volume 4 - department of environment and natural...

TA No. 7258-PHI: Agusan River Basin Integrated Water Resources Management Project – FR – Vol. 4

FINAL REPORT

Pöyry IDP Consult, Inc.

In association with

Nippon Koei, U.K. Schema Konsult, Inc.

Asian Development Bank

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ADB TA 7258 - PHI Agusan River Basin Integrated Water Resources Management Project VOLUME 4 SUPPORTING REPORTS: INFRASTRUCTURE DEVELOPMENT

JANUARY 2011

Department of Environment and Natural Resources


This report consists of 8 volumes:

Volume 1 Main Report

Volume 2 Report and Recommendation of the President, and Project Administration Manual

Volume 3 Supporting Reports: Watershed Rehabilitation, Biodiversity Conservation, and Related Social and Indigenous Peoples Development

Volume 4 Supporting Reports: Infrastructure Development

Volume 5 Supporting Reports: Institutional Development, Capacity Building, Financial Management Assessment, and Financial and Economic Analyses

Volume 6 Supporting Reports: Safeguards

Volume 7 Supporting Reports: Field Surveys (CD softcopy only)

Volume 8 Supporting Reports: Stakeholder Consultations (CD softcopy only)


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AGUSAN RIVER BASIN INTEGRATED WATER RESOURCES MANAGEMENT PROJECT PPTA

TA NO. 7258-PHI

FINAL REPORT

VOLUME 4: SUPPORTING REPORTS - INFRASTRUCTURE DEVELOPMENT

List of Contents Page Glossary and Abbreviations ii Location Maps vii 1. Butuan City Drainage Subproject 2. Improvement of Municipal Water Supply Systems 3. Upgrading of Hydrological Monitoring Network and Database 4. Upgrading of Regional Water Quality Laboratory Facilities


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GLOSSARY AND ABBREVIATIONS

AD ancestral domain A&D alienable and disposable (land) ADD average daily demand (water supply) ADB Asian Development Bank ADSDPP Ancestral Domain Sustainable Development Protection Plan AIFC average incremental financial cost amsl above mean sea level AMWS Agusan Marsh Wildlife Sanctuary ANR assisted natural regeneration AP affected person APIS annual poverty indicator survey ARB Agusan River Basin barangay village/ neighborhood administrative unit BDC barangay development council BDP barangay development plan BLGU barangay local government unit BNA basic needs approach BOD biological oxygen demand BOT build-operate-transfer BRS Bureau of Research and Standards (of DRWH) BWSA Barangay Water and Sanitation Association CADC certificate of ancestral domain claim CADT certificate of ancestral domain title CBD central business district CBFM community-based forestry management CBFMA community-based forestry management agreement CBMS community-based monitoring system CBO community-based organization CDA Cooperatives Development Authority CDO community development officer CENRO community environmental and natural resources officer CEPA community education and public awareness CIP carbon-in-pulp processing, community irrigation project CLGU city local government unit CLUP comprehensive land use plan CO community organizing COA Commission On Audit COD chemical oxygen demand CPC certificate of public convenience CY calendar year DA Department of Agriculture DAO DENR Administrative Order DAR Department of Agrarian Reform DBL design-build-lease DBO design-build-operate DBM Department of Budget and Management DBP Development Bank of The Philippines DCC Disaster Coordinating Council DECS Department of Education, Culture and Sports DED detailed engineering design DENR Department of Environment and Natural Resources DILG Department of Interior and Local Government DOF Department of Finance DOH Department of Health DPWH Department of Public Works and Highways


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DRA demand responsive approach DRM disaster risk management DRRM disaster risk reduction and management DSA delineated service area DSCR debt service coverage ratio DSWD Department of Social Welfare and Development DTI-BOI Department of Trade and Industry – Board of Investment EA executing agency EARF environmental assessment review framework ECC environmental clearance certificate EIA environmental impact assessment EIRR economic internal rate of return EMB environmental management bureau EMP environmental management plan EMS environmental management system ENR environment and natural resources EO executive order EOCC economic opportunity cost of capital FGD focus group discussion FLUP forest land use plan FMAQ financial management assessment questionnaire forex foreign exchange FPIC free prior informed consent FS feasibility study FY fiscal year (1 January – 31 December) GAD gender action development GADCC gender action development coordinating committee GEF Global Environmental Facility GFI government financial institution GIS geographic information system GOCC government owned and controlled corporation GOP Government of the Republic of the Philippines GR (i) government regulation, (ii) general record (in legal cases) HDI Human Development Index HH household HRD human resources development IA implementing agency IBRD International Bank for Reconstruction and Development (World

Bank) ICC Investment Coordination Committee (NEDA) ICG internal cash generation IDAP institutional development action plan IDC interest during construction IDCB institutional development and capacity building IEC information-education-communication IEE initial environmental examination IFMA integrated forest management agreement IP indigenous people/person IPDP indigenous peoples’ development plan IPO indigenous people organization IPRA Indigenous People’s Rights Act IRA internal revenue allotment IRR implementing rules and regulations ISF integrated social forestry (program) IT information technology


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JICA Japan International Cooperation Agency JSF Japan Special Fund KABP knowledge-attitudes-behavior-practices KBA key biodiversity area KFP an adaptation of KAP (knowledge, attitudes and practices) LDCC local development coordinating council LG local government LGC local government code LGU local government unit LIDAP local institutional development action plan LIHH low income household LLI local level institutions LOI letter of intent l/s liters per second lumad refers to non-Islamized indigenous peoples of Mindanao LWUA Local Water Utilities Administration MAO municipal agriculture office (of DA) MDFO Municipal Development Fund Office MDG Millennium Development Goals M&E monitoring and evaluation MENRO municipal environment and natural resources office, part of LGU MFF Multitranche Financing Facility (ADB) MGB Mines and Geosciences Bureau MHO municipal health office minahang bayan communal mining area MIS management information system MLGU municipal local government unit MMT multi-sectoral monitoring team MOA memorandum of agreement MORO municipal agrarian reform office (of DAR) MOU memorandum of understanding MPA methodology for participatory assessments MPDO municipal planning and development office MRF materials recovery facility masl metrers above sea level MSU Mindanao State University MTPDP Medium Term Philippine Development Plan MTPIP Medium-Term Public Investment Program NAMRIA National Mapping and Resources Inventory Authority NAPC National Anti Poverty Commission NCIP National Commission on Indigenous Peoples NEDA National Economic Development Authority NGA national government agency NGO non-government organization NIA National Irrigation Administration NIMBY not-in-my-backyard NLA national line agencies NPC National Power Corporation NPK nitrogrn, phosphorus, potassium (fertilizer) NPV net present value NRW non-revenue water NSCB National Statistical Coordination Board NSO National Statistics Office NSWMC National Solid Waste Management Commission NWRB National Water Resources Board


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OCD Office of Civil Defense (under Department of National Defense) OCR Ordinary Capital Resources (ADB) ODA official development assistance OJT on-the-job training O&M operation and maintenance PA protected area PAGASA Philippine Atmospheric, Geophysical and Astronomical Services

Administration PAGRO provincial agriculturist office PAM project administration manual (ADB) PAMB Protected Area Management Board PASu protected area superindentant PAWB Parks and Wildlife Bureau PD presidential decree PENRO Provincial Environment and Natural Resources Office (of DENR) PENRO-LGU Provincial Environment and Natural Resources Office (of LGU) PET polyethylene terephthalate (type of plastic) PFI private funding institution PHO provincial health office PIR poverty impact ratio PIU project implementation unit PL protected landscape PLGU provincial local government unit PMDC Philippine Mining Development Corporation PMO project management office PMU project management unit PO people organization, purchase order PPDO provincial planning and development office PPMS project performance management system PPTA project preparation technical assistance PSA poverty and social assessment PSP private sector participation PWSSR Philippine Water Supply Sector Roadmap QA quality assurance QC quality control QM quality management RA republic act RBO river basin organization R&D research and devvelopment RDCC regional development coordinating council RED regional executive director (DENR) RG regional government RIAP revenue improvement action plan RIS regional/river irrigation system RO regional office ROC resolution of consent (of affected persons) RRP report and recommendation of the president (ADB) RWSA Rural Waterworks and Sanitation Association SES socioeconomic survey SD social development SLA sub-loan agreement/ subsidiary loan agreement SMR self monitoring report (water quality) SP sangguniang panlalawigan (provincial legislature) SWM solid waste management


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TA technical assistance TESDA Technical Education and Skills Development Authority TLA timber licensing agreement TNA training needs assessment TOR terms of reference TOT training-of-trainers TWG technical working group UDP upland development program UFW unaccounted-for water UNCBD United Nations Convention on Conservation of Biological Diversity UNCCD United Nations Convention to Combat Desertification UNFCCC United Nations Framework Convention on Climate Change UNICEF USAID

United Nations Children Fund United States Agency for International Development

V variation (to contract with ADB) WASCO Water Supply Coordination Office (NAPC) WD water district WHO World Health Organization WMU watershed management unit WPEP Water Supply and Sanitation Performance Enhancement Project WQ water quality WS water supply WSP water service provider WSP-EAP Water and Sanitation Program – East Asia Pacific WSS water supply and sanitation WTP willingness-to-pay


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Location Map


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Map of Agusan River Basin

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1. BUTUAN CITY DRAINAGE SUBPROJECT

Contents

1 Butuan City Drainage Subproject............................................................................ 1

1.1 Introduction/ Rationale ....................................................................................... 1 1.2 Key Findings of Socioeconomic Survey in Butuan City ...................................... 6 1.3 Existing Drainage System/ Facilities................................................................... 7

1.3.1 Existing Creeks/Waterways ........................................................................ 8 1.3.2 Urban Drainage System............................................................................ 10

1.4 Study Approach and Methodology ................................................................... 12

1.4.1 Introduction ............................................................................................... 12 1.4.2 Assessment of Existing Drainage Situation ............................................... 12 1.4.3 Field Survey and Investigation .................................................................. 12 1.4.4 Engineering Investigations ........................................................................ 13 1.4.5 Formulation of the Updated Drainage Master Plan ................................... 14 1.4.6 Consultations with Stakeholders ............................................................... 14 1.4.7 Details of Engineering Analyses ............................................................... 14

1.5 Scope for Drainage Improvements under Updated Master Plan ....................... 17 1.6 Proposed Subproject Scope (Phase 1) ............................................................ 18 1.7 Stakeholder Consultation Workshop ................................................................ 20 1.8 Estimated Subproject Impact and Outcome ..................................................... 22 1.9 Estimated Investment Cost .............................................................................. 22 1.10 Implementation Schedule and Contract Packaging .......................................... 23 1.11 Subproject Actors and Their Responsibilities ................................................... 25 1.12 Sewage Treatment ........................................................................................... 25 1.13 Recommendations ........................................................................................... 26

1.13.1 Immediate/Short-term Strategies for Maintenance of Drains ..................... 26 1.13.2 Implementation of Long-Term Measures .................................................. 26

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Figures 1.1 Location of Butuan City on Agusan River Delta 2 1.2 Area Prone to Flooding – Butuan City 3 1.3 River and Natural Drainage Network of Butuan City (West Bank of Agusan River) 9 1.4 Existing Urban Drainage System in Butuan Central Business District 11 1.5 10-year Rainfall-Intensity-Duration-Curve for Butuan City 16 1.6 Proposed Butuan City Improved Drainage Works (Phase 1) 19 1.7 Proposed Implementation Schedule (Phase 1) 24 Tables 1.1 Key Findings of Socioeconomic Survey 6 1.2 Proposed Butuan City Drainage Works (Phase 1) 18 1.3 Butuan City Drainage Cost Estimate (Phase 1) 23 1.4 Contract Packaging for Butuan Drainage Phase 1 25 Appendices 29 1.1 Photographs of Existing Drainage System in Butuan City 30 1.2 Field Survey and Investigation Report and Map 32 1.3 Scope and Cost Estimate of Interventions under Updated Butuan

City Drainage Master Plan (Phases 1 to 3) 48 1.4 Survey Requirements for Detailed Engineering Design 49 1.5 Butuan City Sewage Management and Treatment Options for the Central Business District – Framework for Sewerage Planning 51

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1 BUTUAN CITY DRAINAGE SUBPROJECT

1.1 INTRODUCTION/ RATIONALE

1. Butuan City is located on both banks of the Agusan River (Figure 1.1). However, the city proper (central business and densely developed areas) is located on the west bank. Due to the city’s location on the delta, it is traversed by a series of relatively small natural creeks on either banks of the river.

2. Butuan City was previously the administrative capital of Agusan del Norte. The City is located on the delta of the Agusan River which has a total catchment area of 11,700 km2. The physical topography of the area where the city is located is generally flat with ground elevations ranging between 1.5 to 3.0 m (above mean sea level).

3. By virtue of the city’s location in the Agusan River delta, the area is naturally prone to regular flooding by Agusan River overbank flows. The City’s drainage system is also affected by backwater effects from Agusan River and tides from Butuan Bay. Tidal and backwater effects on the city’s drainage channels exacerbate flooding and compound the drainage problems faced by the city.

4. Butuan City, with 27 barangays and a population of 298,378 in 2007, has more than doubled since its population of 131,094 in 1970. The urban population in 2007 was 92,556. Urban areas are along a major river/creek network. The population continues to grow fast as mangroves and flood plains towards the coast convert to residential and commercial areas. This is seen in the correspondence of identified flooded zones on both sides of the river as shown in Figure 1.2. Ocular inspection indicates the possible need for relocation.1

5. From discussions with the Butuan City government, including the newly-elected mayor, improvements to the city drainage is a high priority in the development plans of the city, and a flood control and drainage task force has been formed.

1 City Planning & Dev't. Office / NSO - XIII, Butuan City.

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Figure 1.1: Location of Butuan City on Agusan River Delta

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Figure 1.2: Area Prone to Flooding – Butuan City

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6. Lower Agusan Development Project. To mitigate the effect of regional flooding from Agusan River and to improve the overall drainage of the river/creek systems in Butuan City, the Lower Agusan Development Project (LADP), which involved a series of studies and stages/phases, was implemented. The following were carried out under the LADP:

LADP: Feasibility Study and Report, June 1981. LADP: Review Report, Annex I- Hydrology; Annex III-Flood Control, January 1983. LADP: Design Report, Volume I, Flood Control, October 1981. LADP-I: Preliminary Study on Drainage System in West Bank of Butuan City, April

1992. LADP-II: Updated Design for the LADP, Stage I, Phase II, February 1999.

7. The Lower Agusan Development Project (LADP-II), Stage I, Phase II was implemented by the Department of Public Works and Highways (DPWH) through the Project Management Office of the Cotabato-Agusan River Basin Development Project (PMO-CARBDP). The LADP-II comprised four packages:

Package I: Agusan River improvement (east bank) and cut-off channel. Package II: Construction of Magsaysay Viaduct. Package III: Improvement of Banza River and land improvement. Package IV: Masao River improvement and construction of urban drainage system in

Butuan City. 8. Packages II and IV related to drainage improvements on the west bank of Agusan River where the main city is located. Package II comprised the construction of an earth levee and a concrete floodwall along the west bank of the Agusan River to protect the city from Agusan River floods. Package IV involved improvements to the Masao River and the main urban drainage creeks/rivers on the west bank. Although most of the works under the above four packages have been implemented, the construction of an earth levee (1.6 km) from Mangangue Creek to Agusan Pequeno River and channel improvements along Langihan Creek have not yet been completed.

9. It has been confirmed by the city government that since the construction of the levees and floodwalls, Butuan City has so far been spared from Agusan River flooding. As mentioned above, the focus of Package IV was to improve overall local drainage on the west bank of Agusan River by improving flow capacity and conveyance by creeks and other major waterways draining the city. Although improvements made to increase the discharge capacity and efficiency of the waterways have overall resulted in the reduction of the level of local flooding, problems still arise within the city’s urban drainage system for various reasons as mentioned below. 10. Factors contributing to flooding. The flooding/drainage problems faced by the City may be attributed natural and man-made factors as indicated below.

Physical nature of the flood-prone areas; these areas are mainly flat, low-lying and difficult for natural drainage.

Significant amount of stormwater runoff from the western highlands, contributing to flash floods.

High elevation of the groundwater table resulting in saturated soils and less absorption of rainfall on the ground, thus contributing to higher runoff.

Increase in stormwater runoff due to increasing urbanization. Backwater and tidal effects from Agusan River and Butuan Bay controls outflows from

the city’s drainage systems. Absence of drainage infrastructure in some areas to convey and discharge flows. Insufficient flow capacity of the existing urban drainage infrastructure to cope with

increasing stormwater runoff.

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Insufficient number and capacity of stormwater inlets (catch basins) to capture flows into the piped or covered drainage systems.

Obstruction of natural drainage flow paths and building encroachment on channels. Filling-in and replacing open channels along city roads with under-sized

pipes/culverts in order to provide parking areas and walkways along shop-fronts. Lack of implementation of vertical controls of finished surface/ground levels to ensure

proper drainage of urban developments in low-lying areas. Lack of maintenance of the existing drainage infrastructure. Acm3ulation of solid waste and sediment in drains, in addition to overgrown

vegetation, not only impedes flows but reduces the flow-carrying capacity of the drains.

Lack of proper planning and policy/regulation enforcements to fully address the drainage problems in a holistic way.

11. Although flooding in the city streets does not cause serious damage to goods and property, the floodwaters pose health risks (as the floodwater is mixed with sewage) and interrupts daily livelihood activities.

12. Currently, except for drains along the National Highway, which is under the jurisdiction of DPWH, the city government is responsible for all other remaining drains within the city precincts. In order to alleviate flooding within city streets, the city government and DPWH have taken piecemeal approaches to improving drainage. As the city is served by a network of roadside drains which discharge into a complex system of creeks/rivers, and which all interact together, an integrated approach to solving the drainage problem is therefore required.

13. It should be noted that the Lower Agusan Development Project focused on regional flooding from the Agusan River and flooding caused by overbank flows from the natural/major waterways in Butuan City.

14. Master Plan. In order to solve the flooding and drainage problems associated with local stormwater runoff within Butuan City, a drainage master plan was prepared by the city government in November 2003. The drainage master plan covered 39 urban barangay of the city. The total cost of implementing the works was estimated at P686.8 million (in 2003 monetary figures) with the city’s urban drainage system accounting for P382.8 million and P304 million for flood control works. The drainage master plan for the whole works was intended to be implemented over a 10-year period.

15. A lot has changed in terms of the city’s development (physical environment) and implementation of some drainage improvement works since the preparation of the drainage master plan by the city. In view of these, and to reflect the present and anticipated future catchment and drainage conditions of the city, it is necessary to update the 2003 Drainage Master Plan prepared by the City LGU.

16. Proposed subproject. An overall drainage strategy/plan adopting an integrated approach to solving the city’s drainage problems and improving institutional capacity of Butuan City Government to efficiently operate and maintain the drainage infrastructure is therefore the subject of this Updated Butuan City Drainage Master Plan. This perception was echoed when the Butuan City Drainage Subproject was accorded high priority by stakeholders at the Inception Workshop held in Davao City in March 2010 organized by the Consultant to discuss and shortlist potential subprojects for the ARBIWRMP.

17. The goal of the Butuan City Drainage Subproject, if implemented, will be the improvement in living conditions of local residents through thre minimization of the adverse socio-economic impacts attributed to poor drainage and flooding in the city. Specific

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economic benefits to be accrued from the Butuan Drainage Subproject are outlined in Volume 7, Chapter C.

1.2 KEY FINDINGS OF SOCIOECONOMIC SURVEY IN BUTUAN CITY

18. The study focused on Butuan City households’ experience of flooding, and consisted of 271 HH interviews in selected urban and rural barangay, as well as 50 commercial/business establishments and institutions in the city.

19. The evaluation of flood damages consisted of direct damage to public and private properties as a consequence of floods; these are damages to households, commercial establishments, agricultural crops, infrastructure and utilities. Indirect damages included the reduction of the income of wage earners, business concerns and farmers as a result of floods.

20. The HH survey was conducted in the following barangay of Butuan City: Brgy. Agao, Brgy. Baan Riverside, Brgy. Bayanihan and Brgy. J.P. Rizal, categorized as urban barangay; Brgy. Maon and Brgy. New Society, categorized as rural barangay. These barangay were purposively chosen based on their proximity to the Agusan River as well as having the highest population. The 271 sample respondents were proportionally allocated to each barangay. The 50 commercial and business establishments were purposively chosen in the commercial center of Butuan City.

21. Key findings of the survey are summarized in Table 1.1.

Table 1.1: Key Findings of Socio-Economic Survey Parameter Component Survey Result

Population Characteristics

Poverty Threshold Monthly Household Income for Water Supply P 6,195 for a family of 5 based on the NSCB (National Statistical Coordination Board) Official Poverty Statistics published on June 2007

Average Monthly HH Income = P9,329.54

Average Number of Persons Living in the HH: 6 persons

Average monthly water bill:

House ownership: 90% owners

Ethnic Affiliation: non-indigenous peoples – 94.8%.

Needs and Demands

Water Main source of water: piped connection – 87.5%; non-piped connection – 12.5%

Sanitation

Affordability and Willingness to Pay

Water Sanitation

Hygiene and Sanitation

Water and Sanitation

Toilet facility: Water-sealed (flush of pourflush) connected to septic tank. (85.2%).

Top three identified hygiene and sanitation problems in the community are exposed drainage system (21%), no/irregular garbage collection (20.7%) and flies.

Solid Waste Management

Awareness on RA 9003: partly aware (58.3%); fully aware (14.4%); No idea - 27.3%.

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Parameter Component Survey Result

Drainage Experience of Flooding: HHs: 69% experienced flooding; Commercial: 82%.

Use of Drainage Facility: HHs: discharge of rainwater as the predominant purpose for the drainage facility; discharge of wastewater from toilet and the kitchen; discharge of solid waste; Commercial:

Causes of Flood: HHs: nonavailabilty of drainage, inadequacy of drainage, blocked drainage and partially blocked drainage appear as common causes; Heavy rains; Commercial: clogged drainage system due to garbage; drainage is not available, heavy rains, drainage is inadequate, drainage is fully blocked and drainage is partially blocked.

Top issue on drainage of nearby establishment: no proper drainage for the drains of nearby establishments.

Treatment of sewage in businesses: 82% have a septic tank in their property; 6% has a small sewage treatment plant (STP) in their property; 6% have a facility on another property.

Need for a combined drainage and sewerage scheme: 70% of respondents rated the need for a combined drainage and sewerage scheme as important.

Willingness to see improvement in sewage disposal: 68% of the respondents are willing to see improvement in sewage disposal.

Social Organization, Gender Roles, Issues

Gender and Development

Membership in organization: 60% of are not members of association or organization in the community; 36.2% claim to have some form of social networks.

Aspirations. Top three aspirations are having improved job opportunities (31%), for children to be able to finish college (17.7%) and development in the barangay (9.6%) and other aspirations like family planning, eating three times a day, owning house and lot” (9.6%).

% of HHs headed by women: 24.7%

Top 3 issues of women: Unemployment (25.5%), early pregnancy and early marriage (6.6%) and vices (5.2%).

Central role of women: Gender roles and decision-making were mainly shared by both husband and wife.

Source: PPTA socioeconomic survey, June 2010.

1.3 EXISTING DRAINAGE SYSTEM/ FACILITIES

22. The drainage system in Butuan City consists of natural rivers/creeks and a network of roadside and off-road drainage systems. The latter drainage system is either closed (consisting of pipes or covered drains) or open (consisting of lined and un-lined trapezoidal or rectangular drains). Photographs of the existing drainage system are shown in Appendix 1.1.

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1.3.1 Existing Creeks/Waterways

23. Butuan City and environs are traversed by a series of creeks on both banks of Agusan River. The west bank, where the central business area is located, is drained by a complex system of interconnected natural creeks/channels, namely:

Masao River Maon-Villa Kananga-Libertad River Langihan Creek Lower Doongan-Suatan-Masao River T.Calo-Suatan-Masao River Doongan Creek Mandakpan-Bonbon Libertad-Masao River Agusan Pequeno River.

24. The above rivers drain a total area of approximately 83 km2. The Masao and Agusan Pequeno rivers are the main river systems into which the city’s drainage system discharge into. Figure 1.3 shows the existing river/creek drainage network on the west bank of Agusan River.

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Figure 1.3: River and Natural Drainage Network of Butuan City (West Bank of Agusan River)

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1.3.2 Urban Drainage System

25. In addition to the natural creeks, the existing urban drainage system in the city proper consists of a network of open (estero) or closed primary, secondary and tertiary channels/pipes. The open drains are mostly masonry-lined trapezoidal channels. However, in some areas of the city, the open drains have been filled in, replaced with under-sized pipes and covered with concrete slabs to allow access to building facilities, parking, and to serve as walkways for pedestrians. The filling in of the open drains have significantly reduced the flow capacity of the drains and contributing to flooding. The closed systems mainly consist of underground drainage reinforced concrete pipes ranging from 300 mm to 1200 mm in diameter. It was indicated by the City Engineer’s Office that some drainage systems in the city have been in existence for more than 30 years and need to be replaced as the systems can no longer cope with the increased amount of stormwater runoff generated, besides the systems being dilapidated.

26. Due to the topographic nature of the city, Jose C Aquino Avenue (the National Highway) serves as a drainage divide for the city’s drainage system. The main/primary drains north of the avenue either discharge north towards Agusan Pequeno River/Langihan Creek system or west into T. Calo-Suatan-Masao River, while the main drains south of Aquino Avenue discharge south towards Maon-Villa Kananga-Libertad River/Masao River system.

27. There are currently three (3) main existing sluice/floodgates along the levee/floodwall on the east bank of Agusan River. The gates can be found at the following locations:

At the downstream end of Rosales Street, near the Butuan Post Office. At the downstream end of Gomez Street. At the mouth of Agusan Pequeno River.

28. These gates control flow from Agusan River into the City’s drainage system. Although these gates serve a useful purpose of preventing flows from Agusan River from entering the city’s drainage system during flooding, they also prevent flows from the city’s drainage systems discharging into the river when the gates are closed during such crucial times. Should there be significant amounts of rainfall within the city’s catchments while the gates are closed, local flooding within the city occurs as no pumps have been provided to pump out the stormwater runoff from the city’s drainage system. CARBDP have removed the plates at some locations due to vandalism and theft. Thus, there is no control of flows to and from the channels at these locations, and therefore affecting the city’s drainage systems.

29. There is also a main flow control gate (Suatan Gate) located along the Lower Doogan-Suatan-Masao River. The purpose of this gate is to control incoming flows and tidal influence from the Masao River on the city’s drainage system. In all, there about 33 other minor gates within the drainage systems that control flows between the creeks and onto adjacent lands.

30. The City Engineer’s Office has indicated that drains under the jurisdiction of the city’s care have not been maintained since 2003 due to lack of budget and equipment. This has seriously impacted on the functionality of the drains, as some drains are clogged with acm3ulation of silt, solid waste and vegetation.

31. The layout of the city’s urban drainage system and facilities are shown on Figure 1.4. Photographs depicting the existing conditions of the drainage system are included in Appendix 1.1.

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Figure 1.4: Existing Urban Drainage System in Butuan Central Business District

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1.4 STUDY APPROACH AND METHODOLOGY

1.4.1 Introduction

32. The study approach to the preparation of the Butuan Drainage Master Plan Update comprised these main activities:

assessment of existing drainage situation; engineering investigations involving topographic and structure surveys,

hydrological and hydraulic analyses, identification of deficiencies and hydraulic constraints in the drainage systems, and determination of engineering interventions required for the drainage improvement works;

consultation with stakeholders on the proposed engineering interventions; formulation of the Drainage Master Plan.

1.4.2 Assessment of Existing Drainage Situation

33. Understanding and assessing the current drainage and flooding situation in order to identify deficiencies, hydraulic constraints, and to determine possible mitigation measures were some of the key aspects in the preparation of the Updated Drainage Master Plan. These involved the collection and review of existing data and reports including the previously prepared 2003 Butuan Drainage Master Plan by Butuan LGU, intensive field investigations, consultations with affected barangay, Butuan LGU, DPWH (Regional and District Offices; and CARBDP-Project Management Office), DENR, barangay captains and other relevant organisations. The consultations and field investigations provided vital information to the Consultant’s team and enabled a better appreciation of the current drainage/flooding situation in the Butuan central business area and surrounds.

1.4.3 Field Survey and Investigation

34. A survey contractor carried out drainage field surveys consisting of 1) a topographic survey of the central business district of Butuan City and 2) a structure survey of the existing drainage facilities. The survey report, including topographic map, is shown in Appendix 1.2.

35. For the datum and reference station of survey, the BCGS bench mark was used as the reference station of the survey. The elevation of the bench mark is 9.567 meters above mean sea level and is located on the sidewalk at the northwest corner of Magsaysay Bridge.

36. The reference station for the horizontal control is AGN-5, with the specific location as follows:

Latitude : 8-56-50.5032 Longitude : 125-32-36.2740 Northing : 989,471.893 Easting : 559,595.666 Location : On top of fire hydrant located at the southeast corner of the city plaza.

37. The elevation of the existing bench marks was measured in order to confirm the validity of the control points. Additional control points were established in the target area to facilitate the topographic survey. The additional control points were strategically located along the two major roads traversing the city proper; these are JC Aquino Avenue from east to west, and Montilla Boulevard from north to south.

38. The above vertical and horizontal controls are the same reference points used by the Cotabato Agusan River Basin Development Project (CARBDP) in the implementation of flood

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control projects in Butuan City

39. The topographic survey was carried out from June to August 2010. The duration of the field survey was delayed due to the onset of the rainy season, and the heavy vehicular traffic within the city proper which hampered fieldwork activities. Another cause of delay was the field audit conducted when the surveyor was required to return to the field for confirmation and additional data.

40. The scope of the topographic survey and mapping covered the road network and existing drainage facilities in the entire area of the central business district (CBD), including segments of Agusan Pequeno and Masao rivers that serve as the main drainage outfalls of the CBD.

41. The specific areas and boundaries that were covered by the survey are as follows:

Doongan road on the western side of City Hall which cuts through the completed open channel constructed by CARBDP; this channel serves as a tributary to the Masao River.

Agusan Pequeno bridge on the north side where Flood Gate No. 1 is located; this boundary serves as the outfall of the northern portion of the CBD.

Riverside road and floodwall from Barangay Bading to Golden Ribbon where Flood Gate No.2 (end of Rosales St. Bgy. Leon Kilat) and Flood Gate No.3 ( end of Gomez St. Bgy. Silongan) are located; these flood gates serve as the drainage outfall of low lying barangay adjacent to the Agusan River.

Villa Kanangga Bridge along Montilla boulevard on the south of CBD. Based on the topography, Villa Kanangga creek is the drainage outfall of the southern portion of the CBD including the capitol site and Guingona subdivision.

42. The longitudinal profile survey was carried out in order to measure the elevations of existing drainage structures, specifically the open channels along major roads within the city proper. These open channels are located along North and South Montilla Boulevard from Maon-Kanangga Bridge to Magsaysay Avenue, ER Ochoa St. from corner JC Aquino to Magsaysay Avenue, R Rosales St. from P Burgos to Magsaysay Avenue, Portions of JC Aquino from Magsaysay Bridge to Gen Rosales St., Langihan Creek from the Lagoon to the existing estero along Montilla Boulevard extension.

43. The drawing scale of profiles was 1:1,000 for horizontal and 1:200 for vertical. The accuracy of the traverse survey was 1:10,000 (closing error of coordinates).

1.4.4 Engineering Investigations

44. Following field assessment of the existing drainage situation in Butuan City and the collection of relevant data, engineering investigations involving hydrological and hydraulic analyses (desktop calculations only) were undertaken to develop feasible drainage concepts, size, cost and prioritize the required drainage infrastructure for the city.

45. It must be emphasized that the engineering investigations carried out during the study can be viewed as preliminary. This concept design should be regarded as basis for further investigations and development when actual field data is collected at a later stage of the project implementation. It is anticipated that the concept designs will be refined and updated during the preparation of detailed engineering designs.

46. Hydrological and hydraulic analyses are an important component of any drainage studies. The hydrological analysis involves the computation of flows which then serve as

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input to the hydraulic analysis. The hydraulic analysis mainly relates to the sizing and design of the drainage infrastructure. The design approach adopted was to provide adequately sized drains to convey stormwater runoff, up to and including the 10-year storm event, without overtopping of the drainage infrastructure. Philippines design standards/criteria prepared by DPWH, require that urban drainage infrastructure be designed for the 10-year average return period storm and hence the selection of the 10-year event for the design of the improvement works. Details of the hydrological and hydraulic analyses carried out are described further below in the report.

1.4.5 Formulation of the Updated Drainage Master Plan

47. The formulation of the Butuan City Updated Drainage Master Plan for drainage improvements and flood control in the city were based on an assessment of the existing situation, identification of the causes of flooding, outcomes of the engineering investigations, socio-economic and environmental assessments, construction and operational costs, and ease of implementation of the proposed improvement schemes.

48. The drainage improvement infrastructure has been designed to provide the affected areas with a flood immunity of up to the 10-year average return period event in accordance with recommended design standards for the design of urban drainage systems in the Philippines.

1.4.6 Consultations with Stakeholders

49. Community consultations to determine the needs and aspirations of people living in the flood-prone areas were carried separately as part of the overall project social survey. The outcomes of the consultations provided a good feedback to perceived improvements works required to reduce flooding in the affected barangay.

1.4.7 Details of Engineering Analyses

50. Hydrology – computation of stormwater flows. The Rational Method Hydrology was adopted for the calculation of peak discharges for the design of the drainage improvements. The methods outlined in the “Design, Guidelines, Criteria and Standards”, published by the Department of Public Works and Housing, Philippines were applied to the hydrological analysis.

Design Flow Computation 51. The Rational formula for calculating peak discharge is stated as:

Qy = 0.00278CyItc,yA,

where: Qy – peak discharge (m3/s) of return period of y years; Cy – runoff coefficient for y years for contributing sub-area; Itc,y – average rainfall intensity (mm/h) corresponding to the time of concentration (h) and return period of y years; and A – area of contributing basin (ha)

Time of Concentration

52. The time of concentration, which refers to the time taken for the stormwater runoff to travel from the most hydraulically remote part of the basin to the location of interest (basin

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outlet) is, in this case, made up of two components (entry time plus travel time in the drains). The time of concentration is required for the computation of rainfall intensities and subsequent computation of design peak flows.

53. The formula adopted for the computation of the Time of concentration is:

Tc = Te + Td where:

Tc – time of concentration in minutes. Te – time of surface water runoff entry into drains in minutes. Td – time of flow in drain in minutes.

The overland flow entry time was calculated using:

Te = 0.0196 L1.15/H0.385

where:

L – length of overland flow path. H – difference in elevation

54. An average drain slope of 0.001 for the computation of travel times in the drains was assumed for the calculation of Td. The selected value for the average minimum drain slope (0.001) was to ensure that self-cleansing velocities are achieved in order to minimize siltation in the drains.

Runoff Coefficient

55. The runoff coefficient depicts the fraction of rainfall which becomes runoff after considering rainfall losses such as soil infiltration, interception, surface storage, etc. The topographic nature of the areas, soil type, ground cover, and proposed future land use (extracted from the City Government Master Plan for 2010) were all taken into consideration in the selection of the runoff coefficient. With the above factors in mind, a runoff coefficient of 0.6 was considered appropriate for the city proper for the 10-year average return period design rainfall event.

Rainfall Intensity-Frequency-Duration Data 56. Recent Rainfall Intensity-Frequency-Duration (IFD) data for Butuan City, which is vital to the assessment and design of the drainage system, was not available. The IFD curves for Butuan City, as contained in the Updated Design for the Lower Agusan Development Project; Stage I, Phase II, (LADP-II) prepared in February 1999 was used for the hydrological analysis. The 10-year IFD Curve for Butuan City extracted from the LADP-II report is shown on Figure 1.5.

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Figure 1.5: 10-year Rainfall-Intensity-Duration-Curve for Butuan City

Source: “Updated Design for The Lower Agusan Development Project”, Final Report, Vol II-Appendices, Feb 1999.

57. Hydraulics – computation of drain sizes. The hydraulic analysis involved the computation of suitable drain sizes expected to convey the 10-year average return period design flows without the drains overtopping. The hydraulic capacity of the proposed drainage system to convey the 10-year design flows was assessed using Manning’s Formula for steady flow conditions and assuming free discharge at the outlet. In other words, tidal, backwater effects and flow reversals in the drainage system were not accounted for.

58. Manning’s formula is defined as:

Q = n

SAR 2/13/2

where: Q = discharge (m3/s); A = cross sectional area of drain (m2); R = hydraulic radius (m); S = slope (m/m); 0.001 assumed; n = Manning’s roughness coefficient (0.015 and 0.020 adopted for concrete and masonry respectively).

59. A spreadsheet was prepared for the hydrological and hydraulic analyses.

60. Due to the limitations in using Manning’s formula, in addition to the complex and interactive nature of the existing drainage system, it is proposed that a computer simulation of the drainage networks using more rigorous hydraulic analysis be carried out using a suitable urban drainage simulation model for the open and closed/pipe drainage systems when enough data is collected during the detailed design stage.

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1.5 SCOPE FOR DRAINAGE IMPROVEMENTS UNDER UPDATED MASTER PLAN

61. Scope. The scope for drainage improvements has been based on the outcomes of the engineering investigations and bearing in mind cost-effectiveness, social and environmental acceptability of the proposed works. The improvement works generally consist of:

Construction of new drains in the flood-affected areas where there are currently no drainage systems.

Replacement of existing under-sized drains by larger drains to increase the flow-carrying capacity of the drains.

Rehabilitation (dredging and repair works) of existing open drainage channels along major roads and streets.

Rehabilitation (dredging works) of existing main drainage channels/waterways. For closed/covered drains, construct additional stormwater inlets (catch basins) in

order to convey more flows from the surface and into the drains. Construction of flood/tide control gates and pump stations at selected locations to

control incoming tides, flows from Agusan River and evacuation of local stormwater runoff by pumping excess flows.

Implementing the segments of Langihan and Maon-Villa Kananga-Libertad Creeks which was not carried out by CARBDP because of problems with right-of-way and compensation issues.

62. Phasing. Three phases are envisaged to implement the full Butuan City Drainage Master Plan in accordance with the land use plan and priorities of the city government:

Phase 1, which is the Immediate Improvement Program (IIP), to cover the central business district (CBD). The major components for Phase 1 are as follows:

Construction of additional trapezoidal or rectangular drains on identified waterways along Villa Kananga, Agusan Pequeno and Langihan areas.

Construction of additional rectangular drains within the CBD and adjoining areas.

Replacement of non-functioning drainage lines along the CBD area. Rehabilitation of existing open drainage channels/waterways and along major

roads; this provision is considered based on the present heavily silted condition of the existing open channels.

Construction of pumping stations and floodgates along strategic portions of the CBD.

Phase 2 (medium-term) and Phase 3 (long-term) to cover the rapidly urbanizing areas located east of the Agusan River, and west of CBD up to Barangay Libertad. The major components for Phases 2 and 3 are as follows:

Construction of new trapezoidal drainage lines along identified drainage channels/waterways.

Construction of new rectangular drainage lines along roads/streets.

63. However, the estimated cost for all three phases (Appendix 3) is presently beyond the financial limitations and borrowing capacity of the city government (see analysis in Volume 7) and it is proposed that only Phase 1 is implemented under ARBIWRMP. Phase 1 can be viewed as a stand-alone project.

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1.6 PROPOSED SUBPROJECT SCOPE (PHASE 1)

64. Butuan City subproject drainage improvement will involve:

Rehabilitation and upgrading of the existing urban drainage system. Rehabilitation and upgrading of sections of Langihan and Maon-Villa Kananga-

Libertad Creeks. Construction of new drains in identified flood-prone areas where there are no

drainage systems. Construction of sluice gates and pump stations in selected locations. Institutional capacity building to improve the capability and efficiency of the city

government staff to properly manage and operate the drainage infrastructure.

65. The proposed Phase 1 works are summarized in Table 1.2 and illustrated on Figure 1.6.

Table 1.2: Proposed Butuan City Drainage Works (Phase 1) Item Description Unit Quantity

1. Trapezoidal Drain channels/waterways

1200mmx2500mm LM 5,400 1200mmx5000mm LM 3,000 1400mmx6000mm LM 2,800

2. Rectangular Drain channels/waterways

1200mmx5000mm LM 3,200

3. Rectangular Drain roads/streets 1200mmx1500mm LM 34,800 900mmx1200mm LM 38,400

600mmx1000mm LM 4,570

4. Rehabilitation of existing road open channels ( Dredging and Repair works)

LOT LOT

5. Rehabilitation of existing Main Drainage Channels/Waterways

( Dredging works) LOT LOT

6. Pumping Stations Nos. 6

7. Flood Gates Nos. 6

Source: PPTA Consultant.

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Figure 1.6: Proposed Butuan City Improved Drainage Works (Phase 1)

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66. Installation of tide/flood gates and pumping stations. Butuan Bay tides influence the outflow of the creek systems discharging into the bay and also causes backwater effects in the overall drainage system. This effect is further transmitted from the creeks and waterways into the city’s urban drainage systems and has the potential to cause flooding during periods of heavy rainfall due to the restriction of outflows. Besides the tides, flows from the city’s drainage system is also impeded by backwater effects and reverse flows from Agusan River when water levels in the river is higher than levels in the local creeks.

