SW4 - 1

EVALUATION OF LEACHATE TREATMENT PLANT

IN SUWUNG LANDFILL DENPASAR CITY

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 1cameliaftsl07@students.itb.ac.id and 2tripadmi@ftsl.itb.ac.id

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). One of

landfill, equipped with leachate treatment plant

is Suwung Landfill, Denpasar City.

EXISTING CONDITION OF LEACHATE

TREATMENT PLANT

Leachate treatment plant of Suwung

Landfill consists of stabilization ponds

including anaerobic ponds, facultative ponds,

aerobic ponds, and constructed wetland. Each

plant consists of two units located in parallel

(Figure 1).

Figure 1 Configuration of leachate treatment

EVALUATION OF LEACHATE

TREATMENT PLANT Leachate generation recalculates using the Thornthwaite Water Balance Method.

Based on calculation result, the generation of

leachate in Suwung landfill is 1.6 L/s.

Leachate characterization entering the leachate

treatment plant can be seen in Table 1. Performance of leachate treatment

plant is evaluated by testing the leachate

characterization in each inlet and outlet

treatment ponds. The value of the effluent

parameter is compared with KEP-

51/MENLH/10/1995 on wastewater quality

standards class II.

Table 1 Characteristics of leachate influent

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 Source : (*)Puslitbang Permukiman Kementerian PU

Temperature of leachate in treatment

plant (Figure 2) is at optimum condition for

activity of bacteria, ranging between 25 35oC (Metcalf & Eddy, 2004). The suitable pH for

biological life is 6 9(Metcalf & Eddy, 2004). pH of leachate in treatment plant (Figure 3)

tends to be alkaline which is typical pH of

leachate pH in Indonesia (Damanhuri, 2008).

Figure 2 Condition of temperature

Figure 3 Condition of pH

26

28

30

32

34

Anaerobic

Influent

Anaerobic

Effluent

Facultative

Effluent

Aerobic

Effluent

Constructed

Wetland

Effluent

Tem

pera

ture (

oC

)

Dec-10 May-11

6,5

7

7,5

8

8,5

9

Anaerobic

Influent

Anaerobic

Effluent

Facultative

Effluent

Aerobic

Effluent

Constructed

Wetland

Effluent

pH

Dec-10 May-11

SW4 - 2

The value of TSS (Figure 4) in May

2011, at the outlet of constructed wetland does

not comply with quality standard. Whereas,

the quality standard of TSS is 400 mg/L.

Based on calculation, detention time in

facultative pond, aerobic pond, and

constructed wetland is very short and does not

comply with design criteria. It is possible

causing the value of TSS at outlet of treatment

plant which does not comply with quality

standard.

Figure 4 Condition of TSS

Organic parameter is indicated by the

value of BOD and COD (Figure 5 and Figure

6). The quality standard of BOD and COD are

150 mg/L and 300 mg/L. In Desember 2010,

the value of BOD at the outlet of constructed

wetland does not comply with quality

standard. Likewise, the COD concentration

tends to increase after passing through the

constructed wetland. The increase of

concentration also happens to the parameter of

TSS. It is because there is not vegetation in

constructed wetland so there is not removal of

pollutant. Besides that, it is possible that there

is organic matter which comes from dead

vegetation in constructed wetland, causing the

increases of BOD, COD, and TSS at the outlet

of treatment.

Figure 5 Condition of BOD

Figure 6 Condition of COD

Every unit in leachate treatment plant,

anaerobic pond, facultative pond, aerobic

pond, and also constructed wetland, is checked

for the design and compared to the design

criteria (Table 2). Depth, detention time,

organic loading rate in facultative pond,

aerobic pond, and constructed wetland are not

suitable to the design criteria.

Table 2 Comparison of existing design and

design criteria

*V = comply with criteria

X = not comply with criteria

CONCLUSION Leachate treatment plant in Suwung

Landfill is not completed with equalization

basin. It causes the quantity and the

characteristic of leachate influent fluctuating

so that the treatment in anaerobic basin is not

optimum and the removal efficiency is low.

The checking of leachate treatment plant

design with the design criteria shows that the

organic loading rate in facultative pond,

aerobic pond, and constructed wetland are not

comply with the design criteria. The value of

BOD and COD of leachate treatment plant

effluent in Mei 2011 are not comply with the

quality standard.

