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

OUTLINE

Introduction

Objectives

Materials and Methods

Result and Discussion

Conclusion

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.

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

RESULT AND DISCUSSION

Configuration of Leachate Treatment Plant

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

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

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

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

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

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).

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

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

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

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

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

-

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

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

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.

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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