Full Report - Feasibility Study KSCS K-Exim

Feasibility Study for Karian – Serpong Raw Water Conveyance System (KSCS), Indonesia In 2004, the Indonesian government asked the South Korean government for technical assistance for the Karian Dam project. With a grant aid, South Korea’s international cooperation agency KOICA carried out a supplementary work for the feasibility study, prepared a detailed design from 2004 to 2006, and then delivered the result to the Indonesian government in November 2006. It took a grant aid equivalent to 1.8 million dollars and 24 months to prepare a detailed design. To finance the amount needed to start construction, the Indonesian government signed an EDCF loan contract with the South Korean government in 2011 and closed a construction deal with South Korea’s construction company for a five-year construction period. Now the dam is under construction for the completion by the end of 2021. The project development details are as shown in <Table 4.9>. <Table 4.9> Brief history of the Karian Dam construction project Period Content Remark 1985 Feasibility study of the Karian multipurpose dam construction Japan’s project International 1989 - the Karian multipurpose dam construction project plan Cooperation 1993∼ Comprehensive plan for the development of the Cisadane- Agency 1995 Cimanuk water resources (JICA) - a mid-to-long term water supply plan for regions including Indonesia’s 2004∼ Water 2006 Jabotabek (Special capital region of Jakarta), Bogor, Resources 2011 Tangerang, and Bekasi Agency Study on water resources of the Ciujung-Cidurian basins (DGWR) - a plan for the simultaneous construction of four dams and the phased development of the Karian-Serpong water Japan’s conveyance system International ※ the result of the study (JW RM S) on water resources of Cooperation Jabotabek conducted by the Indonesian government in 1994 was reflected into the plan Agency (JICA) Feasibility study and detailed design of the Karian Dam construction Korea’s - a plan for the Karian dam and conveyance water system International Cooperation project - phase 1 (KSCS-1) Agency Signed a loan contract with the South Korea government (KOICA) - 100 billion in construction cost, 48 months for construction The Export- Import Bank of period Korea (KEXIM) 4-10

Chapter 4. Related facilities and plans The Karian Dam, which is located at the Kalaha block in Rangkasbitung, Lebak, Banten province is now being constructed by South Korean constructor (Daelim Industrial) with a progress rate of 35 percent as of July 2017, and the dam’s detailed design was prepared by KOICA back in 2013. The scheduled completion date is the end of 2021, and the commissioning test period is 12 months after completion. The layout plan of the Karian Dam is as shown in <Figure 4.5>. <Figure 4.5> Layout plan of Karian Dam The Karian Dam has an effective storage capacity of 208 million m3. It is 63.5m in height and 514m in length, with a water supply capacity of 14.6m3/s. Of which, 9.1m3/s goes to Tangerang in Banten province, and 5.5m3/s goes to Serang and the neighborhood in the Ciujung River. The specification of the Karian Dam is shown in <Table 4.10>. The aerial view and cross-section of the dams are as shown in <Figure 4.6>. <Figure 4.6> Aerial view and cross section of Karian Dam 4-11

Feasibility Study for Karian – Serpong Raw Water Conveyance System (KSCS), Indonesia <Table 4.10> Specifications of Karian Dam Facility Classification Content Location ∙ The Ciberang River (branch of the Ciujung River) ∙ Kalaha block in Rangkasbitung, Banten province Basin area ∙ 288km2 Type ∙ Central Core Rockfill Dam (C.C.R.D) Specification (length/height) ∙ L=514m, H=63.5m Annual average rate of flow ∙ 20.2m3/s Storage area ∙ 15.93km2 (high water level in normal times) Total ∙ 314.71 million m3 Karian Dam Storage Effective storage ∙ 207.48 million m3 capacity Flood control ∙ 60.80 million m3 storage Drought storage ∙ 46.40 million m3 Water supply ∙ 14.6m3/s - Serang: 5.5m3/s - Tangerang: 9.1m3/s Drought water level ∙ EL (+) 37.50m Low water level ∙ EL (+) 46.00m Water level Normal water level ∙ EL (+) 67.50m Flood water level ∙ EL (+) 70.85m Maximum water ∙ EL (+) 71.22m level Source: Karin Dam related data extracts (March 2018, The Korea Rural Community Corporation) 4-12

Chapter 4. Related facilities and plans 4.4 Intake tower In order for the water treatment plant to take raw water stably, the intake tower is planned to be installed on the right bank of the Ciberang River and connected to the Ciuyah conveyance tunnel, a discharge facility. The intake tower is a self-standing structure that allows an operator to take water selectively according to the water level. The effective diameter of the planned intake tower is 6m in order to take water of 12.4m3/sec (1,071,360m3/day), the amount needed to KSCS. This amount includes supply capacity of 3.3m3/sec (285,120m3/day) of the Pasir Kopo Dam after its construction is completed. As for the intake method, a selective intake method is chosen instead of a surface intake method that is prone to the inflow of contaminating substances. The selective intake method allows an operator to selectively take raw water of good quality depending on the water level, and has the range of water level between H.W.L. El. (+) 67.5m and L.W..L El (+) 46m to take water. A square shaped intake with B3m x H3m is to be built at each location depending on different water levels and four electrically powered sluice gates are to be installed here. The raw water is to be flown into the conveyance system via discharge facilities and the Ciuyah conveyance tunnel with a diameter of 4.0m. The general drawing of the intake tower is as shown in <Figure 4.7>. <Figure 4.7> General drawing of intake tower 4-13

Feasibility Study for Karian – Serpong Raw Water Conveyance System (KSCS), Indonesia To prevent trash from flowing in the intake tower, a trash rack is to be installed in front of the sluice gates. A radar water level gauge that measures the water level is to be installed, which must be monitored and controlled by an operator in a booster pump station. The specifications of the intake tower are as shown in <Table 4.11>, and machine and electric devices that need monitoring and control from the control room in the booster pump station are as shown in <Table 4.12>. <Table 4.11> Specifications of intake tower Facility Classification Content Location ∙ the right bank of the upper stream of the dam Intake type ∙ Multi-hole Tower structure ∙ Self-standing structure ∙ External diameter 9.6m× height 30.1m Intake facility Tower specification (internal diameter 6.0m) Design capacity ∙ 12.4m3/sec Intake range ∙ LWL: EL.46.0m, FWL: EL.67.5m Sluice gate ∙ Sluice gate 1 El. (+)61.0m, Sluice gate 2 El. (+)56.0m elevation ∙ Sluice gate 3 El. (+)51.0m, Sluice gate 4 El. (+)46.0m Source: Master planning and PPP Development Scheme of the Karian Dam – Serpong water conveyance system and water treatment plant construction project (2015, The Export-Import Bank of Korea) The intake tower is scheduled to be installed inside the Karian Dam, however, the construction has yet to begin. As of May 2018, it is confirmed that there have been ongoing negotiations between South Korea’s constructor and Indonesia’s water resources agency under the ministry of public housing, the project implementation agency, over whether to include the construction of the intake tower and conveyance tunnel in the scope of the contract for the Karian Dam construction. The Karian Dam is to be completed by the end of 2021. Once the dam starts to fill its reservoir with water, constructing an additional facility would be very difficult. Therefore, the ongoing negotiation needs to be concluded as soon as possible. In order to operate a booster pump station in the conveyance system, a comprehensive monitoring and control is required. Especially, devices described in <Table 4.10> need to be installed in the intake tower with extra caution through a close cooperation between the constructor and the conveyance system operator so as not to cause any mistake in operating the devices. 4-14

Chapter 4. Related facilities and plans <Table 4.12> Devices to be installed in the intake tower Device Number Specification ∙ Type: electrically powered sluice gate, double spindle-shaped ∙ Size : B3m x H3m ∙ Installation base elevation: Sluice gate 1 El. (+)61.0m, Sluice gate 2 El .(+)56.0m Sluice gate 4 Sluice gate 3 El. (+)51.0m, Sluice gate 4 El. (+)46.0m ∙ Actuator elevation: El. (+)72.5m ∙ Rated power: Sluice gate 1 (3.5kW), Sluice gate 2 (5.5kW) Sluice gate 3 (5.5kW), Sluice gate 4 (7.5kW) Trash rack ∙ Type: Fixed trash rack ∙ Size: B4, 250mm x H6, 500mm ∙ Design flow rate: less than 1.0m/sec 4 ∙ Screen pitch: 50mm ∙ Installation base elevation: Device 1 El. (+) 61.0m, Device 2 El. (+) 56.0m Device 3 El. (+) 51.0m, Device 4 El. (+) 46.0m Water level 1 ∙ Type: Radar gauge 4.5 Conveyance tunnel The Ciuyah conveyance tunnel is a facility connected to the suction pipe of a booster pump station, which supplies an allocated quantity of water to the eastern region once the water resource is secured after the completion of the Karian Dam. The capacity of the conveyance tunnel is planned at its maximum discharge capacity of 12.4m3/sec (1,071,360m3/day), by taking into account the intake tower’s capacity of 9.1m3/sec(786,240m3/day) and the additional capacity of 3.3m3/sec(285,120m3/day) following the completion of the Pasir Kopo Dam. The tunnel, which measures 4.0m in diameter and 1,329m length, is planned to be made up of concrete with the design velocity of 1.0m/sec. The terminal point of the tunnel is to be connected to the steel pipe with a length of 5m, whose diameter gradually decreases from 4,000mm to 3,200mm so that the tunnel is connected to the conveyance pipeline with a diameter of 3,200mm. The bottom elevation of the entrance of Conveyance Tunnel is El.(+) 42.80m, and the bottom elevation of the exit is El.(+)42.56m. The altitude difference between entrance and exit is 0.24m and the slope is 1 / 5,000. 4-15

