Parameter Jan Feb Mar Apr Mei Jun Jul Agust Sep Okt Nov Des Jumlah
Temperatur 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 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
ST -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 173 0 0 0 0 0 0 0 0 0 0 0 173
Gambar 3 Kuantitas lindi
Karakteristik Lindi
Karakteristik lindi yang masuk ke dalam IPL dapat dilihat pada Tabel 4. Analisis
karakteristik influen lindi dilakukan oleh Puslitbang Permukiman Kementerian Pekerjaan
Umum pada Desember 2010 dan juga dianalisis langsung pada Mei 2011. Hasil pemeriksaan
menunjukkan nilai parameter lindi pada Desember 2010 lebih rendah dari pada Mei 2011
terutama untuk parameter BOD dan COD. Hal ini menunjukkan bahwa karakteristik lindi
berfluktuasi. Kondisi lindi yang berfluktuasi ini dapat diatasi dengan mengalirkan lindi ke
kolam penampung terlebih dahulu sebelum ke kolam pengolahan untuk menyeragamkan
kuantitas dan karakteristik lindi.
Pada Desember 2011 yang diperkirakan merupakan musim hujan, kemungkinan lindi
yang masuk sudah mengalami pengenceran. Nilai BOD sangat rendah dan bukan merupakan
tipikal BOD lindi TPA pada umumnya. Kisaran nilai BOD lindi adalah 2.000 30.000 mg/l dan kisaran nilai COD adalah 3.000 60.000 mg/l untuk lindi yang berasal dari landfill baru atau berusia sekitar 2 tahun (Tchobanoglous, 1993 dalam Qasim & Chiang, 1994). Jika
kondisi BOD dan COD rendah seperti pada Desember 2011 maka lindi yang masuk ke IPL
tidak perlu melewati kolam anaerob. Lindi tersebut bisa langsung dialirkan menuju kolam
fakultatif dengan melewati saluran by pass. Jika nilai BOD tinggi seperti pada Mei 2011,
lindi harus dialirkan melewati kolam anaerob terlebih dahulu untuk menurunkan nilai BOD.
Nilai BOD/COD pada Desember 2010 adalah 0,88 sehingga lindi bisa langsung diolah
dengan pengolahan biologi. Sedangkan pada Mei 2011, BOD/COD adalah 0,44 sehingga
lindi dapat langsung diolah dengan pengolahan biologis tetapi perlu diberi tambahan nutrien.
Sifat lindi cenderung basa yang merupakan tipikal lindi di Indonesia namun nilai pH
masih berada pada rentang pH yang cocok untuk kehidupan biologi yaitu 6 9. Temperatur
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lindi berada pada kisaran temperatur optimum untuk akivitas bakteri yaitu 25 35oC. Nilai TDS dan TSS lindi tergolong segar yaitu berada pada kisaran 10000 14000 mg/L untuk TDS dan 100 700 mg/L untuk TSS (Chian & Dewalle, 1976 dalam Qasim & Chiang, 1994). Perbandingan BOD : N : P adalah 100 : 12,4 : 0,02.
Konsentrasi amoniak tertentu dapat bersifat toksik terhadap bakteri anaerob sehingga
dapat mempengaruhi penyisihan BOD dan COD. Kisaran konsentrasi amoniak 25 30 mg/L dapat menyebabkan 50 % pertumbuhan bakteri terhambat. Hambatan amoniak yang kuat
dapat terjadi pada konsentrasi amoniak lebih dari 80 mg/L dan dapat mengurangi secara
signifikan penyisihan COD hanya mencapai 10 %. Kadar amoniak influen IPL pada Mei
2011 mencapai 53,16 mg/L. Nilai tersebut menyebabkan penyisihan BOD dan COD sedikit
terhambat.
