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BASIC DESIGN STUDY REPORTBASIC DESIGN STUDY REPORTBASIC DESIGN STUDY REPORTBASIC DESIGN STUDY REPORT （（（（IMPLEMENTATION REVIEWIMPLEMENTATION REVIEWIMPLEMENTATION REVIEWIMPLEMENTATION REVIEW））））
ONONONON THE PROJECT FOR IMPROVEMENT OF WATER QUALITY THE PROJECT FOR IMPROVEMENT OF WATER QUALITY THE PROJECT FOR IMPROVEMENT OF WATER QUALITY THE PROJECT FOR IMPROVEMENT OF WATER QUALITY
ININININ LOCAL AREAS LOCAL AREAS LOCAL AREAS LOCAL AREAS
ININININ THE REPUBLIC OF THE PHILIPPINESTHE REPUBLIC OF THE PHILIPPINESTHE REPUBLIC OF THE PHILIPPINESTHE REPUBLIC OF THE PHILIPPINES
March March March March ---- 2002 2002 2002 2002
Japan International Cooperation AgencyJapan International Cooperation AgencyJapan International Cooperation AgencyJapan International Cooperation Agency Japan Techno Co., Ltd Japan Techno Co., Ltd Japan Techno Co., Ltd Japan Techno Co., Ltd
GR1GR1GR1GR1
CRCRCRCR(3)(3)(3)(3) 02020202----072072072072
No.
８０％縮小
0 50 100 150 200 km
首都
主要都市
主要道路
その他道路
N
km0 100 200
Basic Design Study for the Project for Improvement of Water Qualityin Local Areas in the Republic of Philippines
Map of Project Area
①
②
③
④
⑤
⑥
⑦
⑧
⑨
Target WD Province
PangasinanPangasinanLagunaCapizCapizIloiloLeyte North Cotabato North Cotabato
BinmaleyLingayenPagsanjanPanitanPontevedraDingle-PototanAbuyogMidsayapKabacan
Target WD
Capital City
Principal City
Main Roads
★ Provincial Boundary
Coastal Line
Other Roads
LUZON
PANAY
PALAWAN
SAMAR
LEYTE
MINDANAO
CELEBES SEA
SULU SEA
MANILA
Batangas
Iloilo
Cebu
Davao
KidapawanZamboanga
SOUTH CHINA SEA
PHILIPPINES SEA
Roxas
CotabatoCity
Tocloban
Legazpi City
Tuguegarao
Dagpan
★
★★
★
★★
★★
★★
③ Pagsanjan
④ Panitan
⑥ Dingle-Pototan
⑤ Pontevedra
⑦ Abuyog
⑧ Midsayap
⑨ Kabacan
① Binmaley
② Lingayen
LIST OF FIGURES
Figure 2 - 1 ICC Endorsement Procedure .........................................…………………… 2 – 16 Figure 2 - 2 System to be constructed -① ...................................................................... 2 – 25 Figure 2 - 3 System to be constructed -② ...................................................................... 2 – 26 Figure 2 - 4 Outline of deferrization and demanganization tests ................................... 2 – 30 Figure 2 - 5 Outline of Color treatment tests ............................................................. 2 – 31 Figure 2 - 6 Flow Diagram ........................………………….............................................. 2 – 35 Figure 2 - 7 Typical Material Balance for Water Treatment Flow ............................ 2 – 44
Figure 2 - 8 Organization for Project Implementation .................................................... 2 – 81 Figure 2 - 9 Flow of Project Implementation Flow ............................................................. 2 – 84
LIST OF TABLES
Table 1 - 1 Water Supply Coverage Targets and
Achievements of Master Plan (1988-2000) .................................................. 1 – 3
Table 1 - 2 Target Coverage Rates in Medium-Term
National Development 5-year Plan (1999-2004) .......................…………… 1 – 3
Table 1 - 3 List of Target WDs in the request time ...................……………………………. 1 – 4 Table 1 - 4 List of Target WDs after Adjustment ................…………………………… 1 – 5 Table 2 - 1 Method of Water Treatment …....................………................................... 2 – 3
Table 2 - 2 Actual Situation of Target WD (2001) ....……………….............................. 2 – 4 Table 2 - 3 Estimation of Population Growth ............................................................... 2 – 7
Table 2 - 4 Estimation of Unaccounted for Water(UFW) ..........……………..............…. 2 – 9
Table 2 - 5 Estimation of Maximum Water Consumption (Supply) in 2010 ................ 2 – 9
Table 2 - 6 Possibility of Development Alternative
Water Sources in Target WDs ............................................ 2 – 10
Table 2 - 7 Daily Maximum Water Supply after the Project ......................…................. 2 – 11
Table 2 - 8 Planned Water Supply in 2010 ............................................................. 2 – 12 Table 2 - 9 Water Quality Analyses Results in Implementation
Study and Targets for Water Treatment .................................. 2 – 13
Table 2 - 10 Existing Facilities List ...................................……........................................ 2 – 18 Table 2 - 11 Specifications List of Existing Water Sources in Each WD ..........……...……. 2 – 21,22 Table 2 - 12 Determination of Well for Target and Continued Use ..……….................. 2 – 28
Table 2 - 13 Details of Raw Water Mains in the 3 Sites .......….................................. 2 – 29
Table 2 - 14 Outline of Filtration Tests for Various Groups of Target Parameters .......... 2 – 32
Table 2 - 15 Hydrate Lime Feeding Rate 1 ..........………............................................... 2 – 38
Table 2 - 16 Sulfuric Acid Feeding Rate ..........…………............................................. 2 – 39
Table 2 - 17 Aluminum Sulfate Feeding Rate ..........…………........................................ 2 – 39
Table 2 – 18 Hydrate Lime Feeding Rate 2 ..........…………........................................ 2 – 39
Table 2 – 19 Chlorine Feeding Rate for Manganese Removal ........................................ 2 – 40 Table 2 – 20 Chlorine Feeding Rate for Manganese and Ammonia Removal .................. 2 – 40 Table 2 – 21 Daily Flow Rate necessary for Filtration Basin Cleaning .......................... 2 – 41 Table 2 – 22 Daily Maximum Water Supply Proportionate to 8 hours .......................... 2 – 42 Table 2 – 23 Hourly Maximum Water Supply Rate and
Existing Water Supply Facilitues of Target Well ........................................ 2 – 45
Table 2 – 24 Specifications of New Transmission Line ..............………………….......... 2 – 45 Table 2 – 25 Capacity of Generator .....................................……..................................... 2 – 46 Table 2 – 26 Measurement Plan of Water Quality ......................……………………........ 2 – 58 Table 2 – 27 Equipment for Measuring and Analysis .................................................... 2 – 59 Table 2 – 28 Specifications of Ancillary Equipment .................................................... 2 – 59 Table 2 – 29 Test for Concrete Quality ....................................................................... 2 – 85 Table 2 – 30 Procurement Plan of Main Construction Materials .................................... 2 – 87 Table 2 – 31 Progress Schedule of the Project ............................................................. 2 – 93 Table 2 – 32 Necessary Area and Cost for each WD ....................................................... 2 – 95 Table 2 – 33 Power Extension Cost .............................................................................. 2 – 95 Table 2 – 34 Additional Costs Required for Power and Chemicals after the Project ........ 2 – 97 Table 2 – 35 Staff Requirements for WDs ............................................................. 2 – 98 Table 2 – 36 Costs to be Borne by Target WDs ............................................................. 2 – 100 Table 2 – 37 Administrative Predictions of WDs after the Project .................................. 2 – 101 Table 3 – 1 Effects and Degree of Improvement through
Project Implementation ..........................…………... 3 – 1
ABBREVIATIONS ADB Asian Development Bank ASEAN Association of South-East Asian Nations AusAID Australia’s Agency for International Development BHN Basic Human Needs
CNC Certificate of Non-Coverage DA Department of Agriculture DANIDA Danish International Development Agency DENR Department of Environment and Natural Resources DILG Department of Internal and Local Government
DOH Department of Health
DPWH Department of Public Works and Highway
DTI Department of Trade and Industry
E/N Exchange of Notes
ECC Environmental Compliance Certificate
EMB Environmental Management Bureau GDP Gross Domestic Prouduc
GNP Gross National Prouduct
ICC Investment Coordination Committee
JICA Japan International Cooperation Agency KfW Kreditanstalt für Wiederaufbau LGUs Local Government Units
LWUA Local Water Utilities Administration
MDC Municipal Development Committee
MWSS Metropolitan Waterworks and Sewerage System
NEDA National Economic and Development Authority
NIES Newly Industrializing Economies
NIA National Irrigation Agency NPC National Power Corporation
NWRB National Water Resources Board
P Peso
PDC Provincial Development Committee
PDM Project Design Matrix
RDC Regional Development Committee
SIDA Swedish International Development Agency
UFW Un-accounted For Water
UNICEF United Nations Children’s Fund U.S. The United States of America WD Water Districts
SUMMARYSUMMARYSUMMARYSUMMARY
i
Summary
In 1987 the Government of the Philippines formulatedd the Water Supply, Sewage and sanitation Master Plan of the Philippines 1988-2000 (hereafter called the Master Plan). Based upon the principle of “Economic Growth with Social Equity”, it aimed at providing public services of safe and stable water to a large majority of citizens, efficiently by decentralized agencies across the country, as one of the most important tasks among social infrastructures of the country. It was divided into Phase I (1988-1992) and Phase II (1993-2000), each setting a target for the expansion of water coverage rate. However, since Phase I significantly delayed in meeting its target, with Phase II following suit, the Government of the Philippines revised it and announced a new program, the Medium-Term National Development Five-Year Plan (1999-2004) for further improvement. The targets and actual performances of the Master Plan were as follows:
Water Coverage Rates of the Master Plan (targets and performances) 1987 1992 2000 Target (Local areas)
- 77% 95%
Permance (Local areas)
55% 58% 73%
The overall water resources management in the Philippines is supervised by the National Water Resources Board (NWRB) involving related ministries. For the provision of water services, two companies privatised from the Metropolitan Waterworks and Sewerage System (MWSS) administer the water services in the Manila metropolitan area. On the other hand, the Local Water Utilities Administration (LWUA) is in charge of local cities with populations of 20,000 or more, while the Department of Public Works and Highways (DPWH), jointly with Local Government Units (LGUs), is held responsible for rural communities with populations less than 20,000. LWUA , which is to play a role of the executing agency in this Project, has 582 Water Districts (WDs) under its supervision. WDs are autonomous agencies executing water services in medium and smaller local cities. LWUA offers support to WDs in terms of technology, finance and management in their performances of services, as follows:
1. Financial support : conditional loans for WDs 2. Technical support : project development such as F/S, D/D and S/V 3. Management support : training and consultation 4. Supervision : regulations on water quality standards and water tariffs
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As WDs in charge of rural areas are generally small in scale, they normally employ groundwaters from wells as their water sources due to its ease of operation and maintenance. Groundwaters in the country, however, tend to contain iron, manganese, color and odor higher than those of the criteria of the national standard, due to the specific geological conditions of the country where volcanoes abound. Waters of inferior quality have normally been served without any treatment. As a result, consumers are inclined to refuse public water services owing to its rusty color, offensive odor and unpleasant taste, although these constituents do not have directly adverse effects to their health. Further, frequent suspensions of services during the removal of scales inside pipelines (flushing) deriving from inferior water qualities have given rise to annoying flow rate drops, accelerating refusal of consumers. Consequently they have little choice but to purchase expensive water or use contaminated water in shallow wells dug by themselves with increasing risks of sanitation and hygiene. In this predicament, LWUA selected 10 WDs scattered on Luzon, Panay, Leyte and Mindanao islands, which are badly in need of the improvement of water qualities under the four conditions that: 1) their water qualities do not fulfil the Philippines National Standard for Drinking Water; 2) they are unable to receive loans due to their limited sizes of operation; 3) they are able to secure necessary land for project execution; and 4) assistance for similar projects has not been requested to other donors. LWUA elaborated a plan in July 1997 for the “Project for Improvement of Water Quality in Local Areas” to procure water quality treatment facilities and other related equipment, and requested assistance in grant aid to Japan. The Government of Japan agreed to conduct a Basic Design Study based on the request, and Japan International Cooperation Agency (JICA) dispatched a study team (Field Survey I) between 23rd August to 1st October 1999. Based on the study results, the collected data were analysed and thereafter a supplementary field survey was conducted from 15th November to 24th December 1999. During these surveys, tests to elaborate water treatment processes were continuously conducted at the sites. Having returned to Japan, the team analysed the collected data, survey results and contents of discussions with concerned authorities, in order to prepare the Draft Basic Design Study Report. Further, a mission was dispatched to the Philippines to discuss the Draft Basic Design Study Report from 6th to 15th March 2000. As an outcome of discussions, an agreement on the basic concepts was made, but an amended Draft Basic Design Study Report was necessary to further elaborate on parts of the facilities planning. From 26th June to 2nd July 2000, a mission was dispatched again to present the amended Draft Basic Design Study Report. However, the procedure of endorsement of the Project, which was supposed to take place before the spring of 2001 by the Investment Coordination Committee (ICC), was delayed until November 2001. Meanwhile, two years have passed since the field surveys for the Basic Design Study. Thus, a
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mission was sent for an Implementation Review Study during 12th February and 8th March 2002 to review such items as changes in demand of the target areas; progress of works including new drillings by the WDs themselves; confirmation of the present state of water production and quality of target water sources; and ongoing market situation for procurement. The results of this final study was reflected into this Basic Design Study (Implementation Review) Report. The Implementation Review Study was conducted in 9 out of the initial 10 WDs, excluding Solana WD in Luzon, which had been found to have difficulties in bearing local costs during the approval stage of ICC after the Basic Design Study.
Target WDs of the Project
Island LWUA
Water Supply Area
Region Province Target WD
1.Binmaley Area 1 Region-4 Pangasinan
2.Lingayen Luzon Area 3 Region-5 Laguna 3.Pagsanjan
4.Panitan Capiz
5.Pontevedra Panay Area 5 Region-6 Iloilo 6.Dingle-Pototan
Leyte Area 6 Region-8 Leyte 7.Abuyog 8.Midsayap
Mindanao Area 8 Region-12 North
Cotabato 9.Kabacan
Cancelled WD of the Project
Luzon Area 1 Region-2 Cagayan Solana The results of this final study are as follows. 1. No significant changes were found in the selected 9 WDs in terms of water quality since the
Basic Design Study. No alterations will be made in the basic design policies concerning the water quality parameters for improvement and the flows of treatment processes.
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Actual Water Quality of Target Wells
Target WD Name of
Well Iron
(mg/L) Manganese
(mg/L) Ammonia
(mg/L) Color
(Degree) Odor/Taste
Binmaley Caloocan 0.04 0.03 0 120 Hydrogen Sulfide Odor Fabia 0.04 0.03 0 80 Hydrogen Sulfide Odor
Lingayen Libsong 0.06 0.03 0 80 Hydrogen Sulfide Odor
Pagsanjan Sabang 3.70 0.36 0 4 Metallic ＆Hydrogen
Sulfide Odor Panitan Phase2 9.70 1.40 2.3 6 Metallic Odor
Pontevedra Sublangon 2.20 1.20 0 2 Metallic Odor Dingle-Pototan Abangai 0.82 0.54 1.2 4 Metallic Odor
Abuyog Barayong 4.30 1.8 5.1 20 Metallic ＆Hydrogen
Sulfide Odor Midsayap Villiarica 1.2 1.2 0 - - Kabacan No.2 1.3 1.1 0 - -
Standard of Philippines
<1.0 <0.5 (No
Standard) <5 No Taste nor Odor
※ The underlined are targets for water treatments. ※ The total number of target wells is 10 in 9WDs because Binmaley WD has 2 target wells. ※ Ammonia which was found in Pontevedra WD during the Basic Design Study is included as one of the targets
for water treatment . 2. The latest situation of wells was confirmed at the respective WDs. Some wells had been
abandoned due to the decrease of productions and others had been rehabilitated. Although these wells are not target wells, the obtained data has been reflected in the final planning at this stage. Special attention was given to the data of the latest populations and their growth rates since they could affect the sizes of facilities. Through such a review, one site, Kabacan WD in Midanao, has resulted in reducing the scale of its facilities.
3. At Caloocan in Binmaley WD of Luzon Island, a larger construction site of 5,000 ㎡ was acquired instead of the originally planned site of 1,100 ㎡ . Therefore, after careful consideration, this new site is to be used as the project site.
4. An experimental plant for deferrization had been constructed by self-finance in Dingle-Pototan WD on Panay Island. However, the Project needs to construct a treatment facility as the plant’s treatment capacity is far from satisfying demand for a mid to long term operation.
5. Since the beginning of 2002, the pumping rate of the target well in Midsayap WD of Minadano Island has decreased to one third. It is presumed that the decrease was not caused by aquifer exhaustion, but rather by scale formation in the well or a trouble with the pumping unit. The WD will make an inspection and rehabilitate it accordingly.
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The basic policies of the Project are as follows. 1. The existing water sources are targeted (no new exploitation of groundwater will be
conducted). 2. Water quality improvement will target iron, manganese, ammonia, color, odor and taste. The
criteria for that purpose are principally the Philippines national water quality standards.
Method of Water Treatment Target of Water
Treatment Target Treatment Methods
Iron <0.3mg/L After oxidization by aeration, precipitated ferric hydroxide is removed through coagulation and sedimentation.
Manganese <0.05mg/L Removed by contact filtration by adding chlorine of proper quantity using manganese sand as filter.
Ammonia N.D.* Removed by break-point chlorination, taking the content of ammonia into consideration.
Color <5Degree Color from humic substances is removed by coagulation sedimentation process after pretreatment with acid. Iron removal reduces color resulting from iron oxide in water.
Odor/Taste No odor nor taste Hydrogen sulfide odor is removed by aeration. Metallic odor is removed by process of iron removal.
*N.D.：not detected. It is the level in which ammonia cannot be detected with the supplied analysis equipments (the minimum limit value is 0.02 - 0.1 mg/L)
3. The target WDs are the 9 WDs duly selected by the Philippines. 4. The planning period has been agreed to target 2010, based on the Feasibility Study for the
design water supply rate conducted by the Philippines side. The design water supply rates in this Project have been determined, based on the conditions that they shall not exceed demands in 2010; that they shall not be less than the present service rates; that they shall not overload the existing transmission/distribution facilities; and that they shall not be more than the capacities of existing water sources.
5. The facilities of this Project covers those from pumping of groundwater up to treatment facilities. Distribution facilities are out of scope of this Project.
For this Project, the design populations and various design parameters have been determined as follows, taking into account the actual situations of the respective WDs in December 2001, the latest policies of LWUA and the current trend of the country's water sector. 1. The target populations in the respective WDs for the Project are those who presently live
within “balangays” (communities) and have been receiving water services by the WDs. 2. The population growth rates were determined with reference to the estimates of LWUA and the
concerned local administrations, as well as the recent national trend in population growth.
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3. The design water supply rates were determined, based upon the national targets and averages. 4. The per capita supply rate was determined at 120 l/person/day, based on the targets of LWUA
and actual consumption rates. 5. Unaccounted-for waters were assumed to decrease by 1 % per annum from the present rates of
1999-2001 average. However, in case the unaccounted-for water surpassed 25 % in 2010, it was confined to 25% as a maximum limit.
6. The daily peak water supply coefficient was set at 1.2. Based on thus-determined parameters, facilities for intake, treatment, transmission and drainage are planned for the 10 sites of the 9 WDs. The Project will provide water quality test equipment for operation and monitoring of treatment facilities at each of targeted WDs.
Water treatment facilities Water Treatment Facility and Aim
Target WD Name of Well
Well Depth
(m)
Production Potential (m3/day)
Daily Maximum Supply Rate
(m3/day) Aeration Coagulation/
Sedimentation Filtration
Caloocan 250 1,555 1,555 Removal of Odor Removal of Color Removal of Color
Binmaley Fabia 350 1,728 1,728 Removal of Odor Removal of Color Removal of
Color
Lingayen Libsong 250 2,434 2,434 Removal of Odor Removal of Color Removal of Color
Pagsanjan Sabang 250 1,097 1,097 Oxidization of Iron - Removal of Iron
Panitan Phase2 250 1,296 1,296 Oxidization of Iron Removal of Iron Removal of Manganese
Pontevedra Sublangon 250 2,708 2,708 Oxidization of Iron Removal of Iron Removal of Manganese
Dingle-Pototan Abangai 250 2,592 2,592 Oxidization of Iron Removal of Iron Removal of
Manganese
Abuyog Barayong 250 2,539 2,539 Removal of Odor Oxidization of Iron Removal of Iron Removal of
Manganese
Midsayap Villiarica 250 2,030 2,030 Oxidization of Iron Removal of Iron Removal of Manganese
Kabacan No.2 300 2,592 2,270 Oxidization of Iron Removal of Iron Removal of Manganese
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Equipment for Testing and Analysis Equipment Parameter for Testing and Analysis Quantity
pH Meter pH 10 Thermometer Water Temperature 10 Conductivity Meter Conductivity 10 Salinometer Salinity 10 Dissolved Oxygen Meter Dissolved Oxygen 10 Turbidity Meter Turbidity 10 Colorimeter, etc. Color/Odor/Taste 10 Color Comparator Residual Chlorine 10 Colorimeter for Iron Iron 7 Colorimeter for Manganese Manganese 6 Colorimeter for Ammonia Ammonia 4 ＣＯＤ Meter ＣＯＤ 3 Jar Tester Coagulation and Sedimentation 9 Iron, manganese, ammonia, and apparatus required for analysis of COD are supplied only to WDs planned for water quality improvement. Moreover, the jar tester is not supplied to Pagsanjan WD where iron is the only target water quality improvement item.
Ancillary Equipment
Equipment Purpose Quantity Beaker, etc. Water sampling and chemical analysis 10 Storage Shed Storage and care of glass equipment and
measuring equipment 10
Chemicals Shed Storage of chemicals for preservation at low temperatures 10
Personal Computer Data management 10 A training program will be included in the project for capacity building of operators to operate and maintain the facilities and procured equipment in a sustainable and effective manner. The entire scope of works will take 41 months (Phase I: 20 months, Phase II 21 months) for completion. In case the Project is implemented under the Japan’s Grant Aid scheme, the share of the Philippines side in the expenditure is estimated to be 42.28 million yen. The WDs will continue to manage water services with the current organisational set-ups, although some additional staffs are required. The expenses for the operation of treatment facilities include costs for power, chemicals, personnel and others. The costs for chemicals include those for pH adjustment and coagulants as well as the one for chlorine used in the treatment processes for a purpose other than disinfection. Further, power consumption will increase. Water tariffs, which depend largely on the regional and operational conditions of the individual WDs, can be revised, taking into account various factors such as the total expenditure of operation of new systems for water quality improvement, the increase of prospective consumers, current water tariffs, incomes of citizens, etc. Presently LWUA aims to keep water tariffs within 5% of the income of the average household, and such a policy is expected to be fulfilled in this Project. The following impacts are expected through the implementation of the Project.
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1. The targeted 9 WDs are currently serving water to 134,000 persons (2001) at a rate of 14,700
m3/day without any treatment for meeting the requirements of the Philippines standard. The Project aims to supply 18,300 m3/day of safe and stable water up to 239,000 persons by the year 2010.
2. Water quality improvement of existing systems will lead to upgrading of administration and
management of the targeted WDs, and the Project can offer a model to other WDs across the country faced with similar water quality problems.
The implementation of the Project is anticipated to give impact on the country's current rural water service through the improvement of water quality at the 9 WDs. Above all it will contribute to serving the improvement of the Basic Human Needs of the served population. In this view, the extension of Japan's aid for the Project is deemed justifiable and feasible. In order to increase the efficiency and effectiveness of the Project, consideration is required for the following points. 1. To meet the increase in demand hereafter, the exploitation of groundwater will be resumed at
all WDs. Whenever new groundwater is developed, not only the quantity but also the quality should be closely examined. Concerning the areas for such development, it seems substantially difficult under the country's water rights regulations and other laws to seek appropriate areas for development outside the jurisdictions of WDs . Given the limited water resources across the country, a new approach and framework for the development of water resources is proposed to be introduced.
2. Training is required to properly operate the treatment facilities installed in the Project. The
training program planned for the Project will enhance the technical capacity of the operators so that the operation of water purification processes including chlorination can sustainably be performed. In addition, LWUA is expected to constantly offer substantial technical support to the WDs.
4. The improvement of water quality by the Project is anticipated to dramatically decrease the
routine works of pipeline flushing, possibly leading to the drop of the unaccounted-for water rate. The Project will provide flow meters at the outlets of the targeted project wells. On the other hand, since most of the WDs have wells in operation other than the project wells, they are recommended to install meters at those wells by their own funds so that they can properly address the problem of unaccounted-for water through the comparison of the total volume of water served by the WDs against household consumptions.
CONTENTSCONTENTSCONTENTSCONTENTS
PREFACEPREFACEPREFACEPREFACE LETTER OF TRANSMITTALLETTER OF TRANSMITTALLETTER OF TRANSMITTALLETTER OF TRANSMITTAL LOCATION MAP/ PERSPECTIVE DRAWINGLOCATION MAP/ PERSPECTIVE DRAWINGLOCATION MAP/ PERSPECTIVE DRAWINGLOCATION MAP/ PERSPECTIVE DRAWING LIST OF FIGURES AND TABLESLIST OF FIGURES AND TABLESLIST OF FIGURES AND TABLESLIST OF FIGURES AND TABLES ABBREVIATIONSABBREVIATIONSABBREVIATIONSABBREVIATIONS SUMMARYSUMMARYSUMMARYSUMMARY CONTENTSCONTENTSCONTENTSCONTENTS Page CHAPTER 1CHAPTER 1CHAPTER 1CHAPTER 1 BACKGROUND OF THE PROJECT BACKGROUND OF THE PROJECT BACKGROUND OF THE PROJECT BACKGROUND OF THE PROJECT 1-1 Background of the Water Sector 1-1-1 Present State and Problems ………………………………………. 1-1 1-1-2 Development Plan of the Water Sector …………………………… 1-2 1-2 Background and Contents of the Request for the Project …………… 1-4 1-2-1 Adjustment of the Target WDs ……………………………………. 1-4 CHAPTER 2CHAPTER 2CHAPTER 2CHAPTER 2 CONTECONTECONTECONTENTS OF THE PROJECT NTS OF THE PROJECT NTS OF THE PROJECT NTS OF THE PROJECT 2-1 Basic Concept of the Project …………………………………………… 2-1 2-2 Basic Design of the Requested Japanese Assistance 2-2-1 Design Policies 2-2-1-1 Basic Concepts ………………………………………………….. 2-2 2-2-1-2 Policies on the Design Supply Rate ………………………. 2-3 2-2-1-3 Policies on Water Quality ………………………………………… 2-12 2-2-1-4 Policies on natural conditions …………………………………. 2-14 2-2-1-5 Policies on social and economic conditions …………………… 2-14 2-2-1-6 Policies on operation and maintenance ………………………… 2-14 2-2-1-7 Policies on procurement other than facilities …..…………. 2-15 2-2-1-8 ICC requirements ………………………………..…………... 2-15 2-2-2 Basic Design 2-2-2-1 Main Features of the Existing Water Sources,
Facilities and Services of the WDs ……………... 2-17
2-2-2-2 Facilities Planning …………………………………………… 2-23 2-2-2-3 Design of Facilities …………………………………………… 2-27 2-2-2-4 Procurement Plan ………………………………………… 2-57 2-2-3 Basic Design Drawings ……………………………………………… 2-60 2-2-4 Implementation Plan ……………………………………………… 2-80 2-2-4-1 Implementation Policy …………………………………………… 2-80 2-2-4-2 Implementation Conditions ………………………………………. 2-80
2-2-4-3 Scope of Works …………………………………………………… 2-82 2-2-4-4 Consultant Supervision Plan ……………………………………. 2-83 2-2-4-5 Quality Control Plan …………..……...……………………….. 2-85 2-2-4-6 Procurement Plan …………...……………………………. 2-86 2-2-4-7 Training Program on Operation and Maintenance …………... 2-87 2-2-4-8 Implementation Schedule …………………………………….. 2-91 2-3 Obligations of Recipient Country ………………………………………. 2-94 2-3-1 Contents of Obligations ……………………………………………… 2-94 2-3-2 Costs to be Borne by Recipient Country …………………………… 2-94 2-4 Project Operation Plan 2-4-1 Operation and Maintenance System ………………………………. 2-96 2-4-2 Cost for operation and maintenance ………………………………. 2-97 2-4-2-1 Cost for Chemicals and Power …………………………………. 2-97 2-4-2-2 Personnel expenses ………………………………………………. 2-98 2-4-2-3 Water tariff ………………………………………………. 2-98 2-4-3 Predictions for WD Administration 2-4-3-1 Funding sources for the Philippines side ……………………… 2-99 2-4-3-2 Expenditures ………………………………………………………. 2-99 2-4-3-3 Revenues ………………………………………………………. 2-100 2-4-3-4 Measures for Uncounted-for Water …………………………… 2-101 CHCHCHCHAPTER 3APTER 3APTER 3APTER 3 PROJECT EVALUATION AND RECOMMENDATIONSPROJECT EVALUATION AND RECOMMENDATIONSPROJECT EVALUATION AND RECOMMENDATIONSPROJECT EVALUATION AND RECOMMENDATIONS 3-1 Project Effect ..……………….…………………………………………… 3-1 3-2 Recommendations ………………………………………………………. 3-2 APPENDICESAPPENDICESAPPENDICESAPPENDICES 1 Member List of Study Team ..….…………………………………………… A-1 2 Study Schedule ……………………………………………………………….. A-3 3 List of Parties Concerned in the Recipient Country ………………………. A-6 4 Minutes of Discussions ………………………………………………………… A-11 5 Cost to be Borne by the Recipient Country ………………………………….. A-12 6 Technical Data ………………………………………………………… A-58 7 Basic Design Drawings ………………………………………………………… A-87 8 Existing Pipeline and Facilities ..….…………………………………… A-108 9 References ……………………………………………………………………. A-118 10 Detail of Maintenance Cost (Chemical) ………………………………….. A-120 11 Plan of Operation / Soft-Component Program …………………………… A-121
CHAPTER 1 BACKGROUND OF THE PROJECTCHAPTER 1 BACKGROUND OF THE PROJECTCHAPTER 1 BACKGROUND OF THE PROJECTCHAPTER 1 BACKGROUND OF THE PROJECT
1-1
Chapter 1 Background of the Project 1-1 Background of the Water Sector 1-1-1 Present State and Problems The National Water and Sanitation Authority (NWASA) was founded in 1955 to administrate water supply and sanitation services in the Philippines, and in 1972, NWASA was divided into 3 administrative divisions of 1) the metropolitan area, 2) local cities and 3) rural villages. The Metropolitan Waterworks and Sewerage System (MWSS) covers the Manila metropolitan area, the Local Water Utilities Administration (LWUA) serves local cities with population of 20,000 persons or more, and the Department of Public Works and Highways (DPWH) together with the Local Government Units (LGUs) manage the rural areas with population less than 20,000 persons. Further, the National Water Resources Board (NWRB) composed of 10 related ministries (DPWH, DOH, DENR, DTI, NEDA, NPC, MWSS, LWUA, NIA, DA) is responsible for development and maintenance of nationwide water resources. In 1987, the “Water Supply, Sewerage and Sanitation Master Plan of the Philippines, 1988-2000” was planned by the departments relating to the water sector such as NEDA, Department of the Interior and Local Government (DILG), DPWH and NWRB. The master plan targeted the year 2000 for a nationwide water supply improvement program having the three objectives listed below. The basic concepts of this program have been kept in the “Medium-Term National Development Five-year Plan (1999-2004)” formulated in 1999. 1) Safe water to as many households as possible within the shortest period 2) Improvement of the sewerage and sanitation services coverage 3) Reorganisation of services Under this set-up, LWUA, the executing agency for this Project, has its main focus on improvement in coverage of water supplies. The Water Districts (WDs) under LWUA count 582 in total, covering 680 municipalities which account for 45% of the total municipalities in the Philippines. The served population is 10.13 million which is 46% of the total population outside of the areas under the administration of MWSS (LWUA Operation-Highlights, 2002). Where WDs do not exist, local governments administrate the water services with technical support for facilities from DILG and technical and financial assistance from LWUA. LWUA has expanded water supply services through its loans. So far, the total funding contracts (including grants) reached approximately 15.98 billion Pesos (313.3 million US$), of which 9.12 billion Pesos (178.8 million US$) has actually been used. The funded WDs count 449 (235 WDs in the lending stage, 159 WDs with delayed repayments, and 135 WDs having completed repayment) and 1,331 projects have been implemented (LWUA Operation-Highlights, 2002).