Feasibility Study for Karian – Serpong Raw Water Conveyance System (KSCS), Indonesia The longitudinal layout plan of the planned conveyance tunnel is as shown in <Figure 4.8>. <Figure 4.8> Longitudinal layout of the conveyance tunnel Source: Master planning and PPP Development Scheme of the Karian Dam – Serpong water conveyance system and water treatment plant construction project (2015, The Export-Import Bank of Korea) As with the intake tower, the construction of the Ciuyah conveyance tunnel has yet to begin. As of May 2018, it is confirmed that there have been ongoing negotiations between South Korea’s constructor and Indonesia’s water resources agency under the ministry of public housing, the project implementation agency, over whether to include the construction of the intake tower and conveyance tunnel in the scope of the contract for the Karian Dam construction. The Karian Dam is to be completed by the end of 2021. Once the dam starts to fill its reservoir with water, constructing an additional facility would be very difficult. Therefore, the ongoing negotiation needs to be concluded as soon as possible. Especially, extra attention needs to be paid to the part connecting the exit of the conveyance pipeline and the variable diameter steel pipe, which is crucial to maintaining water tightness. To clarify the limitation of construction liability and to maintain water tightness, close cooperation and coordination with the constructor of the conveyance pipeline during the construction period is needed so that no mistakes or errors occur in the course of construction. 4.6 Water treatment plants connected to conveyance pipelines 4.6.1 WTP capacity After the consultation with BBWS C3, an Indonesian governmental agency, five water treatment plants – Rangkasbitung, Maja, Solear, Parunggg Panjang, and Serpong – are confirmed to be connected to the conveyance pipeline. Of which, a plan for the Serpong water treatment plant is developed as a PPP contract by the Korea Water Resources 4-16

Chapter 4. Related facilities and plans Corporation, South Korea’s governmental agency for water resources development, and it is currently waiting for the Indonesian government’s approval. The other four plants have yet to lay out any development plan. The allocated quantity of water by water treatment plant is as shown in <Table 4.13>. <Table 4.13> Allocated amount of water by WTP WTP Phase 1 Phase 2 Total m3/sec m3/day m3/sec m3/day m3/sec m3/day Serpong 4.6 397,440 3.4 293,760 8.0 691,200 Solear 1.15 99,360 2.45 211,680 3.6 311,040 0.2 17,280 Parung 0.2 17,280 - 0.4 34,560 Panjang 0.2 17,280 Rangkas 0.4 34,560 - Bitung 0.2 17,280 - Maja Total 6.55 565,920 5.85 505,440 12.4 1,071,360 Note) 1. WTP connected to the main conveyance pipeline: Serpong WTP 2. WTPs connected to the branch conveyance pipeline: Solear, Parung Panjang, Rangkas Bitung, Maja WTPs 3. The branch water treatments are included in phase 1 on the Indonesian government's water supply plan (POLA), but branch conveyance pipelines are not included in phase 1 of the this project. 4.6.2 Site of water treatment plant In selecting the site of a water treatment plant, a wide array of factors need to be taken into account, including proximity to raw water source, proximity to area to be served, safety from floods, acquisition of an appropriate area of land, topographical and geological features, accessibility to transportation, legality, environmental impact, land expropriation and resettlement measures, compensation for potential damage by construction or operation, and other societal impacts. The administrative division and topography of water treatment plant sites proposed in the PPP project is as shown in <Table 4.14>. <Table 4.14> Administrative division and topography of WTP site WTP sites Province Regency/City District Slope (˚) Sea level (m) Serpong WTP Banten Tangerang Serpong 1 - 3 47.0-53.0 Solear WTP Banten Tangerang Cisoka 3 - 6 46.0-58.0 Banten Lebak 0 - 1 69.0-72.0 Rangkas West Java Bogor Rangkas 1 - 3 53.0-60.0 Bitung WTP Banten Serang Bitung Parung -- Parung Panjang Panjang WTP Maja Maja WTP 4-17

Feasibility Study for Karian – Serpong Raw Water Conveyance System (KSCS), Indonesia 4.6.3 Design criteria According to “Master planning and PPP Development Scheme of the Karian Dam – Serpong water conveyance system and water treatment plant construction project (2015, The Export-Import Bank of Korea),” the design flow rate of the water treatment plant is set at 1.05Q, by adding 5 percent to the maximum amount of water supply (Q) to facilitate smooth treatment, and the detailed design standards by facility are as shown in <Table 4.15>. <Table 4.15> Comparison of design criteria Design criteria Facility South Korea AWWA* Indonesia Applied criteria 1. Receiving Well - Number of Basins 2 basins or over - -- (if 1 basin, install the by-pass pipe) - Detention Time 1.5min or over - - 1.5min or over - Effective Height 3~5m - - 3~5m 2. Flocculation & Sedimentation Basin 2.1 Flocculation Basin - Number of Basins 2 basins or over - - 2 basins or over - Size of 1 Compartment - Detention Time 20~40min 15~25min 2~40min 20~40min - The G Value 10~75sec-1 20~75sec-1 20~40sec-1 20~75sec-1 (3~4 stages) (3~4 stages) (2~4 stages) (3 stages) 2.2 Sedimentation Basin - Number of Basins 2 basins or over - - 2 basins or over - Detention Time 3~5hr - 3~5hr - Effective Height 3~5.5m - 3~6m 3~5.5m - Width to Length Ratios 1:3~8 1:3~5 1:5 1:3~8 - Mean Velocity in basin 0.4m/min or below 0.5m/min or below - 0.4m/min or over 15~30mm/min - Surface Loading Rates (21.6~43.2㎥/m･day) 33~49㎥/m･day 19.2~60㎥/m･day 15~49㎥/m･day 3. Rapid Filter Basin - Area, per basin 150㎡ or below 150㎡ or below - 150㎡ or below - Filtration Velocity Single-layer Multi-layer(240m/d) Single-layer (120~150m/d) 144~264m/d (120~150m/d) Multi-layer Multi-layer (120~240m/d) (120~240m/d) - Filter Backwashing System - - - 4. Clear Well - Number of Basins 2 basins or over - -- - Detention Time 2 hours or over 1 hours or over - 2~3hr - Effective Height 3~6m 3~6m - 3~6m *AWWA: American Water Works Association 4-18

Chapter 4. Related facilities and plans 4.6.4 Water treatment process According to “Master planning and PPP Development Scheme of the Karian Dam – Serpong water conveyance system and water treatment plant construction project (2015, The Export-Import Bank of Korea),” the water treatment method applied in the PPP project is the rapid sand filtration and chlorination, and the design criteria for raw water quality, which provides a basis for the selected treatment method, is as shown in <Table 4.16>. <Table 4.16> Design criteria for raw water quality of WTP Design criteria of Turbidity (NTU) Water resource WTP Average Maximum Karian dam Serpong 30 200 As common raw water is supplied to each water treatment plant, the same rapid sand filtration and chlorination method will be applied to the Serpong and the other water treatment plants. Although the Maja water treatment plant is not considered in the PPP development scheme, a similar method will be applied as well since the same raw water is used. The water treatment process is as described in <Figure 4.9>. • Receiving well : stabilizes the fluctuation of the water level that is conveyed from the conveyance pipelines and controls the amount of raw water. Detention time: more than 1.5 minutes, depth of water: 3-5m • Flash mixing chamber : induces a coagulant to contact with colloid particles by disseminating it within a short time. A water blowing equipment is applied for easier operation/convenience • Flocculating basin : a facility that makes fine flocs become bigger and heavier floc. Detention time : 20-40 minutes • Coagulation basin: separates and settles grown flocs. A transverse settling basin is applied. • Rapid sand filter basin: separates sludge by removing turbidity through straining process in the filter layer • Clear water well: A storage tank designed to adjust an imbalance between the amount of the treated water and the transmitted water. • Chlorination equipment: eliminates pathogenic microorganism. A chlorination process is applied. • Discharge water facility: Currently, there is no standard for quality of discharge water in Indonesia. The whole sludge from the settling basin is discharged. The whole washing water from the filtration basin is returned and reused. 4-19

Feasibility Study for Karian – Serpong Raw Water Conveyance System (KSCS), Indonesia <Figure 4.9> Water treatment process 4.6.5 Layout plan of water treatment plant As planned in “Master planning and PPP Development Scheme of the Karian Dam – Serpong water conveyance system and water treatment plant construction project (2015, The Export-Import Bank of Korea),” the lay out plans for the Serpong water treatment plants are as shown in <Figures 4.10>. <Figure 4.10> Layout plan of the Serpong WTP ① Guard house ② Electric power incoming station ③ Raw water receiving well ④ Chemical dosing house ⑤ Chemical tanks ⑥ Sedimentation tanks ⑦ Administration building ⑧ Sludge tanks ⑨ Rapid sand filters ⑩ Transmission pump ⑪ Clear water wells ⑫ Generator room station ⑭ Electric house ⑮ Parking lot ⑬ Chlorine injection house 4-20