Lindi TPA Suwung juga mengandung pencemar lain seperti klorida, sulfat, dan
logam. Kandungan klorida pada lindi menunjukkan bahwa lindi tersebut berasal dari
timbunan sampah yang berusia kurang dari dua tahun karena karakteristik lindi dari landfill
baru memiliki kandungan klorida yang berkisar antara 200 3.000 mg/l (Qasim & Chiang, 1994). Demikian juga dengan parameter sulfat yang memiliki nilai 50 1000 mg/L pada lindi yang berasal dari landfill baru, lindi TPA Suwung mendekati rentang tersebut. Nilai SO4/Cl
adalah 0,76 yang menunjukkan bahwa lindi berasal dari landfill baru (kurang dari dua tahun).
Tabel 4 Karakteristik influen IPL TPA Suwung Parameter Satuan Desember 2010* Mei 2011
TDS mg/L 4.180,40 13.161,78
TSS mg/L 525,25 533,33
Temperatur oC 29,0 30,8
DHL S/cm 22,81
pH 7,60 8,04
DO mg/L 1,75
BOD mg/L 198,40 3.667,67
COD mg/L 224,20 8.341,33
Amonium (NH4+N) mg/L 360,91
Amoniak (NH3N) mg/L 19,75 53,16
Nitrit (NO2-N) mg/L 4,00 1,77
Nitrat (NO3-N) mg/L 16,20 20,26
Nitrogen Organik mg/L 431,17
NTK (NH3N) mg/L 484,33
Total Fosfat (PO4-3P) mg/L 1,41
Ortho Fosfat (PO4-3P) mg/L 0,81
Sulfat mg/L 1.061,96
Klorida mg/L 1.405,80
Fe mg/L 4,10 36,90
Cu mg/L 2,60
Zn mg/L 6,70
Cr mg/L 1,20
Cd mg/L 0,16
Pb mg/L 0,45 (*) Data Puslitbang Permukiman Kementerian PU
Kinerja Instalasi Pengolahan Lindi
Pengolahan yang dilakukan pada IPL adalah pengolahan secara biologis. Tahapan
pengolahan biologis tersebut meliputi pengolahan pada kolam anaerob, kolam fakultatif,
kolam aerob, dan constructed wetland. Pada inlet dan outlet masing-masing kolam
pengolahan dilakukan pengambilan sampel untuk diuji karakteristiknya sehingga dapat
diketahui kinerja IPL. Nilai setiap parameter efluen IPL dibandingkan dengan baku mutu
KEP-51/MENLH/10/1995 tentang baku mutu limbah cair golongan II.
Temperatur optimum untuk aktivitas bakteri berkisar antara 25 35oC (Metcalf & Eddy, 2004). Temperatur di luar temperatur optimum akan menyebabkan proses pengolahan
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tidak berjalan. Temperatur lindi pada IPL berada di dalam kisaran temperatur optimum
(Gambar 4). pH yang cocok untuk kehidupan biologi berkisar antara 6 9 (Metcalf & Eddy, 2004). pH lindi pada IPL cenderung basa yang merupakan tipikal pH lindi di Indonesia
(Damanhuri, 2008). pH tersebut sudah memenuhi baku mutu (Gambar 5).
Gambar 4 Kondisi temperatur Gambar 5 Kondisi pH
Kondisi TDS dan TSS ditunjukkan pada Gambar 6 dan Gambar 7. Baku mutu TDS
adalah 4000 mg/L. Nilai TDS lindi pada bulan Desember 2010 lebih rendah dari pada TDS
lindi di bulan Mei 2011. Pada Mei 2011, TDS mencapai puncak pada outlet kolam
constructed wetland yaitu 21.448,89 mg/l. Demikian halnya dengan kondisi TSS, nilai TSS
lindi pada bulan Desember 2010 lebih rendah dari pada TSS lindi di bulan Mei 2011. Pada
Mei 2011, nilai TSS lindi mencapai puncak pada outlet kolam aerob yaitu 1.538,22 mg/L dan
nilai TSS lindi pada outlet constructed wetland belum memenuhi baku mutu yaitu 792 mg/L.
