Integrated Resource Management in Asian Cities: The Urban … · 2018-08-21 · website: . Decentralized wastewater collection and treatment RPTRA Cambela . June 05 2018 III Table

Integrated Resource Management in Asian Cities: The Urban NEXUS South-East Asia

FEASIBILITY STUDY On sustainable and integrated wastewater collection and treatment Scoping of a decentralized wastewater collection and treatment system on the single pilot location RPTRA Cambela RT09/RW03 Kelurahan Kamal, Kecamatan Kalideres, Indonesia PN 15.2201.0-001.00 Prepared by Dr. Wolfgang Kirchhof, Dr. Henry Risse FiW and Kiki P. Utomo. UNTAN On behalf of the Integrated Resource Management in Asian Cities: The Urban NEXUS Programme May 2018

Decentralized wastewater collection and treatment RPTRA Cambela

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Prepared by Research Institute for Water and Waste Management at the RWTH Aachen Kackertstr. 17, D-52056 Aachen, Germany Phone: +49-241-8026825, www.fiw.rwth-aachen.de Information used in this report is based on surveys during the short-term missions. Misinterpretations can arise due to the use of outdated data. Aerial views and google maps are used and cited according to the guidelines https:/www.google.com/permissions/geoguiedelines.html. Authors: Dr.-Ing. Wolfgang Kirchhof Phone: +49-241-8026828, E-Mail: [email protected] Dr.-Ing. Henry Risse Phone: +49-241-8026818, E-Mail: [email protected] Co-Author: Kiki Prio Utomo, M.Sc Universitas TanjungPura Environmental Engineering Department – Engineering Faculty Kompleks Fakultas Teknik Universitas Tanjungpura Jl. Prof. Dr. H. Hadari Nawawi, Pontianak, Kalimantan Barat, 78124 Phone +62-812562184 E-mail: [email protected] Phone: +62-561-7053252 Fax: +62-561-740187 website: http://teknik.untan.ac.id

mailto:[email protected]


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Table of Contents Executive Summary Ringkasan 1. INTRODUCTION .............................................................................................. 1 1.1 Background ........................................................................................................... 1 1.2 Structure, methods of the study ............................................................................. 1 2. BASIC DATA .................................................................................................... 4 2.1 Population and Administration ............................................................................... 4 2.2 Water resources and water supply ........................................................................ 8 2.2.1 Public water supply ............................................................................................... 8 2.2.2 Non public water supply .......................................................................................10 2.3 Drainage system in the pilot area .........................................................................14 2.4 Wastewater treatment in the study area ...............................................................16 2.5 Waste collection and disposal in the study area ...................................................16 2.6 Flood control ........................................................................................................17 2.7 Medical care, health-related factors ......................................................................18 2.8 Land subsidence in the Jakarta bay .....................................................................18 2.9 Relevant data from the analysis of the planning process of the slum

improvement programme .....................................................................................19 2.10 Key problems in the study area ............................................................................20 3. APPROACH AND IMPROVEMENT METHODS ............................................ 22 3.1 Reference area and reference parameters ...........................................................22 3.2 Pre-design of a piped water supply system from an existing pipe system

of a neighboring district ........................................................................................25 3.3 Pre-design of a sewer network .............................................................................27 3.3.1 General remarks ...................................................................................................27 3.3.2 Pre-Design of a gravity-driven sewer network.......................................................29 3.3.3 Pre-Design of a vacuum sewer network ...............................................................31 3.4 Pre-design of a wastewater treatment plant ..........................................................33 3.4.1 Process units of the wastewater treatment system ...............................................34 3.4.2 Energy consumption for gravity sewer and wastewater treatment system ............40 3.5 Overview and lay-out plan ....................................................................................41 4. CAPEX estimations ....................................................................................... 43 4.1 CAPEX Clean water supply net ............................................................................43 4.2 CAPEX Gravity and Vacuum driven sewer network ..............................................44 4.3 CAPEX of the wastewater treatment system ........................................................45 4.4 Summary of cost estimations ................................................................................46 5. OPEX estimations ......................................................................................... 47 6. Recommendations on institutional development ...................................... 51 7. REFERENCES ............................................................................................... 54 8. ANNEXES ....................................................................................................... 56


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List of Figures Figure 1-1 Group meeting at RPTRA Cambela, 8 March, 2018 [Photo: Kirchhof,

2018] ............................................................................................................... 2

Figure 1-2 Direct monitoring of salinity, pH, and water temperature and analyses of relevant water resources [Photo: Kirchhof, 2018] ............................................. 3

Figure 1-3 Measurement of distances and elevations in the pilot area (RT09 and RT10) [Map data: Google, Kartendaten © 2018 Google] ................................. 3

Figure 2-1 Candidate locations RPTRA Cambela and RPTRA Matahari [Source: AECOM, 2017] ................................................................................................ 4

Figure 2-2 Aerial view of RPTRA Cambela and surrounding area [Map data: Google, Image © 2018 DigitalGlobe] ............................................................... 4

Figure 2-3 Administrative boundaries of the district and sub-districts of the Kelurahan Kamal [Sodiq, 2015] ....................................................................... 5

Figure 2-4 Map of pilot area RPTRA Cambela, RT 09 RW 03 Kamal [Map data: Google, Kartendaten © 2018 Google] .............................................................. 5

Figure 2-5 Kompani swamp (left), receiving water at RPTRA Cambela [Photo: Kirchhof, 2018] ................................................................................................ 6

Figure 2-6 RPTRA Cambela front- and backyards [Photo: Kirchhof, 2018] ....................... 6

Figure 2-7 Public space at RT 10 [Photo: Kirchhof, 2018] ................................................. 6

Figure 2-8 Overview map of the RT 09 and RT 10 (RW03 Kelurahan Kamal) [Sodiq, 2015] ............................................................................................................... 7

Figure 2-9 Water companies involved in the public water supply of DKI Jakarta and City of Tangerang ............................................................................................ 8

Figure 2-10 DKI Jakarta water services areas of PT PALYJA (West-Jakarta) and PT AETRA (East-Jakarta) [PAM JAYA, 2018] ....................................................... 9

Figure 2-11 Total existing and planned amount of supplied drinking water from 2017 until 2022 [PAM JAYA, 2018] ........................................................................... 9

Figure 2-12 Water kiosk and UV-disinfection unit at RT 09 [Photo: Kirchhof, 2018] .......... 10

Figure 2-13 Community water tank and water distribution push-carts [Photo: Kirchhof, 2018] .............................................................................................. 11

Figure 2-14 Edible plants at RPTRA Cambela, watered by bottled water which was bought by the residents themselves [Photo: Kirchhof, 2018] .......................... 12

Figure 2-15 Private water storage and water extraction with groundwater pumps, RT 10 [Photos: Kirchhof, 2018] ............................................................................ 12

Figure 2-16 Vertical distribution of ground water in the Jakarta bay [Kagabu, 2010] ......... 13

Figure 2-17 Open (left) and covered (right) sewer channel, type 80 [Photos: Kirchhof, 2018] ............................................................................................................. 14

Figure 2-18 House connections at RT 09 and RT 10 [Photos: Kirchhof, 2018].................. 15

Figure 2-19 Clogging of the sewer system in the study area [Photos: Kirchhof, 2018] ...... 15

Figure 2-20 Outlets of the drain system in the study area [Photos: Kirchhof, 2018] .......... 15

Figure 2-21 River cleaning service by UPK Badan Air, RT 09/ RT10 [Photos: Kirchhof, 2018] .............................................................................................. 16


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Figure 2-22 Less developed locations in RT 10 [Photos: Kirchhof, 2018].......................... 16

Figure 2-23 Home- and small-scale- plastic enterprises in RT 10 [Photos: Kirchhof, 2018] ............................................................................................................. 17

Figure 2-24 Extract of the map with flooded areas in DKI Jakarta in February 2018 [www.petabencana.id/map/Jakarta] ............................................................... 17

Figure 2-25 Public health and midwife services in the study area [Photos: Kirchhof, 2018] ............................................................................................................. 18

Figure 2-26 Historical change in the spatial distribution of groundwater tables [Kagabu, 2010] .............................................................................................. 19

Figure 3-1 Zones of the WWTP “Cambela” area ............................................................. 23

Figure 3-2 Reference area and zones “Cambela” [Map data: Google, Image © 2018 DigitalGlobe] .................................................................................................. 25

Figure 3-3 Minimum depth of sewers according International guidelines for sewer systems [personal note by Dr. Risse, 2018] ................................................... 28

Figure 3-4 Sketch of a simple sewer and of a beginning section of the sewer system ........................................................................................................... 29

Figure 3-5 Layout of combined sewer systems [Aqseptence Group (2016)] ................... 31

Figure 3-6 Collection chamber between gravity-driven and vacuum sewer [Photo: Aqseptence Group (2016)]............................................................................. 31

Figure 3-7 Schematic of a wastewater treatment process, indicating various treatment and water reuse options ................................................................. 33

Figure 3-8 Curved screen for separation of coarse materials, schematic (right) [Photo by Kirchhof, 2016] .............................................................................. 35

Figure 3-9 Diagram of an anaerobic reactor, type Imhoff tank [Imhoff, 2017] .................. 35

Figure 3-10 Photo of wwtp Hubbelrath, anaerobic reactor (left) and trickling filter (right) [Risse, 2016] ....................................................................................... 36

Figure 3-11 Diagram of a trickling filter system [FiW, 2018] .............................................. 37

Figure 3-12 Sketch and photos of a rotating water distribution system for trickling filters [AWT Umwelttechnik, Eisleben GmbH, 2017]....................................... 38

Figure 3-13 Installation of filter media into a trickling filter reactor [Photos by NSW, 2016] ............................................................................................................. 38

Figure 3-14 Diagram of vertical-flow sedimentation basin [FiW, 2018] .............................. 39

Figure 3-15 Overview plan of proposed wastewater management system for the study area ...................................................................................................... 41

Figure 3-16 Foot print of the proposed wastewater management system for study area ............................................................................................................... 42

Figure 3-17 Overview plan of proposed wastewater management system for the study area ...................................................................................................... 42

Annex 8-1 Contacts, Addresses...................................................................................... 56

Annex 8-2 Elevation profiles of survey tours ................................................................... 57

Annex 8-3 Information of PT PAMYAYA concerning the information of the business development plan 2018-2022 ........................................................................ 58


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List of Tables Table 2-1 Population, and number of houses of the relevant sub-districts RT09 and

RT10, Kelurahan Kamal, data of survey query 2018 ........................................ 7

Table 2-2 Water consumption based on sale of water from private UV-kiosks and public tank water operators in the survey area ............................................... 11

Table 2-3 Problem Analysis of the sub-districts RW 3 / RT09&RT10, Kelurahan Kamal [Sodiq, 2018] ...................................................................................... 20

Table 3-1 Reference data used for the design of systems ............................................. 24

Table 3-2 Zone-specific data of water consumption, pipe diameter and lengths for the clean water supply system ....................................................................... 26

Table 3-3 Advantages and disadvantages of gravity-driven and vacuum-driven wastewater networks ..................................................................................... 28

Table 3-4 Zone-specific design data for the gravity sewer network ................................ 30

Table 3-5 Zone-specific pre-design data for the vacuum sewer network ........................ 32

Table 3-6 Design data for the wastewater treatment plant ............................................. 34

Table 3-7 Pre-Design data for the anaerobic treatment process unit ............................. 36

Table 3-8 Design data for the aerobic treatment process unit using a trickling filter ....... 37

Table 3-9 Design data for the clarifier using a round sedimentation tank ....................... 39

Table 3-10 Energy consumers of the wastewater collection and wastewater treatment plant............................................................................................... 40

Table 4-1 Estimated CAPEX for the clean water supply network ................................... 43

Table 4-2 Pre-Design data and capital construction cost for the sewer network ............ 44

Table 4-3 Pre-Design data and construction cost for the wastewater treatment plant .............................................................................................................. 45

Table 4-4 CAPEX and person-specific CAPEX of the pre-designed technology ............ 46

Table 5-1 OPEX for labor and electrical consumption of the pre-designed technology ..................................................................................................... 48

Table 5-2 OPEX replacement of main consumables of the pre-designed technology ..................................................................................................... 49

Table 5-3 Estimated monthly O&M cost per household connection for the sewer and treatment system .................................................................................... 50


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List of Abbreviations Abbreviation Explanation

AR Anaerobic reactor

BOD5 Biochemical Oxygen Demand within five days at 20°C, indicator for wastewater quality

CAPEX Capital expenditures

COD Chemical Oxygen Demand, indicator for wastewater quality

DAMKAR Pemadam kebakaran, fire brigade

DKI Daerah Khusus Istimewa special capital region (“special province level”)

DWA German Water Association

EC

Electrical conductivity, measured in µS/cm, indicator for salinity Above 2000 µS/cm brackish water Above 2450 µS/cm not allowed for human consumption due to Internation-al standard regulation

FiW Forschungsinstitut für Wasser- und Abfallwirtschaft, ”Research Institute for Water and Waste Management” at the RWTH Aachen

FOG Fat, oil and grease

HH Household

IDR Indonesian Rupiah (here used: 1 EURO = 16,000 IDR)

KK Kepala keluarga (“head of family”, households)