Chapter 4. Related facilities and plans The PPP project for the Solear water treatment plant and transmission pipelines, which will supply water to urban areas such as West Jakarta, Tangerang city, and South Tangerang city, is proposed by K-Water and LG International Corporation and its negotiation is currently ongoing with the Indonesian government. During the negotiation, the K-Water asked to move the location of the Serpong water treatment plant to a new site where the length of the conveyance pipeline proposed in the 2015 PPP basic scheme will be extended by 5.4km, from 47.9km to 53.3km, and the Indonesian government accepted such request in principle. Accordingly, a new location of the Serpong WTP will soon be determined and a new layout plan will be established. As shown in <Figure 4.10>, the site area for the Serpong WTP in the 2015 PPP report was compact with 5ha, making the facilities closely arranged. However, the new site area is 8ha, which will be spacious enough to arrange facilities in a more effective manner. The layout plans for the three branch line water treatment plants – Solear, Rangkas Bitung, and Parung Panjang WTPs – proposed in the 2015 report on master planning and PPP basic scheme for the Karian dam – Serpong conveyance system and water treatment plants are shown in <Figure 4.11>, <Figure 4.12> and <Figure 4.13>. <Figure 4.11> Layout plan of the Solear WTP 4-21

Feasibility Study for Karian – Serpong Raw Water Conveyance System (KSCS), Indonesia <Figure 4.12> Layout plan of the Rangkasbitung WTP <Figure 4.13> Layout plan of the Parunggg Panjang WTP 4-22

Chapter 5. Conveyance System Planning Chapter 5. CONVEYANCE SYSTEM PLANNING 5.1 Main index 5.1.1 Project area This project is to develop a water conveyance system extending from the Karian Dam to the Serpong Water Treatment Plant. It aims to provide water resources obtained from the Karian Dam to the JABOTABEK region (Jakarta, Bogor, Tangerang, and Bekasi), which sees an exponential growth of population led by a rapid industrialization and urbanization. The project area encompasses Lebak regency, Tangerang regency, Tangerang city, South Tangerang city, Serang regency, Serang city, and Cilegon city in Banten province; Bogor regency (Parung Panjang district) in West Java province; and West Jakarta province. The region is located in the west of the Indonesian island of Java, in a strategic location which connects Java and Sumatra. Geographically, it is located at between 105˚48’ and 107˚28’ east longitude and between 5˚50’ and 7˚10’ south latitude. The northern and western regions are surrounded by the Java Sea and the southern region has a range of mountains with an elevation of 1,300m to 2,200m. <Figure 5.1> Project area location map Serang Tangerang Tangerang Lebak City West Jakarta West Tangerang City Bogor 5-1

Feasibility Study for Karian – Serpong Raw Water Conveyance System (KSCS), Indonesia This water conveyance system is planned to supply raw water to five water treatment plants (Rangkas Bitung, Maja, Solear, Parung Panjang, and Serpong). Its service area includes Lebak regency, Tangerang city, and South Tangerang city in Banten province; Bogor regency (Parung Panjang district) in West Java province; and West Jakarta province. The location map of the project area is shown in <Figure 5.1>. 5.1.2 Target year Water supply system requires five to ten years to complete the whole process from planning to construction. If the system is planned to be completed for a short period of time, you may have difficulty expanding the facility after completion of the project. In contrast, if the system takes a long period of time to be completed, which means the facility will have a larger capacity, you may encounter an increased initial investment cost. Therefore, it is critical to set the target year phase by phase. Given the urgency of this project, the target year for the first phase is set at 2021. Considering potential demand growth after the water supply begins, the target year for the second phase is set at 2031, ten years from the first water supply. The planned target year is shown in <Table 5.1>. <Table 5.1> Target year Classification Phase 1 Phase 2 Remarks Year 2021 2031 5.1.3 Raw water allocation plan In planning a raw water allocation plan that will meet the target years of 2021 and 2031, the water demand by area and the Indonesian government’s water resources supply plan (POLA) are considered, and the details are shown in <Table 5.2>. The Karian dam has a total supply capacity of 14.6m3/sec. Of which, 9.1m3/sec (6.55m3/sec for phase 1 and 2.55m3/sec for phase 2) goes to the project area. The Pasir Kopo dam has a total supply capacity of 3.3m3/sec. The total amount of raw water supplied by the Karian – Serpong water conveyance system is 12.4m3/sec. Of which, 8.0m3/sec or 64.5% will go to Banten province and 4.2m3/sec or 33.9% to West Jakarta province. 5-2

Chapter 5. Conveyance System Planning <Table 5.2> Raw water allocation plan by area (Unit: m3/sec) Area Service area Total Karian Karian dam + Planned dam Pasir Kopo dam WTP Phase Phase 2 Phase 2 Phase 2 1 Karian PK Subtotal Total 17.9 14.6 0 3.3 3.3 Total 13.5 11.2 0 2.3 2.3 Subtotal 9.5 4.65 2.55 2.3 4.85 Tangerang 3.6 1.15 1.15 1.3 2.45 Solear regency South Tangerang 1.8 0.65 0.65 0.5 1.15 city Serpong Tangerang 2.0 0.75 0.75 0.5 1.25 Domestic city Banten water Lebak Rangkas province - Bitung / 0.6 0.6 - - regency Maja Serang 0.7 0.7 - - - Not regency included Serang city 0.3 0.3 - - - in the project Cilegon 0.5 0.5 - - - area city (Petir) Channel flow for 4.0 6.55 -2.55 - -2.55 Ciujung maintenance river West Bogor regency 0.2 0.2 - - - Parung Java Panjang Jakarta West Jakarta 4.2 3.2 - 1.0 1.0 Serpong * When the construction of the Pasir Kopo dam is completed, the total supply capacity of raw water for the second phase is 17.9m3/sec. (14.6m3/sec comes from the Karian dam and 3.3m3/sec from the Pasir Kopo dam.) ** Of the supply capacity of raw water for the first phase (14.6 m3/sec), the construction is planned to be done only for the amount to be supplied to the Serpong WTP for the first phase (4.6m3/sec). The raw water allocation plan is divided into two areas, the left side and the right side of the Karian dam, as shown in <Table 5.3>. 5-3

Feasibility Study for Karian – Serpong Raw Water Conveyance System (KSCS), Indonesia <Table 5.3> Raw water allocation in the left and right side of the Karian dam (Unit: m3/sec) Karian Karian dam + Pasir Kop dam Area Service area Total Planned WTP Phase1 Phase2 Phase2 Phase2 Karian PK Subtotal Total 17.9 14.6 0 3.3 3.3 Total 12.4 6.55 2.55 3.3 5.85 Subtotal 8.0 3.15 2.55 2.3 4.85 Solear Tangerang 1.3 2.45 3.6 1.15 1.15 regency Right Banten South side of province Domestic Tangerang 1.8 0.65 0.65 0.5 1.15 1.25 the water city Serpong Karian Tangerang 0.5 dam 2.0 0.75 0.75 city Lebak 0.6 0.6 - - Rangkas regency - Bitung/Maja West Bogor regency 0.2 0.2 - - - Parung Java Panjang Jakarta West Jakarta 4.2 3.2 - 1.0 1.0 Serpong Total 5.5 8.05 -2.55 - -2.55 Subtotal 1.5 1.5 - - - Left Banten Domestic Serang 0.7 0.7 - - - Not included in side of province water regency 0.3 0.3 - - the project area Serang city the - (Petir) Karian dam Cilegon city 0.5 0.5 - - - Channel flow for 4.0 6.55 -2.55 - -2.55 Ciujung river maintenance * Of the supply capacity of raw water for the first phase (14.6 m3/sec), the construction is planned to be done only for the amount to be supplied to the Serpong WTP for the first phase (4.6m3/sec). According to the raw water allocation plan, the supply capacity of the Karian dam is 6.55m3/sec for the first phase and 2.55m3/sec for the second phase. If the Pasir Kopo dam is completed, the capacity for the second phase will increase by 3.3m3/sec to 5.85m3/sec. Therefore, the completion of the Pasir Kopo dam is considered in planning the raw water supply facility for the second phase. The raw water allocation plans by water treatment plant and by project phase are shown in <Table 5.4> and <Figure 5.2>, respectively. 5-4

Chapter 5. Conveyance System Planning <Table 5.4> Raw water allocation plan by WTP Water allocation plan WTP Total Phase 1 Phase 2 Service area m3/sec m3/day m3/sec m3/day m3/sec m3/day Total 13.9 1,200,960 8.05 695,520 5.85 505,440 Rangkas 0.4 34,560 0.4 34,560 - - Lebak regency Bitung Maja 0.2 17,280 0.2 17,280 - - Lebak regency Solear 3.6 311,040 1.15 99,360 2.45 211,778 Tangerang regency Parung 0.2 17,280 0.2 17,280 - - Bogor regency Panjang Serpong Tangerang city, South 8.0 691,200 4.6 397,440 3.4 293,760 Tangerang city, West Jakarta Petir 1.5 129,600 1.5 129,600 - Not included in this project - (Serang city, Serang regency, Cilegon city) * Upon completion of the Pasir Kopo dam, the expanded supply capacity of 3.3m3/sec is considered in the water allocation plan for the second phase. ** Of the supply capacity of raw water for the first phase (14.6 m3/sec), the construction is planned to be done only for the amount to be supplied to the Serpong WTP for the first phase (4.6m3/sec). <Figure 5.2> Raw water allocation plan by project phase 5-5