67. To overcome the above, tide/flood gates may be constructed at selected locations on some creeks to control incoming tides and Agusan River inflows into the city’s drainage system. Although the gates will control incoming tides and floods, it will prevent outflows from the local drainage system when the gates are closed, with the result that localized flooding could occur during heavy rainfall in the city. To mitigate this effect, there is the need to provide pumps to pump the stormwater from upstream to downstream of the gates in order to keep water levels in the city drains low and hence minimize any adverse effects on the discharge capability of the channels and avoid flooding in the city.

68. At present, there are three (3) existing floodgates located along the levee/floodwall on the east bank of Agusan River. These gates control flow from Agusan River into the city’s drainage system. However, no pumps have been provided to pump out the excess stormwater runoff from the city’s drainage system during heavy rainfalls when the gates are closed. The inability to quickly discharge stormwater runoff from the drainage system by pumping has resulted in flooding in some areas of the city, particularly in the vicinity of Butuan Post Office. CARBDP have removed the gate plates at some locations due to vandalism and theft. Thus, there is no flow control in the channels at these locations and therefore affecting flows from the city’s drainage systems.

69. To control movement of flows at the outfalls of the city’s drainage systems, the following are proposed:

Construct pumping stations at the locations of the three (3) existing floodgates. Construct new sluice gates and pump stations at the following locations (Figure 1.6):

o Along Lower Doongan Suatan-Masao River, near the intersection with Doongan Creek.

o Along T. Calo-Suatan-Masao River, near the intersection with Doongan Creek.

o Along the upper reach of Maon-Villa Kananga-Libertad River. 70. Besides, using the gates and pumps to control inflows and outflows at the main outlets of the city’s overall drainage system, the gates and pumps can also be operated to control flow of contaminated water from reaching and affecting the quality of water in the downstream fishponds.

71. It is suggested that more detailed investigations be carried out with regards to required pump capacities, gate sizes and locations of pump stations during detailed design.

1.7 STAKEHOLDER CONSULTATION WORKSHOP

72. A stakeholder consultation workshop was held on 5 October 2010 to present the overall scope of the drainage improvements, and there was general support for the proposals (a full report on the workshop is shown in Volume 9).

73. The scope and objectives of the workshop were to:

reaffirm the commitment from the city government to pursue the proposed Butuan City Drainage System subproject;

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identify and discuss specific issues and concerns in the design and the implementation of the proposed city drainage;

discuss safeguard policies regarding possible adverse impacts of the proposed subproject;

assess the acceptability of the proposed subproject to the affected residents, communities and businesses; and

outline the way forward leading to the realization of the subproject.

74. Reaffirmation from the City Mayor. The workshop was attended by the newly-elected Butuan City mayor and other high city government officials who reaffirmed that drainage improvement is a high priority of the city government.

75. Following initial discussions with the mayor on 9 September 2010 on possible financing options, further discussions were held with him on this aspect during the workshop.

76. Proposed subproject is highly acceptable by the stakeholders. Throughout the day’s discussion on the subproject interventions, everyone expressed positively on the need/relevance of the proposed city drainage subproject for the City of Butuan. Having experienced long wet days of flooding in most of the city, one participant said that is like a “light in a dark tunnel” of hope and aspiration for the city to attract more investors.

77. Another indicator of project acceptability by the stakeholders is on their active participation during the workshop. The majority of the barangay representatives stayed on and actively participated in all the activities. In fact, some City LGU senior staff who were not invited came in the afternoon to listen and to get more information of the subject matter.

78. Identification of common issues and concerns in the designs and implementation of the proposed subproject:

Social – Foremost among the issues identified and discussed was the displacement of informal settlers. Relocation sites are not much of a problem because the city government has already provided a site. Affected most is their livelihood, and the basic services that they can avail from any government agency that are accessible in terms of distances.

Economic – Closely related to social issues, dislocation of livelihood opportunities (need of alternative livelihood to the relocation site). Most of those who are affected are residing within the vicinity of the market and bus terminal areas whose means of income derived from small buy and sell vending.

Institutional – Lack of enforcement of existing government laws related to the drainage system (as well as other laws in the country). It has something to do with discipline and maturity as a good citizen/Filipino.

Environmental – Butuan City needs more cleaning up due to poor management of solid and liquid waste. The existing open dumpsite is within the heart of the city overlooking a river that flows directly to the sea.

Other Concerns – Acquisition and site development of resettlement areas to address basic needs of the community, especially on housing.

79. Suggested actions and recommendations for consideration of the subproject: The island at Lumbocan River to be included in the study. To include the portion of Barangay Tandang Sora, Pili Drive and Dagohoy in

the plan. City Government and Barangay Officials to fully support the project. Establish a benchmark in all barangay or a hydraulic gradient to determine the

lowest elevation of every barangay. Pass a legislation or ordinance to follow the elevation line.

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City Government should allocate funds for the establishment of vertical control.

Coordination with the City Government and other agencies for any infrastructure concerns.

Integrate drainage in any infrastructure development. Suatan Creek is to be considered and be a part of the study but not the

improvement and widening

1.8 ESTIMATED SUBPROJECT IMPACT AND OUTCOME

80. The impact of the subproject, when implemented, will be improvements to the living conditions of people in Butuan City who are currently affected by flooding and poor drainage.

81. The main outcomes of the subproject will be:

Reduction in frequency of local flooding in Butuan City. Improvements to the urban environment. Reduction in water-borne diseases and hence improvements to public health and

quality of life. Less disruption to livelihood/economic activities during the rainy season, due to

alleviation of flooding. Effective and efficient urban drainage system that minimises flooding and will

encourage flow of investment to Butuan City. Improvements to the managerial and operational efficiency and capacity of Butuan

City Government to properly manage and sustain the drainage infrastructure.

1.9 ESTIMATED INVESTMENT COST

82. The direct construction, operation and maintenance costs, and physical contingencies have been estimated. No allowance has been made for land acquisition, compensation and resettlement costs, and engineering and administration costs.

83. Construction cost estimates have been based on:

an assessment of quantities of work of various types that would be required and typical unit rates;

recent construction costs for similar works, undertaken in Butuan City, in particular, and elsewhere in the Philippines;

prices from specialist contractors.

84. The estimated cost for the Phase 1 Butuan drainage improvement works is shown in Table 1.3.

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Table 1.3: Butan City Drainage Cost Estimate (Phase 1) ITEM DESCRIPTION PHASE 1

Total Cost (P)

Year 1 (P)

Year 2 (P)

Year 3 (P)

Year 4 (P)

1. Trapezoidal Drain/ Waterway

1200mmx2500mm 6,177,600 6,177,600 1200mmx5000mm 6,786,000 6,786,000 1400mmx6000mm 11,284,000 11,284,000

2. Rectangular

Drain/Waterway

1200mmx5000mm 72,800,000 24,300,000 48,500,000 3. Rectangular Drain/Road

1200mmx1500mm 36,192,000 12,064000 12,064,000 12,064,000 900mmx1200mm 31,488,000 10,496,000 10,496,000 10,496,000 600mmx1000mm 14,570,000 4,856,000 4,856,000 4,858,000

4. Rehabilitation Works/

Dredging and repair works on open channels along Roads/Streets

10,000,000 3,500,000 3,500,000 3,000,000

5. Rehabilitation/ dredging Works on existing Channels/Waterways

5,000,000 2,500,000 2,500,000

6. Pumping Station 24,000,000 12,000,000 12,000,000 7. Flood Gates/Sluice Gates 2,400,000 1,200,000 1,200,000 GRAND TOTAL 220,697,600 70,863,600 70,916,000 78,918,000 Source: PPTA Consultant.

1.10 IMPLEMENTATION SCHEDULE AND CONTRACT PACKAGING

85. The estimated implementation schedule is shown in Figure 1.7.

86. Detailed engineering design will be carried at the start of project implementation, and survey requirements are outlined in Appendix 1.4.

87. Proposed contract packaging for the subproject is shown in Table 1.4.

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Figure 1.7: Proposed Implementation Schedule (Phase 1) Item Description Year 1 Year 2 Year 3 Year 4 Year 5 Year 6

Q1 Q2 Q3 Q4 Q1 Q2 Q3 Q4 Q1 Q2 Q3 Q4 Q1 Q2 Q3 Q4 Q1 Q2 Q3 Q4 Q1 Q2 Q3 Q4 Detailed engineering design

Preparation of tender dom3ents

Contractor procurement Construction: Trapezoidal Drain Channels/Waterways

Rectangular Drain Channels/Waterways

Rectangular Drain Roads/Streets

Rehabilitation Works Dredging and repair

works on open Channels along

Roads/Streets

Dredging Works on existing

Channels/Waterways

Flood Gates/Sluice Gates

Operation and maintenance



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Table 1.4: Contract Packaging for Butuan Drainage Phase 1 Contract Package

No.

Contract Item

Contract Description Year of bid

Contract Type

Contract Item

Amount

Total Contract Package

Cost (P) (P)

1 1a Trapezoidal Channels on Waterways Year 1

NCB 24,247,000 97,047,000 1b Rectangular Channel on Waterway Phase 1 24,300,000 1c Rectangular Channel on Waterway Phase 2 48,500,000

2 2a Dredging and Rehabilitation works Year1

NCB 15,000,000 123,650,000 2b Rectangular Drains on Road Network 82,250,000 2c Pumping Stations and Flood Gates 26,400,000

Total 220,697,000 220,697,000 Note: NCB=national competitive bidding. Source: PPTA Consultant.

1.11 SUBPROJECT ACTORS AND THEIR RESPONSIBILITIES

88. The city government of Butuan: The maintenance of drainage facilities is the responsibility of the local government units and communities:

to ensure the cleanliness and sustainability of drainage system, the city government shall enforce the national law on the conversion of mangroves, and on establishment of settlements along easements of riverbanks;

the city government shall undertake continuing information and education campaigns on the importance of mangroves, and the role of communities and barangay in the maintenance of waterways; and

the city government shall define the roles and responsibilities of barangay and communities for the maintenance of drainage system; this may entail the passage of ordinances defining sanctions, etc.

89. Barangays along the drainage system: Barangay shall enforce/pass local legislation on the maintenance and non-

obstruction of waterways. Barangay shall monitor that the drainage system passing through their jurisdiction

is free of any obstructions such as garbage. The barangay government shall undertake continuing information and education

campaigns on the importance of mangroves, and the role of communities in the maintenance of waterways.

1.12 SEWAGE TREATMENT

90. During the workshop to present the Draft Final Report to key stakeholders held in Davao City on 25-26 November 2010, suggestions were put forward to include sewage treatment in the subproject scope since the drains in the CBD also collect sewage overflows from poorly constructed and maintained septic tanks and this poses a health risk to the city.

91. Howerver, although both LGUs and water utilities (in this case Butuan City Water District) are mandated under the 2004 Clean Water Act to address sewage and sanitation, and various technical solutions can be proposed (options are outlined in Appendix 1.5), the main consideration is the limited borrowing capacity of both Butuan City LGU and Butuan City Water District if sewage treatment is to be financed from loans. For Butuan City LGU its current borrowing capacity will be fully utilized for the proposed Phase 1 drainage works, and Butuan City Water District is not in a financial position to take on any further loans.


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1.13 RECOMMENDATIONS

1.13.1 Immediate/Short-term Strategies for Maintenance of Drains

92. Some of the drainage systems in the city, as they currently exist, are silted, heavily vegetated and contain acm3ulated solid waste as a direct consequence of lack of maintenance. In certain areas culvert structures are completely blocked by solid waste and water cannot flow through. These existing conditions of the drainage infrastructure have no doubt contributed to the flooding problems in the city.

93. To improve the hydraulic efficiency of the channels and minimise flooding in the short-term before the start of subproject implementation, it is recommended that the city government undertake a maintenance program to clean, de-silt and remove acm3ulated solid waste in the channels/drains and culverts.

94. The operation and maintenance program should be well planned taking into account resources, funds, equipment, etc, required. The program should be developed to include routine, periodic and emergency maintenance.

1.13.2 Implementation of Long-Term Measures

95. Implementation of the Updated Butuan City Drainage Master Plan. The Updated Butuan City Drainage Master Plan is intended to improve drainage and minimise flooding in the city in the long-term. In order to meet this objective, it is recommended that the long-term measures as outlined in the Master Plan (Phases 2 and 3) are implemented, depending on financing arrangements. A logical sequence of drainage improvements works should be adopted during implementation, not only to ensure continuity and uniformity, but also to derive maximum benefits from the proposed improvements.

96. Integration of drainage with infrastructure development. Careful planning of how stormwater runoff is to be managed is very important as it reflects the type of drainage infrastructure that needs to be put into place. Planning of the drainage system must always form part of the urban planning process. It is recommended that the city government ensures that all developments make provisions for adequate drainage prior to the approval and construction of such developments. Implementation of drainage infrastructure associated with proposed developments should be coordinated with Butuan City LGU.

97. Regulation and enforcement of building and landuse controls. There appears to be no regulation or enforcement of relevant legislation, policies, etc, relating to control of developments in flood-prone areas. In some cases, channels have significantly been narrowed, filled in or diverted to allow for the construction of buildings and other developments.

98. It is strongly recommended that Butuan City LGU and other government organisations be more vigilant and enforce the relevant regulations and policies in order to discourage the public from constructing structures in areas that impede drainage or obstruct waterways and thus have the potential to cause flooding.

99. Co-ordinatiion between Butuan City LGU and other agencies. In view of the current piecemeal approach in solving the drainage and flooding issues the city is facing, it is strongly recommended that all organisations involved in drainage activities such as DPWH, DENR and developers must coordinate their proposed drainage schemes with Butuan City LGU and should seek the latter’s concurrence before proceeding with such schemes. Good coordination will ensure an efficient and properly managed drainage system for the city.


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100. Creation of drainage easements and waterway reserves/corridors. It is recommended that waterway reserves be created along the existing channels in order to prevent future development or encroachment into the waterway areas. The creation of waterway reserves will also ensure minimisation of problems associated with land acquisition and compensation, and right-of-way in future in the flood-prone areas when the drainage improvement schemes are implemented.

101. Solid waste management. Dumping of solid waste in the drains or close to the drains by the public have resulted in the blockage of some drains and culverts, and consequently causing flooding. This practice, which is illegal, should be discouraged. It is therefore recommended that a solid waste management system, if there is none in place, be developed for the flood-affected areas in order to minimize or prevent this practice.

102. Wastewater management. Currently in Butuan City there is no conventional wastewater collection and treatment system. Wastewater from domestic households and effluents from septic tanks are discharged into the existing drainage system. This practice is no doubt polluting the city’s rivers and creeks, besides the health risks involved. To preserve the quality of water in the receiving rivers and creeks by controlling and minimizing pollutants from the city’s drainage systems, it is suggested that wastewater (domestic, industrial, commercial, etc) be collected and treated before discharging into the river systems. This would require providing a wastewater collection and treatment infrastructure for the city. In view of this, Butuan LGU should seriously consider undertaking a project to develop and implement an appropriate wastewater management system for Butuan.

103. It is recommended that a thorough feasibility study is carried out during ARBIWRMP implementation to determine the most appropriate technical, institutional and financing options.

104. Public education and awareness campaigns. The implementation and enforcement of regulations and policies relating to flooding and drainage control will not be successful without the strong support and watchfulness of the public. It is vital to develop support through formal education in schools and public awareness campaigns using the media and other sources. It is recommended that the city government embarks on a public awareness campaign to educate the public in the flood-prone areas on how to minimise flooding and its associated risks and damages.

105. The city government should lobby barangay located in the flood-prone areas for support to provide labour and other assistance to maintain the channels and culverts as this is of benefit to these barangay.

106. Collection of flood data. It is recommended that the city government establishes a program to collect data on major flood events as and when they occur in the city. The data to be collected should include depth, extent, duration of flooding, damages caused and the mechanism of flooding. This information will provide relevant data on flood damage assessments and other information required for the planning of future drainage schemes and also for flood disaster management.

107. International trend in urban stormwater management. Many developed countries are moving away from the traditional approach to urban drainage (which is to protect against flooding by rapidly collecting and conveying stormwater runoff) to the management of stormwater runoff. Stormwater management involves managing both the quantity and quality of stormwater runoff and its impacts on the general environment (physical and biological). It requires coordinated efforts of professionals from various disciplines such as engineers, public health officers, environmentalists, etc, and of course, the community. The new approach to stormwater management is to take an integrated and co-ordinated total


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catchment approach to the issues of stormwater management. It is worthwhile for Butuan City LGU to take note of international trends in stormwater management and make efforts to adopt these in the near future.


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APPENDICES

1.1 Photographs of Existing Drainage System in Butuan City

1.2 Field Survey and Investigation Report and Map

1.3 Scope and Cost Estimate of Interventions under Updated Butuan City Drainage Master Plan

1.4 Survey Requirements for Detailed Engineering Design

1.5 Butuan City Sewage Management and Treatment Options for the Central Business District – Framework for Sewerage Planning


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APPENDIX 1.1: PHOTOGRAPHS OF EXISTING DRAINAGE SYSTEM IN BUTUAN CITY


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APPENDIX 1.2: FIELD SURVEY AND INVESTIGATION REPORT

Objective Field surveys and investigations were conducted to obtain new information and/or augment existing data that were necessary in the formulation of the drainage master plan and in the preparation of the preliminary engineering design for the Butuan City Drainage Improvement Subproject. The instrument survey started on June 23, 2010 and was completed, inclusive of fieldwork, computations and plotting, over a period of two and a half months. Field progress was affected by the onset of the rainy season and the heavy vehicular traffic within Butuan City which caused delays and suspensions of fieldwork activities. Another cause of delay was the field audit conducted requiring the survey team to return to the site to confirm and include additional information as required by the PPTA Consultant. Topographic Survey

Scope of Activities The topographic survey scope included:

1. Mapping of the entire road network within Butuan City Central Business District (CBD).

2. Spot elevations of the road network, specifically at street intersections, bends, bridge crossings, and at every 50 meters interval of road.

3. Structure survey of existing drainage facilities within the CBD. 4. Longitudinal survey of existing waterways located within the CBD drainage influence

areas.

Area Coverage Control points were established along the four quadrants created by the intersection of the two major roads dissecting the CBD. These are: JC Aquino highway from Magsaysay Bridge going westward to Misamis Oriental, and Montilla boulevard from Maon-Kanangga Bridge on the south and towards Magsaysay Avenue on the north. (See topographic map for locations).

The specific areas and boundaries that were covered by the survey are as follows:

Along Doongan road on the northwest quadrant where the City Hall is located. Doongan road cuts through the completed open channel constructed under CARBDP. This open channel serves as a collection channel that drains to the Masao river.

Agusan Pequeno bridge on the northeast quadrant where Flood Gate No. 1 is located. This boundary is the starting section of Agusan Pequeno River that serves as the outfall of the northern portion of Butuan City.

Along the riverside road and floodwall from Barangay Bading to Golden Ribbon where Flood Gate No.2 (end of Rosales St., Leon Kilat) and Flood Gate No.3


34

(Gomes St., Silongan) are located. These flood gates serves as the drainage outfall of low lying barangay east of Montilla Boulevard and adjacent to the Agusan River.

Villa Kanangga Bridge along Montilla Boulevard on the south of city proper. Villa Kanangga creek is the drainage outfall of the southwest portion of Butuan City, including the Capitol site, Guingona subdivision, Golden Ribbon and Maon.

Survey on Drainage Structures Details of survey on specific areas of Butuan City proper are described below:

- Along Ipil Road to P. Burgos, Barangay Tandang Sora. The connection of the open canal from Ipil road crossing JC Aquino to P. Burgos was obstructed by permanent commercial structures. The encroachment is up to the next block along P. Burgos extension where the structures are directly above the drainage channel. Water in the drainage canal is stagnant.

- Capitol site and Guingona Subdivision. The area has existing drainage structures (combination of 600 to 900mm rectangular drains). This area is presumably draining either to the existing open channel along south Montilla Boulevard or directly into the Kanangga creek. However, there are no drainage structures connecting this area to the perceived outfall. Water inside the drainage lines is stagnant.

- Portion of Barangays Imadejas, Dagohoy and Lapulapu located north of the Capitol site and are draining along JC Aquino.

- Open channel at Montilla Boulevard. The stretch of open channel on the west side of Montilla Boulevard extends from Maon Kanangga bridge up to Magsaysay Avenue in Barangay Obrero. Access to the open channel is very difficult since most of the open channel is obstructed by permanent structures serving as parking space or commercial space. Up to the time of the survey, construction of permanent structure on top of the open channel is ongoing. Although the open canal is heavily silted, water is flowing freely in the southward direction, while flow in the northward direction is sluggish and almost stagnant.

- Lateral Drainage Structures. These are the original drainage lines consisting of CHB canal with concrete cover located at the city center near Magsaysay Bridge. The area comprises Barangays Leon Kilat, Humabon, Sikatuna, Urduja, Silongan, Diego Silang, Raja Soliman, Agao New Society Village and Tandang Sora. There are about 4.8 kilometers of these lines, 95% of which are presumed to be not functioning since all manholes are heavily silted and dilapidated. Taking of invert elevations of existing drainage lines in this area is impossible. Only the drainage lines connecting to the 2 existing flood gates are likewise silted, but flowing.

- Barangay Golden Ribbon and Maon. These two barangay have no existing drainage facilities. The road network in the area is not defined except for San Vicente St. which is parallel to Montilla Boulevard.

- Barangays San Ignacio and Ong Yiu. These are in the low lying or swampy area within the city proper. Except for visible narrow pathwalks, there are no defined road networks within the barangay, and most spaces are occupied by temporary houses or shanties. These barangay form a high density area. The elevation of these barangay is relatively lower compared to the elevation and profile of Montilla Boulevard on the


35

west side where the open channel is located. The area is likewise lower than the elevation of the riverside road on the opposite side of the barangay.

- Open Channel at R. Rosales St. This concrete-lined open channel is heavily silted and constricted at intersections from T. Calo up to the existing estero along Magsaysay Avenue. The open channel is passing through Langihan public market and the bus terminal before it drains at the existing estero along Magsaysay Avenue. Water in the open channel from the public market to T Calo is stagnant.

- Open Channel at ER Ochoa Avenue. This open channel is a combination of rubble riprap and earth canal that drains towards Magsaysay estero and the existing lagoon. The open channel is constricted due to encroachment as it approaches Magsaysay Avenue. The condition is similar to the open channel at R. Rosales St.

- Langihan Creek. The upstream of this waterway is the existing lagoon located north of the Langihan Public Market and the bus terminal. The creek flows downstream into Barangay Bading and into Agusan Pequeno River or the tributary of the Masao River. During the survey period, the waterway was heavily silted and full of debris. Squatters are staying on both sides of the waterway, extending to about 400 meters downstream. When the survey audit was conducted, the squatters in the area had been removed.

- Holy Redeemer. The barangay is a high density area with temporary structures. The existing estero in this barangay is the outfall of ER Ochoa and R. Rosales open channels before it drains into the Langihan creek. The existing estero is constricted on both ends. The flow going to Langihan creek is blocked by permanent structures which encroach on the waterway from Magsaysay Avenue up to the intersection of Langihan creek. On the opposite side, the estero is only up to ER Ochoa and a shallow natural canal going to Gen Rosales St. and ultimately flowing into Doongan creek. Water in the existing estero is stagnant and full of debris.

Reference Datum and Benchmarks The BCGS bench mark was used as reference station of the survey. The elevation of the bench mark is 9.567 meters above mean sea level. The benchmark is located on the sidewalk at the northwest corner of Magsaysay Bridge.

The reference station for the horizontal control is AGN-5 with specific location as follows:

Latitude : 8-56-50.5032 Longitude : 125-32-36.2740 Northing : 989,471.893 Easting : 559,595.666 Location : On top of fire hydrant located at the southeast corner of the city plaza.

The elevation of the existing bench marks was measured in order to confirm validity of the control points.

Additional control points were established along the target area to facilitate the topographic survey.The additional control points were strategically located along the two major roads traversing the city proper. These are JC Aquino Avenue from east to west, and Montilla Boulevard from north to south.

The above vertical and horizontal controls are the same references points as used by the Cotabato Agusan River Basin Development Project (CARBDP) in the implementation of flood


36

control projects in Butuan City.

The scope of the topographic survey and mapping covered the road network and existing drainage facilities located within the area of the CBD, and the waterways of Agusan Pequeno and Masao rivers that serve as the main drainage outfalls of the CBD.

The generated digitized topographic map of Butuan City Central Business District follows.


37


38


39


40


41


42


43


44


45


46


47


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APPENDIX 1.3: SCOPE AND COST ESTIMATE OF INTERVENTIONS UNDER UPDATED BUTUAN CITY DRAINAGE MASTER PLAN (PHASES 1 TO 3)

ITEM DESCRIPTION TOTAL COST (PHP)

PHASE 1 (IIP) July 2011-

2013

Phase 2 (Medium-Term)

2013-2016

Phase 3 (Long-Term) 2013-2016

1. Trapezoidal Drain Channels/Waterways

1200mmx2500mm 47,520,000 6,177,600 21,384,000 19,958,400 1200mmx5000mm 52,200,000 6,786,000 23,490,000 21,924,000 1400mmx6000mm 86,800,000 11,284,000 39,060,000 36,456,000

2. Rectangular Drain

Channels/Waterways

1200mmx5000mm 104,000,000 72,800,000 31,200,000

3. Rectangular Drain Roads/Streets

1200mmx1500mm 180,960,000 36,192,000 76,003,000 68,765,000 900mmx1200mm 157,440,000 31,488,000 66,124,000 59,828,000 600mmx1000mm 14,570,000 14,570,000

4. Rehabilitation Works

Dredging and repair works on open Channels along Roads/Streets

10,000,000 10,000,000

Dredging Works on existing Channels/Waterways

5,000,000 5,000,000

5. Pumping Station 24,000,000 24,000,000 6. Flood Gates/Sluice Gates 2,400,000 2,400,000 GRAND TOTAL 684,890,000 220,697,600 257,261,000 206,931,400



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APPENDIX 1.4: SURVEY REQUIREMNETS FOR DETAILED ENGINEERING DESIGN

Objective The field survey and investigation will be conducted to obtain new information and/or augment existing data that are necessary in the preparation of the detailed engineering design for the Butuan City Drainage Improvement Subproject. Survey Works

1. Establishment and setting out at appropriate locations of reference points for key controlling points of the survey line and sufficient benchmarks and Global Positioning System (GPS) stations for identification and use during the construction stage, subsequent verification or future surveys. These should be tied with the existing NAMRIA or previously established benchmarks.

In executing the field surveys, the surveyor shall meet the recognized standards and practices for the conduct of geodetic surveys set forth under DAO-22, DAO 98-12 series of 1998 (Revised Manual of Land Surveying Regulations in the Philippines) and DAO-13 series of 2005 (Revised Guidelines for the Implementation of the Philippine Reference System of 1992). All survey information and data shall be recorded and preserved in standard survey forms subject to the review and checking of the design engineer. Upon completion of the works, all original survey notes will be the property of the Executing Agency. A printed copy of the survey plan and sections shall be submitted at an appropriate scale, including electronic computer aided drafting (CAD) copy thereof. A survey report shall be prepared and submitted containing, among others, the following:

- project location; - summary of survey works; - horizontal and vertical control index; - traverse computation; - benchmark description/ location and photographs; - Rrad centerline settings and cross- sections; and - site photographs showing the location of sections surveyed, properly labeled.

2. Undertake a topographic and cross-section survey to augment existing road centerline surveys along the roads within the study area and the route of waterway extension to connect to existing drainage outfalls, including portions of existing drainage channels where the outfalls/ proposed pumping stations are located. These shall be indicated and properly labeled in the plan.

- Road plan and section survey shall indicate the road centerline, edge of pavement, curb/ gutter and edge of road right-of-way, including location of existing utilities (drainage, water, electrical, etc.),fence and building/ structures if within the road right-of-way.

- Top and invert of existing drainage manholes, reinforced concrete box culverts (RCBC), reinforced concrete pipes (RCP), bridge, channels shall also be taken.

- Road cross-sections shall be taken at (50) meter intervals, unless local condition requires cross-sections at closer intervals, so as to provide the necessary details for detailed design and quantity calculations.


50

- Cross-sections of existing drainage channels where drainage outfalls are located shall be taken. For outfalls at creeks or rivers, cross-sections shall be surveyed at their locations and for 200 meters each of up and downstream of the location at an interval of 100 meters.

3. Undertake longitudinal survey of centerlines of existing waterways located within the CBD drainage influence. The alignment, including the location of existing structures along these waterways, shall be indicated in the plan.


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APPENDIX 1.5: BUTUAN CITY SEWAGE MANAGEMENT AND TREATMENT OPTIONS FOR THE CENTRAL BUSINESS DISTRICT - FRAMEWORK FOR SEWERAGE

PLANNING

Identification and Assessment of the Project Area The area in consideration is the Butuan City Central Business District (CBD) where there is a plan to improve/upgrade the existing drainage system. The general flow pattern of the drainage system within the CBD is predominantly to the north towards the Agusan Pequeno and Masao rivers, draining about 70% of the CBD area, while the remaining 30% is flowing towards the south draining into the Maon-Kanangga creek. The CBD is right beside the Agusan River with 3 existing flood gates connecting the system to the river. The CBD is a high density area and It is evident that wastewater coming from the effluent of existing septic tanks and from establishments (informal settlers and additional structures) is flowing directly into the existing drainage system. The pollution load is concentrated mostly on the north outfall towards the Agusan Pequeno and Masao rivers. At present, the existing drainage system is blocked at the junction of Langihan creek and impeding the flow of wastewater towards the Agusan Pequeno river. If ever the proposed improvement of the drainage is implemented, the system will still be a combined system for drainage and sewage flow. This improvement will aggravate and increase the pollution level and affect the fishing industry in particular and the Butuan Bay in general. . The current situation on the treatment of sewage flow shows that the flood gate at Agusan Pequeno bridge is used to dilute the wastewater with the inflow coming from the Agusan River, the purpose of which is to reduce the concentration of pollution before drainage water reaches the fishpond areas north of the CBD.

Implementation Guidelines Sewerage planning shall be guided by the provisions of the Clean Water Act (CWA) as contained in the Implementing Rules and Regulations ( RA 9275) of 2004. While it is the DENR regulating/implementing the Clean Water Act and the DPWH as the lead agency in charge of the National Sewerage and Septage Managemant Program (NSSMP), the LGU and the Water District are mandated to adopt the Septage Management Program or any sanitary alternatives in consonance with the NSSMP. The NSSMP is the framework plan that will address the various national issues on sanitation and treatment and disposal of wastewater, focusing on objectives, strategies, targets, institutional mechanism, financing mechanism, technology implementation, programming, monitoring and evaluation. With Butuan City classified as a Highly Urbanized City (HUC), served by a constituted and operational Water Supply Utility Provider (Butuan City Water District) but without any sewerage facilities, both the LGU and BCWD are mandated to adopt a septage management program or other sanitation alternatives. The LGU shall be responsible to provide land and necessary right of ways and access road for the construction of the sewage and septage treatment facilities. The Water District shall connect all concession areas covered by the proposed sewage and septage treatment facilities.


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The Department of Health in coordination with the other government agencies shall formulate guidelines and standards for the collection treatment and disposal of sewage including guidelines for the establishment and operation of a centralized sewage treatment system.

Treatment Options

The configuration of the proposed drainage system in Butuan City’s CBD is very much suitable to an interceptor type sewage collection system. The central catchment structure can be located in a wide vacant area near the junction of North Montilla boulevard extension and Langihan creek. This proposed centralized catchment will be able to capture about 70% of the sewage flow where the high pollution load is concentrated, and 100% of the sewage flow if lift stations are provided. Since the cost of a Sewage Treatment Plant is very expensive, it is necessary to find ways to reduce first the pollution load in the CBD by all possible and legal means before an STP or any other treatment is considered. With the provisions of the CWA, specifically Section 8.5, the DENR has prescribed the pretreatment standards to wit: ”For effluents that go through sewerage treatment systems, the DENR may impose either Pretreatment Standards for existing sources and/or Pretreatment Standards for new sources. Separate standards for combination of different systems effluent should be set by DENR. The DPWH and the DENR shall inform LGU building officials of the requirements in the CWA pertinent to issuing building permits, sewerage regulations, municipal and city planning”. In consideration of the limited borrowing capacity and other budgetary constraints of the LGU, several technical options can be considered.

Option1 – Combined Drainage and Sewerage System for the North Sub-catchment This system will cover the area where the pollution load is heavy and concentrated. The system will cover about 20 barangay mostly located north and south of JC AQUINO. The main collection system will be the main drainage canals along North Montilla Boulevard, Rosales Street, Ochoa Street and converging along Magsaysay Avenue and towards Langihan Creek. The main interceptor will be located at the vicinity near the intersection of North Montilla Boulevard and Langihan Creek. Option 2 – Combined Drainage and Sewerage System for the North Sub-catchment, and Septage Collection This system is similar to option 1 but the capacity of the Sewage Treatment Plant will include the septage flow and volume of the entire Central Business District including the expansion area at the south CBD. Option 3 – Combined Drainage and Sewerage System for North and South Sub- catchment This system is similar to option 1 but with the provision of lift stations to cover the entire CBD where pollution load is concentrated.


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Construction Cost

The construction cost of a Sewage Treatment Plant (STP) varies depending on the capacity of the facility in cubic meters per day. At current price levels, a small STP with capacity ranging from 1,000 to 8,000 cum/day has a cost of about P35,000/cumd, proportionately decreasing to P20,000/cumd. The unit cost is decreasing with the increase in capacity as follows:

STP Capacity (Daily Maximum)

Cum/d

Unit Cost in P/Cum/d

2,000 33,000 4,000 26,000 6,000 22,000 8,000 19,000

10,000 18,000 20,000 15,000 30,000 13,000 40,000 12,000 50,000 11,000 60,000 10,000

Operation and Maintenance Cost

Operation and maintenance costs can be performed jointly by the LGU and the Water District. The LGU has two possible sources to generate funds to cover part of the loan and budget for operation and maintenance:

1. Local property taxes. 2. Sewerage fee which will be incorporated in the water tariff and collected by the

Water District.

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2. IMPROVEMENT OF MUNICIPAL WATER SUPPLY SYSTEMS

Contents

2 IMPROVEMENT OF MUNICIPAL WATER SUPPLY SYSTEMS ............................... 1 2.1 EXECUTIVE SUMMARY.................................................................................... 1

2.1.1 Background ................................................................................................ 1 2.1.2 Esperanza Municipal Water Supply ............................................................ 2 2.1.3 Prosperidad Water District .......................................................................... 6 2.1.4 Nabunturan Water District ........................................................................... 8

2.2 INTRODUCTION/ RATIONALE........................................................................ 11 2.3 IDENTIFIED SYSTEMS FOR IMPROVEMENT ............................................... 12 2.4 SELECTION OF CASE STUDY SITES ............................................................ 17 2.5 SUMMARY OF SOCIOECONOMIC SURVEY FINDINGS ................................ 18 2.6 ESPERANZA WATER SUPPLY SYSTEM ....................................................... 20

2.6.1 Existing Facilities ...................................................................................... 20 2.6.2 Organization and Operation ...................................................................... 23 2.6.3 Population and Water Demand Projections............................................... 25 2.6.4 Water Resources ...................................................................................... 36 2.6.5 Analysis of Options and Alternatives ......................................................... 44 2.6.6 Recommended Plans/ Outline Design - EMWS ........................................ 48 2.6.7 Assessment of EMWS Capability .............................................................. 51 2.6.8 Iinvestment Cost Estimate ........................................................................ 52 2.6.9 Implementation Plan ................................................................................. 54

2.7 PROSPERIDAD WATER SUPPLY SYSTEM ................................................... 56

2.7.1 Historical Background ............................................................................... 56 2.7.2 Organization and Management ................................................................. 56 2.7.3 Existing Water Supply System .................................................................. 58 2.7.4 Population and Water Demand Projections............................................... 66 2.7.5 Water Resources ...................................................................................... 73 2.7.6 Analysis of Options and Alternatives ......................................................... 76 2.7.7 Recommended Plan/ Outline Design ........................................................ 77 2.7.8 Assessment of Case Study Water Service Provider’s Capability ............... 80 2.7.9 Investment Cost Estimate (including O&M) ............................................... 81 2.7.10 Implementation Schedule - Phase 1 ......................................................... 83

2.8 NABUNTURAN WATER DISTRICT ................................................................. 84

2.8.1 Background .............................................................................................. 84 2.8.2 Existing Facilities ...................................................................................... 84 2.8.3 Population and Water Demand Projections............................................... 93 2.8.4 Water Resources .................................................................................... 104 2.8.5 Analysis of Options and Alternatives ....................................................... 112 2.8.6 Recommended Plan/ Outline Design ...................................................... 114 2.8.7 Stakeholder Consultant Workshop .......................................................... 120 2.8.8 Assessment of Nabunturan Water District Capability .............................. 121 2.8.9 Investment Cost Estimate (including O&M) ............................................. 124

ii


2.8.10 Implementation Schedule ....................................................................... 129 2.9 OVERALL SUBPROJECT (17 SYSTEMS)..................................................... 131

2.9.1 Impact and Outcome .............................................................................. 131 2.9.2 Overall Subproject Investment Cost ........................................................ 132 2.9.3 Overall Subproject Implementation Plan ................................................. 132 2.9.4 Contract Procurement/ Packaging .......................................................... 135 2.9.5 Institutional Strengthening/ Capacity Building Requirements .................. 136 2.9.6 Monitoring and Evaluation Indicators ...................................................... 136

Tables 2.1 Identified Water Supply Subprojects 1 2.2 Projected Total Service Connections and Average Day Demand – EMWS 3 2.3 Investment Cost Estimate – EMWS 6 2.4 Investment Cost Estimate – Prosperidad Water District 8 2.5 Investment Cost Estimate – Nabunturan Water District 11 2.6 Data on Existing Water Supply Systems 14 2.7 Existing and Proposed Service Barangays in Water Supply Case Studies 18 2.8 Key Findings of Socio-Economic Survey – Water Supply 19 2.9 Transmission/ Distribution Pipelines – Esperanza 21 2.10 Esperanza Water Rates – EMWS 24 2.11 Application/Installation/Guarantee Fee for Water Meter – EMWS 24 2.12 Present and Proposed Service Area Expansion – EMWS 26 2.13 Historical Population and Growth Rates – Esperanza 28 2.14 Historical and Projected Population and Growth Rates – Municipality of Esperanza, Agusan del Sur 29 2.15 Future Populations and Growth Rates – Esperanza 30 2.16 Service Area and Served Population Projection – EMWS 30 2.17 Annual Service Area Population and Served Population – EMWS 31 2.18 Annual Service Connection and Served Population – EMWS 32 2.19 Average Unit Domestic Consumptions – Esperanza 33 2.20 Average Unit Commercial/Industrial Consumptions – Esperanza 33 2.21 Average Unit Institutiona/ Government Consumptions – Esperanza 33 2.22 Summary of Total Water Demand Projections – EMWS 34 2.23 Ratio of MDD to ADD 35 2.24 Annual Water Demand Variations (m3/day) – EMWS 35 2.25 Esperanza Waterworks Well Data 38 2.26 Groundwater Sampling Stations at Esperanza 40 2.27 Parameters for Water Quality at Esperanza 40 2.28 Summary of Stations which Exceeded PNSDW Standards 40 2.29 Esperanza Waterworks Bill of Quantities 43 2.30 Additional Water Requirements (2010 – 2025) – EMWS 45 2.31 Existing Storage Facility Capacities – EMWS 47 2.32 Projected Water Storage Requirements – EMWS 47 2.33 Phase I New Water Sources – EMWS 49 2.34 Proposed Phase I Water Storage Facilities – EMWS 50 2.35 Proposed Phase I Additional Service Connections – EMWS 51 2.36 Estimate of Capital Cost - Design Yr 2020 (Phase I) – EMWS 53

iii


Tables (continued) 2.37 Operation and Maintenance Estimated Cost – EMWS 54 2.38 Transmission and Distribution Facilities – Prosperidad 63 2.39 Breakdown of Service Connections – Prosperidad 64 2.40 Water Rates – Prosperidad 64 2.41 Non-Revenue Water – Prosperidad 65 2.42 Annual Municipal and Barangay Population Projections, 2010-2025 68 2.43 Annual Service Area and Served Population Projections, Phase 2 + System 3, 2010-2025 69 2.44 Consumer Profile of Barangay Poblacion 69 2.45 Average Consumption Per Consumer Category 69 2.46 Annual Water Demand Projections, Phase 2 + System 3, 2010-2025 72 2.47 Water Demand Variations, Phase 2 + System 3, 2010-2025 73 2.48 Water Permits Granted by NWRB for Prosperidad Water District 73 2.49 Details on Existing and Potential Spring Sources - Prosperidad 74 2.50 Water Demand Variations, Phase 1, 2010-2025 76 2.51 Proposed Transmission and Distribution Facilities – Prosperidad 80 2.52 Performance of Prosperidad Water District, 2009 81 2.53 Estimate of Capital Cost -Phase 1 – Prosperidad 82 2.54 Annual Operation and Maintenance Cost – Prosperidad WD 83 2.55 Measured Lengths of Pipes – Nabunturan WD 85 2.56 Breakdown of Existing Connections – Nabunturan WD 86 2.57 Water Rates, Main System – Nabunturan WD 86 2.58 Water Rates for the Subsystems 86 2.59a Historical Population and Growth Rates – Nabunturan 96 2.59b Projected Population and Growth Rates – Nabunturan 96 2.60a Historical Population and Growth Rates - Montevista 97 2.60b Projected Population and Growth Rates - Montevista 97 2.61 Projected Municipal, Barangay, Service Area and Served Population (Nabunturan and Montevista) 98 2.62 Annual Service Connection and Served Population Projection (Nabunturan and Montevista) 99 2.63 Water Accountability Analysis 100 2.64 Projected Unit Water Consumption – Nabunturan 101 2.65 Annual Water Demand Projection (Nabunturan and Montevista) 103 2.66 Nabunturan Water District Main System Production Wells 105 2.67 Summary of Stations which Exceeded PNSDW Standards – Nabunturan 106 2.68 Bill of Quantities for New Wells in Nabunturan Area 111 2.69 Required Storage Volume within Service Area – Nabunturan 113 2.70 Projected Water Demands of NWD 114 2.71 Summary of Stakeholder Consultation Discussion – Nabunturan 120 2.72 Summary of Performance Parameters – Nabunturan WD 123 2.73 Engineering Cost Estimate – Nabunturan 125 2.74 O&M Cost Estimate – Nabunturan 128 2.75 Projected Beneficiaries, Three Case Study Systems 131 2.76 Estimated Subproject Beneficiaries - 14 Systems 132 2.77 Estimated Costs of 17 Water Supply Subprojects 133 2.78 Procurement Plan – 17 Water Supply Systems 135 2.79 Matrix of Monitoring and Evaluation Indicators 137

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Figures 2.1 Municipal, Franchise and Served Populations – Esperanza 3 2.2 Present and Future Service Areas – EMWS 5 2.3 Location of Water Supply Subprojects 13 2.4 Organization Chart of EMWS 23 2.5 Delineated Barangays in the Service Area – EMWS 27 2.6 Municipal, Service Area and Served Population Projection – EMWS 31 2.7 Water Demand Variation Curve – EMWS 36 2.8 Preliminary Well Design Esperanza Waterworks System 42 2.9 Additional Water Demand Curve – EMWS 45 2.10 Phase I Implementation Schedule – EMWS 55 2.11 Organizational Structure of Prosperidad Water District 57 2.12 Existing Poblacion System 59 2.13 Existing Bayobo System 60 2.14 Existing San Jose System 61 2.15 General Layout of Prosperidad Water Supply System and Layout of Patin-ay Water Supply System 62 2.16 Service Area Delineation – Prosperidad 66 2.17 Proposed Improvements at Barangay Poblacion 78 2.18 Proposed Improvements at Barangay Patin-ay 79 2.19 Implementation Schedule - Phase 1 – Prosperidad WD 83 2.20 Existing Water Supply Facilities, Nabunturan Main System 87 2.21 Existing Water Supply Facilities, New Sibonga System – Nabunturan 88 2.22 Existing Water Supply Facilities, Tagnocon System – Nabunturan 89 2.23 Existing Water Supply Facilities, Montevista System – Nabunturan 90 2.24 Organization Structure of Nabunturan Water District 92 2.25 Service Area Delineation Map – Nabunturan WD 2.26 Municipal, Barangay, Service Area and Served Population 94 Projection – Nabunturan WD 98 2.27 Preliminary Well Design - Nabunturan Area 109 2.28 Preliminary Well Design - Montevista Area 110 2.29 Recommended Plan, Nabunturan Main System 116 2.30 Recommended Plan, Montevista System 117 2.31 Coverage of Nabunturan Recharge Area within Manat Watershed 119 2.32 Implementation Schedule – Nabunturan 130 2.33 Proposed Implementation Schedule of 17 Water Supply Systems 134

Photograph 2.1 Existing Facilities – EMWS and Proposed Expansion Areas 21 Appendices 2.1 Esperanza Miunicipal Water Supply Data 138 2.2 Prosperidad Water District Data 146 2.3 Nabunturan Water District Data 184 2.4 Water Quality Data 189 2.5 Proposed Water Treatment Schemes 200

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2 IMPROVEMENT OF MUNICIPAL WATER SUPPLY SYSTEMS

2.1 EXECUTIVE SUMMARY

2.1.1 Background

1. The provincial data gathered by Consultant during the PPTA showed that accessibility to a Level III water supply service in the three provinces encompassing Agusan River Basin is quite low. Based on 2008 data, only about 29% of the total households in Agusan del Norte have access to a Level III system, about 69% have access to either Level II or Level I facilities, while 2% have no access at all. In Agusan del Sur, only about 7% of the households have access to Level III systems out of 113,071 households in 2008. Compostela Valley has about 36% of households that have access to Level III systems.