REFERENCES Benefield & Randall. (1980). Biological Process Design for

Wastewater Treatment. USA: Prentice-Hall, Inc.

Crites & Tchobanoglous. (1998). Small and Decentralized Wastewater Management Systems. Singapore: McGraw-

Hill, Inc.

Damanhuri, Enri. (2008). Diktat Kuliah Landfill. Bandung: Teknik Lingkungan ITB.

Metcalf & Eddy. (2004). Wastewater Engineering: Treatment

and Reuse Fourth Edition. Singapore: McGraw-Hill, Inc. Qasim, Syed R. (1985). Wastewater Treatment Plant, Planning,

Design, and Operational. New York: College Publishing.

WHO. (1987). Wastewater Stabilization Ponds: Principles of Planning and Practice. Alexandria: WHO EMRO

Technical Publication No. 10.

0

500

1000

1500

2000

Anaerobic

Influent

Anaerobic

Effluent

Facultative

Effluent

Aerobic

Effluent

Constructed

Wetland

Effluent

TS

S (

mg/L

)

Dec-10 May-11

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

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

Org. 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

Org. 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

Aerobic Pond

Depth m 1.4 0.3 1.0 X Qasim, 1985

Detention Time day 2.1 5 20 X Qasim, 1985

Org. Loading Rate kg/ha.day 2,691.25 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 1,789.67 < 112 X Crites & Tchobanoglous, 1998

Hidraulic Loading m3/m

2.day 0.446 0.015 0.05 X Metcalf & Eddy, 2004

Specific Area ha/(103m

3/day) 0.224 2.2 7.2 X Metcalf & Eddy, 2004

BOD Removal % 9.35 / 0 65 88 X Crites & Tchobanoglous, 1998

SW4 - 1

EVALUASI INSTALASI PENGOLAHAN LINDI

DI TPA SUWUNG KOTA DENPASAR

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 1cameliaftsl07@students.itb.ac.id dan 2tripadmi@ftsl.itb.ac.id

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). Salah satu Tempat

Pemrosesan Akhir (TPA) sampah yang

dilengkapi dengan Instalasi Pengolahan Lindi

(IPL) adalah TPA Suwung, Kota Denpasar.

KONDISI EKSISTING IPL

Sistem pengolahan terdiri dari kolam

stabilisasi dan constructed wetland yang

masing-masing terdiri dari dua unit yang

terletak secara paralel. Kolam stabilisasi terdiri

dari kolam anaerob, kolam fakultatif, dan

kolam aerob seperti terlihat pada Gambar 1.

Gambar 1 Konfigurasi IPL TPA Suwung

EVALUASI IPL

Timbulan lindi dihitung kembali dengan menggunakan Metode Neraca Air

Thornthwaite. Berdasarkan hasil perhitungan

didapat kesimpulan yaitu timbulan lindi yang

dihasilkan TPA Suwung diperkirakan sebesar

1,6 L/detik. Karakteristik lindi yang masuk ke

dalam IPL TPA Suwung dapat dilihat pada Tabel 1.

Kinerja instalasi pengolahan lindi

dievaluasi dengan melakukan pengujian

karakteristik lindi pada masing-masing inlet

dan outlet kolam pengolahan. Nilai setiap

parameter efluen IPL dibandingkan dengan

baku mutu KEP-51/MENLH/10/1995 tentang

baku mutu limbah cair golongan II.

Tabel 1 Karakteristik influen IPL 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 Sumber : (*)Puslitbang Permukiman Kementerian PU

Temperatur lindi IPL (Gambar 2)

berada pada kondisi optimum untuk aktivitas

bakteri yang berkisar antara 25 35oC (Metcalf & Eddy, 2004). pH yang cocok untuk

kehidupan biologi berkisar antara 6 9 (Metcalf & Eddy, 2004). pH lindi pada IPL

(Gambar 3) cenderung basa yang merupakan

tipikal pH lindi di Indonesia (Damanhuri,

2008).

Gambar 2 Kondisi temperatur

Gambar 3 Kondisi pH

26

28

30

32

34

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

SW4 - 2

Nilai TSS (Gambar 4) pada Mei

2011, pada outlet constructed wetland belum

memenuhi baku mutu. 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.