Feasibility Study for Karian – Serpong Raw Water Conveyance System (KSCS), Indonesia 5.1.4 Project scope To provide water resources obtained from the Karian dam to each water treatment plant, facilities such as intake tower, conveyance tunnel, conveyance pipelines, and pump facility need to be installed. According to the SDA’s plan, however, intake towers and conveyance tunnels are excluded from the project scope. Regarding the conveyance system plan according to each target year (phase 1 by 2021 and phase 2 by 2031), the project scope for each phase is reviewed depending on when to conduct the project for branch pipelines, as shown in <Table 5.5>. <Table 5.5> Project scope by phase Classification Phase 1 Phase 2 Conveyance pipeline main line Conveyance pipeline main line : D2,000mm x 47.9km D2,000mm x 36.0km D1,800mm x 11.9km Conveyance pipeline branch line Plan A : 19.31km - Rangkas Bitung D600mm x 8.56km - Maja D350mm x 1.20km - Solear D1,350mm x 4.75km - Parung Panjang D600mm x 4.80km Conveyance pipeline main line Conveyance pipeline main line : D2,000mm x 47.9km D2,000mm x 36.0km D1,800mm x 11.9km Plan B Conveyance pipeline branch line : 19.31km - Rangkas Bitung D600mm x 8.56km - Maja D350mm x 1.20km - Solear D1,350mm x 4.75km - Parung Panjang D600mm x 4.80km The quantity of water allocated to the Serpong water treatment plant in the main line as well as other four water treatment plants in the branch lines is confirmed under the POLA, the water resources supply plan by the Indonesian government. Therefore, the conveyance pipeline for the first phase needs to be designed with the water quantity to be supplied to the Serpong WTP and other four WTPs. Currently, the Serpong WTP is in the process of implementation under the PPP project, and the Karian dam is scheduled to be completed by the end of 2019 with the dam expected to be filled with water by the end of 2020. It is undoubtedly urgent to construct the main conveyance pipelines that will connect the Karian dam and the Serpong WTP. At this moment, a construction plan for water treatment plants in the branch line has not yet established, not to mention of the construction schedule. In these circumstances, it is deemed reasonable that the main conveyance pipelines be constructed in the first phase and the 5-6

Chapter 5. Conveyance System Planning branch conveyance pipelines be delayed until the specific project plan is determined. Suppose the branch conveyance pipelines are constructed in the first phase without establishing plans for water treatment plants along the branch lines. These branch conveyance pipelines will not be in operation until the completion of the water treatment plants. Considering depreciation and maintenance costs of the pipelines, it is not a sensible way to do so. Hence, it is fair to say that the main conveyance pipelines, which is urgent to be constructed, be constructed in the first phase and the branch pipelines be installed in the second phase to better align with the future WTP construction plan. The conveyance amount of the main pipeline includes the amount to be allocated to each water treatment plant, so it is possible to connect to the branch pipelines any time once the WTP construction plan is established. Accordingly, Plan B described in <Table 5.5> is chosen for the scope of the first and second phase projects. Given all this, the project scope by phase is shown in <Table 5.6>. <Table 5.6> Project scope by phase Phase Target Field Main facility year ① Civil works ∙ Main conveyance pipelines D2,000mm, L=47.9km Phase 1 ② Architectural works ∙ Booster pumping station 1 unit 2021 ③ Mechanic works ∙ Booster pump 1.0m3/sec. x 7 units ∙ Regulating pump 0.5m3/sec. x 2 units ④ Electricity works ∙ Power incoming equipment 1 unit ∙ Power substation 1 unit ⑤ Instrumental & ∙ Integrated monitoring/control system 1 unit control works ∙ Flowrate metering equipment 1 unit ① Main conveyance 47.9km in total pipelines ∙ D2,000mm, L=36.0km ∙ D1,800mm, L=11.9km ② Branch conveyance pipelines 19.31km in total ∙ D1,350mm, L=4.75km (Solear branch line) Phase 2 2031 ∙ D600mm, L=8.56km (Rangkas Bitung branch line) ∙ D600mm, L=4.80km (Parung Panjang branch line) ③ Mechanic works ∙ D350mm, L=1.20km (Maja branch line) ④ Electricity works ∙ Booster pump 1.0m3/sec. x 6 units ⑤ Instrumental & ∙ Regulating pump 0.5m3/sec. x 2 units ∙ Rangkas Bitung system pump 0.40m3/sec. x 2 units control works ∙ Power substation 1 unit ∙ Flowrate metering equipment 1 unit 5-7

Feasibility Study for Karian – Serpong Raw Water Conveyance System (KSCS), Indonesia 5.2 Raw water conveyance plan 5.2.1 Conveyance amount by phase The conveyance amount for the first phase is planned at 6.55m3/sec (565,920m3/day), by subtracting 6.55m3/sec (565,920m3/day) for irrigation and flow maintenance of the Ciujung river and 1.5m3/sec (129,600m3/day) for the Petir WTP from the Karian dam’s total supply capacity of 14.6m3/sec (1,261,440m3/day). Once the Pasir Kopo dam, situated in the downstream of the Karian dam, is completed, 3.3m3/sec (285,120m3/day) will be mostly used for the irrigation and maintenance of the Ciujung river (with the total of 4.0m3/sec). Then, the conveyance amount for the second phase is planned at 12.4m3/sec (1,071,360m3/day), by subtracting 0.7m3/sec (60,480m3/day) for flow maintenance of the Ciujung river and 1.5m3/sec (129,600m3/day) for the Petir WTP from the Karian dam’s total supply capacity of 14.6m3/sec (1,261,440m3/day). The planned conveyance amount by area and phase is shown in <Table 5.7>. <Table 5.7> Planned conveyance amount by area and phase (Unit: m3/s) Region Service area Total Karian dam PK dam Remarks Phase 1 Phase 2 Phase 2 Total 12.4 100% 6.55 2.55 3.3 Subtotal 8.0 64.5% 3.15 2.55 2.3 Tangerang 3.6 29.0% 1.15 1.15 1.3 regency South Banten Tangerang 1.8 14.5% 0.65 province 0.65 0.5 city Tangerang 2.0 16.1% 0.75 0.75 0.5 city Lebak 0.6 4.9% 0.6 - - regency West Bogor 0.2 1.6% 0.2 - - Java regency Jakarta West 4.2 33.9% 3.2 - 1.0 Jakarta * Of the planned conveyance amount for the first phase (6.55 m3/sec), the construction will be done only for the amount to be supplied to the Serpong WTP for the first phase (4.6m3/sec). 5-8

Chapter 5. Conveyance System Planning This project is to develop a conveyance pipeline that provides raw water to five water treatment plants. The conveyance amount is planned according to each phase, at 6.55m3/sec (565,920m3/day) for the first phase and 5.85m3/sec (505,440m3/day) for the second phase. The conveyance amount by water treatment plant and phase is shown in <Table 5.8>. <Table 5.8> Planned conveyance amount by WTP and phase Water allocation plan WTP Total Phase 1 Phase 2 m3/sec m3/day m3/sec m3/day m3/sec m3/day Total 12.4 1,071,360 6.55 565,920 5.85 505,440 Rangkas Bitung 0.4 34,560 0.4 34,560 - - Maja 0.2 17,280 0.2 17,280 - - Solear 3.6 311,040 1.15 99,360 2.45 211,778 Parung Panjang 0.2 17,280 0.2 17,280 - - Serpong 8.0 691,200 4.6 397,440 3.4 293,760 * Upon completion of the Pasir Kopo dam, the expanded supply capacity of 3.3m3/sec is considered in the water allocation plan for the second phase. ** Of the planned conveyance amount for the first phase (6.55 m3/sec), the construction will be done only for the amount to be supplied to the Serpong WTP for the first phase (4.6m3/sec). 5.2.2 Pump plan for a phased conveyance The number of pumps is decided by considering the amount of water to be conveyed in each phase as well as stand-by pumps for potential breakdown or checkup. In general, the more the discharge amount of the pump, the higher efficiency the pump gets. The more efficient pumps mean reduced operation costs and initial investment cost for electric equipment and architectural space because a smaller number of pumps is needed. In this feasibility study, considering the initial load flow amount and flow control of a small- scale WTP’s (such as Maja and Parung Panjang WTPs) and responsiveness against flow rate fluctuations, pumps are classified as main pump, regulating pump, and Rangkas Bitung system pump. The capacity and number of pumps are planned as in <Table 5.9>. 5-9