2. The low accessibility problem is brought about by factors such as inadequate infrastructure for tapping water sources, treatment, storage, and pipelines to convey water to individual households, and lack of technical knowledge of the water supply personnel in the management, operation and maintenance of water systems, and lack of adequate recovery mechanism that will enable the water service providers to attain sustainability for present and future requirements.

3. Access to potable water supply is of great importance because it improves the living conditions, particularly the health and sanitation aspects, of the people living in the area, and enhances economic activities, thus propelling economic growth.

4. During the Inception Workshop in Davao City held on March 1 and 2, 2010, 14 water supply subprojects within the three provinces in the Agusan River Basin were selected by the participants for financing of under the ADB Loan. The Municipality of Compostela was also added to the list during public consultations with the provincial and municipal government officials of Compostela Valley held on 26 March 2010.

5. The municipalities of Bunawan (Agusan del Sur) and Laak (Compostela Valley) were likewise added to the list of identified water supply subprojects (Table 2.1) upon the request from representatives of the two municipalities during the workshop for the dissemination of the outline project design in the Draft Final Report held on November 25 and 26, 2010, in Davao City.

6. Based on a set of criteria that were uniformly applied to the initial 15 identified water supply systems, three were selected as case studies for which appraisals were conducted under the PPTA to determine their technical, financial and economic viability for financing under the proposed ADB loan. These were: Esperanza Municipal Water System, Prosperidad Water District, and Nabunturan Water Dstrict. The results of the appraisal study were subsequently used as a basis for estimating the initial costs of the other 14 subprojects, for which feasibility studies will be undertaken during the loan implementation period.

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Table 2.1: Identified Water Supply Subprojects Province Municipalities Total Number

Agusan del Norte Las Nieves, Magallanes

2

Agusan del Sur Bayugan City (through Bayugan City Water District), Bgy. Patin-ay/Prosperidad Water District ( Prosperidad), San Francisco (through San Francisco Water District), La Paz, Esperanza, Veruela, Talacogon, Loreto, Sta. Josefa, San Luis, and Trento, Bunawan

12

Compostela Valley Nabunturan/Montevista (through Nabunturan Water District), Compostela, Laak

3

Total Number of Subprojects 17 Source: PPTA Consultant

2.1.2 Esperanza Municipal Water Supply

7. Rationale. The existing water supply system of the Municipality of Esperanza called Esperanza Municipal Waterworks System (EMWS) is a Level III system operated by the LGU.

8. At present, EMWS is serving only one (1) out of forty-seven (47) barangay in the municipality. This is a very low service coverage area for a 13 year old water service provider that started its operation in October 1997. Also, there is a need to improve the system of EMWS, as only 69% of the poblacion area population receives Level III water service.

9. The proposed water supply development aims to improve the water supply system of EMWS in order to meet the projected water demand for the design year 2025, both in the existing and proposed expansion service areas.

10. Existing Water Supply System. The existing facilities consist of the following:

two (2) deep wells and pumping stations with total capacity of about 8 l/s (691 m3);

one (1) elevated concrete reservoir with a storage volume of about 67 m3; 626 metered service connections, broken down into 605 domestic connections,

19 non-domestic connections and 2 public faucets; 5 km of 75mm and 100mm diameter transmission mains; 6,485 LM of 25mm to 100mm diameter PE and uPVC transmission/distribution

pipelines laid from period year 1997 to 2004; and two (2) gate/isolation valves on the transmission lines and eight (8) gate/isolation

valves on the distribution lines with diameter sizes ranging from 50 to 100 mm, and two (2) fire hydrants.

11. Notable deficiencies of the water system are:

the present capacity of existing sources is just adequate to meet the present demand but could not accommodate new service connections because of limited sources;

water storage volume is not adequate for operational and emergency demand of the system, resulting in insufficient pressure in the distribution system;

lack of water treatment/disinfection facility in the pumping stations resulting in poor water quality;

lack of production meters in monitoring the existing production wells; and lack of standby power generating set in PS #2 for continuous power supply

during power failure.

3


12. Scope of Proposed Water Supply Component: Service Connections, Served Population and Water Demand Projections

From the existing one (1) barangay covered at present, the service area will expand to sixteen (16) barangay in year 2015 until 2025. Eventually, the projected service area population for years 2015, 2020 and 2025 are 22,573, 24,876 and 27,817, representing 43.7%, 45.9% and 49.1% of the total municipal population, respectively.

The projected served population for years 2015, 2020 and 2025 are 19,303, 21,816 and 25,010 representing 37.4%, 40.3% and 44.1% of the total population of Esperanza, respectively; and graphically presented in Figure 2.1.

The projected number of service connections of EMWS and average day demand (ADD) are shown in Table 2.2.

Figure 2.1: Municipal, Franchise and Served Populations - Esperanza

0

10,000

20,000

30,000

40,000

50,000

60,000

37.4% 40.3% 44.1%

51,668 54,174 56,680

27,641 28,982 30,322

19,303 21,816 25,010

Popu

latio

n

YR 2015 YR 2020 YR 2025

Municipal, Franchise Area & Served Populations

Municipal PopulationFranchise Area PopulationServed Population

Table 2.2: Projected Total Service Connections and Average Day Demand - EMWS

SC ADD SC ADD SC ADD SC ADD

1. Pobalacion System 1 629 416 717 519 772 593 876 711

1. Piglawigan System 1 172 120 197 149 225 179 256 2142. Cubo 110 76 126 94 144 114 164 1353. Dakutan 404 268 463 336 530 406 605 496

Sub-total 1,315 880 1,503 1,098 1,671 1,292 1,901 1,5561. Crossing Luna System 2 181 125 208 156 238 190 271 2262. Labao 85 59 97 72 111 89 127 1063. Catmonon 194 134 222 165 254 201 289 240

Sub-total 460 318 527 393 603 480 687 5721. San Isidro System 3 48 35 55 43 62 53 71 612. Bentahon 157 110 180 136 206 165 235 1983. Mahagcot 110 76 126 94 144 114 163 1344. Taganahaw 45 34 52 42 59 50 67 59

Sub-total 360 255 413 315 471 382 536 4521. Duangan System 4 144 98 165 121 190 154 229 1942. Guadalupe 462 309 530 387 606 469 728 594

Sub-total 606 407 695 508 796 623 957 7881. Hawilian System 5 321 215 368 269 421 325 480 3912. Remedios 186 129 213 159 244 194 278 231

Sub-total 507 344 581 428 665 519 758 6221. Santa Fe System 6 180 125 206 155 237 189 269 225

Sub-total 180 125 206 155 237 189 269 225TOTAL 3,428 2,329 3,925 2,897 4,443 3,485 5,108 4,215

Source: PPTA

Proposed Service AreaBarangay

Future Service Area

Projected Total Service Connections and Average Day Demand (cum) - EMWSYR 2010 YR 2015 YR 2020 YR 2025

Present Service Area

13. Water resources. The presence of good aquifers in the area makes surface water the least alternative as a source of domestic water supply for Esperanza. The expansion areas and additional demand identified by the study can be supplied from both the existing well

4


fields and spring sources.

14. Springs at Barangays Duangan and Tag-anahaw are being used to supply the domestic water requirements. However, there is a need to evaluate the potential of these springs for the improvement and expansion of the existing water supply system.

15. The pumping test conducted on the PS # 3 production well of the Esperanza Waterworks System indicated a high potential for developing medium capacity wells. The conduct of pumping tests on existing wells will confirm this and would form the basis for the location and initial design of future production wells.

16. The lack of adequate groundwater information in the expansion areas makes it necessary to carry out a geo-resistivity survey and construct test wells or exploratory wells during the initial stage of the design phase of the subproject. Test well drilling will confirm the quantity and quality of available groundwater prior to finalization of the project detailed design in these areas. This will also determine whether treatment facilities will be required in case of high iron, manganese or other chemical concentrations. Geophysical logging of the test hole is also recommended to determine the exact locations of the well intake.

17. With the year 2020 maximum-day demands at 52.44 l/s (4,531 m3/d), the additional demands of 20.44 l/s (1,766 m3/d) can be obtained from wells to be drilled within or near the service areas of the delineated barangay in the Municipality of Esperanza.

18. Service area. Factors considered in the delineation of the future service area included the willingness to connect, concentration of population, proximity to existing system or location in relation to the proposed route of the transmission lines, and other technical and economic considerations. Figure 2.2 shows the present and future service area of EMWS.

19. Recommended plan for water facilities. The recommended plan involves two (2) construction phases: (i) the proposed Phase I will meet the projected water demand for Year 2020, and is scheduled to be completed in 2013, (ii) while Phase II is proposed to cover requirements until design year 2025 and should be implemented before the Year 2020 to the meet the demand of the design year 2025. However, it is proposed that only Phase I is implemented under ARBIWRMP; new financing arrangements will be needed to implement the proposed Phase II works.

20. The recommended development plan/outline design for EMWS will involve the development of facilities that will supply the demand requirement of the six (6) independent systems until year 2020. The additional sources will come from groundwater through wells in the well fields within the service areas of the six (6) systems. The operational storage computed at 15% to 30% of the maximum day demand is recommended for the proposed water supply improvement program of EMWS.

21. Phase I development program. The Phase 1 development program is estimated to cost P67.71 million ($1.47million) to include engineering and contingencies. The program will include the construction of eight (11) new wells with pump sets; treatment facilities for each of the new sources plus for the existing water sources; transmission and distribution pipelines and appurtenances; construction of four (6) new reservoirs, plus rehabilitation eleven (11) existing reservoirs in the different barangays; and NRW measures. The developments are planned for implementation during 2012-2013;

22. Investment cost estimate (including O&M). The recommended plan/outline design for EMWS’s requirement for year 2020 has a total investment cost of P67.71 Million ($1.47 million) broken down as shown in Table 2.3.

5


Figure 2.2: Present and Future Service Areas - EMWS

6


Table 2.3: Investment Cost Estimate - EMWS Particulars Total Cost

(Php x 1’000) I. ENGINEERING COST

Basic Engineering Cost 55,749.75 Physical Contingencies 5,574.98 Detailed Engineering Studies 3,679.48 Construction Supervision 2,452.99 Total Engineering Cost 67,457.198

II. NON-ENGINEERING COST

Land Acquisition 240.00 Contingencies 12.00 Total Non-Engineering Cost

252.00

III. Total Project Cost 67,709.20 Source: PPTA Consultant.

23. An additional P2.52 million ($0.05million) will be needed for additional 2,098 connections (implementation from year 2010-2015), but these can be funded from consumer connection fees. The projected O&M cost at year 2014 which is the start of the operation of the new system is P9.599 million. Salaries and power costs have the largest shares of the O&M costs.

24. Implementation schedule. The proposed improvement program under Phase I as contained in this study will be implemented over a one and a half year period starting in mid-year 2012 and until end of year 2013. The operation of the improved system is expected to commence in year 2014.

2.1.3 Prosperidad Water District

25. Existing facilities. The franchise area of Prosperidad Water District (PWD) is the Municipality of Prosperidad located in the Province of Agusan del Sur. There are three independent systems in PWD covering six (6) barangay.

26. The existing water sources of PWD consist of four (4) springs.

27. The estimated served population for year 2009 is about 5,660 representing 7.37% of the municipal population. The minimum domestic water rates for the first 10 m3 of water are P171.00 for Poblacion and Bayobo systems and P75.00 for San Jose system.

28. The main deficiencies of the existing systems include: a) insufficient supply in terms of quantity, b) insufficient pressure in the system, c) insufficient storage volume in poblacion system, d) no storage facilities in Bayobo and San Jose systems, and e) poor water quality in Poblacion and Bayobo systems due to high turbidity.

29. The total number of active service connections in 2009 was 1,249.

30. Population and water demand projections. The municipal and barangay population were projected using the Geometric Rate Method and the Ratio Method respectively. The 2000 Census of Population and Housing and the 2007 Census of Population were used as basis for projections. The projected municipal population for the years 2010, 2015, 2019 and 2025 are 77,440, 80,982, 83,931 and 88,558 respectively.

31. The proposed improvement plan of the Prosperidad water supply system involves two (2) phases: Phase1 – Connecting Poblacion and Bayobo systems together and inclusion of

7


Barangays Patin-ay and Mapaga in the proposed system. Phase 1 is designed to meet the projected water demand up to year 2019; Phase 2 – Expansion of the proposed system to Barangays San Vicente and Awa. Phase 2 is designed to meet the projected water demand from years 2020 -2025.

32. The projected service area population for years 2010, 2015, 2019 and 2025 are 15,326, 24,819, 27,155 and 33,057, representing 19.79%, 30.65%, 32.35% and 37.33% of the population of the municipality respectively. The projected served population for years 2010, 2015, 2019 and 2025 are 6,030, 17,540, 20,130 and 25,580 representing 7.79%, 21.66%, 23.98% and 28.89% of the population of the municipality respectively.

33. The average-day demand for years 2010, 2015, 2019 and 2025 are 1,516.58 m3/day (17.55 l/s), 3,018.71 m3/day (34.94 l/s), 3,426.17 m3/day (39.65 l/s) and 4,334.27 m3/day (50.17 l/s) respectively. The maximum day demand for years 2010, 2015, 2019 and 2025 are 1,895.73 m3/day (21.94 l/s), 3,773.39 m3/day (43.67 l/s), 4,282.71 m3/day (49.57 l/s) and 5,417.84 m3/day (62.71 l/s) respectively. The peak hour demand for years 2010, 2015, 2019 and 2025 are 3,033.16 m3/day (35.11 l/s), 6,037.42 m3/day (69.88 l/s), 6,852.34 m3/day (79.31 l/s) and 8,668.54 m3/day (100.33 l/s) respectively.

34. The allowance for non-revenue-water is estimated at 43% of the ADD from 2010-2013 and at 20% of the ADD from 2014-2025.

35. Analysis of options and alternatives. The only potential source of water for the Prosperidad water supply system is groundwater through springs. Surface water was not given priority in the analysis of alternative sources because of the high cost of development of the treatment facilities to make water potable for drinking, and operation and maintenance costs associated with this type of treatment.

36. Recommended plan/ outline design. The proposed improvement plan of Prosperidad water supply system consists of two (2) phases. Phase 1 will connect Poblacion and Bayobo systems together and will include Barangays Patin-ay and Mapaga in the proposed system. Phase 1 is designed to meet the projected water demand of the proposed system up to year 2019. The proposed system will serve 7 barangay namely Poblacion, Salvacion, Las Navas, La Suerte, Lucena, Patin-ay and Mapaga. Under the same phase, the improvement of San Jose system covers provision of production meter only. Phase 2 will include Barangays San Vicente and Awa in the proposed system. Phase 2 shall be able to meet the projected water demand of the proposed system from years 2020-2025. The proposed system by then will be serving 9 barangay.

37. Phase 1 will be funded by ADB loan under ARBIWRMP while Phase 2 will be funded by other sources and shall be prepared and implemented on or before year 2019.

38. The scope of work covered by Phase 1 of the improvement of Prosperidad water supply system is as follows:

Construction of two (2) spring intake boxes. Construction of one (1) booster pump station. Installation of filtration system. Installation of new transmission and distribution pipelines. Construction of 600 m3 concrete ground reservoir. Provision of two (2) production meters. Land acquisition for the site of the reservoir, filtration system and booster pump

station.

39. Assessment of case study water service provider’s capability. The PWD through

8


the Project Monitoring Unit (PMU) or the Project Implementation Unit (PIU) is capable of implementing a project with the size and magnitude like the Phase 1 improvement works because it has the experience and the support from the other stakeholders.

40. Investment cost estimate (including O&M). The recommended plan/ outline design for PWD’s requirement for year 2019 has a total investment cost of P82,165,958.96, broken down as shown in Table 2.4.

41. The operations and maintenance cost includes salaries of WD personnel, power, chemical, maintenance, and miscellaneous costs. Salaries and miscellaneous costs have the largest shares of the O and M costs. The projected O and M costs at year 2014 which is the start of the operation of the new system is P8,682,672.42.

Table 2.4: Particulars Total Cost

I. ENGINEERING COST Basic Engineering Cost 67,295,276.00 Physical Contingencies 6,729,527.60 Detailed Engineering Studies 4,441,488.22 Construction Supervision 2,960,992.14 Total Engineering Cost 81,427,283.96

II. NON-ENGINEERING COST Land Acquisition 703,500.00

Contingencies 35,175.00 Total Non-Engineering Cost 738,675.00

III. Total Project Cost 82,165,958.96 Source: PPTA Consultant.

42. Implementation plan. The Phase 1 of the improvement of Prosperidad water supply system will be implemented in two (2) years, from 2012-2013. Land acquisition, detailed engineering design and procurement of works will be undertaken in 2012 while construction will be carried out in 2013. The operation of the improved system is expected to commence in year 2014.

2.1.4 Nabunturan Water District

43. The franchise areas of NWD are the municipalities of Nabunturan and Montevista in the province of Compostela Valey. There are three independent systems in Nabunturan covering seven barangay and another system in Montevista comprising of one barangay.

44. The existing facilities consist of: a) six deepwells and pumping stations with a total capacity of about 20.16 l/s; b) one spring intake box with an estimated capacity of 3 l/s ; c) storage reservoir with a volume of about 165 m3; d) about 31km of 50mm to 150mm diameter pipes; and e) 106 gate valves, blow-off valves, and air release valves.

45. The estimated served population for year 2009 is about 13,597 representing about 13% of the combined estimated municipal population of Nabunturan and Montevista. The minimum domestic water rates for the first 10 m3 of water are P215.95, P131.75, P144.95 and P49.00 for Nabunturan Main System, New Sibonga System, Montevista System, and Tagnocon System, respectively.

46. The main deficiencies of the existing system include: a) capacity of existing sources is not adequate for present demand particularly during peak hour, b) NWD could not

9


accommodate new service connections due to inadequate supply; b) reduction in the discharges of the existing well sources, particularly in P.S. No.3 (Main System); c) manganese content in P.S. No. 3; has exceeded the PNSDW permissible limit; d) no standby power generator for continuous power supply during power failure; e) storage volume is not adequate for the peak hour demand requirement of the system.

47. The total number of connections in 2009 was 4,429 of which only 2,307 were active. During the previous years, many households requested for disconnection due to inadequate supply and poor water quality.

48. Served population and water demand projections. The municipal and barangay population was projected using the Ratio Method. NSO population census data for years 1980-2007 were used as basis for projections. The projected municipal population for Nabunturan for years 2010, 2020 and 2025 are 71,062, 80,160, and 91,992, respectively. The projected municipal population for Montevista for years 2010, 2020 and 2025 are 35,538, 40,992, and 44,575, respectively.

49. The water supply expansion program will include Barangay Cabidianan and the unserved portion in existing service area. In Montevista, the expansion will include Barangays Linoan, New Visayas, Bankerohan Sur and the unserved portion of the existing service area.

50. The projected service area population for years 2010, 2020 and 2025 are 17,386, 36,692 and 39,764, representing 16%, 29 % and 29% of the combined population of the two municipalities, respectively. The projected served population for years 2010, 2020 and 2025 are 13,597, 30,594, and 35,941 representing 13%, 24% and 26% of the combined population of the two municipalities, respectively.

51. At year 2020, the total average demand of the four systems is 4,556 m3/day (53L/s). The maximum-day demand is 5,923 m3/day (69L/s) while the peak-hour demand is 380 m3/hr (106 L/s).

52. The allowance for non-revenue-water is estimated at 20% of the ADD from 2010 onwards.

53. Analysis of options and altenatives. Groundwater is considered as the most economical source of water because of its proximity to the service area, thus requiring shorter transmission lines. The quality of water is generally good, and only needs chlorination for treatment.

54. Surface water was not given priority in the analysis of alternative sources because of the high cost of development of treatment to make water potable for drinking, and operation and maintenance costs associated with this type of facility.

55. Drilling of new a well with better water quality is considered more economical than redevelopment and rehabilitation and provision of iron and manganese removal facility for PS No. 3. The NWD may use its portable water quality testing equipment in the preliminary analysis of water quality in the area and creating a water quality contour map to determine aquifer portion having good water quality.

56. Recommended plan/ outline design. The recommended plan/outline design for NWD will involve the development of facilities that will supply the demand requirement of the four independent systems until year 2020. Work items will include the following:

10


A. Nabunturan Main System drilling of four additional wells each with a capacity of 10 L/s; construction of four pumping stations complete with civil and electro-

mechanical works with pumps ranging from 25 to 30 Hp; laying of approximately 14.05 km of 50mm to 250mm transmission pipes

including valves and appurtenances, bridge and culvert crossings, provision for pavement cutting, breaking and surface restoration;

construction of 600 m3 ground steel reservoir for Main System; provision of 60 KVA standby power generating set; installation of 500 sets of new service connections excluding water meters;

and acquisition of a minimum of 500 m2 of land for wells, pumping stations and

reservoirs.

B. Montevista System drilling of two wells, each with a capacity of 6 l/s; construction of two pumping stations complete with civil and electro-

mechanical works with a 15 Hp pump each; laying of approximately 11 km of 50mm to 200mm transmission pipes

including valves and appurtenances, bridge and culvert crossings, provision for pavement cutting, breaking and surface restoration;

construction of 180 m3 ground steel reservoir at elevation 100mamsl; installation of 300 sets of new service connections excluding water meters;

and acquisition of a minimum of 200 m2 of land for the well, pumping station and

reservoir.

57. Assessment of case study water service provider’s capability. NWD has been in operation for more than 20 years. It has already achieved more than 4,000 connections but per available records, number of active connections has declined to only about 2,500 in 2005. It also incurred income losses starting 2006 to 2009, biggest of which was incurred in 2008.

58. NWD was taken-over by LWUA in March 2009, and under a LWUA IGM it is improving its performance and has posted a positive income of about P1.708Million, as of August 2010. Through take-over management, the IGM is imparting to the WD staff technical, financial and administrative know-how in operating the system.

59. As of to date, the NWD does not have the capability to finance system improvements with its internally cash generated funds and is looking for funding options to finance proposed improvements for present and future water supply requirements. It also does not have the capacity to implement contract works by administration because it does not have adequate resources such as construction equipment and manpower.

60. Investment Cost Estimate (including O&M). The recommended plan/outline design for NWD’s requirement for year 2020 has a total investment cost of P77.936 Million, broken down as shown in Table 2.

61. The operations and maintenance cost includes salaries of WD personnel, power, chemical, maintenance, and miscellaneous costs. Salaries and power costs have the largest shares of the O and M costs. The projected O and M costs at year 2014 which is the start of the operation of the new system is Php 13.411 Million.

11


Table 2.5: Investment Cost Estimate – Nabunturan Water District

Particulars Total Cost (Php x 1’000)

I. ENGINEERING COST Basic Engineering Cost 67,035.67 Physical Contingencies 6,703.57 Detailed Engineering Studies 4,424,35 Construction Supervision 2,949,57 Total Engineering Cost 81,113.16

II. NON-ENGINEERING COST Land Acquisition 700.00

Contingencies 35.00 Total Non-Engineering Cost 735.00

III. Total Project Cost 81,848.16 Source: PPTA Consultant.

62. Implementation plan. The subproject will be implemented in one and a half years from mid 2012 to 2013. Updating of the findings and recommendations during the PPTA and acquisition of sites will be undertaken prior to detailed engineering design. Well drilling will be undertaken prior to civil works contracts. The estimated construction period is 12 months. The operation of the improved system is expected to commence in year 2014.

63. Management of water resources and watersheds. NWD is already experiencing lowering of the water table, resulting in declining well discharge, in the past years. This is an indication of the degradation of the watersheds that are responsible for recharging the aquifers. The decrease in well discharges implies the need to integrate sustainability of water resources into NWD’s water management programs and strategies.

64. NWD through its IGM has requested assistance from DENR for the delineation of the watershed area to be maintained and protected by the WD. The watershed areas that supplement the Nabunturan aquifer are within the Manat watershed. Water districts are mandated under P.D. 198 to preserve and protect their respective watershed areas. This move is also in consonance with the tripartite agreement between DENR, LWUA, and the WD to manage, protect and preserve their watersheds to ensure continuous recharge of the water sources. The watershed for Tagnocon spring needs immediate protection due to alleged mining activities in the area which might affect the spring’s aquifer.


65. Similar to other areas in the country, the municipalities and cities encompassing the Agusan River Basin are experiencing scarcity in potable water supply, although there is an abundance of fresh surface and groundwater supply in the area. This situation will further worsen because of the increasing water demand caused by rapid population growth, economic development, urbanization, industrialization coupled with declining water resources brought by continuous degradation of the watersheds. The most common problems observed in the study area include inadequate infrastructure for tapping water sources, treatment, storage, and pipelines to convey water to individual households, and lack of technical knowledge of the water supply personnel in the management, operation and maintenance of water systems. There are no government agencies that oversee the water supply situation in small and incapable municipalities like those under the study area.

66. All LGUs and WDs need improvements and have verbally expressed interest to be part of the water supply component of the project.

67. The proposed water supply sub-projects will involve improvement and expansion of

12


existing services in the most densely populated areas within reach of potential water sources. Initial interviews and ocular inspections show that the sub-projects will benefit both poor and non-poor with Level III water access. Indigenous peoples are represented, being the dominant population in some proposed project barangays. There is expressed need and demand for the sub-projects as well as willingness to pay at least the existing water rates.

2.3 IDENTIFIED SYSTEMS FOR IMPROVEMENT

68. The recently conducted field surveys and initial assessment showed that most of the municipalities within the Agusan River Basin are experiencing scarcity in water supply despite abundance of fresh surface and groundwater supply. The reasons include lack of financing sources for adequate infrastructure to tap, treat and bring water from the sources to the individual households. There is also lack of technical know-how of the water supply personnel in the operation and maintenance of water supply facilities and lack of an effective cost recovery mechanism for sustainable water supply operation for present and future requirements, particularly for the LGU run systems.

69. Fourteen (14) water supply subprojects were identified during the Inception Workshop held on 3-4 March 2010 in Davao City. These are Bayugan City (through Bayugan City Water District), Patin-ay (Municipality of Prosperidad), San Francisco (through San Francisco Water District), La Paz, Esperanza, Veruela, Talacogon, Loreto, Sta. Josefa, San Luis and Trento all in Agusan del Sur; Las Nieves and Magallanes in Agusan del Norte.

70. During public consultations with the provincial and municipal government officials of Compostela Valley held on 26 March 2010, the Municipality of Compostela was added in the list of water supply subprojects.

71. During the DFR Workshop held on 25-26 November 2010 the towns of Bunawan and Laak were added to the list, bringing the total number of water supply subprojects to 17. Figure 2.3 shows the location of the 17 water supply subprojects.

13


Figure 2.3: Location of Water Supply Subprojects

Laak

Bunawan

14


72. Initial assessment of the first 14 water supply subprojects was undertaken by the Consultant from March 12 to 25, 2010 to get an overview of the existing water systems in each of the subprojects through field surveys and interviews with local officials in-charge of water supply systems. Emphasis was given to the collection of the following data: 1) type of management; 2) level of service; 3) service coverage/number of households with service connections; 4) existing sources and other facilities; 5) treatment method; 6) existing water tariff; 7) on-going and proposed improvements, if any; and 8) problems and deficiencies of the system. Some limiting factors, however, were encountered during the survey such as unavailability of records and inadequate knowledge of the water supply personnel on the system.

73. Another objective of the field surveys and interviews was to get information if improvement of potable water supply system is a priority project of the LGUs. The interviewees from the LGUs or WDs were asked if they were willing to be part of the PPTA for a possible loan with ADB under ARB-IWRMP. There were interests but these had to be confirmed through formal expressions of interest from the LGU or WD.

74. The existing situation for the 15th system, in the Municipality of Compostela, was briefly appraised on April 29, 2010.

75. Presentations/ discussions of these initial findings were made with officials of DENR Regions XI and XIII on March 27, April 30, and May 3, 2010.

76. Water supply data for Bunawan were taken from the study conducted by LWUA in 2004 under the Provincial Towns Water Supply Program. Improvement of accessibility to potable water supply will boost ecotourism prospects for Bunawan, being the gateway to the Agusan Marsh. For Laak, water supply data were taken from the Provincial Development and Physical Framework Plan (PDPFP) and from the study undertaken by the Department of Interior and Local Government, the Provincial Water Supply, Sewerage and Sanitation Sector Plan (PW4SP).

77. The detailed information for each water system is shown on Table 2.6.

Table 2.6: Data on Existing Water Supply Systems LGU/WD

Water Service Provider

Level of Service/No. of Bgys.

Issues

1) Esperanza (1st Class Mun.)

LGU/Economic Enterprise/

III - 1 (Pob.) Levels I and II for rest of the bgys

a) Annexation to Bayugan WD b) WD creation under LWUA c) Implement Mun. dev. plan

2) Bayugan WD (Bayugan City)

Water District

III -13 Levels I and II for rest of the bgys

Needs water supply impvt to cope with the projected increase in demand due to cityhood

3) Magallanes (4th Class Mun.)

LGU/Economic Enterprise/

III – 6 Levels I and II for rest of the bgys

Has a newly signed JV MOA with MactanRock Ind., Inc. for the development of potable water supply system (Level III)

4) Las Nieves (2nd Class Mun.)

BAWASA

III – 2 (Poblacion & Lingayao) Levels I and II for rest of the bgys

a) LGU priority is roads construction but also needs water; improvement done as the need arises. b) BWSA has problems in billing collection; usually ask assistance from LGU in its operational costs

5) Prosperidad/Patin-ay (Barangay /site of

Prov. Gov’t Center)

Prov LGU/ Economic Enterprise (under ASERBAC1/)

With Level III system serving about 688 HH and 58 inst’l conn

a) has water quality prob. that includes high iron and manganese content b) needs impvt of exist. source and dev’t of addt’l source, treatment facility and pipelines for the prov

15


LGU/WD



Issues

govt center and unserved portion of Patin-ay and impvt of water system in Bgy. La Caridad c) Patin-ay has a waiver from Prosperidad WD

6) San Francisco (1st Class Mun.)

WD

Level III – 15 bgys being served Levels I and II for rest of the bgys

WD is creditworthy a) Has prop service expansion to

Bgy. San Isidro b) Color problem (aesthetic aspect

only) c) With an existing program for

watershed mgmt. 7) San Luis (1st Class Mun.)

BAWASA

Level III in 7 bgys run by separate bgy. Assoc. Levels I and II for rest of the bgys

a) Improvement of existing pipelines/leaking pipes; pipelines installed in 1998 were substandard

b) Water related diseases during flood occurences

c) Needs organizational dev’t for managing water system

d) Needs to conduct water quality analysis

8) Talacogon (2nd Class Mun.)

LGU/Econ. Enterprise/

Level III -7 bgys Levels I and II for rest of the bgys

a) Poor water quality due to color, odor

b) Decrease in number of connections due to poor water quality and inadequate supply

c) With an on-going test well drilling d) With an approved FS, loan

application with DBP under MRDP for water supply impvt (50%Equity)

e) Other concerns, flood control infrastructure along Agusan River bank

9) Veruela (2nd Class Mun.)

BAWASA for Level II Systems

Levels I and II only

a) Poor water quality due to iron; existing treatment facility is not operational

b) existing pipelines from sources are undersized resulting in low pressure and inadequate supply at the public taps

10) Sta. Josefa (3rd Class Mun.)

LGU/Econ. Enterprise/

Level III- Bgy Poblacion

a) Poor water quality b) Prop upgrading to Level III system

for 4 bgys. c) Need for automated meter reading

and billing system d) Capacity building for water supply

personnel 11) Loreto

(1st Class Mun)

BAWASA

Level II – 2 bgys only, rest have Level I

a) Water quality problem due to iron, present supply is for domestic purposes only, people buy drinking water @ P50/5gal container

b) LGU may shoulder cost for upgrading to Level III system

c) LGU priority project is road construction

12) Trento (2nd Class Mun)

LGU/Econ. Enterprise/ Cooperative

Level III- Poblacion Cooperative in Bgy. Pulang Lupa

a) Water quality problem, salt water intrusion, iron, manganese

b) Needs improvement of iron removal treatment facility, prop add’l source is about 15 km away by gravity located at bgy New

16


LGU/WD



Issues

Visayas c) With problems in pipe hydraulics d) Pipes are clogged due to iron and

manganese e) Cannot impose disconnection due

to poor water quality and low pressure

13) La Paz (1st Class Mun)

BAWASA

Level II in 2 bgys only, rest have Level I

a) Water is free, b) poor water quality due to iron c) has an existing P45M with Land

Bank for the purchase of equipment

d) priority: dev of level III water system for 4 bgys; source dev; pipelines, treatment fac., storage

e) Adgawan river source is for non-potable use only

14) Nabunturan (1st Class Mun.)

WD Level III with four separate systems/7 bgs in Nabunturan; 2 bgys in Montevista (neighboring Municipality

a) Water quality problem, iron and manganese

b) Inadequate supply due to development/ urbanization

c) Prov’l and mun. gov’t are providing funds to the WD

d) Awaiting for the P20M grant from LWUA

e) Needs funds for add’l source dev’t, storage, pipelines for expansion, and standby power genset

f) No delineated watershed area but has already requested DENR

g) Partial take-over of LWUA by designating an IGM due to arrearages and request by the BOD.

15) Compostela (1st Class Mun.)

LGU/ Cooperative Poblacion has 2 Level III systems, rest have Levels 1 and

a) Inadequate supply b) Sources are located near

septic tanks c) Revenues of the LGU water

system is not sufficient for operation and maintenance costs

d) Lack of funds to implement water system

16) Bunawan (3rd Class Mun.)

Water District Water system serves Bgy. Teodoro and Bunawan Brook

a) Limited capacity of the existing spring source

b) Spring becomes turbid during heavy rains

c) Low elevation of existing reservoir with reference to the service area

17) Laak (1st Class Mun.)

LGU Water system serves only Bgy. Poblacion

a) Service connections are unmetered

b) Source is a deepwell c) Based on PW4SP data less

than 3,000 people have access to Level III water supply systems

1/ Agusan del Sur Economic Research and Business Assistance Center. Source: PPTA Consultant.

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78. A summary of the findings are listed below:

a) Of the 17 potential subprojects, 4 are WDs, 5 LGUs have BWSAs, 7 are under MLGU/Economic Enterprise, and 1 is under PLGU/Economic Enterprise.

b) All water systems, except Bayugan and San Francisco, have water quality problems, particularly presence of iron and manganese. The LGUs and BWSAs do not regularly treat the water supply prior to distribution. Only the Water Districts regularly implement water treatment by chlorination.

c) The water supply facilities which include source, substandard pipelines, storage, standby power generating set, flow meters, treatment facilities, etc are inadequate in most water systems

d) Water production and losses are not monitored, except for water districts.

e) Some LGU-operated water systems encounter difficulty in billing and collection due to poor quality of water service. Some of the personnel in-charge of the water systems, particularly those from LGUs/Economic Enterprise and even BWSAs do not have adequate technical knowledge in the operation and maintenance of the system; hence, the need for institutional strengthening/ capacity building training.

f) All LGUs and WDs need improvements and have verbally expressed interest to be part of the water supply component of the project.

2.4 SELECTION OF CASE STUDY SITES

79. The selection process started with field visits, ocular inspections, interviews, and data gathering on the salient features of the water supply systems focusing on the areas served by the LGUs and Water Districts that are usually within the urban areas. The subprojects were scored and ranked according to a set of criteria that included the following (see Appendix 1 for scoring matrix):

a) Demand for improved water supply. This refers to the need to increase percentage of population being served by the existing system. Higher scores were given to LGU/WD having unserved population of 60% and more in the service area.

b) Fiscal capacity management commitment to reform and governance. This refers to the capacity of the utilities to implement billing and collection functions and implement water tariffs that would enable the LGU/WD to repay its loans and obligations and sustain its operating expenses.

c) Focus on serving low income communities. This criterion determines the LGU/WD’s capacity to provide and maintain clean and safe water that is affordable to the low income group. In evaluating water tariffs, at least 5% of the family income is allotted for paying water bills.

d) Well defined investment needs. This criterion determines if LGU/WD has a business plan, development plans, and target priorities with corresponding allocation of resources, etc.

e) Project preparedness. Under this criterion, higher scores were given to LGUS/WDs that have existing programs and studies relative to the proposed improvement program and those that have experience in implementing undertakings financed through loans.

80. As a result of the scoring, and in consultation with DENR Regions XI and XIII, the following three (3) water systems were selected as representative of the range of different conditions in the existing systems, for appraisal under the PPTA:

1) Esperanza, Agusan del Sur. 2) Patin-ay, Agusan del Sur (later changed to Prosperidad, see below). 3) Nabunturan, Compostela Valley.

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81. Prosperidad/ Patin-ay. A series of meetings among the Provincial Government of Agusan Del Sur, Prosperidad Water District, and the Consultant were held on May 31, 2010 to thrash out issues as to who will have the jurisdiction to implement the water supply subproject and subsequently maintain and operate the system for Bgy. Patin-ay. Bgy. Patin-ay is one of the 32 barangay of the Municipality of Prosperidad which is the seat of provincial government and the center of various provincial/institutional/government offices. Bgy. Patin-ay has its own water supply system, the Patin-ay Waterworks System, being run by the provincial government. It serves the provincial government center and portion of the barangay but is currently experiencing scarcity of potable water supply. From those meetings, it was agreed that Prosperidad Water District shall be the recipient of the loan under ARBIWRMP and will have jurisdiction over Bgy. Patin-ay, except for the Provincial Government Center which will remain with the Patin-ay Waterworks System.