OPEX Operation Expenditure

O&M Operation and Maintenance

PDAM Perusahaan Daerah Air Minum, Public water supply company

RPTRA Ruang Publik Terpadu Ramah Anak, Child Friendly Integrated Public Space

RT Rumah tangga, sub-district

RTLH Rumah Tidak Layak Huni, not eligible house

RW Rumah Warga, district

SBR Sequenced Batch Reactor

SS Suspended solids

TF Trickling filter

TP total phosphorous

WWTP, wwtp Wastewater Treatment Plant, IPAL instalasi pengelolahan air limbah


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EXECUTIVE SUMMARY Jakarta is the capital and largest city of Indonesia. It was founded in 1527 as Batavia in the colonial era Dutch East Indonesia. The Greater Jakarta metropolitan area counts a popula-tion of 30 214 303 as of 2010 census. The Jakarta metropolitan area consists of five cities, administrated by the two provinces Banten and West Java and one special capital region (DKI) of Jakarta. The Greater Jakarta metropolitan area is the second largest urban agglom-eration in the world after Tokyo. DKI is working towards significantly increasing access to wastewater treatment for its 10 mil-lion inhabitants. For the main district zone, a wastewater treatment system for about 1.5 mil-lion people is planned, enabling service access by 2020. For the remaining 8.5 million people, additional steps must be taken to protect them from increasing exposure to poor water quali-ty and the resulting health risks. Considering population growth and climate change, there is an urgent need to address the rapidly declining water quality in Jakarta, and provide addi-tional measures to fulfil DKI Jakarta’s aims of providing potable drinking water as well as wastewater collection and treatment to 100% of Jakarta’s residents. The provision of decentralized settlement-scale wastewater treatment plants is one way to meet the needs of these 8.5 million people and can be considered as part of the Jakarta-wide approach for increasing access to wastewater treatment. However, wastewater treat-ment plants only make sense if there is sufficient wastewater collected and therefore enough water to be treated. As a “rule of the thumb” a water consumption of 80 L/person/ day is re-quired to establish a wastewater collection and wastewater treatment system. If this condition is not met wastewater treatment plants remain “white elephants”, being a waste of money. At the moment only about 50% of the population of Jakarta has piped water supply. With water supplied via tanks, push carts, water kiosks and groundwater without piped water supply, a wastewater collection and treatment system would not be suitable, as frequent clogging would be the consequence. Jakarta recognized that the city needed to change the way it planned in order to improve its water and wastewater situation. In 2017, Jakarta joined 100 Resilient Cities (100RC), a net-work of likeminded cities across the globe working to become more resilient to the physical, social and economic challenges of the 21st century. Jakarta formed the Resilient Jakarta Secretariat, which acts as the coordinating task force. It has convened a broad range of stakeholders and conducted a series of assessment exercis-es, mapping a pathway for Jakarta’s resilience. By working with such a diverse stakeholder set, the Resilient Jakarta Secretariat has opened the governance process to citizens and includes the city’s many voices in setting resilience priorities. In 2017-2018 on behalf of „100 RC“, the Australian consultant group AECOM has conducted a scoping study reviewing potential wastewater treatment technologies at 13 geographic lo-cations, to provide guidance on the most relevant criteria to consider for the installation of settlement scale decentralized wastewater treatment plants across the city.


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The “Integrated Resource Management in Asian Cities – The Urban Nexus Project”, imple-mented by the Deutsche Gesellschaft für Internationale Zusammenarbeit (GIZ) and financed by the German Federal Ministry of Economic Cooperation and Development (BMZ), con-ducted a follow-up feasibility study in 2018 for one of the locations that was pre-examined by the AECOM group. The GIZ Urban Nexus Project commissioned the Research Institute for Water and Waste Management (FiW) at the RWTH Aachen University and the Environmen-tal Engineering Department of the Universitas TanjungPura to undertake the study. The study was carried out in the pilot area of Cambela, agreed upon between 100 RC, GIZ Urban Nexus and Jakarta Provincial Government. The FiW team, supported by the Resilient Jakarta Secretariat, collected relevant field data in the study area, interviewed several stakeholders, analyzed typical water resources and roughly estimated the geographical conditions. Findings were assessed and aggregated to design data (main design: 996 persons) and criteria. Applying an integrated “nexus” ap-proach, FiW group calculated basic technical data and construction cost for clean water sup-ply, wastewater collection and wastewater treatment. It was found that the environmental conditions in the study area “Cambela” are critical and hamper the people’s living conditions. A piped public water supply is still missing. The clean water is supplied through private initiatives, which distribute clean water via water kiosks and push-cart services. The water is initially delivered by public water lorries from Tangerang and Jakarta. Via these means an approximate daily consumption of just 30 L per person is reached. Groundwater, extracted from household wells, is already polluted by salty water intruding from the Java Sea, and from wastewater infiltrating from the surface. The intrusion of sea water was indicated by high electrical conductivity. High concentrations of ammonium and phosphates indicate with high reliability that the wastewater originated from kitchen wastewater and septic tanks leakages. The public water supply is essential for the sustainable improvement of the people’s living conditions in the study area. Located in the direct neighborhood of an international airport with its transportation facilities and categorized as an urban region rather than a rural district, an unsafe and limited water supply is not acceptable. Moreover, without improved water supply via a piped water network, a wastewater collection and treatment facility is not rec-ommended due to insufficient water quantity. The following topics were considered in the study: Water supply: A piped water supply network was roughly designed. A water supply from Tangerang or Jakarta district was assumed. Wastewater collection: Combining gravity-driven sewer lines with vacuum sewer lines it would be technically feasible to build a locally adapted sewer network for the study area once the piped water supply network is installed and functional. Wastewater treatment: The team recommends using a multi-stage wastewater treatment process consisting of: a curved sieve to separate coarse materials, an anaerobic reactor with the option to produce biogas, an aerobic trickling filter, and a sedimentation basin to separate


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solids from the treated wastewater. The design of the wwtp is selected to produce treated water that can be reused as a new water resource for urban irrigation. The team has select-ed the design presented it in such way that the capacity of the wwtp can easily be doubled by optimization of the reactors and modification of the operation modus. However, this is again subject to a piped water supply network and a respective wastewater collection system as well as to a water consumption of at least 80 L/person/day. Assuming a strong commitment to provide a safe public water supply in the next preparatory period before the construction phase of the sewer network and the wwtp, the following steps are recommended:

• Reservation of suitable public spaces that will be used for the treatment plant (about 200 m², including places for the pumping stations (2 times 10 m²), the vacuum station (15 m²) and the water collection chamber (10 m²)). This should be done as soon as possible.

• Detailed household survey accompanied by structured interviews on water supply, sanitation facilities within and outside of the dwellings, wastewater collection and treatment

• Detailed design of the water collection system • Detailed design of the wastewater treatment plant

Moreover, it is recommended that the project development is supported by institutional de-velopment activities. accompanying methods, such as training in operation and maintenance.


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RINGKASAN Jakarta adalah ibu kota dan kota terbesar di Indonesia. Jakarta didirikan pada 1527 sebagai Batavia di era kolonial Belanda Timur Indonesia dan telah tumbuh hingga wilayah metropoli-tan Jakarta Raya dengan populasi 30 214 303 pada sensus 2010. Wilayah metropolitan Ja-karta terdiri dari lima kota, diadministrasikan oleh dua provinsi Banten dan Jawa Barat dan satu wilayah khusus (DKI) Jakarta. Wilayah metropolitan Jakarta Raya adalah aglomerasi perkotaan terbesar kedua di dunia setelah Tokyo. DKI Jakarta adalah pusat perekonomian, budaya dan politik Indonesia, dengan populasi 10.075.310 pada 2014. Wilayah metropolitan Jakarta Raya, yang dikenal sebagai Jabodeta-bek adalah aglomerasi perkotaan terbesar kedua dan daerah perkotaan terbesar kedua di dunia setelah Tokyo, dengan populasi 30.214.303 pada sensus 2010. Jakarta adalah provin-si dengan status wilayah modal khusus, tetapi umumnya disebut sebagai kota pemerintah Provinsi DKI Jakarta dari lima kota dan satu kabupaten administratif. Pada saat ini DKI Jakarta berupaya meningkatkan akses ke pengolahan air limbah di seluruh kota, pada tahun 2020, air limbah dari 1,5 juta orang harus diolah. Untuk 8,5 juta orang yang tersisa, langkah-langkah tambahan harus ditemukan untuk melindungi mereka dari pening-katan paparan kualitas air yang buruk dan risiko kesehatan. Ditambah dengan meningkatnya pertumbuhan penduduk dan perubahan iklim, ada kebutuhan mendesak untuk mengatasi penurunan kualitas air yang cepat di Jakarta, dan memberikan langkah-langkah tambahan untuk memenuhi tujuan DKI Jakarta menyediakan pengolahan air limbah dan air layak mi-num bagi 100% penduduk Jakarta. Penyediaan instalasi pengolahan air limbah skala desentralisasi yang terdesentralisasi me-rupakan peluang untuk memenuhi kebutuhan 8,5 juta orang ini, dapat dianggap sebagai ba-gian dari luas lingkungan Jakarta untuk meningkatkan akses ke pengolahan air limbah. Na-mun, instalasi pengolahan air limbah hanya bisa dipahami, jika ada air limbah yang cukup. Konsumsi air sebanyak 80 l / orang / hari diperlukan untuk membentuk sistem pengumpulan air dan pengolahan air limbah. Jika kondisi ini tidak memungkinkan, maka hal itu, akan men-jadi pemborosan uang. 50% penduduk Jakarta memiliki pasokan air bersih. Dengan air yang dipasok melalui tangki, gerobak dorong, kios air dan air tanah tanpa pasokan air ledeng, pengumpulan air limbah dan sistem perawatan hampir tidak bisa dibangun. Dan akan mengakibatkan terjadinya penyumbatan. Oleh karena hal itu akan menjadi konsekuensi. Pada tahun 2017 Jakarta bersama “100 Kota Berketahanan” (100RC) jaringan kota ber-pikiran di seluruh dunia dan bekerja menjadi lebih tangguh terhadap tantangan fisik, sosial dan ekonomi dari abad ke-21. DKI Jakarta membentuk Sekretariat Berketahanan Jakarta, yang bertindak sebagai satuan tugas koordinasi. Dan ini telah mengundang berbagai pemangku kepentingan dan melakukan serangkaian latihan penilaian yang memetakan jalur untuk ketahanan Jakarta. Dengan bekerja dengan seperangkat pemangku kepentingan yang beragam, Sekretariat Jakarta Berketahanan telah membuka proses tata kelola kepada warga dan termasuk ban-yak suara kota dalam menetapkan prioritas ketahanan.


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Pada 2017-2018 atas nama "100 RC" kelompok konsultan Australia AECOM telah melakukan studi pelingkupan yang mengkaji potensi teknologi pengolahan air limbah dan 13 lokasi geografis untuk memberikan panduan mengenai kriteria yang paling relevan untuk dipertimbangkan untuk pemasangan skala pemukiman. sistem pengolahan air limbah di se-luruh kota. "Manajemen Sumber Daya Terpadu di Kota-Kota Asia - Proyek Nexus Perkotaan", yang dil-aksanakan oleh Asosiasi Jerman untuk Kerjasama Internasional (GIZ) dan dibiayai oleh Ke-menterian Kerja Sama dan Pengembangan Ekonomi Federal Jerman (BMZ), dikerjakan tin-dak lanjut sampai studi kelayakan pada 2018 untuk salah satu lokasi yang telah diperiksa sebelumnya oleh kelompok AECOM. The GIZ Urban Nexus Project menugaskan Lembaga Penelitian untuk Pengelolaan Air dan Limbah (FiW) di Universitas RWTH Aachen dan Juru-san Teknik Lingkungan Universitas Tanjungpura untuk melaksanakan penelitian ini. Studi ini dilaksanakan di daerah percontohan Cambela, disepakati setelah antara 100 RC, GIZ Urban Nexus dan Pemerintah Provinsi Jakarta. Tim FiW, didukung oleh Sekretariat Berketahanan Jakarta, mengumpulkan data lapangan yang relevan di wilayah studi, serta mewawancarai beberapa pemangku kepentingan, menganalisis sumber air khas dan memperkirakan kondisi geografis secara dasar. Hasil dari survei dinilai dan dikumpulkan untuk mendesain data (desain utama: 996 orang) dan kriteria. Dengan menerapkan pendekatan "nexus" yang integral, kelompok FiW menghitung data teknis dasar dan biaya konstruksi untuk pasokan air bersih, pengumpulan dan pengolahan air limbah. Ditemukan bahwa kondisi lingkungan di wilayah studi “Cambela” sangat penting dan meng-hambat kondisi kehidupan masyarakat, Pasokan air publik yang terputus masih belum ada. Pasokan air bersih dilakukan oleh inisiatif swasta, yang mendistribusikan air bersih dari kios air dan melalui layanan push-car untuk air, yang dikirim oleh mobil tangki air dari Tange-rang. Dengan data ini hanya mencapai konsumsi harian sekitar 30 liter per orang. Air tanah, yang diekstraksi dalam sumur rumah tangga, sudah tercemar oleh air asin dari Laut Jawa dan dari air limbah yang masuk dari permukaan. Konsentrasi ammonium dan fosfat yang tinggi menunjukkan bahwa air limbah berasal dari sumber domestik dan limbah tangki septik sangat tidak sehat. Kelompok konsultan menyatakan bahwa suplai air umum sangat penting untuk pem-bangunan dan berkelanjutan dari kondisi kehidupan masyarakat di daerah tersebut. Daerah tersebut terletak di lingkungan langsung fasilitas transportasi internasional, yang dikategori-kan sebagai wilayah perkotaan dan bukan sebagai daerah pedesaan, pasokan air yang tidak aman dan terbatas tidak dapat diterima. Pasokan air: Jaringan pasokan air ledeng secara mendasar dirancang. Pasokan air dari Tangerang atau Jakarta kabupaten diasumsikan. Pengumpulan air limbah: Telah dinyatakan bahwa sistem pembuangan kotoran adalah teknologi yang paling layak untuk mengumpulkan air limbah domestik dari perumahan.