Gambar 4 Kondisi TSS

Parameter organik ditunjukkan dengan

nilai BOD dan COD (Gambar 5 dan Gambar

6). Baku mutu BOD dan COD adalah 150

mg/L dan 300 mg/L. Pada Desember 2010,

nilai BOD pada constructed wetland belum

memenuhi baku mutu. Demikian juga dengan

parameter COD yang cenderung naik kembali

konsentrasinya setelah melewati constructed

wetland. 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 constructed wetland yang berasal

dari sisa-sisa tumbuhan yang mati yang

menyebabkan nilai BOD, COD, dan TSS naik

kembali di akhir pengolahan.

Gambar 5 Kondisi BOD

Gambar 6 Kondisi COD

Setiap unit IPL yang ada yaitu kolam

anaerob, kolam fakultatif, kolam aerob, dan

constructed wetland diperiksa desainnya dan

dibandingkan dengan kriteria desain (Tabel 2).

Kedalaman, waktu detensi, dan organic

loading rate pada kolam fakultatif, kolam

aerob, dan constructed wetland tidak sesuai

dengan kriteria desain.

Tabel 2 Perbandingan desain eksisting dengan

kriteria desain

*V = memenuhi kriteria

X = tidak memenuhi kriteria

PENUTUP 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. Pengecekan desain IPL dengan kriteria

desain menunjukkan bahwa besarnya organic

loading rate kolam pengolahan pada kolam

fakultatif, kolam aerob, dan constructed

wetland tidak memenuhi kriteria desain. Nilai

TSS, BOD, dan COD pada Mei 2011 di outlet

IPL belum memenuhi baku mutu.

DAFTAR PUSTAKA Benefield & Randall. (1980). Biological Process Design for

Wastewater Treatment. USA: Prentice-Hall, Inc. Crites & Tchobanoglous. (1998). Small and Decentralized

Wastewater Management Systems. Singapore: McGraw-

Hill, Inc. Damanhuri, Enri. (2008). Diktat Kuliah Landfill. Bandung:

Teknik Lingkungan ITB.

Metcalf & Eddy. (2004). Wastewater Engineering: Treatment and Reuse Fourth Edition. Singapore: McGraw-Hill, Inc.

Qasim, Syed R. (1985). Wastewater Treatment Plant, Planning,

Design, and Operational. New York: College Publishing. WHO. (1987). Wastewater Stabilization Ponds: Principles of

Planning and Practice. Alexandria: WHO EMRO Technical Publication No. 10.

0

500

1000

1500

2000

Influen

Anaerob

Efluen

Anaerob

Efluen

Fakultatif

Efluen

Aerob

Efluen

Constructed

Wetland

TS

S (

mg/L

)

Des-10 Mei-11

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

5000

10000

Influen

Anaerob

Efluen

Anaerob

Efluen

Fakultatif

Efluen

Aerob

Efluen

Constructed

Wetland

CO

D (

mg/L

)

Des-10 Mei-11

Parameter Satuan Kondisi

Eksisting

Kriteria

Desain

Ket

*

Sumber

Kolam Anaerob

Kedalaman meter 2,5 2,5 5 V Qasim, 1985

Waktu Detensi Min hari 17,6 2 5 V WHO, 1987

Org. Loading Rate kg/m3.hari 0,21 0,3 V WHO, 1987

BOD Removal % 38,21 / 17,66 60 90 X Qasim, 1985

Kolam Fakultatif

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

Kolam Aerob

Kedalaman meter 1,4 0,3 1,0 X Qasim, 1985

Waktu Detensi hari 2 5 20 X Qasim, 1985

Org. Loading Rate kg/ha.hari 2.691,25 40 120 X Qasim, 1985

BOD Removal % 12,02 / 0,17 40 80 X Qasim, 1985

Constr. Wetland

Waktu Detensi hari 1 3 4 (BOD) 6 10 (N)

X Crites & Tchobanoglous, 1998

Tinggi Muka Air meter 1,5 0,3 0,6 X Crites & Tchobanoglous, 1998

Tinggi Media meter 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/m

2.hari 0,446 0,015 0,05 X Metcalf & Eddy, 2004

Area Spesifik ha/(103m

3/hari) 0,224 2,2 7,2 X Metcalf & Eddy, 2004

BOD Removal % 9,35 / 0 65 88 X Crites & Tchobanoglous, 1998