82. The Prosperidad Water District issued Board Resolution No. 22, series of 2010 expressing its interest to avail loans under ARBIWRMP for the improvement of the water supply system of Patin-ay and for expanding its system to other barangay.

83. Existing and proposed service barangay of the three case study systems are shown in Table 2.7

Table 2.7: Existing and Proposed Service Barangays in Water Supply Case Studies

Service Area Esperanza Municipal Water er

System Prosperidad WD Nabunturan WD

Present Service Area 1. Poblacion 1. Poblacion 2. San Jose 3. Salvacion 4. La Suerte 5. Las Navas 6. Lucena

Nabunturan 1. Poblacion 2. Pangutosan 3. Libasan 4. Basak 5. Sta. Maria 6. New Sibonga 7. Tagnocon Montevista 8. San Jose (Poblacion)

Proposed Service Area Expansion

1. Bentahon 2. Catmonon 3. Dakutan 4. Duangan 5. Guadalupe 6. Hawilian 7. Labao 8. Mahagcot 9. Remedios 10. Santa Fe 11. Taganahaw 12. Crossing Luna

1. Patin-ay 2.La Caridad 3. Mapaga 4. San Vicente 5. San Rafael 6. Sta Irene 7. Sta Maria 8. San Salvador 9. Awa

Nabunturan 1. Cabidianan

Montevista 2. Linoan 3. Bankerohan Sur 4. New Visayas

Total Number of Barangays 13 15 12 Source: PPTA Consultant.

2.5 SUMMARY OF SOCIOECONOMIC SURVEY FINDINGS

84. The household survey was conducted among 801 households from the three water supply service areas. The sample was proportionally allocated in the selected barangay of Nabunturan/Monkayo (267 HH) in Compostela Valley as well as in Esperanza and Prosperidad in Agusan del Sur.

85. Findings reveal that although the majority of the respondents (Nabunturan = 69%;

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Esperanza = 83.5%; Prosperidad = 88.2%) receive water from the water service provider in the respective areas, a significant number still do not (Table 2.8). This shows that local development plans to build access to water service need to be pursued.

86. While there is a demand and a willingness to pay for water services, there were suggested areas for upgrading such as improvement of water pressure, establishing a fixed water supply so it will last for 24 hours per day, and reduction of water rates.

87. The survey also showed that there is a sector that would be unable to afford piped water services or sanitation improvement. The suggested response is to continue to respond to the needs of the poor and unserved areas in coordination with LGUs for the delivery of appropriate and affordable water services.

Table 2.8: Key Findings of Socio-Economic Survey – Water Supply Parameter Component Survey Result

Population Characteristics

Poverty Threshold Monthly Household Income for Water Supply P6,195 for a family of 5 based on the NSCB (National Statistical Coordination Board) Official Poverty Statistics published on June 2007

- Nabunturan – with piped connection = P7399.68;non-piped connection = 6817.86;

- Prosperidad – with piped connection = 6817.86; non-piped connection = 4564.76;

- Esperanza – with piped connection = 7186.58; non-piped connection = 4177.64;

- Nabunturan - 42%; Prosperidad – 75.7% and Esperanza - 58% are below this threshold.

Average monthly water bill: Nabunturan – P104.50; Prosperidad – 102.17; Esperanza – 91.35

Average Family size: Nabunturan - 5 persons; Prosperidad – 6 persons; Esperanza – 5 persons.

House ownership: Nabunturan - 84.6%; Prosperidad – 87.5%; Esperanza – 91.7% are owners.

Ethnic Affiliation: Nabunturan – 96.6%; Prosperidad – 92.4%; Esperanza – 82.6% are non-indigenous peoples.

Needs and Demands

Water Interest to connect: Nabunturan 65.1%- ; Prosperidad – 53.4%; Esperanza – 85% of the HHs without piped water connection are willing to connect to the water system.

Main source of water for non-piped HHs: For Nabunturan and Esperanza is deep well; For Prosperidad public faucet.

Perceived areas for improvement: Nabunturan – water supply need to be fixed for 24 hour provision; Prosperidad – quality of water; Esperanza – quality of water and water pressure.

Sanitation

Affordability and Willingness to Pay

Water Connected households are willing to pay with improved water service: - Nabunturan – w/ piped: P150/month, w/o piped connection: P100/month; - Prosperidad – w/ piped connection: P100/month, w/o piped connection:

P150/month; - Esperanza – w/ piped connection: P150/month, w/o piped connection:

P150/month. Sanitation

Hygiene and Sanitation

Water and Sanitation

% of HHs suffered water-related diseases in past year: - Nabunturan – 27.6% of connected as against 11% for non-connected

households; - Prosperidad – 16.5% of connected as against 8.4% for non-connected

households; - Esperanza: 6.2% of connected as against 7.2% for non-connected

households; Social Organization, Gender Roles, Issues

Gender and Develop- ment

Membership in organization: % of HHs headed by women: Nabunturan – 30.3%; Prosperidad – 30%; Esperanza – 20.8.

Central role of women: - Nabunturan - Responsible for supervising/reminding the children to

wash hands (56.6%), Responsible for cleaning the toilet and water

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containers (53.9%), Responsible for removing garbage (47.9%); - Prosperidad - Responsible for supervising/reminding the children to

wash hands (52.9%), Responsible for cleaning the toilet and water containers (50.6%) , Responsible for removing garbage (45.2%);

- Esperanza - Gender roles and decision-making were mainly shared by both husband and wife.

Top 3 issues of women: - Nabunturan: Domestic violence/Violence against women, no income

and availability of jobs; - Prosperidad – no job, gambling and violence against women and

children; - Esperanza – unemployment, gambling and lack of knowledge on

family planning. Source: PPTA socioeconomic survey June 2010.

2.6 ESPERANZA WATER SUPPLY SYSTEM

2.6.1 Existing Facilities

88. The existing water supply system of the Municipality of Esperanza called Esperanza Municipal Waterworks System (EMWS) is a Level III system operated and maintained by LGU; and relevant data gathered includes the following:

89. Existing Service Area: EMWS serves only one (1) out of forty-seven (47) barangays in the municipality, which is of Brgy Poblacion.

90. Source Facilities: Three (3) deep wells and pump stations as follows:

1) Deepwell and P.S. 1 is located at Purok I, Poblacion and has an estimated production capacity of 4 l/s. The well however is presently not utilized because of high iron and manganese content.

2) Deepwell and Pump Station No. 2 is located at Purok II, Poblacion and is equipped with a 5Hp submersible pump with an estimated production capacity of 3L/s. Pump setting is at 48 mbgl. PS No. 2 directly pumps water to the Poblacion area.

3) Deepwell and Pump Station No. 3 is located at Brgy Piglawigan and is equipped with a 10Hp submersible pump with an estimated production capacity of 5L/s. Pump setting is at 29 mbgl. This pump station is provided with a 29 KVA standby power generating set.

91. Number of connections: There are 626 metered service connections, broken down into 605 domestic connections, 19 non-domestic connections and 2 public faucets.

92. Storage Facilities: There is one (1) elevated concrete reservoir in the Brgy Poblacion with a capacity of 67 m3. The reservoir is operated on a fill-and-draw system. Pump Station No. 3 directly pumps water into the reservoir prior to distribution to the service area by gravity. The maximum water level is at 15.5 meters while the low water level is at 12 meters above ground level.

93. Transmission and Distribution Facilities

1) The Esperanza water system has 5 km of 75mm and 100mm diameter transmission mains.

21


2) The present service area has 6,485 LM of 25mm to 100mm diameter PE and

uPVC transmission/distribution pipelines laid in 1997 to 2004 as shown in Table 2.9.

Table 2.9: Transmission/ Distribution Pipelines - Esperanza

Size (diameter in mm)

Length (m) Material Year Installed Remarks

100 1,995 uPVC 1997 Active75 495 uPVC 1997 Active50 2,425 PE 1997-2004 Active32 925 PE 2004 Active25 645 PE 2004 Active

Total Length 6,485 Appurtenances: The pipeline appurtenances include two (2) gate/isolation valves on

the transmission lines and eight (8) gate/isolation valves on the distribution lines with diameter sizes ranging from 50 to 100 mm, and two (2) fire hydrants.

The existing facilities in the present service area and some expansion barangay are shown in Photograph 2.1.

Refer to Appendix 2.2 for initial data gathered on the existing facilities of EMWS and some barangays included for expansion.

Photograph 2.1: Existing Facilities – EMWS and Proposed Expansion Areas

Abandoned EMWS Pumping Station No. 1

EMWS Well and Pumping Station No. 2

Well

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EMWS Well and Pumping Station No.3

Poblacion Elevated Concrete Reservoir

House Service Connections @ Poblacion

Pumping Station @ Brgy. Bentahon

Concrete Reservoir & Abadoned Well @ Labao

Pumping Station & Concrete Reservoir @ Guadalupe

23


Brgy. Crossing Luna Elevated Reservoir

Public Faucet @ Brgy. Sta. Fe

2.6.2 Organization and Operation

94. EMWS is subsidized by the local government of Esperanza. It is one (1) of the offices under the Municipal Economic Enterprises Division of Esperanza LGU. The office of the Municipal Engineer is responsible for its operation and maintenance. Presently, the EMWS is managed, operated and maintained by five (5) personnel under the Municipal Engineering Office headed by the Municipal Engineer. The organizational chart is shown in Figure 2.4.

Figure 2.4: Organization Chart of EMWS

Job Order Plumbers/Laborers

MUNICIPAL ENGINEER

2 - Waterworks Engineer

1 - Administratve Clerk

1 - Meter Reader

1 - Waterworks Plumber

95. Billing and collection. Currently there is only one (1) meter reader doing manual reading of the meters of EMWS concessionaires on 22-25 day cycle. The meter reader reads the meter and reports the reading to the head office. After 2 days the bill is delivered to the customer by the meter reader. Recording of the meter reading is done by hand and then input to the billing system at the head office.

96. Payment of water bills by the concessionaires may be done at the Esperanza Municipal Office. If payment hasn’t been received after 60 days (1 month arrears plus the current period) a disconnection notice is issued and a temporary disconnection is carried out whereby the meter is plugged.

97. Maintenance procedures. The EMWS’s maintenance program includes repair of

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leaks and damaged pipelines and interconnections, disconnection and interconnection of service connections, flushing of the water lines, and cleaning of the reservoirs. However, EMWS has no program for the calibration and replacement of defective water meters.

98. The plumbers are scheduled every month to open the blow-off valves along the transmission lines and for regular checking of the distribution facilities. The service connections are made of G.I. pipes and fittings and are being replaced if there are leaks.

99. System operation. The EMWS is operated on a fill-and-draw scheme wherein water from Pumping Station No. 3, located in Brgy Piglawigan is conveyed to the Poblacion elevated concrete reservoir before serving by gravity the distribution system. During peak hour demands, Pumping Station No. 2 supplies directly to the distribution system to augment the demand of the service area.

100. EMWS normally provides 14 to 16 hour service in the distribution network; however other parts are experiencing low line pressures. All areas in Poblacion have high pressures at 4 am to 6 am, after the 67 m3 reservoir is full at around 11 pm to 12 midnight.

101. System pressures. System pressures in Esperanza service area medium to low—in some areas, pressures are as low as 2 meters (2.8 psi).

102. Water quality. It was noted that EMWS has no record of water sampling from existing well and spring water sources. Likewise EMWS do not conduct regular bacteriological tests to monitor potability of water and to ensure that there are no disease carrying organisms in the drinking water.

103. Water rates. The minimum water tariff for Esperanza is P52.50 for the first 10 m3 for domestic users. The fixed charges for water consumption in residential, commercial and government building/facilities are shown in Table 2.10. Other fees collected by EMWS from its concessioners are shown in Table 2.11.

104. Any water bill paid after the due date has an additional penalty of 5% to be computed based on the total amount of the bill.

105. A reconnection fee of P75.00 is charged to any consumer of EMWS whose water services was disconnected in violation of the terms of the service contract.

Table 2.10: Esperanza Water Rates – EMWS

CLASS Minimum Fee for Water Consumption from 0 to 10 cum

Rate of Fee Per Cubic Meter for Water Consumption in Excess of 10 cum, from 11 to

20 cumResidential P52.50 P10.35Government P52.50 P10.35Commercial P73.50 P14.50

CLASSRate of Fee Per Cubic Meter for Water

Consumption in Excess of 20 cum, from 21 to 30 cum

Rate of Fee Per Cubic Meter for Water Consumption in Excess of 30 cum, from 31 to

40 cumResidential P11.40 P12.80Government P11.40 P12.80Commercial P15.95 P17.9

CLASSRate of Fee Per Cubic Meter for Water

Consumption in Excess of 40 cum, from 41 to 50 cum

Rate of Fee Per Cubic Meter for Water Consumption in Excess of 50 cum, from 51

cum and AboveResidential P14.75 P17.70Government P14.75 P17.70Commercial P20.6 P24.75Source:EMWS, Effective Date: August, 2000

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Table 2.11: Application/Installation/Guarantee Fee for Water Meter – EMWS

CLASS Application/Installation Fee for Water Meter Guarantee Fee for Water Meter

Residential P1,000.00 P205.00Government P1,000.00 P205.00Commercial P1,000.00 P205.00Source:EMWS, Effective Date: August, 2000

106. Water use profile. The water use profile and water accountability for the period January to December 2009 could not be analyzed due to lack of data from the EMWS for the following:

available billing, consumption and production records.

107. EMWS do not prepare and maintain Monthly Data Sheet (MDS) of its operation of the waterworks system since operating in 1997.

108. Non-Revenue water (NRW). Unfortunately, Esperanza Municipal Waterworks System, being an LGU operated and managed service provider, does not have an aggressive NRW Reduction Program. Due to lack of production meter in its water sources, the EMWS is in no position to determine its NRW. The EMWS officials explained that their non-revenue water is not attributed to the water losses but rather it is due to the amount of water used during flushing of pipelines.

109. Water System Deficiencies. The main deficiencies of the existing water system are presented as follows:

the present capacity of existing sources is just adequate to meet the present demand but could not accommodate new service connections in the near future because of limited sources;

water storage volume is not adequate for operational and emergency demand of the system, resulting to insufficient pressure in the distribution system;

lack of water treatment/disinfection facility in the pumping stations resulting to poor water quality;

lack of production meters in monitoring the existing production wells; lack of standby power generating set in PS #2 for continuous power supply during

power failures; lack of technical data for wells, pumping facilities, reservoirs and pipelines; and lack of technical expertise in operating the system.

110. Barangay not covered by EMWS get their water needs from public/private shallow wells, public deepwells (Level III); and communal faucets (Level II). Some residents fetch their water from open dug wells, spring / river and pond. Other households used mineral or purified bottled water for drinking and cooking purposes from vendors and peddlers.

2.6.3 Population and Water Demand Projections

111. Population projection is the analysis of recorded population growth to determine future population trends. It serves as the basis for forecasting water demand in the service area. Growth rate trends used in population projections for this study were computed using historical records of population growth in Esperanza, Agusan del Sur obtained from the National Statistics Office (NSO). Population and water demand projections for the delineated service area are the principal bases for the design of the improvement of water supply

26


system. These projections significantly affect facility layout and sizes, construction staging and total project cost. In this particular study, population and water demands are projected for the years 2010, 2015, 2020 and 2025.

112. Service area delineation. The future service area of EMWS has been delineated per discussions with the officials of Esperanza Municipal Engineers Office, on the basis of data review and reconnaissance field surveys, and discussions with concerned LGU officials. Surveys and ocular inspections of the existing and proposed service area were conducted by the Consultant with the assistance of the officials of EMWS in April and May 2010.

113. The present service area of EMWS includes only one (1) barangay, which is Brgy Poblacion, in the municipality of Esperanza, Agusan del Sur. The whole municipality of Esperanza is composed of forty (47) barangays.

114. As discussed with LGU officials, the existing service area will eventually be expanded to include fifteen (15) additional barangays, as shown in Table 2.12.

115. As discussed with the EMWS officials, the proposed fifteen (15) barangays were grouped or clustered differently as listed in the table. Considering the respective geographical locations, the delineated barangays have been grouped into six sub-systems.

116. Factors considered in the delineation of future service area include willingness to connect, concentration of population, proximity to existing system or location in relation to the proposed route of the transmission lines and other technical and economic considerations. Figure 2.5 shows the present and future service area of the EMWS.

Table 2.12: Present and Proposed Service Area Expansion – EMWS

Present Service Area1 Pobalacion System 1Future Service Area1 Piglawigan 22 Cubo 33 Dakutan 51 Crossing Luna 72 Labao 113 Catmonon 121 San Isidro 3.52 Bentahon 43 Mahagcot 64 Taganahaw 91 Duangan 172 Guadalupe 181 Hawilian 2.52 Remedios 41 Santa Fe System 6 10

Municipal Barangays Proposed Service Area System/Cluster

Distance from Poblacion (km)

System 1

System 2

System 3

System 4

System 5


27


Figure 2.5: Delineated Barangays in the Service Area - EMWS

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117. Municipal, barangay and service area population projections. The population projections and the service area were made considering 1) past population trend, 2) population densities, 3) the potential for growth, 4) general topography, and 5) physical limits of the urban and local land use regulations. The population projections for Esperanza were performed based on the analysis made on the above-mentioned factors that affect population trend.

118. Past growth rates of municipal population. The population of Esperanza has grown for the past years exhibiting an average annual growth rate from 1990 to 2007 of 1.64%. The annual growth rates of the municipal population of Esperanza from 1980 to 2007 are summarized in Table 2.13.

119. As shown in the table, the growth rate pattern for Esperanza has been fluctuating since 1990. The increase in growth was from the period 1990 to 1995; this was due to the in-migration of people who were engage directly or indirectly in wood industry such as logging, either legal or illegal. However, in year 2000 fast development in nearby towns of Agusan del Sur such as Bayugan, San Francisco and Prosperidad that they tend to live near their work place may have caused the migration not to mention also the considerable numbers of residents working abroad.

Table 2.13: Historical Population and Growth Rates – Esperanza

Census Year Population Count Population Increase Annual Growth

Rate (%) 1980 25,257 1985 27,231 1,974 1.52 1990 36,139 8,908 5.82 1995 42,118 5,979 3.11 2000 44,151 2,033 0.95 2007 47,659 3,508 1.10

Source: National Statistic Office 120. Projected municipal and barangay populations. The future growth rates were estimated based on field conditions, Municipal development plans, and past population trends. Projection of future population for the barangays of the municipality used the ratio method, i.e., extrapolating ratio between the barangays and the municipal population. This is appropriate as analysis of the NSO projections shows that the annual growth rates of the barangays follow the same trend as those of the Municipality.

121. The historical and projected population and growth rates of the municipality of Esperanza and its barangays are presented in Table 2.14.

122. The YR 2007 data were used in extrapolating the projected growth rates. Table 2.15 shows the projected growth rates for Esperanza up to year 2025.

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Table 2.14: Historical and Projected Population and Growth Rates – Municipality of Esperanza, Agusan del Sur

1990 1995 2000 2007 1990-95 1995-00 2000-07 2007-10 2010-25 Ratio 2010 2015 2020 2025ESPERANZA 36,139 42,118 44,151 47,659 3.11 0.95 1.10 1.04 0.95 49,162 51,668 54,174 56,680

1 Anolingan 823 1,103 1,339 1,549 6.03 3.95 2.10 -3.92 0.95 0.0279 1,374 1,444 1,514 1,5842 Bakingking 424 442 502 467 0.83 2.58 -1.03 4.53 0.95 0.0108 533 561 588 6153 Bentahon 769 1,141 1,287 1,065 8.21 2.44 -2.67 4.84 0.95 0.0250 1,227 1,290 1,353 1,4154 Bunaguit 944 1,048 990 1,027 2.11 -1.13 0.53 4.36 0.95 0.0237 1,167 1,227 1,286 1,3465 Catmonon 1,150 1,277 1,387 1,426 2.12 1.67 0.40 2.10 0.95 0.0309 1,518 1,595 1,672 1,7506 Concordia 494 562 662 675 2.61 3.33 0.28 0.75 0.95 0.0140 690 726 761 7967 Dakutan 2,618 2,822 2,748 2,709 1.51 -0.53 -0.20 5.46 0.95 0.0646 3,177 3,339 3,501 3,6638 Duangan 725 877 1,073 1,280 3.88 4.12 2.55 -4.03 0.95 0.0230 1,131 1,189 1,247 1,3049 Mac-Arthur 380 264 224 174 -7.03 -3.23 -3.54 21.68 0.95 0.0064 314 329 345 361

10 Guadalupe 2,575 3,070 3,167 3,779 3.58 0.62 2.56 -1.35 0.95 0.0738 3,628 3,813 3,998 4,18211 Hawilian 1,842 2,317 2,158 2,401 4.70 -1.41 1.54 1.66 0.95 0.0513 2,523 2,651 2,780 2,90812 Labao 399 581 598 752 7.81 0.58 3.33 -3.98 0.95 0.0135 666 700 733 76713 Maasin 717 991 1,179 1,316 6.69 3.54 1.58 -3.01 0.95 0.0244 1,201 1,262 1,323 1,38414 Mahagcot 601 635 899 843 1.11 7.20 -0.91 0.56 0.95 0.0174 857 901 945 98815 Milagros 1,073 986 777 858 -1.68 -4.65 1.43 8.31 0.95 0.0222 1,090 1,146 1,201 1,25716 Nato 1,933 1,731 1,801 1,474 -2.18 0.80 -2.82 11.51 0.95 0.0416 2,044 2,148 2,252 2,35717 Oro 1,272 1,207 1,030 1,474 -1.04 -3.12 5.25 -0.51 0.95 0.0295 1,452 1,526 1,600 1,67418 Pobalacion 3,179 3,965 3,838 4,129 4.52 -0.65 1.05 1.92 0.95 0.0889 4,371 4,594 4,817 5,04019 Remedios 1,135 1,270 1,275 1,332 2.27 0.08 0.63 2.99 0.95 0.0296 1,455 1,529 1,603 1,67820 Salug 917 1,035 902 1,022 2.45 -2.71 1.80 3.36 0.95 0.0230 1,129 1,186 1,244 1,30121 San Toribio 988 1,797 1,964 2,169 12.71 1.79 1.43 -3.21 0.95 0.0400 1,966 2,067 2,167 2,26722 Santa Fe 903 1,241 1,346 1,411 6.57 1.64 0.68 -0.08 0.95 0.0286 1,408 1,480 1,551 1,62323 Segunda 285 223 220 264 -4.79 -0.27 2.64 3.34 0.95 0.0059 291 306 321 33624 Tagabase 493 632 647 649 5.09 0.47 0.04 2.53 0.95 0.0142 700 735 771 80725 Taganahaw 248 315 295 346 4.90 -1.30 2.30 0.16 0.95 0.0071 348 365 383 40126 Tagbalili 432 404 558 633 -1.33 6.67 1.82 -2.68 0.95 0.0119 583 613 643 67327 Tahina 408 492 470 652 3.82 -0.91 4.79 -3.75 0.95 0.0118 581 611 641 67028 Tandang Sora 616 987 789 716 9.89 -4.38 -1.38 7.99 0.95 0.0183 902 948 994 1,04029 Agsabu 174 319 315 600 12.89 -0.25 9.64 -13.03 0.95 0.0080 395 415 435 45530 Aguinaldo 196 221 403 494 2.43 12.77 2.95 -9.13 0.95 0.0075 371 390 409 42731 Balubo 413 519 588 827 4.68 2.53 4.99 -6.83 0.95 0.0136 669 703 737 77132 Cebulan 176 270 273 328 8.94 0.22 2.66 -3.01 0.95 0.0061 299 314 330 34533 Crossing Luna 1,160 1,165 1,303 1,243 0.09 2.26 -0.67 4.48 0.95 0.0288 1,418 1,490 1,562 1,63534 Cubo 843 660 761 651 -4.78 2.89 -2.21 9.68 0.95 0.0175 859 903 947 99035 Guibonon 361 168 459 659 -14.19 22.26 5.30 -10.69 0.95 0.0096 470 493 517 54136 Kalabuan 282 263 353 422 -1.39 6.06 2.58 -3.46 0.95 0.0077 380 399 418 43837 Kinamaybay 117 532 636 597 35.38 3.64 -0.90 -4.13 0.95 0.0107 526 553 580 60638 Langag 653 917 917 1,117 7.03 0.00 2.86 -2.57 0.95 0.0210 1,033 1,086 1,138 1,19139 Maliwanag 248 194 223 208 -4.79 2.83 -0.99 7.26 0.95 0.0052 257 270 283 29640 New Gingoog 246 351 361 430 7.37 0.56 2.53 -2.59 0.95 0.0081 397 418 438 45841 Odiong 321 373 384 458 3.05 0.58 2.55 -1.10 0.95 0.0090 443 466 488 51142 Piglawigan 984 1,061 1,322 1,292 1.52 4.50 -0.33 1.36 0.95 0.0274 1,345 1,414 1,483 1,55143 San Isidro 183 348 431 332 13.72 4.37 -3.66 3.62 0.95 0.0075 369 388 407 42644 San Jose 120 168 177 176 6.96 1.05 -0.08 1.58 0.95 0.0038 184 194 203 21345 San Vicente 349 845 659 586 19.35 -4.85 -1.66 6.10 0.95 0.0142 700 736 771 80746 Sinakungan 749 137 189 276 -28.81 6.65 5.56 14.88 0.95 0.0085 418 440 461 48247 Valentina 221 192 272 371 -2.77 7.21 4.53 -6.57 0.95 0.0062 303 318 333 349

Source: PPTA

Historical and Projected Populat ion and Growth RatesM unicipality of Espernsa, Agusan del Sur

ProjectedHistorical Population and Ratio Historical Population Growth

Rate (PGR)Barangays in the Service Area

Projected Growth Rates Projected Population

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Table 2.15: Future Populations and Growth Rates – Esperanza

Year Future Population

Population Increase/Decrease

Annual Growth Rate (%)

2007 47,6592010 49,162 1,503 1.042015 51,668 2,506 1.002020 54,174 2,506 0.952025 56,680 2,506 0.91

Source: PPTA 123. Service area and served population projections. The future served population is the segment of the service area population expressing willingness-to-connect to the system. The projected served population in the service area was estimated based on in coordination with the officials of the EMWS. The expansion has been proposed on the following considerations:

willingness of the people to connect to the system due to assurance of availability of safe and adequate water supply;

natural increase of population; hence, more potential consumers (expansion of service area due to projected increase of population); and

proximity to the distribution and transmission pipelines.

124. The summary of the projected served population and percentage with respect to the projected total municipal and service area population are summarized in Table 2.16. The details of the projected service area and served population for each barangay are presented in Appendix 2.1.

125. Figure 2.6 is the graphical representation of the projected municipal, service area and served population for years 2010, 2015, 2020 and 2025.

126. For the delineated sixteen (16) barangays presented, the summary of annual served population, service area and municipal population projection are summarized in Table 2.17.

Table 2.16: Service Area and Served Population Projection – EMWS

Population YR 2010 YR 2015 YR 2020 YR 2025Municipal Population 49,162 51,668 54,174 56,680Service Area Population 20,162 22,573 24,876 27,817Served Population 16,840 19,303 21,816 25,010% Municipal Population 34.3% 37.4% 40.3% 44.1%% Service Area Population 83.5% 85.5% 87.7% 89.9%Source: PPTA

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Figure 2.6: Municipal, Service Area and Served Population Projection – EMWS

05,000

10,00015,00020,00025,00030,00035,00040,00045,00050,00055,00060,000

YR 2010 YR 2015 YR 2020 YR 2025

Popu

lati

onMunicipal, Service Area and Served Pipulation Projections

Municipal Population

Service Area Population

Served Population

Table 2.17: Annual Service Area Population and Served Population – EMWS

Year Total Municipal Poupulation

Service Area Population

Served Population

2010 49,162 26,301 16,8402011 49,664 26,569 17,3332012 50,165 26,837 17,8262013 50,666 27,105 18,3192014 51,167 27,373 18,8122015 51,668 27,641 19,3032016 52,169 27,909 19,8062017 52,670 28,177 20,3092018 53,172 28,445 20,8122019 53,673 28,713 21,3152020 54,174 28,982 21,8162021 54,675 29,250 22,4552022 55,176 29,518 23,0942023 55,677 29,786 23,7332024 56,178 30,054 24,3722025 56,680 30,322 25,010

Source: PPTA

127. Service connections projections. In this study, the number of persons being served by each service connection adopted was 5 considering the result of the socio-eco survey (SES) conducted PPTA consultants in September 2010 that a significant percentage of all the households involved in the study have an average of four members.

128. Furthermore, according to SES survey results, most of the respondents with piped connection are usually households with four members (22.7%), followed by households with three members (21.6%), then by households with six members (19.6%) and households with

32


five members (14.4%).

129. The number of service connections was projected based on the results of the surveys on the willingness-to-connect and willingness-to-pay in relation to the proposed expansion program.

130. For the expansion areas, the number of commercial connection is computed using a connection-density ratio method. This is the ratio of the number commercial/industrial connection to the service area population. These ratios may vary from 0.30 to 1.20 connections per 100 persons. For EMWS, the ratio used is 0.30, 0.40, and 0.50 for every 100 population for year 2015, 2020 and 2025, respectively. The number of persons served by a commercial connection is assumed at 2.

131. The institutional connections are projected using a connection density ratio of about 2 for every 20000 service area population.

132. The annual projected number of service connections per connection category and corresponding served population for years 2010 to 2025 are shown in Table 2.18.

Table 2.18: Annual Service Connection and Served Population – EMWS

No. of Served No. of Served No. of No. of ServedConn. Pop. Conn. Pop. Conn. Conn. Pop.

2010 3,347 16,734 53 106 28 3,428 16,8402011 3,445 17,225 54 108 28 3,527 17,3332012 3,543 17,716 55 110 28 3,626 17,8262013 3,641 18,207 56 112 28 3,725 18,3192014 3,739 18,698 57 114 28 3,824 18,8122015 3,839 19,187 58 116 28 3,925 19,3032016 3,937 19,678 64 128 28 4,029 19,8062017 4,035 20,169 70 140 28 4,133 20,3092018 4,133 20,660 76 152 28 4,237 20,8122019 4,231 21,151 82 164 28 4,341 21,3152020 4,327 21,642 87 174 29 4,443 21,8162021 4,452 22,265 95 190 29 4,576 22,4552022 4,577 22,888 103 206 29 4,709 23,0942023 4,702 23,511 111 222 29 4,842 23,7332024 4,827 24,134 119 238 29 4,975 24,3722025 4,951 24,756 127 254 30 5,108 25,010

Source: PPTA

Year

Domestic Connections

Commercial Connections

Institutional Connections Total

133. Water demand projections. Water demand projection serves as the basis for preparing the water supply feasibility study and outline engineering design. Climatic conditions, housing patterns, water rates, availability of water supply, and water system management are several factors that determine future water demand.

134. The total water demand is equal to the sum of water demands from domestic/residential, commercial/industrial, institutional/government and the unaccounted-for-water due to wastages and leakages in the system.

135. Domestic/ residential water demand. Total domestic water demand is a function of the number of households per income group connected to the system, average number of persons per household and per capita water consumption per income group.

136. Since there is no available data on present per capita consumption in the municipality,

33


an assumption was made. The domestic/residential water consumption rate is assumed to be 100 liters per capita per day (lpcd).

137. The domestic per capita consumption of 100 lpcd is assumed to increase at an annual rate of 2.0% from year 2010 to 2015 and 1.0% from year 2015 to 2026. The average unit consumptions derived using the aforementioned assumptions are tabulated in Table 2.19.

138. The total water demand of the population that would be served by domestic/residential connections was obtained by multiplying the population served by the unit consumption. The results of the projection shows that domestic water demand will increase annually from an estimated 1,627 m3/day in 2010 to 3,019 m3/day in year 2025.

Table 2.19: Average Unit Domestic Consumptions - Esperanza

Municipality Year/Projected Unit Domestic Consumption (lpcd) 2010 2015 2020 2025

Present Service Area 100 110 116 122 Future Service Area 100 110 116 122


139. Commercial/Industrial Water Demand. The average unit consumption for commercial/industrial connections is assumed to be 1.3 m3/day in 2010 and is projected to increase as shown in Table 2.20. Commercial/industrial water demand of 71 m3/day in year 2010 will increase annually to 203 m3/day in design year 2025.

Table 2.20: Average Unit Commercial/Industrial Consumptions - Esperanza

Municipality Year/Projected Unit Commercial Consumption

(m3/day) 2010 2015 2020 2025

Present Service Area 1.3 1.4 1.5 1.6 Future Service Area 1.3 1.4 1.5 1.6


140. Institutional/ government water demand. Institutional water demand consists of the water requirements of institutions like schools, churches, public administration buildings and hospitals. The initial unit water consumption for institutional connections is 4.0 m3/day. This is projected to increase as shown in Table 2.21.

141. The estimated institutional/government water demand of 112 m3/day in 2010 is projected to increase to 150 m3/day in year 2025.

Table 2.21: Average Unit Institutiona/ Government Consumptions - Esperanza

Municipality Year/Projected Unit Institutional Consumption

(m3/day) 2010 2015 2020 2025

Present Service Area 4.00 4.50 4.75 5.00 Future Service Area 4.00 4.50 4.75 5.00


142. Unaccounted-for water. Unaccounted–for water (UFW) is defined as the difference between water being produced and water being billed. The UFW is otherwise known as non-revenue-water (NRW) since it does not generate revenue for the waterworks provider. Unbilled connections, leakages, wastage, water used for fire fighting, system flushing and other unbilled uses constitute the NRW.

143. For this project study, it is assumed that NRW will be maintained at 20% from year

34


2010 through 2025 as per LWUA guidelines for NRW.

144. Total water demand. Total water demand is the sum of domestic/residential, commercial/industrial and institutional/government water consumptions, including NRW. This is considered to be the average day demand (ADD).

145. The summary of total water demand projections up to design year 2025 is shown in Table 2.22 and elaborated in Appendix 2.1.

Table 2.22: Summary of Total Water Demand Projections – EMWS

Year Domestic Demand

Commercial Demand

Institutional Demand Total Demand NRW Ave-Day

Demand(cumd) (cumd) (cumd) (cumd) (cumd) (cumd)

2010 1,679 71 112 1,862 467 2,3292011 1,766 73 115 1,954 489 2,4432012 1,853 75 118 2,046 511 2,5572013 1,940 77 121 2,138 533 2,6712014 2,027 79 124 2,230 555 2,7852015 2,113 79 126 2,318 579 2,8972016 2,192 90 129 2,411 604 3,0152017 2,271 101 132 2,504 629 3,1332018 2,350 112 135 2,597 654 3,2512019 2,429 123 138 2,690 679 3,3692020 2,508 135 143 2,786 699 3,4852021 2,610 149 144 2,903 728 3,6312022 2,712 163 145 3,020 757 3,7772023 2,814 177 146 3,137 786 3,9232024 2,916 191 147 3,254 815 4,0692025 3,019 203 150 3,372 843 4,215

Source: PPTA

Annual Water Demand ProjectionsEsperanza Municipal Water Supply (Esperanza, Agusan del Sur)

146. Water demand variations. During the actual operation of the system, demand fluctuations are expected to occur. Demand variations may be attributed to population density, water use, characteristics of the population, and use of water for emergency purposes.

147. Extreme variations such as maximum day demand (MDD) and peak-hour demand (PHD) are considered in the design of the system. MDD is the highest daily demand projected in a year while PHD is the highest hourly demand in a day. The ratio of the maximum-day demand (MDD) to average-daily demand (ADD) is dependent upon population density and, based on LWUA Methodology Manual is estimated as shown in Table 2.23. For EMWS, the ratio of MDD to ADD is 1.30:1 is adopted; while the ratio of PHD to ADD is 2.00:1.

35


Table 2.23: Ratio of MDD to ADD Service Area Population R ation of MDD to ADD

Less or Equal 30,000 1.30:1From 30,000 - 200,000 1.25:1

Over 200,000 1.20:1 Source: LWUA Methodology Manual.

148. Source capacities and transmission mains are usually designed based on the MDD requirement of the system while distribution pipelines are designed based on the PHD requirement.

149. Table 2.24 shows the yearly water demand variations of EMWS from year 2010 to design year 2025 and Figure 2.6 shows the corresponding water demand variation curve for EMWS.

Table 2.24: Annual Water Demand Variations (m3/day) - EMWS

Year Ave-Day Demand

(cumd) (cumd) (cumd)2010 2,329 3,028 4,6582011 2,443 3,176 4,8862012 2,557 3,324 5,1142013 2,671 3,472 5,3422014 2,785 3,621 5,5702015 2,897 3,766 5,7942016 3,015 3,920 6,0302017 3,133 4,073 6,2662018 3,251 4,226 6,5022019 3,369 4,380 6,7382020 3,485 4,531 6,9702021 3,631 4,720 7,2622022 3,777 4,910 7,5542023 3,923 5,100 7,8462024 4,069 5,290 8,1382025 4,215 5,480 8,430

Source: PPTA

Max. Day Demand Peak Hour Demand

Annual Water Demand Variation ProjectionsEsperanza Municipal Water Supply (Esperanza, Agusan del Sur)

36


Figure 2.7: Water Demand Variation Curve – EMWS

0

1 ,0 0 0

2 ,0 0 0

3 ,0 0 0

4 ,0 0 0

5 ,0 0 0

6 ,0 0 0

7 ,0 0 0

8 ,0 0 0

9 ,0 0 0

2 0 1 0 2 0 1 5 2 0 2 0 2 0 2 5

Water Demand (cum)

Yea r

W ater De m and Variation Cu rve - EM W S

P e ak H o u r D e m d

Max.D ay D e m an d

Ave -D ay D e m an d

Total D e m an d

2.6.4 Water Resources

150. The Municipality of Esperanza Waterworks System (EWS) obtains its water supply from EWS Pumping Station No. 3 (PS3) at Bgy Piglawigan with a total daily production of about 576 cumd. The other two pumping stations located at the Poblacion are the abandoned PS1 beside the reservoir and the idle PS2 which has remained inactive since 2009 due to frequent pump breakdowns.

151. The future demand of EWS including the expansion barangay can be supplied by groundwater through wells and spring development.

152. Three of the major rivers in the Agusan River Basin pass through the municipality of Esperanza. These are the Ojot and Wawa-Andanan rivers to the west and eastern parts of Esperanza Poblacion, and Libang River to the upstream south southwest of Esperanza.

A. Water Resources Inventory

1. Surface Water Inventory

153. The Ojot and Libang rivers originate from the Central Cordillera in the Provinces of Bukidnon and Misamis Oriental with its northern and southern basin boundaries near Las Nieves and San Toribio municipalities. The Wawa-Andanan River to the east drains the municipalities of Sibagat and Bayugan Agusan del Sur before discharging into the Agusan River with its confluence at Esperanza, Poblacion.

154. The National Irrigation Administration (NIA) plans to tap both Ojot and Libang rivers as a source for irrigation development of 4,700 hectares of rice land.

155. River discharge measurements were carried out by NPC (National Power Corporation) during the period 1974–1980 at Ojot River, and 1977–1980 at Libang River and Wawa-Andanan, and by DPWH-BRS at Sibagat up to the present. However, streamflow data still need to be collected from both agencies.

37


156. Based on the Master Plan Report, the mean discharge and dependable flow for Ojot River at the confluence of Agusan River is estimated at 25.93 and 12.27 m3/s, Libang River 8.06 and 3.82 m3/s and Andanan River 31.42 and 14.87 m3/s respectively. Esperanza can utilize its abundant surface water potential for present and future water supply requirement however this alternative will require expensive water treatment procedures.

2. Groundwater Resources Inventory

157. Geology. The Municipality of Esperanza is underlain with alluvial deposits that offer the best potential for groundwater development in basin.

158. Springs Inventory. Small to medium capacity springs exist at the southeastern and northeastern areas of the Poblacion. There is a need to locate and quantify the discharges of these and other springs that may be used as a source of domestic water supply.

159. Springs are utilized by the rural barangay of Duangan and Tag-anahaw for domestic water supply and for irrigation purposes. The springs should be subjected to proper monitoring and evaluation prior to utilization to determine the spring capacity and their behaviour during the dry season.

160. Well Inventory. Groundwater in the municipality of Esperanza is utilized through wells and springs. Shallow wells are used throughout the municipality for domestic water supply as well as for the irrigation of rice crops. An inventory by the Municipal Agriculture Office of Esperanza indicated a total of 104 shallow wells, normally equipped with centrifugal pumps, are operating in 18 out of 27 barangay of the municipality.

161. The domestic water requirements of the majority of the population of the various barangay of Esperanza are served by groundwater through deep and shallow wells equipped with hand pumps.

162. Deep and shallow wells drilled in the municipality of Esperanza provide water supply to the poblacion and other barangay. In addition, there are numerous shallow wells used for domestic and irrigating rice crops. Several free-flowing wells (<1l/s discharge) with 12-15m depth by 50mm diameter can be found along the eastern side of Agusan River south of Esperanza. This area, however, is subjected to annual flooding, the worst having occurred in 1999 with an inundation depth of about 2.0 m.