Sedangkan baku mutu TSS adalah 400 mg/L. Berdasarkan perhitungan, waktu detensi pada
kolam fakultatif, kolam aerob, dan constructed wetland sangat singkat dan tidak memenuhi
kriteria desain. Hal tersebut yang kemungkinan menyebabkan nilai TSS belum memenuhi
baku mutu. Menurut Machibya (2006), waktu detensi yang singkat hanya akan menyisihkan
partikel besar, sedangkan waktu detensi yang lebih lama akan menyisihkan lebih banyak
partikel tersuspensi.
Gambar 6 Kondisi TDS Gambar 7 Kondisi TSS
Parameter organik ditunjukkan dengan nilai BOD dan COD (Gambar 8 dan Gambar
9). Baku mutu BOD adalah 150 mg/L. Hasil pemeriksaan menunjukkan nilai BOD lindi pada
bulan Desember 2010 lebih rendah dari pada BOD lindi di bulan Mei 2011. Pada Desember
2010, nilai BOD lindi menurun sampai akhir pengolahan dan sudah memenuhi baku mutu di
outletnya demikian halnya dengan nilai COD. Pada Mei 2011, nilai BOD menurun sampai
outlet kolam fakultatif dan naik kembali pada outlet constructed wetland. Nilai BOD pada
outlet constructed wetland belum memenuhi baku mutu yaitu 603,33 mg/L. Demikian juga
dengan parameter COD yang cenderung naik kembali konsentrasinya setelah melewati
constructed wetland. Nilai COD pada outlet constructed wetland yaitu 1.468 mg/L.
Sedangkan baku mutu COD yang disyaratkan adalah 300 mg/L. Kenaikan nilai konsentrasi
juga terjadi pada parameter TSS. Hal ini kemungkinan disebabkan oleh sudah tidak adanya
tumbuhan di dalam constructed wetland sehingga penyisihan pencemar tidak terjadi. Selain
itu, kemungkinan terdapat sisa-sisa materi organik yang masih terkandung di dalam media
27
28
29
30
31
32
33
Influen
Anaerob
Efluen
Anaerob
Efluen
Fakultatif
Efluen
Aerob
Efluen
Constructed
Wetland
Tem
pera
tur (
oC
)
Des-10 Mei-11
6
7
8
9
Influen
Anaerob
Efluen
Anaerob
Efluen
Fakultatif
Efluen
Aerob
Efluen
Constructed
Wetland
pH
Des-10 Mei-11
0
5000
10000
15000
20000
25000
Influen
Anaerob
Efluen
Anaerob
Efluen
Fakultatif
Efluen
Aerob
Efluen
Constructed
Wetland
TD
S (
mg
/L)
Des-10 Mei-11
0
500
1000
1500
2000
Influen
Anaerob
Efluen
Anaerob
Efluen
Fakultatif
Efluen
Aerob
Efluen
Constructed
Wetland
TS
S (
mg
/L)
Des-10 Mei-11
SW4 - 7
constructed wetland yang berasal dari sisa-sisa tumbuhan yang mati yang menyebabkan nilai
BOD, COD, dan TSS naik kembali di akhir pengolahan.
Gambar 8 Kondisi BOD Gambar 9 Kondisi COD
Kondisi parameter nitrogen yaitu nitrogen organik, amoniak, nitrit, dan nitrat pada
Desember 2010 dan Mei 2011 ditunjukkan pada Gambar 10 13. Nitrogen organik yang tinggi di awal pengolahan menunjukkan bahwa lindi berasal dari landfill yang masih baru
atau lindi segar. Amoniak yang terdapat dalam air lindi berasal dari pemecahan protein.
Berdasarkan Kep-51/MENLH/10/1995 tentang baku mutu limbah cair golongan II, baku
mutu amoniak adalah 5 mg/L. Amoniak pada Desember 2010 dan Mei 2011 sudah memenuhi
baku mutu di outlet pengolahan. Untuk nitrit, baku mutu yang disyaratkan adalah 3 mg/L.