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Pengolahan air limbah: Tim merekomendasikan penggunaan proses pengolahan air limbah multi-tahap, yang terdiri dari saringan untuk memisahkan material kasar, reaktor anaerobik dengan pilihan untuk menghasilkan biogas, filter tricking aerobik, dan sedimentasi basin un-tuk memisahkan lumpur dari air limbah yang diolah. Desain wwtp dipilih untuk menghasilkan air yang diolah yang dapat digunakan kembali sebagai sumber air baru untuk irigasi perkotaan. Tim tersebut telah memilih desain yang disajikan sedemikian rupa sehingga ka-pasitas dari wwtp dapat dengan mudah digandakan oleh optimalisasi reaktor dan modifikasi dari modus operasi. Dengan asumsi komitmen yang kuat untuk menyediakan pasokan air umum yang aman da-lam periode perencanaan berikutnya, langkah-langkah berikut disarankan: Reservasi tempat umum yang sesuai yang akan digunakan untuk instalasi pengolahan, ter-masuk tempat-tempat untuk stasiun pemompaan, stasiun vakum, ruang penampungan air. (sekitar 200 m², termasuk tempat untuk stasiun pemompaan (2 x 10 m², stasiun vakum (15 m²), ruang pengumpul air (10 m²). Ini harus dilakukan sesegera mungkin. Survei rumah tangga terperinci dengan wawancara terstruktur tentang suplai air, pengum-pulan dan pengobatan Desain terperinci dari sistem pengumpulan air Desain terperinci dari instalasi pengolahan air limbah Direkomendasikan bahwa pengembangan proyek didukung oleh metode yang menyertainya, seperti pelatihan dalam operasi dan pemeliharaan.

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1. INTRODUCTION

1.1 Background Jakarta is the capital and largest city of Indonesia. It was founded in 1527 as Batavia in the colonial era Dutch East Indonesia. The Greater Jakarta metropolitan area counts a popula-tion of 29 959 545 as of 2014 census [“Data Jumlah Penduduk DKI Jakarta”, Jakarta Open Data, Pemerintah Provinsi DKI Jakarta, Dinas Kependudukan dan Catatan Sipil, 2014]. The Jakarta metropolitan area consists of five cities, administrated by the two provinces Banten and West Java and the special capital region (DKI) of Jakarta. The Greater Jakarta metropol-itan area is the second largest urban agglomeration in the world after Tokyo. The provision of decentralized settlement scale wastewater treatment plants is an opportuni-ty to meet the needs of these 29 million people and can be considered as part of the Jakarta wide approach for increasing access to wastewater treatment. As part of the 100 Resilient Cities network, Jakarta has committed to developing a city-wide resilience strategy. Resilient Jakarta (Jakarta beketahanan) is currently leading this process from preliminary Resilience Assessment (diagnosis) into strategy development. Jakarta has raised the issue of wastewater as one of their top 5 urgent challenges under the “Improving Health and Wellbeing through better water and wastewater management” discovery area within the Jakarta Resilience Strategy. The objective of the project is to develop the technical and institutional capacity (both in gov-ernment and within the community) through the delivery of a feasibility study (FS) for the de-centralized wastewater collection and treatment at a pilot location. Through the GIZ’s NEXUS program, GIZ will conduct a feasibility study (FS) on sustainable and integrated wastewater collection and treatment through the scoping of a community-based wastewater system at a single pilot location, Cambela, which is located in the Kamal sub-district of the Kalideres dis-trict in West-Jakarta The objective of this study is to provide solutions for an appropriate wastewater management system, including water supply, sewers and wastewater treatment, and options for water re-use. Findings of the FiW-study, done in 2016 and 2017, on a similar study area in Indonesia were integrated. [FiW, 2017]. The solutions found through this pilot project could serve as a point of reference on best practices and financial & technical feasibility for the development of future wastewater collec-tion and treatment for DKI Jakarta.

1.2 Structure, methods of the study The study is structured as follows:

• Document analysis • Field observations during field visits • Evaluation of the information • Assessment of the information • Design of a wastewater collection and treatment system


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• Presentation of the draft design • Improvement and finalizing of the study

The FS takes into consideration and recommends solutions for:

• Piped public water supply • Wastewater collection • Wastewater treatment • Cost estimates (CAPEX/OPEX) • Financing options and payment schemes

The FiW-team visited the pilot area on the following dates: 27 February 2018, 8 March 2018, 31 March 2018, 1 April 2018

From left to right: staff RPTRA; Mr Sodiq, technician of RPTRA, Staff Kel. Kamal; Staff Kec. Kalideres; Mr. Ren-zy, Jakarta Resilient, Mr. Kirchhof, FiW-GIZ; Mrs Tri Nanda, Sec. of Kel. Kamal; Mrs. Kel. Kamal, Mrs. repre-senting PKK; all RPTRA,

Mr. Renzy, Mr. Syamsah, Pak Lurah Kelurahan Kamal, Mr. Kirchhof

Figure 1-1 Group meeting at RPTRA Cambela, 8 March, 2018 [Photo: Kirchhof, 2018]

Document analysis Basic data were taken from the document “Participative Planning for the Kamal district”, which was produced in 2015 [Sodiq (2015)]. The described and planned actions to improve the situation in the Kamal district are ongoing. During the field visits, the proposed actions in particular were checked to see where bottlenecks, time constraints and positive progress occurred. The actions were clustered according to the Indonesian slum assessment system regarding the following fields:

• Building, housings (Bangunan hunian) • Clean water (Air Bersih) • Sanitation (Sanitasi) • Waste (Sampah) • Roads (Jalan) • Drains, drainage (Drainase)

These actions include

• Construction and repair of the sewer network • Construction of the RPTRA • Construction of new drinking water tanks • Construction of the roads and passageways, covered with permeable brick to in-

crease rainwater filtration • Strengthening of the linings of the natural rivers and creeks • Training and teaching programs for the local people in urban farming, food prepara-

tion, child care and education.


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Measurements during the field visits During the field visits various water samples were taken and analyzed. Electrical conductivity, pH and water temperature were measured on-site. During the inspections, the walking dis-tances and elevations were continuously measured and registered using a USB-GPS receiv-er GT-730FL-S keeping record of positions, including longitude, latitude, speed, UTC, and tag data.

Water monitoring using Combo electrodes HI98130 by HANNA

Water analysis using visocolor ECO sets 931 301

Figure 1-2 Direct monitoring of salinity, pH, and water temperature and analyses of rele-vant water resources [Photo: Kirchhof, 2018]

USB-GPS receiver GT-730FL-S elevation line track line of a survey visit tour

Figure 1-3 Measurement of distances and elevations in the pilot area (RT09 and RT10) [Map data: Google, Kartendaten © 2018 Google]


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2. BASIC DATA

2.1 Population and Administration The pilot area RPTRA Cambela, located in West-Jakarta, is one of the pre-selected sites of the 100ResilientCities and of the Public Works program. The location has been chosen be-cause

• It has been recommended by the Mayor of the Administrative City of West-Jakarta • The location is in the red zone of the sanitation services • The location is inhabited by lower-middle income people • The location is challenged by salty water intrusion from the Java Sea.

Figure 2-1 Candidate locations RPTRA Cambela and RPTRA Matahari [Source: AECOM,

2017]

RPTRA Cambela is located in the sub-district RT10 of RW 3, Kelurahan Kamal. Together with the northern neighboring sub-district RT09, the RT10 sub-district forms the pilot area investigated during the feasibility study. The northern border of the study area is part of the interprovincial boundary between DKI Jakarta and the Banten Province. The southern boundary is formed by the highway to the airport which partially blocks the area’s roads to the central Jakarta districts. Due to this obstacle there are more business and service con-nections to Banten than to the other districts. Public water tanks are filled by the water com-pany PDAM Tangerang. According to the RT 10 administration, more residents are working in Tangerang than in Jakarta.

Figure 2-2 Aerial view of RPTRA Cambela and surrounding area [Map data: Google, Im-

age © 2018 DigitalGlobe]


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Figure 2-3 Administrative boundaries of the district and sub-districts of the Kelurahan

Kamal [Sodiq, 2015]

Figure 2-4 Map of pilot area RPTRA Cambela, RT 09 RW 03 Kamal [Map data: Google,

Kartendaten © 2018 Google]

The pilot area RPTRA Cambela is located downstream of the Kompeni swamp area and lies in the eastern approach corridor of the international airport Cengkareng Jakarta. The swamp is already degraded: the water is brackish and only salt-resistant fish, like “ikan mujair” and “ikan gabus” were found. The swamp drain, which flows eastwards through the RW 03 dis-trict is heavily polluted by various effluents from the districts. Just two kilometers downstream the creek is filled with 100 % wastewater. The residents cannot use the creek water.


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Figure 2-5 Kompani swamp (left), receiving water at RPTRA Cambela [Photo: Kirchhof,

2018]

During the interviews, various residents living near RPTRA Cambela mentioned the nuisance caused by aircraft noise.

RPTRA front yard RPTRA Cambela, backyard

Figure 2-6 RPTRA Cambela front- and backyards [Photo: Kirchhof, 2018]

The intention was to use the RPTRA Cambela as the construction site for the wwtp. However, RPTRA Cambela is already completely developed and frequented by the residents, including children, using yards and facilities all day long for various activities. The consultant hence searched for a more suitable public location in case piped water supply and a wastewater collection system are installed. The adjacent open space near the badminton court, just 300 meters away from RPTRA Cambela, in sub-district RT10 (see Figure 2-7) is more suitable and will be big enough to locate a wwtp. The size of the location means it can even be used for a wwtp capable of treating wastewater from about 1500 residents.

Badminton court and adjacent public space at RT 10

Figure 2-7 Public space at RT 10 [Photo: Kirchhof, 2018]


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Figure 2-8 Overview map of the RT 09 and RT 10 (RW03 Kelurahan Kamal) [Sodiq,

2015]

Population data The number of houses and the number of inhabitants in the study area, a total of RT 09 and RT 10 statistics, are based on census data from 2014, used for the planning process of the kelurahan Kamal [Sodiq, 2018] in 2015, and on interviews with the RT head conducted by the team during the survey in March 2018. A number of 4 residents per house was assumed. Some houses are used by more than one family. Table 2-1 Population, and number of houses of the relevant sub-districts RT09 and

RT10, Kelurahan Kamal, data of survey query 2018

Districts Census data 2014 Survey data 2018 RT 09 and RT 10 of RW 03

Kamal Number of residents

Number of houses

Number of residents

Number of houses

RT 09 (RPTRA Cambela) 345 100 552 138 RT 10 266 102 444 111 Sum of RT 09 + RT 10 601 202 996 249

Comparing the data from 2014 and 2018, the number of residents increased annually by 18 %. Some newly built houses that are used as dormitories were equipped with an unknown number of septic tanks.


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2.2 Water resources and water supply 2.2.1 Public water supply The RPTRA Cambela area, as part of the RW 03 Kamal district, is not yet served by a public water supply company. The responsible public water supply company for DKI Jakarta is the PT PAM JAYA. As the district is close to the district of Tangerang, the public company PDAM Tirta Benteng Kota Tangerang has taken over the service to sell bulk water, which is used to fill the public water tank in the RT districts.

PDAM TIRTA BENTENGKOTA TANGERANG

www.pdamtirtabenteng.co.id

Figure 2-9 Water companies involved in the public water supply of DKI Jakarta and City

of Tangerang

A predecessor organization of PT PAM JAYA was founded on December 1922. Since 1922 water was distributed from Bogor Ciburial to Jakarta (former Batavia). On 30 April 1977, PT PAM JAYA was legitimized under DKI Jakarta Regional Regulation no. 3/1977 on Nov. 2nd, and PT PAM JAYA was confirmed under the Decree of the Minister of Home Affairs No. PEM/10/53/13350 and announced in DKI Jakarta Gazette No. 74/1977. On June 6, 1997, PT PAM Jaya signed a cooperation agreement for a period of 25 years with two private parties concerning water provision and services: Party one: PT. Garuda Dipta Semesta which at present has become PT.PAM LYONNAISE

JAYA (PT. PALYJA) Party two: PT.Kekar Pola Airindo which at present has become PT.THAMES PAM JAYA

(PT. TPJ), renamed PT Aetra Air Jakarta (Aetra) PT PAM Lyonnaise Jaya (PALYJA) is in charge in Jakarta to improve clean water provision and services to the people in the western part of Jakarta since February 1st, 1998. Since 1998, PALYJA has successfully increased the access to clean water providing more than 405,000 connections reaching more than 3 million people in the western part of Jakarta. PT Aetra Air Jakarta manages, operates and maintains the clean water supply system and also conducts investments in the East Jakarta area (some parts of North Jakarta, Central Jakarta and all East Jakarta). PT Aestra is not in charge of the RPTRA Cambela district. The service areas of PALYJA and AETRA are shown in Figure 2-10. RPTRA Cambela is located in the north-western part of PALYJA’s service area.