Feasibility Study for Karian – Serpong Raw Water Conveyance System (KSCS), Indonesia <Table 5.9> Flowrate and number of booster pumps Base Phase Conveyance Pump flowrate and number of units POLA amount KSCS Operation 1.0m3/sec.unit x 6 units + 0.5m3/sec.unit x 1 unit = 6.5m3/sec 6.15m3/sec Standby 1.0m3/sec.unit x 1 unit + 0.5m3/sec.unit x 1 unit = 1.5m3/sec Phase 1 (6.55m3/sec) 0.40m3/sec.unit x 1unit = 0.4m3/sec 0.40m3/sec.unit x 1unit = 0.4m3/sec Rangkas Bitung Operation 0.4m3/sec Standby Phase 2 5.85m3/sec Operation 1.0m3/sec.unit x 5unit (5.85m3/sec) Standby + 0.5m3/sec.unit x 1unit = 5.5m3/sec 1.0m3/sec.unit x 1 unit Operation + 0.5m3/sec.unit x 1unit = 1.5m3/sec Total 12.0m3/sec Standby 1.0m3/sec.unit x 11unit (12.4m3/sec) + 0.5m3/sec.unit x 2units = 12m3/sec 1.0m3/sec.unit x 2units Rangkas Bitung Operation + 0.5m3/sec.unit x 2units = 3m3/sec 0.4m3/sec Standby 0.40m3/sec.unit x 1unit = 0.4m3/sec Phase 1 4.6m3/sec Operation 0.40m3/sec.unit x 1unit = 0.4m3/sec (4.6m3/sec) Standby 1.0m3/sec.unit x 5 units Operation + 0.5m3/sec.unit x 1 unit = 5.5m3/sec 1.0m3/sec.unit x 2 unit Final 12.0m3/sec Standby + 0.5m3/sec.unit x 1 unit = 2.5m3/sec (12.4m3/sec) 1.0m3/sec.unit x 11unit Rangkas Bitung Operation + 0.5m3/sec.unit x 2units = 12m3/sec 0.4m3/sec Standby 1.0m3/sec.unit x 2units + 0.5m3/sec.unit x 2units = 3m3/sec 0.40m3/sec.unit x 1unit = 0.4m3/sec 0.40m3/sec.unit x 1unit = 0.4m3/sec For a stable conveyance, the pump equipment is planned with a system that is reliable and stable, satisfies the planned amount and water pressure, and includes pipelines. The number of units that meet the planned conveyance amount by phase, discharge flowrate, head, and rated power for a booster pump is decided as shown in <Table 5.10>. 5-10

Chapter 5. Conveyance System Planning <Table 5.10> Types and specifications of a booster pump Classification Main pump Regulating pump Rangkas Bitung System Type Double suction volute Double suction volute Double suction volute Flowrate pump pump pump 60m3/min (1.0m3/sec) 30m3/min (0.5m3/sec) 24m3/min (0.4m3/sec) Head 50m 50m 52m Rated power 700kW 350kW 320kW No. Phase1 7 (including 1 standby) 2 (including 1 standby) 2 (including 1 standby) of Phase1 6 (including 1 standby) 2 (including 1 standby) - units Total 13 (including 2 standbys) 4 (including 2 standbys) 2 (including 1 standby) According to the existing report for basic design and PPP basic plan on Karian – Serpong water conveyance and supply system (2014 report), five units of high head pumps (86mH x 1,500kw), five units of low head pumps (47mH x 750kw), and two units of Rangkas Bitung System pumps (375kw) were planned, but the specifications of these pumps were not specified. Given the insufficient information about the flowrate and units of pumps, it is difficult to make a precise judgment. But one thing is clear. A combined operation with high and low head pumps in the single pipeline, as proposed in the 2014 report, is deemed impossible. Installing the least number of large capacity pumps may save some space in the pump station, however, little room for flow control reduces the responsiveness against fluctuations in flowrate. Hence, a large number of units of pumps with the same head are planned in this feasibility study to effectively respond to demand changes. 5.2.3 Pump Station Layout Plan (1) Pump station layout plan Raw water moves from the intake tower installed in the Karian dam to the pump station through the conveyance tunnel. The pump station pumps and distributes raw water to each water treatment plant through the conveyance pipelines. The layout plan of the pump station is shown in <Figure 5.3>. 5-11

Feasibility Study for Karian – Serpong Raw Water Conveyance System (KSCS), Indonesia <Figure 5.3> Pump station layout plan 2) Review of pump station plan proposed in the 2015 report The 2015 report on Master Planning of Karian – Serpong Conveyance System and Water Treatment Plant PPP is as follows: The booster pumping station consists of ten axially split volute pumps in total, five high pressure pumps for pumping from the Serpong WTP to the Parung Panjang WTP and additional five low pressure pumps for pumping to the Solear WTP. The facility planning is as follows: • Serpong and Parung Panjang WTPs’ pumping capacity: 6m3/s • Solear WTP’s pumping capacity: 2.3m3/s • One suction pipe, one transmission pipe, and one appurtenance • One crane It is difficult to make an estimation since the specifications of pumps are not specified in the design drawing. Estimations based on floor plan and design descriptions of electric work are as follows: • High head pump: 1.5m3/sec (90m3/min) x 86mH × 1,500kW × 5 units • Low head pump: 0.575m3/sec (34.5m3/min) x 47mH × 750 kW × 5 units • Rangkas Bitung system pump (flowrate and head not available, 375 kW × 2 units) The layout plan of the pumping station, the incoming and discharging pipelines proposed in the said report are shown in <Figure 5.4> and <Figure 5.5>, respectively, but there are some doubts whether the planned pumping station would actually work. 5-12

Chapter 5. Conveyance System Planning <Figure 5.4> Previously planned layout of pump station (2015 report) <Figure 5.5> Previously planned incoming and discharging pipelines of pump station (2015 report) ① the future plan for the expansion of the conveyance amount was not established. The current total amount of 8.3m3/sec (excluding Rangkas Bitung System conveyance amount of 0.4m3/sec), which combines 6.0m3/sec of the high head pump and 2.3m3/sec 5-13

Feasibility Study for Karian – Serpong Raw Water Conveyance System (KSCS), Indonesia of the low head pump, needs to be increased to 12.0m3/sec for phase 2. ② the conveyance pipelines for both high and low head pumps are 2,000mm in diameter. This means the gap in the conveyance amount between the high head pump with 6.0m3/sec and low head pump with 2.3m3/sec was not considered. ③ the heads for the high (87m) and low (47m) pumps were calculated too high. It needs a pressure reducing device to reduce the residual head of the WTP inlet. ④ interconnecting the conveyance pipelines does not mean anything since it is impossible to operate high and low head pumps together in the single conveyance system. ⑤ the flowrate of the high head pump is 1.5m3/sec (129,600m3/day), which is quite a large volume. However, with no regulating pump planned, it is difficult to respond to small changes in conveyance amount of the small-scale WTP connected by the branch pipeline. Therefore, the design previously proposed in the 2014 PPP report has been revised to enable a stable conveyance and to establish a system that controls flowrate efficiently. 5.2.4 Conveyance system plan by phase The conveyance system is planned according to the project’s target year (by 2021 for the first phase and by 2031 for the second phase.) The first pipeline of the main conveyance pipeline with a diameter of 2,000mm and a length of 47.9km is planned to provide raw water of 6.55m3/sec (565,920m3/day) to five water treatment plants (Rangkas Bitung, Maja, Solear, Parung Panjang, and Serpong.) The second pipeline of the main conveyance pipeline with a diameter of 1,800mm to 2,000mm and a length of 47.9km is planned to provide raw water of 5.85m3/sec to two water treatment plants (Solear and Serpong). The conveyance system plan by phase is shown in <Table 5.11>. <Table 5.11> Conveyance system plan by phase Classification Target Main pipeline Branch pipeline Phase 1 year ∙ 1st conveyance line: 47.9km - 2021 - D2,000mm, L=47.9km ∙Branch conveyance pipeline: Phase 2 2031 ∙ 2nd conveyance line: 47.9km 19.31km - D2,000mm, L=36.0km - D1,800mm, L=11.9km - D1,350mm, L=4.75km (Solear) - D600mm, L=8.56km (Rangkas Bitung) - D600mm, L=4.80km (Parung Panjang) - D350mm, L=1.20km (Maja) 5-14

Chapter 5. Conveyance System Planning <Figure 5.6> Conveyance system plan by phase 5-15

Feasibility Study for Karian – Serpong Raw Water Conveyance System (KSCS), Indonesia All pipelines branched to each water treatment plant are planned to supply water both in phase 1 and 2. In addition, to supply water without interruption even in an emergency, the single hydraulic system with the dual line is planned by installing an interconnection between the first and second pipelines of the main conveyance pipeline. The conveyance system plan by phase is as described in <Figure 5.6>. 5.2.5 Flowrate control method The operation of pumps is generally controlled by measuring values of flowrate, pressure, and water levels or by regulating the discharging amount. In this feasibility study, the pumps are basically operated by receiving values indicated on the flowmeter installed in the main and branch pipelines of the conveyance system. Such values are regulated by the water intake valve (work scope of a PPP project provider) depending on the raw water demand of each water treatment plant. In order to adjust the conveyance amount when raw water becomes scarce during drought season, the pump will also receive water level values measured on the level meter of the intake tower. Methods for flow control include a fixed flowrate control and flowrate program control, and the optimal method will be determined in the working design. ① Fixed flowrate control The target value of flowrate is preset and then compared with the values measured on the flowmeter in the conveyance pipelines. The difference between the target value and the measured one becomes the amount to be regulated so as to make the discharging amount come near to the target value. ② Flow rate program control The target value of flowrate is set every hour. The control system is similar to the fixed flow rate control method. The values measured on the flowmeter of the conveyance pipelines are fed back to and compared with the programmed target value. The system is regulated by closing a gap between the programmed value and the measured one. Flow control methods include ① controlling the number of pumps in operation, ② controlling the operation time of pumps, ③ controlling the revolution speed of pumps, ④ controlling the opening rate of valves, and ⑤ replacing the impeller. The flow control in this feasibility study is planned as follows: (1) Controlling the number of pumps in operation For an easier flow control of the demand for raw water by each water treatment plant, seven main pumps (including one standby) and two regulating pumps (including one standby) are planned for the first phase. As for Rangkas Bitung water treatment plant where there is relatively no change in the flow rate and head, two booster pumps (including one standby) are 5-16