Pada Mei 2011, nilai nitrit pada outlet constructed wetland belum memenuhi baku mutu yaitu
10,22 mg/L. Hal ini disebabkan oleh adanya faktor-faktor yang menghambat jalannya
nitrifikasi. Faktor yang menghambat antara lain jumlah bakteri yang aktif melakukan
nitrifikasi berkurang jumlahnya, sehingga amoniak hanya diubah menjadi nitrit dan tidak
dapat diselesaikan menjadi produk akhir berupa nitrat. Nitrat merupakan produk yang
dihasilkan dari proses nitrifikasi. Oleh karena itu, nitrat dapat dijadikan indikator terjadinya
proses nitrifikasi pada proses pengolahan. Pada badan air, nitrat akan menstimulasi
eutrofikasi. Berdasarkan Kep-51/MENLH/10/1995 tentang baku mutu limbah cair golongan
II, baku mutu nitrat adalah 30 mg/L. Kadar nitrat tersebut menurun sampai akhir pengolahan.
Nilai nitrat pada outlet constructed wetland sudah memenuhi baku mutu. Kandungan
amoniak yang rendah, tingginya nilai nitrit dan adanya nitrat pada efluen menunjukkan
bahwa nitrifikasi terjadi pada unit IPL.
Gambar 10 Kondisi nitrogen organik Gambar 11 Kondisi amoniak
Gambar 12 Kondisi nitrit Gambar 13 Kondisi nitrat
0
1000
2000
3000
4000
Influen
Anaerob
Efluen
Anaerob
Efluen
Fakultatif
Efluen
Aerob
Efluen
Constructed
Wetland
BO
D (
mg
/L)
Des-10 Mei-11
0
2000
4000
6000
8000
10000
Influen
Anaerob
Efluen
Anaerob
Efluen
Fakultatif
Efluen
Aerob
Efluen
Constructed
Wetland
CO
D (
mg
/L)
Des-10 Mei-11
0
200
400
600
800
Influen
Anaerob
Efluen
Anaerob
Efluen
Fakultatif
Efluen Aerob Efluen
Constructed
Wetland
N. O
rga
nik
(m
g N
H3-
N/L
)
Mei-11
0
20
40
60
Influen
Anaerob
Efluen
Anaerob
Efluen
Fakultatif
Efluen Aerob Efluen
Constructed
Wetland
Am
on
iak
(m
g N
H3-
N/L
)
Des-10 Mei-11
0
2
4
6
8
10
12
Influen
Anaerob
Efluen
Anaerob
Efluen
Fakultatif
Efluen Aerob Efluen
Constructed
Wetland
Nit
rit
(m
g N
O2-N
/L)
Des-10 Mei-11
0
5
10
15
20
25
Influen
Anaerob
Efluen
Anaerob
Efluen
Fakultatif
Efluen
Aerob
Efluen
Constructed
Wetland
Nit
ra
t (m
g N
O3-N
/L)
Des-10 Mei-11
SW4 - 8
Lindi yang berasal dari TPA Suwung juga mengandung logam. Kondisi logam besi
dapat dilihat pada Gambar 14. Baku mutu besi adalah 10 mg/L. Nilai besi menurun sampai
akhir pengolahan. Efluen constructed wetland sudah mengandung besi yang berada di bawah
baku mutu. Selain logam besi, lindi IPL TPA Suwung juga mengandung logam berat Cu, Zn,
Cr, Cd, Pb yang ditunjukkan pada Tabel 5. Setelah melalui serangkaian pengolahan, nilai
logam berat lindi pada outlet IPL sudah memenuhi baku mutu. Konsentrasi yang tinggi dari
ion metal bersifat toksik terhadap spesies Chlorella, spesies utama di dalam kolam stabilisasi,
dan mempengaruhi secara buruk terhadap efisiensi kolam. Akan tetapi, nilai pH yang tinggi
(lebih dari 8) menyebabkan ion metal mengalami presipitasi dan proses penjernihan dengan
kolam dapat berjalan normal kembali.