1-2
However, 150 WDs of the total 582 WDs were not functioning in December 2001 due to various reasons such as insufficient funding, lack of skills and technologies, unprofitably small service population, no water sources and poor water quality. LWUA has tried to support these non-functioning WDs for years through funding, institutional strengthening and technical support, but they have yet to re-operate. In the target areas of the Project, water from source wells either contains iron and/or manganese or has quality problems including color and odor. Currently the raw water is distributed without any treatment. Because of its color, odor and taste, the residents are avoiding the use of supplied water for domestic purposes causing a trend towards avoidance of water services. Further, the frequent suspensions in supply during flushing operations to remove scales and encrustation produced in the pipelines owing to the water quality problems also accelerates the tendency of customers to avoid water services. Avoidance of water services and water cut during flushing result in low rates of water fee collection and subsequently the deteriorating management of each WD. As a consequence, residents have to purchase expensive water or dig shallow wells which may be contaminated, giving rise to sanitation and hygiene problems. In this predicament, the Government of the Philippines expanded water services in the rural areas with cooperation from donors. However, since the cooperations do not target water quality improvement, the problems in areas where only poor quality water is available nevertheless continue to be severe. 1-1-2 Development Plan of the Water Sector The Government of the Philippines launched the “Water Supply, Sewage and Sanitation Master Plan of the Philippines, 1988-2000” in 1987 to improve the water and sanitation sector. This master plan was divided into Phase I (1988-1992) and Phase II (1993-2000). If implemented in accordance with the plan, the national average water supply coverage rate was expected to rise to 94% by 2000 as compared to 63% in 1987. The planned objectives for each phase and the results are summarised in Table 1-1.
1-3
Table 1-1 Water Supply Coverage Targets and Achievements of Master Plan（1988-2000） 1987 PhaseⅠ(1988～1992) PhaseⅡ(1993～2000)
Area Population (Thousand
Pers) (Ratio, %)
Served Population (Thousand
Pers)
Coverage (%)
Expected Served Population
(Thousand Pers)
Coverage (%) Target→
Achievement
Expected Served Population
(Thousand Pers)
Coverage (%) Target→
Achievement
Metro Manila 8,160 (14%) 7,010 － 8,450 87→62 11,150 97→67
Local Cities 15,370 (27%) 8,380 55 13,770 77→58 23,510 95→73
Rural Villages 33,830 (59%) 20,780 62 34,030 92→67 36,030 93→88
Nationwide 57,360 (100%) 36,170 63 56,250 87→64 70,690 94→80
However, the accomplishments of the national average water supply coverage rates ended with 64% (1992) against the objective of 87% in Phase I, 80% (2000) against the objective of 94% in Phase II. Considering the incidence of pesos devaluation in the mid plan, investment costs and their achievement rates are too far apart from each other. The reasons for these results (“Evaluation of the Water Sector in the Philippines”, JICA) are: 1) the investment plan was not suited for the objectives, 2) technical and implementation plan and appropriate technology for expansion of water services needed more elaboration, 3) estimation for water demand was inaccurate, 4) policy considerations, such as introduction of public faucets, demand control and water tariffs to favour demand control, to cope with the estimated water demand was insufficient, 5) lack of measures to reduce unaccounted-for water, 6) miscalculations of water supply coverage rate, and 7) lack of consideration for appropriate technology in planning improvements. The “Medium-Term National Development Five-year Plan (1999-2004)” announced in December 1999 amended the master plan to set objectives for the water sector as follows.
Table 1-2 Target Coverage Rates in Medium-Term National Development 5-Year Plan (1999-2004) Actual Situation in 1998 Target for 2004
Area Population (Thousand Pers)
(Ratio, %)
Served Population
(Thousand Pers)
Coverage (%)
Target Population (Thousand Pers)
(Ratio, %)
Target Served Population
(Thousand Pers)
Target Coverage
(%) Metro Manila 12,000 (16%) 7,510 63 16,000 (19%) 14,400 90 Local Cities 20,000 (27%) 14,030 70 23,000 (28%) 20,110 87 Rural Villages 41,000 (57%) 35,610 87 43,790 (53%) 40,000 93 Nationwide 73,000 (100%) 57,150 78 82,790 (100%) 74,510 90 According to the plan, the average water supply coverage was 78% in 1998. The Manila metropolitan area and local cities received level 3 water supply systems and the rural villages received either the point source (level 1) or public faucet (level 2) water supply systems. An improvement of the rate up to 90% is aimed for 2004.
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1-2 Background and Contents of the Request for the Project In order to improve the problems depicted in the previous section and to supply safe and stable water to the residents, LWUA elaborated a plan in July 1997 for the “Project for Improvement of Water Quality in Local Areas” to procure water quality treatment facilities and other related equipment and requested a grant aid assistance to the Japanese government. LWUA examined 29 WDs (1. Angat, 2. Santiago, 3. Tuguegarao, 4. Solana, 5. Appari, 6. Bagio city, 7. Pagsanjan, 8. Nasugbu, 9. Balayan, 10. San Pablo, 11. Naga city, 12. Sinihoan, 13. Nabua, 14. Matnog, 15. Sorsogon, 16. Odiongan, 17, Lagaspi city, 18. Silang, 19. Manbusao, 20. Panitan, 21. Dingle-Pototan, 22. Isabela, 23. Abuyog, 24. Potevedra, 25. Ibajay, 26. Midsayap, 27.Ipil, 28. Siocon, 29. Kabacan : requested sites are underlined) under its supervision whose water sources contain iron and manganese in concentrations higher than those of the Philippines National Standard for Drinking Water. From this list, LWUA selected 10 WDs (underlined above) under the following four conditions: 1) water qualities of the water sources do not fulfil the Philippines National Standard for Drinking Water, 2) the WD is unable to receive loans due to its limited size, 3) the WD is able to secure necessary land for project execution, and 4) the WD has not requested assistance from other donors for similar projects. For these 10 target WDs, the Project will give support in the following areas: 1) construction of water treatment facilities, 2) rehabilitation of boreholes, 3) rehabilitation of water treatment facilities, 4) rehabilitation and construction of pump stations, 5) installation of necessary pipelines and electrical works for these facilities, and 6) procurement of water quality analyses equipment.
Table 1-3 List of Target WDs in the request time
Island LWUA Water Supply Area / 1999 Region Province Target WD
Area 1 Region-2 Cagayan 1. Solana Laguna 2. Pagsanjan Area 3 Region-4 Batangas 3. Balayan Luzon
Area 4 Region-5 Sorsogon 4. Matnog 5. Panitan Capiz 6. Pontevedra Panay Area 5 Region-6
Iloilo 7. Dingle-Pototan Leyte Area 6 Region-8 Leyte 8. Abuyog
9. Midsayap Mindanao Area 8 Region-12 North Cotabato 10. Kabacan 1-2-1 Adjustment of the Target WDs At the outset of the survey, LWUA proposed to exclude 2 WDs from the list of target areas, Balayan WD in Area 3 and Matnog WD in Area 4, both on Luzon Island, because their water qualities fulfil the National Standard according to the results of water quality analyses conducted by the
1-5
Philippines after the request was made. On the other hand, 16 WDs are facing water quality problems with color, odor and taste presumably caused by humic substances, giving problems similar to those caused by iron and manganese, to create difficulties in their water service operations. From this list of 16 WDs, LWUA requested to include 2 WDs that meet the 4 selection criteria, Binmaley WD and Lingayen WD in Area 1 of Luzon Island. As a consequence, the basic design study was conducted on the adjusted target 10 WDs. However, after the basic survey, Solana WD declined to be included in the Project due to financial reasons, leaving the target WDs to be 9 in total as listed below.
Table 1-4 List of Target WDs after Adjustment
Island LWUA
Water Supply Area
Region Province Target WD
1. Binmaley* Area 1 Region-4 Pangasinan 2. Lingayen Luzon Area 3 Region-5 Laguna 3. Pagsanjan
4. Panitan Capiz 5. Pontevedra Panay Area 5 Region-6 Iloilo 6. Dingle-Pototan
Leyte Area 6 Region-8 Leyte 7. Abuyog 8. Midsayap Mindanao Area 8 Region-12 North Cotabato 9. Kabacan
*Binmaley has 2 target wells in the WD.
CHAPTER 2 CONTENTS OF THE PROJECTCHAPTER 2 CONTENTS OF THE PROJECTCHAPTER 2 CONTENTS OF THE PROJECTCHAPTER 2 CONTENTS OF THE PROJECT
2-1
Chapter 2 Contents of the Project 2-1 Basic Concept of the Project The Government of the Republic of the Philippines has set the targets of the water sector in the Medium-Term National Development Five-year Plan (1999-2004) introduced in December 1999, revising the Water Supply, Sewerage, and Sanitation Master Plan (1988-2000). The improvement of the water coverage rate is one of the key issues regarding the living conditions of the people in the Development Plan. In order to achieve safe and stable water supply to a large number of households in the shortest period, the Government encourages efficient, decentralized and autonomous operation of water utilities. However, the geological characteristics of the Philippines islands have been causing serious problems in various parts of the country with qualities of groundwaters for public water services. Such problems range from the loss of water flows in the flushing works of pipelines heavily scaled due to inferior water quality to the resultant degraded services such as rusty colored water running out from household taps and frequent service suspensions. Citizens disagree with higher tariffs deriving from increased power costs and operational expenses, and frequent troubles have forced them to refuse public water services. Such circumstance have recently resulted in the shrinkage of service coverages and the worsening finances of WDs. The objective of this Project is to improve water quality through the construction of water treatment facilities for 9 Water Districts (WDs) faced with serious problems in the qualities of their water sources. These WDs have been engaged in public water services under the supervision of LUWA, the executing agency of the Project. Through this Project the WDs are expected to be able to serve safe water meeting the water quality standards of the Philippines with increased quantities, and can eventually secure increased service areas and populations. In addition, the Project is expected to give spin-off effects by transferring the water treatment technologies to other WDs which have similar problems in water quality. While the number of target WDs is 9 in this Project, the water treatment facilities will be constructed at 10 sites since one of these WDs uses two wells as its water sources.
2-2
2-2 Basic Design of the Requested Japanese Assistance 2-2-1 Design Policies 2-2-1-1 Basic Concepts With a support of LUWA, the 9 WDs conducted themselves feasibility studies on water supply with a target year set at 2010. As a result of these studies, they have been engaged in their own projects such as drilling of boreholes and expansion of pipelines. However, no measures have been taken to improve qualities of raw waters from the existing wells mainly due to financial constraints, and they have so far had difficulties in finding groundwater with good quality through their efforts for drilling. A considerable part of boreholes were abandoned due to inferior water quality. These situations have been preventing them from supplying safe water meeting the national standard. Several WDs own wells that can produce groundwater with acceptable qualities. However, the yields from them are so low that they have not been able to be main sources of the WDs' systems. As a result, all the WDs in this Project have no measures but to continue water supply of inferior quality. They will not be able to ensure an adequate supply of safe water, unless either new water sources with sufficient yields and acceptable qualities are developed or water qualities of existing wells are improved by the Project. Given the present difficulties in finding new sources with good quality, the improvement of qualities of the existing sources through the Project has a great significance as the sole alternative. After the implementation of the Project, the water supply of acceptable quality will increase through the purification processes of new facilities. However, the treated water would not necessarily meet demands in 2010 at all the targeted WDs, as projected in the feasibility study by the Philippine side, even if supplementary productions of other existing wells with a similar good quality are added. Nevertheless, the improvement of water quality should be realized as the first priority at the earliest stage in order to solve numerous problems related to present poor water qualities. The basic concepts of the Project are described as follows: ① The Project utilizes the groundwater resources of the existing wells and does not develop
groundwater newly. ② The target parameters to be improved in the Project are Iron, Manganese, Ammonia, Color,
Taste and Odor. The Philippines National Standard for Drinking Water is to be applied as the target standard for water quality.
2-3
Table 2-1 Method of Water Treatment Target of Water
Treatment Target Treatment Methods
Iron <0.3mg/L After oxidization by aeration, precipitated ferric hydroxide is removed through coagulation and sedimentation.
Manganese <0.05mg/L Removed by contact filtration by adding chlorine of proper quantity using manganese sand as filter.
Ammonia N.D.* Removed by break-point chlorination, taking the content of ammonia into consideration.
Color <5Degree Color from humic substances is removed by coagulation sedimentation process after pretreatment with acid. Iron removal reduces color resulting from iron oxide in water.
Odor/Taste No odor nor taste Hydrogen sulfide odor is removed by aeration. Metallic odor is removed by process of iron removal.
*N.D.：not detected. It is the level in which ammonia cannot be detected with water analysis equipment procured under the Project (the minimum limit value is 0.02 - 0.1 mg/L) ③ The Project area is the 9 WDs selected by the Philippines side. ④ The design supply rate is decided for the target year set as 2010 based on the F/S carried out by
the Philippines side with conditions that it should: • not exceed the demand at 2010, • not be less than the present supply rate, • not be over the capacity of the existing water transmission facilities, and • not be over the supply capacity of the wells as the water sources.
⑤ Composition of the facilities to be constructed in the Project covers the processes from pumping of groundwater up to water purification, and does not include the distribution systems.
2-2-1-2 Policies on the Design Supply Rate (1) Present Situation of the Target WDs The 9 target WDs of the Project are situated in local cities scattered across five regions over the four islands as shown in Table 2-2. At present, LWUA has 29 WDs facing water quality problems with iron and manganese, which have been the target parameters for treatment since the initial request from the Philippines side, and 16 WDs with problems in color and odor, which have been later added to the request. For this Project, the Philippine side selected 7 WDs from the former category and 2 from the latter respectively, based upon the conditions of the request by LWUA. This study by the Japanese side has confirmed all the 9 candidate sites conform to the conditions of selection proposed by LWUA.
2-4
Table 2-2 Actual Situation of Target WD (2001)
Island LWUA Water Supply Area
Province Target WD Water Served
Population
Daily Average Rate
of Water Consumption （ｍ3/day）
Unit Water Supply Rate （L/cap/day）
Binmaley 29,904 3,091 103 Area 2 Pangasinan
Lingayen 18,126 1,811 100 Luzon Area 3 Laguna Pagsanjan 23,934 2,316 97
Panitan 2,740 362 132 Capiz
Pontevedra 9,210 820 89 Panay Area 5 Iloilo Dingle-Pototan 16,296 2,078 128
Leyte Area 6 Leyte Abuyog 4,746 466 98 Midsayap 11,190 1,495 134
Mindanao Area 8 North
Cotabato Kabacan 17,448 2,262 130 Total・Average 133,594 14,702 110
Source：Monthly Report issued by target WDs（Dec. 2001） The present situation of the target WDs can be summarized as follows: ① The served population of the 9 WDs totals approximately 134,000, with a total daily average
consumption by about 14,700 m3/day. A major portion of this current supply, however, does not satisfy the national standard for quality. It means that from the viewpoint of the provision of safe water the actual levels of unit supply rates are extremely lower than those in Table 3-2 presented by the respective WDs.
② While demand for new water supply exists in all the WDs due to the increase of populations,
their services have entirely been relying upon the same sources of groundwater with poor quality since 1929 in the oldest case and since 1992 in the latest. This situation has created complains of consumers against water quality, hence arrears of water fees and failure to increase the income from house connections and water tariffs. As a result, the WDs have been faced with difficulties in increasing service contacts as well as in expanding service areas. Furthermore, some of the WDs cannot respond to new requests for supply from larger consumers such as those in marine products processing industry.
③ Waters from the sources owned by each WD contain more or less iron and manganese in addition
to color, taste and odor. The contents of iron in waters form rust through oxidation upon contact with air, and impart yellowish or reddish brown color as well as metallic odor to waters flowing out of household taps (so-called "red water"). Manganese is oxidized by chlorine for disinfection, and precipitates sediments inside pipelines. As oxidation progresses, the sediments become thicker and color waters in blackish brown (so-called "black water"). In
2-5
addition, ammonia is present in some WDs' waters. Since it also consumes chlorine, waters containing it cannot effectively be disinfected and fail to maintain required rates of residual chlorine at the outlets. Furthermore, there are waters in service, colored in thin yellow with humic substances (organic compounds) or releasing objectionable odor of hydrogen sulfide produced through the reduction reactions of groundwaters. These problems in water quality have also been contributing to the increase of consumers rejecting public water services.
④ Furthermore, the poor water quality raises the consumption of chlorination chemicals, which
reacts to form slime inside pipelines. Frequent backwashing operations of pipelines are required to remove the slime, although the effect is low, and this flushed water is counted as unaccounted-for water to further contribute to difficulties in management. According to a report and an estimate of the WDs, the unaccounted-for water is 20-40% including the leakages.
⑤ The WDs thus facing numerous problems due to poor qualities of waters have been tackling
drilling new wells in search of groundwaters with good quality. However, the hydrogeological studies conducted prior to drilling always concentrated on the assessment of quantitative features of groundwater, and hardly had a reference to its quality. Consequently their efforts for groundwater development remain " hit or miss" with few positive outputs. At present the groundwater development outside the jurisdictions of the respective WDs needs by law an agreement with the authorities of the corresponding districts. This regulation makes it hardly practical for the WDs to expand the areas of exploitation. In view of such difficulties at present, it is deemed necessary to review all the related legislation for the regional development of appropriate water sources.
(2) Projection of Design Served Population and Demand The essential design parameters such as the population and demand have been decided as follows, based upon the data mainly collected during this study such as those in the WDs' operation reports by December 2001, diverse information on their activities, the latest strategies of LUWA, new trends in the water sector of the Philippines, etc. ① Target population
The Implementation Review Study in December 2001 collected the latest data of populations such as the total populations of the concerned WDs and those receiving water services in the WDs. However, the data on the populations of the exact service areas (balangays) within the WDs were incomplete. For this category, therefore, this study employs the data obtained during the former Basic Design Study in September 1999.
2-6
② Population growth rate up to 2010 The Study has determined the population growth rates for the respective WDs, reviewing LWUA's estimates (1.85% for a national average and 2.23% for an average of local cities), the estimates by the local administrations where the concerned WDs belong (6 WDs could provide the data) and the country's recent statistics, etc, as shown in Table 2-3. The projected period is 11 years from September 1999 to 2010.
③ Water Coverage in 2010
The WDs, where the actual coverages in 1998 and 2000 were at the levels equal to or more than the national averages of local cities, namely 70% and 73%, shall target a coverage of 94% in 2010, which was the target rate in 2000 of the initial master plan prepared by the Philippines side. On the other hand those that could not achieve the same levels in 1998 and 2000 shall target a rate of 80%, which were the national average in 2000.
④ Unit Supply Rate (Per capita per day supply)
The unit per-capita supplies ranged from 89 to 114 liters per capita per day in the target WDs with an average of 112 lit./c/d. Taking these actual record of supplie into account, the design unit supply rate shall be determined at 120 liters per capita per day for the 9 WDs, which is the upper target rate in 2010
⑤ Unaccounted-for-Water (UFW) in 2010
According to LWUA, the national average of the unaccounted-for-water (UFW) has not been improved since 1995. For this Project, the present level of the UFW at the target WDs (2001) has been assumed to be an average of estimated rates by the respective WDs for the preceding three years, with an exception of the Panitan WD. Since the Panitan WD has been engaged in selling bulk water without any metering devices on both the seller's and the buyer's sides, it has been unable to make estimates of its UWF rates. For this WD, therefore, an average rate of the other 8 WDs, 28.6 % is to be applied, with reference to the national average of 30 % estimated by LUWA (32% by MWSS) . Table 2-4 shows the details of the UFW rates at the respective WDs.
For the UFW in the target year of 2010, it is assumed that the aforementioned current UFW will decrease by 9% in 9 years with a rate of 1% per annum, as targeted by LUWA. Nevertheless, the maximum rate in 2010 is confined to 25% subject to LUWA's policy, even if the UFWs of some WDs remain more than 25% that year.
Tabl
e 2-
3 Es
timat
ion
of P
opul
atio
n G
row
thTa
rget
WD
Popu
latio
n G
row
thRa
te ca
lcul
ated
from
（A)
and
（B)
Popu
latio
n G
row
th R
ate
To B
eEm
ploy
ed b
y th
isIm
plem
enta
tion
Surv
ey
Rate
(%)
Conte
nts
Resp
onse
*1Ra
te(%
)C
onte
nts
Popula
tion
Dat
ePopula
tion
Dat
e(%
)(%
)
1.11
Estim
ated
for 2
000 ～
'05
base
d on
dat
a up
to 1
995
0.83
Estim
ated
for 2
000 ～
'10
base
d on
dat
a up
to 1
995
Ling
ayen
1.40
Estim
ated
for '
90～
2000
bas
ed o
n da
ta u
p to
199
0○
2.36
Estim
ated
for '
02 &
afte
r, ba
sed
on d
ata
up to
200
285
,890
1999
Jan
88,8
9120
02 J
an1.
152.
23
1.98
Estim
ated
for 2
000 ～
'05
base
d on
dat
a 19
90～
'95
1.67
Estim
ated
for 2
000 ～
'05
base
d on
dat
a 19
90～
'95
Pani
tan
1.25
Estim
ated
for 2
000 ～
'10
base
d on
dat
a 19
80～
'90
×-
33,2
6919
9536
,399
2000
1.81
1.85
1.88
Estim
ated
for 2
000 ～
'05
base
d on
dat
a up
to 1
995
0.79
Estim
ated
for 2
005 ～
'10
base
d on
dat
a up
to 1
995
1.69
Estim
ated
for 2
000 ～
'05
base
d on
dat
a up
to 1
995
1.37
Estim
ated
for 2
005 ～
'10
base
d on
dat
a up
to 1
995
Abuy
og1.
92Es
timat
ed fo
r '80
～20
10 b
ased
on
data
up
to 1
975
○1.
24Es
timat
ed fo
r 200
0 ～'0
3 ba
sed
on d
ata
up to
200
048
,905
1995
53,8
3720
00 M
ay1.
941.
85
2.12
Estim
ated
for 2
000 ～
'05
base
d on
dat
a up
to 1
995
-
1.97
Estim
ated
for 2
005 ～
'10
base
d on
dat
a up
to 1
995
Resp
onse
*1:T
he lo
cal g
over
nmen
ts to
whi
ch th
e W
Ds b
elon
g re
cent
ly ca
rrie
d ou
t the
surv
ey o
f pop
ulat
ion
grow
th, a
nd th
is co
lum
n in
dica
tes t
he a
vaila
bilit
y of
thes
e la
test
dat
a du
ring
the
Impl
emen
tatio
n Re
view
Sur
vey
in 2
002.
Eval
uatio
n of
Pop
ulat
ion
Gro
wth
Rat
e fo
r Eac
h W
D (
Bara
ngay
Uni
t )s -
WD
Bi
nmal
ey
Ling
ayen
Pags
anja
n
Pani
tan
Pont
eved
ra
Din
gle-
Poto
tan
Abuy
og
Mid
saya
p
Kab
acan
Late
st d
ata
coul
d no
t be
obta
ined
. The
refo
re, r
evie
win
g th
e re
sults
in 1
995,
the
natio
nal a
vera
gera
te o
f 1.8
5%
is a
pplie
d.
The
WD
exp
ects
the
rate
afte
r 200
2 at
2.0
0% b
ased
on
the
data
in th
e pa
st, w
hile
the
late
st g
row
th re
mai
ns le
ss th
an th
e na
tiona
l ave
rage
, A
leve
l of t
he n
atio
nal a
vera
ge o
f 1.8
5% w
ill b
ere
leva
nt to
this
WD
.
The
WD
est
imat
ed th
e ra
te a
t 1.2
5% b
ased
on
the
data
bet
wee
n 19
80-1
990.
How
ever
, sin
ce it
was
acu
tual
ly 1
.81%
bet
wee
n 19
95 -2
000,
a n
atio
nal a
vera
ge o
f 1.
85%
is to
be
appl
ied
to th
isW
D.
The
actu
al g
row
th ra
te o
f 199
5-20
00 w
as 0
.96%
. In
the
WD
's es
timat
e in
199
5, th
e ra
te h
ad b
een
expe
cted
to d
ecre
ase
from
1.88
% to
0.7
9%.
Taki
ng th
ese
situ
atio
ns in
to a
ccou
nt, 0
.96%
isem
ploy
ed fo
r thi
s WD
.Th
e W
D e
stim
ated
the
rate
afte
r 200
2 at
1.6
% b
ased
on
the
data
in th
e pa
st. T
he a
ctua
l gro
wth
for a
shor
t per
iod
betw
een
1999
and
200
1 tu
rned
out
to b
e at
a le
vel o
f 1.1
5%.
Thes
esi
tuat
ions
indi
cate
that
the
WD
's gr
owth
wou
ld b
e le
ss th
an th
e na
tiona
l ave
rage
of 1
.85%
. Fo
r thi
s WD
, its
est
imat
e of
1.6
% is
to b
e em
ploy
ed.
The
WD
's es
timat
e fo
r 200
0-20
03 w
as 1
.24%
bas
ed o
n th
e da
ta o
f 197
5-20
00, w
hile
the
late
st g
row
th d
urin
g 19
95-2
000
was
regi
ster
ed a
t 1.9
4%.
In v
iew
of s
uch
tren
d, th
e na
tiona
l ave
rage
rate
of 1
.85%
is a
pplie
d.
Acco
rdin
g to
the
data
bet
wee
n 19
95-2
000,
a g
row
th ra
te o
f thi
s WD
was
3.0
8%. T
he g
row
th ra
te a
fter 2
000
is e
xpec
ted
to d
ecre
ase
slow
ly, h
over
ing
arou
nd 2
.41%
. Si
nce
this
are
a is
gro
win
gas
a b
ed to
wn
of a
djoi
ning
citie
s of D
agpa
n an
d M
anila
, th
e po
pula
tion
cont
inue
s to
incr
ease
and
the
popu
latio
n gr
owth
rate
will
not
bec
ome
less
than
2.2
3%, w
hich
is a
n av
erag
e ra
te fo
rlo
cal c
ities
in th
e Ph
illip
iines
.
The
WD
exp
ects
its p
opul
atio
n gr
owth
rate
afte
r 200
2 to
be
2.36
% b
ased
on
the
popu
latio
n da
ta in
the
past
. Al
thou
gh th
e gr
owth
dur
ing
the
last
3 y
ears
was
onl
y 1.
15%
, th
is a
rea
isex
pect
ed to
bec
ome
a be
d to
wn
of a
djoi
ning
citie
s Dag
pan
and
Man
ila,w
ith a
pro
spec
t of f
aste
r gro
wth
. G
iven
such
an
situ
atio
n, a
n av
erag
e ra
te o
f 2.2
3% fo
r urb
aniz
ing
loca
l citi
es is
appl
ied.
The
grow
th ra
te fo
r 199
5-20
00 w
as 2
.38%
. The
WD
est
imat
es th
e ra
te a
fter 2
000
at 2
.55%
, hi
gher
than
the
prev
ious
one
by
0.17
%. S
ince
this
are
a is
a fl
ouri
shin
g to
uris
t res
ort,
it co
uld
expe
ct a
t lea
st a
rate
of n
atio
nal a
vera
ge o
f 2.2
3%.
Pont
eved
ra
1.60
2000
May
28,8
7619
99 S
ep29
,544
38,2
23
Pags
anja
n
-
3.70
Kab
acan
Mid
saya
p
Din
gle-
Poto
tan
Estim
ated
for 2
000
& a
fter,
base
d on
dat
a 19
95～
2000
○2.
55
○
Pop
ulat
ion
Gro
wth
Rat
es E
stim
ated
by
Each
WD
bef
ore
the
exec
utio
n of
the
BD S
urve
y (1
999）
Est
imat
ion
of P
opul
atio
nLat
est
Gro
wth
Rat
e B
ased
on
Pop
ulat
ion
Dat
a
×
32,6
2220
00
Late
st P
opul
atio
n G
row
th R
ate
Estim
ated
by
Each
WD
inIm
plem
enta
tion
Revi
ew S
urve
y (2
002）
28,9
9919
95
40,1
0319
95
Estim
ated
for '
02 &
afte
r, ba
sed
on d
ata
up to
200
2
61,5
0919
99 S
epEs
timat
ed '0
2 &
afte
r, ba
sed
on d
ata
up to
200
163
,054
2001
Dec
96,7
7119
95-
-
2002
Jan
1.15 -
1.24
1.85
3.08
2.38
0.96
2.23
2.23
0.96
1.60
1.85
Estim
ated
for 2
000 ～
'06
base
d on
dat
a up
to 1
999
× ○2.
00
Binm
aley
Estim
ated
for 2
000
& a
fter,
base
d on
dat
a 19
95～
2000
62,3
75
Popu
latio
n Re
cord
ed in
Impl
emen
tatio
n Su
rvey
（B)
Popu
latio
n Re
cord
ed in
BD
surv
ey （A)
○2.
4119
9520
00 M
ay72
,625
2 - 7
2-8
⑥ Coefficient of Daily Maximum Supply Rate in 2010 (=Daily Maximum/Daily Average)
For the calculation of daily maximum supply rates, LWUA employs coefficients of 1.3 for urban areas and 1.2 for rural areas. This Project takes 1.2 in order to design facilities to satisfy needs at a minimum level.
Based upon the aforementioned conditions, the major design parameters of supply rates are presented in Tables 2-4 and 2-5.
In terms of the demand of the 9 WDs at 2010, the served population is 239,000, the daily average supply rate as the demand is 35,000 m3/day, and 42,000 m3/day as the daily maximum supply rate in 2010. (3) Use of Existing Wells and Selection of Water Sources for the Project The following points are considered to select the target wells to improve the water quality and the ones to be used continuously among the existing wells of each target WD. 1) Criteria for the Selection of Target Wells for the Project ① The water quality at the source is not suitable for drinking due to below standard levels of
color, taste, odor, iron, manganese and ammonia while the source presently serves or can serve for water supply.
② The yield of the well is more than 1,000 m3/day and the improvement of its quality is technically and financially feasible.
③ The well was constructed later than 1980’s and can be utilized more than ten years from now on..
2) Criteria for the Selection of the Existing Wells to be Used Continuously ① The existing well produces water satisfying the water quality standard regarding the
parameters to be improved in the Project. ② Maintenance is to be minimal in comparison to the yield of the target existing wells. If the
pumping rate of the existing wells is smaller than the target wells despite conformity of water quality to standards, their use is to be decided on the basis of the efficiency of operation considering the number of the related facilities and personnel.
1999
2000
2001
Ave
rage
23.0
19.3
17.3
19.9
38.6
32.8
28.0
33.1
35.0
22.0
28.3
28.4
--
--
22.0
-21
.321
.740
.031
.545
.138
.949
.336
.539
.541
.817
.027
.016
.420
.1-
26.3
24.1
25.2
32.1
24.4
27.5
28.6
AB
CD
EF
GH
IJ
KL
WD
's P
opula
tion
'99-
2010
2010
1999
2010
2010
2010
'99-
2001
2010
2010
Coef
ficie
nt
2010
Sept
embe
r, 19
99Popula
tion G
rowth
Rat
eT
ota
lPopula
tion
Cov
erag
eC
over
age
Ser
ved
Popula
tion
Des
ign U
nit W
ater
Supply
Rat
eAv
erag
eU
FWU
FWD
aily
Ave
rage
Supply
Rat
eof Pea
kD
eman
dD
aily
Max
imum
Supply
Rat
e
(per
sons
)（%）
(per
sons
)（%）
（%）
(per
sons
)（lit
er/d
ay/p
erso
n）（%）
(%)
（m
3 /day
）(－
)（ｍ
3 /day
)Bi
nmal
ey45
,479
2.23
57,9
6649
.880
46,3
7312
019
.910
.96,
245
1.2
7,49
4Li
ngay
en36
,416
2.23
46,4
1546
.180
37,1
3212
033
.124
.15,
870
1.2
7,04
4Pa
gsan
jan
25,0
202.