163. Of the three wells constructed by the Esperanza Waterworks System, only PS3 is operational. PS1 beside the 67 m3 reservoir was abandoned since 1990, and PS2 has been under repair since 2009; both wells are located in the Poblacion area. The static water levels of the production wells are 4-5m below ground surface.

164. A complete inventory of wells needs to be undertaken for groundwater resource potential assessment in the area.

165. Esperanza Waterworks System facilities.The Municipality of Esperanza Waterworks System supplies the Poblacion area and obtains its water supply from PS3 well located at Bgy Piglawigan (J.C. Agudo School Site) with a total daily production of 576 m3/d, operating from 3am to 11 pm pumping daily until the 67 m3 reservoir is full. However, about 50% of the 15l/s discharge rate from PS3 is being lost due to leaks and transmission loss during pumping directly into the 67 m3 reservoir. The average flow measured on the mainline before the reservoir is only 8l/s.

166. Table 2.25 provides the technical information on the existing wells of the Esperanza Waterworks System.

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Table 2.25: Esperanza Waterworks Well Data Well Information PS1 PS2 PS3

1 Well location

Poblacion (beside 67 cum reservoir)

Poblacion, Basakan, about 500m N of PS3

Bgy Piglawigan, Esperanza (Jose Calo Agudo E/S)

2 Latitude N 08°40’50.2” N 08°40’26.4” N 08°40’04.6” 3 Longitude E 125°38’49.2” E 125°39’37” E 125°39’43” 4 Well Depth 12 m 61 m 71.6 m

5 Casing Diameter/Type RCPC w/ 8” PVC casing

200mm/GI Casing 200mm/GI Casing

6 Length of 8” diameter SS wire-wound screens (m)

Improved open dugwell- Open hole perforation

15m 24m

7 Static Water Level (m below ground surface)

No data 4.9 m/ April 8, 2003-ANCOR Drilling. 4.55m/ Nov 11, 2010 EWS

4.1 m/ Sep 2004-ANCOR Drilling. 5.3m/ Nov 11, 2010 PPTA

8 Pumping Water Level (m below ground surface)

11.99m 4.35m-9/16/04 6.16m-11/23/10

9 Discharge (lps) 3.78 lps 5 lps-9/16/04 15 lps-11/12/10

10 Drawdown (m) 7.10 m 1.56 m 11 Specific Capacity lps/m 0.53 9.6 lps/m

12 Pump Setting/HP 48m / Submers. pump 3hp

31m / Submers. pump10hp

13 Remarks Abandoned 1990-sand pumping

Under repair since 2009 Operational

Groundwater Potential Low High Source: Esperanza Municipality Waterworks.

167. The PS 2 well, located at Poblacion, Basakan, is reportedly pumping 3l/s from 6 am until 10 am, while still in commission. The frequent pump/motor breakdowns can be an indication of limited aquifer yield (reportedly pumping air and water) that contributes to the overheating of the submersible motor.

168. The presence of a potential aquifer in the area makes surface water the least alternative source of domestic water supply for EMWS. The pumping tests conducted in 2004 during PS3 well construction and during PPTA 2010 field surveys confirms the presence of highly permeable layers at 30-60m depth. The pumping test conducted on PS3 on 17 November 2010 indicated a Specific Capacity (SC)= 9.6l/s/m at Q= 15.2l/s and 1.56m of drawdown, pumping water level stabilized at 6.16mbGL after 32 minutes of pumping.

169. The expansion areas and additional demand identified by the study can be supplied by both the wells and spring sources.

170. Although the pumping tests indicate promising results the collected well parameters may not be applicable to other sites without further groundwater investigation. The existing PS2 and PS3 wells which are less than 500m apart with almost identical well design and strata logs exhibit great variation in terms of aquifer yield. The 9.6l/s/m specific capacity of PS3 is 12 times higher than that of PS2 with only 0.8l/s/m; both wells were drilled in the same alluvial formation by Ancor Drilling in 2003 and 2004 respectively.

171. The lack of adequate groundwater information in the expansion areas makes it necessary to conduct a geo-resistivity survey and exploratory drilling during the initial stage

39


of the project implementation and design phase of the subproject. Test well drilling is necessary to confirm the quantity and quality of available groundwater in the area. Geophysical logging will be conducted after pilot-hole drilling to determine the exact locations of the well screens or perforations. This will also determine whether treatment facilities will be required in case of high iron, manganese or other excessive chemical concentrations.

172. With the year 2020 maximum-day demands at 52.44 l/s (4,531 m3/d), the additional demands of 20.44 l/s (1,766 m3/d) can be obtained from wells to be drilled within the service areas of the delineated barangay in the Municipality of Esperanza.

173. Piezometric Conditions. Available information is inadequate to define the general piezometric conditions of aquifers in the study area. Generally, groundwater flows from the recharge areas in the Central Cordillera towards the flatter areas of the Agusan River floodplain. Based on topography, the groundwater flow is presumed to be in a generally west-southwest to east-northeast direction towards Agusan River.

174. Aquifer Characteristics. The general area of the municipality of Esperanza is underlain with alluvial deposits. Based on the driller’s log, these alluvial deposits consist of layers of sand, gravel, and boulders mixed or interspersed with clay. Analysis of a 48-hr pumping test of PS3 conducted in September 2004 resulted in an aquifer transmissivity of 400 m2/day. The November 2010 pumping test indicates specific capacity of 9.6 l/s/m with pumping water level stabilize at 6.16m after 32 minutes of pumping, drawdown at 2m at discharge rate (Q)=15l/s. Both tests confirm the presence of highly permeable aquifer penetrated by PS3 which can supply the projected water demand of the proposed water supply improvement system. The proposed system are designed independently into six (6) water supply systems with additional deepwell sources in each system (w/ wells) to utilize the available groundwater sources within the area.

175. Water quality. The physical and chemical water quality results of water samples from Tag-anahaw Spring, Duangan Spring, Crossing Luna, Guadalupe and Bgy Piglawigan PS3 collected during the PPTA fieldwork are discussed here.

176. Five (5) water sampling stations were selected for water quality analyses which are Tag-anahaw, Piglawigan, Crossing Luna, Dunangan and Guadalupe. Table 2.26 shows some descriptions of the sampling stations at Esperanza town.

177. Parameters evaluated for water quality monitoring include those listed in Table 2.27. The Philippine National Standards for Drinking Water (PNSDW) of 2007 was used as the criteria for the evaluation of water quality, the results of which are detailed in Appendix 2.4.

178. Based from Table 2.27, both Tag-anahaw Spring and Piglawigan PW3 exceeded the total dissolved solids (TDS) PNSDW limits of 500mg/L by >60 mg/l. The Piglawigan PW3, Crossing Luna, Duangan and Guadalupe failed the standards for total hardness while the latter three (assumed shallow wells) failed the standards for total coliform. A possible treatment scheme for these water sources includes lowering of TDS and disinfection. Since demineralization processes, reverse osmosis and electro-dialysis are costly, the 500 mg/l limit for drinking water may be achieved via dilution with other water sources. This can be done by adjusting supply flow rates in proportion to stream flows on any given day and mixing, provided the other water sources have <500mg/l TDS content. The coliform levels maybe addressed via the addition of chlorine as calcium hypochlorite, Ca(OCl)2, in either powder or tablet form.

40


Table 2.26: Groundwater Sampling Stations at Esperanza Date/ Time

of Sampling

Sampling Station

Coordinates and Site description

Weather conditions

Sample descriptions

June 16, 2010 0941H

ES 1 Tag-anahaw

N – 8O42’ 43.5” E – 125O40’53.3” No nearby septic tanks present

sunny Clear and odorless

June 16, 2010 1035H

ES-2 Piglawigan

N – 8O 39’ 59.9” E – 125O39’48.1” Nearest septic tank is approx. 25m away; near small pond with stagnant water


June 16, 2010 1105H

ES-3 Crossing Luna

N - 8O40’19.6” E – 125O 41’ 42.0” Nearest septic tank is approx. 20m away

sunny With suspended particles; odourless

June 16, 2010 1305H

ES-4 Duangan

N – 8O 36’ 44.4” E – 125O 42’ 40” No nearby septic tanks present

slightly cloudy

Clear and odourless

June 16, 2010 1346H

ES-5 Guadalupe

N – 8O 34’ 50” E – 125O 42’ 40” No nearby septic tanks present


Source: Water quality surveyor, PPTA, 2010.

Table 2.27: Parameters for Water Quality at Esperanza

pH Nitrite Cadmium Temperature Boron Chromium Turbidity Sulfide Iron Color Silica Lead TDS Ammonia Manganese Total Hardness Fluoride Total Coliform Chloride Sulfate Fecal Coliform Nitrate-N Total Mercury Benzene Arsenic Organochlorine pesticides Source: PPTA Consultant.

Table 2.28: Summary of Stations which Exceeded PNSDW Standards Parameter Units Standard Results Remarks

ES 1 Tag-anahaw TDS mg/L 500 580 FAILED ES 2 Piglawigan TDS mg/L 500 568 FAILED

Total Hardness mg/L 300 369 FAILED ES 3 Crossing Luna Total Hardness mg/L 300 418 FAILED

Total Coliform mg/L < 1.1 or 0 1.1 FAILED ES 4 Duangan Total Hardness mg/L 300 474 FAILED

Total Coliform mg/L < 1.1 or 0 1.1 FAILED ES 5 Guadalupe Total Hardness mg/L 300 320 FAILED

Total Coliform mg/L < 1.1 or 0 2.6 FAILED Source: Water quality surveyor, PPTA, 2010.

41


B. Recommendations on Potential Sources

1. Surface Water

179. As previously stated, the 80% dependable flows of the Ojot, Andanan and Libang rivers at their junction with the Agusan River are 12.77, 14.87 and 3.82 m3/s respectively. This resource could be utilized for the water supply requirement of the Municipality of Esperanza. However, it has been observed that the waters of rivers and creeks in the area are brownish in color signifying that they are carrying high concentrations of sediments, in addition to other possible pollutants. As such, filtration and other expensive treatment procedures would necessary before the source of supply becomes potable.

180. The presence of good aquifers in the area makes surface water the least alternative as a source of domestic water supply for Esperanza. Additionally, NIA is planning to divert the flow of Libang River and Ojot River in the amount of 5.0 m3/s and 4.40 m3/s respectively to irrigate a total of 4,700 hectares.

2. Groundwater

181. Springs. Springs at Barangays Duangan and Tag-anahaw are being used to supply the domestic water requirements. However, there is a need to evaluate the potential of these springs for the improvement and expansion of the existing water supply system.

182. Wells. The pumping test conducted in Esperanza Waterworks System PS3 indicates that the penetrated formation consists of highly permeable layers which can provide the future water requirement of EWS. The expansion areas outside Tag-anahaw and Duangan can be supplied by groundwater wells including the additional water demand proposed by the study.

183. The driller’s logs on the existing production wells indicate the presence of about 30-m thick unconsolidated formation described by the driller as coarse sand with gravel, sometimes interspersed with clay, starting at a depth of about 30 m to the maximum depth of penetration of 72 m.

184. The preliminary well parameters are shown below, and well design of the proposed exploratory/production wells and bill of quantities (BOQ) are shown in Figure 2.8 and Table 2.29 respectively.

Drilling Method Rotary Pilothole depth m/Diameter mm 120/200 Reamed Hole Diameter mm 350 Well Depth m 100 Casing Diameter mm 200 SS Screen Length m 30 Expected Yield lps 10 Expected Drawdown m 5<

185. The annular space between the casing/screen and the borehole should be filled with appropriate gravel pack to prevent sand pumping. A 15m cement grouting should be provided as sanitary seal to prevent possible contamination.

42


Figure 2.8: Preliminary Well Design Esperanza Waterworks System

Project: DRILLING OF ONE (1) TEST/PRODUCTION WELLOwner: Esperanza Waterworks SystemLocation: Esperanza , Agusan del Sur

50 mm dia. GI Pipe Gravel Fill Pipe

Depth with 1m Stick-up Casing in

Meters 50 mm dia. GI Pipe

0.0 Ground level Sounding Tube

15m cement grout

15.0

30.0 14" Reamed Hole 8" diameter BI Pipe

min thickness=6mm

45.0

gravel pack

60.0

Stainless steel screen

Slot 60 @ 15m Length

75.0

Stainless steel screen90.0 Slot 60 @ 15m Length

100.0 Depth=100m 3m Sump pipe

Note:

Electric logging to be conducted upon completion of 8" dia. pilot holePosition and length of perforation subject to change depending on e-logging result

PRELIMINARY WELL DESIGN

clay seal

43


Table 2.29: Esperanza Waterworks Bill of Quantities

WORK ITEM QTY. Unit UNIT COST TOTAL COSTPhp Php

1 Mobilization of equipment 1 LS

2 Drilling of 200 mm dia. Pilot hole to 120m 120 m

including strata sampling every meter

3 Electric logging (E-logging) 1 No.

4 Reaming of Pilothole from 200 mm to 350 mm 100 m

5 Furnishing & installation of 200 mm blank casing 70 m

6 Furnishing & installation of 200 mm Stainless 30 m

Steel Wirewound Screen- Slot 60

7 Furnishing & installation of casing centralizers 5 pc

8 Furnishing & installation of gravel pack 85 m

9 Deffloculation of mudcake using Polyphosphate sol'n 1 LS

10 Backwashing & development by high velocity 1 LS

jetting at specified pressure

11 Well Development by airlifting and/or 12 hrs

surging and bailing out of sediments

12 Step-drawdown pumping test with 5 steps@1hr/step 5 hrs

13 Continuous constant discharge & recovery test 72 hrs

14 Clay sealing and cement grouting/sanitary seal 15 m

15 Installation of 50mm dia.gravel fill pipe/sounding tube 1 LS

16 Complete Water Quality test 1 LS

17 Demobilization and site clean-up 1 LS

TOTAL

BILL OF QUANTITIESDRILLING OF ONE (1) TEST/PRODUCTION WELL

Esperanza Waterworks SystemEsperanza , Agusan del Sur


186. During construction of the well, it is important that a hydrogeologist/well drilling engineer is on site to monitor well construction, supervise formation sampling and analysis, well design, well development, pumping test and water quality evaluation. The step-drawdown and constant discharge tests should be conducted to determine well performance and aquifer yielding properties.

187. It is equally important that an experienced and reputable well drilling contractor be contracted for the successful well drilling project implementation.

188. Groundwater is a resource that must be carefully managed. A monitoring program for

44


groundwater data must be initiated. All wells should have facilities for the measurement of the discharge rate, water level and time of operation. These data should be recorded regularly on standard forms. Water samples for chemical and physical analysis should be collected once or twice a year to monitor chemical content of the groundwater.

189. The data from the well monitoring program will provide the Municipality of Esperanza information on the condition of the aquifer, decline of regional water level and early warning on deterioration of water quality and pump performance.

190. Also, in compliance with regulations on proper groundwater use and management, Water Rights and the necessary permits must be secured from the National Water Resources Board.

191. Inasmuch as the deepest existing wells are drilled only up to a depth of 72 meters, it is proposed that the pilothole be drilled to a depth of 120 meters to explore potential water bearing formations at deeper layers.

192. During pilot-hole drilling formation samples should be taken for every meter of penetration with lithologic description described by hydrogeologist. Upon completion of 200mm pilothole, down-the-hole resistivity logging and self-potential must be performed to finalize the well design, followed by borehole reaming to 350mm in preparation for the casing and screen installation.

C. Recommended Further Investigations of Potential Sources

193. The lack of adequate groundwater information in the expansion areas makes it necessary to conduct a geo-resistivity survey (particularly on the western side of the Agusan River in Brgy Hawilian) and exploratory drilling during the initial stage of the project implementation and design phase of the subproject.

194. Although the pumping test conducted on well PS3 indicates a potential for developing high capacity wells, the collected well parameters may not be valid or applicable to other sites without further groundwater investigation. The existing PS2 and PS3 wells which are less than 500m apart drilled in the same alluvial formation with the same driller-described strata logs exhibit a great variation in terms of specific capacity (SC).

195. Test well drilling is necessary to confirm the quantity and quality of available groundwater in the area to be performed by an experienced and reputable well drilling contractor under the supervision of hydrogeologist/well drilling engineer.

196. Results of pilot-hole drilling, penetration rate, mud properties, description of drilling samples and electric logging and shall be evaluated for final well design.

197. An inventory of existing wells and spring should be conducted for a comprehensive water resource evaluation and proper coding to groundwater data bank.

2.6.5 Analysis of Options and Alternatives

198. Additional water demand. The current water supply capacity of approximately 34 l/s or 2.938 m3/day to the system is assumed to be available for next 15 years starting 2010.

199. Presented in Table 2.30 are the projected additional water requirements of EMWS service area up to the design year 2025. Figure 2.9 shows the corresponding additional water demand curve for EMWS.

45


Table 2.30: Additional Water Requirements (2010 – 2025) – EMWS

Y e a r

( c u m d ) ( c u m d ) ( c u m d )2 0 1 0 2 , 9 3 8 9 0 1 3 82 0 1 1 2 , 9 3 8 2 3 8 3 6 62 0 1 2 2 , 9 3 8 3 8 6 5 9 42 0 1 3 2 , 9 3 8 5 3 4 8 2 22 0 1 4 2 , 9 3 8 6 8 3 1 ,0 5 12 0 1 5 2 , 9 3 8 8 2 8 1 ,2 7 42 0 1 6 2 , 9 3 8 9 8 2 1 ,5 1 12 0 1 7 2 , 9 3 8 1 , 1 3 5 1 ,7 4 62 0 1 8 2 , 9 3 8 1 , 2 8 8 1 ,9 8 22 0 1 9 2 , 9 3 8 1 , 4 4 2 2 ,2 1 82 0 2 0 2 , 9 3 8 1 , 5 9 3 2 ,4 5 02 0 2 1 2 , 9 3 8 1 , 7 8 2 2 ,7 4 22 0 2 2 2 , 9 3 8 1 , 9 7 2 3 ,0 3 42 0 2 3 2 , 9 3 8 2 , 1 6 2 3 ,3 2 62 0 2 4 2 , 9 3 8 2 , 3 5 2 3 ,6 1 82 0 2 5 2 , 9 3 8 2 , 5 4 2 3 ,9 1 0

S o u r c e : P P T A

M a x . D a y D e m a n d

P e a k H o u r D e m a n dE x i s t i n g S u p p l y

Figure 2.9: Additional Water Demand Curve – EMWS

0

1,000

2,000

3,000

4,000

5,000

6,000

2010

2011

2012

2013

2014

2015

2016

2017

2018

2019

2020

2021

2022

2023

2024

2025

Water Demand (cum)

YEAR

Additional Water Demand - EMWS

Additional Water Demand

Existing Supply

200. Alternative Sources of Supply. Based on the results and recommendations of the Water Resources Study for EMWS, potential additional water sources include the following:

Surface Water. This resource can be utilized for the water supply requirement of the Municipality of Esperanza. It has been observed that the waters of rivers and creeks in the area are brownish in color signifying that they are carrying high concentrations of sediments, in addition to other possible pollutants. As such, filtration and other treatment measures may be necessary before the source of supply becomes potable and within the standard limits set by the PNSDW.

The presence of good aquifers in the area makes surface water the least alternative as a source of domestic water supply for Esperanza.

Springs. Springs at Barangays Duangan and Tag-anahaw are being used to supply

46


the domestic water requirements. However, there is a need to evaluate the potential of these springs for the improvement and expansion of the existing water supply system.

Wells. The pumping test conducted on the PS # 3 production well of the Esperanza Waterworks System indicated a high potential for developing medium capacity wells. The conduct of pumping tests on existing wells will confirm this and would form the basis for the location and initial design of future production wells.

Inasmuch as the existing wells are drilled only up to a depth of 72 meters, it is proposed that the boreholes be drilled to a depth of 150 meters.

With the year 2020 maximum-day demands at 52.44 l/s (4,531 m3/day), the additional demands of 20.44 l/s (1,766 m3/day) can be obtained from wells to be drilled within or near the service areas of the delineated barangays in the Municipality of Esperanza.

Assessment of Source Selection. Based on the water resources study, groundwater through wells is considered as potential sources to augment existing supply to meet the water requirements of the system for planning period of 2020 and 2025;

The expansion areas and additional demand identified by the study can be supplied from both the existing well fields and spring sources.

The lack of adequate groundwater information in the expansion areas makes it necessary to construct test wells or exploratory wells during the initial stage of the design phase of the subproject. Test well drilling will confirm the quantity and quality of available groundwater prior to finalization of the project detailed design in these areas. This will also determine whether treatment facilities will be required in case of high iron, manganese or other chemical concentrations. Geophysical logging of the test hole is also recommended to determine the exact locations of the well intake.

Well fields should be used whenever possible to be closer to the demand center of the sub-systems.

201. Treatment. Each of the proposed deepwells/pumping stations and all existing deepwells and spring sources will be provided with hypochlorinator equipment to assure the potability of water sources supplied to the system.

202. Distribution Storage:

Existing Storage Facility. As of January 2010, the EMWD has 67 m3 of water storage in the Poblacion. The proposed fifteen (15) expansion barangay have a total of 244 m3 of storage facilities as shown in Table 2.31.

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Table 2.31: Existing Storage Facility Capacities – EMWS

1. Pobalacion System 1 67

2. Cubo 203. Crossing Luna 444. Labao 205. Bentahon 206. Taganahaw 207. Duangan 208. Guadalupe 409. Hawilian 2010. Remedios 2011. Santa Fe System 6 20

311

Future Service Area

Present Service Area

Total Systems (1 - 6)

Existing Storage Capacity (cum)

System 1

System 2

System 3

System 4

System 5

Barangays Systems / Clusters

Storage Requirement. The projected storage requirement was computed at maximum-day demand and to meet emergency requirements. The projected storage requirement is as shown in Table 2.32.

If source capacities were to be designed at peak hour capacities, the projected storage requirements would be smaller (about 50%) than those presented in Table 2.28. However, the design of the source facilities itself and the larger diameter new transmission facilities from the sources to the reservoirs plus reinforcement of the existing transmission would necessitate higher expenditures which would be necessary at the start of the construction period. It is thus recommended to design the source at maximum-day capacity with the reservoirs volume at roughly 30% of max day demand.

Table 2.32: Projected Water Storage Requirements – EMWS

Maximum-Day Demand

*Emergency Storage *

Operational Storage

Storage Requirement

(cumd) *(cum) (cum) (cum)2010 3,030 254 663 9172015 3,769 314 816 1,1302020 4,532 378 972 1,3502025 5,479 457 1,162 1,619

Design Year

Storage facilities are constructed to meet operational storage using the following parametric formula for the desired scheme, that is, maximum day supply rate and maximum storage to meet peak hour demand up to Year 2025:

V = (0.224 - 0.0416 x log SP) x MDD

48


Where: V = Operational Storage in m3 MDD = Maximum-Day Demand in m3/day

SP = Served Population per 1,000

203. Non revenue water reduction. EMWS has no comprehensive production metering, with all sources unmetered. The undetermined level of NRW is thought to be a combination of leakage—due to poor condition of some portions of the transmission and into parts of the distribution; and illegal use of water as a result of the frequent connection and disconnection that has taken place over the last 13 years.

2.6.6 Recommended Plans/ Outline Design - EMWS

204. This Development Plan aims to improve the water supply system of Esperanza Municipal Water System (EMWS) in order to meet the projected water demand for the design year 2025, both in the existing and proposed service areas.

205. The recommended plan involves two (2) construction phases. The proposed Phase I will meet the projected water demand for Year 2020, is scheduled to be completed in 2013, while Phase II should be implemented before the Year 2020 to the meet the demand of the design year 2025. Phase 1 will be funded by ADB loan under ARBIWRMP while Phase 2 will be funded by other sources.

206. Phase I Development Program. The following improvements are proposed for Phase I:

Water Supply Sources Construction of eleven (11) new wells for Systems 1 to 6. All existing sources will

be retained. The Phase I maximum day demand (MDD) for the year 2020 is 52.45 l/s, and it will be supplied by the following: 1) Utilization of all existing sources which could deliver a total capacity of about

32 l/s;

2) Construction of three (3) new wells for System 1; three (3) new wells for System 2; one (1) new well for System 3; one (1) new well for System 4; two (2) new wells for System 5 and one (1) new well for System 6, which are expected to yield a total of 24 l/s. The recommended locations and expected yields of the wells which are shown in Table 2.33 will be confirmed after the conduct of geo-resistivity survey and pump tests for the delineated areas.

49


Table 2.33: Phase I New Water Sources - EMWS

Capacity Expected(L/s) Yield (L/s)

Piglawigan 1 3 3Cubo 1 2 2Dakutan 1 2 2

3 7Crossing Luna 1 2 2Labao 1 2 2Catmonon 1 2 2

3 6System 3 Mahagcot 1 2 2

1 2System 4 Guadalupe 1 3 3

1 3Hawilian 1 2 2Remedios 1 2 2

2 4System 6 Santa Fe 1 2 2

1 211 24Total

Sub-total

Sub-total

Sub-total

System 5

Sub-total

Sub-total

Yr 2020 - Phase I

No.

System 1

NEW SOURCE FACILITIES

Sub-total

System 2

Pumpsets and Generators This includes the construction of eleven (11) new well pump stations for the six (6)

systems which will be constructed near the new sources. Each pump station will be equipped with a submersible pump and motor capable of producing the expected yields of the new water sources. All pump stations shall be provided with a production meter, motor control, and a stand-by generator. (Cost = Php 6.89 million)

Treatment/Disinfection Facilities This will include the provision of a treatment facility for each pump station. Each of

the proposed eleven (11) new well pump stations and eleven (11) existing water sources will be provided with a hypochlorinator to disinfect the water being withdrawn from the water sources. (Cost = P1.65 million)

Installation of New Transmission and Distribution Pipelines New transmission and distribution lines will be laid in the proposed service

expansion while reinforcements will be laid to improve carrying capacity of pipes which may become inadequate to projected increased flow. This involves the construction of new pipelines ranging from 75 mm Ø to 200 mm Ø. The main transmission pipes and distribution pipes will satisfy the demand for YR 2020 service area. This will likewise include the attendant cost of valves, hydrants, fittings and appurtenances. (Cost = Php 26.021 million)

50


Storage Reservoirs

All existing operational reservoirs in the Brgy Poblacion and other delineated barangays will be retained in Phase I. The Phase I water storage requirement for the year 2020 is 972 m3, and it will be provided with the following:

Utilization of all existing reservoirs in the Poblacion and fifteen (15) delineated barangays with estimated total capacity of about 311 m3;

Construction of six (6) new concrete ground reservoirs with a total capacity of 671 m3 to meet the need of Year 2020 for operational and emergency storage. The new storage facilities are shown in Table 2.34. (Cost = P14.259 million).

Table 2.34: Proposed Phase I Water Storage Facilities - EMWS

New Storage Location cum

System 1 87 Piglawigan 262System 2 64 Catmonon 75System 3 40 Taganahaw/San Isidro 75System 4 60 Guadalupe/Duangan 110System 5 40 Hawilian/Remedios 105System 6 20 Santa Fe 44

Total Capacity 311 6 671

Location Existing (cum)

YR 2020 (Phase I)

Land Acquisition

This includes land acquisition for the eleven (11) new well sites (220 sqm) and

new six (6) reservoir sites (580 sqm). The total land area to be acquired is 800 sqm. (Cost = Php 0.240 million).

New Service Connections

An additional 2,098 connections will have to be added to meet Yr 2020 projected service connections of 4,443. (Cost = P2.517 million). The cost of new service connections will be shouldered by EMWS, thus not included in the estimate of capital cost. The breakdown of additional service connections to meet design Yr 2020 is shown in Table 2.35.

51


Table 2.35: Proposed Phase I Additional Service Connections - EMW

SERVICE CONNECTIONSSystem 1 no 675 1,200 810,000.00

System 2 no 390 1,200 468,000.00

System 3 no 230 1,200 276,000.00

System 4 no 301 1,200 361,200.00

System 5 no 402 1,200 482,400.00

System 6 no 100 1,200 120,000.00 TOTAL 2,098 2,517,600

Proposed Phase I Additional Service Connections - EMWS

Source: PPTA Consultant. Rehabilitation Works

A lump sum provision of Php 0.330 million was provided for repair of existing

storage reservoirs, replacement of pipes, valves and meters in the existing and proposed expansion areas.

Capital Cost Estimates The total capital cost estimate for Phase I (Design Year 2020), including

contingencies and engineering, is PhP 67.709 million.

2.6.7 Assessment of EMWS Capability

207. This section provides an assessment of the EMWS capability, not only in implementing the subproject, but also in managing the system.

208. Performance of the Water District. The Esperanza Municipal Waterworks System (EMWS) is a small LGU operated water service provider; and is one of the economic enterprises of the municipality. EMWS started operation in October 1997. It is being managed, operated and maintained by five (5) personnel under the Municipal Engineering Office headed by the Municipal Engineer.

209. At present, the waterworks has a total of 626 connections in the Poblacion area and are being supplied by two pumping stations. The employee to connection ratio is about 125 connections per employee which is lower than the industry average of about 158 connections/employee.

210. EMWS has limited funds for improvement and expansion of its water supply system, and needs loan assistance from funding agencies like the ADB to implement its programs.

211. The commercial activities (like billing and meter reading), production, repair and maintenance are being undertaken by the engineering office.

212. Collections are handled by the Treasury Office, while the recording and monitoring of transactions is performed by the Accounting Office. Other administrative concerns are also being handled by the LGU.

213. The waterworks had experienced operating losses for the last two years, 2008 and 2009. Operations are being augmented through the subsidies being provided by the LGU. The total subsidy for the last three years is at P1.6 million.

52


214. Operating income is mainly from water sales, registration fees, fines and penalties. Operating expenses include personal and maintenance expense. Almost 70% of the expenses are personnel expenses which include salaries and wages and other employees’ benefits. The financial reporting and internal control systems are in place.

215. The quality of operation and maintenance (O&M) of the water systems is satisfactory, but LGU administration is undertaking measures to improve the technical and financial performance of the water systems. Waterworks staff reported that training inputs provided by the LGU administration through continuing seminars were quite useful in developing their ability to manage the water utilities. Although the LGU is now subsidizing the operation and maintenance of the water system, EMWS expansion and development program has the potential to become viable.

216. Experience in project implementation. The Municipal Government has undertaken infrastructure development projects under the Mindanao Rural Development Project (MRDP). The quality of the construction work met the standards set out in the design and bidding specifications.

217. Relationship with other stakeholders. The Municipal Government of Esperanza has a harmonious relationship with the provincial government. During the inception stage of the PPTA, in February 2010, the municipal government included the Municipality of Esperanza as one of the sub-components for Agusan del Sur province. This is to obtain loan/grant from ADB under the ARBIWRMP in order to improve and expand its existing water supply system.

218. The Municipal Government is presumed to have a good relationship with LWUA since the former has indicated interest to form its water district to obtain technical assistance and grant/loan from the latter if the interest is affordable.

2.6.8 INVESTMENT COST ESTIMATE

219. Total capital cost - Phase 1. The cost estimates as shown in Table 2.36 were prepared using the LWUA In-place Costs of Waterworks Materials and Equipment based on year 2009 price level.

220. The Phase 1 development program is estimated to cost Php67.71 million ($1.47million) to include engineering and contingencies. The program will include the construction of eight (11) new wells with pump sets; treatment facilities for each of the new sources plus for the existing water sources; transmission and distribution pipelines and appurtenances; construction of four (6) new reservoirs, plus rehabilitation eleven (11) existing reservoirs in the different barangays; and NRW measures. The developments are planned for implementation during Yr 2012-2013;

221. An additional P2.52 million ($0.05million) will be needed for additional 2,098 connections (implementation from year 2010-2015, but these can be funded from consumer connection fees.

53


Tables 2.36: Estimate of Capital Cost - Design Yr 2020 (Phase I) – EMWS

I. ENGINEERING BASIC COST ITEMS1 SOURCE FACILITIES

New System 1 Deepwells no 3 600,000 1,800,000 New System 2 Deepwells no 3 600,000 1,800,000 New System 3 Deepwells no 1 600,000 600,000 New System 4 Deepwells no 1 600,000 600,000 New System 5 Deepwells no 2 600,000 1,200,000 New System 6 Deepwells no 1 600,000 600,000 TOTAL 6,600,000

2 PUMPING STATIONSystem 1- Submersible Pump (2 LPS) no 2 130,000 260,000 System 1 - Submersible Pump (3 LPS) no 1 165,000 165,000 System 2 - Submersible Pump (2 LPS) no 3 130,000 390,000 System 3 - Submersible Pump (2 LPS) no 1 130,000 130,000 System 4 - Submersible Pump (3 LPS) no 1 165,000 165,000 System 5 - Submersible Pump (2 LPS) no 2 130,000 260,000 System 6 - Submersible Pump (2 LPS) no 1 130,000 130,000 Electrical Works including Generator sets ls 11 350,000 3,850,000 Valves, fittings, and production meters ls 11 35,000 385,000 Transformer and accessories set 11 35,000 385,000 Pump House (8 s.m.) ls 11 70,000 770,000 TOTAL 6,890,000

3 WATER TREATMENT FACILITYa. New System 1- 6Hypochlorinator & Accessories lot 11 75,000 825,000 b. Old Pumping HousesHypochlorinator & Accessories lot 11 75,000 825,000 TOTAL 1,650,000

4 TRANSMISSION FACILITIESSystem 1 Pipes, valves & fittings ls 1 3,086,000 3,086,000 System 2 Pipes, valves & fittings ls 1 1,113,000 1,113,000 System 3 Pipes, valves & fittings ls 1 869,000 869,000 System 4 Pipes, valves & fittings ls 1 1,470,000 1,470,000 System 5 Pipes, valves & fittings ls 1 1,228,000 1,228,000 System 6 Pipes, valves & fittings ls 1 437,000 437,000 TOTAL 8,203,000

5 STORAGE FACILITIESNew Concrete Ground ReservoirSystem 1 cum 262 21,250 5,567,500 System 2 cum 75 21,250 1,593,750 System 3 cum 75 21,250 1,593,750 System 4 cum 110 21,250 2,337,500 System 5 cum 105 21,250 2,231,250 System 6 cum 44 21,250 935,000 TOTAL 14,258,750

6 DISTRIBUTION FACILITIESSystem 1 Pipes, valves & fittings ls 1 6,702,000 6,702,000 System 2 Pipes, valves & fittings ls 1 2,418,000 2,418,000 System 3 Pipes, valves & fittings ls 1 1,889,000 1,889,000 System 4 Pipes, valves & fittings ls 1 3,192,000 3,192,000 System 5 Pipes, valves & fittings ls 1 2,667,000 2,667,000 System 6 Pipes, valves & fittings ls 1 950,000 950,000 TOTAL 17,818,000

7 Rehabilitation WorksRepair Storage Reservoirs, replacement of pipes, valves and meters ls 11 30,000 330,000 TOTAL 330,000

8 SUB-TOTAL 1 55,749,750 PHYSICAL CONTINGENCIES (10% OF SUB-TOTAL 1) 5,574,975 ENGINEERING STUDIES (6% OF SUB-TOTAL 1+PC) 3,679,484 CONSTRUCTION SUPERVISION (4% OFSUB-TOTAL 1+PC)

2,452,989 TOTAL COST 1 67,457,198

II. NON-ENGINEERING BASIC COST ITEMSA. LAND ACQUISITION sm 800 300 240,000 CONTINGENCIES (5% OF A) 12,000 TOTAL COST 2 252,000 TOTAL PROJECT COST 67,709,198

COST ITEM UNIT

Estimate of Capital Cost - Phase I (for Design year 2020) - EMWSUNIT COST TOTALQTY.

Source: PPTA Consutlant.

54


222. Operation and maintenance cost. The projected O&M cost is shown in Table 2.37. The annual Operation and Maintenance costs from the Year 2010 to 2025 include manpower, power, chemical, maintenance and miscellaneous costs.

223. The projected O&M cost at year 2014 which is the start of the operation of the new system is P9.599 million. Salaries and power costs have the largest shares of the O&M costs.

Table 2.37: Operation and Maintenance Estimated Cost – EMWS

YEAR NO. OF CONN.

Average-Day

Demand (cum)

No. of Employees SALARIES POWER CHEMICALS MAINTENANCE OTHER O&M TOTAL

2010 3,428 2,329 20 2,730,000 1,700,170 297,530 857,000 2,913,800 8,498,5002011 3,527 2,443 21 2,866,500 1,783,098 312,042 881,850 2,998,290 8,841,7802012 3,627 2,556 21 2,866,500 1,866,026 326,555 906,700 3,082,780 9,048,5612013 3,726 2,670 22 3,003,000 1,948,954 341,067 931,550 3,167,270 9,391,8412014 3,826 2,783 22 3,003,000 2,031,882 355,579 956,400 3,251,760 9,598,6212015 3,925 2,897 23 3,139,500 2,114,810 370,092 981,250 3,336,250 9,941,9022016 4,029 3,015 24 3,276,000 2,200,658 385,115 1,007,150 3,424,310 10,293,2332017 4,132 3,132 24 3,276,000 2,286,506 400,139 1,033,050 3,512,370 10,508,0652018 4,236 3,250 25 3,412,500 2,372,354 415,162 1,058,950 3,600,430 10,859,3962019 4,339 3,367 25 3,412,500 2,458,202 430,185 1,084,850 3,688,490 11,074,2272020 4,443 3,485 26 3,549,000 2,544,050 445,209 1,110,750 3,776,550 11,425,5592021 4,576 3,631 27 3,685,500 2,650,630 463,860 1,144,000 3,889,600 11,833,5902022 4,709 3,777 27 3,685,500 2,757,210 482,512 1,177,250 4,002,650 12,105,1222023 4,842 3,923 28 3,822,000 2,863,790 501,163 1,210,500 4,115,700 12,513,1532024 4,975 4,069 29 3,958,500 2,970,370 519,815 1,243,750 4,228,750 12,921,1852025 5,108 4,215 30 4,095,000 3,076,950 538,466 1,277,000 4,341,800 13,329,216

5. Other O&M Cost estimated at P850 per connection.

OPERATION AND MAINTENANCE COSTS -EMWS

Assumptions:1. Compensation Cost ( per Employee) = P10,500 per year, 13 months/yr.2. Power Cost estimated at P2.00 per cu. m of water produced from ground sources.3. Chemical Cost estimated at P 0.30 per cu. m of water produced.4. Maintenance Cost for the Facilities estimated at P 250.00 per connection.

2.6.9 Implementation Plan

224. The implementation timeline of the proposed improvements, Phase I is shown in Figures 2.10.

225. Detailed Engineering Design will be implemented is expected to be completed before end of the first half of Year 2.

226. Land acquisition for reservoirs and pumping stations will start and be completed in Year 2.

227. Construction of the proposed EMWS development and expansion plant and facilities will start and be completed in Year 3.

55


Figure 2.10: Phase I Implementation Schedule – EMWS

Phase 1 1 2 3 4 1 2 3 4 1 2 3 4

Special Items

Procurement of Consulting Services

Detailed Engineering Design 3,679,484 1,839,742 1,839,742

Procurement of Works

Land Acquisition 252,000 252,000

Construction Supervision 2,452,989 613,247 613,247 613,247 613,247

Physical Contingency 5,574,975 1,393,744 1,393,744 1,393,744 1,393,744

Source Facilities 6,600,000 4,400,000 2,200,000

Pumping Facilities 6,890,000 4,593,333 2,296,667

4 Storage Facilities 14,258,750 7,129,375 7,129,375

5 Treatment Facilities 1,650,000 1,100,000 550,000

6 Transmission & Distribution Facilities 26,021,000 8,673,667 8,673,667 8,673,667

7 Repahabilitation Works 330,000 165,000 165,000

Total 67,709,198 1,839,742 1,839,742 252,000 6,406,991 25,868,366 20,821,699 10,680,658Source: PPTA

1

2

3

IMPLEMENTATION SCHEDULE

Esperanza Municipal Water Supply

YR 2011 YR 2012 YR 2013PHASE 1Cost

DescriptionItem No.

56


2.7 PROSPERIDAD WATER SUPPLY SYSTEM

2.7.1 Historical Background

228. The original water supply system of the Municipality of Prosperidad was constructed by the municipality in 1967 and it covered Barangay Poblacion proper. The original water source is the Gibong spring.

229. Prosperidad Water District was created in May 1977. LWUA issued Conditional Certificate of Conformance (CCC) No. 066 on October 4, 1978 to the water district after it complied with the necessary requirements. With its creation, the Prosperidad Water District acquired the ownership and management of the water supply system in accordance with the Presidential Decree No. 198.

230. In 1985, Prosperidad Water District availed a loan from LWUA in the amount of Php 485 Thousand which was used to improve the Poblacion service area.

231. From then on, the management and the Board of Directors have conflicting views on how to manage the system which resulted in the slow improvement of the system.

232. In 1997, the Prosperidad Water District increased the water rates to put up a counterpart fund in order to secure loans from LWUA.

233. In the same year, the water district acquired the management of the system of Barangays Lucena, Las Navas, La Suerte and Salvacion after DPWH constructed it under the congressional funding of Congressman Paredes in the amount of Php 4.7 Million.

234. In 2003, the water district implemented a P10 Million project from ADB/ LWUA loan to further improve the system.

235. In 2006, the San Jose system was turned over by the Barangay to the water district.

236. In December 2009, LWUA approved a grant-loan amounting to Php 16 Million to the water district for the purchase of filtration system to solve the turbidity problems of its sources but LWUA have not yet released the said grant-loan.

237. Presently, the water district has an application for financial assistance with LWUA for the improvement of its existing system and expansion to other barangays which includes Barangay Patin-ay.