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Figure 2-10 DKI Jakarta water services areas of PT PALYJA (West-Jakarta) and PT

AETRA (East-Jakarta) [PAM JAYA, 2018]

The development of the public water services of PT PAM YAYA is fixed in the water service development plan 2018 – 2022. According to this plan there will be an extension of the ser-vice areas in Jakarta from the existing situation in 2018 until 2022 as shown in Figure 2-11. The north-western area of Jakarta will be served in 2022. The area of RPTRA Cambela will be supplied with water from PT PALYJA, but not before 2022.

Existing served areas in 2018

Planned served areas in 2022

Figure 2-11 Total existing and planned amount of supplied drinking water from 2017 until 2022 [PAM JAYA, 2018]

The water service development plan of PAM JAYA as follows, contains strategic actions, which should be regarded to develop the decentralized wastewater treatment program. This is important because a sustainable wastewater management also depends on a sustainable water supply and water management.


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Water Service Development Plan of PAM JAYA in DKI Jakarta Province 2018 – 2022

1. Revision of the Cooperation Agreement to determine the direction of drinking water management policy in DKI Jakarta in accordance with the rules and regulations appli-cable.

2. Program addition of water supply for drinking water supply in DKI Jakarta through construction of Water Treatment Plant (IPA) by utilizing potency of raw water source in DKI Jakarta, among others IPA Pesanggrahan, IPA Pejaten, Buaran III and IPA BKT (when sodetan Ciliwung - BKT built)

3. Development of piped water pipeline construction to allocate and distribute additional water to 40% of unserved areas gradually.

4. program of decreasing the rate of water loss (NRW) in potential areas that have a significant impact on the reduction of water loss and income increase, consisting of:

a. Physical loss of water loss program b. Program of reduction of commercial water loss

5. Reticulation network development program (tertiary pipe) in anticipation of the ab-sorption of SPAM I Jatiluhur and SPAM Karian 6 water.

6. Together with the Provincial Government of DKI Jakarta to make efforts to adjust the water service tariff that is Jakarta Governor Regulation No. 11 years 2017 in a fair and just manner.

2.2.2 Non public water supply The communities use the following water sources:

• Water from water kiosks • Water from water tanks • Groundwater from own groundwater wells and pump.

Water from water kiosks In every district, privately owned kiosks sell water which they purchase from PDAM Bogor or PDAM Tangerang. Water is stored in water tanks with a capacity of 8 or 15 m³. Water is fil-tered by column filters and disinfected by Ultra-violet radiation. It is filled in 19 L containers at the kiosks and sold for about 5000 IDR per Liter.

Figure 2-12 Water kiosk and UV-disinfection unit at RT 09 [Photo: Kirchhof, 2018]


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Water from water tanks Each community (on RT level) is equipped with a water tank, which serves as a clean water source. The tanks are operated by a local family and water is delivered in tank lorries by PDAM Tangerang on a regular basis, normally every day. The water is filled into 5L plastic containers, delivered using push carts and sold to the households. In accordance to the dis-tance and the district, the water price varies from 2000 to 3000 IDR per Pikul (2 containers, each 5-6 L). .

Figure 2-13 Community water tank and water distribution push-carts [Photo: Kirchhof,

2018]

Estimation of the water consumption Water kiosk owners and water tank operators were interviewed as part of the survey. Infor-mation about the amount of water they buy and sell is shown in Table 3-2. Districts have their own kiosks and tanks and it is therefore assumed that the water sold is consumed solely by the residents of the districts RT 09 and RT10. According to these figures, the specific water consumption rates in the study area are:

• 3 L/ person/day of UV-cleaned water • 30 L/ person/day of tank water, and • 20 L/person/day groundwater

Table 2-2 Water consumption based on sale of water from private UV-kiosks and public

tank water operators in the survey area

Suasta = private sellers, air dorangan = push car operators


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Rainwater Rainwater is occasionally collected by individual households, using plastic buckets to collect the run-off from their roofs. A structured rainwater collection system has not been installed in RW03. Roof areas of public buildings, such as the roof of the RPTRA building, might be a potential rainwater collection area. Groundwater The main water source for the community is groundwater, which is extracted by groundwater pumps from a level between 10 and 12 meters below the surface. People are aware that groundwater is not consumable. They use bottled water even for watering vegetables and potted plants.

Figure 2-14 Edible plants at RPTRA Cambela, watered by bottled water which was bought

by the residents themselves [Photo: Kirchhof, 2018]

Figure 2-15 Private water storage and water extraction with groundwater pumps, RT 10 [Photos: Kirchhof, 2018]

The community is aware of the poor reliability and access to safe water resources and many people store water in their own water tanks to bridge the time during which no other water is available. Some households are equipped with privately built water tanks, which they regular-ly fill by groundwater. In times of water shortage, the households pay about 200 IDR, some-times up to 500 IDR/L, (12 – 30 EUR-cent/m³) to the push-cart services.

House connection RT 10, Private water tank for storage of groundwater, concrete construction, better protection against sea-water corrosion than steel constructions

House connections RT 10, private protected groundwater well, jointly used by four house-holds


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The quantity of groundwater is free of charge, but quality is not controlled by any supervising agency. According to residents, it is brackish and not suitable for consumption. Due to the low household income, the residents use the groundwater for floor cleaning, washing, and, in part, for food preparation. The residents often overuse their wells and in dry seasons the extracted groundwater becomes yellowish. Groundwater quality The groundwater in the study area is polluted by intrusion of sea water from the Java Sea and the infiltration of wastewater from the surface. Sea water intrusion from the Jakarta bay was proven by an international hydro-geology team who measured typical sea side salt com-positions instead of mountain-side ones in the groundwater samples of the Jakarta bay [Ka-gabu, M.; Delimon, R.M.; Lubis, R.F.; Shimada, J.; Taniguchi, M. (2010) Groundwater Char-acteristics in Jakarta Area, Indonesia, Rest Geologi dan Pertambangan Vol. 20 No. 2 (2010)]. The intrusion occurs through various layers, an observation which was reported by the RT 10 community leader during the interview in March: The salt concentrations vary from one groundwater well to another. However, it was not observed that wells which are located in vicinity to the sea have saltier groundwater.

Figure 2-16 Vertical distribution of ground water in the Jakarta bay [Kagabu, 2010]

The infiltration of wastewater into the ground was clearly proven by our own measurements during the survey. Ammonium concentration of 1.5 mg/L and Phosphate concentration of 0.5 mg/L are indicators of wastewater pollution. The electrical conductivity (EC) of groundwater samples measured at 10 locations within the study area varied from 2.1 to 11.4 µS/cm, indicating that groundwater is not acceptable for human consumption.


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2.3 Drainage system in the pilot area General remarks A decentralized wastewater system (DEWATS) requires a minimum flow of wastewater. Wastewater should not be treated on-site in septic tanks or MCK systems (Mandi-Cuci-Kakus systems, such as community sanitation centers). Such systems are in operation in various communities, mainly in rural regions. However, they are not useful treatment tech-nologies for use in urban regions, as the population density is much higher than in rural are-as. This high density means a high rate of wastewater production, which in turn causes pollu-tion of land and water resources. In areas with a high population density the wastewater from households has to be removed from the residential area and transported to an area where the wastewater can be treated properly and according to the regional conditions. The safest way to collect the wastewater is by using piped sewer systems, which can be gravity-driven or vacuum-driven. Combinations of both are also possible. Physical constructions found in the pilot area In the study area infrastructural works to improve the drainage system within the framework of the national slum upgrading program are ongoing. The system is an open sewer system along roads and passageways gangs and collects run-off water from roofs, roads, passage-ways, and from household outlets. It is an open drainage system of 20cm drains, 30cm drains, and 80cm drains, which dewater into a small river. The 80cm drains are partly cov-ered by concrete plates. The system is still under construction and only some sections are functioning. Connections are missing, bridges are constructed too small, the open cross-sections of the drains are too small dimensioned and hampers the flow through and solid waste inside the drains cause clogging. These obstacles cause water to overflow into the surrounding area or the lower lying areas, also creating breeding grounds for mosquitoes. The drains also serve to receive water from the overflow of septic tanks and the grey water outlets of the houses.

Figure 2-17 Open (left) and covered (right) sewer channel, type 80 [Photos: Kirchhof,

2018]


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Water supply pipe from groundwater pump lo-cation, grey water effluent, open sewer , type 20, for mixed wastewater

Closed pipe to a septic tank, pipe for tank ventilation, from a public road accessible to empty the septic tank by a pump

Figure 2-18 House connections at RT 09 and RT 10 [Photos: Kirchhof, 2018]

Figure 2-19 Clogging of the sewer system in the study area [Photos: Kirchhof, 2018] In some sections the water flow is gravity-driven. Water from the drains dewaters through tow-constructed joints, or through un-constructed wall openings, into the river.

Figure 2-20 Outlets of the drain system in the study area [Photos: Kirchhof, 2018]

The receiving river at the study area belongs to the service area of the river maintenance unit UPK Dinas Air of the responsible upper district (Kecamatan Kalideres). This team cleans the small rivers and creeks at and near the study area on a weekly basis, but not the sewer sys-tem. The waste and debris is taken out of the river and stored in an interim storage facility near RPTRA Cambela, from where the waste is taken to a dumping site. According to the observations of this team, polystyrene foam food boxes are regularly found in the floating debris, although this type of plastic material is already forbidden by local regu-lations (PERDA) in Indonesia.


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Collecting dumped floating waste Removing floating debris from drain outlets

Figure 2-21 River cleaning service by UPK Badan Air, RT 09/ RT10 [Photos: Kirchhof, 2018]

2.4 Wastewater treatment in the study area There is no public wastewater treatment facility in the study area, which is categorized as national slum area according to the National guidelines. The area is not alone in its lack of access to a centralized wastewater treatment system; in fact, this is the case for 96% of households in Indonesia. Houses are mainly equipped with simple septic tanks (cesspits). Thanks to the infrastructure program and a research project of the University of Diponogoro there are already some houses equipped with new systems, particularly in RT 10. Some two-chamber septic tanks have been installed. These systems are equipped with an overflow to the open drain, a venti-lation pipe (Fig.2-17), and with a service opening which can be used to remove the septic tank sediments (sludge) by a suction pump.

Interim waste collection site at river bridge

Receiving water with green belts along the river banks

Figure 2-22 Less developed locations in RT 10 [Photos: Kirchhof, 2018]

The waste collection site at the river bridge and the “green belt” of the river could be suitable locations for parts of the wastewater treatment system once piped water supply and a wastewater collection system are installed. The green belt is just 300 m far away from the open court (see Fig. 3-7) and could be used for a constructed wetland, by which the treated effluent of the wwtp could be further purified.

2.5 Waste collection and disposal in the study area There is only very basic waste collection in the study area. Solid waste is dumped at several open spaces, along sewers and drains, and even directly into the river. According to obser-vations of the UPK Badan Air, since the establishment of several small plastic recycling en-


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terprises, the amount of solid waste and, respectively, the amount of clogging has increased as small particles are dumped directly into drains. In various sub-districts of the district (Kelurahan) Kamal a number of small local enterprises have started up. They clean plastic rubbish and produce new plastic products, such as bags. The small home industries and employments are an important income source for the resi-dents, estimated for about more than 50 households.

Storage yard of a plastic recycling enter-prise

Working at home to clean plastic pieces

Figure 2-23 Home- and small-scale- plastic enterprises in RT 10 [Photos: Kirchhof, 2018]

2.6 Flood control The study area is subject to occasional flooding. In February 2018, the neighboring area was flooded (banjir kiriman) for some days due to the discharging of water from central Jakarta for flood control. Heavy rainfall caused a severe run-off of the Ciliwung river, the water from which was diverted to the western flood channel. Depending on the heights of walls to pro-tect private land against floodings, some areas around the pilot area (RPTRA Cambela) were flooded. As the flood protection works has finished in the RT 09 district no flooding has oc-curred since January 2018.

Figure 2-24 Extract of the map with flooded areas in DKI Jakarta in February 2018

[www.petabencana.id/map/Jakarta]

The sub-districts around RT 09 were not flooded, partly due to the already functioning riverbank walls and partly because these sub-districts are several meters higher than the surrounding districts.


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2.7 Medical care, health-related factors Health records do not indicate any abnormalities and contain, compared with averages from Jakarta, no excessive number of cases of diarrhoea or other water borne diseases. Medical care is organised by the local health office (PUSKESMAS) Kamal, which is located in the neighbouring sub-district. In each sub-district health clinics (POSYANDU) and midwife ser-vices (BIDAN) have been established.