Gambar 14 Kondisi besi
Tabel 5 Kondisi logam berat (Puslitbang Permukiman Kementerian PU, 2010)
Parameter Cu Zn Cr Cd Pb
Influen IPL (mg/L) 2,6 6,7 1,2 0,16 0,45
Efluen IPL (mg/L) 0,78 1,1 0,56 0,044 0,095
Baku Mutu (mg/L) 3 10 1 0,1 1
Konfigurasi Instalasi Pengolahan Lindi
Konfigurasi IPL dengan menggunakan kolam stabilisasi dan constructed wetland
yang sesuai ditunjukkan pada Gambar 15. Konfigurasi tersebut terdiri dari bak pengumpul,
kolam anaerob, kolam fakultatif, kolam aerob, dan constructed wetland. Kolam stabilisasi
dapat mengolah BOD tinggi dengan efisiensi yang cukup tinggi, lebih ekonomis, dan operasi
serta pemeliharaannya mudah. Kolam stabilisasi dapat dibangun dengan material yang mudah
didapat serta dalam pengoperasiannya sehari-hari tidak membutuhkan pekerja yang ahli
(Mozaheb, 2010). Kolam stabilisasi selain mereduksi BOD juga dapat mereduksi bakteri
faecal coliform (Mohammed , 2006).
IPL seharusnya dilengkapi dengan bak pengumpul untuk meredam fluktuasi debit dan
karakteristik lindi. Sedangkan pada IPL TPA Suwung tidak dilengkapi dengan bak
pengumpul. Hal ini menyebabkan debit dan karakteristik lindi yang masuk ke dalam kolam
anaerob berfluktuasi sehingga pengolahan pada kolam anaerob tidak berjalan maksimal dan
efisiensi penyisihan pencemar rendah.
Kolam stabilisasi biasanya diikuti dengan constructed wetland atau constructed
wetland. Constructed wetland dapat berperan menyisihkan bahan pencemar melalui aktivitas
bakteri, plant uptake, sedimentasi, dan penyaringan. Constructed wetland juga dapat
menyisihkan logam berat Cr, Cu, Zn, dan Pb dengan efisiensi 30 80 % (Birch, 2004). Berdasarkan penelitian yang dilakukan oleh Nurulhuda (2010), constructed wetland dengan
menggunakan tanaman Cyperus papyrus dapat menyisihkan COD, BOD, NTK, TSS, warna
pada lindi berturut-turut sebesar 95,75%, 89,08%, 85,33%, 92,24%, 99%. Selain itu, juga
terjadi penyisihan logam Fe, Cu, Zn sebesar 91,38%, 98,15% dan 97,71% (Risnawati, 2010).
0
10
20
30
40
Influen
Anaerob
Efluen
Anaerob
Efluen
Fakultatif
Efluen
Aerob
Efluen
Constructed
Wetland
Fe (
mg
/L)
Des-10 Mei-11
SW4 - 9
Gambar 15 Konfigurasi Instalasi Pengolahan Lindi yang sesuai
Kesesuaian Desain IPL dengan Kriteria Desain
Setiap unit IPL yang ada yaitu kolam anaerob, kolam fakultatif, kolam aerob, dan
constructed wetland diperiksa desainnya dan dibandingkan dengan kriteria desain.
A. Kolam Anaerob Kondisi kolam anaerob IPL TPA Suwung adalah sebagai berikut :
Panjang (p) = 25 m
Lebar (l) = 20 m
Kedalaman (h) = 2,5 m
Panjang bafel = 16 m
Lebar bafel = 0,2 m
Jumlah bafel = 4
Debit lindi yang masuk = 0,8 L/detik = 69,12 m3/hari
Konsentrasi BOD in (So) = 3.667,67 mg/L
Konsentrasi BOD out (Se) = 3.020 mg/L Hasil pengecekan dimensi kolam anaerob dengan kriteria desain ditunjukkan pada Tabel 6.