Chapter 5. Conveyance System Planning planned whether it be the main pump or regulating pump. The number of pumps is decided depending on the flow load of each water treatment plant. (2) Controlling the operation time of pumps Controlling the number of pumps is insufficient to control the flow of raw water demand. For a more effective flow control, the operation time of pumps is controlled. (3) Controlling the opening rate of valves The flow load and head at each water treatment plant are bound to fluctuate, so the distribution of flow rate and head is regulated by controlling the opening rate of the discharging valves in the pumps, regulating valves in the main conveyance pipelines, branch valves in each water treatment plant, and intake valves in the receiving well. (4) Replacing the impeller In the beginning of the operation of the conveyance system and water treatment plant, the demand is low. So, there is little friction loss in the conveyance pipelines and the required head is low. Therefore, in this feasibility study, 60% to 84% of the initial flow load is to be operated by the low head impeller with 32mH while more than 85% of the load flow is to be operated by the high head impeller with 50mH. When the flow rates for phase 1 and 2 reach the planned levels and the construction of the conveyance system is completed, all pumps are to be interconnected with pipelines and be replaced with the impeller with 32mH. 5.2.6 Automation and remote operation The conveyance system is a facility that supplies raw water obtained from the intake tower to water treatment plants, consisting of conveyance pipelines and pumping station. It is natural that the operation of the conveyance system depends on the intake facility’s supply and the WTP’s demand for raw water. Hence, the system must be operated with a close relation with the water levels and the rate of inflow. In this feasibility study, the integrated control room, which will be located in the booster pumping station, is basically designed to control the operation of pumps by receiving values indicated on the flowmeter installed in the main and branch pipelines of the conveyance system. Such values are regulated by the water intake valve (work scope of a PPP project provider) depending on the raw water demand of each water treatment plant. In order to adjust the conveyance amount when raw water becomes scarce during drought season, the control room will also receive water level values measured on the level meter of the intake tower. 5-17

Feasibility Study for Karian – Serpong Raw Water Conveyance System (KSCS), Indonesia <Figure 5.7> Installation location of measuring instruments and operation control However, the total conveyance amount is controlled in the conveyance system by the method that regulates the operation of pumps. The flow of water treatment plants will not be controlled in the conveyance system since the conveyance pipelines are distant from the control room, which makes a daily inspection difficult. All valves are planned as a manual type since the power lead-in is not easy even if motor operated valves are installed. Still, each water treatment plant can control the inflow rate if intake valves (work scope of a WTP PPP project provider) in the receiving well are a motor operated type. The installation location of measuring instruments and operation control is shown in <Figure 5.7>. Control equipment for automation and remote operation consists of monitoring equipment that sends all measured values and operation or failure status of the pump to the operator, data transmission device, data recording and storage device, and control equipment that either automatically or manually controls operation. Given that the control room is distant from flowmeters scattered across conveyance pipelines and intake tower, a wireless communication network through which values measured by flowmeters are transmitted to the control room is planned. 5-18

Chapter 5. Conveyance System Planning 5.3 Design Criteria 5.3.1 Basic direction Design factors and criteria corresponding to all kinds of design elements for this project are determined and their related standards are presented so that this project can be implemented in an efficient and consistent manner. Based on the daily maximum amount of water supply, the capacity of the water supply facility is determined by considering water loss in each phase of the water supply system. <Table 5.12> Capacity of the planned facility Demand (m3/sec) Classification Total Phase 1 Phase 2 m3/sec m3/day m3/sec m3/day m3/sec m3/day Total 12.4 1,071,360 6.55 565,920 5.85 505,440 Rangkas Bitung 0.4 34,560 0.4 34,560 - - Maja 0.2 17,280 0.2 17,280 - - Solear 3.6 311,040 1.15 99,360 2.45 211,680 Parung Panjang 0.2 17,280 0.2 17,280 - - Serpong 8.0 691,200 4.6 397,440 3.4 293,760 * the additional capacity of 3.3m3/sec (285,120m3/day) is reflected in case where the construction of the Pasir Kopo dam is completed. ** Of the planned conveyance amount for the first phase (6.55 m3/sec), the construction will be done only for the amount to be supplied to the Serpong WTP for the first phase (4.6m3/sec). The daily maximum amount of water demand is determined based on the water demand by region as well as the Indonesian government’s water resources supply plan (POLA). The maximum amount of water demand in the second phase is planned on the condition that the construction of the Pasir Kopo Dam is completed. The capacity of the planned facility is shown in <Table 5.12>. 5.3.2 Water quality criteria As shown in <Table 5.13>, water quality standards in Indonesia are generally lax compared to those in Korea, with the maximum permissible concentration set at relatively high levels. It is notable that the total coliform count criteria are quite generous. 5-19

Feasibility Study for Karian – Serpong Raw Water Conveyance System (KSCS), Indonesia <Table 5.13> Water quality criteria Quality pH BOD COD DO TSS NO2 First grade 10mg/L 10mg/L 6mg/L 25mg/L 25mg/L 4mg/L Second 6~9 50mg/L 0.05mg/L grade NO3 NH3 PO4 Indonesia 10mg/L 0.05mg/L 0.2mg/L Quality C. coli T. coli First grade 100cell/100ml 1,000cell/100ml Second 1,000cell/100ml 5,000cell/100ml grade Quality pH COD DO SS T. coli Korea First grade 1mg/L 7.5mg/L 3mg/L 5mg/L Second 6~8.5 25mg/L 50MPN/100ml grade * Source: Ministry of Environment 2004, Indonesia Indonesia’s water pollution control law was first legislated in accordance with the Government Regulation No.20 of 1990. This law classifies environmental standards for water quality into four different categories (A, B, C, and D) according to the uses of water. • Type A: water that can be used for drinking water without treatment • Type B: water source that is appropriate for drinking water • Type C: water that can be used for aquaculture or livestock industry • Type D: water for agricultural use, small-scale industrial use, and hydroelectric power plant Indonesia’s environmental standards for water quality are shown in <Table 5.14>. <Table 5.14> Environmental standards for water quality in Indonesia Measurement item Unit Type A Type B Type C Type D 1. Physical properties - Odorless --- 1. Odor mg/L 2. Dissolved substance NTU 1,000 1,000 1,000 2,000 3. Turbidity 4. Taste - 5 - - - ℃ tasteless - - - 5. Temperature Room Actual Actual Actual TCU water temp. water temp. water temp. 6. Chromaticity mho/cm temp. - - - 7. Electrostatic precipitation 15 2. Chemical properties a. Inorganic substances - 5-20

Chapter 5. Conveyance System Planning Measurement item Unit Type A Type B Type C Type D 1. Hg mg/L 0.001 0.001 0.002 0.005 2. Al mg/L 0.2 - - - 3. Free NH3 mg/L - 0.5 - 4. As mg/L 0.05 0.02 1 5. Ba mg/L 1.0 0.05 1 - 6. Fe mg/L 0.3 1 - - 7. F mg/L 0.5 5 - - 8. B mg/L - 1.5 1.5 - 9. Cd mg/L - - 10. CaCO3 mg/L 0.005 0.01 11. Cl mg/L 500 0.01 0.01 - 12. Free Cl mg/L 250 - - - 13. Co mg/L - - 14. Cr6+ mg/L - 600 0.2 15. Mn mg/L - - 0.003 1 16. Na mg/L 0.05 - - 2 17. Alkali salt mg/L 0.1 - 18. Ni mg/L 200 0.05 0.05 60 19. Nitrate nitrogen mg/L - 0.5 - 0.5 20. Nitrite nitrogen mg/L - - - - 21. Ag mg/L 10 - - - 22. DO mg/L 10 - - - 23. pH 0.05 10 - 24. Se - - 1 (5-9) 25. Zn mg/L (6.5-8.5) - 0.06 0.05 26. CN mg/L 0.01 (>6) - 27. Sulfate mg/L 5 (5-9) 2 28. Hydrogen sulfide mg/L 0.1 0.01 (>3) - 29. Sodium absorption rate mg/L 400 5 (6-9) - 30. Cu mg/L 0.05 0.1 0.05 - 31. Lead (Pb) mg/L - 400 0.02 18 mg/L 1.0 8780.1 0.02 0.2 32. Sodium Carbonate 0.05 - 1 Residual mg/L 1 - - 0.1 0.002 1.25-2.50 b. Organic substances mg/L 1. Aldrin, dieldrin mg/L - - 2. Benzene mg/L 0.02 3. BHC mg/L 0.03 4. Benzo(a) Pyrene mg/L 5. Chloroform extracts mg/L - 6. Chlordane mg/L 7. Chloroform mg/L 0.007 0.007 -- 8. 2-4 D 0.01 - -- - 0.21 - - - -- 0.00001 0.5 -- -- - 0.003 -- 0.003 - -- 0.03 - 0.1 5-21