2.7.2 Organization and Management

238. The Water District (WD) is governed by a five-member Board of Directors (BOD). The General Manager (GM) who is appointed by the BOD manages the WD. The Water District operates and maintains the water supply system and has 6 Regular and 4 Job Order personnel as of 31 May 2010. The present organizational structure is presented in Figure 2.11.

57


Figure 2.11: Organizational Structure of Prosperidad Water District

58


2.7.3 Existing Water Supply System

239. The Prosperidad Water District is currently managing, operating and maintaining 3 separate systems covering a total of six (6) barangays: System 1 or Poblacion system covers Barangay Poblacion only, System 2 or Bayobo system includes Barangays Salvacion, La Suerte, Las Navas and Lucena (Bayobo comes from the name of the spring source of this system) and System 3 or San Jose system covers Barangay San Jose.

240. Figure 2.12 shows the layout of the existing water supply system of Poblacion. Figure 2.13 presents the layout of the existing Bayobo system. Figure 2.14 illustrates the layout of the existing water supply system of San Jose. Figure 2.15 gives the general layout of the Prosperidad water supply system and the layout of Patin-ay water supply system.

241. Source facilities. The present water sources of Prosperidad Water District consist of four (4) spring sources. Binaba and Gibong Springs are the sources of water for Poblacion system while San Jose Spring is the source of the San Jose system. Bayobo Spring is the source of water for System 2.

242. Binaba springs consist of 3 adjoining springs located at Barangay Poblacion. Gibong spring is also located at Barangay Poblacion. Bayobo spring is located at Barangay Salvacion. San Jose spring is located at Barangay San Jose.

59


Figure 2.12: Existing Poblacion System

60


Figure 2.13: Existing Bayobo System

61


Figure 2.14: Existing San Jose System

62


Figure 2.15: General Layout of Prosperidad WaterSupply System and Layout of Patin-ay Water Supply System

63


243. Treatment facilities. All three (3) systems are provided with hypochlorinators for the disinfection of raw water using calcium hypochlorite.

244. Transmission and distribution facilities. A partial inventory of transmission and distribution pipelines is shown in Table 2.38.

Table 2.38: Transmission and Distribution Facilities - Prosperidad Poblacion System

Bayobo System

San Jose System

Note: GI - Galvanized Iron

HDPE - High-Density Polyethylene PVC - Polyvinyl Chloride

CL/CC - Cement-Lined/ Cement-Coated Steel Pipe CL/SL/SL/SP - Cement-Lined/ Shop-Primed Steel Pipe

Source: Prosperidad Water District

245. Storage facilities. The Poblacion system is provided with a storage facility. The other two (2) systems have no reservoirs.

246. The Poblacion reservoir is located near the Binaba springs and has a capacity of 200 m3 and elevation of maximum water level is 78.27 meters. It is underground and made of

Diameter (mm) Length (m) Material

200 513 CL/CC 200 102 CL/SL/SL/SP 200 528 HDPE 200 660 PVC 150 2,000 PVC 150 66 GI 100 384 PVC 100 185 CL/SL/SL/SP 75 100 GI 75 2,859 PVC 50 448 GI 50 1,277 PVC 40 83 GI


150 2,000 PVC 150 500 GI 100 4,988 PVC 100 12 GI 75 3,420 PVC 75 80 GI 50 2,488 PVC 50 12 GI


150 500 PVC 75 2,000 PVC 50 2,988 PVC 50 500 HDPE 50 12 GI

64


reinforced concrete and cylindrical in shape and operates on a fill and draw scheme.

247. Service connections. There are about 1,292 active service connections as of 31 May 2010 based on Monthly Data Sheet (MDS). The breakdown of service connections per barangay is shown in Table 2.39. The present service area consisted of six (6) barangays.

Table2.39: Breakdown of Service Connections - Prosperidad

Barangay Number of Connections Domestic Government Commercial Total

Present Service Area 1.Poblacion 870 15 103 988 2.SanJose 131 0 0 131 3.Salvacion 9 0 0 9 4.La Suerte 40 0 0 40 5. Las Navas 35 0 0 35 6.Lucena 89 0 0 89

Total 1,174 15 103 1,292 Source: Prosperidad Water District.

248. Appurtenances. Poblacion system is provided with gate valves, fire hydrants, blow-offs, check valves and air valves. There are no appurtenances in Bayobo and San Jose systems.

249. Water rates. The present schedule of water rates is shown in Table 2.40.

Table 2.40: Water Rates - Prosperidad Poblacion and Bayobo Systems

Classification Size Minimum COMMODITY CHARGES

Charge 11-20 21-30 31-40 41-over

Domestic/ Government 1/2" 171.00 18.25 21.75 25.90 30.40 Commercial/ Industrial 1/2" 342.00 36.50 43.50 51.80 60.80

San Jose System

Classification Size Minimum COMMODITY CHARGES

Charge 11-20 21-30 31-40 41-over

Domestic/ Government 1/2" 75.00 8.00 9.50 11.00 12.50 Commercial/ Industrial 1/2" 150.00 16.00 19.00 22.00 25.00

Source: Properidad WD. 250. System operation and maintenance. All 3 systems employ gravity to distribute water to the customers. In Poblacion system, water from the Binaba springs is transmitted to the nearby reservoir by gravity before the water is distributed to the customers also by gravity.

251. Regular flushing of pipelines is done every month however during heavy rains when the water is turbid, flushing is carried out until the water is clear. Cleaning of Poblacion reservoir is undertaken every six (6) months. Physical and chemical analysis of water samples is conducted annually while bacteriological analysis is conducted every month.

65


252. System deficiencies:

All sources have appearance, color and turbidity problems during heavy rains except San Jose spring.

Insufficient water supply, pressure and storage volume in the Poblacion system. Insufficient water supply and pressure in the Bayobo system. No storage facilities in San Jose and Bayobo systems. No production meters provided in San Jose and Bayobo systems. Transmission lines of Poblacion reservoir and Gibong spring are interconnected

with each other. But Poblacion reservoir has a higher elevation head causing the water from it to enter the transmission line of the spring resulting in the inability of the spring to contribute to the supply.

253. Non-Revenue water (NRW). Unfortunately, Prosperidad Water District does not have an aggressive NRW Reduction Program. The Water District can only monitor the NRW in Poblacion system since it has a production meter. Table 2.41 presents the NRW for the months of January, February and March of 2010. Production and consumption data came from the MDS.

254. The NRW at the end of the 1st quarter of 2010 is 43.45% which is very high when compared to the LWUA standard of 20%. The water district explained that the high NRW is not attributed to the water losses but rather it is due to the amount of water consumed during flushing of pipelines everytime the water is turbid brought about by the heavy rains. The water used is unmetered and unbilled. The water district believes that the NRW will go down once the systems will have the filtration equipment that will solve the turbidity problems of the sources.

Table 2.41: Non-Revenue Water - Prosperidad Date Production,

m3 Consumption,

m3 Non-Revenue

Water, m3 %

January, 2010 40,057 20,786 19,271 48.11 February, 2010 26,181 19,845 6,336 24.20 March, 2010 38,852 18,800 20,052 51.61

TOTAL 105,090 59,431 45,659 43.45 Source: Prosperidad WD.

255. Meter reading, billing and collection. Meter reading activity usually starts on the 23rd or 24th day of the month and lasts for about 4-5 days. The activity is carried out by 4 personnel.

256. Distribution of bills starts every 1st day of the month and lasts for about 2 -3 days. Due date is on the 12th or 13th day of the month. Payment of bills is made at the Prosperidad Water District located at Purok 15, Brgy. Poblacion.

257. Non-payment of bills of 2 months will result to temporary disconnection of the service. Another month of not paying the bills will result to permanent disconnection by removing the water meter. Reconnection fee of P125.00 is charged when the payments are made within 1 week from the date of disconnection and P250.00 is charged when the payments are made more than 1 week from the date of disconnection. No penalties are imposed by the water district.

258. New service connections. Installation of new service connection costs P2,952 and the cost includes the service pipe not exceeding 3 meters, water meter, meter set assembly and tapping assembly. The owner shall provide the service pipe or tubing in excess of 3 meters. The water district offers a promo from time to time that will cost the installation at

66


P1,530.00 only. The last promo ended on September 2010.


259. Service area delineation. The existing service area of Prosperidad Water District consists of 3 systems serving a total of six (6) barangays: System 1 or the Poblacion system serves Barangay Poblacion, System 2 or the Bayobo system covers Barangays Salvacion, La Suerte, Las Navas and Lucena and System 3 or the San Jose system serves Barangay San Jose.

260. There are four (4) barangays that will be included in the future service area namely Patin-ay, San Vicente, Awa and Mapaga.

261. Figure 2.16 shows the present and future service area of the water district.

262. The proposed improvement plan of the Prosperidad water supply system involves two (2) phases:

Phase1 – Connecting System 1 and System 2 together and inclusion of Barangays Patin-ay and Mapaga in the proposed system. Phase 1 is designed to meet the projected water demand of the 7 barangays up to year 2019.

Phase 2 – Expansion of the proposed system to Barangays San Vicente and Awa. Phase 2 is designed to meet the projected water demand of the 9 barangays from years 2020 -2025.

263. The water demand projections of System 3 or San Jose system from years 2010-2025 are considered in the study.

264. Population projections. There are two (2) methods of projecting population that were employed in this study. These are the ratio method and geometric rate method.

265. The proposed improvement plan of Prosperidad water supply system shall be able to meet the water demand by design year 2025.The data gathered for determining the population projections are the 2000 Census of Population and Housing, the 2007 Census of Population and the Administrative Map of the Municipality of Prosperidad.

266. Municipal Population Projections. Using the geometric rate method, the population projections of the Municipality of Prosperidad were determined up to the design year 2025. The population of the municipality in census years 2000 and 2007 are 70,815 and 75,390 respectively. The annual growth rate of the municipality for the said censal period is 0.90%.

267. The method used in projecting barangay population up to design year 2025 is the ratio method. Table 2.42 shows the annual municipal and barangay population projections from 2010 -2025.

268. Service area population. Service area population is the population within the delineated service area. Table 2.43 presents the annual service area population projections from 2010 - 2025. The service area population is about 19.79% of the total municipal population by end of year 2010 and it is projected to increase to 37.33% by year 2025.

269. Served population. Served population is the number of persons being served by the water district. Table 2.39 shows the annual served population projections from 2010 – 2025. The served population is about 7.79% of the municipal population by end of year 2010 and it will be about 28.89% in the year 2025.

67


Figure 2.16: Service Area Delineation - Properidad

68


Table 2.42: Annual Municipal and Barangay Population Projections, 2010-2025

Source: PPTA

69


Table 2.43: Annual Service Area and Served Population Projections, Phase 2 + System 3, 2010-2025

270. Present unit consumption. The present unit consumption of the different consumer types in the Poblacion system was used in forecasting the water demand in this study.

271. The household size is assumed to be 5 persons. Table 2.44 shows the consumer profile of Barangay Poblacion as of 31 March 2010.

272. Table 2.45 presents the average consumption per consumer category for the 1st quarter of 2010.

Table 2.44: Consumer Profile of Barangay Poblacion

Barangay Number of Service Connections

Domestic Government Commercial Total

Poblacion 864 15 101 980 Source: Prosperidad Water District

Table 2.45: Average Consumption per Consumer Category

Source: Prosperidad Water District

Domestic Government Commercial Total January 16,387 2,501 1,898 20,786 February 15,870 2,108 1,867 19,845 March 14,751 2,111 1,938 18,800 Total 47,008 6,720 5,703 59,431 Average 15,669 2,240 1,901

70


- Per Capita Consumption

15,669 cu.m x 1000 liters

= 120.90, say 120

mo. cu.m lpcd

30 days x 864HH x 5 persons mo. HH

- Unit Government / Institutional Consumption

2,240

cu.m =

4.98

mo. cu.m per connection

30 days x 15 conn. day

mo.

- Unit Commercial Consumption

1901 cu.m mo.

=

0.63 cu.m per connection

30 days x 101 conn. day

mo. 273. Domestic water demand. Domestic water consumption is water usage related to the water needs of the household residents. The total domestic water demand is a function of the per capita consumption, the average size of the household and the number of connections within the service area.

274. A consumption of about 120 lpcd, which was the result of the analysis as presented above was used in projecting the domestic water demand from 2010 -2025.

275. Commercial water demand. The commercial establishments are mostly located in the urban areas of the Municipality. These include small and medium scale retail stores, hardwares, drugstores, telecommunication offices, restaurants and hotels among others.

276. A consumption of 0.63 cu.m/day/connection, which was the result of the analysis as presented above was used in projecting the commercial water demand from 2010 -2025.

277. Government/ institutional water demand. This refers to the demand of government-owned buildings such as municipal hall, government schools, barangay halls, health centers, justice halls, etc. as well as private institutions such as hospitals, schools and churches.

278. A consumption of 4.98 m3/day/connection, which was the result of the analysis as presented above was used in projecting the government/ institutional water demand from 2010 -2025.

71


279. Non-revenue water (NRW). Non-revenue water is the volume of water that goes into the system but does not generate revenue. Included are wastage, leakage and consumptions from illegal connections as well as water used for firefighting purposes and under-registration of meters.

280. The Poblacion system has a present NRW of 43% as calculated in Section 2.7.3. This value should be lowered to 20% by end of year 2014. The Bayobo system is assumed to have the same NRW projections. The San Jose system is assumed to have a NRW of 43% from 2010-2025.

281. Total demand/ average-day demand. The total demand is the sum of the domestic, commercial, government/institutional consumption. The average-day demand is the sum of the total demand and the NRW and is expected to increase from 1,516.58 m3/day in 2010 to 3,018.71 m3/day in 2015, to 3,779.95 m3/day in 2020, and to 4,334.27 m3/day in 2025. Table 2.46 shows the projected annual average-day demand.

282. Number of service connections. The total active service connections is estimated to increase from 1,292 as of May 2010 to 5,409 in the year 2025 comprising 5,116 domestic, 253 commercial and 40 government/ institutional connections. Population served is assumed to be 5 persons for each domestic connection. Table 2.42 gives us the projected annual number of connections per category.

283. Water demand variations. Demand variations refers to the fluctuations in the water demand as measured in the system. The average-day demand is the sum of the water demands of the various categories and NRW and it is calculated on a yearly basis.

284. The maximum-day demand is the highest one-day demand in a year while the peak-hour demand is the maximum usage of water during an hour in a given day.

285. For this particular study, the ratio of maximum-day to average-day demand used is 1.25 while the ratio of peak-hour demand to average-day demand used is 2.00.

286. Table 2.47 shows the annual average day demand, maximum day demand and peak hour demand projections from 2010-2025.

287. Appendix 2.2 shows the water demand projections of each barangay in the present and future service areas of Prosperidad Water District.

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Table 2.46: Annual Water Demand Projections, Phase 2 + System 3, 2010-2025

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Table 2.47: Water Demand Variations, Phase 2 + System 3, 2010-2025

Year Average-Day Maximum-Day Peak-Hour

Demand Demand Demand m3/day l/s m3/day l/s m3/day l/s

2010 1,516.58 17.55 1,895.73 21.94 3,033.16 35.11 2011 1,544.00 17.87 1,930.00 22.34 3,088.00 35.74 2012 1,592.79 18.44 1,990.99 23.04 3,185.58 36.87 2013 1,632.84 18.90 2,041.05 23.62 3,265.68 37.80 2014 2,926.46 33.87 3,658.08 42.34 5,852.92 67.74 2015 3,018.71 34.94 3,773.39 43.67 6,037.42 69.88 2016 3,117.01 36.08 3,896.26 45.10 6,234.02 72.15 2017 3,219.08 37.26 4,023.85 46.57 6,438.16 74.52 2018 3,320.34 38.43 4,150.43 48.04 6,640.68 76.86 2019 3,426.17 39.65 4,282.71 49.57 6,852.34 79.31 2020 3,779.95 43.75 4,724.94 54.69 7,559.90 87.50 2021 3,901.65 45.16 4,877.06 56.45 7,803.30 90.32 2022 4,027.16 46.61 5,033.95 58.26 8,054.32 93.22 2023 4,151.75 48.05 5,189.69 60.07 8,303.50 96.11 2024 4,242.61 49.10 5,303.26 61.38 8,485.22 98.21 2025 4,334.27 50.17 5,417.84 62.71 8,668.54 100.33

Source: PPTA.


288. Prosperidad Water District (PWD) obtains its water supply from groundwater sources through spring development. The latest report on the total production from the four (4) spring sources is 43,698 m3 per month or about 16.9 l/s.

289. Water permits have been granted by NWRB for the use of four (4) springs for domestic use and one (1) conditional water permit summarized as shown in Table 2.48.

290. Although the water rights were granted to the Prosperidad Water District, the Lapgap Spring is currently being utilized by the barangay water system. The PWD obtained a Conditional Water Permit (CWP) for San Jose Spring with 1-year validity until March 24, 2010.

291. The future demand of current service area of the Water District (Poblacion, San Jose, La Suerte, Las Navas, Lucena, and part of Salvacion) as well as the nine (9) expansion barangay that include Patin-ay is planned to be supplied by the existing spring sources as well as other sources. Gibong River and its tributaries are potential sources of water supply.

Table 2.48: Water Permits Granted by NWRB for Prosperidad Water District 1 NWRB

Resolution No.

01 – 0597 01 – 0597 01 – 1096 01 – 0597 CWP No. 3-24-10-045

2 Name of Spring

Bayobo Spring

Binaba Spring

Gibong Spring

Lapgap Spring

San Jose Spring

3 Location La Suerte, Prosp.

Poblacion, Prosp.

Poblacion, Prosp.

Poblacion Prosp.

San Jose, Prosp.

4 Latitude 8°35’52” 8°36’55” 8°36’46” 8°36’04” 8°41’43.86” 5 Longitude 125°56’02 125°55’10” 125°54’45.1 125°55’38” 125°51’35.” 6 Water Rights

(Lps) 17.46 30.80 4.30 4.00 2.90

Source: NWRB.

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292. Gibong River, which passes through the Municipality of Prosperidad, originates from the Pacific Cordillera and flows in a general southerly direction before merging with Agusan River. The Gibong River is one of the major rivers that drain into the Agusan Marsh.

293. The National Irrigation Administration (NIA) utilizes the water of Gibong River through a diversion dam and intake facilities of the Gibong River Irrigation System (RIS) located downstream of Gibong Bridge. The irrigation system commands an area of 3,569 ha with a total water requirement of 5.35 m3/s. In 1978, NIA was granted water rights for the amount of 7.75 m3/s.

294. Streamflow Regime. During the 1965–1980 period the Bureau of Research and Standards of the Department of Public Works and Highways monitored the flow of Gibong River. The gauging station was located in Bahbah, Prosperidad, about 50 m downstream of the highway bridge along the Davao–Agusan highway. Records obtained at the BRS gauging station covering the period January 1965 - December 1975 give an annual mean discharge of 21.05 m3/s. A maximum flow of 636.00 m3/s was recorded on March 18, 1975, while ther minimum flow occurred on November 15, 1968, with recorded flow of 1.30 m3/s. The 80% dependable flow at the junction with Agusan River is estimated at 21.72 m3/s.


295. Groundwater in the municipality of Prosperidad is utilized mostly through the development of springs. Shallow wells are sometimes used for water supply. On the other hand, the quality of water has limited the use of the water from the deeper aquifers to other purposes other than domestic water supply. In Table 2.49 shows the springs in bold letters while the Patin-ay improved open dugwell and Putting Buhangin limestone sinkhole are on the last rows.

Table 2.49: Details on Existing and Potential Sources - Properidad

Name of Source/Location

*Dist in km Latitude Longitude

ApproxElev.

mamsl

Disch arge (Lps)

Date Measured

Remarks

1 Bayobo Spring/ Bgy Salvacion

3.5 8°35’52” 125°56’02” 104 11.9 06/06/10 NWRB WP Q=17.46lps

2 Binaba Spring/ Poblacion Purok 9

2.5 8°36’55” 125°55’10” 130 38.9 06/06/10 PWD usage 15-16lps

3 Gibong Spring/ beside Gibong Bridge

0 8°36’46” 125°54’45.1” 69

17 16.1

11/03/10 PWD

Overflow 8.1lps-June 2010

4 Lapgap Spring/ Pob. Mun Hall

1 8°36’04” 125°55’38” Na 5 1996 NWRB WP Q=4lps

5 Bayobo II Bgy Salvacion

1.5 8°35’35” 125°36’55” 70 15.7 06/05/10 Unnamed Spring

6 San Jose Spring/ So. Lapgap

3.5 8°41’43.86 125°51’35.” Na 14 06/09/10 w/ NWRB WP, PWD-400HH

7 Sta. Irene Spring/ Poblacion Purok 5

3.5 Na Na Na 16 06/09/10 Operated by BAWASA-500HH

8 Cambuayon Dug Well/ Bgy Patin-ay

1 8°33’33.5 125°5710.4” 50 11 2010

Patin-ay WW-D=4.8mTDS=1283;Cl=306

9 Puting Buhangin/ Mr Tecson Prk 20-21 area

2 8 36 26.4

125 55 47.2

11/19/10 Sink hole 1-2m limestone formation

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296. The Prosperidad Water District and barangay water systems obtain their water supply from springs. The Patin-ay Waterworks that supplies water to the government center and households in the vicinity using a spring that essentially has been converted to a dug well 1.2 m in diameter and 4.8 m deep.

297. Springs Inventory. Small to medium capacity springs located east and northwest of the poblacion have been identified as possible sources for the improvement and expansion of the Prosperidad Water District. The aggregate discharge of the seven (7) identified springs listed in bold letters in Table 2.46 is about 118.5 l/s. These springs are located at elevations ranging 69–130 m amsl.

298. Groundwater resource development through the use of deep wells is hampered by the presence of poor water quality. The existing water source of the government center in Bgy Patin-ay improved dugwell in Bgy Cambuayon has excessive TDS and Cl values which indicate saline/brackish water at shallow depths. No deepwell source exists in Prosperidad to provide significant details about aquifer potential at deeper layers.

B. Recommendations on Potential Water Sources

299. Surface Water. River water is high in turbidity and color, especially during rainy periods, necessitating filtration and other forms of treatment to bring the river water quality to a standard within the limits set by PNSDW. The presence of spring sources makes the surface water source the least alternative water supply source for Prosperidad Water District’s improvement and expansion subproject.

300. Groundwater. Springs are the most viable source of domestic supply for Prosperidad. Three springs, namely Binaba, Gibong and Bayobo II Springs, are recommended to be developed to supply the proposed water supply system expansion of PWD. The largest of the springs inventoried is Binaba Spring with a discharge of 38.9 l/s. The measured flow observed from 200mm main pipeline based in the flowmeter beside Gibong Bridge is 16.1 l/s. Gibong Spring, the closest spring within the service area, yields 17 l/s, wherein half of its measured flow or about 8.1 l/s overflows towards Gibong River. The overflow of both springs is enough to meet the proposed future water demand of PWD. The Q=15 l/s from Bayobo II, another spring source located in Bgy Salvacion can also be utilized to supply the areas near Patin-ay and barangay on the southern part of the system.

301. The regular inspection of spring facilities and monitoring of discharge and quality (chemical and bacteriological) of the various spring sources is of primary importance in the proper management of the groundwater resource.

302. The spring elevation should be verified prior to engineering design to determine the precise difference in elevation of spring and proposed service area.

303. In compliance with regulations on proper groundwater use and management, Water Rights and other permits must be secured from the National Water Resources Board and other concerned agencies.


304. Potential springs identified herein should be subjected to regular monitoring to determine their behavior during the dry season.

305. Additional spring sources should be identified and investigated for adequacy in terms of quantity and quality to support further expansion and improvement of the facilities of the

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water district.


306. Water demand. The proposed improvement plan of Prosperidad water supply system will be implemented in two (2) phases. However, only Phase 1 will be funded by ADB loan under ARBIWRMP. Phase 1 improvement is planned to satisfy the projected water demand of 7 barangays up to Year 2019. The water demands based on average day, maximum day and peak hour variations are presented in Table 2.47.

307. Water sources. The only potential source for Prosperidad water supply system is groundwater through springs. The PPTA Water Resources Specialist investigated four (4) springs, namely: Binaba, Gibong, Unnamed spring and Bayobo. The first 3 sources mentioned will be tapped to meet the maximum day demand up to Year 2019.

308. Treatment facilities. The treatment process to be used for turbid water is the conventional method-coagulation, flocculation, sedimentation, filtration and disinfection.

309. Transmission and distribution facilities. The transmission and distribution facilities are designed based on maximum day demand and peak hour demand respectively. Transmission mains shall withstand pressures up to 150 psi while distribution mains shall endure pressures up to 100 psi.

310. Storage facilities. Storage facilities are constructed to meet variations in water demand especially during peak hour conditions and to meet emergency requirements. A capacity of 600 m3 for operational use was determined using the formula, 15% of the Maximum Day Demand (MDD) for the year 2019. Unit of MDD is m3/day.

311. In this study, the emergency storage will not be provided to reduce capital cost.

Table 2.47: Water Demand Variations, Phase 1, 2010-2025

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2.7.7 Recommended Plan/ Outline Design

312. The proposed improvement plan of Prosperidad water supply system consists of two (2) phases. Phase 1 will connect System 1 and System 2 together and will include Barangays Patin-ay and Mapaga in the proposed system. Phase 1 is designed to meet the projected water demand of the proposed system up to year 2019. The proposed system will serve 7 barangays namely Poblacion, Salvacion, Las Navas, La Suerte, Lucena, Patin-ay and Mapaga. Under the same phase, the improvement of System 3 covers provision of production meter only. Phase 2 will include Barangays San Vicente and Awa in the proposed system. Phase 2 shall be able to meet the projected water demand of the proposed system from years 2020-2025. The proposed system by then will be serving 9 barangays.

313. Phase 1 will be funded by ADB loan under ARBIWRMP while Phase 2 will be funded by other sources and shall be prepared and implemented on or before year 2019. The scope of work covered by Phase 1 of the improvement of Prosperidad water supply system is as follows:

Construction of two (2) spring intake boxes. Construction of one (1) booster pump station. Installation of filtration system. Installation of new transmission and distribution pipelines. Construction of 600 m3. concrete ground reservoir. Provision of two (2) production meters. Land acquisition for the site of the reservoir, filtration system and booster pump

station. 314. Refer to Figure 2.17 and Figure 2.18 for the proposed improvements at Barangay Poblacion and Barangay Patin-ay respectively.

315. The description of the proposed Phase 1 improvements is as follows:

Source facilities. The projected maximum day demand of the proposed system for the year 2019 is 47.28 l/s and it will be supplied by three (3) spring sources. Binaba spring is producing 15.5 l/s at present, Gibong spring will be augmented and will have an estimated capacity of 16.1 l/s and Unnamed spring has a discharge of 15.7 l/s. Gibong spring which is located in Barangay Poblacion and Unnamed spring which is located in Barangay Salvacion will be provided with intake boxes.

Pumping facilities. A booster pump station will be constructed in Barangay Salvacion (the proposed site is near the chlorine house of System 2). The pump station will have a pump house and will be equipped with a 7.5 HP vertical pump/motor to deliver the raw water from Unnamed spring to the proposed filtration plant. Power facilities will be installed to energize the pump station using 1 unit -10 KVA distribution transformer. A 25 KVA diesel genset will be provided as standby power.

Treatment Facilities. Raw water from the Binaba and Gibong springs shall be transmitted to the treatment plant by gravity while the raw water from the Unnamed spring will be delivered to the said plant by pumping. Raw water shall be treated using the conventional process-coagulation, flocculation, sedimentation, filtration and disinfection. The treated water shall then be pumped to the proposed reservoir. Maximum capacity of the treatment plant is about 80-100 l/s. The treatment plant will be located in Barangay Poblacion.

Transmission and Distribution Facilities. A total of 28,200 lm of transmission and distribution pipelines will be installed as shown in Table 2.51.

Storage facilities. A reinforced concrete ground reservoir with a capacity of 600 m3 and elevation of 135 mamsl will be constructed at Barangay Poblacion. Treated water from the reservoir shall be distributed by gravity.

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Figure 2.17: Proposed Improvements at Barangay Poblacion - Prosperidad

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Figure 2.18: Proposed Improvements at Barangay Patin-ay - Prosperidad

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Table 2.51: Proposed Transmission and Distribution Facilities - Prosperidad

Description of Location Size (mm) Type of Material Length (m)

Outlet pipe of Reservoir up to National Highway 250 PVC 500 Filtration System to Ground Reservoir 200 PVC 500 End of outlet pipe to Patin-ay/ La Caridad Junction 200 PVC 7600 Salvacion Booster Pump Station to Filtration System 150 PVC 2800 Unnamed Spring to Salvacion Booster Pump Station 150 PVC 1000 End of outlet pipe to Prosperidad/Talacogon Junction 150 PVC 1100 Prosperidad/Talacogon Junction to Mabagoy Bridge, Brgy. Poblacion 150 PVC 3100 Mabagoy Bridge to Mapaga Bridge 150 PVC 700 Mapaga Bridge to La Suerte Elementary School 150 PVC 1400 Patin-ay/ La Caridad Junction to corner of Provincial Hospital 150 PVC 400 Corner of Provincial Hospital to Governor's House 100 PVC 600 Loop around Provincial Government Center 100 PVC 2500 Extension pipelines @ Barangay Poblacion 50 PVC 1800 Extension pipelines @ Barangay Patin-ay 50 PVC 4200


Service connections. The WD will install the service connections during the construction period with funds coming from the service connection fees that are collected from the applicants.

Production meters. A 250 mm Ø production meter will be installed at the outlet pipe of

the reservoir. In System 3, a 150 mm Ø flowmeter will be provided to control the NRW.

Land acquisition. Land shall be acquired for the site of the reservoir, treatment plant

and booster pump station. The area of the lot for the reservoir and treatment plant is 1,000 sqm each. The area of the lot for the booster pump station is 10 m2. The total area of the land that will be acquired is 2,010 m2.

2.7.8 Assessment of Case Study Water Service Provider’s Capability

316. Performance of the water district. The performance of the water district for the year 2009 can be evaluated based on the indicators specified in Table 2.52. The values of the indicators that are found or derived from the Monthly Data Sheet (MDS) and Financial Statements (FS) as of December 31, 2009 (except for the NRW which was calculated by the consultant) and in the 2007 LWUA Industry Average for Small WDs are also presented in the table.

317. Comparing the values, the Prosperidad Water District performed well in the following indicators: Net Income/ Operating Revenues, Operating Ratio, Collection Efficiency and Average Service Connection/ Employee, but the water district did not achieve well in the following indicators: Average Active Service Connections, Current Ratio and Non-Revenue Water.

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Table 2.52: Performance of Prosperidad Water District, 2009

Indicators MDS and FS as of 2007 Industry Average

'December 31, 2009 for Small WDs Net Income/ Operating Revenues 6.84% 6% Operating Ratio 65.62% 78% Average Active Service Connections 1249 1324 Collection Efficiency 95% 91% Current Ratio 527.02% 620% Non-Revenue Water 43% 24% Average Service Connection/ Employee 114 110

Source: PPTA

318. Experience in project implementation. The Prosperidad Water District already handled a foreign- assisted project in 2003 when it implemented the ADB-LWUA project called Small Towns Water Supply Sector Project in the amount of P10 Million.

319. Relationship with other stakeholders. The Prosperidad Water District has a harmonious relationship with the municipal government and the provincial government. On June 1, 2010, the municipal government endorsed the Prosperidad Water District to avail of a loan from ADB under the ARBIWRMP in order to improve and expand its existing systems. On May 31, 2010, the provincial government agreed that Prosperidad Water District shall be the recipient of the ADB loan under ARBIWRMP for the improvement of Patin-ay water supply system and shall have the jurisdiction over the system excluding the Provincial Government Center service area.

320. The water district is presumed to have a good relationship with LWUA since the former has no arrearages from the loan it obtained from the latter.

2.7.9 Investment Cost Estimate (including O&M)

321. Total project cost - Phase 1. The cost estimate was based on the 2009 In-Place Cost of Waterworks Materials and Facilities of LWUA and on submitted quotations from suppliers. The total project cost for Phase 1 is estimated to be P82,165,959 (Table 2.53).

322. Operation and maintenance (O&M) cost. The annual Operation and Maintenance costs from the Years 2010 to 2025 include manpower, power, chemical, maintenance and miscellaneous costs which are shown in Table 2.54. The O & M costs from the Years 2014 to 2025 include the Phase 1 components. The O & M costs cover also the operation and maintenance of System 3

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Table 2.53: Estimate of Capital Cost - Phase 1 - Properidad


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Table 2.54: Annual Operation and Maintenance Cost – Prosperidad WD

Assumptions: 1. Compensation package per employee = P 21,053.03 /month. No. of connection/employee= 120-150. 2. Power Cost estimated at P138.89/ month/hypochlorinator. Starting 2014, only 1 hypochlorinator for System 3 will be operating. 3. Chemical Cost estimated at P1,777.78/ month/ hypochlorinator. Starting 2014, only 1 hypochlorinator for System 3 will be operating. 4. Power Cost of the Filtration System is estimated at P20,000.00/ month. 5. Chemical Cost of the Filtration System is estimated at P5,000.00/ month. 6. Power Cost of the Booster Pump Station is estimated at P 18,000.00/ month 7. Maintenance Cost for the Facilities estimated at P116.09/connection. 8. Miscellaneous Cost estimated at P463.57/connection.

2.7.10 Implementation Schedule - Phase 1

323. Figure 2.19 shows the implementation schedule of Phase 1 of the improvement of Prosperidad water supply system. Referring to the schedule, construction of Phase 1 will be completed at the end of 2013.

Figure 2.19: Implementation Schedule - Phase 1 – Prosperidad WD

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2.8 NABUNTURAN WATER DISTRICT

2.8.1 Background

324. History. Nabunturan Water District (NWD) was formed in 1980. The Conditional Certificate of Conformance (CCC) No. 146 was issued on January 12, 1981. Before the formation of the NWD, the municipality specifically, Bgy.Poblacion where most of the commercial/industrial activities are being conducted, had no piped water system. Majority of the residents depend on deep and open dug wells for their daily water requirement. Others depend on rivers and springs.

325. Present service area coverage. The NWD is currently serving four independent water systems, namely:

main System that includes Bgys. Poblacion, Basak, Libasan, Pangutusan and Sta. Maria;

new Sibonga Water System serving Bgy. New Sibonga; Bgy. Tagnocon Water System serving Bgy. Tagnocon; and montevista Water System, serving Bgy. San Jose (Poblacion) in the Municipality

of Montevista.

2.8.2 Existing Facilities

326. Source facilities. NWD is utilizing eight deepwells and pump stations and one spring to serve the present water supply demand in its service area. These source facilities are described as follows:

Nabunturan Main System, has four deepwells and pump stations, namely: - Deepwell and Pump Station No. 1 are located at Public Market

Compound, Poblacion. P.S. No. 1 is equipped with a 5Hp submersible pump. Pump setting is at 42 mbgl. Present production is 1.96 l/s

- Deepwell and Pump Station No. 2 are also located at NWD Compound

along J.P Laurel Boulevard in the Poblacion. P.S. No. 2 is also equipped with a 5Hp submersible pump. Pump setting is at 48 mbgl. Present production is 2 l/s.

- Deepwell and Pump Station No. 3 are located at Osmeña Boulevard,

Poblacion. P.S. No. 3 is equipped with a 10Hp submersible pump. Pump setting is at 54.42 mbgl. Present production is 3.2 l/s.

- Deepwell and P.S. No. 4 is located at Barangay Pangutosan. P.S. No. 4 is equipped with a 25 Hp submersible pump. Pump setting is at 53 mbgl. Present production is 10 l/s.

Montevista System has two operational deepwells, namely:

- Deepwell and Pump Station No. 1 located at the Municipal Hall

Compound, Poblacion. PS No. 1 is equipped with a 1Hp submersible pump. Pump setting is at 51 mbgl. Present production is about 0.30 l/s and serves the Municipal Hall offices only.

- Deepwell and Pump Station No. 2 located at the Logdeck, Poblacion.

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PS No. 2 is equipped with a 2Hp submersible pump. Pump setting is at 55 mbgl. Present production is about 0.60 l/s.

New Sibonga System has two operational deepwells as follows: - Deepwell and Pump Station No. 1 located at New Sibonga

Elementary School Compound. PS No. 1 is equipped with a 1Hp centrifugal pump. Pump setting is at 6 mbgl. Present production is about 0.80 l/s.

- Deepwell and Pump Station No. 2 located at the National Highay, Bgy. Sibonga. PS No. 2 is equipped with a 1.5Hp submersible pump. Pump setting is at 36 mbgl. Present production is about 1.36 l/s.

327. Pipelines. As measured from existing plans, the approximate length of the installed transmission and distribution pipelines is about 31 km of 50mm to 150mm diameter GI, PVC and PE pipes. About 150 meters GI pipelines was laid in 1980’s. The rest of the pipes were laid in 1990’s to 2000. The breakdown of the measured lengths is shown in Table 2.55.

Table 2.55: Measured Lengths of Pipes – Nabunturan WD

System

Measured Length Per Pipe Diameter (Meters)

150 100 75 50 and smaller

Total

Main System 3,450 5,050 10,200 3,680 22,380

New Sibonga 550 2,680 3,230

Tagnocon 800 500 1,300

Montevista 400 3800 4200

Total 3,450 5,050 11,950 10,660 31,110

Source: Nabunturan WD.

328. Storage Facilities. There are five reservoirs in NWD with a total volume of 165 m3 briefly described as follows:

- Reservoir No. 1 has a capacity of 75 m3. It is located in the Main System at Public Market Compound just beside PS No. 1. Ground elevation is at about 95 mamsl, maximum water level is at 12.66 mamsl, while low water level is at 9mamsl.

- Reservoir No. 2, also at Main System, has a capacity of 30 m3. It is located in the NWD Compound just beside PS No. 2. Ground elevation is at about 87 mamsl, maximum water level is at 14.44 mamsl, while low water level is at 12 mamsl.

- Reservoir No. 3, also at Main System, has a capacity of 10 m3. It is located at Baltazar St., Poblacion. Ground elevation is at about 95 mamsl, maximum water level is at 12.66 mamsl, while low water level is at 9mamsl.

- New Sibonga Ground Concrete Reservoir has a capacity of 20 m3 and is located at elevation 90 mamsl.

- Montevista Reservoir No. 1 is a 10 m3 ground concrete reservoir located at the Municipal Hall Compound. At present this reservoir is not operational.

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- Montevista Reservoir No. 2 is a 20 m3 ground concrete reservoir located at elevation of about 100 mamsl.

329. Service connections. As of December 2009, there are about 2,307 service connections in NWD broken down as shown in Table 2.56.

Table 2.56: Breakdown of Existing Connections – Nabunturan WD Municipality Domestic/Government Commercial Total Nabunturan 1975 243 2,218 Montevista 87 2 89 2062 245 2,307

Source: NWD, Consolidated Billing Report, Calendar year 2009. 330. Water Rates. The approved water rates being imposed by the NWD has been effective since October 2009, as shown in Table 2.57. NWD, however, is imposing lower domestic water rates for its subsystemsbut plans to have uniform water rates in the subsequent increase. The rates are shown in Table 2.58.

Table 2.57: Water Rates, Main System – Nabunturan WD Classification Meter

Size Minimum Service Charge

Commodity Charges 11-20 m3 21-30 m3 31-40 m3 41 m3 up

Residential/ Gov’t ½” ¾” 1”

215.95 345.50

691

22.80 22.80 22.80

26.80 26.80 26.80

33.15 33.15 33.15

41.05 41.05 41.05

Commercial A ½”

¾” 1”

431.95 691.10

1382.20

45.60 45.60 45.60

53.60 53.60 53.60

66.30 66.30 66.30

82.10 82.10 82.10

Commercial B ½” ¾” 1”

323.95 518.25

1036.30

34.20 34.20 34.20

40.20 40.20 40.20

49.70 49.70 49.70

61.55 61.55 61.55

Bulksale/Wholesale ½” ¾” 1

647.90 1036.50 2073.00

68.40 68.40 68.40

80.40 80.40 80.40

99.45 99.45 99.45

123.15 123.15 123.15

Source: NWD.

Table 2.58: Water Rates for the Subsystems - Nabunturan Residential/Gov’t Meter

Size Minimum Service Charge

Commodity Charges 11-20 m3 21-30 m3 31-40 m3 41 m3 up

New Sibonga ½” 131.75 13.95 13.95 20.25 25.05 Montevista ½” 144.95 15.35 18.00 22.25 27.55 Tagnocon ½” 49.00 5.00 6.15 7.60 9.45

Source: NWD.

331. Treatment Facilities. Each pumping stations is equipped with a hypochlorinator to ensure potability of water prior to distribution. Disinfection is carried out by mixing HTH chlorine granules with water at a dosage of 1ppm and injecting it to the discharge line of each source prior to distribution.

332. Appurtenances. There are 92 gate valves, 4 check valves, 6 bow-off valves and 4 air release valves in the distribution network. There are no fire hydrants in the system. The layouts of the four existing independent systems are shown in Figures 2.20 to 2.23.

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Figure 2.20: Existing Water Supply Facilities, Nabunturan Main System

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Figure 2.21: Existing Water Supply Facilities, New Sibonga System - Nabunturan

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Figure 2.22: Existing Water Supply Facilities, Tagnocon System - Nabunturan

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Figure 2.23: Existing Water Supply Facilities, Montevista System – Nabunturan

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333. Main deficiencies of the system. The major deficiencies of the existing system include:

1) Existing sources are not adequate for present demand particularly during peak hour demand. The NWD could not accommodate new service connections due to inadequate supply.