Local Public health service point POSYANDO

Public health service of children and women care, nutrition service, RT 10

Figure 2-25 Public health and midwife services in the study area [Photos: Kirchhof, 2018]

2.8 Land subsidence in the Jakarta bay The study area is located at the north-western boundary of the Jakarta bay. By tracking the historical change in the spatial distribution of groundwater tables, the hydro-geological group Kagabu, M.; Delimon, R.M.; Lubis, R.F. (Hydrogeology Bandung) has shown that there will be a potential for land subsidence in the study area. A fact which must be considered in the design of the water supply system, the sewer network and the wastewater treatment system in order to guarantee a long life-time.


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Figure 2-26 Historical change in the spatial distribution of groundwater tables [Kagabu,

2010]

2.9 Relevant data from the analysis of the planning process of the slum im-provement programme

Based on the participative planning process in 2015/2016 the conditions in the districts (RW level) and sub-districts (RT level) were assessed by the indicator system for housing areas (Bangkim) using the following criteria. The results of the problem analysis from 2015 are summarized in Table 2-3.


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Table 2-3 Problem Analysis of the sub-districts RW 3 / RT09&RT10, Kelurahan Kamal [Sodiq, 2018]

Problem description RW 3 / RT 09 & RT10 (RW 3 average / RT09 particular)

Ref. slide

Regulation of buildings 47% / 47% not regulated 32, 55 Density of buildings 55 / 88 unit/ha 32, 55 Physical condition buildings 27% / 42% technical conditions not fulfilled Condition of roads 49% / 81% poor roads 33 Condition of drainage

49% / 59% unable to cope with inundation, 38% / 58% area not served by drains

34, 47

Wastewater disposal

77% / 79 % wastewater treatment does not meet the technical requirements

34, 47

Domestic wastewater sys-tem

100% / 1% provision of wastewater management is in-adequate

35, 48

Supply of clean water 100% / 100% public supply of clean water is inadequate 35, 48 Waste Treatment 66% / 79% Provision of waste treatment is inadequate 36 Fire control 100% / 100% DAMKAR water supply is inadequate

100% / 100% neighborhood roads inadequate for DAMKAR vehicles

36

2.10 Key problems in the study area Environmental conditions: The groundwater is polluted by seawater intrusion and percolation of wastewater from the surface. Solid waste is not collected at the same rate at which it is produced, causing difficul-ties for the drainage and road systems. Water supply The water supply is limited. The area is not served by the public water supply company PDAM. Instead, water is supplied by private initiatives and reliability of supply cannot be guaranteed. Due to the long dry season rainwater is also not a reliable water source. Wastewater collection and treatment: There is currently no wastewater collection and no wastewater treatment. Some houses are newly equipped with 2-chamber septic tanks, complete with overflows and an opening for sludge removal. These houses already have a grey water effluent outlet, which drains into the open rainwater sewer. However, the majority of houses still have open cesspits. Under the existing conditions, with a relatively low water consumption of only 40-50 L/person/day, only minimal flushing water will be available. This is not sufficient for conventionally flushing sewer systems with a high content of fecal sludge. For flat terrain, as around RPTRA Cambela, the minimum requirement is 80 L/person/day. If 80 L/day are not ensured, fecal sludge forms deposits (so called “fat-bergs”) in the pipes and clogs them. People’s awareness The residents are aware of the problems with using salty groundwater. However, they have a lack of awareness or understanding about the functions of septic tanks and open sewers, and disregard the ban of environmentally unfriendly products (foam food boxes).


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Lack of integrated management Since 2015/2016 there has been a considerable amount of infrastructure work in the district Kelurahan Kamal thanks to the slum improvement program (slp), which is divided into the seven criteria mentioned above (land laws; boundaries; house quality and structure; clean water; wastewater; waste; fire control; and roads). Everywhere something is happening, fol-lowing a scattershot approach (“Gießkannenprinzip”), but nothing is fully finished and opera-tional. Paved roads are dotted around, as are houses with new septic tanks. There are some new concreted rainwater gutters and some passageways of plastered with permeable bricks. However, there is no systematic and integrated management approach. These observations demonstrate the need for an integrated approach in initiating a sustaina-ble development process to improve the water and sanitation situation.


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3. APPROACH AND IMPROVEMENT METHODS Considering the findings of the field-visits, document analysis and measurements on-site, it is not recommended to focus first or solely on the construction of the wastewater treatment plant. As the daily water consumption is estimated to be only about 40 to 50 L/person, moving to-ward the development goal “away from unsafe household wastewater treatments on-site to safer wastewater treatments off-site” also requires the improvement of the water supply. An integrated approach is recommended including:

• Improvement of the clean water supply to reach a capacity of 80 L/person/day o By a new piped water supply (from Tangerang or DKI Jakarta)

• Collection of the wastewater by a locally-adapted, appropriate sewer network o By a combination of gravity-driven and vacuum sewer network lines

• Treatment of wastewater in a locally integrated wastewater treatment plant equipped to produce water for water reuse

• Subsequent provision of community support For these processes, locally-adapted technologies are required.

3.1 Reference area and reference parameters The reference area is the sum of the RT 10 and RT 09 area

3.45 ha + 1.52 ha = 4.99 ha The houses were counted using the basic map of RW 03. In RT 10 and RT 09 there are 249 houses.

n = 249 houses The total number of people is 996, based on an assumption of 4 inhabitants per house.

P = 996 persons The population density is roughly 20,000 persons/km² (200 inhabitants/ha).


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The area was divided into 10 zones according to the structure of roads, the elevations meas-ured, and the housing clusters (see Figure 3-1). The zones were selected after the observations of the local visits. The sizes were selected in order to create zones which are uniform and defined boundaries. For the detailed design of the wwtp, a further lining and zoning process could be based on these rough zoning. These zones were used for the calculate the lists of material for the sewer and wastewater plant.

Figure 3-1 Zones of the WWTP “Cambela” area


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For each zone the number of houses, number of residents, and total length of roads and footpaths were calculated. (see Table 3-1) Table 3-1 Reference data used for the design of systems

section no.

number of houses

number of residents

length of roads [m]

1 5 20 20 2 8 32 40 3 5 20 10 4 2 8 7 5 2 8 8

Zone 1 22 88 85 6 21 84 79 7 5 20 20 8 3 12 15

Zone 2 29 116 114 9 16 64 25 23 6 24 40 11 26 104 185 10 1 4 10

Zone 3 49 196 260 12 3 12 12 13 8 32 25

Zone 4 11 44 37 14 7 28 15 15 8 32 45

Zone 5 15 60 60 16 14 56 28

Zone 6 14 56 28 18 18 72 90

Zone 7 18 72 90 19 12 48 80 20 46 184 120

Zone 8 58 232 200 21 3 12 15 22 5 20 10

Zone 9 8 32 25 17 25 100 55

Zone 10 25 100 55 SUM 249 996 954


June 05 2018 25

3.2 Pre-design of a piped water supply system from an existing pipe system of a neighboring district

General remarks The study area, RPTRA Cambela - RT 09 and RT10 - should be equipped with a piped sup-ply system and connected to an existing water supply system. It is assumed that the new distribution network would be connected to the existing distribu-tion network of PDAM Jakarta, as opposed to the PDAM Tangerang network. Connecting to the PDAM Tangerang network would mean a longer administrative process, as Tangerang belongs to another province. A capacity of 80 L/person/day is assumed. For every 1000 residents a volume of 80 m³/day is required. The total number of residents of the surrounding sub-districts is about 5000 per-sons, which means a total of 400 to 500 m³/day. Using the reference data given in Table 3-1, the consultant has pre-designed a public water supply network for the water supply of RT 09 and RW 10. The extension comprises a trans-fer line to the RT09 complex which will also run under the airport highway.

RPTRA CambelaTransfer from water

network Jakarta

Figure 3-2 Reference area and zones “Cambela” [Map data: Google, Image © 2018 Digi-talGlobe]


June 05 2018 26

Households should be equipped with water meters. It is foreseen to develop an integrated wastewater treatment system which regard water supply and wastewater treatment and which is based on quantity and quality aspects. In order to develop a consumer fair distribu-tion system, it is necessary to measure the water volumes distributed per customer by water meters. Whether all households have to connected or not should be decided in a following customer survey. Table 3-2 Zone-specific data of water consumption, pipe diameter and lengths for the

clean water supply system

section no.

n house connec-

tions type of

pipe selected diameter

[DN] selected material

amount of clean water

[m³/d]

max. clean water flow

[m³/h] 1 5 25 PE 1.6 0.20 2 8 Main pipe 50 PE 2.6 2.04 3 5 25 PE 1.6 0.20 4 2 25 PE 0.6 0.08 5 2 25 PE 0.6 0.08

Zone 1 7.0 0.88 6 21 Main pipe 32 PE 6.7 1.16 7 5 25 PE 1.6 0.20 8 3 25 PE 1.0 0.12

Zone 2 9.3 1.16 9 16 32 PE 5.1 0.64 10 6 32 PE 1.9 0.24 11 26 Main pipe 65 PE 8.3 3.64 12 1 25 PE 0.3 0.04

Zone 3 15.7 1.96 13 3 25 PE 1.0 0.12

8 25 PE 2.6 0.32 Zone 4 3.5 0.44

14 7 Main pipe 32 PE 2.2 0.60 15 8 25 PE 2.6 0.32

Zone 5 4.8 0.60 16 14 Main pipe 32 PE 2.9 0.36

Zone 6 2.9 0.36 18 18 Main pipe 32 PE 5.8 0.72

Zone 7 5.8 0.72 19 12 Main pipe 32 PE 3.8 0.48 20 46 Main pipe 50 PE 14.7 1.84 21 25 32 PE 8.0 1.00

Zone 8 26.6 3.32 17 3 Main pipe 25 PE 1.0 0.12

Zone 9 PE 16 5

25 PE 1.6 0.20

Zone 10 1.6 0.20 SUM 249 PE 77.1 9.64


June 05 2018 27

3.3 Pre-design of a sewer network 3.3.1 General remarks The terrain of the selected drain area is flat and has a slope of about three to four meters per kilometer, measured with the GPS-logger during the survey. Rainwater from the roofs is col-lected by an open and partly covered sewer network, collected and discharged into the small river. Some households discharge wastewater into the open sewer network. There are no measurements and no water treatment facilities inside the sewer network. No pumping sta-tion is necessary to support the gravity-driven flow. The existing sewer network is not com-pleted yet and only main parts are already functioning. The planned wastewater treatment plant is designed to treat only the domestic wastewater originated from the households. This means that the sewer network has to be modified and that the households have to be served with a service rate, which is better than the existing one. The house-holds have to be able to get connected to a public water supply network with a minimum capacity of 80 L/person/day. The house-holds have to be able to connect their toi-lets directly to the sewer and to remove all septic tanks. The house-holds connections have to be separated from the sewer drains and have to be connected to a new wastewater sewer network, which only is designed for wastewater. Only the ends of the sewer lines, which are at the end of the sewer and are at the opposite site of the point of the wastewater treatment plant have to connected to a roof or to be equipped with a water stand post, in order to fill the sewer line with water for flushing.

Recommended type of sewer network: A gravity sewer network and a vacuum sewer network are both technically feasible for the collection and transportation of wastewater. Initial measurements of the elevation of the fore-seen terrain (RT 09 and RT10) have shown level differences of 3 to 4 meters. Due to missing technical data, the consultant has pre-designed a gravity sewer network and a vacuum sew-er network. The locally adapted sewer network will probably be a combination of gravity-driven and vacuum driven sewer network sections.


June 05 2018 28

Table 3-3 Advantages and disadvantages of gravity-driven and vacuum-driven wastewater networks

Gravity sewer network Vacuum sewer network Already in use in Indonesia New technology, still needs approval from the as-

sessment unit of the Ministry of Public Works and Housing

Generally bigger pipe diameters, but thinner pipe walls

Flexible; generally smaller pipe diameters

Can be combined with a gravity sewer (4 to 1)

Low demand for electrical energy Higher demand for electrical energy

Construction workers require minimal skills

feasible for separated wastewater stream collection

Easily repaired More costly due to long-term quality (standard de-sign for 20-25 years)

Risk of clogging Demand precautionary measures to avoid clogging during electrical blackout periods

Best suited for use in service areas with elevation differences

Most suitable for flat, densely populated service areas with a high water table and/or narrow lanes

The following preconditions and requirements must be fulfilled before the installation: 1) The sewer network should be based on a pipe system; pipes should be laid near the sur-

face, using the existing open drainage as way for mounting the pipes inside. The sewer should preferably run above the ground water level. Simplified prefabricated elements for the creation of connections to the houses should be used.

2) Small pipe diameters (DN 65; DN 100, DN 125, DN 150) are sufficient. 3) PVC-pipes are cheap and resistant against corrosion even where high chloride concen-

trations are present (brackish water in the ground) 4) PE-pipes must be used for pressure pipes as they are more resistant. 5) Where the sewer ends, the longest distance to the wwtp plant should be equipped with

an inlet point which can be connected to flushing water (run-off water from roofs, or in-take for water from tank lorries)

Recommended minimum depth of sewer as shown in Figure 3-3 should be taken into ac-count.

Figure 3-3 Minimum depth of sewers according International guidelines for sewer sys-

tems [personal note by Dr. Risse, 2018]


June 05 2018 29

As shown in Fig. 3-4, the sewer line begins at houses with the longest distance to the WWTP. The pipe will be laid inside the open rainwater sewer.