Tabel 6 Perbandingan hasil perhitungan dengan kriteria desain unit kolam anaerob Parameter Satuan Kondisi
Eksisting
Kriteria
Desain
Ket* Sumber
Kedalaman meter 2,5 2,5 5 V Qasim, 1985
Waktu Detensi Min hari 17,6 2 5 V WHO, 1987
Organic Loading Rate kg/m3.hari 0,21 0,3 V WHO, 1987 BOD Removal % 38,21 / 17,66 60 90 X Qasim, 1985 *V = memenuhi kriteria
X = tidak memenuhi kriteria
B. Kolam Fakultatif Kondisi kolam fakultatif IPL TPA Suwung adalah sebagai berikut :
Panjang = 25 m
Lebar = 15 m
Jumlah kompartemen = 5
Debit lindi yang masuk = 0,8 L/detik = 69,12 m3/hari
Konsentrasi BOD in (So) = 3.020 mg/L
Konsentrasi BOD out (Se) = 402 mg/L
Dimensi tiap kompartemen kolam fakultatif ditunjukkan pada Tabel 7.
Tabel 7 Dimensi kolam fakultatif (As Built Drawing TPA Suwung, 2009) Parameter Kompartemen
I II III IV V
Panjang, m 15 15 15 15 15
Lebar, m 4,75 4,5 4,5 4,5 4,75
Kedalaman, m 0,4 0,4 0,4 0,4 0,75
Luas, m2 71,25 67,5 67,5 67,5 71,25
Volume, m3 28,5 27 27 27 28,5
SW4 - 10
Meskipun ada banyak metode untuk mendesain kolam fakultatif, Mara (1976)
merekomendasikan untuk mendesain berdasarkan surface BOD loading ( s, kg/ha.hari). Hasil pengecekan dimensi kolam fakultatif dengan kriteria desain ditunjukkan pada Tabel 8.
Tabel 8 Perbandingan hasil perhitungan dengan kriteria desain unit kolam fakultatif Parameter Satuan Kondisi
Eksisting
Kriteria Desain Ket* Sumber
Kedalaman meter 0,4 0,75 1 2 X Qasim, 1985
Waktu Detensi hari 2 7 50 X Benefield & Randall, 1980
Organic Loading Rate kg/ha.hari 6.050,5 15 120 X Qasim, 1985
BOD Removal % 5,30 / 86,69 70 95 X Benefield & Randall, 1980 *V = memenuhi kriteria X = tidak memenuhi kriteria
C. Kolam Aerob Kondisi kolam aerob IPL TPA Suwung adalah sebagai berikut :
Panjang (p) = 12,5 m
Lebar (l) = 7,95 m
Kedalaman (h) = 1,4 m
Debit lindi yang masuk = 0,8 L/detik = 69,12 m3/hari
Konsentrasi BOD in (So) = 402 mg/L
Konsentrasi BOD out (Se) = 401,33 mg/L
Penyisihan BOD pada kolam aerob atau kolam maturasi tidak terlalu tinggi tetapi penyisihan
bakteri faecal tinggi (Mara, 2004). Perhitungan ini berdasarkan surface BOD loading. Hasil
pengecekan dimensi kolam aerob dengan kriteria desain ditunjukkan pada Tabel 9.