2331
,890
70.3
9429
,977
120
28.4
19.4
4,46
31.
25,
355
Pani
tan
10,5
081.
8512
,856
22.1
8010
,285
120
28.6
19.6
1,53
51.
21,
842
Pont
eved
ra20
,800
0.96
23,1
0640
.980
18,4
8512
021
.712
.72,
540
1.2
3,04
8D
ingl
-Pot
aton
30,0
421.
6035
,774
49.8
8028
,620
120
38.9
25.0
4,57
91.
25,
494
Abuy
og15
,703
1.85
19,2
1233
.580
15,3
7012
041
.825
.02,
459
1.2
2,95
0M
idsa
yap
34,2
181.
8541
,863
30.0
8033
,491
120
20.1
11.1
4,52
01.
25,
424
Kab
acan
17,0
691.
8520
,883
93.4
9419
,631
120
25.2
16.2
2,81
11.
23,
373
Am
ount/
Ave
rage
235,
255
-28
9,96
548
.4-
239,
364
-28
.618
.235
,022
-42
,024
C: A
× (1
＋B/
100)
11
E: If
D＞
70, t
hen
94%、
If D
＜70
, the
n 80
%F:
C ×
E/1
00I:
H-9
(If H
-9>2
5, th
en I
= 25
)J:
G/1
000
× F
/ (1－
I/100
)L:
J ×
1.2
Kab
acan
Pont
eved
raD
ingl
-Pot
aton
Abuy
ogM
idsa
yap
Targ
et W
D
Tabl
e 2-
4 Es
timat
ion
of U
nacc
ount
ed fo
r Wat
er (U
FW)
Targ
et W
D
Ave
rage
UFW
: Est
imat
ion
of th
e La
st 3
Yea
rs （
%）
Tabl
e 2-
5 Es
timat
ion
of M
axim
um W
ater
Con
sum
ptio
n (S
uppl
y) in
201
0
Binm
aley
Ling
ayen
Pags
anja
nPa
nita
n
2 - 9
2-10
(4)Examination of Alternative Sources The conditions of the 9 WDs differ in developing alternative water sources for their systems. According to the examination by this study, even those which are likely to have such chance have been found to have constraints; potential areas for new development are by far distant from the existing service areas; potential areas belong to other jurisdictions so that the acquisition of water rights is deemed quite complex and difficult; yields from new wells tend to be so small that a number of wells are required to meet demand. Consequently all of the 9 WDs are now keenly in need of treatment facilities by this Project rather than seeking new water sources. Table 2-6 summarizes the conditions of the 9 WDs concerning the development of new wells.
Table 2-6 Possibility of Development of Alternative Water Sources in Target WDs Case I Potential drilling sites likely to produce sufficient water
with good quality are situated outside the present WDs. As referred to in Section 2-3-1-2 (1) ⑤, well drilling is required to prepare agreement of concerned parties by the regulation. In reality, however, it is hardly fulfilled, and the WDs considers that seeking water sources outside their jurisdictions is not practical.
Binmaley Lingayen
Case II The WDs have good chances of developing new wells with production of acceptable quality. The problem lies in their low potential in production. To meet demand requires quite a number of wells. In case of the Dingle-Pototan WD, a candidate area has uniform geological conditions where natural springs emerge. New development in the area is feared to affect these springs.
Panitan Pontevedra Dingle-Pototan
Case III The candidate sites are located in the jurisdictions of the WDs, with prospects of developing wells with potentials higher than those in Case II. Water quality is expected to be acceptable. However, these sites are located in remote areas from the existing service areas, and their development entails huge investments, eventually resulting in too high operation and maintenance costs for the WDs to bear.
Abuyog Midsayap Kabacan
Case IV There is one site for possible development in a congested downtown area. The land acquisition is reportedly highly difficult due to its location.
Pagsanjan
(5) Determination of Design Supply Rate The design supply rates of the respective WDs are determined, according to one of the basic policies of the Project that the supply rates in 2010 shall not exceed the demands that year. After the implementation of the Project, the total volume of water available for supply at each of the WDs is calculated as a sum of production rates of the well(s) targeted for treatment by the Project and the other existing wells planned to remain. In case such a sum exceeds a peak demand in 2010, the
2-11
latter is determined to correspond to the design daily maximum supply rate. The design rates thus determined are shown in Table 2-7.
Table 2-7 Daily Maximum Water Supply after the Project A B C D E F G H I
Water Supply Potential Design Water Supply Target WD
Target Well
Production Rate of
Target Well (m3/day)
Target Well
(m3/day)
Other wells to remain in
use (m3/day)
WD Total
(m3/day)
Water Demand in 2010
(Maximum Daily Water
Supply)
Difference between Potential
and Demand (m3/day)
Daily Maximum
Water Supply (m3/day)
Daily Maximum Water Supply of
Target Well (m3/day)
Production Rate of
Target Well (m3/day)
Caloocan 1,555 1,477 1,477 1,555 Binmaley Fabia 1,728 1,642
0 3,119 7,494 4,375 3,119 1,642 1,728
Lingayen Libsong 2,434 2,312 0 2,312 7,044 4,732 2,312 2,312 2,434 Pagsanjan Sabang 1,097 1,042 4,319 5,361 5,355 -6 5,361 1,042 1,097
Panitan Phase2 1,296 1,231 0 1,231 1,842 611 1,231 1,231 1,296 Pontevedra Sablangon 2,708 2,573 0 2,573 3,048 475 2,573 2,573 2,708
Dingle- Pototan Abangai 2,592 2,412 2,193 4,655 5,494 839 4,655 2,462 2,592
Abuyog Barayong 2,539 2,412 0 2,412 2,950 538 2,412 2,412 2,539 Midsayap Villiarica 2,030 1,929 0 1,929 5,424 3,495 1,929 1,929 2,030 Kabacan No.2 2,592 2,462 1,233 3,695 3,373 -322 3,373 2,140 2,253
Total 20,571 19,542 7,745 27,287 42,024 14,737 26,965 19,220 20,232
B： A×0.95 （5% of the production is assumed to be consumed for operation of treatment facilities） D： B＋C E： see table 2-5 F： E－D, In case F＞0,G＝D. In case F＜0,G＝E (For Pagsanjan, G＝D.). H： G－C （In case of Caloocan and Fabia in BinmaleyWD, H＝B.）. I： H÷0.95 （5% of the production to be consumed for operation of treatment facilities）
The design daily maximum supply rate (G) for Pagsanjan WD is slightly higher than the available water supply volume (E) by 6 m3/day. Although this WD has been using springs as main sources for its existing system, they tend to be less stable than boreholes. After the implementation of the Project, the WD is recommended to rely its operation mainly upon the production of the target well of Sabang. In case of Kabacan WD, the same balance amounts to 322 m3/day. It is recommended such an excess be adjusted by controlling the yield of No. 2 well, which can reduce the load on treatment facilities. (6) Evaluation of Design Supply Rate The design supply rate in 2010 is evaluated with reference to Table 2-8. The design rates for per capita per day consumption range from 80 to 120 lit./capita/day for the target WDs except for Binmaley, Lingayen and Midsayap. This is an appropriate range for a design daily unit supply rate. The three WDs that fail to reach this range of supply (39 to 50 lit/capita/day) are required to develop new water sources. Special efforts will be required in case of Binmaley and Lingawen WDs, since they seem to have no choice but seek potential areas for development outside their jurisdictions, as referred to in Section 2-2-1-2-(4). It is recommended that the issue of water rights regarding new development be resolved through close negotiations and coordination among the
2-12
local administrations concerned. Further unaccounted-for water due to leakage and other reasons should be minimized in order to efficiently utilize water sources at all WDs.
Table 2-8 Planned Water Supply in 2010
Target WD
A: Design Served
Population
B：Daily Maximum Water Supply after
the Project (ｍ3/day)
C:Daily Average
Water Supply （m3/day）
D：Daily Average Water Comsumption （m3/day）
E：Daily Per Capita Water Consumption (L/cap/day)
Binmaley 46,373 3,119 2,600 2,317 50 Lingayen 37,132 2,312 1,927 1,463 39 Pagsanjan 29,977 5,361 4,468 3,602 120
Panitan 10,285 1,231 1,026 825 80 Pontevedra 18,485 2,573 2,145 1,873 101
Dingle-Pototan 28,620 4,655 3,880 2,910 102 Abuyog 15,370 2,412 2,010 1,508 98
Midsayap 33,491 1,929 1,608 1,430 43 Kabacan 19,631 3,373 2,811 2,356 120
Toatl・Average 239,364 26,965 22,475 18,284 84
C： B÷1.2 （Daily Maximum Coefficient）, D： C×（1－UFW in year 2010÷100）、 E： D×1000÷A
2-2-1-3 Policies on Water Quality At the start of the Project, the target parameters were confined to iron and manganese and during the initial field survey (Field Survey I) of the Basic Design Study two candidate WDs in the list were canceled since water tests at these WDs had proved that these parameters in their waters could meet the water quality standards of the Philippines. These two were subsequently replaced with the other two WDs which had been faced with longstanding problems in water qualities deriving mainly from color, taste and odor. The target parameters have finally been agreed to be increased, including such additional items. During the analysis of the results of Field Survey I, the possibility of trihalomethane formation in served waters emerged, as a by-product of the reaction of organic substances such as humic acids with chlorine used for disinfection. To deal with such an uneasy situation in a proper manner, it was decided to examine it although this parameter is not included in the Philippines' standard. Despite acute constraints during the study such as additional arrangements for sampling at the sites scattered over the four islands and difficulties in prompt delivery of samples to Tokyo via Manila, the tests for Trihalomethane Formation Potential were completed with all the samples collected at the targeted WDs of Field Survey II. The test results are shown in detail in Appendix 8 to this report, indicating its concentrations in waters were all below the criteria of the standards
2-13
of Japan and the U.S. According to the outcome of these precise tests, it is not necessary to include trihalomethane as another parameter to deal with under the Project. Table 2-9 shows the test results of water quality constituents to be dealt with by the Project, together with the criteria of their levels targeted by treatment . The test results are the latest ones obtained during this stage of the Implementation Review Study. Water quality improvement by the Project is basically aimed at conformance to the national water quality standard of the Philippines largely in compliance with the WHO standard. The proposed target levels of iron and manganese reflect the results of detailed examination of the effects of planned treatment processes to assure waters free from colorization as well as metallic odor and taste, which might be caused through reactions with chlorine used for disinfection. Ammonia, although not included in the Philippines standard, has been added to the list, with its target set at " N.D" (not detected), since its presence may affect the process of manganese removal with its characteristics to consume chlorine. Color and taste conform to the criteria of the national standard.
Table 2-9 Water Quality Analyses Results in Implementation Study and Targets for Water Treatment Target Parameter
Target WD／Target Well Iron
(mg/L) Manganese
(mg/L) Ammonia (mg/L)
Color (Degree) Odor/Taste
Caloocan 0.04 0.03 0.0 120 Hydrogen Sulfide Odor Binmaley
Fabia 0.04 0.03 0.0 80 Hydrogen Sulfide Odor
Lingayen Libsong 0.06 0.03 0.0 80 Hydrogen Sulfide Odor
Pagsanjan Sabang 3.70 0.36 0.0 4 Metallic Odor/Hydrogen Sulfide Odor
Panitan Phase2 9.70 1.40 2.3 6 Metallic Odor Pontevedra Sublangon 2.20 1.20 0.0 2 Metallic Odor
Dingle-Pototan Abangai 0.82 0.54 1.2 4 Metallic Odor
Abuyog Barayong 4.30 1.80 5.1 20 Metallic Odor/ Hydrogen Sulfide Odor
Midsayap Villiarica 1.20 1.20 0.0 - -
Kabacan No.2 1.30 1.10 0.0 - - Water Quality Standard
of the Philippines ＜1.0 ＜0.50 (No Standard) ＜5 Not Abnormal
Target Value for Treatment ＜0.3 ＜0.05 N.D. ＜5 Not Abnormal ・ The underlined values are targets for treatment by the Project. ・ The latest test showed the content of manganese at Sabang well of Pagsanjan WD was 0.36 mg/L while it had
been 0.22 mg/L during the former Basic Design Study. Since these values are below the allowable limit of the national standard, the item is excluded from the list of targets.
・ Ammonia was first detected at Sublangon well of Pontevedra WD during the Basic Design Study and is to be included in the target parameters in this Project.
・ N.D. is the abbrebiation of "not detectied", meaning it cannot be detected by testing equipment with a range of analysis from 0.02 to 0.1 mg/L to be procured in the Project.
2-14
2-2-1-4 Policy on natural conditions The construction sites of treatment facilities need to be leveled with embankment to assure natural gravity flow through the treatment processes. The soil tests performed at the respective sites indicated that those at Lingayen, Panitan, Midsayap and Kabacan WDs have not adequate soil strength to support planned structures. Necessary measures should be taken for soil improvement or reinforcement at these sites to assure sufficient soil bearing for the construction of facilities. In addition, prevalent high temperatures through the year at these sites require the installation of baffle walls both at the inlet and outlet of the sedimentation basin to prevent partial flows. 2-2-1-5 Policies on social and economic conditions As a measure for environmental protection, a small-scale wastewater treatment facility is designed to be annexed to the main treatment plant at each WD in order to cope with sludge deposits produced by the sedimentation process and effluents of wastewaters deriving from backwashing of filter beds. Concentrated sludge is transferred from a wastewater receiving tank to open drying beds for dewatering. These facilities are effective in safeguarding creaks, rivers, canals, etc in the surroundings against contamination. Meanwhile the Philippines has no regulations regarding effluents from treatment facilities, while wastewaters discharged from new facilities of the Project into nearby creeks will hardly affect them both in quantities and qualities. During the construction stage, necessary arrangements will be made to contain inconveniences to the public as practicable as possible, including the inevitable suspension of water service. 2-2-1-6 Policies on operation and maintenance Each WD has long experience and expertise in water services, and Their routine works such as water production, distribution, meter readings, billing and collection of water charges have been carried out in an orderly manner. WD's staff are well skilled for daily activities such as pump operation, plumbing work, maintenance of pipelines, etc. However, since they have not yet been experienced in the operation of treatment works, appropriate measures will be taken for their handling of facilities. Particularly, mechanical and electrical facilities is designed to be operated manually to simplify operation. As a whole, either of the respective treatment plants can be operated without difficulties, although requiring a couple of supplementary operators. At the start of operation of new facilities, technical staffs at the WDs are required to have been acquainted with basic knowledge and information on the technology of water treatment.
2-15
Conventional technology transfer carried out during the test operation and on delivery of facilities, however, will not be sufficient for their training to ensure efficient operation. It is deemed necessary, therefore, to organize an effective group training course for main staffs of the 9 WDs. Compared to surface waters, groundwaters are rather stable in quality, and the latter's treatment processes are less complex than those for the former. However, the staffs of the respective WDs are required to be well aware of the characteristics of operation in treatment of their own waters. 2-2-1-7 Policies on procurement other than facilities The Project includes a component to procure water analysis equipment for the 9 WDs. It is comprised of equipment for testing qualities of both raw and treated waters as well as basic devices and units such as jar testers for monitoring and promoting treatment processes by the WDs themselves. A variety of selected units and instruments can cover testing all the target parameters for 10 project wells at the 9 WDs, with their qualities and quantities matching the characteristics of treatment processes at the respective WDs.. 2-2-1-8 ICC requirements The implementation of this Project necessitated the endorsement of its appropriateness as a national investment program by the Investment Coordinating Committee (ICC) organized under the National Economic Development Authority (NEDA). The procedure was as follows: ① Approval by the Municiipal Development Committee (MDC) ② Approval by the Provincial Development Committee (PDC) ③ Approval by the Regional Development Committee (RDC) ④ Endorsement by the Investment Coordinating Committee (ICC) of the National Economic
Development Authority (NEDA) The application to this process necessitated as a prerequisite to obtain the Environmental Compliance Certificate (ECC) and Certificate of Non-Coverage (CNC) through the assessment procedures of the Environmental Management Bureau (EMB) and the Department of Environmental and Natural Resources (DENR), respectively. Subsequently each WD was held responsible for the process of obtaining approvals of its project from MDC to RDC (Refer to Fig. 2-1, Flow Chart of the ICC System). LUWA applied to ICC for its endorsement in January 2001 after the completion of the Basic Design Study. Meanwhile all the concerned WDs performed their duties for acquiring approvals of MDC, PDC and RDC, as well as certificates of ECC and CNC, except for Solana WD, which was one of the
2-16
Investment Coordination Committee (ICC) Technical Board
Regional Development Council (RDC)
Provincial Development Council (PDC)
Municipal Development Council (MDC)
Environmental Management Bureau (EMB) under Department of Environment and Natural Resources (DENR)
Local Water Utilities Administration (LWUA) /
Water District (WD)
Application for Application for Application for Application for environmental environmental environmental environmental certificatecertificatecertificatecertificate
Acquisition of
Environmental
Certificate
EnvironmentEnvironmentEnvironmentEnvironmental al al al Compliance Compliance Compliance Compliance CCCCertificate (ECC)ertificate (ECC)ertificate (ECC)ertificate (ECC)
or or or or Certificate of Certificate of Certificate of Certificate of NonNonNonNon----Coverage Coverage Coverage Coverage (CNC)(CNC)(CNC)(CNC)
Approval from ICC
EndorsementEndorsementEndorsementEndorsement
EndorsementEndorsementEndorsementEndorsement
ICC Cabinet (Office of the President)
Appr
oval
Appr
oval
Appr
oval
Appr
oval
National Economic Development Authority (NEDA)
EndorsementEndorsementEndorsementEndorsement
EndorsementEndorsementEndorsementEndorsement
Application for approvalApplication for approvalApplication for approvalApplication for approval
ApprovalApprovalApprovalApproval
Figure2-1 ICC Endorsement Procedure
NEDA-BOARD
2-17
candidates in the initial request. After all this process, LWUA finally obtained ICC's endorsement in November 2001 for all the 9 WDs except Solana. The cases requiring ICC's re-endorsement for the implementation of the Project are as follows: ・ That the Project is not implemented within 18 months after ICC's endorsement ・ That the Project cost varies beyond ±10% of the endorsed amount. In case of this Project, it is anticipated that the Exchange of Notes for its second phase would be concluded later than 18 months from the date of the initial endorsement by ICC. The response of the Philippines side to this point was that the re-endorsement would not be required for the second phase, once the first phase of the Project commence. Concerning the price change, the re-estimate of the Project cost through the Implementation Review Study has resulted in minor modification of the initial one not exceeding the range of ICC's conditions for re-endorsement. 2-2-2 Basic Design 2-2-2-1 Main Features of the Existing Water Sources, Facilities and Services of the WDs The main features of the existing water facilities in the respective WDs are summarized in Table 2-10. (For the layouts of the entire water service systems of the WDs at present, refer to the drawings in the Appendix.) The existing systems in the WDs all depend upon the wells for their water sources, and are equipped with basic facilities for water service to households. However, all the WDs in this Project lack treatment facilities for the improvement of water quality. Main features of the existing facilities, common to all of the WDs are presented as follows:
a. Most of the existing wells tap aquifers more than one. b. Pumps are run by commercial electric supply. Several WDs own diesel generators to be used
in case of blackouts. c. Most of the intake pumps at the existing wells can transport pressure raw water flow directly
into transmission mains. d. Distribution lines are mostly tree-shaped or dendristic, with some sections looped into
networks. Raw water mains from the existing wells are interconnected to each other. e. Types of materials of pipes vary from cast iron, steel, PVC to asbestos cement. As these lines
were mainly installed in 1960s, they are reported to have largely been deteriorated. The proportion of PVC pipes in all the lines range from 20 to 60 % among the target WDs.
f. Each of the target WDs has a workshop having equipment and facilities, run by a specialized personnel for a smaller range of maintenance and repair work such as replacement of vertical-turbine pumps/submersible motor pumps and maintenance of engines.
Tabl
e 2-
10
Exis
ting
Faci
litie
s Li
st
Sour
ce：Te
chni
cal D
ata
Base
com
pile
d by
Eac
h W
D （D
ecem
ber 2
001）
Sp
ecifi
catio
n
No.
Ta
rget
WD
So
urce
Cl
assi
fica-
tio
n Co
ndi-
tion
Dia
- m
eter
（m
m）
Dep
th
（m）
Yiel
d （m
3 /Day
）
Stat
ic
Wat
er
Leve
l （m）
Dyn
amic
W
ater
Le
vel
（m）
Pipe
line
Leng
th
（m）
Out
line
of E
xist
ing
Faci
litie
s
Calo
ocan
W
ell
○
250
250
1,55
5 9.
0 17
.1
Pobl
acio
n W
ell
○
150
120
34
2 6.
8 14
.2
Nag
pala
ngan
W
ell
○
100
135
13
8 0.
0 1.
6 N
agui
laya
n W
ell
○
125
117
17
3 8.
5 15
.2
Cam
aley
W
ell
○
100
129
17
3 -
- G
ayam
an
Wel
l ○
10
0 15
0
130
8.1
13.6
G
ayam
an
Wel
l ○
10
0 15
2
130
10.1
16
.8
Calit
W
ell
○
150
113
86
11.3
16
.3
Aman
coro
W
ell
○
125
122
70
9.8
20.2
1 Bi
nmal
ey
Fabi
a W
ell
○
350
210
1,72
8 4.
5 6.
6
54,0
65
Ther
e is
a to
tal o
f 10
wel
ls o
f var
ious
siz
es h
avin
g w
ater
qua
lity
prob
lem
s w
ith c
olor
and
odo
r, bu
t the
se a
re in
use
. Exc
ept f
or 2
w
ells
, the
ir y
ield
s are
low.
Dir
ect p
ress
ure
pum
ps a
re a
dopt
ed fo
r sou
rce
wel
ls a
nd p
ipel
ines
conn
ecte
d w
ith th
e pu
mps
and
wel
ls.
chlo
rina
tion
faci
litie
s are
inst
alle
d bu
t not
cons
tant
ly u
sed.
Tong
ton
Wel
l ○
20
0 18
3
891
- -
Libs
ong
Wel
l ○
25
0 25
0 2,
434
3.3
15.4
Li
bson
g 2
Wel
l ×
-
- -
- -
2 Li
ngay
en
Baay
W
ell
○
250
250
43
2 -
-
41,8
20
Ther
e ar
e 3
wel
ls in
use
with
the
sam
e w
ater
qua
lity
prob
lmes
with
col
or a
nd o
dor
as in
Bin
mal
ey. T
he y
ield
s of
Ton
gton
and
Ba
ay a
re s
mal
ler
than
Lib
song
. N
ew w
ells
con
stru
cted
in
2001
hav
e th
e sa
me
wat
er q
ualit
y pr
oble
ms,
thus
no
pum
ps a
re
inst
alle
d. A
t pre
sent
, chl
orin
e is
fed
for d
isin
fect
ion
purp
oses
, alth
ough
the
amou
nt is
inad
equa
te. T
here
is n
o re
sidu
al ch
lorin
e at
th
e ou
tflow
．W
ater
is p
umpe
d di
rect
ly b
y a
wat
er p
ump.
Dep
endi
ng o
n th
e tim
e of
the
day
, a v
ertic
al p
ress
ure
pum
p is
use
d to
geth
er b
y ad
ding
the
stor
ed w
ater
from
a su
rfac
e ta
nk.
Sa
bang
W
ell
△
250
62
1,09
7 3.
6 14
.5
Bina
n W
ell
×
- -
- -
- M
abin
i W
ell
×
- -
- -
- Ri
zal
Wel
l ○
20
0 13
9
345
2.0
3.0
Ther
e ar
e 2
spri
ngs
and
2 w
ells
as
wat
er s
ourc
es. O
ne o
f the
wel
ls h
as n
ot b
een
used
afte
r bei
ng d
rille
d be
caus
e of
the
degr
adin
g w
ater
qua
lity.
The
othe
r w
ell a
nd 2
spr
ings
pro
duce
wat
er o
f goo
d qu
ality
. The
yie
ld a
t th
e sp
ring
s ha
s sl
owly
bee
n de
crea
sing
si
nce
the
end
of 2
001.
A ch
lori
ne fe
edin
g fa
cilit
y is
inst
alle
d bu
t not
use
d du
e to
an
alle
ged
brea
kdow
n.
San
Juan
W
ell
○
250
77
1,98
7 11
.2
18.0
3 Pa
gsan
jan
Lodg
e Sp
ring
Sp
ring
○
1,
987
28,7
35
4 Pa
nita
n Ph
ase
2 W
ell
△
250
36
1,29
6 3.
0 7.
0 5,
441
Ther
e ar
e no
wel
ls a
vaila
ble
in th
e W
D. T
he W
D ca
rrie
s out
its w
ater
serv
ice
by p
urch
asin
g w
ater
, alth
ough
the
cost
is h
igh,
from
th
e vi
cini
ty c
ity, R
oxas
tra
nsm
ittin
g by
a p
ipel
ine
conn
ectio
n of
15
km. B
oth
WD
s do
not
hav
e a
wat
er m
easu
re, t
here
fore
the
flo
w m
eter
s in
spec
tions
at i
ndiv
idua
l hou
seho
lds
are
subj
ect t
o pa
ymen
t. Ch
lorin
e di
sinf
ectio
ns a
re c
arri
ed o
ut a
t the
trea
tmen
t fa
cilit
y in
Rox
as a
nd ch
lori
ne re
sidu
al is
not
foun
d at
the
side
of P
anita
n.
Subl
ango
n W
ell
○
250
47
2,70
8 7.
0 10
.0
5 Po
ntev
edor
a H
ipon
a W
ell
○
125
9.0
64
0 8.
0 10
.0
34,4
75
This
WD
is d
ivid
ed in
to tw
o w
ater
sup
ply
area
s, ea
ch h
avin
g in
depe
nden
t wat
er s
ourc
es. T
he w
ater
qua
lity
at s
mal
l wel
ls is
goo
d bu
t uns
atis
fact
ory
at la
rge
wel
ls. T
here
fore
, the
larg
e-si
zed
wel
ls a
re ta
rget
ed in
the
Proj
ect (
prod
uctio
n ra
tio is
3 :1
). Al
l wel
ls
are
bein
g us
ed a
nd w
ater
is t
rans
mitt
ed b
y a
pres
sure
pum
p. C
hlor
inat
ion
is c
arri
ed o
ut b
ut r
esid
ual c
hlor
ine
is n
ot fo
und
at
each
hou
se.
Mor
obo
Spri
ng
Spri
ng
○
- -
86
4 -
- M
orob
oro
Spri
ng
Spri
ng
○
- -
1,55
3 -
- 6
Din
gle
-Pot
otan
Aban
gai
Wel
l ○
25
0 40
2,
592
7.0
14.0
25,3
50
Ther
e ar
e 2
spri
ngs
whi
ch p
rodu
ce g
ood
qual
ity w
ater
and
1 w
ell w
ith lo
w q
ualit
y w
ater
. All
wat
er s
ourc
es a
re b
eing
use
d. T
his
WD
cov
ers
2 lo
cal g
over
nmen
t ar
eas
of D
ingl
e an
d Po
tota
n w
hich
are
inte
rcon
nect
ed t
hrou
gh p
ipel
ines
. Din
gle
area
is lo
cate
d ne
ar s
prin
gs a
nd s
uppl
ied
good
qua
lity
wat
er w
hile
Pot
otan
are
a ne
ar th
e w
ell w
ith lo
w q
ualit
y w
ater
can
use
goo
d w
ater
onl
y ni
ghtt
ime
whe
n th
e w
ater
dem
and
decr
ease
s. Th
e re
side
nts
of P
otot
an a
rea
are
diss
atis
fied
as P
otot
an a
rea
alw
ays
rece
ives
the
low
qua
lity
wat
er. A
ll w
ater
sour
ces t
rans
mit
wat
er b
y pu
mp
pres
sure
. Chl
orin
e di
sinf
ectio
ns a
re n
ot co
nsta
ntly
carr
ied
out.
Bi
to
Wel
l ○
20
0 84
864
0.0
21.0
Ba
rayo
ng
Wel
l △
25
0 83
2,
539
0.3
25.8
Bu
ntay
W
ell
×
- -
- -
- 7
Abuy
og
Canu
give
W
ell
○
200
60
13
0
10,4
50
Ther
e ar
e 2
wel
ls b
eing
use
d bu
t the
wat
er q
ualit
y of
bot
h w
ells
is lo
w. T
he w
ater
qua
ntity
is a
lso
insu
ffici
ent.
A ne
w b
oreh
ole
was
dri
lled
in th
e su
burb
. How
ever
, it i
s no
t equ
ippe
d w
ith a
pum
p no
r us
ed, a
s th
e w
ater
qua
lity
is lo
w, a
lthou
gh th
e yi
eld
is su
ffici
ent.
Wat
er s
uppl
y is
car
ried
out
with
pum
ping
pre
ssur
e an
d gr
avity
met
hod
on o
ccas
ion
usin
g th
e sa
me
pipe
line.
Chlo
rina
tion
is n
ot co
nsta
ntly
carr
ied
out.
Villi
aric
a W
ell
○
250
56
2,03
0 7.
0 12
.0
Kiw
anan
W
ell
○
100
35
124
K
imag
ango
W
ell
○
100
40
86
8
Mid
saya
p
Dila
ngal
en
Wel
l ○
15
0 25
3
12
23,4
46
This
WD
cove
rs M
idsa
yap
and
its v
icin
ity to
wn
of L
ibun
gan.
Eac
h w
ater
sup
ply
syst
em is
inde
pend
ent f
rom
eac
h ot
her (
Ther
e is
a
plan
to
conn
ect b
oth
syst
ems
in t
he fu
ture
). Th
ere
are
4 w
ells
in t
his
area
. One
of t
hem
cov
ers
mos
t of
the
pro
duct
ion
(som
e 80
%)
but
the
wat
er q
ualit
y is
low
. Wat
er q
ualit
ies
of o
ther
wel
ls a
re g
ood
but
with
sm
all
prod
uctio
n ra
tes.
Wat
er s
uppl
y is
carr
ied
out w
ith p
umpi
ng p
ress
ure.
Chl
orin
atio
n di
sinf
ectio
ns a
re n
ot co
nsta
ntly
carr
ied
out.
No.
1 W
ell
○
200
101
1,23
3 5.
5 9.
9
No.
2 W
ell
○
300
100
2,59
2 3.
0 10
.6
9 K
abac
an
No.
3 W
ell
△
- -
- -
- 8,
827
Ther
e ar
e 2
wel
ls in
the
WD
. The
wat
er q
ualit
y of
wel
l 1 is
goo
d bu
t tha
t of w
ell 2
is b
ad. W
ater
is s
end
from
an
elev
ated
wat
er
tank
afte
r bei
ng p
umpe
d up
. Chl
orin
atio
n is
not
cons
tant
ly ca
rrie
d ou
t.
○ ：
Avai
labl
e, ×：
Canc
elle
d, △：
Unu
sed/
Susp
ende
d U
nuse
d : T
he w
ell i
s not
use
d as
wat
er so
urce
, bec
ause
wat
er q
ualit
y w
as u
nsui
tabl
e fo
r dri
nkin
g af
ter b
eing
dev
elop
ed, a
nd w
ater
supp
ly fa
cilit
ies h
ave
not b
een
inst
alle
d.