Figure 3-4 Sketch of a simple sewer and of a beginning section of the sewer system

3.3.2 Pre-Design of a gravity-driven sewer network The lines for a gravity sewer network were dimensioned using the reference data for the study area. Pipe diameters were selected with regard to the required minimum and required maximum flow rate in each section. For all pipes PVC is a suitable material, with the excep-tion only of the pressure pipes, for which HDPE is chosen.


June 05 2018 30

Table 3-4 Zone-specific design data for the gravity sewer network

section no.

n house connec-

tions Length

[m] selected diameter

[DN] selected material

amount of waste-

water [m³/d]

max. flow rate [L/s]

min. flow rate [L/s]

1 5 20 100 PVC 1.6 0.044 0.011 2 8 40 100 PVC 2.56 0.071 0.018 3 5 10 100 PVC 1.6 0.044 0.011 4 2 7 100 PVC 0.64 0.018 0.004 5 2 8 100 PVC 0.64 0.018 0.004

Zone 1 85 7.04 0.196 0.049 6 21 79 100 PVC 6.72 0.187 0.047 7 5 20 100 PVC 1.6 0.044 0.011 8 3 15 100 PVC 0.96 0.027 0.007

Zone 2 114 9.28 0.258 0.064 9 16 25 150 PVC 5.12 0.142 0.036 23 6 40 150 PVC 1.92 0.053 0.013

Zone 3 65 7.04 0.196 0.049 Pressure transfer pipe 10

10 1 10 65 PE 0.32 0.009 0.002 11 26 185 150 PVC 8.32 0.231 0.058 12 3 12 100 PVC 0.96 0.027 0.007 13 8 25 100 PVC 2.56 0.071 0.018

Zone 4 232 12.16 0.338 0.084 14 7 15 150 PVC 2.24 0.062 0.016 15 8 45 100 PVC 2.56 0.071 0.018 16 14 28 150 PVC 4.48 0.124 0.031

Zone 5 88 9.28 0.258 0.064 17 25 55 100 PVC 8 0.222 0.056

Zone 6 55 8 0.222 0.056 18 18 90 150 PVC 5.76 0.160 0.040 19 12 80 100 PVC 3.84 0.107 0.027 20 46 120 150 PVC 14.72 0.409 0.102

Zone 7 290 24.32 0.676 0.169 21 3 15 100 PVC 0.96 0.027 0.007 22 5 10 100 PVC 1.6 0.044 0.011

Zone 8 25 2.56 0.071 0.018 SUM 249 954 79.7 2.213 0.553


June 05 2018 31

3.3.3 Pre-Design of a vacuum sewer network Vacuum sewer systems can be a suitable alternative, in particular for areas characterized for flat terrain, high ground water table and communities with narrow roads and passageways. The installation of a new system is costlier than a simplified or gravity-driven sewer system. However, this system is longer-lasting; designed for more than 20 years of operation. This system can be combined with a gravity-driven sewer. Each standard collecting chamber can be connected to four gravity-driven house connections.

Figure 3-5 Layout of combined sewer systems [Aqseptence Group (2016)]

For the connection of up to five gravity lines a special, larger collecting chamber is available.

Figure 3-6 Collection chamber between gravity-driven and vacuum sewer [Photo: Aqsep-

tence Group (2016)]

By combining gravity-driven sewer lines with vacuum sewer lines, it will be feasible from a technical viewpoint to build a locally adapted sewer network for the study area.


June 05 2018 32

Table 3-5 Zone-specific pre-design data for the vacuum sewer network

section no.

number of houses / valves

selected material

selected diameter [DN]

amount of wastewater [m³/d]

1 5 PE 100 1.6 2 8 PE 100 2.56 3 5 PE 100 1.6 4 2 PE 100 0.64 5 2 PE 100 0.64

Zone 1 22 7.04 6 21 PE 100 6.72 7 5 PE 100 1.6 8 3 PE 100 0.96

Zone 2 29 9.28 9 16 PE 100 10.56 23 6 PE 100 1.92 11 26 PE 100 8.32 10 1 PE 100 0.32

Zone 3 49 21.12 12 3 PE 100 0.96 13 8 PE 100 2.56

Zone 4 11 3.52 14 7 PE 100 2.24 15 8 PE 100 2.56

Zone 5 15 4.8 16 14 PE 100 4.48

Zone 6 14 11.84 18 18 PE 100 5.76

Zone 7 18 5.76 19 12 PE 100 3.84 20 46 PE 100 14.72

Zone 8 58 24.32 21 3 PE 100 0.96 22 5 PE 100 1.6

Zone 9 8 2.56 17 25 PE 100 8

Zone 10 25 8.0 SUM 249 100 98


June 05 2018 33

3.4 Pre-design of a wastewater treatment plant The following preconditions and recommended options are assumed:

• The wwtp technology is robust, requires minimum energy and simple operation • The wastewater will have relatively high concentrations because the water consump-

tion is low • Water-reuse options should be considered, such as urban farming, public street flush-

ing, or infiltration into the ground in order to build a barrage against seawater infiltra-tion

• The design should take into account the expected future volume of water A standard wastewater treatment process with flexible options for the wastewater treatment, sludge treatment, and water re-use, as shown in Figure 3-7, is proposed.

Figure 3-7 Schematic of a wastewater treatment process, indicating various treatment

and water reuse options 1. A grid removal unit should be installed in the case high concentration of plastic parti-

cles are dumped by the local plastic firms. 2. An Imhoff tank should be used as a reactor for the primary wastewater sedimentation

and anaerobic sludge treatment. 3. The separated coarse material and the separated primary sludge should be collected

by lorries and transported to a larger wastewater treatment plant for further treatment and disposal.

4. Collected sludge can be digested, dewatered by a belt press and refined in a post composting process (place under a roof)

5. Best option for the aerobic treatment is the trickling filter system. 6. Best option for the aerobic treatment in the case of an underground plant is the rotat-

ing disc reactor technique. 7. A secondary settler should be used to return sludge and treated wastewater into the

primary treatment unit or the TF. The settler is the control unit for the primary treat-ment unit and TF.

8. Best option for a refining treatment of the treated wastewater is a post treatment in a constructed wetland. However, this technology requires a minimum of approximately 1 m²/person.


June 05 2018 34

3.4.1 Process units of the wastewater treatment system

The pre-design of the wastewater treatment plant consists of three main treatment steps: • a pre-sedimentation of the raw wastewater and anaerobic treatment of the settled

sludge • aerobic treatment with a trickling filter, and • secondary sedimentation (settler) (option 1).

All techniques are already in use in Indonesia and need not to be assessed again. Design basis The design takes into account expected future flow, but the system can also operate with a smaller wastewater load, if less households are connected. General flow data are estimated: Table 3-6 Design data for the wastewater treatment plant

Parameters Value Unit inhabitants 996 cap. wastewater load 80 L/day/cap daily flow 80 m³/day BOD5 load 55 g/cap/day BOD concentration 300 mg BOD5/L daily load 24 kg BOD5/day peak factor hydr. 3

peak flow 240 m³/day peak factor load 2

peak load 48 kg BOD5/day Wastewater flow inlet

Scenario "peak" 240 m³/day peak factor hydraulic 12 h/day 20.0 m³/h Scenario "normal" 80 m³/day peak factor hydraulic 12 h/day 6.7 m³/h

3.4.1.1 Removal of coarse materials by a curved screen Wastewater from the collection chamber is directly pumped into a curved screen system. The pre-treated wastewater is then led into the anaerobic reactor. The coarse materials are dumped directly into a waste container. The daily volume of coarse materials is expected to be between 0.2 m³ and 0.5 m³. This solid waste should be transport-ed to the waste dumping site on a regular basis. Depending on the amount of waste trans-portation trucks available (See Fig. 4-8), the waste must be transferred between twice a week and once a day.

• Daily load of coarse material, to be separated by a screen: 0.5 L/person/day If 1000 persons are serviced by the wwtp about 500 L per day will be generated, equivalent to 15 m³ per month.


June 05 2018 35

Wastewater from collection

chamber

Coarse materials to waste container

Pre-treated wastewater to anaerobic reactor

Figure 3-8 Curved screen for separation of coarse materials, schematic (right) [Photo by Kirchhof, 2016]

3.4.1.2 Mechanical treatment, wastewater treatment, and anaerobic sludge treatment As the primary wastewater treatment reactor, an anaerobic reactor using a sedimentation chamber and a sludge digestion chamber (see Figure 3-9) is proposed. This type of reactor is based on the Imhoff tank design, which has been utilized many times. The organic sludge settles in the upper chamber and slides down the inclined bottom slopes into the lower chamber, where it is stabilized by anaerobic processes. These processes release biogas. The type of reactor can easily be enlarged by adding new chambers in parallel or in line. In later stages the digestion can be optimized by insulating the outer walls. Later, the biogas that is generated in the digestion chamber can be collected in gas collection chambers, which can be mounted on the outside of the main reactor, and the gas can be used for cook-ing purposes. In the case of unsatisfactory purification rates this reactor can be optimized by adding additional units.

Sedimentation compartmentDigestion

compartmentSludge removal pipe

Sludge storage

Optional: Gas collection

Figure 3-9 Diagram of an anaerobic reactor, type Imhoff tank [Imhoff, 2017]


June 05 2018 36

Pre-Design basis for the anaerobic treatment unit Table 3-7 Pre-Design data for the anaerobic treatment process unit

Anaerobic reactor type "EmscherBrunnen" Value Unit Remarks

Hydraulic retention time tR < 0.5 h 0.5 h chosen acc. to hydr. rules volume sedimentation zone 10.0 m³ calculated Dimension of sedimentation zone height 0.6 m Selected area, "foot print" 16.7 m² calculated width of sedimentation zone 3 m selected length of sedimentation zone 5.6 m calculated Volume of sludge zone

tR 35.0 d chosen acc. to hydr. rules specific sludge production 1 sludge/cap*d assumed inhabitants 1000

calculated

volume of sludge tank 35.0 m³ calculated area of sludge zone 9.6 m² calculated width sludge 3.5 m selected length sedim. 5.6 m calculated height sludge 3.6 m calculated height slope 1.7 m cone, calculated height sum 5.9 m calculated volume total 45.0 m³

Elimination rate of anaerobic reactor BOD elimination rate 25 %

assumed

remaining BOD Load (to trickling filter TF) 18.0 kg calculated

It is recommended to design the anaerobic reactor and the trickling filter in such a way that the feed-in from the anaerobic to the second reactor can be done using a gravity flow, as realized in the example plant shown in Fig. 3-10.

Figure 3-10 Photo of wwtp Hubbelrath, anaerobic reactor (left) and trickling filter (right)

[Risse, 2016]


June 05 2018 37

3.4.1.3 Aerobic wastewater treatment by a trickling filter Trickling filter systems are easy to construct and to operate. Wastewater is pumped up and led through a rotating water distribution system into a round tank filled with fine gravel or plastic elements that serve as settle media for the biomass. The tanks are aerated with at-mospheric air, delivering the necessary oxygen. Trickling filters, usable for a wide range of COD loadings, can be used as

• high loaded reactor for COD-elimination (reduction of carbonaceous substances) • low loaded reactor, positioned after a first treatment unit as secondary treatment for

nitrification In this application the trickling filter is used as a second treatment unit to reduce carbona-ceous substances and to convert ammonium components to nitrate (nitrification). Design basis Table 3-8 Design data for the aerobic treatment process unit using a trickling filter

Trickling Filter Value Unit Remarks inlet BOD load 18 kg BOD/d calculated volumetric organic load 0.4 kg CSB/m³ assumed Inlet flow 20,0 m³/h chosen acc. to peak hydr. rules volumetric load BR 0,3 kg/m³ chosen acc. to hydr. rules volumetric load BR BOD5 0,3 kg/m³ chosen acc. to hydr. rules volume (BOD) 60.0 m³ calculated using load Dimension of trickling filter

height 3 m selected area 20.0 m² calculated diameter 5.0 m calculated selected Diameter 4.5 m chosen Control of design by comparison of specific flows

q a.min 1-1.5 m/h Q 1.0 m/h

q average 0.8 m/h without REZI

Figure 3-11 Diagram of a trickling filter system [FiW, 2018]


June 05 2018 38

The critical part of the trickling filter is the rotating water distributing pipe (Fig. 3-12). The pipe should rotate due to the jet force of the water coming out of the holes. This component should be regularly checked.

Figure 3-12 Sketch and photos of a rotating water distribution system for trickling filters

[AWT Umwelttechnik, Eisleben GmbH, 2017]

The selection of an appropriate filter material depends on various factors. It is one of the most expensive items for the trickling filter system. The cost ranges from 20 EURO/m³ for lava clumps to 900 EURO/m³ for light-weight high-tech filter media. Depending on the select-ed media and the required area and the required supporting construction varies. An appro-priate technical solution is the application of special plastic stripes, which can be installed at various densities in a reactor. The stripes provide a special surface for slowly-growing bacte-ria for the water purification process It is recommended to start with a density of 200 m² stripes /m³ reactor volume.