2) There is also a reduction in the discharges of the existing well sources, particularly in P.S. No.3 (Main System).

3) All pumping stations in the Main System have manganese. P.S. No. 3 has exceeded the PNSDW permissible limit for manganese.

4) There is no standby power generator for continuous power supply during power failure.

5) The storage facilities are not adequate for its peak hour requirement.

334. System operation. The pumping stations and the reservoirs operate on a combined floating-on the-line system wherein the pump stations directly pump water into the distribution line, and fill-and-draw method. The system operates 24 hours a day.

335. Water quality monitoring. NWD regularly conducts monthly bacteriological tests on samples taken from the distribution system. There are about 16 regular sampling points which are located at extremities of pipelines, pump stations and at various points in the distribution system. Physical and chemical sampling tests are conducted twice a year in Tagum City or in Davao City which have the nearest accredited water testing laboratory.

336. Recently, the NWD received a grant from LWUA in the form of a Portable Bacteriological and Physical Testing Equipment. Since the WD is not capable of conducting water quality tests, as there are no qualified personnel to handle such task, the equipment will be housed in the LGU Health Office.

337. Water quality testing. Water quality tests were conducted on PS No. 3 and Deepwell No. 5 during the PPTA. Deepwell No. 5 is not yet operational and is still undergoing development and pumping tests. Based on the results (Appendix 2.3), Pump station No. 3 has exceeded the PNSDW maximum permissible limit for manganese while Deepwell No. 5 exceeded standards for chloride, boron, fluoride, arsenic and manganese. Manganese may be easily treated using aeration systems (Appendix 2.4) than the other chemical constituents mentioned.

338. Further water quality testing should be performed on Deepwell No. 5 to confirm that all the PNSDW standard parameters are met prior to its operation for drinking purposes. Chloride, boron, fluoride, and arsenic are chemical constituents that have harmful effects on health when ingested in amounts that exceed the PNSDW limit.

339. Organization. The government policies of the water district emanates from a five-member Board of Directors (BOD), which are chosen and appointed from among the various sector of the community. The General Manager, who is appointed by the BOD, oversees the daily operation of the water district. To date, the NWD has a total of 20 personnel. The present organization chart is shown in Figure 2.24.

340. The management and operation of the NWD was taken-over by LWUA on March 2, 2009 upon request of the Municipal Government of Nabunturan due to over-all poor quality of water service and losses in revenue. The NWD now is managed by an Interim General Manager from LWUA.

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Figure 2.24: Organization Structure of Nabunturan Water District

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341. Billing and collection. There are two meter readers who do meter readings and recording alternately during the 1st to 12th day of the month. Statement of billing account is delivered within 4 to 5 five days after reading. Billing collectors collect payment before due date, after which payment shall be made at NWD office. For the independent systems (Montevista and Tagnocon), billing collectors go to the respective barangays halls to receive payment.

342. Service connection application process. The process for service connection application involves the following process:

1) New applicants are required to attend an orientation seminar at the NWD office which is held every Wednesday.

2) Filling-up of the service application form and contract and submission of the following requirements: a) copy of the Community Tax Certificate (CTC) of the applicant and his/her spouse, and the house owner (in case of tenant); b) proof of ownership of the building or consent from the house owner, in case of tenant; c) Mayor’s Permit in case of business establishment.

3) Payment of installation fee of Php 2,000.00. 4) Notarization of application form and contract. 5) Wait for duly approved estimates and inspection report prior to installation of service

connection.


343. General. Population and water demand projections for the delineated service area of Nabunturan Water District are the principal bases for the design of the improvement of water supply system. The projections have significant impact on the facility layout, sizes of pipelines and appurtenances, construction staging and cost of the project. In this particular study, population and water demands are projected for the years 2010-2025.

344. The population projections were undertaken for the planning period, years 2010 to 2025, using the geometric method and ratio method. The ratio method of estimating future population of cities and municipalities makes use of levels and trends in the ratios of population of cities and municipalities to the population of the province as observed in previous censuses. These ratios are then projected on the assumption that after some time stability in the trend will be attained. The historical population data from the NSO Census Population and Housing, National Statistics Office (NSO) for years 1990 through 2007 were used as basis for projections.

345. Service area delineation. The existing and future service area of NWD was delineated based on discussion with the WD officials and field reconnaissance surveys conducted by the Consultant on April 19-30, 2010 with the assistance of the NWD officials and employees.

346. The proposed service area expansion will include the following:

For Nabunturan – expansion at Bgy. Cabidianan at the unserved portion of existing service area in the Poblacion, Bgys Basak, Libasan, Pangutosan, and Sta. Maria.

For Montevista - expansion at unserved area in Bgy. San Jose (Poblacion) and inclusion of Bgys. New Visayas, Linoan, and Bankerohan Sur.

347. The service area delineation map is shown in Figure 2.25.

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Figure 2.25: Service Area Delineation Map – Nabunturan WD

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348. Municipal and barangay and service area population projections. The municipal population projections for Nabunturan and Montevista were undertaken considering 1) past population trend, 2) population densities, 3) potential for growth, 4) general topography, and 5) physical limits of the urban and local land use regulations.

349. The historical population data and growth rates and the results of the projected municipal and barangay population and growth rates are shown in Tables 2.59a, 2.59b, 2.60a, and 2.60b.

350. Served population projections. The served population projection was undertaken in consideration of the following assumptions:

natural increase of population, hence, more potential consumers (expansion of service area due to projected increase of population);

there will be a projected improvement of the standard of living hence more people will connect to the system; and

assumed willingness-to-connect of the household in the area 351. The summary and the graphical representation of the projected municipal, service area and served population are shown in Table 2.61 and Figure 2.25.

352. Service Connections Projections. The number of service connections was projected based on the historical growth of connections in NWD.

353. The average number of persons per household in the area is about 5 based on the 2007 NSO Census of Population and Housing. However, in this study, the number of persons being served by each service connection was estimated at 6 to consider provision for the households population without service connections that derive water from neighbours’ connections.

354. The annual projected number of service connections per connection category and corresponding served population for years 2010, 2020 and 2025 is shown on Table 2.62.

355. Residents not served by the WD will continue to rely on other sources such as those provided by Level I, Level II systems and other Level III systems operated by other water service providers.

356. Water demand projection. The water demand is estimated to be the sum of the domestic, commercial/industrial, institutional consumptions and of unaccounted-for-water due to wastage, unbilled usage and leakage in the system.

357. The historical records of billed consumption for year 2009 were used as basis for projections of water demand as shown in Table 2.63. Same table also shows record of water production, consumption, and analysis of accounted-for-water and non-revenue water of NWD.

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Table 2.59a: Historical Population and Growth Rates – Nabunturan

1990 1995 2000 2007 1990-1995 1995-2000 2000-2007464,735 520,110 580,244 637,366 2.28 2.21 1.35

53,410 56,576 60,543 67,365 1.16 1.36 1.54 1 Anislangan 644 730 845 917 2.54 2.97 1.18 2 Antequera 2,228 1,758 1,729 1,774 (4.63) (0.33) 0.37 3 Basak 839 1,367 1,743 2,014 10.26 4.98 2.09 4 Bayabas 497 586 720 765 3.35 4.20 0.87 5 Cabacungan 1,016 992 1,081 1,123 (0.48) 1.73 0.55 6 Cabidianan 1,811 1,910 2,027 2,482 1.07 1.20 2.94 7 Katipunan 1,633 1,541 1,546 1,627 (1.15) 0.06 0.73 8 Libasan 1,263 1,581 1,487 1,787 4.59 (1.22) 2.66 9 Linda 1,368 1,378 1,442 1,481 0.15 0.91 0.38

10 Magading 1,454 1,398 1,686 1,951 (0.78) 3.82 2.11 11 Magsaysay 3,074 3,487 3,572 4,311 2.55 0.48 2.72 12 Mainit 7,549 5,603 5,515 6,718 (5.79) (0.32) 2.86 13 Manat 2,072 2,161 2,403 2,715 0.84 2.15 1.76 14 Matilo 1,426 1,491 1,472 1,604 0.90 (0.26) 1.23 15 Mipangi 2,583 2,818 2,980 3,230 1.76 1.12 1.16 16 New Dauis 429 560 648 643 5.47 2.96 (0.11) 17 New Sibonga 1,782 2,053 2,072 2,405 2.87 0.18 2.15 18 Ogao 1,197 1,235 1,388 1,417 0.63 2.36 0.30 19 Pangutosan 1,370 1,280 1,608 1,750 (1.35) 4.67 1.22 20 Poblacion 13,300 13,994 14,955 16,082 1.02 1.34 1.04 21 San Is idro 852 770 854 1,049 (2.00) 2.09 2.98 22 San Roque 546 636 896 1,028 3.10 7.10 1.98 23 San Vicente 465 496 499 531 1.30 0.12 0.89 24 Santo Nino 886 1,027 986 1,231 3.00 (0.81) 3.22 25 Sasa 260 316 359 382 3.98 2.58 0.89 26 Sta. Maria 1,472 1,649 1,880 1,633 2.30 2.66 (1.99) 27 Tagnocon 1,394 1,390 1,797 1,866 (0.06) 5.27 0.54 28 Bukal - 2,369 2,353 2,849 (0.14) 2.77

53,410 56,576 60,543 67,365

Compostela ValleyNabunturan

TOTAL

Table 8-4a. Historical Population and Growth RatesNabunturan, Compostela Valley

Province/Municipality/ Barangay

Historical Population Historical Growth Rates

Table 2.59b: Projected Population and Growth Rates – Nabunturan

2010 2015 2020 2025 2007-2010 2010-2015 2015-2020 2020-2025670,248 728,865 792,607 861,885 1.69 1.69 1.69 1.69

71,062 77,448 84,408 91,992 1.80 1.74 1.74 1.74

1 Anislangan 950 1,029 1,134 1,237 1.18 1.62 1.97 1.75 2 Antequera 1,702 1,802 2,045 2,239 (1.37) 1.14 2.57 1.83 3 Basak 2,206 2,432 2,624 2,853 3.08 1.97 1.53 1.69 4 Bayabas 783 845 936 1,022 0.78 1.54 2.06 1.76 5 Cabacungan 1,179 1,283 1,407 1,534 1.65 1.70 1.86 1.74 6 Cabidianan 2,750 3,042 3,268 3,552 3.48 2.04 1.44 1.68 7 Katipunan 1,606 1,714 1,925 2,105 (0.43) 1.32 2.35 1.80 8 Libasan 1,877 2,042 2,239 2,440 1.65 1.70 1.86 1.74 9 Linda 1,555 1,692 1,797 1,962 1.65 1.70 1.21 1.77

10 Magading 2,140 2,361 2,545 2,768 3.14 1.98 1.52 1.69 11 Magsaysay 4,527 4,926 5,402 5,887 1.65 1.70 1.86 1.74 12 Mainit 7,422 8,203 8,821 9,589 3.38 2.02 1.46 1.68 13 Manat 2,900 3,173 3,456 3,763 2.22 1.81 1.73 1.72 14 Matilo 1,651 1,785 1,972 2,152 0.96 1.58 2.02 1.76 15 Mipangi 3,294 3,553 3,940 4,300 0.66 1.52 2.09 1.77 16 New Dauis 675 735 760 831 1.65 1.70 0.67 1.80 17 New Sibonga 2,526 2,748 3,013 3,284 1.65 1.70 1.86 1.74 18 Ogao 1,488 1,619 1,775 1,935 1.65 1.70 1.86 1.74 19 Pangutosan 1,838 2,000 2,193 2,390 1.65 1.70 1.86 1.74 20 Poblacion 16,853 18,327 20,111 21,922 1.57 1.69 1.88 1.74 21 San Is idro 1,165 1,290 1,384 1,504 3.56 2.05 1.42 1.68 22 San Roque 1,117 1,228 1,329 1,446 2.81 1.92 1.59 1.70 23 San Vicente 507 535 609 667 (1.56) 1.10 2.62 1.84 24 Santo Nino 1,293 1,407 1,542 1,681 1.65 1.70 1.86 1.74 25 Sasa 391 423 468 510 0.81 1.55 2.05 1.76 26 Sta. Maria 1,715 1,866 1,804 1,980 1.65 1.70 (0.67) 1.88 27 Tagnocon 1,960 2,132 2,338 2,548 1.65 1.70 1.86 1.74 28 Bukal 2,992 3,256 3,570 3,891 1.65 1.70 1.86 1.74

71,062 77,448 84,408 91,992

Table 8-4b. Projected Population and Growth RatesNabunturan, Compostela Valley

Nabunturan

TOTAL


Projected Population Projected Growth Rate

Compostela Valley

97


Table 2.60a: Historical Population and Growth Rates – Montevista

1990 1995 2000 2007 1990-1995 1995-2000 2000-2007464,735 520,110 580,244 637,366 2.28 2.21 0.04

29,789 31,905 33,225 35,192 1.38 0.81 0.03

1 Banagbanag 1,047 1,038 1,104 1,319 (0.17) 1.24 0.08 2 Banglasan 758 815 875 776 1.46 1.43 (0.06) 3 Bankerohan Norte 726 689 892 844 (1.04) 5.30 (0.03) 4 Bankerohan Sur 885 898 950 1,119 0.29 1.13 0.08 5 Camansi 1,445 1,420 1,344 1,372 (0.35) (1.09) 0.01 6 Camantangan 743 665 755 837 (2.19) 2.57 0.05 7 Canidkid 1,116 1,132 1,196 1,109 0.29 1.11 (0.04) 8 Concepcion 1,093 797 1,178 1,290 (6.12) 8.13 0.04 9 Dauman 890 1,106 1,039 1,151 4.44 (1.24) 0.05

10 Lebanon 940 1,179 987 977 4.64 (3.49) (0.00) 11 Linoan 2,444 2,632 2,648 3,033 1.49 0.12 0.06 12 Mayaon 1,952 2,773 2,956 2,930 7.27 1.29 (0.00) 13 New Calape 532 574 797 874 1.53 6.78 0.04 14 New Cebulan 923 649 797 743 (6.80) 4.19 (0.03) 15 New Dalaguete 641 807 817 715 4.71 0.25 (0.06) 16 New Visayas 2,051 2,086 2,182 2,521 0.34 0.90 0.07 17 Prosperidad 1,190 1,576 1,535 1,544 5.78 (0.53) 0.00 18 San Jose 6,190 6,649 6,920 7,789 1.44 0.80 0.06 19 San Vicente 1,987 1,861 1,813 1,866 (1.30) (0.52) 0.01 20 Tapia 2,236 2,559 2,440 2,383 2.74 (0.95) (0.01)

29,789 31,905 33,225 35,192

Compostela ValleyMontevista

TOTAL

Table 8-5a. Historical Population and Growth Rates(Montevista, Compostela Valley)


Historical Population Historical Growth Rate

Table 2.60b: Projected Population and Growth Rates – Montevista

2010 2015 2020 2025 2000-2007 2007-2010 2010-2015 2015-2020 2020-2025670,248 728,865 792,607 861,885 1.35 1.69 1.69 1.69 1.69

35,538 38,168 40,992 44,575 0.83 0.33 1.44 1.44 1.69

1 Banagbanag 1,349 1,473 1,536 1,692 2.57 0.75 1.78 0.84 1.94 2 Banglasan 784 843 904 984 (1.70) 0.35 1.46 1.40 1.71 3 Bankerohan Norte 853 917 983 1,070 (0.79) 0.35 1.46 1.40 1.71 4 Bankerohan Sur 1,141 1,241 1,303 1,431 2.37 0.65 1.70 0.98 1.88 5 Camansi 1,367 1,440 1,598 1,714 0.29 (0.13) 1.05 2.10 1.41 6 Camantangan 861 949 975 1,080 1.48 0.96 1.96 0.54 2.07 7 Canidkid 1,121 1,205 1,292 1,406 (1.07) 0.35 1.46 1.40 1.71 8 Concepcion 1,321 1,446 1,503 1,657 1.31 0.80 1.83 0.77 1.97 9 Dauman 1,163 1,251 1,341 1,459 1.47 0.35 1.46 1.40 1.71

10 Lebanon 987 1,062 1,138 1,239 (0.15) 0.35 1.46 1.40 1.71 11 Linoan 3,065 3,296 3,533 3,845 1.96 0.35 1.46 1.40 1.71 12 Mayaon 2,961 3,184 3,413 3,714 (0.13) 0.35 1.46 1.40 1.71 13 New Calape 887 959 1,018 1,112 1.33 0.49 1.57 1.20 1.79 14 New Cebulan 751 807 865 942 (1.00) 0.35 1.46 1.40 1.71 15 New Dalaguete 723 777 833 906 (1.89) 0.35 1.46 1.40 1.71 16 New Visayas 2,554 2,755 2,936 3,204 2.08 0.44 1.53 1.40 1.76 17 Prosperidad 1,504 1,537 1,798 1,886 0.08 (0.87) 0.43 1.40 0.96 18 San Jose 7,872 8,463 9,874 1.70 0.35 1.46 1.40 1.71 19 San Vicente 1,865 1,974 2,339 0.41 (0.02) 1.14 1.40 1.48 20 Tapia 2,408 2,589 2,776 3,021 (0.34) 0.35 1.46 1.40 1.71

35,538 38,168 40,992 44,575

Compostela ValleyMontevista

TOTAL

Table 8-5b. Projected Population and Growth RatesMunicipality of Montevista


Projected Population Projected Growth Rates

98


Table 2.61: Projected Municipal, Barangay, Service Area and Served Population – Nabunturan and Montevista

Year

Total Municipal Population Bgy. Population Service Area

PopulationServed

Population

2009 105,234 35,876 16,996 13,597 2010 106,601 35,876 17,574 14,059

2011 106,601 35,876 18,152 14,522

2012 106,601 35,876 18,745 14,996

2013 106,601 35,876 19,338 15,471

2014 106,601 35,876 29,603 24,570

2015 115,616 50,345 30,812 25,574 2016 115,616 50,345 30,812 26,578

2017 115,616 50,345 30,812 27,582

2018 115,616 50,345 30,812 28,586

2019 115,616 50,345 30,812 29,590

2020 125,399 54,844 36,692 30,594 2021 125,399 54,844 36,692 31,663

2022 125,399 54,844 36,692 32,732

2023 125,399 54,844 36,692 33,802

2024 125,399 54,844 36,692 34,871

2025 136,567 59,321 39,764 35,941

Table 8-6. Projected Municipal, Barangay, Service Area and Served Population(Nabunturan and Montevista)

Figure 2.26: Municipal, Barangay, Service Area and Served Population Projection – Nabunturan WD

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Table 2.62: Annual Service Connection and Served Population Projection – Nabunturan and Montevista

Year

Domestic Connections

Domestic Served

Population

Commercial Connections

Commercial Served

Population

Public Faucets

Population Served by

Public Faucets

Institutional Connections

Total No. of Connections

Total Served Population

2009 2,062 12,372 245 1,225 - - - 2,307 13,597 2010 2,137 12,822 247 1,237 - - 2 2,386 14,059 2011 2,212 13,272 250 1,250 - - 3 2,465 14,522 2012 2,287 13,722 255 1,274 - - 6 2,548 14,996 2013 2,362 14,172 260 1,299 - - 8 2,630 15,471 2014 3,862 23,172 265 1,323 3 75 10 4,140 24,570 2015 4,024 24,143 270 1,348 3 83 11 4,308 25,574 2016 4,186 25,114 274 1,372 4 92 12 4,476 26,578 2017 4,347 26,085 279 1,397 4 100 13 4,644 27,582 2018 4,509 27,056 284 1,421 4 108 14 4,812 28,586 2019 4,671 28,027 289 1,446 5 117 15 4,980 29,590 2020 4,833 28,998 294 1,471 5 125 17 5,149 30,594 2021 5,005 30,026 302 1,512 5 125 17 5,329 31,663 2022 5,176 31,054 311 1,554 5 125 18 5,510 32,732 2023 5,348 32,081 319 1,595 5 125 19 5,691 33,802 2024 5,520 33,109 327 1,637 5 125 20 5,872 34,871 2025 5,692 34,137 336 1,678 5 125 19 6,052 35,941

Table 8-7: Annual Service Connection and Served Population ProjectionNabunturan and Montevista

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Table 2.63: Water Accountability Analysis – Nabunturan and Montevista

Residential Commercial Residential Commercial Residential Commercial Residential CommercialJan-09 2,075 267 2,342 102 10 112 32,893 4,930 1,557 127 39,507 48,708 9,201 18.89Feb-09 2,072 263 2,335 102 10 112 25,626 3,882 1,363 110 30,981 39,719 8,738 22.00Mar-09 2,072 264 2,336 103 10 113 25,048 3,688 1,271 99 30,106 37,557 7,451 19.84Apr-09 2,048 264 2,312 99 8 107 25,406 3,748 1,494 100 30,748 33,698 2,950 8.75May-09 2,062 266 2,328 101 8 109 27,624 3,947 1,727 161 33,459 37,598 4,139 11.01Jun-09 2,049 263 2,312 102 9 111 25,093 3,818 1,673 193 30,777 36,572 5,795 15.85Jul-09 2,027 263 2,290 103 9 112 27,046 4,293 1,603 332 33,274 40,635 7,361 18.11Aug-09 1,983 256 2,239 103 9 112 31,200 4,585 1,706 196 37,687 38,552 865 2.24Sep-09 1,944 250 2,194 103 8 111 26,031 3,692 1,736 124 31,583 57,257 25,674 44.84Oct-09 1,957 253 2,210 104 7 111 33,837 4,548 1,774 130 40,289 53,422 13,133 24.58Nov-09 1,949 251 2,200 104 7 111 30,338 4,533 1,441 90 36,402 49,631 13,229 26.65Dec-09 1,934 251 2,185 93 6 99 26,374 3,999 1,269 66 31,708 49,231 17,523 35.59

Total 24,172 3,111 27,283 1,219 101 336,516 49,663 18,614 1,728 406,521 522,580 116,059 Daily 76.283 1.34 83.670 0.56 318 22.21Unit lpcd m3/day m3/day

Source: Annual Bil ling Report, Calendar Year 2009, Nabunturan Water District

Nabunturan Total Montevista Total Nabunturan Montevista

Table - 8-8: Water Accountability AnalysisMunicipalities of Nabunturan and Montevista

January to December 2009

Month Billed No. of Connections Billed Consumption (cum) Total Production

(cumd)

Non-Revenue Water

Total cumd %

101


358. Water demand. The projected unit consumption for domestic, commercial/industrial, government/institutional and public faucets is shown in Table 2.64.

359. The total domestic water demand is a function of the per capita consumption per income group, the average size of families, and the number of families connected per income group in the service area. Normally households with higher income use more water than low income households, and household with more members would mean more consumption.

360. Institutional demand or demand allotted for institutional establishments such as schools, churches, hospitals and public offices is included in the table.

361. The average per capita consumption of 20 Lpcd was used in projecting public faucet demands. Each communal faucet will cater 20 households with an average 5 persons/household.

Table 2.64: Projected Unit Water Consumption – Nabunturan

City/Municipality Year/Projected Unit Domestic Consumption (lpcd)

2009 (Exist.) 2010 2020 2025

Nabunturan 91.54 92 110 110

Montevista 91.28 92 100 100

City/Municipality Year/Projected Unit Commercial Consumption (m3/day)

2009 (Exist.) 2010 2017 2025

Nabunturan 1.34 1.4 1.6 1.8

Montevista 0.56 0.60 1.0 1.0

City/Municipality Year/Projected Unit Government/Instituional Consumption (m3/day)

2009 (Exist.) 2010 2017 2025

Nabunturan Reflected as domestic

connections

4 4 5.5

Montevista 4 4 5.5

City/Municipality Year/Projected Per Capita Consumption (Lpcd) for public faucets

2009 (Exist.) 2010 2017 2025

Nabunturan None None 20 20

Montevista None none 20 20


362. Non-revenue water (NRW)/ unaccounted-for water/ unbilled water. The production and consumption records of NWD for year 2009 showed that the NRW/ Unaccounted-for-Water/Unbilled Water of NWD were about 22%. For years 2010 through 2025, the NRW will be gradually reduced to 20% per LWUA guidelines.

102


363. The sources of NRW are leaks, pilferages, use of unmetered fire hydrants, technical losses, unmetered services/fixed rate and other authorized unmetered uses such as for flushing and disinfection of pipelines and reservoirs.

364. Total water demand. The total water demand is the sum of domestic, commercial/industrial, institutional and bulk demands plus provision for non-revenue-water. This is also referred to as the average-day demand (ADD).

365. Water demand variations. The demand variation is due to the hourly fluctuations in water usage. The ratio of the maximum-day demand (MDD) to average-daily demand (ADD) is dependent upon population density and, based on LWUA Methodology Manual, is estimated as follows:

Population Ratio of MDD to ADD < 30,000 1.30:1 30,000 – 200,000 1.25:1 Over 200,000 1.2:1

366. For NWD with a served population of less than 30,000, a ratio of MDD to ADD of 1.30:1 is adopted. The peak hour demand (PHD) is assumed to be twice the ADD.

367. Source capacities and transmission mains are usually designed based on the MDD requirement of the system while distribution pipelines are designed based on the PHD requirement.

368. The yearly water demand variation of NWD is also shown in Table 2.65.

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Table 2.65: Annual Water Demand Projection (Nabunturan and Montevista)

YearDomestic Demand (m3/day)

Commercial Demand (m3/day)

Public Faucet Demand (m3/day)

Institutional Demand (m3/day)

Total Demand (m3/day)

Non-Revenue Water

(m3/day)

Average-Day Demand (m3/day)

Maximum-Day Demand

(m3/day)

Peak-Hour Demand (m3/hr)

2009 973 141 0 0 1,114 318 1,432 1,861 1192010 1,060 145 0 6 1,211 334 1,544 2,007 1292011 1,109 149 0 8 1,266 346 1,613 2,097 1342012 1,160 153 0 10 1,323 360 1,683 2,188 1402013 1,211 153 0 12 1,376 372 1,748 2,273 1462014 2,097 269 6 46 2,418 643 3,060 3,978 2552015 2,294 328 6 51 2,678 712 3,390 4,407 2822016 2,497 388 6 55 2,945 759 3,705 4,816 3092017 2,704 449 6 60 3,219 805 4,023 5,230 3352018 2,872 455 7 64 3,398 849 4,247 5,521 3542019 2,998 463 7 69 3,537 884 4,421 5,747 3682020 3,089 471 8 78 3,645 911 4,556 5,923 3802021 3,237 544 8 85 3,874 969 4,843 6,296 4042022 3,348 559 8 92 4,007 1,002 5,009 6,512 4172023 3,459 574 8 100 4,140 1,035 5,175 6,728 4312024 3,570 589 8 107 4,274 1,068 5,342 6,945 4452025 3,636 604 8 114 4,362 1,091 5,453 7,089 454

(Nabunturan and Montevista)Table 8-9: Annual Water Demand Projection

104



369. Nabunturan Water District (NWD) obtains its water supply from groundwater sources through wells and spring. The water district serves the municipalities of Nabunturan and Montevista. It has four (4) existing water systems, namely: the main system that serves five (5) barangay in Nabunturan; the Montevista system that serves Barangay San Jose; the New Sibonga Water System; and the Tagnocon Water System. However, only the Main and Montevista systems are planned for expansion and improvement.

370. Except for Tagnocon Water System that derives its water from a spring, the water supply source of the rest of the systems is obtained from groundwater wells.

371. Total production from the four (4) production wells in the main system is 18.16 l/s (1,569 m3/d). All the production wells pump continuously and stop operation only during maintenance and repair works. A fifth well has been drilled recently in Bgy Pangutosan beside Bgy Hall but has not yet been commissioned.

372. There are two (2) wells in the Montevista System; however, only one is being utilized by NWD with a production of 0.3 l/s, serving 50 households. The other well, located at the Municipal Plaza with a production of 0.13 l/s, is being utilized by the local government unit for their own water supply needs.

373. The projected maximum-day water demand for the Main System and the Montevista System for the year 2025 is 60 l/s (5,184 m3/d), of which around 15 l/s (1,296 m3/d) is planned to be supplied by groundwater through small to medium capacity wells. The Katipunan Spring located in So. Togonan-Mangitngit, Barangay Katipunan is also identified as a potential water supply source.



374. The river system that flows through the Municipalities of Nabunturan and Montevista is the Manat River. The river originates from the Southern Cordillera, flowing in a north-northeasterly direction that discharges into the Agusan River.

375. No river discharge measurements have been carried out on Manat River nor any of its tributaries. However, the 80% dependable flow at its junction with the Agusan River is estimated at 58.69 l/s.


376. Groundwater in the general area of the municipalities of Nabunturan and Montevista is utilized through wells and springs. Wells are commonly used throughout the municipalities for domestic water supply.

377. The Main System of the Nabunturan Water District obtains its water supply from four (4) wells. Households and commercial and industrial establishments in the study area that are not served by the water district operate and maintain their own wells. The Montevista system has two (2) wells but only one (1) is used by NWD.

378. Springs are utilized by rural barangay through waterworks association (e.g. the New Visayas Rural Waterworks and Sanitary Association) for domestic water supply.

379. Geology. Both study areas are underlain by sedimentary rocks made up of

105


sandstone, siltstone, conglomerate shale or clay, and reef limestone lenses.

380. Springs Inventory. There are several small to medium capacity springs that exist in the study area. The Katipunan Spring located at So. Togonan-Mangitngit in the barangay of the same name is a potential source of supply. Water District personnel estimate a spring discharge of 30 l/s. However, the spring is located about 30 km from the poblacion of Nabunturan. The Bugak Spring-N7 37 17.6/E125 58 08.1 located in Bgy Magsaysay provides the domestic water supply for the local residents nearby, Northwood Subdivision and the Fisheries Authority. At present Bugak Spring is operated by Bgy Magsaysay, and was formerly utilized by NWD; however, it was reportedly abandoned after an earthquake several decades ago which caused a significant reduction in spring yield. There are no records pertaining to spring yield; however, the approximate spring box/culvert overflow ranges 5-10 l/s.

381. Well Inventory. Wells drilled in the Nabunturan and Montevista areas provide water supply to the water district and are also a source of water supply to residential areas and commercial establishments not served by the water district.

382. A total of seven (7) deep wells, five in Nabunturan and two in Montevista, have been constructed by the Nabunturan Water District. One well in the Main System (PS #5) is newly constructed and has not been commissioned yet. Details on the five wells of the Main System and the two wells in the Montevista System are provided in Table 2.66.

383. All the five (5) wells in Nabunturan were drilled up to a depth of 100 m. The only information describing the formations encountered is the driller’s log of the new well, PS #5. The log indicated coarse sand interspersed with fine sand was encountered from a depth of 34 m until the final drilled depth of 100 m, or a thickness of 66 m. In Bgy Conception, Montevista a 90mx250mm deepwell owned by Sumifro banana processing plant N7 44 13.0 E/126 00 27.5 is reportedly yielding 5-7 l/s. However, the water quality indicates high iron content as noticed from the orange discoloration of pipes, fittings and floor tiles near the well head. The waste and excess water used in the processing plant goes to a ditch to irrigate the nearby banana plantation.

Table 2.66: Nabunturan Water District Main System Production Wells Nabunturan

1 Well No. PS #1 PS #2 PS #3 PS #4 PS #5

2 Well location Public Market, Poblacion

JP Laurel Blvd., Poblacion

Osmeña Blvd., Poblacion

Purok 2, Pangutosan Pangutosan

3 Latitude/Northing 0827088 N 07°36.4’ 0827238 0829402 0830228 4 Longitude/Easting 0841388 E 125°58.4’ 0840889 0841965 0841751 5 Year Constructed NA 1984 1989 1998 2010 6 Well Depth (m) 60 100 100 100 95 7 Casing Diameter (mm) 250 250 250 250 200 8 Screen Length (m) 3.0 6.0 24.4 30 24

9 Screen Type Slotted Pipe Slotted Pipe Wire-wound SS

Wire-wound SS

Wire-wound SS

10 Static Water Level (m below ground surface) 18 13 13 11 Flowing

11 Pumping Water Level (m below ground surface) 26 27 22 53 NA

12 Discharge in Lps 1.96 2.00 3.2 11 NA

13 Specific Capacity (Lps/m) 0.245 0.143 0.355 0.262 NA

14 Pump Data a) Rated Horsepower 5 5 10 25 NA a) Type Submersible Submersible Submersible Submersible NA b) Pump Setting (m) 42 48 54.4 53.2 NA

106


Montevista

1 Well No. PS #1 PS #2 Well No. 1 2 Well Owner Nabunturan WD Nabunturan WD New Visayas RWASA

3 Well location Municipal Plaza Montevista

Logdeck, Montevista

Purok 6, New Visayas, Montevista

4 Latitude/Northing NA N 7°42’33.9” N 7°41’13.7” 5 Longitude/Easting NA E 125°59’05.5” E 126°01’11.0” 6 Year Constructed 2001 7 Well Depth (m) 100 60 36 8 Casing Diameter (mm) 250 200 200 9 Screen Length (m) NA 2 10 Screen Type NA Slotted Pipe

11 Static Water Level (m below ground surface) 36 36 6

12 Pumping Water Level (m below ground surface) 47.5 54 12

13 Discharge in Lps 0.13 0.3 3.3 14 Specific Capacity (Lps/m) 0.0113 0.0167 0.550 15 Pump Data Rated Horsepower 1 2 3 Type Submersible Submersible Submersible

Pump Setting (m) 45 55 18

Source: NWD.

384. Piezometric Conditions. Available information is inadequate to define the general piezometric conditions of aquifers in the study area. Based on topography, It is presumed that groundwater flows from the recharge areas west of the municipality of Nabunturan as well as west of the municipality of Montevista in an easterly direction towards Manat River.

385. Aquifers Characteristics. The general area of the municipalities of Nabunturan and Montevista is underlain with sedimentary rocks that are capable of providing low to medium-capacity wells. Due to the absence of data and information from aquifer testing the transmissivity value cannot be ascertained; however, the specific capacity as shown in Table 2.63 range from 0.55 to 0.11 l/s/m for both systems.

386. Groundwater Quality. Groundwater availability may not be an issue in Nabunturan; however, water quality seems to be a problem particularly in the newly constructed PS#5 well in Bgy Pangutosan. During the PPTA two (2) water samples (from PS# 3 and 5) were selected for water quality analyses the results of which are presented in Table 2.64 showing the parameters that failed to meet the PNSDW Standards.

387. Based from Table 2.64, PS# 3 has manganese while PS#5 exceeds standards for chloride, boron, fluoride, arsenic and manganese. Manganese may be easily treated using aeration systems. However, arsenic and boron may make the water in PS#5 not viable for production.

Table 2.64: Summary of Stations which Exceeded PNSDW Standards - Nabunturan Parameters Units Standard Results Remarks

N-2 Pump Station No. 3

Turbidity NTU 5 5.6 FAILED

Color PCU 10 20 FAILED Manganese mg/L 0.4 0.68 FAILED


Color PCU 10 50 FAILED

Chloride mg/L 250 280 FAILED Boron mg/L 0.5 1.9 FAILED Fluoride mg/L 1.0 1.1 FAILED Arsenic mg/L 0.01 0.23 FAILED Manganese mg/L 0.4 0.97 FAILED

Source: PPTA water quality survey, 2010.

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B. Recommendations on Potential Sources

1. Surface Water

388. The quality of surface water makes it the least option as a source of domestic water supply for both Nabunturan and Montevista. High concentrations of sediments, especially during flood flows, and other pollutants would require costly filtration and other treatment measures before surface water becomes potable in accordance with the standards set by PNSDW.

2. Groundwater

389. Springs. The Katipunan Spring with an estimated discharge of 30 l/s is a potential source of supply for the Nabunturan Main System. The only constraint to the development of the said spring is its prohibitive distance of about 30 km from the service area. However, an economic study is necessary to ascertain its viability as compared to other sources, e.g. groundwater wells whose water requires treatment due to high concentrations of iron and manganese and other excessive elements.

390. Wells. Analysis of data gathered by the water district from the construction and monitoring of the performance of the Nabunturan Main System production wells show that the aquifer in the area is capable of providing low to medium capacity wells that could provide 10-12 l/s. Based on the initial groundwater information collected, Nabunturan and Montevista is underlain with sedimentary rocks which are capable of sustaining low to medium-capacity wells.

391. Driller’s log on the latest drilled well, PS #5, indicates the presence of 66 m of aquifer formation consisting of coarse sand mixed with boulders or fine sand. All the wells in the area have penetrated to a depth of only 100m. It is possible that potential aquifers exist beyond 100m depth.

392. Initially the proposed well parameters for the Nabunturan Main System are as follows:

Drilling Method Rotary Pilothole depth/diameter (m/mm) 150/200 Well Depth (m) 150 Reamed Hole Diameter (mm) 350 Casing Diameter mm 200 SS Screen Length m 30-45 Expected Yield lps 10-12 Expected Drawdown m 30-40

393. For the projected demand of 43 L/s in the year 2017, an additional well will be required, in addition to the commissioning of PS #5 with an estimated well discharge of 10–12 l/s. By 2025, additional two wells with projected discharges of 12 l/s each will be required to supply the projected demand of 60 l/s.

394. For the Montevista System, preliminarily two wells are required to satisfy the demand of 12 l/s for 2017 and 15 l/s for 2025. The initial well parameters and design (Figure 2.28) are based on the existing Sumifro well and the general assessment of the groundwater condition in the area. The well parameters should be confirmed by the conduct of a geo-resistivity survey and additional groundwater investigation for more accurate figures and appropriate well location.

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Drilling Method Rotary Pilothole depth/diameter (m/mm) 150/200 Well Depth (m) 150 Reamed Hole Diameter (mm) 350 Casing Diameter mm 200 SS Screen Length m 30-45 Expected Yield lps 5-7 Expected Drawdown m 30-50

395. Inasmuch as the existing wells are drilled only up to a depth of 100 m, it is proposed that the boreholes be drilled up to 150 m to determine the presence of potential aquifer/s at deeper layers.

396. Results of pilot-hole logging, penetration rate, mud properties, description of drilling samples and electric logging and shall be evaluated for final well design shown in Figures 2.27 and 2.28. The pilot hole should be enlarged to diameter as specified in the well parameters.

397. The annular space between the casing/screen and the borehole should be filled with gravel of appropriate size to prevent inflow of fine sediments into the well. Cement grouting of the annular space between the casing and the borehole above the gravel pack should be provided for sanitary seal to prevent contamination from surface pollutants. Likewise, water level sounding pipe shall be installed including gravel fill pipe for the purpose of refilling the gravel pack.

398. During test well drilling it is necessary to monitor well construction, well development, prepare well design and conduct pumping test to confirm the quantity and quality of the completed well to be performed by an experienced and reputable well drilling contractor under the supervision of hydrogeologist/well drilling engineer.

399. Pumping tests aimed at a quantitative evaluation of aquifer and well performance should also be conducted after well development procedures to determine well performance and aquifer yielding properties. Results of test pumping shall serve as basis for sustainable groundwater development.

400. The Bill of Quantities (BOQ) will serve as reference to determine the scope of deliverables during the actual well construction and bidding procedure. The BOQ is applicable to Nabunturan and Montevista test wells having 150m pilot hole depth and proposed final depth at about 120m depending on the final well design. The Bill of Quantities describing the well design and contract work items is shown in Table 2.68.

401. A comprehensive well survey for the collection of groundwater data must be initiated within Nabunturan and Montevista. All wells should have facilities for the measurement of the rate of production, water level and time of operation. Water samples should be collected to delineate the extent of groundwater quality problem areas. The generated water quality map will form as the basis for the location of future wells within NWD service area.

402. Also, in compliance with regulations on proper groundwater use and management, Water Rights and the necessary permits must be secured from the appropriate agencies (e.g. the National Water Resources Board and other concerned agencies) and the local government units.

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Figure 2.27: Preliminary Well Design - Nabunturan Area

Project: DRILLING OF ONE (1) TEST/PRODUCTION WELLOwner: Nabunturan Water DistrictLocation: Nabunturan, Compostela Valley





15.0 15m cement grout

30.0

8" diameter BI Pipe

14" Reamed min thickness=6mmHole

60.0 Stainless steel screen


gravel pack90.0



120.0




Note:



clay seal

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Figure 2.28: Preliminary Well Design - Montevista Area

Project: DRILLING OF ONE (1) TEST/PRODUCTION WELLOwner: Nabunturan Water DistrictLocation: Montevista, Compostela Valley





15.0 15m cement grout

30.0

8" diameter BI Pipe

14" Reamed min thickness=6mmHole

60.0 Stainless steel screen


gravel pack90.0



120.0




Note:



clay seal

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Table 2.68: Bill of Quantities for New Wells in Nabunturan Area

WORK ITEM QTY. Unit UNIT COST TOTAL COSTPhp Php

1 Mobilization of equipment 1 LS

2 Drilling of 200 mm dia. Pilot hole to 150m 150 m

including strata sampling every meter

3 Electric logging (E-logging) 1 No.

4 Reaming of Pilothole from 200 mm to 350 mm 120 m

5 Furnishing & installation of 200 mm blank casing 84 m

6 Furnishing & installation of 200 mm Stainless 36 m

Steel Wirewound Screen- Slot 60

7 Furnishing & installation of casing centralizers 5 pc

8 Furnishing & installation of gravel pack 105 m

9 Deffloculation of mudcake using Polyphosphate sol'n 1 LS

10 Backwashing & development by high velocity 1 LS

jetting at specified pressure

11 Well Development by airlifting and/or 12 hrs

surging and bailing out of sediments

12 Step-drawdown pumping test with 5 steps@1hr/step 5 hrs

13 Continuous constant discharge & recovery test 72 hrs

14 Clay sealing and cement grouting/sanitary seal 15 m

15 Installation of 50mm dia.gravel fill pipe/sounding tube 1 LS

16 Complete Water Quality test 1 LS

17 Demobilization and site clean-up 1 LS

TOTAL

BILL OF QUANTITIESDRILLING OF ONE (1) TEST/PRODUCTION WELL

Nabunturan Water DistrictNabunturan and Montevista, Compostela Valley


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403. The lack of sufficient groundwater information in Montevista necessitates the conduct of a surface geophysical survey to determine the groundwater potential of the area for water supply development. This should be confirmed through the drilling of test/exploratory wells during the initial stage of the design phase of the subproject. Test well drilling will confirm the quantity and quality of available groundwater and determine the most appropriate location to drill future wells.