Susp
ende
d : I
n sp
ite o
f bad
wat
er q
ualit
y, w
ater
supp
ly fa
cilit
ies w
ere
inst
alle
d fo
r non
-dri
nkin
g pu
rpos
es su
ch a
s irr
igat
ion,
but
qua
lity
beca
me
wor
se so
now
wat
er su
pply
is su
spen
ded.
2 - 18
2-19
g. The respective WDs have been running public water service through the existing distribution
systems, as shown in Table 2-10. Through the Basic Design Study, it has been confirmed that design water flow from the newly-planned facilities, improved in quality and increased in volume, can be connected to these existing lines without causing any problem at joint sections in respect of sizes and pressures.
h. Water services such as metering, billing and tariff collection have been under control of the administrations of the respective WDs. Management keeps such documents as monthly reports, balance sheets, monthly business records, etc., showing sufficient accountability of the organizations.
Water analyses were carried out during the Basic Design Study (hereafter called "B/D") at the target project wells and other existing wells (except those abandoned) in the WDs. Major characteristics of water qualities related to the basic design of facilities are shown in Table 2-11. (For more detailed data, refer to the Appendix to this report.) (1) Binmeley WD This WD has now 10 existing wells including 3 after the B/D (Gayaman South, Calit and Amancoro). The pipelines have also been extended, totalling 8,670 m. The new 3 wells, which had been out of use at the time of the B/D, have now been equipped with well pumps and pipelines for operation. The color of water at these existing sources are of much higher units than the ones designated by the Philippine standards. In addition, COD is considerably high. (2) Lingayen WD Although a new well (Libson 2) was drilled after the B/D, it was abandoned immediately due to inferior water quality rich in color and releasing hydrogen-sulfide odor. No new lines were added to the existing system. As in Binmeley WD adjacent to this WD, all the wells produce colored water. (3) Pagasanjan WD While the WD engineering team carried out rehabilitation work of the Rizal well with a successful result, the Binan well was abandoned because of the damage of the pump. The pipeline was extended, now totalling 2,500m. In this WD, the Sabang well produce water containing high iron concentrations, compared to the requirements of the Philippine standards. (4) Panitan and Potevedra WDs There have been no alterations with the facilities of these WDs since the time of the B/D. The waters from the wells of Panitan WD Phase 2 and Potevedra WD Sublangon have far higher contents of both iron and manganese than those designated in the Philippine standards. In
2-20
addition, ammonia has been detected at both wells. (5) Dingle-Potatan WD The WD carried out the extension of the pipeline, now reaching 2,300m in total. In this WD, the Abangai well is in production of water rich in iron and manganese, also containing ammonia. (6) Abuyog WD In this WD there has been no alteration of the facilities since the B/D. The Barayong well of the WD produces highly-colored water containing high ranges of iron and manganese together with ammonia. The wells of this WD, Bito and Canugive, were drilled in 1940s as was the case with another well, Buntay, which had been abandoned before the B/D. As a result, the intake facilities at these wells have now been in deteriorated conditions. The waters from these wells tend to present strong hydrogen-sulfide odor. (7) Midsayap and Kabacan WDs Facilities in these two WDs remain the same as were found during the B/D. The wells of Midsayap WD Vilicarica and Kabacan WD No. 2 provide water of high iron and manganese concentrations in contrast to the Philippine standards. Kabacan WD No. 3 had long been abandoned before the B/D. The three (3) WDs, Dingle-Pototan, Midsayap and Kabacan, have the water sources differing in water quality ranging from good to inferior. As a result, served water has a mixed quality, varying in service areas and service times. So far they have not been able to assure water services of good quality as a whole.
Tabl
e 2-
11(1
) Sp
ecifi
catio
ns L
ist o
f Exi
stin
g W
ater
Sou
rces
in E
ach
WD
N
o.
Targ
et W
D
Nam
e of
Wat
er
Sour
ce
Cond
ition
D
ate
of
Anal
ysis
Te
mpe
ratu
re
ｐH
El
ectr
ical
Co
nduc
tivity
Co
lor
Odo
r / T
aste
CO
D（
Dic
hrom
ate
dem
and ）
Fe
M
n Am
mon
ia
Uni
t
℃
－
m
S/m
TC
U
－
mg/
L m
g/L
mg/
L m
g/L
Phili
ppin
e St
anda
rd
－
6.5～
8.5
－
5 N
orm
al
－
1.0
0.5
－
Calo
ocan
○
20
02/F
eb
31.5
8.
05
53
120
Hyd
roge
n Su
lfide
23
0.
04
0.03
N
D
Pobl
acio
n ○
19
99/S
ep
29.3
7.
70
58
40
Noｒ
mal
25
N
D
ND
N
D
Nag
pala
ngan
○
19
99/S
ep
30.0
7.
60
62
40
Nor
mal
20
0.
20
0.20
0.
5 N
agui
laya
n ○
19
99/S
ep
31.0
7.
30
40
50
Hyd
roge
n Su
lfide
8
ND
N
D
ND
Ca
mal
ey
○
1999
/Sep
32
.0
7.40
52
40
N
orm
al
20
0.20
N
D
ND
G
ayam
an N
orth
○
19
99/S
ep
29.8
7.
60
49
20
Nor
mal
10
0.
20
ND
N
D
Gay
aman
Sou
th
○
2002
/Feb
33
.0
8.21
77
80
H
ydro
gen
Sulfi
de
－
－
－
－
Calit
○
20
02/F
eb
29.5
8.
17
59
20
Nor
mal
－
－
－
－
Am
anco
ro
○
－
－
－
－
－
－
－
－
－
－
1 Bi
nmal
ey
Fabi
a ○
20
02/F
eb
32.0
8.
19
54
80
Hyd
roge
n Su
lfide
18
0.
04
0.03
N
D
Tong
ton
○
1999
/Sep
31
.0
8.24
61
30
H
ydro
gen
Sulfi
de
50
0.50
N
D
0.5
Libs
ong
○
2002
/Feb
34
.0
8.10
13
8 80
H
ydro
gen
Sulfi
de
28
0.06
0.
03
ND
Li
bson
g 2
×
－
－
－
－
－
－
－
－
－
－
2 Li
ngay
en
Baay
○
19
99/S
ep
32.6
8.
08
284
30
Salin
ity
50
0.50
N
D
1.0
Saba
ng
△
2002
/Feb
28
.5
6.95
92
4
Met
allic
･Hyd
roge
n Su
lfide
3
3.70
0.
36
ND
Bina
n ×
19
99/S
ep
31.3
7.
95
84
0 N
orm
al
10
0.21
0.
11
ND
M
abin
i ×
－
－
－
－
－
－
－
－
－
－
Ri
zal
○
2002
/Feb
29
.3
7.71
91
0
Hyd
roge
n Su
lfide
5
0.11
0.
07
ND
Sa
n Ju
an
○
2002
/Feb
32
.8
7.94
38
0
Nor
mal
4
0.03
0.
03
ND
3 Pa
gsan
jan
Lodg
e Sp
ring
○
20
02/F
eb
30.8
7.
22
39
0 N
orm
al
4 0.
03
ND
N
D
4 Pa
nita
n Ph
ase
2 △
20
02/F
eb
27.0
6.
82
63
6 M
etal
lic
8 9.
70
1.40
2.
3 Su
blan
gon
○
2002
/Feb
27
.5
6.69
17
9 2
Met
allic
4
2.20
1.
20
ND
5
Pont
eved
ora
Hip
ona
○
1999
/Sep
27
.5
7.36
35
0
Nor
mal
0
0.20
N
D
ND
M
orob
o Sp
ring
○
20
02/F
eb
25.6
6.
81
58
0 N
orm
al
5 N
D
ND
N
D
Mor
obor
o Sp
ring
○
20
02/F
eb
26.0
6.
88
59
0 N
orm
al
7 0.
26
0.03
N
D
6 D
ingl
e -P
otot
an
Aban
gai
○
2002
/Feb
27
.5
7.36
15
4 4
Met
allic
14
0.
82
0.54
1.
2
○ ：
Avai
labl
e, ×：
Canc
elle
d, △：
Unu
sed/
Susp
ende
d U
nuse
d : T
he w
ell i
s not
use
d as
wat
er so
urce
, bec
ause
wat
er q
ualit
y w
as u
nsui
tabl
e fo
r dri
nkin
g af
ter b
eing
dev
elop
ed, a
nd w
ater
supp
ly fa
cilit
ies h
ave
not b
een
inst
alle
d.
Susp
ende
d : I
n sp
ite o
f bad
wat
er q
ualit
y, w
ater
supp
ly fa
cilit
ies w
ere
inst
alle
d fo
r non
-dri
nkin
g pu
rpos
es su
ch a
s irr
igat
ion,
but
qua
lity
beca
me
wor
se so
now
wat
er su
pply
is su
spen
ded.
2 – 21
Tabl
e 2-
11(2
) Sp
ecifi
catio
ns L
ist o
f Exi
stin
g W
ater
Sou
rces
in E
ach
WD
No.
Ta
rget
WD
N
ame
of W
ater
So
urce
Co
nditi
on
Dat
e of
An
alys
is
Tem
pera
ture
ｐ
H
Elec
tric
al
Cond
uctiv
ity
Colo
r O
dor /
Tas
te
COD
（D
ichr
omat
e de
man
d ）
Fe
Mn
Amm
onia
Uni
t
℃
－
m
S/m
TC
U
－
mg/
L m
g/L
mg/
L m
g/L
Phili
ppin
e St
anda
rd
－
6.5～
8.5
－
5 N
orm
al
－
1.0
0.5
－
Bito
○
19
99/S
ep
31.5
7.
60
96
7 H
ydro
gen
Sulfi
de
6 0.
44
0.35
N
D
Bara
yong
△
20
02/F
eb
29.2
6.
78
269
20
Met
allic
・H
ydro
gen
Sulfi
de
23
4.30
1.
80
5.1
Bunt
ay
×
1999
/Sep
31
.7
7.18
24
4 50
H
ydro
gen
Sulfi
de･
Offe
nsiv
e 10
1.
50
0.50
3.
3 7
Abuy
og
Canu
give
○
19
99/S
ep
32.2
7.
12
230
40
Hyd
roge
n Su
lfide
･
Offe
nsiv
e 13
2.
00
1.20
N
D
Villi
aric
a ○
19
99/N
ov
27.0
7.
09
107
0 M
etal
lic
8 1.
70
0.97
N
D
Kiw
anan
○
19
99/S
ep
29.0
6.
87
110
0 N
orm
al
4 0.
10
0.49
N
D
Kim
agan
go
○
1999
/Sep
28
.8
6.83
10
2 2
Nor
mal
8
0.20
0.
20
ND
8
Mid
saya
p
Dila
ngal
en
○
1999
/Sep
29
.0
7.18
12
4 0
Nor
mal
3
0.50
N
D
0.1
No.
1 ○
19
99/S
ep
28.8
7.
01
61
0 M
etal
lic
11
0.46
0.
26
ND
N
o.2
○
1999
/Nov
28
.9
7.08
55
0
Met
allic
4
1.70
1.
90
ND
9
Kab
acan
N
o.3
×
1999
/Sep
28
.1
6.84
35
0
Met
allic
4
1.70
1.
90
ND
○ ：
Avai
labl
e, ×：
Canc
elle
d, △：
Unu
sed/
Susp
ende
d U
nuse
d : T
he w
ell i
s not
use
d as
wat
er so
urce
, bec
ause
wat
er q
ualit
y w
as u
nsui
tabl
e fo
r dri
nkin
g af
ter b
eing
dev
elop
ed, a
nd w
ater
supp
ly fa
cilit
ies h
ave
not b
een
inst
alle
d.
Susp
ende
d : I
n sp
ite o
f bad
wat
er q
ualit
y, w
ater
supp
ly fa
cilit
ies w
ere
inst
alle
d fo
r non
-dri
nkin
g pu
rpos
es su
ch a
s irr
igat
ion,
but
qua
lity
beca
me
wor
se so
now
wat
er su
pply
is su
spen
ded.
2 - 22
2-23
2-2-2-2 Facilities Planning (1) Major Components of the System Either of the 10 project wells of the 9 WDs under this Project produces water inferior in quality, featuring high ranges of iron, manganese, color and odor highly exceeding the requirements of the Philippine standards. As a result of the B/D it has been made clear that inferior water quality can be improved through a process of water treatment for safe and stable water service. For such purpose, the basic system to be installed under the Project for the respective WDs is proposed to cover from intake facilities, raw water mains, treatment facilities until transmission mains for purified water flow. Construction of new water sources (new groundwater development with well drilling) and extension of distribution networks shall be undertaken by the WDs, depending upon the needs of the respective WDs. The characteristics of proposed components of new systems are described as follows:
1) A properly-determined volume of groundwater (raw water) is pumped by the submersible motor pump (intake facilities) from the existing well, and is transported through the raw water main to the treatment facilities. The raw water mains are either existing or newly installed, having various lengths, according to the specific conditions of the respective WDs.
2) Raw water received at the treatment facilities is to undergo the first step of aeration treatment
for the oxidization of iron and removal of hydrogen-sulfide odor, and then go through the purifying processes of targeted treatment items such as iron, manganese, ammonia and/or color. Iron will be removed through the coagulation and sedimentation process or rapid filtration; manganese through contact filtration; ammonia by break-point chlorination process; and color through coagulation and sedimentation. After these processes, treated water is to be disinfected with chlorine.
3) Thus purified water is transported through the new or existing transmission main
(transmission facilities) by a pump to the existing service areas for final distribution to each household. The volumes of water to be pumped to the existing distribution system are designed not to exceed the capacity of existing facilities in the respective WDs.
4) The sludge produced by the coagulation and sedimentation process is to be removed
periodically, dewatered on drying beds, and eventually reclaimed at a disposal site. (2) Specific Features of Facilities Planning among the WDs (Refer to Fig. 2-2 & 2-3)
1) Sites requiring installations of new raw water mains outside the premises of treatment works:
2-24
a. Binmaley WD Caloocan b. Binmaley WD Fabia c. Dingle-Pototan WD Abangai
Land acquisition for new treatment works in the site of intake facilities was difficult in the above 3 sites.
2) Sites requiring installations of new transmission mains outside the premises of treatment works: a. Pagsanjan WD Sabang b. Abuyog WD Barayong
The above 2 wells have not yet been connected to the existing water systems, and new transmission mains are required to connect new treatment works and the existing systems.
3) Other sites
All the other sites require the new installations of raw water mains and transmission mains within the premises of treatment works for integrating the existing water sources, new treatment works and the existing distribution systems.
Fig.2-2 SYSTEM TO BE CONSTRUCTED -①
WATER SERVICE AREA
EXISTING WELL & ELEVATED TANK
WATER SERVICE AREASPRING
EXISTING WELL
Panitan
WATER SERVICE AREA
From Roxas
CONNECTING POINT
EXISTING PIPE
WATER SERVICE AREAEXISTING GROUND TANK
EXISTING WELL
EXISTING WELL
EXISTING WELL
EXISTING WELL
EXISTING WELL
Binmaley
Lingayen
Pagsanjan
NEWLY INSTALLED PIPE
NEWLY INSTALLED PLANT
2 -25
Fig.2-3 SYSTEM TO BE CONSTRUCTED -②
CONNECTING POINT
EXISTING PIPE
WATER SERVICE AREA
WATER SERVICE AREA
Dingle-Pototan
SPRINGSPRING
Pontevedra
EXISTING GROUND TANK
EXISTING WELL
WATER SERVICE AREA
WATER SERVICE AREA
EXISTING WELL
EXISTING WELL
Abuyog
Midsayap
WATER SERVICE AREA
EXISTING ELEVATED TANK
KabacanEXISTING WELL
EXISTING ELEVATED TANK
NEWLY INSTALLED PIPE
NEWLY INSTALLED PLANT
2 -26
2-27
2-2-2-3 Design of Facilities (1) Water Wells During the B/D, the existing wells in the target WDs were examined and tested to confirm their hydrogeological and engineering features. Based upon the results of the study, the wells to be incorporated into the project have been determined. (Refer to Table 2-12. "Determination of wells for target and continued use” ) It is clear that high contents of minerals in groundwater, revealed through water analyses at the existing wells, have caused deposits of massive scale inside the wells and on the well pumps (so-called "incrustation"). The incrustation clogs the well screens, resulting in the decrease of production or increased drawdown of the wells. Therefore, the rehabilitation works of the existing wells are necessary, including such works as cleaning of the well screens with mechanical brushing and chemical treatment of incrustation with polyphosphate acids, etc. These works should be carried out during the construction work of the Project. (2) Deep Well Pumps (Intake Pumps) Of 10 project wells in the target 9 WDs, two (Pagsanjan WD Sobang and Abuyog WD Bayayong) remain yet to be incorporated into the existing service systems, since raw water qualities turned out inappropriate for practical use. Meanwhile another well, Panitan WD Phase 2, has been left off duty, because of its worsening water quality (increase of iron content). These three wells now lack proper intake pumps, which are planned to be procured under the Project. Other pumps now in operation are planned to be all replaced with new ones under the Project mainly due to their degraded conditions stemming from their long service and heavy duty in the existing systems. These pumps are oversized in their capacities since they have a function of pumping up raw water directly to the distribution systems. This situation has incessantly put the pumps under varying back pressures from the system operation. New pumps, therefore, should be appropriately selected ones with capacities to match their functions to pump raw water just into the treatment works at a constant rate and head. This measure will make energy consumption more efficient. In the new systems proposed for the Project, ongoing direct transmission of raw water into distribution systems will be cancelled, and purified water is planned to be transmitted by individual centrifugal pumps through pressure-balance tanks.
Table 2-12 Determination of Well for Target and Continued Use
TargetWD
Name ofSources
Type ofSource
WellDia-
meter
WellDepth
WellYield
StaticWaterLevel
DynamicWaterLevel
WaterQuality
Condi-tion Plan Reason
mm m m3/day m m
Caloocan well 250 250 1,555 9 17.1 UnsuitableC、O ○ ◎
Poblacion well 150 120 342 6.8 14.2 UnsuitableC ○ ×
Nagpalangan well 100 135 138 0 1.6 Unsuitable
C ○ ×
Naguilayan well 125 117 173 8.5 15.2 UnsuitableC ○ ×
Camaley well 100 129 173 － － UnsuitableC ○ ×
GayamanNorth well 100 150 130 8.1 13.6 Unsuitable
C ○ ×
GayamanSouth well 100 152 130 10.1 16.8 Unsuitable
C ○ ×
Calit well 150 113 86 11.3 16.3 UnsuitableC ○ ×
Amancoro well 125 122 70 9.8 20.2 UnsuitableC ○ ×
Fabia well 350 210 1,728 4.5 6.6 UnsuitableC、O ○ ◎
Tongton well 200 183 891 － － UnsuitableC ○ ×
Libsong well － － － － －Unsuitable
C × ×
Libsong2 well 250 250 2,434 3.3 15.4 UnsuitableC、O ○ ◎
Baay well 250 250 432 － － UnsuitableC 〇 ×
Sabang well 250 62 1,097 3.6 14.5 UnsuitableFe × ◎
Binan well － － － － －Unsuitable
C × ×
Rizal well 200 139 345 2 3 Suitable 〇 ○
San Juan well 250 77 1,987 11.2 18 Suitable 〇 ○
Lodge Spring spring 1,987 Suitable 〇 ○
UnsuitableFe､Mn､
NH3
Sublangon well 250 47 2,708 7 10 UnsuitableFe､Mn 〇 ◎
Hipona spring 125 9 864 8 10 suitable 〇 ○
Dingle Morobo spring 640 Suitable 〇 ○
-Pototan Moroboro spring 1,553 Suitable 〇 ○
250 UnsuitableFe､ 〇 ◎
Mn､NH3
Bito well 200 84 864 0 21 UnsuitableC、O 〇 ×
Barayong well 250 83 2,539 0.3 25.8Unsuitable
Fe､Mn､NH3、C、
× ◎
Canugive well 200 60 130 UnsuitableC、O 〇 ×
Villiarica well 250 56 2,030 7 12 UnsuitableFe、Mn 〇 ◎
Kiwanan well 100 35 124 － － Suitable 〇 ×Kimagango well 100 40 86 － － Suitable 〇 ×
Dilangalen well 150 25 312 － － Suitable 〇 ×
Kabacan No.1 well 200 101 1,233 5.5 9.9 Suitable 〇 ○
No.2 well will receive a quality improvement measure as itproduces as large as 2,592 m3/day. The water quality ofNo.1 well is good and produces 1,233 m3/day contributingsignificantly to the entire WD such that it will continuouslybe used.
Source: Technical records provided by each WD (obtained in September 1999 and February 2002)1) Quality refers to the water quality problems. Indicators are C: Color, O: Odor, Fe: Iron, Mn: Manganese, NH3: Anmonia 2) For Conditions: pumping, distribution facilities are in operation (○), no facility installation unused (×)3) For Plan, (◎): the Project target wells (Water quality improvement), (○): the water sources that will be continuously used after the Project,(×): the water sources that will be cancelled or suspended (for emergencies such as fire) after the Project
2 - 28
× ◎
Two wells being used, Bito and Canugive, are old producinglow quality water as they have been used since 1940 ’ s.Therefore they will be cancelled after Barayong well willhave completed its water quality improvement.
36 1,296 3 7
40
The water qualities at two water sources in the WD aregood. In order to meet the current demand, the water qualityof Abangai well will be improved.
2,592 7 14
Panitan Phase2 well 250
Midsayap
Abuyog
Abangai well
There are 10 wells being used at present. Except for 2 wellsat Caloocan and Fabia (1,550m3/day above), all wellsproduce small yield (below 350 m3/day ) and show over 20colour TCU, therefore, it is both technically andeconomically difficult to improve the water quality.
Binmaley
Villiarica is included in the target wells because it producesa large yield of 2,030 m3/day. Kiwanan, Kimagango andDilangalen wells supply good quality water but with toosmall yields. Considering the present operational conditions,these will not be used after Villicarica will have improvedthe water quality in order to improve the effciency of theWD.
Pagsanjan
The two wells which are being used, will continuously beemployed, but the yields of these wells are too small suchthat water at Sabang well will be treated and used together.The quality of two wells is good therefore there are no needsfor further treatment.
The Libsong well produces more than 2,430 m3/day so thatit is possible to improve the quality of water services in thewhole area with water quality improvement. Two other wellsshows over 30 color TCU therefore it is technically difficultto improve the water quality.Lingayen
The water quality of the only water source in the WD (Phase2) will be treated to secure stable water supply by self-ownedwater sources.
Ponte-vedra
Currently, two water sources constitute independent watersupply areas, and water sources are attributed to eachdistribution network. The water quality of Hipona spring isgood therefore water treatment will be carried out only atSublangon well.
2-29
(3) Raw Water Mains The raw water main is a pipeline to transport raw water pumped from the well to the treatment works. In the following 7 WDs, the new treatment works can be designed to be located in a single premise where the well and intake facilities (well/intake pump) exist, and the raw water main can be installed solely inside that premise.
* Lingayen WD Libsong * Pagsanjan WD Sabang * Panitan WD Phase 2 * Potevedra WD Sublangon * Abuyog WD Barayong * Midsayap WD Villiarica * Kabacan WD No. 2
On the other hand, the raw water mains in the remaining three sites are required to be extended, connecting two separate locations of the intake facilities and the treatment works. The details of such raw water mains are presented in the following table:
Table 2-13 Details of Raw Water Mains in the 3 Sites
Target WD Well Length of Raw
Water Main (m)
Material of Pipe
Diameter (mm)
Caloocan 220 PVC 200 Binamley Fabia 183 PVC 150 Dingle-Pototan Abangi 810 PVC 150
(4) Treatment Facilities 1) Examination of treatment process by jar tests and filtration tests Based upon the results of analyses of water samples from the existing wells conducted during the first stage of the BD (B/D-I), the jar tests and the filtration tests were carried out in this stage of the B/D (B/D-II) in order to study on the appropriate treatment processes. (Refer to Fig. 2-4: Outline of deferrization and demanganization tests - processes of jar tests and aeration/filtration tests, and to Fig. 2-5: Outline of color treatment tests.) The first step of testing was jar tests, in which optimum amounts of chemical(s) to be added to samples were confirmed against various parameters for treatment in the respective WDs. (For the target parameters in the respective WDs, refer to Table 2-9.) Filtration tests followed, with close reference to the results of the preceding jar tests (The outline of these filtration tests are summarized in Table 2-14 below). Subsequently the study of appropriate treatment processes for each WD has been concluded through the evaluation of these test results.
①②
③④
FIG.2-4Outlineofdeferrization
anddemanganizationtests
2-1.Aeratio nandfiltrationtest(consistingof
Ⅰand
Ⅱ)
2-2.Aeration,coagulation-sedimentationandfiltrationtest
(consistingof
Ⅰto
Ⅲ)
1．JarTest(consistingof
Ⅰto
Ⅳ)
Ⅰ ⅠⅠⅠB BBBe eeea aaak kkke eeer rrrT TTT e eees ssst ttt
Ⅱ ⅡⅡⅡC CCCo oooa aaag gggu uuul llla aaat ttti iiio ooon nnnt ttte eees ssst ttt
Ⅲ ⅢⅢⅢS SSSe eeet tttt tttl llli iiin nnng gggt ttte eees ssst ttt
Ⅳ ⅣⅣⅣF FFFi iiil lllt tttr rrra aaat ttti iiio ooon nnnt ttte eees ssst ttt
Ⅰ ⅠⅠⅠS SSSp pppr rrri iiin nnnk kkkl llli iiin nnng gggt ttte eees ssst ttt
Ⅱ ⅡⅡⅡC CCCo oool lllu uuum mmmn nnnf fffi iiil lllt tttr rrra aaat ttti iiio ooon nnnt ttte eees ssst ttt
Ⅰ ⅠⅠⅠS SSSp pppr rrri iiin nnnk kkkl llli iiin nnng gggt ttte eees ssst ttt
Ⅲ ⅢⅢⅢC CCCo oool lllu uuum mmmn nnnf fffi iiil lllt tttr rrra aaat ttti iiio ooo n nnnt ttte eees ssst ttt
Ⅱ ⅡⅡⅡC CCCo oooa aaag gggu uuul llla aaat ttti iiio ooon nnn- ---s ssse eeed dddi iiim mmme eeen nnnt ttta aaat ttti iii o ooon nnnt ttte eees ssst ttt
①AerationTest
②ChlorineOxydationTest
Observethecolorafteraeration
Sodiumhypochrorite
Observethecolorandthesediment
③Aerationtestinalkaline
conditions
Alkalineagent
Aeration
Observethecolor
④Alkaliinjectiontestafteraeration
Conduct edifthecolorturnedinto
whiteafterprocess
①
Alkalineagent
Observethecolor
thesample
①to
④ofthebeakertest
Determinetheoptimumdosagerateusing
Observethesettlingspeed
Deferriization
Demanganization
Chlorine
andthefiltrationtest
Waterqualityanalysisafterthesprinkling
Usingsilicasand
Usingmanganesesand
Coagulant
Alkalineagent
Usingmanganesesand
Waterqualityanalysisafterfiltration
2 -30
Sulfuricaci d pHc ontrol
1．JarTest(consistingof
Ⅰto
Ⅲ)
Ⅰ ⅠⅠⅠC CCCo oooa aaag gggu uuul llla aaat ttti iiio ooon nnn- ---s ssse eeed dddi iiim mmme eeen nnnt ttta aaat ttti iiio ooon nnnt ttte eees ssst ttt
Determinetheoptimumdosagerateofcoagulant
Ⅱ ⅡⅡⅡS SSSe eeet tttt tttl llli iiin nnng gggt ttte eees ssst ttt
Observethesettlingspeed
Ⅲ ⅢⅢⅢF FFFi iiil lllt tttr rrra aaat ttti iiio ooon nnnt ttte eees ssst ttt
Waterqualityanalysisafterfiltration
Ⅰ ⅠⅠⅠS SSSp pppr rrri iiin nnnk kkkl llli iiin nnng gggt ttte eees ssst ttt
Ⅱ ⅡⅡⅡC CCCo oool lllu uuum mmmn nnnf fffi iiil lllt tttr rrra aaat ttti iiio ooon nnnt ttte eees ssst ttt
Coagulantandsulfuricacid Usin gsilica
sand
2 ．Aeration/filtrationtest(consistingof
Ⅰand
Ⅱ)
FIg.2-5OutlineofCol or
treatmenttests
2 -31
2-32
Table 2-14 Outline of Filtration Tests for Various Groups of Target Parameters
Group Target WD (Wells) Parameters for treatment Tests performed
A Pagasanjan (Sabang) Iron Aeration + Silica sand filtration (Iron removal)
B Midsayap (Villiarica) Kabacan (No. 2)
Iron and Manganese
Aeration + Coagulation/sedimentation (Iron removal) → Manganese sand filtration (Manganese removal)
C Pontevedra (Subiangon) Dingle-Pototan (Abangai)
Iron, Manganese, and Ammonia
Aeration + Coagulation/sedimentation (Iron removal) → Chlorination (Ammonia removal)→Manganese sand filtration (Manganese removal)
C' Panitan (Phase 2) Iron, Manganese, and Ammonia
Aeration + pH Control + Coagulation /sedimentation(Iron removal)→ Chlorination (Ammonia removal) →Manganese sand filtration (Manganese removal)
D Dinmaley (Caloocan) Ditto (Fabia) Abuyog (Barayong)
Color and Odor
Aeration (Removal of objectionable odor)→pH control + Coagulation/ sedimentation (Color removal) → Silica sand filtration (Color removal)
E Abuyong (Barayong) Iron; Manganese, Ammonia, Color and Odor
Aeration + Coagulation/sedimentation (Removal of iron, color and odor)→ Chlorination (Ammonia removal)→ Manganese sand filtration (Manganese removal)
(Refer to the Appendix for the detailed results of the above-listed tests for the respective WDs.) Aeration was done by spraying water through nozzles at feed rates varying from 0.4 to 1.0 m2/m3/hr. For coagulation, aluminum sulphate were added as the coagulant at an appropriate rate confirmed by the jar tests. For the groups of C' and D, the preceding jar tests indicated the necessity of pH control for the coagulation process, and the optimum feed rates of the chemical established by the jar tests were adopted. The filtration tests employed columns pipes, filled with suitable filtration sand over the supporting beds. The rate of filtration through these materials was set within the range of 120 to 150 m/day. (This testing is called the " column test".) For iron removal, Group-A employed silica sand filtration, and Groups- B and C, coagulation followed by sedimentation. For manganese removal, the tests for Groups-B, C, C' and E employed manganese sand filtration, along with pretreatment by required amount of chlorination, after raw water passed the process of deferrization. (Since samples of Groups-C, C' and E contained ammonia, the feed rates of chlorination included amounts required for the removal of this element.) 2)Verification of Water treatment process a. Aeration (for all of the sites in Groups-A, B, C, C', D and E) All the target sites except those of Group-D produce water containing high concentrations of iron ranging from 0.82 to 9.7 mg/L (at the time B/D-I, from 1.0 to 9.0 mg/L). Aeration has an effect to
2-33
accelerate the process of oxidizing ferrous iron dissolved in the water into ferric iron. While the former remains dissolved in the water, the latter comes out in the water due to its low dissolving capacity. (Dissolved iron has no effect on the color in the water, while oxidized iron imparts reddish blown color to the water. ) Meanwhile the waters from Group-D contain sulfides of a range of 0.2 mg/L, imparting objectionable odor of hydrogen-sulfide nature, which far exceeds the "threshold odor number" of the Philippine standards. Testing has confirmed that the application of aeration is effective for removing such an odor. The test has proven that the effects of aeration to all the target sites, either as the first step for iron removal or odor elimination, can be assured at a feed rate of 0.4 m2/m3/hr with a falling level set at 3 m. b. pH Controlling Agents and Coagulants i) pH Control (for Groups-C' and D) The presence of color in the raw waters of Group D is attributed mainly to humic substances in them. The removal of such color can be achieved by the coagulation and sedimentation processes, maintaining raw water within an appropriate pH range (slightly acidic side at a value of 5.8 to 6.0, as verified by testing). However since samples from Binmaley WD Caloocan and Fabia and Lingayen WD Libsong show pH values of alkaline side at a level exceeding 8, the control of pH in the raw water becomes necessary to assure satisfactory coagulation effects. For this case, sulfuric acid will be employed as a suitable pH controller. In case of Group-C', the sample underwent testing consisting of aeration and filtration. The final product of these processes, however, turned out to still contain iron at a level higher than 1.0 mg/L. The reason for this phenomenon can be explained, based upon the analysis of fluctuating pH values of the sample observed prior to and through the aeration test: The initial pH value of the sample was 6.6, and after aeration it rose to 7.0. Compared to the cases with the samples from other sites, the increase of pH value of Group C' was exceptionally restricted. The interference of the reaction in the process for Group C’ might have been caused by the presence of siliceous acid in the sample, which turned out to reach 87 mg/L. (If the water contains siliceous acid at a range of more than 30 mg/L, there are cases that the oxidization of iron by aeration will not go on smoothly, since iron tends to combine with siliceous acid to form the colloidal sates of minute particles instead of combining with oxygen.) As a measure to counter against this situation, pH control with alkalis (slaked lime) was applied after aeration, increasing pH to a level of some 8.5, and this measure did work for the removal of iron in the final process of treatment, eliminating the influence of siliceous acid.