Feasibility Study for Karian – Serpong Raw Water Conveyance System (KSCS), Indonesia Measurement item Unit Type A Type B Type C Type D 0.03 0.042 0.002 - 9. DDT mg/L 0.5 - 10. Surfactant mg/L 0.01 - - - 11. 1.2-dichloroethane mg/L 0.0003 - - - 12. 1.1-dichloroethane mg/L - - - - 13. Endrin mg/L 0.001 0.004 0.03 - 14. Heptachlor, Heptachlor mg/L 0.018 - epoxide 0.00001 - mg/L 0.004 - - - 15. Hexachlorophenol mg/L 0.04 0.056 - - 16. Lindane mg/L 0.035 - - 17. Methoxychlor mg/L - 0.5 0.2 - 18. Methyl blue activators mg/L - 1 19. Oil nil - mg/L - 0.1 20. Organic phosphate 0.1 - Carbonate mg/L 0.01 - - mg/L - - 0.002 - 21. Pentachlorophenol mg/L 0.1 0.002 - 22. Phenol mg/L - 23. Total insecticide 0.01 - - - 24. 2.4.6-trichlorophenol - 10 - - 25. Organic substance mg/L - - (KMnO4) 0 - 3 2,000 - 0.1 3. Microbes 10,000 1.0 0.1 0.1 1. Fecal coliform /100ml 1.0 0.1 1.0 1.0 2. Total coliform /100ml 4. Radioactive substances 1. Total alpha rays Bq/L 2. Total beta rays Bq/L * Source: http://law.nus.edu.sg/apcel/ Properly treated drinking water has a turbidity of less than 0.5NTU, a total hardness of less than 300mg/L, and iron of less than 0.3mg/L. On the other hand, treated drinking water in Indonesia has a turbidity of less than 5NTU with markedly lax standards for drinking water. Standards for drinking water quality are compared among Indonesia (Type A), Korea, World Health Organization (WHO), and American Water Works Association (AWWA) as shown in <Table 5.15>. 5-22

Chapter 5. Conveyance System Planning <Table 5.15> Standards for drinking water quality Classification Indonesia Korea AWWA Unit WHO 6.5 - 8.5 Type A - - pH - 6.5 - 8.5 6.5 - 8.5 5.8 - 8.5 - 5 Turbidity NTU 5 5 0.5 0.05 Total Hardness mg/L - 500 300 10 250 Dissolved Oxygen mg/L - 6 - 250 0.05 Iron mg/L 0.3 1.0 0.3 0.1 0.015 Manganese mg/L 0.1 0.5 0.05 0.005 - Nitrates mg/L 10 10 10 - 1.0 Sulphate mg/L 400 400 200 Chloride mg/L 250 250 250 Arsenic mg/L 0.05 0.01 0.05 Chromium mg/L - 0.05 0.05 Lead mg/L 0.05 0.01 0.01 Cadmium mg/L 0.005 0.003 0.005 PO4-P mg/L - 6 - 0.5 NH3-N mg/L - 1.5 1.0 Copper mg/L 1.0 1.0 Note) WHO: WHO Drinking Water Quality (WHO, 2003) AWWA: American Water Works Association 5.3.3 Hydraulic calculation criteria (1) Flow velocity in the pipeline In determining the diameter of a pipe, the conveyance pipeline must be based on the daily maximum amount of water demand. The flow velocity inside the pipe must be less than 3.0m/s so that the pipe does not wear down by the flow velocity. At the same time, it must be more than 0.3m/s to prevent sedimentation of sand particles. 5-23

Feasibility Study for Karian – Serpong Raw Water Conveyance System (KSCS), Indonesia (2) Hydraulic formula Criteria for hydraulic formula are divided into an open channel and a pipe channel, with detailed standards shown as follows. <Table 5.16> Hydraulic formula Classification Name Formula Open channel Manning formula V= 1 × R(23) × I(12) n Hazen-Williams formula I = 10.666 × C(−1.85) × D(−4.87) × Q1.85 Pipe channel L V2 Darcy-Weisbach formula h = f × D × 2g (3) Friction head loss The Hazen-Williams formula is an empirical formula used to calculate the friction head loss of long-distance pressure pipeline. Developed in the United States, this easy-to use formula is widely used across the states. The conveyance pipelines in this project correspond to the long-distance pressure pipeline, so the Hazen-Williams formula is applied. Hazen-Williams formula is as follows: hf = 10.666 × C−1.85 × D−4.87 × Q1.85 × L V = 0.35464 × C × D0.63 × I0.54 Here, hf : friction head loss (m) V : average flow velocity (m/sec) C : velocity coefficient D : diameter (m) Q : flow (m3/sec) L : pipeline length (m) I : hydraulic gradient (hf/L) (4) Velocity coefficient The velocity coefficient of the buried pipeline varies according to the roughness inside the pipe, bend of the pipe, number of branches, and commissioning years. In this project, the coefficient is determined as shown in <Table 5.17> by considering facility standards in Korea and other countries, and the adequacy of the project. 5-24

Chapter 5. Conveyance System Planning <Table 5.17> Comparison of velocity coefficient (C) Diameter(mm) KWWA JWWA AWWA Application (Korea) (Japan) (U.S.) 100 110 Less than 110~120 130 145 120 D500mm 110~120 (minor loss not 145 110~120 146 D600~D900mm included) More than 130 D1,000mm (minor loss not included) 130 (minor loss not included) 5.3.4 Pipeline design criteria (1) Criteria for cover depth Considering surface load, the minimum cover depth of the pipe is planned to be 120cm for the pipe with the diameter of less than 900mm. The minimum cover depth is planned to be 150cm for the pipe with the diameter of more than 1,000mm. <Table 5.18> Criteria for depth of cover Classification Minimum depth of cover Less than D900mm 120cm More than D1,000mm More than the diameter (provided, at least 150cm) (2) Standard cross-section of pipeline construction The pipeline construction is determined by considering the location of the pipes to be constructed, the minimum depth of cover, and gradient of bed excavation, the standard cross- section of pipeline construction is shown in <Figure 5.8>. 5-25

Feasibility Study for Karian – Serpong Raw Water Conveyance System (KSCS), Indonesia <Figure 5.8> Standard cross-section of pipeline construction (3) Installation of valves For a smooth flow and maintenance of the pipelines, valve rooms are installed at each point in case of accidents. The general standards for installation are shown in <Table 5.19>. (4) Water hammer analysis As a standard for judgment in water hammer analysis, the maximum permissible value of over pressure is 10kg/cm2, the rated allowable pressure of pumps, valves, and steel pipes. Theoretically, water column separation takes place when the maximum negative pressure reaches (-)10m, but considering calculation error, it is set at (-)7m, the same level as recommended by KWWA. 5-26

Chapter 5. Conveyance System Planning <Table 5.19> Design criteria for installation of valves Classification Location of installation Purpose Block valve • starting and end points of the • to open/close the pipe when conveyance pipeline, branch regulating water pressure inside points, connecting pipes, blow the pipe, renovating/repairing, off pipes, inverted siphons, cleaning, and branch construction bridges, railroad crossing of water pipe sections • install every 1~3km • relatively higher points along the • to remove or add air in the pipe Air valve pipeline, front of the air valve on when draining or flowing water the upper side • curved points of the pipeline with • to discharge water or earth/sand a nearby river or drain in case of emergency or cleaning Drain valve • at least one in between block • to install draining pipes and blow valves off valves (5) Joint welding of steel pipes In welding the joints of steel pipes in a construction site, a beveled butt weld method is used to connect steel pipes with the diameter of less than 500mm whereas a lap weld method is applied to steel pipes with the diameter of 600mm and more. As it will be difficult to hire skilled welders in Indonesia, an automatic welding device is to be used, which will contribute to maintaining the quality of welding. To identify defects in the welded joints, a Radiography (RT), one of the most commonly used nondestructive tests is adopted. (6) Corrosion prevention of steel pipes To avoid corrosion, the inner surface of a steel pipe that contacts raw water is painted with the epoxy resin that does not do harm to humans. Nevertheless, painting itself cannot provide 100 percent protection against corrosion. By applying painting and cathodic protection methods together, it is possible to obtain a complete immunity from corrosion. Among cathodic protection methods, the impressed current cathodic protection will be applied in a place where an external power supply is available in the vicinity, otherwise, the sacrificial anode cathodic protection will be applied. 5-27

Feasibility Study for Karian – Serpong Raw Water Conveyance System (KSCS), Indonesia 5.4 Conveyance pipeline 5.4.1 Pipeline route The route of the conveyance pipeline is planned by considering the following factors. • Connectivity with the planned facilities • Stable geological features that will save costs for the groundwork and withstand for a long period of time. • To minimize the extension of pipelines, water pressure loss, the use of bent pipes • To minimize land and agricultural compensation • To minimize road, river, railroad crossing sections Considering that the conveyance pipeline will be installed as a two-line system in the future, the route is planned to be the one that can secure the pipeline construction site and to be in a straight line. The planned conveyance pipeline and the planned route are shown in <Table 5.20> and <Figure 5.9> respectively. It is basically better to plan a route along the existing road. However, for this project, the pipeline is planned to be constructed in the farmland or ground. This is because the roads in the project area are narrow and there are many residential and commercial areas, which leads to a greater amount of compensation. The planned route reduced the number of river-, railroad-, and road-crossing sections as well. <Figure 5.9> Planned route of the conveyance pipeline 5-28