Tabel 9 Perbandingan hasil perhitungan dengan kriteria desain unit kolam aerob Parameter Satuan Kondisi
Eksisting
Kriteria Desain Ket* Sumber
Kedalaman meter 1,4 0,3 1,0 X Qasim, 1985
Waktu Detensi hari 2 5 20 X Qasim, 1985
Organic Loading Rate kg/ha.hari 2.691,25 40 120 X Qasim, 1985
BOD Removal % 12,02 / 0,17 40 80 X Qasim, 1985 *V = memenuhi kriteria
X = tidak memenuhi kriteria
D. Constructed Wetland Kondisi constructed wetland IPL TPA Suwung adalah sebagai berikut :
Panjang (p) = 15,5 m
Lebar (l) = 10 m
Tinggi muka air = 1,5 m (dari dasar kolam)
Tinggi media (h) = 1,3 m (dari dasar kolam), dengan rincian sebagai berikut : - Top soil dengan tanaman = 0,3 m
- Batu marmer / batu kapur = 0,4 m
- Tanah = 0,6 m
Jenis tanaman = Rumput gajah (Penisetum purpureum) kondisi : mati Debit lindi yang masuk = 0,8 L/detik = 69,12 m3/hari
Konsentrasi BOD in (So) = 401,33 mg/L
Konsentrasi BOD out (Se) = 603,33 mg/L Hasil pengecekan dimensi constructed wetland dengan kriteria desain ditunjukkan pada
Tabel 10.
SW4 - 11
Tabel 10 Perbandingan hasil perhitungan dengan kriteria desain constructed wetland
(subsurface flow constructed wetland) Parameter Satuan Kondisi
Eksisting
Kriteria Desain Ket* Sumber
Waktu Detensi hari 1 3 4 (BOD) 6 10 (N)
X Crites & Tchobanoglous, 1998
Tinggi Muka Air m 1,5 0,3 0,6 X Crites & Tchobanoglous, 1998
Tinggi Media m 1,3 0,5 0,8 X Crites & Tchobanoglous, 1998
Beban BOD kg/ha.hari 1.789,67 < 112 X Crites & Tchobanoglous, 1998
Beban Hidrolis m3/m2.hari 0,446 0,015 0,05 X Metcalf & Eddy, 2004
Area Spesifik ha/(103m3/hari) 0,224 2,2 7,2 X Metcalf & Eddy, 2004
BOD Removal % 9,35 / 0 65 88 X Crites & Tchobanoglous, 1998 *V = memenuhi kriteria
X = tidak memenuhi kriteria
Berdasarkan pengecekan desain IPL dengan kriteria desain, terlihat bahwa besarnya
organic loading rate kolam pengolahan pada kolam fakultatif, kolam aerob, dan constructed
wetland tidak memenuhi kriteria desain. Hal ini disebabkan oleh BOD yang masuk masih
terlalu besar dan debit lindi yang masuk melebihi kapasitas desain IPL. Pada constructed
wetland, BOD yang keluar lebih besar daripada BOD yang masuk. Hal ini disebabkan oleh
constructed wetland sudah jenuh dan tanaman pun mati sehingga menambah nilai BOD pada
outlet.
SARAN PERBAIKAN
Dari hasil evaluasi timbulan lindi, karakteristik lindi pada IPL TPA Suwung, dan juga
dimensi setiap unit di IPL TPA Suwung diajukan beberapa kemungkinan saran perbaikan
antara lain:
Penambahan unit bak ekualisasi sebelum unit kolam anaerob. Bak ekualisasi ini berfungsi meredam variasi debit dan konsentrasi lindi yang masuk ke IPL.
Penambahan by pass channel yang menghubungkan bak ekualisasi langsung menuju kolam fakultatif tanpa melalui kolam anaerob. By pass channel ini berfungsi mengalirkan
lindi langsung ke kolam fakultatif jika konsentrasi BOD lindi yang masuk rendah.
Redesain unit kolam fakultatif dan kolam aerob dengan menyesuaikan kedalaman kolam sesuai dengan kriteria desain dan memperluas kolam jika lahan yang ada tersedia atau
redesain kolam fakultatif yang ada menjadi facultative aerated lagoon sehingga
diharapkan dapat mengolah lindi pada BOD loading yang sesuai.
Redesain unit constructed wetland dengan jenis constructed wetland yang sesuai dan pemilihan tanaman yang sesuai untuk mengolah lindi.