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ii) Coagulants (for Groups-B, C, C', D and E) Coagulants are to be added in the process for the sites of these groups to give coagulability to ferric iron and other substances contributing to the coloration of water. It is considered that aluminum sulfide adopted for the experiments as a coagulant can present adequate effects for neutralizing electric charges on the surface of minute particles suspended in water. c. Mixing-Coagulation Flash mixing for a period of one minute at a velocity of 300 min-1 and slow one for 10 minutes at 30 min-1 could successfully form the floc of about 2 mm in diameter. The addition of the coagulant is considered to have much helped the floc formation by canceling repulsion between suspended particles through the neutralization of their electric charges. d. Sedimentation (for Groups-B, C, C' D and E) It was confirmed during the test that the floc formed of iron and other coloring substances settled at a rate of 60% in 30 minutes and 80% in 60 minutes. e. Filtration *Group-A: Ferric iron produced through the process of aeration in the first step is removed at the
silica sand filters at the final stage. *Group-D: The floc carried over through the process of coagulation and sedimentation is removed at
the siliceous sand filter at the final stage. *Groups-B, C, C' and D: The floc of iron carried over through the process of coagulation and
sedimentation is removed at the manganese sand filter. Moreover, manganese contained in the sample was recognized to undergo contact filtration through the manganese sand bed at this final stage. In this process, the feed of free chlorine by a required amount can promote oxidization of manganese in the sample through the filtration beds with manganese sand acting as a catalyst. The required amount of chlorine turned out to be approximately 1.29 times of the calculated concentration of manganese dissolved in the sample. Chlorine for this purpose is to be fed prior to the filtration process. For Groups-C, C’ and E, additional amounts of chlorine are required for the removal of another parameter of ammonia contained in the waters of these Groups.
Integrating the test results described in the previous 2 sections, (4)-1 and (4)-2, the appropriate design of the treatment process for the Project are presented in Fig. 2-6.
FIG. 2-6 FLOW DIAGRAM
Fe
Fe, Mn
Group-A：Pagsanjan
Fe, Mn, NH3
Fe(High Conc.), Mn, NH3
Color
Fe, Mn, NH3, Color
Group-C：Pontevedra, Dingle-Pototan
Group-C'：Panitan
Group-D：Binmaley(Caloocan,Fabia), Lingayen
Group-E：Abuyog
Raw Water
Raw Water
Hydrate Lime
/pH Control
Raw Water
Chlorine
Treated Water
Fe Removal
Chlorine
Mn Removal
Chlorine
Mn Removal
Mn Removal
Mn Removal
Raw Water Coagulation
Sedimentation
Coagulation
Sedimentation
Coagulation
Sedimentation
Coagulant
Fe Removal
Coagulation
Sedimentation
Coagulation
Sedimentation
Coagulation
Sedimentation
Coagulant
Fe Removal
Chlorine/NH3 Removal
Coagulation
Sedimentation
Coagulation
Sedimentation
Coagulation
Sedimentation
Fe Removal
ChlorineChlorine/NH3 Removal
Raw Water
/pH Control
Sulfuric Acid
Coagulant
Coagulation
Sedimentation
Coagulation
Sedimentation
Coagulation
Sedimentation
Color Removal
Coagulant
Raw Water Coagulation
Sedimentation
Coagulation
Sedimentation
Coagulation
Sedimentation
Fe, Color Removal
ChlorineChlorine/NH3 Removal
Chlorine
Treated Water
Chlorine
Treated Water
Chlorine
Treated Water
Chlorine
Treated Water
Chlorine
Treated Water
Hydrate Lime
/pH Control
Coagulant
Aeration
Aeration
Aeration
Aeration
Aeration
Aeration Filtration
Filtration
Filtration
Filtration
Filtration
Filtration
Group-B：Kabacan, Midsayap
Odor Removal
Odor Removal
2 -35
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3) Outline of Treatment Facilities In addition to major facilities examined in the preceding study on the treatment process, the treatment works for the Project include purified water tanks, backwash drain tanks, sludge-drying beds, etc. in all of 9 WDs. The overview of these facilities for 9 WDs are presented in the sheet of facilities appearing later in this chapter(refer to pages of 2-46 to 2-74), based upon the following design criteria. Each facility of treatment works is of reinforced concrete construction. Pipes connecting these facilities are of steel within the site for the works, and are of PVC for the extension to the existing systems outside the works. a. Aeration tower The main function of the aeration tower is to oxidize ferrous iron in the raw water into ferric iron so that the subsequent process of sedimentation and filtration can easily remove iron substances. It also contributes to the removal of sulfides in raw water imparting objectionable odor of hydrogen sulfide. The method of aeration is spraying, to be operated on the principle of surface loading( area per unit water volume per unit time period) set at 0.4 m2/m3/hr with a head of 3m. The aeration tower for the spraying method is simple in its structure. Its effects have been adequately confirmed through a series of testing during this study. The capacity of the facility is to conform to the production rates of the respective wells. The number of units shall basically be two (2) at each site, in order not to stop the operation while one undergoes cleaning, rehabilitation, replacement of parts, etc. b. Mixing, Coagulation and Sedimentation Basins Flash mixing is mechanically done with a vertical flash mixer to get required mixing intensity, followed by slow mixing for prompting the formation of the floc. The period of flash mixing is basically 1.5 minutes, with reference to the standards of 1 to 5 minutes in Japan Waterworks Association facilities Design Criteria and the results of the tests performed in this study. The detention period for slow mixing is 30 minutes, also taking into account the standards of 20 to 30 minutes in the JWWA Design Criteria as well as the results of the tests for this study. The effect of slow mixing is designed to be obtained by up-and-down baffle plates installed in the basin. This measure can eliminate power requirement for this part of process. The plates are designed to be installed at an optimum intervals to minimize the loss of water flow so that the floc formed upstream in the basin could not be collapsed. The intensity of flash mixing in the coagulation basin is set at a GT value of around 50,000. The sedimentation basin is planned to be a horizontal-flow type. The design criterion for its surface loading is set at 30 mm/min, with a detention period of 2 hours against the design volume of treatment, based upon the experimented
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velocities of sedimentation in the jar tests. The standards of 15 to 30 mm/min in the JWWA Design Criteria and the characteristic features of water qualities and temperatures of the project wells were also taken into consideration for the decision of this design factor. The mixing, coagulation and sedimentation basins can be integrated into a single complete unit since these processes is achieved one by one in series, following the principle of natural gravity flow. The optimum design for these processes in this Project is proposed to provide each one basin to the mixing and coagulation processes but two basins to the process of sedimentation. This is because a sedimentation basin must undergo periodical removal of sludge and deposits. By means of alternate operations of two basins, the treatment process can go on with the continuous water flow undisturbed by such operation. The process of the water treatment is shown in the diagram below. 3）Design of water purification facilities
In addition to the above-mentioned facilities for the treatment processes, the design sheets for the facilities at 10 sites of 9 WDs are summarized in subsequent pages. These facilities include treated water reservoirs, backwash wastewater basins and sludge drying beds.
The materials of the facilities are basically reinforced concrete, and that of the pipes are steel for the pipes within the facilities and PVC for the pipes from the facilities to the main lines.
① Aeration Tower
The iron hydroxide contained in the raw water will be oxidized so that it can be captured easily in the successive sedimentation basin and the filtering basin. The sulfide that may cause hydrogen sulfide odor will also be removed. The aeration system will employ the sprinkler method. It is also decided that the area per unit volume of raw water and unit time (water area load of 0.4m2/m3/hr) and 3m water head will be set in order to enhance the air-liquid contact efficiency. The structure of the aeration towers, which applied the sprinkler method, is relatively simple, and the effects of the aeration were evidenced by the filtration tests. The capacity of the system is determined by the yield of each water source, and each water source will contain two sets of aeration towers so that one can be a stand-by in case of cleaning and maintenance of the other tower.
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② Mixing, coagulation and sedimentation basins
The detention time in the mixing basin will be set at 1.5 minutes based on the design criteria for water works facilities in Japan and the results of the filtration tests. The detention time in the coagulation basin will be set at 30 minutes and non-driven slow stirring will be made by means of the upper and lower loop-flow walls. The interval between the loop-flow walls will vary from the upper stream to the lower stream taking the stirring strength into account, so that the GT value will be about 50,000 as a whole. The sedimentation basin is of lateral flow type. In determining its water area load (water works facilities design criteria of Japan =15 to 30mm/min), the water quality in the well at each site and the constant temperature of the raw water have been taken into account. The water area load of 30mm/min and the detention time of about 2 hours have been adopted based on the sedimentation velocity of flocs as observed in jar tests. The mixing, coagulation and sedimentation basins will be configured as a single combined structure, in which the water will flow downward by gravity. One mixing basin, one coagulation basin and two sedimentation basins will be installed for each system so that the sedimentation basins can be cleaned alternately without the suspension of the operation.
③ Chemical Feeding Facility
i) Pretreatment of coagulation (pH control) In Group C’, hydrated lime will be added as the pretreatment of the iron removal process. Hydrated lime powder, Ca(OH)2, will be dissolved in the water until it is saturated. The saturated solution is then diluted by the treated water. After that, the diluted solution will be injected into the aerated water by a diaphragm pump. The feeding rate is set to 66 mg/L in average based upon the result of the jar tests and the filtration tests in which the pH value of about 8.5 has been the optimum in the iron removal process.
Table 2-15 Hydrate Lime Feeding Rate 1 Target WD (Target Well) Feeding Rate(mg/L)
Panitan WD (Phase2) 66 In Group D, sulfuric acid (30% to 35% dilute sulfuric acid) will be added as the
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pretreatment of the chromaticity component coagulation process. The feeding rate is set to 100 mg/L in average as the result of the jar test and filtration test in which the pH value of about 5.8 has been the optimum in any coagulation process.
Table 2-16 Sulfuric Acid Feed Rate Target WD (Target Well) Feed Rate (mg/L)
Binmaley (Caloocan) 100 Binmaley (Fabia) 100 Lingayen (Libsong) 100
ii) Coagulant（aluminum sulfate）feed facility
In Groups B, C, C’, D and E, aluminum sulfate (8% aluminum sulfate liquid) will be added as the coagulant. The list of feeding rates of the Project sites as obtained from jar tests is shown in Table 2-17.
Table 2-17 Aluminum Sulfate Feed Rate Target WD （Target Well） Feed Rate (mg/L) Binmaley (Caloocan) 20 Binmaley (Fabia) 40 Lingayen (Libsong) 45 Panitan (Phase2) 20 Pontevedra (Sublangon) 20 Dingle-Pototan (Abangai) 20 Abuyog (Barayong) 20 Midsayap (Villicarica) 20 Kabacan (No.2) 20
iii) Alkali agent （pH control） feed facility
In the treatment process in Group D, the pH value is reduced to below 6. Hydrated lime will be added after the filtering treatment in order that the treated water may meet the drinking water quality criteria (pH value of 6.5 to 8.5). The average feed rates are shown in Table 2-18.
Table 2-18 Hydrate Lime Feed Rate 2
Target WD （Target Well） Feed Rate (mg/L) Binmaley (Caloocan) 17 Binmaley (Fabia) 17 Lingayen (Libsong) 28
Feeding Rate is calculated in CaCO3.
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iv) Chlorine feed facility
In Group B, chlorine will be injected for removal of manganese. Chlorinated lime, effective chlorine 70% and above, is dissolved into the water. And the adjusted solution will be injected by a diaphragm pump. The injection point will be provided before the inflow into the filtering basin after the iron removal process. A theoretical value is adopted as the feeding rate, which is 1.29 times higher than the manganese content in the raw water. The list of feeding rates is shown in below.
Table 2-19 Chlorine Feed Rate for Manganese Removal
Target WD（Target WD） Manganese(mg/L) Feed Rate(mg/L) Midsayap (Villiarica) 0.97 1.3 Kabacan (No.2) 1.90 2.5
Feeding Rate is calculated in Cl. In Groups C, C’ and E, chlorine will be injected to remove manganese and ammonia. The theoretical value of feeding rate is adopted, which is equal to the sum of 1.29 times higher than the manganese content and 7.6 times higher than the ammonia content in the raw water. The list of feeding rates is shown in Table 2-20.
Table 2-20 Chlorine Feeding Rate for Manganese and Ammonia Removal
Target WD（Target Well） Manganese(mg/L) Ammonia(mg/L) Feed Rate(mg/L) Panitan (Phase2) 1.20 5.91 46.5 Pontevedra (Sublangon) 0.96 0.45 4.7 Dingle-Pototan (Abangai) 0.68 4.03 31.5 Abuyog (Barayong) 1.90 7.24 57.5 Feeding Rate is calculated in Cl. At all the sites in Groups A, B, C, C’, D and E, chlorine will be injected for chlorination. The method of injection is the same as that of manganese removal described above. The injection point will be provided at the outflow point of the filtering basin. The feeding rate is expected to be approximately 1 mg/L, while the free residual chlorine rate is set at 0.1 mg/L and above at the ends of the distribution lines.
④ Filtration basins
The type of the filtration basins will be gravity fall system so that the filtration layers can readily be observed. The filtering velocity is 150 m/d based on the results of filtration tests and the water works facilities design criteria of Japan. The media of filtration are silica sand (effective diameter 0.6mm and specific weight 2.67 kg/m3) in Groups A and D, and manganese sand (effective diameter: 0.6 mm and specific weight 2.67 kg/m3) in Groups B, C, C’ and E. The thickness of the filter layer is 60 cm based on Japan’s criteria and the results of the filtration tests. However, the filter layer thickness at the start of operation will contain
2-41
30 cm of manganese sand and 30 cm of silica sand because the manganese sand is proliferated by its self-catalysis in the process of manganese removal. The filter layers in the filtering basins will be washed, backwash and surface wash, once a day at all the sites of Groups A, B, C, C’, D and E. The backwash will be conducted at a rate of 0.7 m3/min/m2 for 6 minutes. The surface wash will be conducted at a rate of 0.2 m3/min/m2 for 6 minutes. Both are done by using clear water. To avoid suspensions of operation during its maintenance, 2 units of filtration basins are installed in all of the sites. The quantity of the water used for the backwashes and the surface washes are shown in the tabl-e below.
Table 2-21 Daily Flow Rate necessary for Filtration Basin Cleaning
Target WD （Target Well）
Daily Maximum Water Supply of Target Well
(m3/day)
Size of Filtra-
tion Basin (m2)
Water Flow Rate for Backwash＋
Surface Cleaning (m3/min/m2)
Cleaning time* (min)
Water Volume for Cleaning
(m3)
Time for Daily Maximum Water
Supply (hr)
Binmaley (Caloocan) 1,477 11.4 0.9 10 103 1.7
Binmaley (Fabia) 1,642 12.7 0.9 10 115 1.7
Lingayen (Libsong) 2,312 17.8 0.9 10 161 1.7
Pagsanjan (Sabang) 1,042 8.0 0.9 10 72 1.7
Panitan (Phase2) 1,231 9.5 0.9 10 86 1.7
Pontevedra(Sublangon) 2,573 19.9 0.9 10 180 1.7
Dingle-Pototan(Abangai) 2,462 19 0.9 10 171 1.7
Abuyog (Barayong) 2,412 18.6 0.9 10 169 1.7
Midsayap (Villiarica) 1,929 14.9 0.9 10 135 1.7
Kabacan (No.2) 2,140 16.5 0.9 10 149 1.7
*Cleaning Time：10 minutes (6 min. for cleaning plus 4 min. for drainage) Since the amount of water used for washing is equivalent to that of 1.7 hours of maximum daily supply, the amount equal to 2 hours of maximum daily supply will be reserved for washing in each site.
⑤ Treated water reservoirs
The reservoirs in this project have two functions: storing waters for washing of filtration basins and for distribution to the consumers. While the treated water flows into the reservoir at a constant rate, the rates of distribution widely vary depending on the time of the day. The water can be stored in the reservoir when consumption is low, while the stored water can respond to increased demand, thus balancing supply and consumption of the system. It can contribute to keeping the water service in a more reliable state.
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The capacities of reservoirs were studied during the Basic Design Study, through the examination of water consumption patterns, which were checked by means of measuring fluctuations of pressures of served water with an automatic pressure recorder connected to selected points of the distribution lines. Pressure changes were recorded for 24 hours at each measuring point, and the distribution of lower ranges of pressure, meaning higher consumption, were analyzed for the respective WDs. The examination indicated that the reservoirs for some WDs needed the capacities of 6- to 8-hour-flow of daily maximum supply rate against the general concept of 6-12-hour-flow. storage. As a result, the Basic Design Study determined the sizes of reservoirs to have 8-hour-flow capacity. During the Implementation Review Study, however, this specification was re-studied in view of the basic policy for designing facilities of sizes of minimum necessities. The study has led to the final conclusion on the capacities of the reservoirs that they should have the sizes capable of storing 6-hour-flow of daily maximum supply rate. Furthermore, since they need to have additional storing capacity of the volume of 2-hour-flow of the daily maximum supply rate for the backwashing of the filtration basins, the final specification has become the equivalent of 8-hour-flow in total. Each site has 2 reservoirs, and one of them is for stand-by. The following is the amount of water equivalent to 8 hours of the maximum daily supply in each site.
Table 2-22 Daily Maximum Water Supply Proportionate to 8 hours
(Capacity of Filtration Basin)
Target WD （Target Well）
Daily Maximum Water Supply of
Target Well (m3/day)
Capacity of Filtration
Basin （ｍ3）
Binmaley (Caloocan) 1,477 493 Binmaley (Fabia) 1,642 548 Lingayen (Libsong) 2,312 771 Pagsanjan (Sabang) 1,042 348 Panitan (Phase2) 1,231 411 Pontevedra (Sublangon) 2,573 858 Dingle-Pototan (Abangai) 2,462 821 Abuyog (Barayong) 2,412 804 Midsayap (Villiarica) 1,929 643 Kabacan (No.2) 2,140 714
Although some of the WDs have existing reservoirs, they are too small for required functions or they are badly in need of rehabilitation against deteriorated structures causing leakage. Most of the existing reservoirs have not been properly utilized, with pipelines connected in ad-hoc manners. To employ these existing reservoirs for this Project, the installation of new
2-43
pipes and pumps will become indispensable due to their present locations, making the control and operation of the whole system unnecessarily complex and difficult. It is concluded that the existing reservoirs cannot function properly in the planned treatment processes, and that they should not be integrated into this Project.
⑥ Sludge and drainage treatment
The wastewater drained after backwashing the filtering media is planned to be temporarily stored in the backwash water basin. The sludge in the drained water will be precipitated and concentrated. The supernatant will be retrieved to the coagulation and sedimentation basins and be recycled. These basins will be equipped with a recovery pump for drainage recycling with a recycle rate of about 10% of the system inflow rate. This enables to minimize the drainage rate discharged outside of the system and to maximize the effective use of water resources. Subsequently the precipitated sludge will be sent out to the drying beds and dried under the sun along with the sludge discharged from the sedimentation basin. While it is assumed the sludge is concentrated by about 0.5% (5kg/m3), the required bed area was determined by calculating the material balance within the treatment system in consideration of the quantities of chemicals used in the treatment processes (See Figure 2-7 Water Treatment Flow Diagram). Finally, dewatered cakes and supernatant will be discharged from the sludge drying process. The dewatered cakes contain the constituents removed in the water treatment processes as well as the coagulant, with their compositions and quantities differing by site. At the sites in Group A where iron removal is processed by filtration, the cakes contain elements such as iron hydroxide. In Groups B, C and E where iron removal is performed by coagulation and sedimentation, the cakes contain iron hydroxide and aluminum hydroxide. In Group C’ where iron removal is performed by pH control using slake lime, the cakes contain iron hydroxide, sulfate calcium and aluminum hydroxide. Coloring elements such as humic substances are contained in the cakes of Group D where decolorization is performed. The expected amount of these dewatered cakes ranges from 5 to 185 dry kg per day. Components of the supernatant may contain iron, manganese and coloring components from the raw water, and also small quantities of the residual of coagulants added in the treatment processes and sludge components that are not concentrated in the dewatered cakes. The supernatant will be discharged into nearby drainage ditches, creeks or rivers.
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Fig. 2-7 Typical Material Balance for Water Treatment Flow
(5) Water transmission facilities 1) Transmission pumps
In the existing water supply systems at the 9 target WDs (10 sites), groundwaters are pumped up from wells by deepwell pumps straight to the distribution lines via a process of the application of chlorination only. Water supply in such a manner creates constantly varying pressures throughout the connected pipelines due to changes in consumption, which directly affects the deepwell pumps, causing frequent on-off operation likely to lead to eventual damageｓ on them.
For the new systems, the direct transmission of treated waters into service lines should be abolished. As an alternative to ensure balanced operation of water services, it is proposed to install pressure tanks between the treatment works and the existing service lines that can buffer varying back pressures. With such arrangements, the function of deepwell pumps in the new systems can be confined to their main task to pump up groundwaters from wells to treatment works. A part of their current functions to transmit waters into service lines should be replaced with new transmission pumps which work together with the pressure tanks. Suitable types for the planned facilities are vertical shaft centrifugal pumps driven
Chlorine Chlorine Chlorine Chlorine DeammonificationDeammonificationDeammonificationDeammonification
CoagulanCoagulanCoagulanCoagulantttt
AeratorAeratorAeratorAerator Coagulation Coagulation Coagulation Coagulation –––– Sedimentation Sedimentation Sedimentation Sedimentation TankTankTankTank
Filtration TankFiltration TankFiltration TankFiltration Tank Deep WellDeep WellDeep WellDeep Well Clear Clear Clear Clear Water Water Water Water ReservoirReservoirReservoirReservoir
DistributionDistributionDistributionDistribution LinesLinesLinesLines
Drain PitDrain PitDrain PitDrain Pit Sludge DryingSludge DryingSludge DryingSludge DryingBedBedBedBed
DraiDraiDraiDrainage, nage, nage, nage, Creek, RiverCreek, RiverCreek, RiverCreek, River
LandfilLandfilLandfilLandfill l l l DisposalDisposalDisposalDisposal
Clarified WaterClarified WaterClarified WaterClarified Water
Dried SludgeDried SludgeDried SludgeDried Sludge
Clarified WaterClarified WaterClarified WaterClarified Water
SludgeSludgeSludgeSludge
Water forWater forWater forWater for BackwashingBackwashingBackwashingBackwashing
Water Used forWater Used for Water Used forWater Used for BackwashingBackwashingBackwashingBackwashing
Existing
Facility
Newly Installed Facilities Existing
Facility
SludgeSludgeSludgeSludge
RecyclingRecyclingRecyclingRecycling
DeferrizationDeferrizationDeferrizationDeferrization DemanganizationDemanganizationDemanganizationDemanganization
ChlorineChlorineChlorineChlorine DisinfectionDisinfectionDisinfectionDisinfection
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with electric motors. Water hammering can be contained in transmission by these pumps. The new facilities will also be equipped with water meters at the outlet of transmission pumps to measure outflows of the pump.
2) Transmission lines
The task of transmission lines is to transmit treated waters to the existing distribution lines. In the following 8 sites in 7 WDs, existing pipelines run across the sites where new treatment facilities are to be constructed, and connections of new transmission lines from new facilities can be carried out within these sites. - Caloocan, Binmaley WD - Fabia, Binmaley WD - Libsong, Lingayen WD - Phase 2, Panitan WD - Sublangon, Pontevedra WD - Abangai, Dingle-Pototan WD - Villiarica, Midsayap WD - No. 2, Kabacan WD The maximum hourly supply per day in each well is 1.1 to 2.6 m3/min, and the existing pipelines in each site have capacities to accept the quantities as listed in Table 2-23. For the 2 sites where the transmission lines are installed outside of the water treatment facilities, the specifications of new lines are shown in Table 2-24
Table 2-23 Hourly Maximum Water Supply Rate and Existing Water Facilities for Target Well
Target WD Well Hourly Maximum Water Supply Rate （m3/min）
Pipeline Diameter (mm)
Acceptable Water Volume（m3/min）
Caloocan 1.5 200, 150 3.53 Binmaley Fabia 1.7 200 2.26
Lingayen Libsong 2.3 250 3.53 Pagsanjan Sabang 1.1 150, 150 2.54 Panitan Phase2 1.3 150, 150 2.54 Pontevedra Sublagon 2.6 200, 150 3.53 Dingle-Pototan Abangay 2.5 200, 200 4.52 Abuyog Barayong 2.5 150, 150, 150 3.82 Midsayap Villarica 2.0 200 2.26 Kabacan No.2 2.2 200 2.26
N.B.: Acceptable water volume is calculated as 1.2m/s of water flow.
Table 2-24 Specifications of New Transmission Line
Target WD Target Well Length of Transmission Line (m) Material Diameter(mm)
Pagsanjan Sabang 215 PVC 150 Abuyog Barayong 2,000 PVC 200
2-46
3) Generators for emergency use
Each WD has a favorable condition for power supply with the existing power grid running neaby. However, the suspension of supplｙ occurs frequently. As a safeguard against this situation, three-phase-diesel generators will be provided to each WD for the purpose of operating not the whole of electric equipment of the system but the transmission pump only in case of blackouts. The capacities of generators in each site are shown below.
Table 2-25 Capacity of Generator
Target WD Target Well Capacity of Generator（kVA）
Caloocan 98 Binmaley Fabia 92 Lingayen Libsong 140 Pagsanjan Sabang 58
Panitan Phase 2 94 Pantevedra Sublangon 139
Dingle-Pototan Abangai 144 Abuyog Barayong 149
Midsayap Villiarica 114 Kabacan No.2 139
It is ideal to start these generators immediately after blackouts through automatic electric control system. Nevertheless, their manual start may be preferred due to ease and simplicity in operation and maintenance.
(6) Other facilities
1) Operation control offices
An operation contol office with toilets will be constructed at each WD to store water analysis equipment, to conduct water quality tests and to accommodate operators. The area of an office is 20m2 and the structure is made of blocks.
2) Fences and others
The facilities are designed to be enclosed with fences of crimp wires with a steel gate on rollers reinforced with L-plate. The sites are packed with gravel, and lights are installed for security at night time. In addition, lightning rods will be installed in such a manner as to prevent damages on the facilities in compliance with the Philippines regulations.
Description of Facility DesignDescription of Facility DesignDescription of Facility DesignDescription of Facility Design
Site: BINMALEY_Caloocan
Design treatment Rate: 1,555 m3/d
Target parameters to be improved: (Color)
Facility Component Specification No. Factors to specify Remarks
Water SourceExistingBorehole
250m/mφ(Diameter), 250m (Depth) Rehabilitation
Submersible pump
1.08m3/min (capacity) ×41m (head), 13kw（Power）
RC, Nozzle sprinkling methodMax. daily capacity of water supply+ Water used within the facilities
Area: 26㎡, Capacity: 80m3 Overflow rate: 0.4㎡/m3/hr, Head: 3m
RC, Area: 1.4㎡, Capacity: 2.2m3
Vertical submersible mixer,Paddle (500m/mφ, 0.75kw)
RC, Area: 1.4㎡, Capacity: 2.2m3
Vertical submersible mixerPaddle (500m/mφ, 0.75kw)
RC, Vertical baffling type
Area: 19㎡, Capacity: 38m3
Max. daily capacity of water supply+ Water used within the facilities
+ Recycled water
Vertical slow baffling type, GT: 50,000 Retention time: 30min
Max. daily capacity of water supply+ Water used within the facilities
+ Recycled water
Overflow rate: 30mm/min,Effective depth: 3ｍ
RC, Gravity rapid filter Area: 11.4㎡Max. daily capacity of water supply+ Water used within the facilities
+ Recycled water
Media: silica sand Filtration rate: 150m/d
RC, Capacity: 493m3 2 Max. daily water supply for 8 hrs.
Backwashing pump （submersible pump）
4.2m3/min (capacity)×10m (head) 12kw （power）
Surface washing pump （submersible）
1.2m3/min (capacity)×30m(head) 11kw（power）
RC, Capacity: 54m3 1 Surface washed water per basin
Recycling pump (submersible)
0.11m3/min(capacity）×10ｍ (head) 0.4kw (power）
Sludge pump (submersible pump)
0.1m3/min (capacity)×8m (head) 0.3kw (power)
RC, Capacity: 1.5m3 per basin 4
Daily vol. of sedimentation sludgeRetention time: 4days
Conc. of sedimentation sludge: 0.5%
Dilute sulfuric acid storage basin,Capacity: 2.5㎡
1 Retention time: 7days
Diaphragm pump: 0.2kW (power) 2 Feeding rateOne for
stand-by
Aluminum sulfate storage basin, Capacity: 5.7m3 1 Retention time: 7days
Diaphragm pump: 0.2kw (power) 2 Feeding rateOne for
stand-by
Hydrated lime dissolving basin,Hydrated lime storage basin
11
Retention time: 7days
Diaphragm pump: 0.2kW (power) 2 Feeding rateOne for
stand-by
ChlorineFeedingChamber
Bleaching powder dissolving basin,Bleaching powder storage basinDiaphragm pump: 0.2kW (power)
12
Residue of free chlorine: 0.1-0.5mg/L One forstand-by
Submersible pump
1.5m3/min (capacity)×50m (head), 21kw(power）
Pressure tank
Max. pressure: 0.6Mpa,Min. pressure: 0.4Mpa
WaterTransmission
Facilities
Max. daily capacity of water supply+ Water used within the facilities
One forstand-by
2
2
Max. daily capacity of water supply+ Water used within the facilities
+ Recycled waterRetention time: 1.5min
1
Max. daily capacity of water supply+ Water used within the facilities
+ Recycled waterRetention time: 1.5min
Water IntakeFacility
1
Mixing Basin ofSulfuric Acid
RC, Horizontal-flow sedimentation basin,
Area 40㎡, Capacity 120m3 2
2
WaterTreatmentFacilities Surface washed water:
0.20m/min×Area of one basin (㎡)
Treated WaterReservoir
Recycled water/(daily max. watersupply
+ Water used within the facilities): 10%
Backwashed water + Surface washedwater - Recycled water
1
1
SedimentationBasin
1
1
Max. hourly water supply
2
1
Backwashed water:0.70m/min×Area of one basin (㎡)
Raw WaterIntake Facility
WaterTransmission
Facilities
FlocculationBasin
1
ChemicalFeedingChamber
Sludge DryingBed
Drainage Basin
Filtration Basin
AerationTower
Mixing Basin ofAluminumSulfate
2 - 47
Description of Facility DesignDescription of Facility DesignDescription of Facility DesignDescription of Facility Design
Site: BINMALEY_Fabia
Design treatment rate: 1,728 m3/d
Target parameters to be improved: (Color)
Facility Component Specification No. Factors to specify Remarks
Water SourceExistingBorehole
350m/mφ(Diameter), 210m (Depth) Rehabilitation
Submersible pump
1.20m3/min (capacity)×32m (head), 11kw（Power）
RC, Nozzle sprinkling methodMax. daily capacity of water supply +
Water used within the facilities
Area: 29㎡, Volume: 90m3 Overflow rate: 0.4㎡/m3/hr, Head: 3m
RC, Area: 1.4m2, Volume: 2.2m
3
Vertical submersible mixer,Paddle (500m/mφ, 0.75kw)
RC Area: 1.4m2, Volume: 2.2m
3 1
Vertical submersible mixerPaddle (500m/mφ, 0.75kw)
RC, Vertical baffling type
Area: 19m2, Volume: 38m
3
Max. daily capacity of water supply+ Water used within the facilities
+ Recycled water
Vertical slow baffling type GT: 50,000 Retention time: 30min
SedimentationBasin
Max. daily capacity of water supply +Water used within the facilities +
Recycled water
Overflow rate: 30mm/min,Effective depth: 3ｍ
RC, Gravity rapid filter Area: 12.7m2
Max. daily capacity of water supply+ Water used within the facilities
+ Recycled water
Media: silica sand, sand Filtration rate: 150m/d
RC, Volume: 600m3 2 Max. daily water supply for 8 hrs.