Figure 3-13 Installation of filter media into a trickling filter reactor [Photos by NSW, 2016]


June 05 2018 39

3.4.1.4 Secondary Settler Design basis The secondary settler is designed as a round sedimentation tank. Table 3-9 Design data for the clarifier using a round sedimentation tank

Sedimentation tank Value Unit Remarks Inlet flow 240 m³/day

12 h/day scenario "Peak" 20.0 m³/h

80 m³/day scenario "minimum" 12 h/day

6.7 m³/h height 2 m selected

area 6.7 m² calculated diameter 2.9 m calculated Control:

q a,min 1.5 m/h volume 13.3 m² calculated

The effluent of the trickling filter might contain finely dispersed biological sludge, which has to be removed from the liquid phase before release into a natural river or a water reuse applica-tion. The required diameter is five meters. A round-shaped vertical-flow sedimentation basin with a cone-shaped bottom is a typical shape. The sludge is collected in the bottom part from where it can be pumped back to the trickling filter or to the anaerobic reactor. As the size of the reactor is less than 6 m, no rotating scraper is required to concentrate the sludge at the bottom of the basin.

Figure 3-14 Diagram of vertical-flow sedimentation basin [FiW, 2018]


June 05 2018 40

3.4.1.5 Operation building and supporting equipment An additional building of about 10 m² is required to host the electrical cabinet (front length of about 2 m), tool boxes and a work bench for small repairs on-site. The treatment plant does not need to be supervised by permanent staff, but a technician from the RW/RT apparat should control on a daily basis for about 1 to 2 hours. 3.4.2 Energy consumption for gravity sewer and wastewater treatment system For the operation of a gravity sewer system and wastewater treatment system following pumps and devices are necessary Table 3-10 Energy consumers of the wastewater collection and wastewater treatment

plant

2 pumping station inside of the sewer network 2 x 1,000 W 3 vacuum pumps 1 x 4,000 W 1 recycle pump at trickling filter 1 x 1,000 W 1 recycle pump for return sludge 1 x 1,000 W 1 effluent pump 1 x 1,000 W Control instruments; lightning system 1 x 500 W Total 9,500 W

Inlet pump: The pumps inside the sewer network are not operating continuously. Depending on the amount of wastewater in the collection tank, the frequency is about 20 min every two hours. Recycle pumps: One pump is working continuously. One pump is discontinuously operating depending on the sludge level in the sedimentation basin. Manual control is possible. The additional energy consumption for instrument controls and lighting system is estimated to about 1 kW. Vacuum pumps: If a combination of a gravity-driven and vacuum sewer network is installed an additional energy consumption of about 12 kW (for 3 vacuum pumps x 4 KW) is estimat-ed. The pumps are not operating continuously. Depending on the amount of wastewater, which has to be pumped from the houses, the frequency is about 10 min every hour. The total electrical power demand is estimated to be about 100 to 200 kWh per day. Optional solar energy can be used for the generation of electrical energy. Solar panels can supply the required electrical power. A more detailed survey is recommended.


June 05 2018 41

3.5 Overview and lay-out plan The proposed wastewater management system (Fig. 3-15) consists of the sewer networks, the wastewater treatment, and water reuse area.

wwtp Sewer net

Sewer net

Water reuse

Red blocks location of primary and secondary sedimentation tank, trickling filter Green block, optional constructed wetland Blue point indicates location of existing public water tank

Figure 3-15 Overview plan of proposed wastewater management system for the study ar-ea

The footprint (Fig. 3-16) and the side view (Fig. 3-17) of the proposed wastewater treatment plant show the demand space requirements.


June 05 2018 42

Trickling filterPrimary treatment Sec. treatment Water

effluent

inlet

Recycle linesludge

Diameter 3 mDiameter 5 m3,5 x 5.5 m

Figure 3-16 Foot print of the proposed wastewater management system for study area

For the easy control of the primary treatment and of the trickling filter it should be above the ground surface.

Primary treatmentTrickling filter Settler

Figure 3-17 Overview plan of proposed wastewater management system for the study ar-

ea


June 05 2018 43

4. CAPEX estimations Rough cost estimations are given for the capital cost of the construction of a clean water supply system; a combined sewer network assuming a proportion of 40 % vacuum system and 60 % gravity-driven system; and a wastewater treatment plant. 4.1 CAPEX Clean water supply net Estimated CAPEX for the clean water supply network are listed in Table 4-1. The estimation does not consider contingencies, possible land costs or tax on imported goods. Table 4-1 Estimated CAPEX for the clean water supply network

Pipe Diameter Length Unit Price Total price Total price

mm m EUR /m EUR million IDR

PE-Pipe 25 252 10 2,520 40.3

PE-Pipe 32 412 12 4,944 79.1

PE-Pipe 50 160 15 2,400 38.4

PE-Pipe 65 185 25 4,625 74.0

14,489 231.8

Pipe laying 1 009 6 6,054 96.9

Water meter 249 30 7,470 119.5

House connections 249 50 12,450 199.2

40,463 647.4

Main distribution pipe 1 20 000 20,000 320.0

Construction 1 60 000 60,000 960.0

SUM

120,463 1,927.4 Conversion rate of 16,000 IDR / 1 EUR is used. The resident-specific cost for the water supply is 120 EUR/person or 2,000,000 IDR/person.


June 05 2018 44

4.2 CAPEX Gravity and Vacuum driven sewer network Estimated CAPEX for the sewer network are listed in Table 4-2. The estimation does not consider contingencies, possible land costs or tax on imported goods. Table 4-2 Pre-Design data and capital construction cost for the sewer network

Pipe Diameter Length Unit Price Total price Total price

mm m EUR /m EUR million IDR

PE 65 10 30 300 4.8 PE 100 400 40 16,000 256.0 PVC 100 451 15 6,765 108.2 PVC 150 503 20 10,060 161.0

33,125 530.0

Pipe laying 964 30 28,920 462.7 Fittings 964 25 24,100 385.7

86,145 1,378.3

pieces EUR/ piece

House connection total 249 300 74,700 1,195.2 Pumping station 1 20,000 20,000 320.0 House connections with vacuum valves 100 400 40,000 640.0

Collection chamber (vacuum) 1 40,000 40,000 640.0 Vacuum station 1 40,000 40,000 640.0 SUM 300,845 4,813.5

A conversion rate of 16,000 IDR / 1 EUR is used. The cost estimation for material and labor is based on assumptions which have to be checked at the specific locations. The resident-specific cost for the wastewater collection system is 300 EUR/person or 4,830,000 IDR/person. A detailed engineering study is required to verify the assumed ratio between vacuum and gravity-driven connections of 100/149.


June 05 2018 45

4.3 CAPEX of the wastewater treatment system Estimated CAPEX for the wastewater treatment plant are listed in Table 4-3. The estimation does not consider contingencies, possible land costs or tax on imported goods. Table 4-3 Pre-Design data and construction cost for the wastewater treatment plant

Specifications Total price

EUR Total price million IDR

Anaerobic reactor

45 m³ volume,

concrete building, fittings, sieve, container, gas collection

36,800 588.8

Trickling filter

60 m³ volume,

concrete building, filter material, rotating distribution pipe, recycle line

64,400 1,030.4

Secondary sedimentation tank

13 m³ volume Concrete building, recirculation pumps

14,260 228.1

Instrumentalisation Electrical cabinet, measurements and control system 23,000 368

Service building Roofed building 11,500 184

SUM 149,960 2,399.4

A conversion rate of 16,000 IDR / 1 EUR is used. The resident-specific cost for the wastewater treatment plant is 150 EUR/person or 2,400,000 IDR/person.


June 05 2018 46

4.4 Summary of cost estimations The estimations are based on the design data (996 inhabitants, 249 house connections) and reference areas (4.97 ha for the Area of RT 09 and RT 10). Table 4-4 CAPEX and person-specific CAPEX of the pre-designed technology

Process unit Price EUR

Price million IDR

Pers.-spec. Price in

EUR/pers.

Pers.-spec. Price in

IDR/pers.

Clean water supply system 120,463 1,927,000 120 2,000,000

Adapted wastewater collection 300,845 4,814,000 300 4,830,000

Wastewater treatment system 149,960 2,399,000 150 2,400,000

SUM 571,268 9,140 570 9,230,000 The costs are a rough estimate. The technical design is based on German technical regula-tions; the specific cost is based on Indonesian market cost. The base costs must be reex-amined within the Indonesian framework.


June 05 2018 47

5. OPEX estimations General remarks Each sewer net must be checked and maintained individually. This step must not be neglect-ed or ignored. In developed countries, a major share of the budget is allocated to operation & maintenance. In general, the cost of the sewer maintenance is in the same order of magni-tude as is for the responding wastewater treatment plant. Community wastewater treatment plants require a reliable and continuous inlet flow of wastewater to ensure consistently good treatment performance. Operation cost The cost for the operation and maintenance (O&M) of the wastewater collection and treat-ment were estimated, based on:

1. labor cost, 2. cost for electricity consumption, 3. cost for removal and transport of the coarse material and sludge and 4. cost for replacement of the materials and items most widely used.

The household-specific O&M cost are based on a technical design for the service of 250 houses. The costs for labor and electricity are summarized in Table 5-1.

1. Labor cost: A total of two technicians are expected to be required to operate and maintain both the sewer network and the wastewater treatment plant. One foreman and one service worker are planned. The minimum local wage of 3,648,035 IDR (UMR for Jakarta 2018) is assumed for the estimation. The staff should be trained by the technical experts who will build the plant. Special knowledge on the operation and maintenance can be provided, e.g. by GIZ. One technician can also be replaced by a technical person of the community (RT 09 and RT 10). The staff requirements for the sewer maintenance are similar, if not higher, as are for the wastewater treatment.

Labor cost: 2 persons: 7,300,000 IDR/month (430 EUR/month)

2. Electrical consumption cost: The pumps and control devices are regarded as fol-lows:

The maximum power consumption of all pumps and technical instruments totals 9 kW. The daily operating time varies depending on the device or machine in question.

• The vacuum pump system and the wastewater transfer pumps of the sewer system are designed to run for 20 % per day, i.e. 4.8 hours.

• The wastewater treatment operates continuously. The recycle pump for the trickling filter and for the effluent are hence designed to work 100 % of the time.

• It is assumed that the pump at the primary filter will only be used in case of sludge removal from the basin. Capacity utilization is hence estimated to be 20 %.

• Process control instruments and lightning of the treatment plant are estimated to be used 50 % of the time.

The tariff for the electrical consumption in Jakarta is 1,364.86 IDR/kWh [tariff Information of PLN, 2018].


June 05 2018 48

Table 5-1 OPEX for labor and electrical consumption of the pre-designed technology

Electrical consumption cost: 4,373,000 IDR/month or 273 EUR/month


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3. Cost for removal and transport of the coarse materials and the sludge: Solid waste is generated on a daily basis as coarse material is separated in the curved sieve system (pre-treatment) and as sludge is generated in the anaerobic reactor. These solid wastes have to be collected in waste bins or in slurry chutes, which have to be transported to a dumping site by a small truck. It is assumed that one tour per two weeks will be necessary, at a rate of 300,000 IDR per transport.

Sludge transport: 2 transportation tours/month 600,000 IDR/month or 35 EUR/month

4. Cost for replacement of used materials and items: The operation of the sewer network and the wastewater treatment plant requires materials which have to be re-placed on a regular basis. The two most expensive parts that have to be replaced regularly are the trickling filter media and the vacuum control valves at each house-hold connection. Annual replacement costs for these items are estimated using the total cost for one replacement divided by the guaranteed lifetime spans. The trickling filter media has to be replaced after 10 years of use, the valves have to be replaced after five years. Listed unit costs are based on suppliers’ data.

Table 5-2 OPEX replacement of main consumables of the pre-designed technology

Num-ber Unit

Price/ unit

EUR/ unit

Life span

of unit

Cost / year

EUR/y

Cost/ month EUR/

month

Cost/ month IDR/

month TF filter media 60 m³ 300 10 1,800 150 2,550,000

vacuum valves 100 piece 60 5 1,200 100 1,700,000

SUM

250 4,250,000


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Summary of OPEX cost The estimated monthly O&M cost per household connection for the sewer and treatment system, expressed in IDR, sub-divided into salary, electricity consumption cost, transporta-tion cost, and cost for main consumables is summarized in table 5-3. Table 5-3 Estimated monthly O&M cost per household connection for the sewer and

treatment system

OPEX per month

IDR/month

OPEX pre

month EUR/

month

monthly OPEX per HH

IDR/HH/month

monthly OPEX per HH

EUR/HH/month

Salary of operational staff 7,300,000 456 29,200 1.83

Electricity consumption cost of sewer net and treatment plant 4,400,000 275 17,600 1.10

Transport of sludge and coarse material 600,000 37 2,400 0.15

Replacement of used materials, consumables 4,250,000 266 17,000 1.06

SUM 18,250,000 1,034 66,200 4.14

Rounded values Using this cost model, the total estimated monthly O&M cost per household connection is about 66,000 IDR/month (= 4.10 EUR/household). It has to be noted that this estimation contains high uncertainties, especially with regard to the cost of materials and spare parts for heavily used pumps or valves which have to be replaced on a regular basis. The figure var-ies depending on the replacement strategy for the spare parts and on the design of the vac-uum sewer network.