Chapter 5. Conveyance System Planning <Table 5.20> Conveyance pipeline plan Section Phase 1 Phase 2 Remarks ① Pump - Serpong Dia.(mm) Length (m) Dia.(mm) Length (m) ② Rangkas Bitung 2,000 47,925 2,000 36,024 Main ③ Maja 1,800 11,901 ④ Solear ⑤ Parung Panjang - - 600 8,560 Branch - - 350 1,200 Branch - - 1,350 4,750 Branch - - 600 4,800 Branch 5.4.2 Hydraulic calculation (1) Overview Hydraulic calculation aims to secure water supply function of the pipelines and obtain hydraulic stability by examining the cross-section of the pipelines, auxiliary facilities, and control methods. To this end, the size of the facility including the diameter of a pipe and valve, and pump head is determined. (2) Hydraulic distribution Considering topographical conditions and elevation of the service area, the hydraulic gradient that meets the required head at each point of the pipeline is planned so that it can transmit the daily maximum amount of water supply. The distribution of head is carried out to decide an economical diameter, and the principles for the head distribution are as follows: • The flow velocity must be planned pursuant to the velocity standards by diameter • If the diameter is to be reduced, it must be the large diameter in the upstream which needs to be reduced. • If the diameter is to be increased, it must be the small diameter in the downstream which needs to be increased. (3) Discharge cross-sectional area (cross-sectional area of flow) The hydraulic gradient is ensured to meet the required water level from the branch point to each water treatment plant and to increase the flow velocity within the range of the allowable velocity according to diameter so that the discharge cross-sectional area becomes economical. (4) Required head for WTP As shown in <Table 5.21>, the required head for water treatment plants is calculated by adding 2.0m of head needed for water treatment facility to the required head for the conveyance pipeline. 5-29

Feasibility Study for Karian – Serpong Raw Water Conveyance System (KSCS), Indonesia <Table 5.21> Required head for WTP Classification Serpong Rangkas Maja Solear Parung Bitung Panjang Overview Conveyance Pressurize at Branched at Branched at Branched at Location pipeline booster Sta.14+253 Sta.18+582 Sta.30+334 pumping Sta.74+925 station - South Lebak regency Tangerang Bogor regency Tangerang city Rangkas regency Parung Panjang Serpong Bitung district Cisoka district district district Planned daily 8.0m3/sec 0.4m3/sec 0.2m3/sec 3.6m3/sec 0.2m3/sec maximum water supply Elevation 50.8m 72.1m 46.0m 46.0m 58.3m 47,925m 8,560m 1,200m 4,750m 4,800m Pipeline length (5) Results of hydraulic calculation Water levels at the Karian dam vary greatly from (+)67.5m in high water level to (+)46.0m in low water level, with the difference of 23.5m. Theoretically, hydraulic should be calculated based on the low water level, the worst-case scenario; however, doing this makes the required pump head too high, leading to an excessive residual head even in normal operation. Therefore, the hydraulic for this project is calculated based on the mean water level of (+)56.43m and the extreme values such as H.W.L and L.W.L are planned to be adjusted within the range of a natural pump operating line. In the worst case, it is possible to operate a pump by controlling the rpm but the cost of installing such a facility is too high. Instead, the high head impeller is planned so that it can replace the low head impeller, if necessary. The hydraulic calculation reflected the conveyance tunnel before the pumping station and the inflow pipeline. The hydraulic calculation for the first phase is carried out for the single line pipeline with the diameter of 2,000mm reaching to Serpong. The hydraulic calculation for the second phase is divided into two cases – case 1 and case 2. Case 1 means the single line operation of the dual pipeline with the diameter ranging from 1,800m to 2,000m. Case 2 is the interconnected operation of the first and second phase pipelines. Through the hydraulic calculation, the appropriate pipe diameter and head are determined and the optimum conditions for operation will be given after the construction of the second phase is completed. 5-30

Chapter 5. Conveyance System Planning <Figure 5.10> Water supply hydraulic system diagram ① Hydraulic calculation for phase 1 In phase 1, water is pumped with a head of 50m at the booster pumping station and supplied to five water treatment plants. The hydraulic calculation shows the Serpong, Rangkas Bitung, and Parung Panjang WTPs have a stable supply of water with the residual head of between 1.60m and 4.22m. In contrast, the Maja and Solear WTPs have relatively high levels of the residual head between 17.38m and 30.72m, which requires a pressure-reducing valve. The result of the hydraulic calculation for phase 1 is shown in <Table 5.22> and the hydraulic gradient for phase 1 is shown in <Figure 5.11>. ② Hydraulic calculation for phase 2 - Case 1 (Single operation of the phase 2 pipeline) The hydraulic calculation for the single operation in the second phase is made based upon the condition in which the pipelines are not connected to the first phase pipeline and the flow rate of 5.85m3/sec is supplied through the second phase pipeline only. For the single operation in the second phase, water is to be pumped with the pump head of 50m at the booster pumping station and supplied to the Serpong and Solear WTPs. The calculation result shows the Serpong WTP has a stable supply of water with the residual head of 9.42m whereas the Solear WTP has a relatively high level of the residual head at 16.89m, which requires to use a pressure-reducing valve installed in the first phase. The results of the hydraulic calculation for the second phase is shown in <Table 5.23> and the hydraulic gradient is shown in <Figure 5.12>. 5-31

Feasibility Study for Karian – Serpong Raw Water Conveyance System (K <Table 5.22> Hydraulic c No. Measuring point Length Ground Design Velocity D (m) level (m) coefficient flowrate (m3/s) 1 Karian dam 2 Conveyance tunnel 1,329 6.55 120 6.55 120 3 Inflow pipeline 110 6.15 120 6.15 120 4 Sta.00+000 - 45.9 6.15 120 5.95 120 5 Sta.01+292 1,292 68.8 4.80 120 4.60 120 6 Main line Sta.14+253 12,961 52.9 0.40 110 7 (1st line) Sta.18+582 4,329 47.1 0.40 110 0.20 100 8 Sta.30+334 11,752 29.3 1.15 120 0.20 110 9 Sta.47+925 17,591 50.8 10 Rangkas Sta.00+000 - 45.9 11 Bitung Sta.08+560 8.560 72.1 12 Maja 1,200 46.0 13 Solear 4,750 46.0 14 Parung Panjang 4,800 58.3 5-32

KSCS), Indonesia calculation for phase 1 Design Head Hydraulic Residual Remarks Diameter flow loss head head M.W.L (m) (m) (m) (m) speed (m/s) 56.430 4.00 0.521 0.076 56.354 3.20 0.814 0.019 56.335 2.00 1.958 - 106.335 60.435 Pressureize 50m 2.00 1.958 1.925 104.41 35.66 2.00 1.958 19.26 85.15 32.25 Maja branch 2.00 1.894 6.05 79.10 32.00 Solear branch 2.00 1.528 11.04 68.06 38.76 2.00 1.464 15.260 52.80 2.00 Parung Panjang branch Serpong end point 0.60 1.415 - 408.335 62.435 Pressurize 52m 0.60 1.415 33.738 74.597 2.497 0.35 2.079 21.601 63.79 17.79 Install PRV 1.35 0.803 2.167 76.96 30.95 0.60 0.707 5.248 62.88 4.58 2

<Figure 5.11> Hydraulic 5-33

Chapter 5. Conveyance System Planning c gradient for phase 1 3

Feasibility Study for Karian – Serpong Raw Water Conveyance System (K <Table 5.23> Hydraulic calcu No. Measuring point Length Ground Design Velocity D (m) level (m) coefficient flowrate (m3/s) 1 Karian dam 2 Conveyance tunnel 1,329 12.4 120 12.4 120 3 Inflow pipeline 110 5.85 120 5.85 120 4 Sta.00+000 - 45.9 5.85 120 5.85 120 5 Sta.01+292 1,292 68.8 3.40 120 3.40 120 6 Main line Sta.14+253 12,961 52.9 0.40 110 7 (2nd line) Sta.18+582 4,329 47.1 0.40 110 8 Sta.30+334 11,752 29.3 - 120 2.45 9 Sta.47+925 17,591 50.8 - 10 Rangkas Sta.00+000 - 45.9 11 Bitung Sta.08+560 8.560 72.1 12 Maja 1,200 46.0 13 Solear 4,750 46.0 14 Parung Panjang 4,800 58.3 5-34

KSCS), Indonesia ulation for phase 2 (Case 1) Design Head Hydraulic Residual Remarks Diameter flow loss head head (m) (m) (m) (m) speed (m/s) 56.430 M.W.L 4.00 0.987 0.249 56.181 3.20 1.542 0.061 56.120 2.00 1.862 - 106.120 60.22 Pressurize 50m 2.00 1.862 1.75 104.37 35.62 2.00 1.832 17.56 86.81 33.91 2.00 1.862 5.86 80.95 33.85 Solear branch 2.00 1.082 5.83 75.12 45.82 1.80 1.336 14.57 60.55 9.75 Serpong end point 0.60 1.415 - 108.335 62.435 Pressurize 52m 0.60 1.415 33.738 74.597 2.497 1.35 1.712 8.779 72.24 26.24 Install PRV 4