Backwashing pump （submersible pump）
4.9m3/min (capacity)×10m (head) 14kw （power）
Surface washing pump （submersible）
1.4m3/min (capacity)×30m (head) 12kw（power）
RC, Capacity: 63m3 1 Surface washed water per basin
Recycling pump (submersible pump)
0.12m3/min(capacity）×10ｍ ( head) 0.4kw (power）
Sludge pump (submersible pump)
0.1m3/min (capacity)×8m (head) 0.3kw (power)
RC, Capacity: 3.3m3 per basin 4
Daily vol. of sedimentation sludgeRetention time: 4days
Conc. of sedimentation sludge: 0.5%
Dilute sulfuric acid storage basin,
Capacity: 2.8m2 1 Retention time: 7days
Diaphragm pump: 0.2kW (power) 2 Feeding rateOne for
stand-by
Aluminum sulfate storage basin, Capacity: 6.3m3 1 Retention time: 7days
Diaphragm pump: 0.2kw (power) 2 Feeding rateOne for
stand-by
Hydrated lime dissolving basin,Hydrated lime storage basin
11
Retention time: 7days
Diaphragm pump: 0.2kW (power) 2 Feeding rateOne for
stand-by
ChlorineFeedingChamber
Bleaching powder dissolving basin,Bleaching powder storage basin Diaphragm pump:
0.2kW (power)
12
Residue of free chlorine: 0.1-0.5mg/L One forstand-by
Submersible pump
1.7m3/min (capacity)×50m (head), 24kw(power）
Pressure tank
Max. pressure: 0.6Mpa,Min. pressure: 0.4Mpa
2
1Backwashed water:
0.70m/min×Area of one basin (m2)
Surface washed water: 0.20m/min×
Area of one basin (m2)
Recycled water/(daily max. watersupply
+ Water used within the facilities): 10%
Backwashed water + Surface washedwater - Recycled water
1
Max. daily capacity of water supply+ Water used within the facilities
+ Recycled waterRetention time: 1.5min
1
RC, Horizontal-flow sedimentation basin,
Area 44m2, Volume 132m
3 2
Max. daily capacity of water supply +Water used within the facilities
One forstand-by
2
1
Max. daily capacity of water supply+ Water used within the facilities
+ Recycled waterRetention time: 1.5min
2Water Intake
FacilityRaw Water
Intake Facility
AerationTower
Mixing Basin ofAlminumSulfate
1
1
Max. hourly water supply
2
1
ChemicalFeedingChamber
Mixing Basin ofSulfuric Acid
WaterTransmission
Facilities
WaterTransmission
Facilities
WaterTreatmentFacilities
Sludge DryingBed
Drainage Basin
Filtration Basin
FlocculationBasin
Treated WaterReservoir
2 - 48
Description of Facility DesignDescription of Facility DesignDescription of Facility DesignDescription of Facility Design
Site: LINGAYEN
Design treatment rate: 2,434 m3/d
Target parameters to be improved: (Color)
Facility Component Specification No. Factors to specify Remarks
Water SourceExistingBorehole
250m/mφ(Diameter), 250m (Depth) Rehabilitation
Submersible pump
1.69m3/min (capacity) ×39m (head), 19kw（Power）
RC, Nozzle sprinkling methodMax. daily capacity of water supply+ Water used within the facilities
Area: 41m2, Volume: 125m
3Overflow rate: 0.4m
2/m
3/hr, Head: 3m
RC, Area: 2.3m2, Volume: 3.4m
3
Vertical submersible mixer,Paddle (500m/mφ, 0.75kw)
RC, Area: 2.3m2, Volume: 3.4m
3
Vertical submersible mixerPaddle (500m/mφ, 0.75kw)
RC, Vertical baffling type
Area: 30m2, Volume: 60m
3
Max. daily capacity of water supply+ Water used within the facilities
+ Recycled water
Vertical slow baffling type GT value: 50,000 Retention time: 30min
SedimentationBasin
Max. daily capacity of water supply+ Water used within the facilities
+ Recycled water
Overflow rate: 30mm/min,Effective depth: 3ｍ
RC, Gravity rapid filter, Area: 17.8m2
Max. daily capacity of water supply+ Water used within the facilities
+ Recycled water
Media: silica sand Filtration rate: 150m/d
RC, Volume: 750m3 2 Max. daily water supply for 8 hrs.
Backwashing pump （submersible pump）
7.0m3/min (capacity)×10m (head) 20kw （power）
Surface washing pump （submersible pump）
2.0m3/min (capacity)×30m(head) 17kw（power）
RC, Capacity: 90m3 1 Surface washed water per basin
Recycling pump (submersible pump)
0.17m3/min(capacity）×10ｍ (head) 0.6kw (power）
Sludge pump (submersible pump)
0.1m3/min (capacity)×8m (head) 0.3kw (power)
RC, Capacity: 5.2m3 per basin 4Daily vol. of sedimentation sludge
Retention time: 4days
Conc. of sedimentation sludge: 0.5%
Dilute sulfuric acid storage basin,
Capacity: 4.0m2 1 Retention time: 7days
Diaphragm pump: 0.2kW (power) 2 Feeding rateOne for
stand-by
Aluminum sulfate storage basin, Capacity: 8.9m3 1 Retention time: 7days
Diaphragm pump: 0.2kw (power) 2 Feeding rateOne for
stand-by
Hydrated lime dissolving basin,Hydrated lime storage basin
11
Retention time: 7days
Diaphragm pump: 0.2kW (power) 2 Feeding rateOne for
stand-by
ChlorineFeedingChamber
Bleaching powder dissolving basin, Bleaching powderstorage basin Diaphragm pump: 0.2kW (power)
12
Residue of free chlorine: 0.1-0.5mg/L One forstand-by
Submersible pump
2.3m3/min (capacity)×50m (head), 32kw(power）
Pressure tank
Max. pressure: 0.6Mpa,Min. pressure: 0.4Mpa
2
1Backwashed water:
0.70m/min×Area of one basin (m2)
Surface washed water: 0.20m/min×
Area of one basin (m2)
Recycled water/(daily max. watersupply
+ Water used within the facilities): 10%
Backwashed water + Surface washedwater - Recycled water
1
Max. daily capacity of water supply+ Water used within the facilities
+ Recycled waterRetention time: 1.5min
1
RC, Horizontal-flow sedimentation basin, Area 62m2,
Volume 186m3 2
1
Max. daily capacity of water supply+ Water used within the facilities
One forstand-by
1
Max. daily capacity of water supply+ Water used within the facilities
+ Recycled waterRetention time: 1.5min
2
2
Water IntakeFacility
Raw WaterIntake Facility
AerationTower
Mixing Basin ofAluminumSulfate
1
1
Max. hourly water supply
2
1
ChemicalFeedingChamber
Mixing Basin ofSulfuric Acid
WaterTreatmentFacilities
WaterTransmission
Facilities
WaterTransmission
Facilities
Sludge DryingBed
Drainage Basin
Filtration Basin
FlocculationBasin
Treated WaterReservoir
2 - 49
Description of Facility DesignDescription of Facility DesignDescription of Facility DesignDescription of Facility Design
Site: PAGSANJAN
Design treatment rate: 1,097 m3/d
Target parameters to be improved: (Iron)
Facility Component Specification No. Factors to specify Remarks
Water SourceExistingBorehole
250m/mφ(Diameter), 62m (Depth) Rehabilitation
Submersible pump
0.76m3/min (capacity)×39m (head), 9kw（Power）
RC, Nozzle sprinkling methodMax. daily capacity of water supply+ Water used within the facilities
Area: 18m2, Volume 55m
3 (Total of two) Overflow rate: 0.4m
2/m
3/hr, Head: 3m
RC, Gravity rapid filter
Area: 8.0m2 (total of two)
Max. daily capacity of water supply+ Water used within the facilities
+ Recycled water
Media: silica sand Filtration rate: 150m/d
RC, Volume: 400m3 (total of two) 2 Max. daily water supply for 8 hrs.
Backwashing pump （submersible pump）
3.2m3/min (capacity)×10m (head) 9kw （power）
Surface washing pump （submersible）
0.9m3/min (capacity)×30m(head) 8kw（power）
RC, Capacity: 41m3 1 Surface washed water per basin
Recycling pump (submersible pump)
0.08m3/min(capacity）×10ｍ (head) 0.3kw (power）
Sludge pump (submersible pump)
0.1m3/min (capacity)×8m (head) 0.3kw (power)
RC, Capacity: 1.6m3 4Daily vol. of sedimentation sludge
Retention time: 4days
Conc. of sedimentation sludge: 0.5%
ChlorineFeedingChamber
Bleaching powder dissolving basin, Bleaching powderstorage basin Diaphragm pump: 0.2kW (power)
12
Residue of free chlorine: 0.1-0.5mg/L One forstand-by
Submersible pump
1.1m3/min (capacity)×50m (head) 15kw(power）
Pressure tank
Max. pressure: 0.6Mpa,Min. pressure: 0.4Mpa
Max. daily capacity of water supply+ Water used within the facilities
One forstand-by
Water IntakeFacility
Raw WaterIntake Facility
Aeration Tower
Backwashed water + Surface washedwater - Recycled water
1
2
WaterTransmission
Facilities
WaterTransmission
Facilities
Sludge DryingBed
2
WaterTreatmentFacilities
Filtration Basin
Treated WaterReservoir
Drainage Basin
Max. hourly water supply
1
2
2
1
1
1Backwashed water:
0.70m/min×Area of one basin (m2)
Surface washed water: 0.20m/min×
Area of one basin (m2)
Recycled water/(daily max. watersupply
+ Water used within the facilities): 10%
2 - 50
Description of Facility DesignDescription of Facility DesignDescription of Facility DesignDescription of Facility Design
Site: PANITAN
Design treatment rate: 1,296 m3/d
Target parameters to be improved: (Iron, Manganese, Ammonia)
Facility Component Specification No. Factors to specify Remarks
Water SourceExistingBorehole
250m/mφ(Diameter), 36m (Depth) Rehabilitation
Submersible pump
0.9m3/min (capacity) ×31m (head), 8kw（Power）
RC, Nozzle sprinkling methodMax. daily capacity of water supply +
Water used within the facilities
Area: 22m2, Volume 70m
3 (Total of two) Overflow rate: 0.4m
2/m
3/hr, Head: 3m
RC, Area: 1.4m2, Capacity: 2.2m
2
Vertical submersible mixerPaddle (500m/mφ, 0.75kw)
RC, Area: 1.4m2, Volume: 2.2m
3
Vertical submersible mixerPaddle (500m/mφ, 0.75kw)
RC, Vertical baffling type
Area: 19m2, Volume: 38m
3
Max. daily capacity of water supply+ Water used within the facilities
+ Recycled water
Vertical slow baffling type GT value: 50,000 Retention time: 30min
SedimentationBasin
Max. daily capacity of water supply +Water used within the facilities +
Recycled water
Overflow rate: 30mm/min,Effective depth: 3ｍ
RC, Gravity rapid filter
Area: 9.5m2
Max. daily capacity of water supply+ Water used within the facilities
+ Recycled water
Media: silica sand, manganese sand Filtration rate: 150m/d
RC, Volume: 450m3 2 Max. daily water supply for 8 hrs.
Backwashing pump （submersible pump）
3.7m3/min capacity)×10m ( head) 11kw （power）
Surface washing pump （submersible pump）
1.1m3/min (capacity)×30m(head) 10kw（power）
RC, Capacity: 27m3 1 Surface washed water per basin
Recycling pump (submersible pump)
0.09m3/min(capacity）×10ｍ (head) 0.3kw (power）
Sludge pump (submersible pump)
0.1m3/min (capacity)×8m (head) 0.3kw (power)
RC, Capacity: 38m3 4Daily vol. of sedimentation sludge
Retention time: 4days
Drainage pump (submersible pump) 1 Conc. of sedimentation sludge: 0.5%
Aluminum sulfate storage basin, Capacity: 10.4m3 1 Retention time: 7days
Diaphragm pump: 0.2kw (power) 2 Feeding rateOne for
stand-by
Hydrated lime dissolving basin,Hydrated lime storage basin
11
Retention time: 7days
Diaphragm pump: 0.2kW (power) 2 Feeding rateOne for
stand-by
ChlorineFeedingChamber
Bleaching powder dissolving basin, Bleaching powderstorage basin Diaphragm pump: 0.2kW (power)
12
Residue of free chlorine: 0.1-0.5mg/L One forstand-by
Submersible pump
1.3m3/min (capacity)×50m (head), 18kw(power）
Pressure tank
Max. pressure: 0.6Mpa,Min. pressure: 0.4Mpa
RC, Horizontal-flow sedimentation basin, Area 33m2,
Volume 99m3 2
2
Backwashed water:
0.70m/min×Area of one basin (m2)
Surface washed water: 0.20m/min×
Area of one basin (m2)
Backwashed water + Surface washedwater - Recycled water
1
Sludge DryingBed
Treated WaterReservoir
Max. daily capacity of water supply +Water used within the facilities
One forstand-by
Max. daily capacity of water supply+ Water used within the facilities
+ Recycled waterRetention time: 1.5min
1
1
1
2
2
Drainage Basin
Water IntakeFacility
Filtration Basin
Raw WaterIntake Facility
Aeration Tower
Mixing Basin ofAluminumSulfate
WaterTreatmentFacilities
FlocculationBasin
ChemicalFeedingChamber
Hydrated LimeMixing Basin
Recycled water/(daily max. water supply+ Water used within the facilities): 10%
WaterTransmission
Facilities
Max. daily capacity of water supply+ Water used within the facilities
+ Recycled waterRetention time: 1.5min
2
Max. hourly water supply
1
WaterTransmission
Facilities
1
1
1
2 - 51
Description of Facility DesignDescription of Facility DesignDescription of Facility DesignDescription of Facility Design
Site: Pontevedra
Design treatment rate: 2,708 m3/d
Target parameters to be improved: (Iron, Manganese, Ammonia)
Facility Component Specification No. Factors to specify Remarks
Water SourceExistingBorehole
250m/mφ(Diameter), 47m (Depth) Rehabilitation
Submersible pump
1.88m3/min (capacity) ×34m (head), 18kw（Power）
RC, Nozzle sprinkling methodMax. daily capacity of water supply +
Water used within the facilities
Area: 45m2, Volume 140m
3Overflow rate: 0.4m
2/m
3/hr, Head: 3m
RC Area: 2.3m2, Volume: 3.4m
3
Vertical submersible mixerPaddle (500m/mφ, 0.75kw)
RC, Vertical baffling type
Area: 30m2, Volume: 60m
3
Max. daily capacity of water supply+ Water used within the facilities
+ Recycled water
Vertical slow baffling type GT value: 50,000 Retention time: 30min
SedimentationBasin
Max. daily capacity of water supply +Water used within the facilities +
Recycled water
Overflow rate: 30mm/min,Effective depth: 3ｍ
RC, Gravity rapid filter Area: 19.9m2
Max. daily capacity of water supply+ Water used within the facilities
+ Recycled water
Media: silica sand, manganese sand Filtration rate: 150m/d
RC, Volume: 900m3 2 Max. daily water supply for 8 hrs.
Backwashing pump （submersible pump）
7.9m3/min (capacity)×10m (head) 22kw （power）
Surface washing pump （submersible）
2.3m3/min (capacity)×30m(head) 20kw（power）
RC, Capacity: 102m3 1 Surface washed water per basin
Recycling pump (submersible pump)
0.19m3/min(capacity）×10ｍ (head) 0.7kw (power）
Sludge pump (submersible pump)
0.1m3/min (capacity)×8m (head) 0.3kw (power)
RC, Capacity: 4.8m3 4Daily vol. of sedimentation sludge
Retention time: 4days
1 Conc. of sedimentation sludge: 0.5%
Aluminum sulfate storage basin, Capacity: 10.4m3 1 Retention time: 7days
Diaphragm pump: 0.2kw (power) 2 Feeding rateOne for
stand-by
ChlorineFeedingChamber
Bleaching powder dissolving basin, Bleaching powderstorage basin Diaphragm pump: 0.2kW (power)
12
Residue of free chlorine: 0.1-0.5mg/LOne for
stand-by
Submersible pump
2.6m3/min (capacity)×50m (head), 36kw(power）
Pressure tank
Max. pressure: 0.6Mpa,Min. pressure: 0.4Mpa
Max. daily capacity of water supply +Water used within the facilities
One forstand-by
Max. daily capacity of water supply+ Water used within the facilities
+ Recycled waterRetention time: 1.5min
Recycled water/(daily max. watersupply
+ Water used within the facilities): 10%
Backwashed water + Surface washedwater - Recycled water
2
2
1
Water IntakeFacility
Raw WaterIntakeFacility
AerationTower
Mixing Basinof Aluminum
Sulfate
1
1Treated Water
Reservoir
1Flocculation
Basin
Max. hourly water supply
1
RC, Horizontal-flow sedimentation basin,
Area 69m2, Volume 207m
3 2
2
Backwashed water:
0.70m/min×Area of one basin (m2)
Surface washed water: 0.20m/min×
Area of one basin (m2)
2
1
1
Sludge DryingBed
WaterTransmission
Facilities
WaterTransmission
Facilities
WaterTreatmentFacilities
ChemicalFeedingChamber
Drainage Basin
FiltrationBasin
2 - 52
Description of Facility DesignDescription of Facility DesignDescription of Facility DesignDescription of Facility Design
Site: DINGLE-POTOTAN
Design treatment rate: 2,592 m3/d
Target parameters to be improved: (Iron, Manganese, Ammonia)
Facility Component Specification No. Factors to specify Remarks
Water SourceExistingBorehole
250m/mφ(Diameter), 40m (Depth) Existing Borehole Rehabilitation
Submersible pump
1.8m3/min (capacity) ×44m (head), 22kw（Power）
RC, Nozzle sprinkling methodMax. daily capacity of water supply+ Water used within the facilities
Area: 43m2, Volume 130m
3Overflow rate: 0.4m
2/m
3/hr, Head: 3m
RC Area: 2.3m2, Volume: 3.4m
3
Vertical submersible mixerPaddle (500m/mφ, 0.75kw)
RC, Vertical baffling type
Area: 30m2, Volume: 60m
3 1Max. daily capacity of water supply+ Water used within the facilities
+ Recycled water
Vertical slow baffling type GT: 50,000 Retention time: 30min
SedimentationBasin
Max. daily capacity of water supply+ Water used within the facilities
+ Recycled water
Overflow rate: 30mm/min,Effective depth: 3ｍ
RC, Gravity rapid filter Area: 19.0m2
Max. daily capacity of water supply+ Water used within the facilities
+ Recycled water
Media: silica sand, manganese sand Filtration rate: 150m/d
RC, Volume: 850m3 2 Max. daily water supply for 8 hrs.
Backwashing pump （submersible）
7.0m3/min (capacity)×10m (head) 20kw （power）
Surface washing pump （submersible）
2.0m3/min (capacity)×30m(head) 17kw（power）
RC, Capacity: 90m3 1 Surface washed water per basin
Recycling pump (submersible pump)
0.18m3/min(capacity）×10ｍ (head) 0.6kw (power）
Sludge pump (submersible pump)
0.1m3/min (capacity)×8m (head) 0.3kw (power)
RC, Capacity: 4.5m3 per basin 4Daily vol. of sedimentation sludge
Retention time: 4days
Drainage pump (submersible pump)
0.08m3/min (capacity)×10m (head) 0.3kw (power)
Aluminum sulfate storage basin, Capacity: 9.5m3 1 Retention time: 7days
Diaphragm pump: 0.2kw (power) 2 Feeding rateOne for
stand-by
ChlorineFeedingChamber
Bleaching powder dissolving basin, Bleaching powderstorage basin Diaphragm pump: 0.2kW (power)
12
Residue of free chlorine: 0.1-0.5mg/L One forstand-by
Submersible pump
2.5m3/min (capacity)×50m (head), 35kw(power）
Pressure tank
Max. pressure: 0.6Mpa,Min. pressure: 0.4Mpa
Max. daily capacity of water supply+ Water used within the facilities
One forstand-by
Concentration of sedimentation sludge:0.5%
Max. daily capacity of water supply+ Water used within the facilities
+ Recycled waterRetention time: 1.5min
Backwashed water:
0.70m/min×Area of one basin (m2)
Surface washed water: 0.20m/min×
Area of one basin (m2)
Raw WaterIntake Facility
AerationTower
Mixing Basinof Aluminum
Sulfate
2Water Intake
Facility
Treated WaterReservoir
RC, Horizontal-flow sedimentation basin,
Area 66m2, Volume 198m
3 2
2
Max. hourly water supply
1
Drainage Basin
FiltrationBasin
Recycled water/(daily max. watersupply
+ Water used within the facilities): 10%
Backwashed water + Surface washedwater - Recycled water
1
1
1
1
1
Sludge DryingBed
WaterTransmission
Facilities
WaterTransmission
Facilities
WaterTreatmentFacilities
2
ChemicalFeedingChamber
2
FlocculationBasin
1
2 - 53
Description of Facility DesignDescription of Facility DesignDescription of Facility DesignDescription of Facility Design
Site: ABUYOG
Design treatment rate: 2,539 m3/d
Target parameters to be improved: (Iron, Manganese, Ammonia, Color)
Facility Component Specification No. Factors to specify Remarks
Water SourceExistingBorehole
250m/mφ(Diameter), 83m (Depth) Rehabilitation
Submersible pump
1.76m3/min (capacity)×50m (head), 25kw（Power）
RC, Nozzle sprinkling methodMax. daily capacity of water supply +
Water used within the facilities
Area: 42m2, Volume 127m
3Overflow rate: 0.4m
2/m
3/hr, Head: 3m
RC Area: 2.3m2, Volume: 3.4m
3
Vertical submersible mixerPaddle (500m/mφ, 0.75kw)
RC, Vertical baffling type
Area: 30m2, Volume: 60m
3 1Max. daily capacity of water supply+ Water used within the facilities
+ Recycled water
Vertical slow baffling type GT: 50,000 Retention time: 30min
Max. daily capacity of water supply +Water used within the facilities +
Recycled water
Overflow rate: 30mm/min,Effective depth: 3ｍ
RC, Gravity rapid filter Area: 18.6m2
Max. daily capacity of water supply+ Water used within the facilities
+ Recycled water
Media: silica sand, manganese sand Filtration rate: 150m/d
RC, Volume: 850m3 2 Max. daily water supply for 8 hrs.
Backwashing pump （submersible）
7.0m3/min (capacity)×10m (head 20kw （power）
Surface washing pump （submersible）
2.0m3/min (capacity)×30m(head) 17kw（power）
RC, Capacity: 90m3 1 Surface washed water per basin
Recycling pump (submersible pump)
0.18m3/min(capacity）×10ｍ (head) 0.6kw (power）
Sludge pump (submersible pump)
0.1m3/min (capacity)×8m (head) 0.3kw (power)
RC, Capacity: 6.6m3 per basin 4Daily vol. of sedimentation sludge
Retention time: 4days
Conc. of sedimentation sludge: 0.5%
Aluminum sulfate storage basin, Capacity: 9.3m3 1 Retention time: 7days
Diaphragm pump: 0.2kw (power) 2 Feeding rateOne for
stand-by
ChlorineFeedingChamber
Bleaching powder dissolving basin, Bleaching powderstorage basin Diaphragm pump: 0.2kW (power)
12
Residue of free chlorine: 0.1-0.5mg/L One forstand-by
Submersible pump
2.5m3/min (capacity)×50m (head), 35kw(power）
Pressure tank
Max. pressure: 0.6Mpa,Min. pressure: 0.4Mpa
2Max. daily capacity of water supply +
Water used within the facilitiesOne for
stand-by
Max. daily capacity of water supply+ Water used within the facilities
+ Recycled waterRetention time: 1.5min
Backwashed water:
0.70m/min×Area of one basin (m2)
Surface washed water: 0.20m/min×
Area of one basin (m2)
2
Water IntakeFacility
Raw WaterIntakeFacility
AerationTower
Mixing Basinof Aluminum
Sulfate
WaterTreatmentFacilities
Max. hourly water supply
1
Drainage Basin
FiltrationBasin
Recycled water/(daily max. watersupply
+ Water used within the facilities): 10%
Backwashed water + Surface washedwater - Recycled water
1
1
1
1
1
Treated WaterReservoir
RC, Horizontal-flow sedimentation basin,
Area 65m2, Volume 195m
3 2Sedimentation
Basin
2
WaterTransmission
Facilities
ChemicalFeedingChamber
2
FlocculationBasin
Sludge DryingBed
WaterTransmission
Facilities
2 - 54
Description of Facility DesignDescription of Facility DesignDescription of Facility DesignDescription of Facility Design
Site: MIDSAYAP
Design treatment rate: 2,030 m3/d
Target parameters to be improved: (Iron, Manganese)
Facility Component Specification No. Factors to specify Remarks
Water SourceExistingBorehole
250m/mφ(Diameter), 56m (Depth) Rehabilitation
Submersible pump 2
1.41m3/min (capacity)×36m (head), 15kw（Power）
RC, Nozzle sprinkling method 2Max. daily capacity of water supply +
Water used within the facilities
Area: 34m2, Volume 101m
3Overflow rate: 0.4m
2/m
3/hr, Head: 3m
RC Area:2.3m2, Volume: 3.4m
3
Vertical submersible mixerPaddle (500m/mφ, 0.75kw)
RC, Vertical baffling type
Area: 24m2, Volume: 48m
3 1Max. daily capacity of water supply+ Water used within the facilities
+ Recycled water
Vertical slow baffling type GT: 50,000 Retention time: 30min
Max. daily capacity of water supply +Water used within the facilities +
Recycled water
Overflow rate: 30mm/min,Effective depth: 3ｍ
RC, Gravity rapid filter Area: 14.9m2
Max. daily capacity of water supply+ Water used within the facilities
+ Recycled water
Media: silica sand, manganese sand Filtration rate: 150m/d
RC, Volume: 600m3 2 Max. daily water supply for 8 hrs.
Backwashing pump （submersible）
5.6m3/min (capacity)×10m (head) 16kw （power）
Surface washing pump （submersible）
1.6m3/min (capacity)×30m(head) 14kw（power）
RC, Capacity: 72m3 1 Surface washed water per basin
Recycling pump (submersible)
0.14m3/min(capacity）×10ｍ (head) 0.5kw (power）
Sludge pump (submersible pump)
0.1m3/min (capacity)×8m (head) 0.3kw (power)
RC, Capacity: 2.9m3 per basin 4Daily vol. of sedimentation sludge
Retention time: 4days
Conc. of sedimentation sludge: 0.5%
Aluminum sulfate storage basin, Capacity: 7.4m3 1 Retention time: 7days
Diaphragm pump: 0.2kw (power) 2 Feeding rateOne for
stand-by
ChlorineFeedingChamber
Bleaching powder dissolving basin, Bleaching powderstorage basin Diaphragm pump: 0.2kW (power)
12
Residue of free chlorine: 0.1-0.5mg/L One forstand-by
Submersible pump
2.0m3/min (capacity)×50m (head), 28kw(power）
Pressure tank
Max. pressure: 0.6Mpa,Min. pressure: 0.4Mpa
Max. daily capacity of water supply +Water used within the facilities
One forstand-by
Max. daily capacity of water supply+ Water used within the facilities
+ Recycled waterRetention time: 1.5min
Backwashed water:
0.70m/min×Area of one basin (m2)
Surface washed water: 0.20m/min×
Area of one basin (m2)
Water IntakeFacility
Raw WaterIntake Facility
AerationTower
Mixing Basinof Aluminum
Sulfate
WaterTreatmentFacilities
Max. hourly water supply
1
Drainage Basin
FiltrationBasin
Recycled water/(daily max. watersupply
+ Water used within the facilities): 10%
Backwashed water + Surface washedwater - Recycled water
1
1
1
1
1
Treated WaterReservoir
RC, Horizontal-flow sedimentation basin,
Area 52m2, Volume 155m
3 2Sedimentation
Basin
2
WaterTransmission
Facilities
ChemicalFeedingChamber
2
FlocculationBasin
Sludge DryingBed
WaterTransmission
Facilities
2 - 55
Description of Facility DesignDescription of Facility DesignDescription of Facility DesignDescription of Facility Design
Site: KABACAN
Design treatment rate: 2,253 m3/d
Target parameters to be improved: (Iron, Manganese)
Facility Component Specification No. Factors to specify Remarks
Water SourceExistingBorehole
300m/mφ(Diameter), 100m (Depth) Rehabilitation
Submersible pump
1.6m3/min (capacity)×35m (head), 16kw（Power）
RC, Nozzle sprinkling methodMax. daily capacity of water supply+ Water used within the facilities
Area: 38m2, Volume 115m
3Overflow rate: 0.4m
2/m
3/hr, Head: 3m
RC Area:2.3m2, Volume:3.4m
3
Vertical submersible mixerPaddle (500m/mφ, 0.75kw)
RC, Vertical baffling type
Area: 24m2, Volume: 48m
3 1Max. daily capacity of water supply+ Water used within the facilities
+ Recycled water
Vertical slow baffling type GT: 50,000 Retention time: 30min
Max. daily capacity of water supply+ Water used within the facilities
+ Recycled water
Overflow rate: 30mm/min,Effective depth: 3ｍ
RC, Gravity rapid filter Area: 16.5m2
Max. daily capacity of water supply+ Water used within the facilities
+ Recycled water
Media: silica sand, manganese sand Filtration rate: 150m/d
RC, Volume: 750m3 2 Max. daily water supply for 8 hrs.