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6. Recommendations on institutional development The results of the study reveal certain problems that can be solved by improving cooperation and exchange of information between institutions as well as between the partners involved in infrastructure development and on the community development level. With the aim of sup-porting a sustainable development process to improve the water and sanitation situation, some recommendations are given on how to improve the institutional development and on how to develop a systematic and integrated management approach. Cooperation with water supply institutions New Water supply cooperation agreement In 1998, PT PAM JAYA as legitimized institution for Jakarta’s water supply has signed a co-operation agreement for a period of 25 years with the private investor for water services, PT PAM Lyonnaise Jaya (PALYJA). This agreement will be revised in the period from 2018 to 2022 to determine the future course of drinking water management policies in DKI Jakarta in accordance with the rules and regulations applicable. Recommendation: In this revision process elements of an integrated management approach for the water supply strategy can be included in the Cooperation Agreement between PT PAM JAYA and PALYJA. Water supply and wastewater treatment should be linked: it is ad-visable to coordinate water supply and the wastewater management through one common institution. PT PAM JAYA should be supported in adjusting their water supply policies, as PT PAM JAYA policies are still based on the 8 UN-MDGs (Millenium Development Goals). As Indonesia has adopted the 2030 Agenda for Sustainable Development and the 17 UN-SDG (Sustainable Development Goals) in 2015, these new targets should be considered in the planning process, allowing for the national water policy to be adapted effectively to im-prove the lives of people everywhere. Houses newly connected to the water supply should also be connected to the sewage sys-tem. This optimizes the construction time for new water pipes and the sewer system. All household connections should be equipped with water meters. This will allow a consumption-dependent measurement and billing of water for the water supply and also for the wastewater discharge. The suggested cooperation agreement should include tariff infor-mation and should offer lowered tariffs for residents with low or no income. Water supply and wastewater disposal costs should be combined in this tariff. Cooperation between water supply institutions from different provinces The raw water sources for Jakarta’s water supply are very limited. The Citarum River covers 82 % of the water supply, the Krukul River covers merely 3 %. The remaining 15 % are dis-tributed from PDAM Tangerang. Groundwater is not used as raw water source. The study area RPTRA Cambela is adjacent to the area of Tangerang. A large number of residents work in Tangerang. In the business plan of PT PAM JAYA, it is foreseen that in four years the water supply sys-tem will be build. Recommendation: PT PAM JAYA and PDAM Tangerang can work on negotiating a joint so-lution for the water supply situation. A reliable water supply could be ensured by transferring

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water from Tangerang to Cambela. The water transfer should not only be limited to the study area (RT 09 and RT 10) but also cover the surrounding districts. Cooperation with public works institution for road construction (Dinas Cipta Karya) Thanks to the road improvement programme, a sub-programme of the Kotaku-programme, the number of paved roads in the study area has increased. However, numerous misconnec-tions complicate the planning process and stormwater canals still do not cover the area com-prehensively. Recommendation: Technical standards for stormwater management must be developed. When new roads are built, stormwater canals should be laid directly. Special areas designat-ed to stormwater infiltration and retention should be provided. For further information please contact Dinas Cipta Karya Cipaku V No. 1 Petogogan, Ke-bayoran Baru, Jakarta Selatan, Daerah Khusus Ibukota Jakarta 12170 Cooperation with the Environment Office and its technical unit for the cleaning of wa-ter bodies (UPK Badan Air) The maintenance and cleaning of the river bodies are within the responsibility of the Envi-ronment Office. Each environmental office has founded so-called technical units responseble for river maintenance [Peraturan Gubernur Provinsi Daerah Khusus Ibukota Jakarta Nomor 284 Tahun, Organisasi dan tata kerja Dinas Lingkungan Hidup (DLH), 29 December 2016]. The technical unit “UPK Badan Air” maintains the rivers and smaller creeks near the houses.. The observed daily routine works of the UPK Badan Air include the inspection of the rivers and the removal of solid wastes from the rivers. They are not concerned with the cleaning of the drainage system. Recommendation: The maintenance of the drainage system, the stormwater drainage and the wastewater canals should be combined under the UPK Badan Air, as mentioned in the PERDA 284, Pasal 61, bagian 13 ayat 1. The revision of the technical manual for UPK and its extension by drainage cleaning tasks should be discussed with the ULH. Cooperation with the communities It is recommended to improve the inter-institutional coordination in locally relevant fields of water and waste management. Certain sewer maintenance works and the wastewater treat-ment plant operation can be carried out through specifically trained local residents, reducing the OPEX by providing in-kind contributions. Such tasks may include the removal of block-ages, the cleaning of canals and streams, the reporting of damage or the support of technical personnel through the transport and repair of pumps and instruments. Additionally, sewer and “wastewater treatment neighborhoods” can be created, based on the German “Kläranlagennachbarschaften” (= wastewater treatment neighborhoods): private initiatives supported by administrative institutions who support the knowledge exchange among technical and management personnel of organizations which are located nearby and which face similar problems in their service area. It is recommended to explore the options for establishing this kind of knowledge exchange platform on a RT/RW level.


June 05 2018 53

Cooperation with the Program Kota Tanpa Kumuh (KOTAKU, http://kotaku.pu.go.id/) and other development programs The “City Without Slums Program” (Kotaku) is one of a number of strategic efforts of the Di-rectorate General of Human Settlements of the Ministry of Public Works and People's Hous-ing to better handle slum settlements in Indonesia and support the 100-0-100 movement, which is 100 % universal access to drinking water, 0 % of slum settlements, and 100 % ac-cess to proper sanitation. This development policy is aimed at building infrastructures, facilitating local governing, and training the communities (community based). The Kotaku programs will deal with slums by building collaborative platforms through enhanced local government roles and community participation [Madiasworo, 2017]. Further development programs are

• National Slum Upgrading Program (NSUP) • Neighborhood Upgrading and Shelter Project Phase 2 (NUSP-2) • Pengembangan Infrastruktur Sosial Ekonomi Wilayah (PISEW)

Further information is given by the General directorate Cipta Karya, Ministry of Public Works and Housing, that in April 2018 published the circular letter on the “Technical Guidelines on the Distribution of Government Assistance in the Directorate of Settlement Area Develop-ment” [Surat Edaran 08/SE/DC/2018]. The letter contains guidance on interinstitutional co-operation, financial aspects, and community involvement. Recommendation: Cooperation with the stakeholders involved in these development pro-grams. Joint activities should be discussed in order to develop a strategy on how to introduce the decentralized wastewater management.


June 05 2018 54

7. REFERENCES AECOM (2017) Resilient Jakarta, Decentralized wastewater treatment plant Scoping Study, prepared for – 100 Resilient Cities - Aqseptence Group (2016) Vacuum Sewerage & Recovery Systems Roediger® Vacuum sew-er lines TPT 2016, Hanau / Germany BMBF (2005) Anforderungen an die Abwassertechnik in anderen Ländern, Band 1 BPS Jakarta Barat (@bpsjakbar). Badan Pusat Statistik Kota Administrasi Jakarta Barat - Jl. Raya Kembangan No.2 Blok B Lt.7., Kembangan, Indonesia. DINAS Cipta Karya (2016): KEBIJAKAN DAN STRATEGI, PENANGANAN PERMUKIMAN KUMUH PERKOTAAN, 2015-2019, presentation in Yogyakarta Oct 2016. Translated DINAS Cipta Karya (2016: Policies and Strategies, Urban slum upgrading pro-gram 2015-2019. FiW (2017) STUDY REPORT Wastewater Sewerage and Treatment System, Coastal Set-tlement of Senggarang, Tanjungpinang, Indonesia, PN 15.2201.0-001.00, on behalf of the Integrated Resource Management in Asian Cities: The Urban NEXUS Programme, May 2017 FiW (2018): Skript-Unterlagen zum Master-Studiengang “Waste Water Treatment” GIZ (2015) Preliminary Study on Vacuum Sewer System Pilot Project Area – Coastal Settle-ment of Senggarang, Tanjungpinang, Indonesia, August 2015 Imhoff, K.; Imhoff, K.R.; Jardin N.(2017): Taschenbuch der Stadtentwässerung, 32. Aufl., Div Deutscher Industrieverlag Kagabu, M.; Delimon, R.M.; Lubis, R.F.; Shimada, J.; Taniguchi, M. (2010) Groundwater Characteristics in Jakarta Area, Indonesia, Rest Geologi dan Pertambangan Vol. 20 No. 2 (2010), 69-79. Madiasworo, T. (2017): Konsep Pencegahan Permukiman Kumuh, Lokakarya dan Pelatihan POKJA PKP Provinsi/Kabupaten/Kota untuk Program KOTAKU 2017, Jakarta, 10 Oktober 2017. Kementerian Pekerjaan Umum dan Perumahan Rakyat, Directorat Jenderal Cipta Kar-ya, Direktorat Pengembangan Kawasan Permukiman Translated: Madiasworo, T. (2017): Konzept der Prävention von Slumgebieten, Workshop and Training Work Program POKJA PKP Provinsi/Kabupaten/Kota for Program KOTAKU 2017, Jakarta, 10 Oct. 2017. Ministry of Public Works and Housing, General Directorate Cip-ta Karya, Directorate for development of settlement areas. Neugebauer, Thomas; Vallerien Dirk (2012): Energy-efficient protection of UNESCO Natural World Heritage – Lake Ohrid, Albania, WATER and WASTE 2012, 25-29.

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June 05 2018 55

PAM JAYA (2018). Development plan for the clean water supply service for the province DKI Jakarta, Rencana pengembangan pelayanan air bersih di Provinsi DKI Jakarta 2018 – 2022, Presentation 25 April 2018 Sodiq (2015): Perencanaan Partisipatif kelurahan Kamal, Indikasi Program dan Profil kumuh, 24 Nov.2015, given by Mr Sodiq (technical staff PTRA Cambela) Surat Edaran 08/SE/DC/2018 tentang Perubahan SE 88/SE/DC/2016 tentang Juknis Penya-luran Bantuan Pemerintah di Direktorat Pengembangan Kawasan Permukiman Penyaluran Bantuan Pemerintah di Direktorat Pengembangan Kawasan Permukiman Circular Letter 08 / SE / DC / 2018 on amendment SE 88 / SE / DC / 2016 regarding Tech-nical Guidelines on the Distribution of Government Assistance in the Directorate of Settle-ment Area Development Laws, Regulations Law No. 1 Year 2011 on Housing and Settlement Areas http://www.sanitasi.net/undang-undang-no-1-tahun-2011-tentang-perumahan-dan-kawasan-permukiman.html


June 05 2018 56

8. ANNEXES Annex 8-1 Contacts, Addresses

Name Institution Contact E-mail, mobile, WA

Dr. Tri Mulyani Sunar-harum, ST.

Resilient Jakarta Secretariat/ Sekretariat Jakarta Berketahanan A 100 RESILIENT CITIES initiative - Hosted by Jakarta Capital City Govern-ment City Hall of Jakarta, Building E, 4th F Jl. Medan Merdeka Selatan No. 8-9 | Jakarta 10110

[email protected] M: +62 812 3134 5958 | O: +62 21 389 01 801 Line 29

Dede Herland V Resilient Jakarta Secretariat [email protected] M: +62 82112864729 O: +62 21 389 01 802

Rendy Primrizqi Resilient Jakarta Secretariat [email protected] O: +62 21 389 01 802 M: +62 813 1596 6684 WA: +62 897 8337 120

Tezza Nur Ghina Ra-shikha, S.Ars

BAPEDA DKI, Jl. Medan Merdeka Sela-tan No. 8-9 | Jakarta 10110

[email protected] [email protected] M: +62 812 193 6301 +6221 382 2594

Elizabeth Tarigan Water resources [email protected], +62 812 8950 4313

Erlbeck, Ruth GIZ TH [email protected]

Trosse, Ralph GIZ TH [email protected]

Katrin Bruebach 100resilientcities.org [email protected]

Henri Blas 100resilientcities.org [email protected]

Sam Kernaghan 100resilientcities.org [email protected]

Nini Purwajati 100resilientcities.org [email protected]

Wolfgang Kirchhof FiW [email protected] M: +49 173 7110748 (WA) M-INO: +62 813 2096 8901

Kiki P.Utomo UNTAN [email protected] M: +62 812 5629 184

Endang Secretary of Kalideres District +62 821 2219 0134

Lora Staff of Kalideres District +62 856 9566 9922

Sulastri Head of Kamal Sub-district +62 821 1075 1596

Tri Nanda Secretary of Kamal Sub-district +62 818 0867 8756

Sodik Staff of RPTRA Cambela +62 896 1626 0853 [email protected]

tel:+62%20821-2219-0134

tel:+62%20856-9566-9922

tel:+62%20821-1075-1596

tel:+62%20818-0867-8756

tel:+62%20896-1626-0853

mailto:[email protected]


June 05 2018 57

Annex 8-2 Elevation profiles of survey tours

Profile Rawa Kompani to RPTRA Cambela

Profile RT03 –RT09-RTt0

Profile RT09-RTt0


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Annex 8-3 Information of PT PAM JAYA concerning the information of the business development plan 2018-2022

Raw water distribution lines for the drinking water supply of DKI Jakarta

Total existing and planned amount of supplied drinking water form 2017 until 2022 [PAM JAYA, 2018]

Integrated Resource Management in Asian Cities: The Urban … · 2018-08-21 · website: . Decentralized wastewater collection and treatment RPTRA Cambela . June 05 2018 III Table

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