PENUTUP
Permasalahan yang ditemukan dari hasil evaluasi berdasarkan karakteristik efluen
lindi adalah konsentrasi lindi berfluktuasi seperti ditunjukkan oleh perbedaan konsentrasi
parameter lindi pada Desember 2010 dan Mei 2011. Pada Mei 2011, dimana konsentrasi
parameter lindi tinggi, nilai TDS, TSS, BOD, COD, dan nitrit tidak memenuhi baku mutu.
Efisiensi IPL TPA Suwung juga rendah. Hal ini disebabkan oleh desain IPL yang tidak sesuai
dengan kriteria desain. Kedalaman kolam fakultatif dan kolam aerob tidak sesuai dengan
kriteria desain. Selain itu, debit lindi yang masuk ke dalam IPL melebihi debit kapasitas
desain sehingga waktu detensi lindi pada kolam pengolahan sangat singkat pada kolam
fakultatif dan kolam aerob. Hal ini menyebabkan pengolahan di dalam kolam menjadi tidak
optimal. Selain itu, constructed wetland pada IPL tidak berfungsi karena beban BOD yang
terlalu tinggi.
SW4 - 12
DAFTAR PUSTAKA
Benefield & Randall. (1980). Biological Process Design for Wastewater Treatment. USA:
Prentice-Hall, Inc.
Birch, et al. (2004). Efficiency of a Constructed Wetland in Removing Contaminants from
Stormwater. Journal of The Society of Wetland Scientists. Vol. 24. No. 2. pp 459 466.
Crites & Tchobanoglous. (1998). Small and Decentralized Wastewater Management Systems.
Singapore: McGraw-Hill, Inc.
Damanhuri, Enri. (2008). Diktat Kuliah Landfill. Bandung: Teknik Lingkungan ITB.
Kementerian Pekerjaan Umum. (2009). As Built Drawing TPA Suwung.
Machibya, et al. (2006). Effect of Low Quality Effluent from Wastewater Stabilization Ponds
to Receiving Bodies, Case of Kilombero Sugar Ponds and Ruaha river, Tanzania.
International Journal of Environmental Research and Public Health. Vol. 3. No. 2.
pp 209 216. Mara, Duncan. (2004). Domestic Wastewater Treatment in Developing Countries. UK:
Cromwell Press.
Metcalf & Eddy. (2004). Wastewater Engineering: Treatment and Reuse Fourth Edition.
Singapore: McGraw-Hill, Inc.
Mohammed. (2006). Design and Performance Evaluation of a Wastewater Treatment Unit.
Journal of Departement of Agricultural Engineering, Federal University of
Technology Minna, Niger State, Nigeria. Vol. 9. No. 3. pp. 193 198. Mozaheb, et al. (2010). Evaluation of Stabilization Ponds Performance for Municipal
Wastewater Treatment in Yazd Iran. Middle-East Journal of Scientific Research. Vol. 6. No. 1. pp. 76 82.
Naddafi, et al. (2009). Performance Evaluation of Wastewater Stabilization Ponds in Arak Iran. Iran Journal of Environmental Science and Engineering. Vol. 6. No. 1. pp. 41 46.
Nurulhuda, Masayu. (2010). Penyisihan Senyawa Non Logam pada Lindi Menggunakan
Constructed Wetland. Bandung: Tugas Akhir S1 Teknik Lingkungan ITB.
Puslitbang Permukiman Kementerian Pekerjaan Umum. (2010). Hasil Pemeriksaan Lindi
TPA Suwung Desember 2010.
Qasim & Chiang. (1994). Sanitary Landfill Leachate. USA: Technomic Publishing Company,
Inc.
Qasim, Syed R. (1985). Wastewater Treatment Plant, Planning, Design, and Operational.
New York: College Publishing.
Risnawati, Imas. (2010). Penyisihan Logam pada Lindi Menggunakan Constructed Wetland.
Bandung: Tugas Akhir S1 Teknik Lingkungan ITB.
WHO. (1987). Wastewater Stabilization Ponds: Principles of Planning and Practice.
Alexandria: WHO EMRO Technical Publication No. 10.