Backwashing pump （submersible pump）
5.6m3/min (capacity)×10m (head) 16kw （power）
Surface washing pump （submersible pump）
1.6m3/min (capacity)×30m(head) 14kw（power）
RC, Capacity: 72m3 1 Surface washed water per basin
Recycling pump (submersible pump)
0.17m3/min(capacity）×10ｍ (head) 0.6kw (power）
Sludge pump (submersible pump)
0.1m3/min (capacity)×8m (head) 0.3kw (power)
RC, Capacity: 3.3m3 per basin 4Daily vol. of sedimentation sludge
Retention time: 4days
Drainage pump (submersible pump) 1 Conc. of sedimentation sludge: 0.5%
Aluminum sulfate storage basin, Capacity: 9.5m3 1 Retention time: 7days
Diaphragm pump: 0.2kw (power) 2 Feeding rateOne for
stand-by
ChlorineFeedingChamber
Bleaching powder dissolving basin,Bleaching powder storage basinDiaphragm pump: 0.2kW (power)
12
Residue of free chlorine: 0.1-0.5mg/L One forstand-by
Submersible pump
2.2m3/min (capacity)×50m (head), 31kw(power）
Pressure tank
Max. pressure: 0.6Mpa,Min. pressure: 0.4Mpa
WaterTransmission
Facilities
WaterTreatmentFacilities
ChemicalFeedingChamber
2
FlocculationBasin
1
Treated WaterReservoir
RC, Horizontal-flow sedimentation basin,
Area 54m2, Volume 172m
3 2Sedimentation
Basin
Sludge DryingBed
WaterTransmission
FacilitiesMax. hourly water supply
1
Raw WaterIntake Facility
AerationTower
Mixing Basinof Aluminum
Sulfate
2Filtration
Basin
2Water Intake
Facility
2
1
1
1
Backwashed water + Surface washedwater - Recycled water
Drainage Basin
1
Max. daily capacity of water supply+ Water used within the facilities
One forstand-by
Max. daily capacity of water supply+ Water used within the facilities
+ Recycled waterRetention time: 1.5min
Backwashed water:
0.70m/min×Area of one basin (m2)
Surface washed water: 0.20m/min×
Area of one basin (m2)
Recycled water/(daily max. watersupply
+ Water used within the facilities): 10%
2 - 56
2-57
2-2-2-4 Procurement Plan Water quality tests are currently carried out in the subcontracted laboratories in each WD or LWUA, and colon bacillus, pH, turbidity, iron, manganese and so on are regularly tested. As shown below, in this project, the equipment for water quality tests will be provided and the items such as pH, water temperature and turbidity will be measured on site. Other substances (colon bacillus, arsenic, sulfur and others) will be tested at subcontracted laboratories or LWUA as is currently conducted. In addition, such substances as trihalomethane, which are rather difficult to measure, can be also tested at the laboratories in LWUA. (1) Selection of equipment The water analysis equipment will be procured in the Project to monitor such items as iron, manganese, ammonia, color and odor. In Caloocan and Fabia in Binmaley WD, and Libsong in Lingayen WD, chemical oxygen demands (COD) will be analyzed to test humic substances. In order to monitor the processes of operation in each WD, equipment will be procured to test pH, water temperature, electric conductivity (EC), salinity, dissolved oxygen (DO), turbidity, color, odor and taste. For the water treatment facilities where coagulation and sedimentation are conducted, i.e. all sites except for Saban in Pagsanjan WD, jar testers will be provided to determine the appropriate injection rates of coagulants. Equipment will be mainly portable for the convenience of daily routine use. At the same time it should be easy to handle so that operators can readily understand how to use them during the training program on the occasion of handing over of the facilities. The procurement of goods is carried out for 10 sites. The goods include water quality analysis equipment, storage room, the water quality data processing equipment selected for the water treatment objective at each site.
(2) Measurement Plan Table 2-20 outlines the measurement plan of water quality indicators. The source water from wells will be tested principally everyday in order to take an expeditious action in case of emergency. Measuring items include both basic water quality items and specific treatment items for each WD. Upon having aerated, pH and dissolved oxygen (DO) will be measured to examine its effect. Treated water will be tested in order to check proper functioning of the treatment system. Measuring items include the basic water quality items and specific treatment items for each WD, which will be measured twice a day in order to confirm the adequacy of water treatment operation.
2-58
Turbidity, pH, color and residual chlorine are tested both right after the water transmission and at the distribution pipe ends to check up the safety of tap water. Subcontracted analyses will desirably be conducted once in every three months for the Philippines’ water quality standards items such as colon bacillus, arsenic, sulfur as well as trihalomethane.
Table2-26 Measurement Plan of Water Quality
Measuring Categories Measuring Items Measuring Spots
Frequency
Basic characteristics pH, temperature, EC, DO, turbidity, color, odor, taste
Source Water
Specific treatment items
Iron, Manganese, Ammonia, COD
Right after pumping
1 time a day
* Basic characteristics pH, DO Upon aeration
1 time a day
Basic characteristics pH, temperature, EC, DO, turbidity, color, odor, taste
Treated Water
Specific treatment items
Iron, Manganese, Ammonia, COD
Before chlorination
2 times a day
Basic characteristics
PH, turbidity, color Tap Water
Sterilization effect Residual chlorine
Right after the water transmission and at the distribution pipe ends
1 time a day
EC: Electric Conductivity, DO: dissolved oxygen, * the water upon aeration
Tabl
e 2-
27
Equi
pmen
t for
Mea
suri
ng a
nd A
naly
sis
Equi
pmen
t Pa
ram
eter
Pu
rpos
e Sp
ecifi
catio
ns
Rang
e To
lera
nce
Qua
ntity
Ta
rget
WD
(Tar
get S
ite)
pH m
eter
pＨ
O
bser
vatio
n an
d m
anag
emen
t of
ra
w w
ater
and
trea
ted
wat
er
Gla
ss E
lect
rode
0-
14 p
H ±
0.1
10
All 9
WD
s（10
site
s）
Wat
er
qual
ity
Chec
ker
Wat
er
tem
pera
ture
O
bser
vatio
n an
d m
anag
emen
t of
ra
w w
ater
and
trea
ted
wat
er
Plat
inum
RT
D
0-50
℃ ±
0.2
10
All 9
WD
s（10
site
s）
Wat
er
qual
ity
Chec
ker
Cond
uctiv
ity
Obs
erva
tion
and
man
agem
ent
of
raw
wat
er a
nd tr
eate
d w
ater
AC
4
elec
trod
es
10-2
00
mS/
m ±
1.0
10
All 9
WD
s（10
site
s）
Salin
omet
er
Salin
ity
Obs
erva
tion
and
man
agem
ent
of
raw
wat
er a
nd tr
eate
d w
ater
AC
4
Elec
trod
es
0-
1 %
±
0.00
1 10
Al
l 9W
Ds（
10 si
tes）
W
ater
qu
ality
Ch
ecke
r D
isso
lved
oxy
gen
Obs
erva
tion
and
man
agem
ent
of
raw
wat
er a
nd tr
eate
d w
ater
G
alva
nic c
ell
0-10
m
g/L
±0.
1 １
0 Al
l 9W
Ds（
10 si
tes）
W
ater
qu
ality
Ch
ecke
r
Turb
idity
O
bser
vatio
n an
d m
anag
emen
t of
ra
w w
ater
and
trea
ted
wat
er
Scat
teri
ng
light
0-
500
mg/
L ±
0.5
10
All 9
WD
s（10
site
s）
Colo
r m
eter
an
d ot
hers
Co
lor/O
dor/T
aste
O
bser
vatio
n an
d m
anag
emen
t of
ra
w w
ater
and
trea
ted
wat
er
Odo
r/Tas
te:
Sens
e m
etho
d
0-20
0 m
g/L
±1
10
All 9
WD
s（10
site
s）
Colo
rim
eter
Re
sidu
al ch
lori
ne
Obs
erva
tion
and
man
agem
ent
of
trea
ted
wat
er
Colo
rim
etri
c 0-
5 m
g/L
±0.
1 10
Al
l 9W
Ds（
10 si
tes）
Abso
rptio
met
er
Iron
O
bser
vatio
n an
d m
anag
emen
t of
ra
w w
ater
and
trea
ted
wat
er
Colo
rim
etri
c 0-
10
mg/
L ±
0.1
7 Pa
gsan
jan,
Pa
nita
n,
Pont
eved
ra,
Din
gle-
Poto
tan,
Ab
uyog
, M
idsa
yap,
K
abac
an
Abso
rptio
met
er
Man
gane
se
Obs
erva
tion
and
man
agem
ent
of
raw
wat
er a
nd tr
eate
d w
ater
Co
lori
met
ric
0-2
mg/
L ±
0.1
6 Pa
nita
n, P
onte
vedr
a, D
ingl
e-Po
tota
n,
Abuy
og, M
idsa
yap,
Kab
acan
Ab
sorp
tiom
eter
Am
mon
ia
nitr
ogen
O
bser
vatio
n an
d m
anag
emen
t of
ra
w w
ater
and
trea
ted
wat
er
Colo
rim
etri
c 0-
10
mg/
L ±
0.1
4 Pa
nita
n, P
onte
vedr
a, D
ingl
e-Po
tota
n,
Abuy
og
COD
met
er
COD
O
bser
vatio
n an
d m
anag
emen
t of
ra
w w
ater
and
trea
ted
wat
er
Pota
ssiu
m
dich
rom
ate
Met
hod
0-10
m
g/L
±0.
1 3
Binm
aley
, Lin
gaye
n, A
buyo
g
Jar t
este
r Co
agul
atio
n an
d se
dim
enta
tion
Obs
erva
tion
and
man
agem
ent
of
wat
er tr
eatm
ent p
roce
ss
Equi
pped
w
ith
4 ch
emic
al fe
eder
s -
- 9
8 W
Ds (
9 si
tes)
exc
ludi
ng P
agsa
njan
Tabl
e 2-
28
Spec
ifica
tions
of A
ncill
ary
Equi
pmen
t Eq
uipm
ent
Item
Sp
ecifi
catio
ns
Qua
ntity
Ta
rget
WD
(Tar
get S
ite)
Gla
ssw
are
Mea
sure
men
ts, t
ests
, etc
. Be
aker
, fla
sk, m
easu
ring
cylin
der,
funn
el, e
tc.
10 se
ts
All 9
WD
s（10
site
s）
Stor
age
Shed
Eq
uipm
ent s
tora
ge
Alum
inum
fram
e/ a
cryl
ic p
late
(mor
e th
an 5
00 L
capa
city
) 10
sets
Al
l 9W
Ds（
10 si
tes）
Ch
emic
als s
hed
Chem
ical
s sto
rage
Re
frig
erat
or（
mor
e th
an 3
00Ｌ
capa
city）
10
sets
Al
l 9W
Ds（
10 si
tes）
Co
mpu
ter
Dat
a m
anag
emen
t CP
U (
mor
e th
an 1
GH
z), H
DD
(m
ore
than
40
GB)
, CD
R/RW
, m
onito
r (17
in),
prin
ter (
for A
4 or
larg
er)
10 se
ts
All 9
WD
s（10
site
s）
2 - 59
2-60
2-2-3 Basic Design Drawings
(1) Design of Pipeline and Facility
① Bimmaley Caloocan Bimmaley Fabia
② Lingayen ③ Pagsanjan ④ Panitan ⑤ Pontevedra ⑥ Dingle-Pototan ⑦ Abuyog ⑧ Midsayap ⑨ Kabacan
(2) Layout Plan
① Bimmaley Caloocan ② Bimmaley Fabia ③ Lingayen ④ Pagsanjan ⑤ Panitan ⑥ Pontevedra ⑦ Dingle-Pototan ⑧ Abuyog ⑨ Midsayap ⑩ Kabacan
LINGYEN GULF
AGNORIVER
BASINGRIVER
PlannedTreatmentPlant
Caloocan
Source
Name
Well(running)
TargetWell
Planned
Treatment
Plant
Well(running)
Source
Name
Fabia
TargetWell
N
01000m
500
SCALE
Nagpalangan
Name
Source
Well(running)
Camaley
Name
Well
Well(running)
Naguilayan
Name
Source
Well(running)
Gayaman
Name
Source
Well(running)
Name
Source
Well(running)
GayamanSouth
Name
Source
Well(running)
Calit
BINMALEYFABIA
①BINMALEYCALOOCAN
WDOffice
Poblacion
Name
Source
Well(running)
PlannedTreatmentPlant
ExistingPipe(＜
φ150mm)
ExistingPipe(φ150mm)
ExistingPipe(φ200mm)
WaterSource
Legend
WaterTank
PlannedPipe
TobeAbandonedorStoptoUse
Name
Source
Well(running)
Amancoro
2 -61
LINGAYENGULF
AGNORIVER
LIMAHONGCHANNEL
01000m
500
SCALE
N
PlannedTreatmentPlant
TargetWell
WDOffice
②LINGAYEN
Baay
Name
Source
Well(running)
Tonton
Name
Source
Well(running)
Name
Source
Libsong2
Well(abandon)
Legend
ExistingPipe(＜
φ150mm)
ExistingPipe(φ150mm)
ExistingPipe(φ200mm)
ExistingPipe(φ250mm)
WaterSource
WaterTank
PlannedTreatmentPlant
TobeAbandonedorStoptoUse
Libsong
Source
Name
Well(running)
Well(running)
Name
Source
Libsong
2 -62
Name
Source
Spring(running)
0SCALE
500
1000m
N
Name
Source
Well(running)
Rizal
LodgePumpingStation
PlannedTreatmentPlant
Sabang
Name
Source
Well(NotUsed)
TargetWell
Name
Source
Well(running)
SanJuan
WDOffice
③PAGSANJAN
Binan
Name
Source
Well(abandon)
Name
Source
WellMabini
(abandon)
ExistingPipe(＜
φ150mm)
ExistingPipe(φ150mm)
PlannedPipe
WaterSource
WaterTank
PlannedTreatmentPlant
Legend
TobeAbandonedorStoptoUse
ContinuousUse
2 -63
SCALE
0100
200m
N
ExistingPipe(＜
φ150mm)
ExistingPipe(φ150mm)
WaterSource
WaterTank
PlannedTreatmentPlant
Legend
DivisionofwaterfromRoxasCity
WDOffice
PhaseⅡ
TargetWell
Name
Source
Well(NotUsed)
PlannedTreatmentPlant
④PANITAN
2 -64
Hipona
TINAGONGDAGATBAY
PONTEVEDRARIVER
TINAGONGDAGATBAY
Sublangon
SCALE
01000
2000m
N
PILARBAY
PlannedTreatmentPlant
TargetWell
Name
Source
Well(running)
Connection(Planning)
Name
Source
(running)
WDOffice
⑤PONTEVEDRA
Legend
ExistingPipe(＜
φ150mm)
ExistingPipe(φ150mm)
ExistingPipe(φ200mm)
WaterSource
WaterTank
PlannedTreatmentPlant
ContinuousUse
Well
2 -65
N
01000
2000m
SCALE
Morobo
Name
SourceSpring(running)
PlannedTreatmentPlant
Abangai
TargetWell
Name
Source
Well(running)
Moroboro
Name
Source
Spring(running)
WDOffice
⑥DINGLE-POTOTAN
ExistingPipe(＜
φ150mm)
ExistingPipe(φ150mm)
ExistingPipe(φ200mm)
PlannedPipe
WaterSource
WaterTank
PlannedTreatmentPlant
Legend
ContinuousUse
2 -66
0400m
SCALE100
200
Barayong
N PlannedTreatmentPlant
TargetWell
Name
Source
Well(NotUsed)
WDOffice
⑦ABUYOG
BitoPS
Source
Name
Well(running) Buntay
Name
Source
Well(abandoned)
Canugive
Name
Source
Well(running)
ExistingPipe(＜
φ150mm)
ExistingPipe(φ150mm)
PlannedPipe
WaterSource
Legend
PlannedTreatmentPlant
WaterTank
TobeAbandonedorStoptoUse
2 -67
500m
0SCALE
N
WDOffice
PlannedTreatmentPlant
Villarica
Name
Source
Well
(running)
TargetWell
⑧MIDSAYAP
Kimagango
Name
Source
Well
(running)
Kiwanan
Name
Source
Well
(running)
Name
Source
Well
(running)
Dilangalen
ExistingPipe(＜
φ150mm)
ExistingPipe(φ
150mm)
ExistingPipe(φ200mm)
PlannnedTreatmentPlant
WaterSource
WaterTank
Legend
TobeAbandonedorStoptoUse
2 -68
No.1
No.2
0500m
SCALE
N
TargetWell
Name
Source
Well(running)
Name
Source
Well(running)
PlannedTreatmentPlant
WDOffice
⑨KABACAN
No.3
Name
Source
Well(abandoned)
ExistingPipe(φ150mm)
ExistingPipe(φ200mm)
PlannedTreatmentPlant
WaterTank
WaterSource
ExistingPipe(＜
φ150mm)
Legend
ContinuousUse
TobeAbandonedorStoptoUse
2 -69
m20
108
64
21
0
N
ＮＯ
ＮＰ
ＡＶ
ＥＤ
ＲＯ
ＡＤ
PressureWaterTank
6600
6500
3500
1000 3000 2000
4000
2000
2000
20002000
4900
2000
2000
500
500
460
1500
1000
5000
4000
12700
3500
3500
4000
SludgePump
RecyclingPump
ChemicalFeedingChamber
House
BackwashPump
TransmissionPump
PumpHouse
AerationTower
5000
FlocculationBasin
800800800
100010000
2000
2000
1200
1500
1660
1200100012001000
MixingBasinofSulfuricAcid
MixingBasinofAluminumSulfate
5000
GeneratorRoom
3500
TreatedWaterReservoir
10500
5000
1000
8000
4750
500
SludgeDryingBed
2000
①LAYOUTPLAN(BinmaleyCaloocan)
FiltrationBasin
SedimentationBasin
DrainageBasin
GroundStructure
UndergroundStructure
1000 1200
1000100010001000
2 -70
m20
108
64
21
0
N
ＰＡＶ
ＥＤ
ＲＯ
ＡＤ
1500
2000
3500
1000
2000 2000
40003500
3500
5000
4000
2000
2000
2000
2000
500
5000
3500
4900
1800
House
ChemicalFeedingChamber
TransmissionPump
BackwashPump
SludgePump
RecyclingPump
500
AerationTower
8001000110001000 500
1000
FlocculationBasin
1200
1200
MixingBasinofSulfuricAcid
1200
MixingBasinofAluminumSulfate
800800800
2000
2000
SedimentationBasin
1000 1000 8000800
2450
5000
10500
1500
1500
1000
1500
1500
6750
5002500
UndergroundStructure
GroundStructure
②LAYOUTPLAN(BinmaleyFabia)
GeneratorRoom
PumpHouse
PressureWaterTank
SludgeDryingBed
1500
6500
35006600
1200
6000
TreatedWaterTank
2 -71
m20
108
64
21
0
N
6000
5000
5000
4500
4500
2000
4000
1000
2000
500
4000
2000 2000 2000 2000
7600
2500 2500
TransmissionPump
BackwashPump
PressureWaterTank
4000
4000
2000
2000
3000
2000ChemicalFeedingChamber
AerationTower
FiltrationBasin
1000
1000
1000
2500
2500
1000100013000100010003500
FlocculationBasin
1500 1000 1500 1000
5000
5000
5000
10000
1500
ExistingWell
Existing
Reservoir
SedimentationBasin
MixingBasinofSulficAcid
Generator
House
UndergroundStructure
GroundStructure
③LAYOUTPLAN(Lingayen)
ExistingPower
ReceivingEquipment
MixingBasin
ofAluminumSulfate
PumpHouse
TreatedWaterReservoirDrainageBasin
2000
4444999900000000
13700
8000
10500
8750
3000
SludgeDryingBed
RecyclingPump
SludgePump
110004800
2 -72
N
MainRoad
ＲＯ
ＡＤ
ＲＯＡＤ
4750
1500 500
1000
1000
1000
1000
1000
TransmissionPump
5000 5000
5000
10500
ＲＯ
ＡＤ
100030002000
4000
5000
3000
3000
3000
5000
3000
5600
1500
1500
House
FiltrationBasin
2900
2000
700
500
PressureWaterTank
④LAYOUTPLAN(Pagsanjan)
Existing
Well
PumpHouse
SludgeDryingBed
BackwashPump
AerationTower GeneratorHouse
TreatedWaterReservoir
m20
108
64
21
0
GroundStructure
UndergroundStructure
RecyclingPump RecyclingPump
SludgePump
DrainageBasin
2000
2 -73
m20
108
64
21
0
NONPAVEDROAD
N
500
20750
5000
4000
5000
3500
3500 3500
4000
200020002000
5600
1000
3500
2000
1500 1500
2000
BackwashPump
TransmissionPump
RecyclingPump
SludgeDryingBed
House
GeneratorRoom
1000100090001000800
SedimentationBasin
2000
1200
2,000
2,000
800800800
PumpHouse
10500
5000
2000
5000
5000
4000
12001000120010008000
5000
5000
5000
5000
8000
1250
5000
4900
10300
ExistingPumpRoom
WellPump
PressureWaterTank
TreatedWaterReservoir
FiltrationBasin
MixingBasinofHydratedLime
ChemicalFeedingChamber
AerationTower
UndergroundStructure
GroundStructure
FlocculationBasin
MixingBasinofAluminumSulfate
3000
Sludge
Pump
⑤LAYOUTPLAN(Panitan)
2 -74
21850
m20
108
64
21
0
ＲＯ
ＡＤ
N
1500
1500
1500
1500
6750
500
250025001000100010004000
75002000
4500
1000
7600
2500 2500
1000
1000
15000
1000
1000
3000
2000
2500
5000
5000
FlocculationBasinChemicalFeedingChamberAerationTower
MixingBasinofAluminumSulfate 1000
1200
2000
1500
PressureWaterTank
1000
10000
1000
1000
1000
1500
5000
500
TransmissionPump
3500
GeneratorRoom
House
4000
DrainageBasin
Existing
Well
BackwashPump
TreatedWaterReservoir
PumpHouse
FiltrationBasin
SedimentationBasin
GroundStructure
UndergroundStructure
3000
⑥LAYOUTPLAN(Pontevedra)
7500 75005000 5000
5000
7000
2 -75
m6
84
21
020
10
N
ＲＯＡＤ
5000
4500
4500
2000
2500
6600
4000
5000
1000
1000
1000
2500
2500
2000
2000
200010005000
AerationTower
ChemicalFeedingChamber
FiltrationBasin
House
1000 1000
FlocculationBasin
SludgePump
RecyclingPump
1500 1000
1500
MixingBasinofAluminumSulfate
14000100010001500
BackwashPump
PressureWaterTank
5000
5000
10500
6000
4000
10000
3000
⑦LAYOUTPLAN(Dingle-Pototan)
SedimentationBasin
TreatedWaterReservoir
PumpHouse
TransmissionPump
GeneratorRoom
GroundStructure
UndergroundStructure
3500
7000
12000
DrainageBasin
6750
3000
DrainPit
SludgeDryingBed
1500
1500
1500
1500
2 -76
m20
108
64
21
0
ＲＯＡ
Ｄ
N
ExistingWell
FiltrationBasin
GeneratorHouse
4000
1000
2000
76001000
1000
1000
1000
2500
2500
590
2000
2000
2000
2000
4000 50017501400
4000
8000
100013000
1000 1000
MixingBasinofAluminumSulfate
1500 10001500
ChemicalFeedingChamber
AerationBasin
4500
4500
2500
2000
3000
5800
1500
TransmissionPump
BackwashPump
5000
10500
5000
House
5000
4000
2100
10000
4000
2500 2500
5500
⑧LAYOUTPLAN(Abuyog)
PressureWaterTank
PumpHouse
TreatedWaterReservoir
SludgeDryingBed
SedimentationBasin
FlocculationBasin
GroundStructure
UndergroundStructure
12000
RecyclingPump
SludgePump
DrainageBasin
2 -77
m20
108
64
21
0
N
10001000100025002500
1000
4000
2000
2000 2000
6600
3500
2000
2500
1500
1500
1500
1500
2500500
3000
SludgeDryingBed
ChemicalFeedingChamber
5000
450045001050
1000
1000
11000
1000
1000
1000
1000
1500
720
5000
10500
3500
5000
5000
4000
House
GeneratorHouse
8000
6750
⑨LAYOUTPLAN(Midsayap)
ExistingWell
BackwashPumpTransmissionPump
PressureWaterTank
PumpHouse
TreatedWaterReservoir
SedimentationBasin
FlocculationBasin
MixingBasinofAluminumSulfate
AerationTower
6500
FiltrationBasin
DrainageBasin
PumpSludge
RecyclingPump
GroundStructure
UndergroundStructure
50005000 1000
8000
2 -78
1000
1000
1000
2500
2500
2000
10001000
500
6750
3500
20002000
5000
4500
4500
2500
2000
3650
5000
4000
5000
1500
1500
House
GeneratorRoom
AerationTower FlocculationBasin
SludgeDryingBed
N 012
46
810
20m
1500 1000
MixingBasinofAluminumSulfate
1100010001000
4000
1500
4000
1000
6600
6500
ChemicalFeedingChamber
TransmissionPump
5000
1000
5000
5000
10000
BackwashPump10500
8000
2500
3000
⑩LAYOUTPLAN(Kabacan)
NationalRoad
Existing
Well
DrainageBasin
SedimentationBasin
FiltrationBasin
TreatedWaterReservoir
PumpHousePressureWaterTank
GroundStructure
UndergroundStructure
1500
1500
1500
1500
SludgePump
RecyclingPump
2 -79
2-80
2-2-4 Implementation Plan This Project is implemented under the Japanese Grant Aid System. The implementation plan of the Project is as follows. Figure 2-8 in the next page shows the implementation scheme. 2-2-4-1 Implementation Policy The Local Water Utilities Administration (LWUA) is the executing and responsible agency for the Project. After the Exchange of Notes, LWUA will contract with a Japanese consultant firm for a detailed design study and supervision of the Project. Then with the assistance of the consultant, LWUA will invite tenders for the procurement of equipment for monitoring of water quality and the construction of water treatment facilities. The contract with a contractor will be made based on the result of the tendering. In accordance with the guidelines of the Japanese Grant Aid Assistance, the prime contractor is to be a Japanese firm. The Japanese prime contractor constructs the facilities, and procures relevant equipment and materials under the supervision of the consultant. The constructed facilities and procured equipment are handed over to each WD after inspections by the concerned parties. From then on, the operation and maintenance (O&M) of the facilities are conducted by each WD. The Japanese prime contractor must have enough experience in similar water supply projects including construction of filtration facilities, and have deep knowledge in the field. Since the Project uses groundwater from existing wells as water sources, the Japanese prime contractor is also required to have the expertise for groundwater development. Since the target WDs are scattered on 4 islands, cooperation from the local side is indispensable. There are relatively many local firms and human resources related to general construction works as well as water supply system construction works in the Philippines, and their capacities are acceptable. 2-2-4-2 Implementation Conditions All the necessary requirements such as right of way and permits relating to design and construction laws, technical standards, and so forth shall be the responsibility of LWUA. However, concerning the installation of pipelines across the national roads in some target WDs (Binmaley WD and Abuyog WD), discussions with related ministries are required.
2 - 81
10.Kabacan
Government of Republic of PhilippinesGovernment of Republic of PhilippinesGovernment of Republic of PhilippinesGovernment of Republic of Philippines
Local Water Utilities Administration
Figure 2-8 Organization for Project ImplementationFigure 2-8 Organization for Project ImplementationFigure 2-8 Organization for Project ImplementationFigure 2-8 Organization for Project Implementation
6.Pontevedra
7.Dingle-Pototan
8.Abuyog
9.Midsayap
1.Binmaley(Caloocan)
(Fabia)
2.Lingayen
4.Pagsanjan
5.Panitan
Enviromental management
O&M Plan ElectricalEngineer
E/N
Local S
taff
Local E
nte
rprise
Civil EngineerManilaHeadOffice,GeneralEngineer
EquipmentEngineer
Approval
Consu
ltant
Consu
ltant
Consu
ltant
Consu
ltant
Jap
anese
Ente
rprise
Jap
anese
Ente
rprise
Jap
anese
Ente
rprise
Jap
anese
Ente
rprise
TreatmentPlant Engineer
Water Treatment Plan Supervision
ProjectManager/Wat
er WorksManagement
Water Supply Plan
Water Quality Analysis
Hydrogeology
Government of JapanGovernment of JapanGovernment of JapanGovernment of Japan
Detail Design
Tender Document Reporting
Water Treatment Facility Operation Training Program
Counterpart Participation
CounterpartParticipation
Test Operation Guidance
Consultant'sContract
ConstructionContract
2-82
Except at Pontevedra WD, where rock formation is confirmed at 5 m below the ground, thick layers of diluvium sand or alluvial clay are recognized to be distributed in each WD. However, dense sand and stiff clay layers which will be used as bearing layers for the basements of heavy facilities, are confirmed at comparatively shallow levels under the ground at each WD. At the sites which are found to have soft ground ( Lingayen WD, Panitan WD, Midsayap WD and Kabacan WD), sand replacement work will be performed after excavation down to the bearing layer level. All of the existing water facilities in WDs are in operation at present with high percentages of served populations. The implementation schedule is planned in order to avoid inconveniences caused by the suspension of water supply for a long time due to the execution of the construction work. After completion of each WD’s water treatment facility, the effective backwashing of the pipelines is required before water is transmitted to the distribution pipelines. Since the pipelines are inter-connected without order in many WDs, the residents will not be able to receive water of good quality in case the backwashing program is not adequate. The consultant will design the backwashing program reflecting the route of distribution pipelines. The Japanese consultant firm will execute the program as its responsibility in cooperation with each WD putting effort to avoid causing inconveniences to the residents. 2-2-4-3 Scope of Works The responsibilities of the Japanese side are as follows: (1) To rehabilitate existing wells and construct water treatment facilities which will use the
rehabilitated wells as water sources in each target WD. (2) To procure equipment necessary for the operation of the water treatment facilities. (3) To provide consultation services during the implementation of the Project including the training
programs for operator candidates of the Philippines side, that is necessary for operation and maintenance.
As for the Philippines side, the executing agency is requested to conduct overall management of the Project and make necessary arrangements for the matters related to other ministries.
2-83
2-2-4-4 Consultant Supervision Plan The whole process including the Detailed Design Study, tendering, contracting management, supervision on facility construction, procurement of the equipment, and the operational training is conducted as follows.
Stage Contents
Pre-Construction
1. Detailed Design Study 2. Preparation of tender documents 3. Supporting the tender 4. Evaluating the result of tender 5. Assistance for conclusion of the contract
Construction
6. Supervision of construction and procurement 7. Preparation of training program and on-the-job
training 8. Inspection, operational instruction and training 9. Reports writing
Prior to the construction work, detailed design survey necessary for implementation of the Project shall be conducted for each target WD based on the results of the Basic Design Study (Implementation Review) in order to determine the specifications for the facilities and equipment and to prepare tender documents. Along with the preparation of the tender documents, a program for tendering procedures is prepared after discussions with the relevant ministries. The consultant will support the executing agency to carry out the tender and to sign the contract with the selected Japanese contractor after evaluation of the results of the tender. Regarding the construction stage, as is shown in the following project implementation flow (Fig. 2-9), engineers dispatched to the Project area will make necessary arrangements among concerned parties for the smooth and effective implementation of the Project and to perform quality control and construction supervision. At the stage of the completion of the construction work, inspection on the constructed facilities and installed equipment is conducted and training concerning operation and maintenance through the training program is given to the personnel who will be engaged in the O&M activities. Reports on the completion of the Project are also prepared.
2 - 84
2 ConsultantConsultantConsultantConsultant Implementation FlowImplementation FlowImplementation FlowImplementation Flow ContractorContractorContractorContractor
Consultant Contract
Preparation of Tender Document
Tender Evaluation
Detailed D
esignD
etailed Design
Detailed D
esignD
etailed Desi gn
Ｅ／Ｎ
Detailed Design
Tender
Site Transfer
Start of Construction of Water Treatment Facility
Start of Procurement of Equipment
Construction of Water Treatment Facility
Contractor Contract
Construction / Procurement
Construction / Procurement
Construction / Procurement
Construction / Procurement
SupervisionSupervisionSupervisionSu pervision
Supervision
Completion of Procurement of Equipment
Completion of Construction of Water Treatment Facility
Inspection/Test Operation
Water Treatment Facility Operation
Water Supply Service and Management of WD
will be improved
Figure 2-9 Project Implementation Flow
Inspection
Soft-Component
2-85
2-2-4-5 Quality Control Plan Facilities of this project such as sedimentation tank and filtration basin will be of reinforced concrete, and they will be connected to each other with steel pipes. These facilities will be connected to the distribution main using PVC pipes. The quality control plan for construction is as follows. (1) Control of Construction Materials
The proportion of inferior products in local goods is expected to be higher than those of Japan, and therefore the contractor has to confirm the quality of the construction materials before making any orders. When the materials arrive at the site, the engineer of the contractor must reconfirm their qualities and the consultant will also reconfirm them before construction starts.
(2) Concrete Works
Ready-mixed concrete will be used in the concrete works of this project. There are many manufacturers of ready-mixed concrete in the Provincial capitals which have sufficient experience. Since each target WD of this project is located 10 to 65 km away from the main cities, concrete will not deteriorate during transport. In case of small scale concrete works, such as leveling concrete, concrete will be prepared with a batch process mixer at the site. The design strength of concrete for main facilities will be 21 Mpa, and the contractor will carry out concrete quality tests whenever concrete is delivered to the site. The strength of concrete will be tested at 7 days and 28 days on test pieces taken from each casting area. The concrete quality test will be performed following Table 2-29.
Table 2-29 Test for Concrete Quality
Test Standard Method Slump test 8～15 cm Measuring by slump cone Air volume test 1～6% Pressure Method Chloride density test Less than 0.3 kg/m3 Portable test Aggregates sieving test Particle distribution Sieving test Aggregates density test Less than 2,500 kg/m3 Site test
2-86
(3) Plumbing Works
All piping materials including joints and valves will be checked visually or by temporary connections. After pipes are connected, they will be checked visually, and then pressure tests will be performed. The pressure test is conducted by pressurizing the pipe to the specified pressure. After one hour, if the pressure loss is within 10%, then that length of pipe is accepted. However, if the loss is not within 10%, the contractor must investigate the causes and repair any leaks, then perform the pressure test again. For pipes to be buried underground, the pressure tests have to be performed before backfilling. The performances of main pumps will be confirmed by pumping tests at the factory before shipping and performance records must be attached to the products. After installing the pumps, their performances will be confirmed again by measuring pressures and flow rates, and comparing them with the characteristic curves.
(4) Inspection of Progress and Quality After completion of the construction works, the actual dimensions of each facility will be compared with the design drawings. Performance and quality of each facility will be confirmed visually and by inspecting the records of trial operations.
(5) Others
• Compressive strength tests for concrete blocks will be carried out for each lot. • Insulation tests will be carried out on all wiring works. • Doors, windows and other fixtures will be checked visually.
2-2-4-6 Procurement Plan Regarding construction materials, priority is given to locally available materials as long as the quality is guaranteed and constant availability in the market is assured. As for the equipment, from the viewpoint of ease in maintenance and the provision of after-sales services, non-Japanese products are also taken into consideration. The procurement plan is as shown in Table 2-30, considering the skills and technical capacities of personnel of the Philippines side, the existence of a maintenance system and the availability in the market.
2-87
Table 2-30 Procurement Plan of Main Construction Materials
Market Reason Construction works Construction materials（Concrete, etc.）
Local All target WDs have factories for ready-mixed concrete in their own area. Other materials are also available near the sites.
Pipes Local PVC and steel pipes made in the Philippines are prevailing in the local market. Their qualities are acceptable.
Pumps Local There is a pump assembly plant in the Philippines. The local dealers give after-sales services.
Electrical equipments Local Generators and control systems are available in the Philippines. The local dealers give after-sales services.
Equipment for Filtration systems*
Japan Due to their complicated structures, systems are manufactured and procured in Japan. After installation, advanced technology for maintenance is not required.
Procurement of equipments Equipments for water quality analysis
Japan Equipments sold in local markets are very expensive. Local agents for Japanese made equipment are available and their spare parts are procurable in local markets.
Storage equipment, Personal Computer
Local Available in local market
* Bottom effluent receiving apparatus and surface cleaning equipment of filtration pond As for the construction materials, judging from the results and evaluation of past projects, procurement from the local market is appropriate in terms of quality, quantity and price. Since the principal construction materials such as cement, aggregate and pipes are manufactured in sufficient quantity in the Philippines with established local prices, they will be procured in the Philippines. 2-2-4-7 Training Program on Operation and Maintenance The 9WDs under the administration of LWUA have many years of experience in water supply management such as reading meters, collecting fees and regular maintenance on pumps and pipes. However, they have no experience in operating a water purification plant so that training of operators is essential. The usual operation training conducted by the manufacturer upon delivery of the equipment is not sufficient for effective operation, but instead, understanding of basic skills on water purification technology for water quality improvement is needed. Therefore, a group training for all 9WDs as well as individual programs in relation to each characteristic in water quality of each WD will be performed. The subjects of this program are as follows: a. To learn the basic skills of water purification technology including chlorination methods and
water treatment principles.
2-88
b. To learn the skills on operation of the monitoring instruments for management of water quality and quantity.
c. To learn the skills on treatment of backwash effluent and sludge. 1) Purpose
The purpose of these training programs is to improve the operation skills of operators in water purification.
2) Results
The expected results due to implementation of the training program are as follows: a. An operation manual for water purification facilities will be prepared.
A manual comprising the results b. to e. listed below, which includes pumping, operation of water purification facilities, measures to cope with water demand fluctuations and purchasing/storage of chemicals, will be prepared.
b. Water flow management will be effected
The appropriate pumping rate can be controlled to prevent over-pumping. The supply rate can be managed by knowing the peak demand. The pumping operation can be effectively carried out by determining the water balance in the treatment plant.
c. Water quality management will be effected By analyzing qualities of the water source and purified water, routine water quality management will be possible in addition to periodic analyses at an authorized laboratory.
d. Water purification skills will be acquired Proper operation of facilities and proper dosage of chemicals are essential for water purification. Since this project will use groundwater, which is relatively stable in quality and temperature, the purifying operation should be relatively stable and the dosage rate of chemicals is expected to be fairly constant. However through the training program, measures against unexpected incidents such as power failures will be exercised to maintain a safe and stable supply of water.
e. Skills on treatment of wastewater and sludge will be acquired
Techniques for treatment of wastewater and sludge can conserve the environment around the sites in conformity with the regulations of the Ministry of Environment of the Philippines.
2-89
3) Activities
a. Preparation of Operation Manual A manual describing the operation plan, which includes pumping, operation of water purification facilities, measures to cope with water demands and handling of chemicals, for each WD will be prepared.
b. Acquisition of Water Flow Management Techniques Proper methods for reading water flow meters and recording techniques will be trained to keep operation records. Then, training on proper pumping rates and water distribution to cope with demand fluctuations will be conducted, so that the results can be compiled into the computer and kept as record for balancing the treatment operation. At the beginning, the supply rate would be low due to low served population. However, since operation conditions such as the detention time of the mixing basin, surface load of the sedimentation tank and filtration rate of the filtration basin cannot be easily changed, this situation will be handled by shortening the operation time. Also, since the treated water will be stored in the purification reservoir, the plant operation will stop when the reservoir is full and resume operation when the reservoir becomes empty. Furthermore, since the supply pump operates automatically as controlled by the pressure tank (where the pump is off when the pressure is high and on when it is low), the plant operation would not be a problem because the operation time will automatically become short when the supply rate is low.
c. Acquisition of Water Quality Management Techniques
Training will be carried out on the use of the water analyzer (for parameters such as iron, manganese, ammonium and residual chlorine), colorimetric reagents and other chemicals to be procured. Also, the treatment parameters such as iron, manganese, ammonium, color, odor and taste, and their treatment processes such as aeration, coagulation, sedimentation, chlorination and filtration will be explained, along with techniques for compiling water analyses data to create a data base.
d. Acquisition of Water Purification Techniques
Training will be held on basic knowledge of treatment principles, such as aeration effectiveness, mixing effectiveness, detention time, surface load factor, filtration velocity, purging method and backwash velocity, as well as proper dosing methods of chemicals, such as optimum flocculent dosage rate from jar test results, chlorine demand from break-point chlorination and acid-alkali dosage ratio. Moreover, the operators will be trained on
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methods of procuring and storing chemicals such as sulfuric acid, slaked lime, alum and bleach, as well as safe handling methods of hazardous materials and measures against emergency situations such as power failures.
e. Acquisition of Knowledge on Treatment Methods for Wastewater and Sludge
Training will be carried out on treatment methods and management of wastewater effluents and generated sludge.
The accomplishment results of the above activities will be evaluated based upon operation manuals and training reports on plant operation and chemical handling prepared for each WD.
4) Program Implementation
The program is scheduled to be implemented when test run operations have started and operation stabilized, and before handing-over of the facilities. At first, the program subjects common to all WDs will be implemented by groups for each project phase. Then, individual training programs for each WD lasting about 10 days will be held in consideration of site characteristics of each WD such as treatment flow and system scale. The group program will be divided as: in Phase 1, the Panay Island group consisting of Panitan, Pontevedra and Dingle-Pototan, and during Phase 2, the Luzon Island group of Binmaley and Lingayen, and Mindano Island group of Midsayap and Kabacan. Furthermore, due to the locations of Abuyob of Leyte Island and Pagsanjan of Luzon Island, these WDs will receive separate training.
5) Organization Structure
The personnel related to the training program are as follows: a. Japanese consultants having skills and experience in water treatment will manage the
program implementation, and through LWUA counterparts, adjustments will be made for each WD, and the results will be reported to the relevant organizations of the Japanese side.
b. As the executing agency, LWUA will provide counterparts to initiate the program for WD staff. These counterparts should have skills and experience in water treatment.
c. At least 2 staff members from each WD having qualifications of GMs or water purification plant operators should receive the training. The trainees are selected by each WD on the condition that they have been engaged in operation and maintenance of water supply facilities.
d. The cooperation from the Water Resources and Training Department of LWUA is a prerequisite to properly and effectively conduct the training program for this project, and therefore sufficient discussions with them are highly advisable.
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2-2-4-8 Implementation Schedule
Due to the scale of the works and institutional arrangements, the project needs to be divided into two phases. The following conditions were taken into consideration when implementing the project in two phases. a. From the viewpoint of construction efficiency, neighboring sites in the same region should be
implemented in the same phase. b. The workload should be evenly balanced between the two phases. c. The following priority factors for site selection as indicated by the Philippines side should be
considered. i) Priority to the sites where the impact and effect are high（50％） ii) Priority to the sites having difficulties with water quality（30％） iii) Priority to the sites where land is already secured（20％）
The sites complying with the above-mentioned conditions are shown below.
Priority Site High impact and effect Panitan Difficulty with water quality Abuyog, Panitan Land is secured All Sites
The site where the impact and effect are high is Panitan. Presently, the water source facilities of Panitan cannot be used due to poor water quality of their deep well. Therefore, they are buying expensive water from adjacent Roxas city, which shares the major portion of the Panitan WD management cost. Additionally, increase in supply from Roxas city cannot be expected due to the limited yield of the source. Moreover, since a marine-product processing factory is located in Panitan city and if the water supply capacity increases, then a potential to increase the demand exists. This can contribute to the management of Panitan WD in a positive way giving high impact and effectiveness to this WD.
From the viewpoint of construction works, the execution of neighboring sites in the same region during the same phase will be highly efficient. Therefore, the sites grouped as listed below should be executed in the same phase. Group 1: Binmaley-C and -F, and Lingayen WDs of Pangasinan region of Luzon Island［3 sites］ Group 2: Panitan, Pontevedra and Dingle-Pototan WDs of Panay Island［3 sites］ Group 3: Midsayap and Kabacan WDs of Mindanao Island［2 sites］
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Besides the above-mentioned grouping, the even balance of workload is also considered for phase-wise division of sites. For phase 1, Panitan is selected due to its high impact and effect; Abuyog, because it has difficulties with water quality; and Pontevedra and Dingle-Pototan, since they belong to the same group as Panitan, Group 2. The remaining sites will be executed in phase 2.
Phase Site
Phase 1 Panitan, Pontevedra, Dingle-Pototan, Abuyog
Phase 2 Binmaley-C and F, Lingayen, Pagsanjan, Midsayap, Kabacan
Binmaley-C：Caloocan, Binmaley-F：Fabia The implementation schedule divided into two phases is shown hereafter.
1 2 3 4 5 6 7 8 9 10 11 12
（Field Survey） （Total 6 months)
（Domestic Work）
（Tender and Evaluation）
（Total 12 months）★ （Conclusion of Contract）
（Procurement and Transportation）
（Construction : 4 sites）
（Soft-Component）
（Field Survey） （Total 6 months)
（Domestic Work）
（Procurement and Evaluation）
（Total 12 months）★ （Conclusion of Contract）
（Procurement and Transportation）
（Construction : 6 sites）
（Soft-Component）
Table 2-31 Table 2-31 Table 2-31 Table 2-31 Progress Schedule of the ProjectProgress Schedule of the ProjectProgress Schedule of the ProjectProgress Schedule of the ProjectPh
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2-3 Obligations of Recipient Country On the part of the Philippines, the executing agency is requested to manage the Project overall and make necessary arrangements for the matters related to other ministries. The details are as follows.
2-3-1 Contents of Obligations
1) To secure land necessary to construct water treatment facilities. 2) To clear, level and reclaim the land and access road to the construction site prior to
commencement of the construction. To provide facilities for distribution of electricity up to the constructed facilities, construct drainages and prepare other incidental facilities in and around the project site.
3) To ensure all smooth execution of procedures necessary for approval under the laws of the Philippines to implement the project
4) To ensure all expenses and prompt execution for unloading, customs clearance at the port of disembarkation of the products under the Grant Aid, in case products are imported.
5) To exempt Japanese nationals, who offer services under the verified contracts, from tax duties such as customs duties, internal taxes and other fiscal levies which will be imposed in the Philippines.
6) To assure the safety and offer convenience necessary to enter and stay in the Philippines for the said Japanese nationals.
7) To operate and maintain the facilities constructed and equipment procured under the Grant Aid properly and effectively, and to appoint staff and allocate budget necessary for this operation and maintenance.
8) To bear the advising commission for an Authorization to Pay (A/P) and the payment commission to the Japanese foreign bank for the banking services based upon on the banking arrangement (B/A).
9) To bear all the expenses other than those covered by the Grant Aid.
2-3-2 Costs to be Borne by Recipient Country
The total cost to be borne by the Philippines side is 15.90 million pesos 1) Cost of land for construction
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Table 2-32 Necessary Area and Cost for each WD
No. WD Necessary Site Area (m2) Cost (Thousand Pesos) Calocan 1,100 770 1 Binmaley Fabia 1,000 700
2 Lingayen 2,370 1,659 3 Pagasanjan 330 231 4 Panitan 1,350 945 5 Pontevedra 1,150 805 6 Dingle-Pototan 1,200 840 7 Abuyog 1,200 840 8 Midsayap 1,000 700 9 Kabacan 1,250 875
Total 11,950 8,365
The total cost to secure necessary land for construction of facilities for water purification, transmission, distribution and drainage in the Project is 8.365 million pesos. Reconfirmation was made in the Implementation Review Study that the lands were already secured in all 9 target WDs. During the Implementation Review Study, Binmaley WD (Caloocan) reported a change of construction site. The Study Team reviewed the topographical and geological site conditions and confirmed that the new site had no significant difference for construction works compared to the initially secured land.
2) Power extension cost
Table 2-33 Power Extension Cost No. WD Cost (Thousand Pesos)
Calocan 659 1 Binmaley Fabia 659
2 Lingayen 876 3 Pagasanjan 586 4 Panitan 586 5 Pontevedra 876 6 Dingle-Pototan 876 7 Abuyog 876 8 Midsayap 661 9 Kabacan 876
Total 7,531
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2-4 Project Operation Plan 2-4-1 Operation and Maintenance System The target WDs under the administration of LWUA have had long experiences with 14 years for the shortest and 24 years for the longest in their operations. Although existing water facilities of each WD may vary with differences such as using spring water and owning of water storage tanks, the existing system is basically a pumping station equipped with borehole pumps, booster pumps, chlorinators and an emergency generator for blackouts. The average length of pipelines per WD is over 20 km supplying water through household connections. The metered charge system is adopted for collection of water fees based on the water production cost, and the fees are set under the supervision of LWUA. According to the water meter installed in each household, an invoice is issued. The water supply service has been managed with relatively high rate of fee recovery (85%-97% according to monthly reports of each WD in 2001). The reason can be traced to their small operation scale, which would not have any scale merits. Moreover, although their financial status is rather unstable, in comparison to starting a new water service system, the introduction of facilities for water quality improvement through this project can develop the present water supply management structure. Further, the routine technical needs for water treatment operation are noted below. 1) Procedures for daily operation
Start up of facilities such as pumps, filtration tank, sedimentation tank and chlorinator Check-ups and recording of the conditions of the above noted facilities under normal
operation Suspension in operation of the above noted facilities when necessary, and maintenance
during shut-down periods Water quality analyses (raw water, treated water) Chemical dosage in accordance with the water quality (adjustment of feeding rates) Routine operation of equipment and machineries
2) Measures for emergencies
Measures to be taken in case of power failures Measures to be taken in case of sudden breakdown of facilities Measures to be taken in case water quality becomes abnormal
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3) Others Borehole cleaning and routine inspection of the water sources Cleaning and periodic inspection of filtration and sedimentation tanks Preventive maintenance of equipment and machineries Stock inventory and procurement plan of consumables such as chemicals
2-4-2 Cost for operation and maintenance The cost for operation and maintenance of the existing facilities consists mainly of the costs for personnel, chemicals and power. The operation and maintenance for the Project require the same expense components but with different proportions. Personnel expenses take up a large proportion in the existing facilities, but the proportion of that for the Project would be smaller. 2-4-2-1 Cost for Chemicals and Power
In addition to the chemicals already in use, chlorine to be used for purposes other than chlorination, pH adjustment reagents and coagulants are needed. The power cost will increase due to the treatment facility operation. The annual chemicals and power cost increases for the Project are indicated for each WD in Table 2-34.
Table 2-34 Additional Costs Required for Power and Chemicals after the Project
（1,000 Pesos/year）
WD Power Cost Chemical cost Binmaley 5,093 2,904 Ligayen 3,942 2,298 Pagsanjan 1,926 50 Panitan 1,919 3,049 Pontevedra 3,576 860 Dingle-Pototan 3,793 4,010 Abuyog 4,002 3,929 Midsayap 2,898 328 Kabacan 3,140 488
The costs of power for water intake and transmission have usually accounted for a large proportion of the power expenses.
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2-4-2-2 Personnel expenses
Generally, the personnel expenses account for a larger portion compared to other expense items. An increase of the staff numbers for the Project will be kept to a minimum through relocation of the current pumping station staff members. The core staff who are working at the existing facilities will continue to work at the facilities after the Project. The staff members are presumed to have acquired sufficient capability through the training program provided by the Project. When the existing boreholes in the WDs are re-used, no new employments for the treatment facilities are expected, as those who are currently in charge will continue to work. However, if the boreholes are currently not in use, then new operators would be required to operate the rehabilitated boreholes. Further, in case the workload is beyond the capacity of the current operators, new staff will need to be hired, even for the WDs whose source wells will be abandoned by the Project. The number of required staff for WD operation is shown in Table 2-35.
Table 2-35 Staff Requirements for WDs
WD Present Number of Staff （Dec. 2001）
Additional Staff Necessary after the
Project Binmaley 21 0 Ligayen 26 0 Pagsanjan 27 2 Panitan 8 2 Pontevedra 20 0 Dingle-Pototan 26 0 Abuyog 9 2 Midsayap 27 0 Kabacan 19 0
2-4-2-3 Water tariff
Water tariffs have a significant impact on the revenue of WDs, heavily affecting the operation and maintenance activities of WDs. Water tariffs need to consider the total costs for water quality control, the present tariff rates and the legistrative charge increase rates (LWUA limits the water price to within 5% of the incomes of the beneficiaries) as well as the water administration policy and incomes of the served population. In practice, WDs introduce a minimum charge per month (a fixed rate for consumption of 1 to 10 m3 ) and for consumptions above this is charged on the metered rate system which increases incrementally as 11 to 20 m3, 21 to 30 m3, 31 to 40 m3, and more than 41m3. Further, each WD sets water tariffs by categories such as consumer categories (households, commercial and industrial establishments, governmental institutions) or pipe diameters, but the unit price is more or less the
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same among WDs. With the consumer categories, household prices are set at the lowest and commercial and industrial establishments are charged roughly twice of those for households prices. 2-4-3 Predictions for WD Administration 2-4-3-1 Funding sources for the Philippines side Although WDs are independent entities, new projects that need a large budget are difficult to be executed without loans from LWUA. The Project would also be supported by the loan from LWUA to pay for VAT, land and power. LWUA determines the interest rates depending on the loan amount. Accordingly to the regulation, the annual interest rate of 10.5% for Pagsanjan WD and 12.5% for other WDs would be applied for the Project. The repayment period is normally 26 years, which would be applied in the Project as well.
2-4-3-2 Expenditures The working expenses for each WD consist of 1) additional operation expenses due to the Project execution (costs for power, chemicals and personnel) and 2) operation expenses derived from ordinal operation (without the Project). Concerning expenses for 1), the additional costs for power consumption and chemicals are as shown in Table 2-34, and additional requirements for personnel is limited to a minimum, where only 2 staff members each are added to Pagsanjan, Panitan, Abuyog as operators, as shown in Table 2-35. The expenses for 2) will continue to be expended even after completion of the Project, but no changes in payment rate are assumed at this point. Since Panitan WD did not own a water source, it used to buy water from the neighboring Roxas WD to sell to the local residents, but after the Project, Panitan WD will posses its own water source and so the water purchase expenses will be removed from the expense items. In addition to the working expenses, each WD needs to bear the initial investment costs such as land purchase cost, power costs and VAT related to the Project execution. The loan from LWUA can finance these costs, but the interest rate will differ according to the amount. For the target WDs in the Project, the annual interest rate of 10.5% is applied to Pagsanjan WD as the total loan amount is relatively small, and 12.5% to other target WDs. The repayment period is 26 years on a fixed repayment basis. Table 2-36 shows the costs to be borne by the WDs.
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Table 2-36 Costs to be Borne by Target WDs (Unit：Thousand Pesos)
Cost Item Bin- maley Lingayen Pagsan-
jan Panitan Ponte- vedra
Dingle- Pototan Abuyog Mid-
sayap Kabacan ①VAT Payment for the Project Cost 5,876 8,174 3,931 5,969 6,354 7,394 9,349 9,880 8,455 ②Land Securing Cost (Incl. VAT) 1,470 1,659 231 945 805 840 840 700 875 ③ Power Extension Cost (Incl. VAT ) 1,318 876 586 586 876 876 876 661 876 Total (①＋②＋③) 8,664 10,709 4,748 7,500 8,035 9,110 11,065 11,241 10,206 Annual Repayment Cost (Fixed for 26 years) 1,080 1,335 538 935 1,002 1,136 1,380 1,401 1,273
2-4-3-3 Revenues The main source of revenue for the WDs is water tariffs. The annual revenue is calculated from the following formula.
Daily Average Water Supply Rate × (1－Unaccounted-for Water Ratio/100) × Tariff Recovery Rate × 365 days × Unit Water Cost (Pesos/m3)
Estimation of revenue requirements for each WD was based on water charges per 1 m3 needed to repay the loan from LWUA and earn revenues that can exceed the gross expenses. The estimated unit charge is compared with the current tariff structure, and the balances are predicted to determine the necessity for restructuring the tariff system. As a result, unless a drastic change in the balance statement takes place among the target WDs, all WDs can secure their profits as shown in Table 2-37. Although minimum water charges vary from 12 pesos/m3 in Binmaley WD to 20 pesos/m3 in Panitan WD, all charges can be maintained within the present water tariff framework. Therefore, a drastic tariff increase due to the project should not be necessary. The tariff structure estimated by the above formula is for household demands. In reality, industrial and commercial consumptions are large in terms of both unit consumption rate and water tariff rate. Therefore, since revenues are estimated with enough allowance, the financial prediction for the WDs should be appropriate.
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Table 2-37 Administrative Predictions of WDs after the Project （Unit：Thousand Pesos）
Cost Item Binmaley Lingayen Pagsanjan Panitan Pontevedra Dingle- Pototan Abuyog Midsayap Kabacan
Gross Revenue 23,640 19,662 17,119 7,672 10,930 17,968 11,421 16,371 13,344 Expenditures 17,068 16,271 12,620 7,600 10,280 16,938 11,240 12,037 12,578
a. Power Costs 7,019 5,791 3,788 1,919 3,986 6,581 4,584 4,367 4,010 b. Wages & Salaries 2,152 3,318 3,590 435 1,513 2,334 643 2,265 3,756 c. Chemical Costs 2,975 2,361 52 3,115 884 4,082 4,050 340 508 d. Other O&M Costs 2,907 2,765 4,321 544 1,908 2,621 477 2,835 1,944 e. Repayments to LWUA for Project 1,080 1,335 538 935 1,002 1,136 1,380 1,402 1,273 f. Other Debts 1,027 801 352 340 855 241 148 878 1,133 g. Others 0 0 7 368 104 0 0 0 0
Net Revenue 6,477 3,287 4,467 12 676 971 136 4,281 717 A) Inflation after the Project is not considered for calculation of expenditures. B) WD’s Gross Revenue = Daily Average Water Supply Rate (m3/day) × (1－Unaccounted-for
Water Rate/100) × 365 (days) × Tariff Recovery Rate (Year 2001) ×Unit Water Cost (Pesos/m3)
C) The unit water cost used in the calculation comes from the present tariff system for each WD assuming that the value will not changes until the target year of the Project.
D) The average recovery rate of water tariff of the WDs is 87%. This rate varies from 85% to 97% for the target WDs (Source: Monthly Reports of WDs, 2001).
E) Although the interest rates for LWUA loans differs by amount, the annual interest rate of 12.5% (exception of 10.5% for Pagsanjan) with fixed repayment for 26 years will be applied.
F) The values for e., f. and g. are averages for the past 3 years (Source： Financial data of target WDs).
The daily average consumption rate calculated from the water demand based on the estimated population growth in 2010 is used to predict the revenue for the financial estimations of the WDs. In other words, each WD is expected to continue developing water sources to meet the increasing demands according to the population growth, keep leakages to a minimum, and endeavor to achieve an efficient administration. The Project will certainly contribute to a better management of the target WDs by reducing residents’ avoidances of water services through water quality improvement and decreasing the rate of unaccounted-for water due to flushing operations. However, further improvement in management is required for sustainable operation. 2-4-3-4 Measures for Uncounted-for Water At present, pipes need to be flushed to remove scales and encrustation produced by iron and manganese contents in the water. The unaccounted-for water resulting from this flushing process will be reduced when iron and manganese are removed. Other sources of unaccounted-for water are mainly stealing and leakage. A measure against stealing is to make thorough inspections at each household. Measures to deal with leakage are to 1) install flow meters along pipelines and 2) visually check ground surfaces for wet areas. If leakage points are found, they should be repaired immediately to decrease the unaccounted-for water rate.
CHAPTER CHAPTER CHAPTER CHAPTER 3333 PROJECT EVALUATION PROJECT EVALUATION PROJECT EVALUATION PROJECT EVALUATION
ANDANDANDAND RECOMMENDATIONRECOMMENDATIONRECOMMENDATIONRECOMMENDATIONSSSS
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Chapter 3 Project Evaluation and Recommendations 3-1 Project Effect The Project is intended to install water treatment facilities composed of aeration, coagulation, sedimentation and filtration processes at each WD in order to supply water that meets the Philippines’ national water quality standards. The expected impacts of the Project are as follows. 1. Hygiene conditions related to water will be improved through improvement of quality of the
supplied water. 2. Treatment tanks can also serve as reservoirs to cover the peak demand hours, and emergency
supplies during blackouts with the help of emergency generators. 3. The water supply flow rate will increase so as to cover additional needs for water. 4. The unaccounted-for water caused by flushing water to clear up scales in pipelines produced
from iron and manganese will decrease. 5. Procurement of water quality analysis equipment will enable water quality to be monitored
properly. 6. Water quality improvement will prevent avoidance of water services by consumers. This
increases water fees collection rate so as to stabilize the financial base of WDs. 7. Spin-off effects to other WDs are expected as a number of WDs outside of the Project sites
similarly suffer from problems of iron, manganese and color.
Table 3-1 summarizes the effects and degree of improvement that will be generated by the Project.
Table 3-1 Effects and Degree of Improvement through Project Implementation Present Situation and Problem Measures to be taken in
the Project Effects and Degree of Improvement Main impacts 1. The Project WDs supply
untreated water having problems with iron, manganese and color, which is not suitable for drinking.
2. Water supply is unstable
At the target WDs, chlorinated water meeting the Philippines’ drinking water standards will be supplied. A stable, daily average supply of 18,300 m3/day will be possible.
3. Flushing pipes to clear the scale produced by iron, manganese and color contributes to the increase in unaccounted-for water.
Due to the improved quality of the water, flushing operations will decrease to reduce the rate of unaccounted-for water
4. Low water quality causes users to avoid water services. This leads to exacerbating finance of WDs
Water treatment facilities, which include aeration, coagulation, sedimentation and filtration, appropriate for the water qualities are installed at each site. Treatment tanks having capacities for 8 hours daily maximum supply rate, and emergency generators will be installed.
The stable supply of quality improved water will bring back confidence of residents in WD water supplies which will increase the supply rate and thus fee collection rate will also increase to stabilize the management.
Indirect impacts 5. Non-targeted WDs are also
suffering from problems of iron, manganese and color.
Dissemination of the technology to all WDs in the Philippines can be anticipated.
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3-2 Recommendations LWUA, the responsible and executing agency of the Project, and WDs, acting agencies, have undertaken necessary preparatory activities such as completing administrative procedures at ICC and securing land. Nevertheless, there are still needs for support in order to consolidate and sustain the effects of the Project in the implementation stage. Those are outlined below. 1) Technical capacity building for water quality improvement For the target WDs, water treatment facilities will be constructed for the first time, thus operators need to acquire skills to operate them. A soft-component program covers training for basic skills to operate the facilities. However, LWUA needs to offer continuous technical support in order to run the facilities at a full operation as a mere completion of a soft-component program is not sufficient for advanced maneuvers. In some cases, even chlorination is not satisfactorily done, and therefore, operators need to upgrade their understanding over water quality control. According to the results of tests for trihalomethane formation, it was confirmed that problems related to this substance are not found. Manganese and ammonia will be removed by chlorine dosage, but their premonitory substances will be removed in the sedimentation tank before chlorine dosage so as to restrain their presence in the treatment flow. However, as chlorine is used in the process, monitoring of trihalomethane formation is recommended. 2) New water sources development The total demand for water in 2010 cannot be satisfied in Binmaley, Lingayen and Midsayap as these WDs lack relatively large existing water sources having good quality. Therefore, these WDs need to develop new water sources to meet the increasing water demands. Under the current framework, it is practically difficult to undertake water sources development outside of each WD. This framework needs to be revised to undertake a comprehensive water sources development. LWUA needs to take an initiative in this matter as well. 3) Measures for unaccounted-for water At the moment, the target WDs flush water through the pipes to remove scales caused by iron and manganese. The resultant unaccounted-for water will decrease when scales will be removed by chlorination. Other causes of unaccounted-for water are stealing and leakage. As to stealing water, awareness campaign activities and thorough inspection at each household will help prevent the incidences. Leakage is generally difficult to prevent, but such measures as learning how to find a leakage, installation of flow meters to control the distributed water quantity, and renewal of deteriorated pipes should be carried out to lessen leakage incidences. The Project expects to reduce 1% annually of unaccounted-for water. Serious commitments of each WD and technical
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support from LWUA are indispensable to achieve the objective. 4) Financial support from LWUA The target WDs of the Project were selected under the conditions such as small-scaled and weak financial basis to receive other financial support. Costs for land and power as well as VAT that is normally imposed on the project cost under the Philippines’ regulation, will also be borne by WDs with support from LWUA. In the implementation stage of Grant Aid, LWUA is temporarily responsible for VAT clearance. However, VAT clearance at an individual WD thereafter will be a heavy burden without support from LWUA. There needs concrete measures such as preferential treatment and technical support. 5) Managerial improvement The WDs as described in 4) are small in size and weak in finance. Further, the water quality is so unsatisfactory as not to win credibility from the consumers. Through this Project, in addition to water quality improvement, other improvements and efforts in water supply management, such as expanding community awareness campaigns, extensions of pipelines, increase in number of connections, restructuring of the water tariff collection system, and reduction of unaccounted-for water, are anticipated. Consequently, adequate support from LWUA for managerial capacity building is necessary.