404. Water samples should be collected on all deepwells for water quality testing within the Nabunturan-Montevista area to delineate the extent of groundwater quality problem and generate the water quality map which will form as the basis for the location of future wells particularly in Nabunturan area.

405. An inventory of existing wells and spring should be conducted for a comprehensive water resource evaluation and proper coding to groundwater data bank.


406. General. The analysis of alternatives was mainly done for Nabunturan Main System and Montevista because among the four systems, these two have the biggest projected water supply deficit.

407. The LWUA Methodology Manual was followed in carrying out preliminary design for the proposed facilities that include deepwells and pumping stations, transmission/distribution pipelines, additional storage facilities, power supply, treatment/disinfection facilities, , installation of new service connections, and system appurtenances.

408. Factors Considered:

Existing and proposed service area expansion. At present, the NWD serves 7 barangays in Nabunturan and one (1) barangay in the municipality of Montevista. The proposed improvement will include the unserved portion of the existing service area, one additional barangay in Nabunturan and three barangays in Montevista.

Existing facilities. The existing facilities such as springs and deepwell sources, pipelines, reservoirs and treatment facilities will continue to be utilized as part of the proposed improvement plan.

Projected water demand requirements. The projected maximum-day demands of NWD in year 2020 and 2025 are 5,923 m3/day (68.55 l/s) and 7,089 m3/day (82.05 l/s), respectively. The combined capacity of existing spring and deepwells in four systems is only about 23.16 l/s, and therefore not sufficient to supply the system’s demand future requirements.

Groundwater through wells. The existing wells in NWD have capacities that vary from 2 l/s to 11 l/s. . For utilization as future source of supply, a more detailed and thorough evaluation of the available groundwater will be undertaken prior to conduct of detailed design of proposed facilities. The tentative well design parameters were based on the design of the existing wells in Nabunturan.

Springs. Tapping of the existing spring located at Bgy. Katipunan, about 18 km away from the service area to serve Nabunturan Main System was not considered in the evaluation due to the high cost of required transmission lines.

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Surface water. Information on the Manat River was taken from LWUA study. Manat River is considered as the main river in the area. It generally flows northward and discharges into Agusan River about 35 km north of the municipality. There are no available records regarding the discharge of the river. However, it was reported that Manat River has a shallow bed and variable discharge. Based on the information gathered, there are twelve identified creeks that drains into the Manat River. Of the 12 creeks, five are tapped for irrigation purposes. It was likewise reported that discharges of these creeks vary with the change in season.

Development of Manat River was not considered as an alternative source due inadequate data to support the study. Furthermore development of surface water for potable use usually entails to high cost of treatment facilities including operation and maintenance costs that will make the project financially not viable.

Water quality. The NWD has an on-going well drilling in Barangay Pangutosan (Deepwell No. 5). After full development, the well is expected to have a discharge of 8-10 l/s. The water quality test results, as shown in Appendix 2.4, showed the presence of a substantial amount of arsenic in water that is beyond the maximum allowable level permitted by the Philippine National Standard for Drinking Water. For this reason, Deepwell No. 5 was not considered as a proposed source and therefore was not also included in the alternative analysis conducted for the project.

Storage facilities. The required storage capacity is taken as a percentage of the maximum-day demand and is dependent on the supply rate. The storage volume must be sufficient to supplement and balance the normally constant supply with the hourly demand fluctuations. During peak-hour condition, or whenever the production from the sources is less than the demand of the system, additional supply will be provided by the storage facilities.

Storage volume. Generally, the storage volume must meet the emergency (at least two hours of maximum-day demand), fire-fighting (120 m3 minimum) and operational needs of the system. However, by assuming that peak-hour demand and emergency situations seldom occur at the same time, only the operational storage (at 15-20% of the maximum-day-demand) will be considered to minimize cost. The total operational storage requirements of the system by 2020 and 2025 are 965 m3/day and 1,185 m3/day, respectively. Based on the computed maximum-day demand, the required storage volume within the service area is shown in Table 2.69.

Table 2.69: Required Storage Volume within Service Area - Nabunturan

System

Existing Reservoir Capacity

(m3)

2020 2025

MDD (m3/day

Additional Storage Volume

(m3)

Total Volume

MDD (m3/day

Additional Storage Volume

(m3)

Total Volume

Nabunturan Main

115 4,466 600 715 5,342 160 875

New Sibonga 20 226 20 40 268 20 60 Tagnocon - 113 - - 135 - - Montevista 30 1,118 180 210 1,344 40 250 Total 165 5,923 800 965 7,089 220 1,185


Transmission and distribution system. The preliminary design of transmission and distribution system generally follows the guidelines presented in the LWUA Methodology Manual. The pipe network is generally influenced by the existing road network in the areas to be served. The pipe sizes were analyzed by means of computer software for design of water supply, and through theoretical approach

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using flows and assumed velocities. A more detailed analysis using computer software for design of water supply will be undertaken during feasibility review and detailed engineering design stage.

Demand ratios. The maximum-day demand is taken as 1.30 of the average-day demand, while the peak-hour demand which is taken as 2.0 of the average-day demand. The projected water demands of NWD for the design years 2020 and 2025 are shown in Table 2.70.

The maximum-day demand of the system was used as basis in designing capacities of sources and transmission lines while the peak-hour demand was the basis or computing the sizes of pipes that can adequately serve requirement of the system.

Table 2.70: Projected Water Demands of NWD

Demand Variations Design Year

2020 2025 Average Demand (m3/day) 4,556 52.73 5,453 63.11 Maximum-Day (m3/day) 5,923 68.55 7,089 82.05 Peak-hour (m3/hr) 380 105.55 454 126.11


2.8.6 Recommended Plan/ Outline Design

409. General. Due to costs constraints, the recommended plan will include facilities that will suffice the water supply requirements of Nabunturan and Montevista for year 2020. These facilities will be funded under the proposed ADB Loan. Funding for improvements beyond 2020 may be financed thru other sources, or thru internal cash generation of the NWD when available.

410. The recommended improvement plan for year 2020 include source development, construction of pump station, laying of new transmission/distribution pipelines, construction of additional storage facilities, provision of stand-by power supply, installation of treatment/disinfection facilities, installation of new service connections, and provision of other system appurtenances. It is proposed to be undertaken in a single construction phase. The recommended plan considers 2009 as the base year and year 2020 as design year.

411. This study generally adopts the design criteria contained in the LWUA Methodology Manual and other relevant manuals and guidelines used in planning and designing of water supply systems However, deviations were allowed to enhance the feasibility of the project and to reduce the project cost.

412. Recommended water supply outline design: proposed development program for Nabunturan (2010-2020). The recommended water supply development plan for Nabunturan Main System will provide additional 40 l/s of potable water to augment the existing supply of about 18 l/s. By year 2020, a total of eight deepwells with a total capacity of 58 l/s will supply the water demand of a population of about 24,141. The outline of the development plan includes the following work items:

Drilling of four additional wells each with a capacity of 10 l/s. These wells are in addition to four existing wells which have a combined capacity of 18.16 l/s. By year 2020, the total available supply for the Main System will be 58.16l/s sufficient for the maximum-day demand of the system of only about 51.68 l/s. If all proposed wells will attain expected discharge capacity, the low production wells such as PS No. 3 may be used as standby source only.

Construction of four pumping stations complete with civil and electro-mechanical

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works with pumps ranging from 25 to 30 Hp. Three of the wells will be equipped with 25 Hp pumps while one will be provided with a 30 Hp pump. Each pumping station will be provided with a 5 sqm pumphouse complete with electrical and mechanical accessories, and power supply line. A minimum lot area of 100 sqm will be allotted for each deepwell amd pump station.

Laying of approximately 14.05 km of 50mm to 250mm transmission and distribution pipes including valves and appurtenances, bridge and culvert crossings, provision for pavement cutting, breaking and surface restoration. The transmission pipes will be laid from the sources to the distribution areas or to reservoirs. The distribution pipes will be laid to serve expansion areas and at the existing service areas to improve carrying capacities of the existing pipes which might become inadequate due to increase in water demand.

Construction of 600 m3 ground steel reservoir for Main System. The ground steel reservoir to be installed will augment the existing reservoir and will be located at elevation 125 mamsl to provide additional storage during peak hour demand and to balance pressures in the system.

Provision of 60 KVA standby power generating set. This will provide continuous water supply during power supply interruptions. Due to high cost of equipment, a movable type of power generating set is recommended so it can serve the pumping stations alternately during power supply failures.

Installation of 500 sets of new service connections excluding water meters. About 500 sets of new service connections will be installed during the project. It is also expected that most of the disconnected service will be reconnected once the improved system starts its operation.

Acquisition of a minimum of 500 sqm of land for wells, pumping stations and reservoirs. A minimum of 100 sqm is allotted for each deepwell and pump station and reservoir.

413. For the New Sibonga System, a 20 m3 ground steel reservoir will be provided to augment supply during peak hour demand.

414. The layout of the proposed development plan is shown in Figure 2.29.

415. Proposed development program for Montevista (2010-2020). The recommended water supply development plan for Montevista System will provide 10-12 L/s of potable water to a population of about 6,453. At present the NWD is buying bulk water supply from New Visayas barangay water association so it will not be remiss in providing water supply service to about 89 domestic and commercial connections. The outline of the development plan includes the following work items:

Drilling of two wells each with a capacity of 6 l/s. Construction of two pumping stations complete with civil and electro-

mechanical works with 15 Hp pump each. laying of approximately 11 km of 50mm to 200mm transmission pipes

including valves and appurtenances, bridge and culvert crossings, provision for pavement cutting, breaking and surface restoration.

Construction of 180 m3 ground steel reservoir at elevation 100mamsl. Installation of 300 sets of new service connections excluding water meters. Acquisition of a minimum of 200 sqm of land for the well, pumping station and

reservoir.

416. The layout of the proposed development plan is shown in Figure 2.30.

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Figure 2.29: Recommended Plan, Nabunturan Main System

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Figure 2.30: Recommended Plan, Montevista System

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417. System operation. The NWD will operate and maintain the improved water system. Water services will be provided to the concessionaires for 24 hours daily. The system will be operated on a combined floating-on-the-line and fill-and-draw method.

418. Non-revenue water control, reduction and management program. The board and management of NWD recognize the importance of effective management of NRW. The WD officials encourages reporting of leakages, pilferages and illegal connections which are sources of NRW. The LWUA is requiring water districts to reduce NRW to 20% or less.

419. Management of water resources and watersheds. NWD is already experiencing lowering of the water table resulting in declining well discharge in the past years. This is an indication of the degradation of the watersheds that are responsible for recharging the aquifers. These changes in well discharges imply the need to integrate sustainability of water resources into NWD’s water management programs and strategies.

420. The recommended measures are intended for the preservation of primary water sources for sustainable use and should be implemented to preserve the usefulness of the existing sources:

Management of wells should include a monitoring program of flow rates, pumping time, static water levels, pumping water levels and water quality. These will determine the variations in well performance which may indicate the need for corrective measures. These records, except for water quality, should be maintained on a daily basis. Physical and chemical analyses, consisting of parameters established by the Philippine National Standards for Drinking Water (PNSDW), should be performed at least once every six (6) months. Bacteriological analysis should be conducted at least once a month. The well fields should be protected from all activities which may lead to contamination and/or excessive lowering of the water table.

A sanitary zoning plan should be implemented with special emphasis on the

protection of the most economical water sources. It should be integrated into the general zoning plan. Septic tanks should be located at least 30 meters away from a proposed or existing source.

421. During the public consultation held on September 30, 2010, IGM of NWD stressed the need to protect the spring recharge area in Barangay Tagnocon. There are reports that mining activities is advancing into the area that might affect the groundwater aquifer that supports the spring source of Tagnocon System.

422. NWD through its IGM has requested the DENR for the delineation of the watershed area to be maintained and protected. The watershed areas that supplement the Nabunturan aquifer are within the Manat Watershed. The request is in accordance with the tripartite agreement between LWUA. Figure 2.31 shows approximate coverage of the Nabunturan recharge area within the Manat Watershed.

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Figure 2.31: Coverage of Nabunturan Recharge Area within Manat Watershed

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2.8.7 Stakeholder Consultant Workshop

423. A Stakeholders Consultation on the Proposed Nabunturan Water Supply Sub-project was conducted on September 30, 2010 at the ComVal Hotel, Nabunturan, Compostela Valley. The workshop was jointly organized and conducted with the Nabunturan Water District.

424. The main purpose of the consultation was to present and validate the proposed water supply sub-project design with key stakeholders from the provincial, municipal and barangay LGUs and representatives of affected communities. Specifically it aimed to present the specific components of the water supply sub-project for validation with key stakeholders, and gather their feedback on the proposed design.

425. Participants. A total of 17 participants (12 males, 5 females) attended the Consultation representing the provincial LGU of Compostela Valley, municipal LGUs (Nabunturan and Montevista), Nabunturan Water District, and barangay officials of the barangays that have been identified as potential sites for development of this sub-project. Although 30 participants were invited, the other invitees were constrained to attend due to a conflict in schedule with a public hearing organized by the provincial government. Participants came from the following barangays: Libasan, Linoan and Poblacion (in Nabunturan town) and New Visayas, Sta Maria and Poblacion (in Montevista).

426. Program. In his opening remarks, Kagawad (Councilor) Martin Cabuga of Poblacion Nabunturan welcomed the participants from other barangays. He expressed high interest in finding out what the proposed project is about and how it could assist their communities. He observed that water supply is indeed very important to the people’s daily lives and ensuring adequate and clean water supply is one of the priorities of their LGU. He concluded by expressing appreciation to the consultation organizers and wished that the objectives are met.

427. Presentation of proposed sub-project design. The consultation then moved to the main purpose which was the presentation of the proposed project design by the Interim General Manager of the Nabunturan Water District (together with PPTA Water Supply Engineer).

428. Validation. The presentation was followed by a facilitated discussion which gathered feedback, issues and concerns from the participants. The validation process focused on generating the stakeholders’ questions and issues and concerns on the project as well as their views on the relevance, appropriateness and acceptability of the proposed interventions. A summary of the ensuing discussion is presented in Table 2.71.

Table 2.71: Summary of Stakeholder Consultation Discussion - Nabunturan Questions/Concerns Raised Response by the Water District and Consultants

On Selection of Case Study Systems: What selection criteria were used in choosing the case study systems?

Among the criteria used were the following: Demand for improvement Fiscal capacity management Improvement would meet economic and health objectives Plan for improvement is a stated priority of the LGU and

Water District

Concern for water quality and adequate supply: Will water quality and safety not be an issue given the

The proposed project has chosen the less costly investment by looking for safer water sources where pollution is less likely. While there is already available technology to treat water

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Questions/Concerns Raised Response by the Water District and Consultants

increasing land area devoted to banana plantations and mining activities in some of the barangays?

pollution/contamination, the cost is rather high. It is also important to relate the water supply project to watershed management interventions to ensure the sustainability of the water sources. The Water District is legally mandated to maintain and protect its own watershed area (100 hectares) and coordination with the PENRO towards this is already underway. The Water District and DENR need the active involvement of the barangay and municipal LGU officials in closely monitoring and protecting our water supply. You are more aware of what is going on the ground. You have the authority and responsibility to ensure that large plantations and private entities follow the ECC process and water drilling permits. The NWRB requires the endorsement of the LGU before it issues any water drilling permit.

Access to water. Are there poor households in the barangays (including IPs) who may not be able to afford increased water tariff? Are the barangays willing to share the cost of establishing some communal facilities to provide access to those families?

Yes. The IP households can be found in Brgys Libasan, Sta. Maria and Poblacion (in Nabunturan) and Brgys New Visayas and Poblacion (in Montevista). In Brgy Poblacion, Nabunturan, there are around 50 Muslim families residing along the Cabaliran Creek who live in poverty. As suggested by the participants, a possible scheme to meet the needs of poorer households is to establish Level 2 (communal faucets) in strategic locations to be maintained by the Barangay LGUs. Institutional arrangements need to be developed for this.

Detailed Implementation Plan. It would be ideal if a more detailed implementation plan is presented to the stakeholders, including implications to tariff rates.

The financial plan is still currently being worked out. The Water District may hold another round of public disclosure consultations before the actual start of the project.


429. Endorsement. The participants from all the six barangays and municipal LGUs represented unanimously agreed to the proposed project as presented citing that potable water is a real necessity for all the households and increased supply and quality is a priority of the concerned LGUs.

430. The Consultation ended with the participants expressing their support for the water supply sub-project.

2.8.8 Assessment of Nabunturan Water District Capability

431. General. This section provides an assessment of the WD capability, not only in implementing the project, but also in managing the system.

432. WD history. NWD is composed of four separate systems. Three systems namely, Nabunturan Main System, New Sibonga System and Tagnocon System are in the Municipality

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of Nabunturan while the other system is the Montevista System, presently serving the town propoer of the Municipality of Montevista. Nabunturan Water District (NWD) was formed in 1980 and the Conditional Certificate of Conformance (CCC) No. 146 was issued on January 12, 1981.

433. Prior to the operation of the WD, the municipality, specifically in the Poblacion area where most of the commercial/industrial activities are being conducted, had no piped water system. Majority of the residents depend on deep and open dug wells for their daily water requirement. Others depend on rivers and springs.

434. WD management. The governing policies of the water district emanates from a five-member Board of Directors (BOD), which are chosen and appointed from among the various sectors of the community.

435. The General Manager, who is appointed by the BOD, oversees the daily operation of the water district. To date, the NWD has a total of 20 personnel.

436. LWUA take-over. The LWUA took-over the management and operation of the NWD on March 2, 2009 upon request of the Municipal Government of Nabunturan due to over-all poor quality of water service and losses in revenue. The NWD now is managed by an Interim General Manager from LWUA. As of end of year 2009, the WD had a negative income in its operation.

437. Technical and operational feasibility. Under the management of the IGM, the WD has prioritized improvement in the technical aspect of its operation such as undertaking interconnection works and looping of pipe network to improve flow and pressure; flushing and cleaning of the pipelines that have been clogged with impurities and mineral deposits such as iron and manganese; installation of gate valves for repair, maintenance and monitoring works; etc. The improvement in the technical aspects redounded to improved collection efficiency and financial standing of the WD. As of August 2010, it has posted a positive income of about Php1.078Million in its operation.

438. The WD is looking for possible funds source for the improvement of the Main System and Montevista System.

439. Debt servicing. The WD claims that has always been up-to-date in its debt servicing to the Local Water Utilities Administration (LWUA). The financial performance of the NWD will be discussed in more details in the section for financial aspects.

440. Performance parameters. Table 2.72 summarizes the performance of the NWD for the past three years. The comparison with the water industry average showed that NWD was not able to meet performance parameters of the industry. There is a negative growth in service connections due to insufficient and poor water quality.

441. It is noted that the NWD has a positive income as of August 2010, the ratio of connections to staff however decreased. On the IGM’s point of view, this is part of training personnel for future service expansion.

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Table 2.72: Summary of Performance Parameters – Nabunturan WD Parameters Industry

Average (2008)

2008 (Actual)

2009 2010 (August)

NRW 31 28.70% 22% 27.60% Average Collection Period 42 45 45 45 Collection Efficiency 90 90.43 86.47 90.59% Net Income/Operating Revenues 7% (Php1.056M) (Php0.805M) Php1.078M Operating Ratio 75% (negative) (negative) 94% Connections/Staff 158 118:1 115:1 98 No. Of Connections 5,340 2,468 2307 2,344 Source: NWD Monthly Data Sheet.

442. NRW reduction program. Based on the Monthly Data Sheet and the Annual Billing Record of NWD for Year 2009, the NRW is about 22%. The sources of the NRW are pipe leaks, illegal connections, and under registration of meters. Minor leaks and surface leaks are easily repaired, however big leaks which require deep excavation are usually repaired in two days.

443. All of the sources have flowmeters, hence production is measured. The WD does not have leakage monitoring equipment. However, purchase of said equipment is not yet a priority of the WD due to lack of funds. Leaks are monitored through reconnaissance surveys by the WD employees and thru reports from concerned citizens.

444. Service coverage. The served population as of December 2009 is estimated at 13% of the combined municipal population of Nabunturan and Montevista which are the franchise areas of NWD. This is a low coverage figure considering that the NWD has been in existence for almost 20 years.

445. Relationship with LGU. The Water District has established good working relationships with the LGUs both at the municipal and provincial levels. The General Manager was able to acquire the full support of LGU officials in operating the system and in dealing with matters requiring sharing of responsibilities and costs.

446. The provincial government recently granted P1.0Million to the NWD which was used for drilling a well. On the other hand, the municipal government is giving a yearly subsidy of P100,000 to the water district.

447. Relationship with LWUA. NWD continues to have a strong working relationship with LWUA. Its officers and employees continue to show uncompromising support to efforts of the LWUA to improve the water supply situation of the people within the franchise area of the WD.

448. Structure and staff. The organizational structure for the NWD had been approved by the DBM and follows the recommended structure for “Average” water districts. The officers are qualified and have been with the WD for several years. There are 29 approved plantilla positions in the NWD of which 20, as of December 2009 are filled-up.

449. Meter reading, biling and collection, and application for new connections. There are two meter readers who do manual meter readings and recording alternately during the 1st to 12th day of the month. Statement of billing account is delivered within 4 to 5 five days after reading. Billing collectors undertake house-to-house payment collection before due date, after which date, payment shall be made at NWD office. For the independent systems (Montevista and Tagnocon), billing collectors go to the respective barangays halls to receive payment.

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450. All other operational activities i.e. meter replacement, disconnections, new connections, etc., are also carried out in-house by the NWD staff. All customer connections are metered. Meters are replaced or re-calibrated when problems arise. The WD has an improvised meter calibration device. There is no programmed meter replacement yet in place.

451. One-time late payment penalties of 10% are imposed (which is a standard imposition by all water districts) and customers who fail to settle their accounts after 60 days are temporarily disconnected, i.e. at the meter or at the vertical. Ordinarily, customers who have unpaid accounts of more than 2 months are disconnected at the mainline.

452. The process for service connection application involves the following steps:

1) New applicants are required to attend an orientation seminar at the NWD office which is held every Wednesday.

2) Filling-up of the service application form and contract and submission of the following requirements: a) copy of the Community Tax Certificate (CTC) of the applicant and his/her spouse, and the house owner (in case of tenant); b) proof of ownership of the building or consent from the house owner, in case of tenant; c) Mayor’s Permit in case of business establishment.

3) Payment of installation fee of P2,000.00. 4) Notarization of application form and contract. 5) Wait for duly approved estimates and inspection report prior to installation of service

connection. 453. Project Implementation. NWD cannot implement project by Administration because it lacks resources such as construction equipment and manpower. The project will be undertaken by a Contractor to be selected through competitive public bidding. The Contactor will handle the day-to-day activities of the project including hiring of construction inspectors and workers, securing of permits and activity scheduling. The WD or its Consultant will monitor and manage the construction activities.

454. Proposed set-up for ADB project implementation. The ADB project will be implemented in any of the following schemes: bid-out the project to get a contractor responsible for both civil works and materials; or project implementation through design-build scheme. NWD, through its Project Implementation Unit (PIU), will either assign a resident engineer or an account officer to undertake the construction supervisory activities.

2.8.9 Investment Cost Estimate (including O&M)

455. Considerations. The estimated project cost was prepared using LWUA in-place cost of waterworks, materials and equipment applicable for the current year, labor and materials costs derived from other completed water supply projects, and prevailing market prices of construction materials and works. The costs are grouped into: engineering costs, non-engineering costs, and operations and maintenance costs.

456. Engineering costs. These include costs for civil works and equipment associated with the construction of the proposed facilities. The basic engineering cost of the projects is equal to P67.04 million with pipelines comprising the biggest portion of about 52%. The total engineering costs is P81,11 million including basic costs, price and physical contingencies, detailed engineering study and provision for construction supervision, as shown n Table 2.73.

125


Table 2.73: Engineering Cost Estimate – Nabunturan

Nabunturan Montevista Nabunturan MontevistaI Engineering Basic Cost Items1 Transmission Lines

150 mm diameter (Class 150) LM 2.03 5,000 2,700 10,150.00 5,481.00 15,631.00 100 mm diameter (Class 150) LM 1.12 600 673.20 673.20

2 Distribution Lines250 mm diameter (Class 150) LM 4.28 300 1,283.40 - 1,283.40 200 mm diameter (Class 100) LM 1.88 500 460 939.00 863.88 1,802.88 150 mm diameter (Class 100) LM 1.39 1,550 140 2,157.60 194.88 2,352.48 100 mm diameter (Class 100) LM 0.83 1,000 1,440 828.00 1,192.32 2,020.32 75 mm diameter (Class 100) LM 0.56 2,900 5,600 1,618.20 3,124.80 4,743.00 50 mm diameter (Class 100) LM 0.40 2,800 850 1,108.80 336.60 1,445.40

3 Bridge/River/Culvert Crossings LM 10.00 60 90 600.00 900.00 1,500.00 4 Pavement Cutting and Breaking LM 0.37 1,305 1,148 477.63 420.17 897.80 5 Surface Restoration cum 6.41 59 52 376.66 333.53 710.19 6 Test/Production Well Drilling

Well No. 6,7,8, &9, Montevista250 mm x 110 m @ 10 L/s ea 1,980.00 4 7,920.00 7,920.00 200 mm x 100 m @ 6 L/s ea 1,980.00 2 3,960.00 3,960.00

7 Pumping Stations30 Hp Submersible Pump (PS No.6) set 635.56 1 635.56 - 635.56 Civil Works: Pumphouse (5 sqm each) sqm 51.00 1 51.00 - 51.00 Discharge Pipes Valves and Fittings lot 300.00 1 300.00 - 300.00 Production Meter set 50.40 1 50.40 - 50.40 Demand Meter set 30.50 1 30.50 - 30.50 Hypochlorinator and Accessories set 78.00 1 78.00 - 78.00 Pow er Supply Line/Dist. Transformers lot 400.00 1 400.00 - 400.00 Accessories such as: Motor Control, Riser Pipe, lot 300.00 1 300.00 300.00 25 Hp Submersible Pump (PS Nos.7,8, & 9) set 534.41 3 1,603.24 - 1,603.24 Civil Works: Pumphouse (5 sqm each) sqm 51.00 3 153.00 - 153.00 Discharge Pipes Valves and Fittings lot 300.00 3 900.00 - 900.00 Production Meter set 50.40 3 151.20 - 151.20 Demand Meter set 30.50 3 91.50 - 91.50 Hypochlorinator and Accessories 78.00 3 234.00 - 234.00 Pow er Supply Line/Dist. Transformers lot 320.00 3 960.00 - 960.00

lot 270.00 3 810.00 - 810.00 Accessories such as: Motor Control, Riser Pipe, Submersible Cable etc.

BREAKDOWN OF COST ESTIMATES (P x 1000)BASIC CONSTRUCTION COST

YEAR 2010 PRICE LEVEL

Facilities Unit Unit Cost Quantity Total Cost Grand Total

126


Table 2.67: (continued)

Nabunturan Montevista Nabunturan Montevista15 Hp Submersible Pump (Montevista) set 373.39 2 - 746.79 746.79 Civil Works: Pumphouse (5 sqm each) sqm 51.00 2 - 102.00 102.00 Discharge Pipes Valves and Fittings lot 230.00 2 - 460.00 460.00 Production Meter set 50.40 2 - 100.80 100.80 Demand Meter set 30.50 2 - 61.00 61.00 Hypochlorinator and Accessories set 78.00 2 - 156.00 156.00 Power Supply Line/Dist. Transformers lot 300.00 2 - 600.00 600.00 Accessories such as: Motor Control, Riser Pipe, lot 250.00 2 - 500.00 500.00

8 Standby Power Generating Set (Mobile)60 KVA set 1,102.07 1 1,102.07 1,102.07

9 Reservoir (Ground Steel Bolted Type)Nabunturan Main System cum 10.50 600 6,300.00 6,300.00 New Sibonga cum 10.50 20 210.00 210.00 Montevista cum 10.50 180 1,890.00 1,890.00

10 Valves250 mm ea 34.61 1 34.61 34.61 200 mm ea 29.64 1 1 29.64 29.64 59.28 150 mm ea 25.91 7 4 183.95 103.63 287.58 100 mm ea 16.28 2 6 32.56 97.67 130.22 75 mm ea 15.35 6 14 92.09 214.87 306.96 50 mm ea 12.50 6 2 75.00 25.00 100.00

11 Fire Hydrants150 mm (Commercial) set 47.47 3 2 142.42 94.94 237.36 100 mm (Residential) set 40.58 3 2 121.75 81.17 202.92

12 Service Connections (Without Meters) set 1.95 500 300 975.00 585.00 1,560.00 13 Access Road (100 M x 1.5 M) LS 200.00 1 - 200.00 200.00

SUB-TOTAL I 43,706.78 23,328.89 67,035.67 PRICE AND PHYSICAL CONTINGENCIES (10% OF SUB-TOTAL I) 6,703.57 DETAILED ENGINEERING DESIGN (6% of SUBTOTAL I +PPC) 4,424.35 CONSTRUCTION SUPERVISION (4% OF SUB-TOTAL I +PPC) 2,949.57 TOTAL COST I 81,113.16

II Non-Engineering CostsA. Land Acquisition LS 500 200 700.00 B. Contingencies (5% of A) 35.00 TOTAL COST II 735.00 TOTAL PROJECT COST 81,848.16

BREAKDOWN OF COST ESTIMATES (P x 1000)BASIC CONSTRUCTION COST

YEAR 2010 PRICE LEVEL

Facilities Unit Unit Cost Quantity Total Cost Grand Total

127


457. Non-engineering costs. The non-engineering costs include costs for land acquisition and other contingencies. The breakdown of costs is also shown in Table 2.66.

458. Operation and maintenance costs. Operational cost includes salaries of WD personnel, power, chemical, maintenance, and miscellaneous costs. Maintenance expenses include repair of facilities and other fixed assets and are associated with materials necessary for up-keeping of the system facilities. The labor component of such expenses has already been included in the staff salaries. Miscellaneous costs include general expenses for administration such as office supplies and materials, promotions and public relations, travel and per diem expenses, training of staff, directors’ fees and remuneration, communication, professional fees, and other overhead expenses of the WD management. The annual operation and maintenance costs are presented in Table 2.74.

128


Table 2.74: O&M Cost Estimate – Nabunturan

POWER3/ CHEMICALS4/ MAINTENANCE 5/ MISCELLANEOUS 6/

T O T A L

Nabunturan Montevista Total Nabunturan Montevista Total Total Total Total Total Total2009 1,360 72 1,432 2,218 89 2,307 20 3,575 1,408 112 1,350 1,877 8,323 2010 1,581 72 1,653 2,297 89 2,386 22 3,933 1,599 134 1,486 2,045 9,196 2011 1,621 72 1,692 2,375 90 2,465 23 4,111 1,639 137 1,634 2,138 9,659 2012 1,695 71 1,766 2,457 91 2,548 24 4,290 1,714 143 1,797 2,231 10,175 2013 1,764 71 1,835 2,538 92 2,630 25 4,469 1,784 148 1,977 2,324 10,702 2014 2,891 301 3,192 3,747 393 4,140 28 5,005 3,348 258 2,295 2,603 13,508 2015 2,999 391 3,390 3,801 508 4,309 29 5,184 3,557 274 2,309 2,696 14,019 2016 3,224 480 3,705 3,855 621 4,476 30 5,363 3,887 299 2,323 2,789 14,660 2017 3,452 571 4,023 3,909 735 4,644 31 5,541 4,213 325 2,337 2,881 15,298 2018 3,587 660 4,247 3,964 848 4,812 32 5,720 4,448 343 2,351 2,974 15,837 2019 3,664 757 4,421 4,018 962 4,980 33 5,899 4,634 357 2,366 3,067 16,323 2020 3,696 860 4,556 4,072 1,077 5,149 33 5,899 4,780 368 2,380 3,067 16,494 2021 3,945 898 4,843 4,211 1,118 5,329 33 5,899 5,862 391 2,394 3,067 17,613 2022 4,077 932 5,009 4,351 1,159 5,510 34 6,078 6,039 405 2,408 3,160 18,090 2023 4,209 967 5,175 4,490 1,201 5,691 34 6,078 6,217 418 2,422 3,160 18,295 2024 4,341 1001 5,342 4,630 1,242 5,872 34 6,078 6,395 432 2,437 3,160 18,501 2025 4,419 1034 5,453 4,769 1,283 6,052 34 6,078 6,505 441 2,465 3,160 18,649

1/ Unescalated Cost2/ Salaries = average monthly salary (P12,998.92) x 12 X no. of employees per year3/ Annual Power Costs = Power demand requirement (kw) x Power Cost (P5.3997/kwh) x daily hours of operation x 365 days4/ Annual Chemical Costs = ave. day water demand (m3/d) x 365 days/year x chlorine dosage (2 mg/l) x cost of chlorine (P110/kg) ÷ 1,000; about P0.20 per cum5/ Annual Miscellaneous Costs represent about 45% to 40% of salaries6/ Annual Maintenance Costs, maintenance costs of existing facilties + maintenance costs of proposed facilities (3% for equipment and 0.3% for civil works)

ANNUAL OPERATION AND MAINTENANCE COSTS (P x 1,000) 1/

___________________

NABUNTURAN WATER DISTRICT

YEARADD NO. OF CONNECTION NO. OF

EMPLOYEES SALARIES2/

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2.8.10 Implementation Schedule

459. The proposed improvement program will be implemented within two and a half year period starting in mid-year 2012 until end of year 2014 including preconstruction activities. Prior to implementation of the subproject, the following preparatory work must be done:

thorough review of the outline design to assess its effectiveness and ensure that data and information are updated before conduct of detailed engineering design. Drilling of tests wells in potential well sites must be undertaken to confirm the assumptions for water quantity and quality used during conduct of preparatory technical assistance.

the Detailed Engineering Study should consider the following, if any: 1) changes in the existing conditions of the system such as addition or deletion of

facilities, increase in service area and service connections which might result in updating of projections, and changes in city/municipality development plan which might affect the outline; and

2) implementation of any part of the outline design

re-evaluation water tariffs including the financial and economic viability of the project ; and

preparation of detailed environmental impact assessment and environmental management plan.

460. The improved system is expected operate by the first quarter of 2014. The implementation schedule is shown in Figure 2.32.

130


Figure 2.32: Implementation Schedule - Nabunturan

ACTIVITY3 rd 4 th 1 st 2 nd 3 rd 4 th 1 st 2 nd 3 rd 4 th

F.S. REVIEW/APPROVAL BY LGU/WD/ADB/ DED PREP REVIEW AND APPROVAL, AND WATER RESOURCES AND WATER QUALITY REVIEW

PROCUREMENT/TENDERING PROCESSLAND ACQUISITION

PHASE I EXPANSION PROGRAM:Well Drilling

Pumping StationsTransmission/Distribution Lines

ReservoirService Connections

Standby Power Generating SetValves & Hydrants

Access Road

FIGURE 8-10: IMPLEMENTATION SCHEDULE

PRE-CONSTRUCTION PHASE CONSTRUCTION PHASE2012 2013 2014

131


2.9 OVERALL SUBPROJECT (17 SYSTEMS)

2.9.1 Impact and Outcome

461. Impact. The implementation of the proposed water supply improvement projects will enhance access to safe, adequate and sustainable water supply. The seventeen (17) water supply subprojects will improve the living conditions, particularly the health and sanitation aspects of the projected served population in the subproject areas. Availability of potable water supply also improves economic activities thus propelling economic growth in the area. The proposed improvements will also help achieve some objectives of the Millennium Development Goals (MDG) and the Medium Term Philippine Development Plan (MTPDP).

462. Outcome. The outcome of the municipal water supply subproject is an improved water supply system for the 17 participating LGUs /WDs. The improved water supply system shall be measured in terms of additional service connections and served population, NRW reduction, water supply reliability and water quality.

463. Expected project beneficiaries. The expected number of persons that will benefit from the outcome of the three case study water supply systems at year 2020 were estimated based on the projected served population as shown in Table 2.75.

Table 2.75: Projected Beneficiaries, Three Case Study Systems LGU/WD Projected Beneficiaries at Year

2020 LGU- Esperanza

21,816

Prosperidad Water District 22,120 Nabunturan Water District 30,594 Total 74,530


464. In lieu of a detailed study, the projected beneficiaries of the 14 other identified subprojects for year 2020 were estimated based on the following assumptions:

For new water supply systems, 20% of the projected population is targeted to be served by the proposed system by year 2020.

For the LGUs with existing systems, additional 15% of the projected population is targeted to be served by the proposed expansion and improvement for year 2020.

For the WDs, additional 20% of the projected population is targeted to be served by the proposed expansion and improvement by year 2020.

465. The summary of the estimated project beneficiaries for the 12 subsystems is in Table 2.76.

132


Table 2.76: Estimated Project Beneficiaries – 14 Water Supply Systems

Estimated Served

Population at Year 2010

Projected Population at

Year 2020

% Additional Served

Population at

Year 2020

Total Projected

AdditionalServed Pop at Year 2020

Total Projected Served

Population

A. New System (LGU)1 Las Nieves 27,873 20 5,575 5,575

2 La Paz 27,796 20 5,559 5,559

3 Loreto 51,217 20 10,243 10,243

4 Veruela 38,157 20 7,631 7,631 B. Expansion and Improvement of

Existing System (LGU)

5 Magallanes 738 25,372 15 3,806 4,544 6 Talacogon 5,682 40,416 15 6,062 11,744

7 Trento 5,220 58,983 15 8,847 14,067

8 Santa Josefa 3,900 29,834 15 4,475 8,375

9 San Luis 1,758 43,418 15 6,513 8,271

10 Compostela 6,120 90,438 15 13,566 19,686

11 Laak 3,000 71,179 15 13,201 19,686

C. Water District12 San Francisco 28,122 79,157 20 15,831 43,953

13 Bayugan City 21,600 100,803 20 20,161 41,761

14 Bunawan 3,750 53,584 15 8,038 11,788 Total 79,890 738,227 129,508 209,398

Municipalities/ Cities

2.9.2 Overall Subproject Investment Cost

466. The project costs of the three case study system were derived based on the appraisal study and preliminary design of proposed facilities components. The costs include the basic construction costs of the proposed facilities, physical contingencies, engineering studies, provision for construction supervision, and other non-engineering costs. The summary of the costs are shown in Table 2.77.

467. The costs of the 14 identified subprojects are rough estimates that were derived using the costs of the three case study systems and costs of other completed water supply projects as basis. A major factor that was not considered in determining the subproject costs during this stage is the net borrowing capacity of each LGUs. A more reliable estimated cost will be arrived after a feasibility study shall have been conducted for each subproject during loan implementation phase. The project costs for the 14 subprojects are also shown in Table 2.73.

2.9.3 Overall Subproject Implementation Plan

468. The project implementation for the water supply infra component will be undertaken in two stages. The three case study systems will be implemented starting middle of 2012 with the procurement of consultants. The construction period will be until end of 2013. The first year of operation of the improved systems will be at year 2014. The remaining 14 subprojects will be implemented from year 2013 to 2016.

469. The tentative project implementation plan is shown in Figure 2.33.

133


Table 2.77: Estimated Cost of 17 Water Supply Subprojects

Total Engineering Basic Cost

(1)

Physical Contingencies

(2)

Feasibility Study/Detailed

Engineering Design

(3)

Construction Supervision

(4)

Total Engineering

Cost (1+2+3+4)

Land Acquisition

(5)

Contingencies (6)

Total Non-Engineering

Cost (5+6)

Total Project Cost

(1+2+3+4+5+6)

A. Case Study Systems1 Esperanza 55,750 5,575 3,679 2,453 67,457 240 12 252 67,709 2 Prosperidad 67,295 6,730 4,441 2,961 81,427 704 35 739 82,166 3 Nabunturan 67,036 6,704 4,424 2,950 81,113 700 35 735 81,848

Sub-total A 190,081 19,008 12,545 8,364 229,997 1,644 82 1,726 231,723

B. 14 Identified Water Supply Subprojects1 Las Nieves 26,670 2,667 2,640 1,173 33,151 200 10 210 33,361

2 Magallanes 18,220 1,822 1,804 802 22,647 200 10 210 22,857 3 San Francisco 78,215 7,822 7,743 3,441 97,221 1,000 50 1,050 98,271 4 La Paz 26,625 2,663 2,636 1,172 33,095 200 10 210 33,305 5 Loreto 48,990 4,899 4,850 2,156 60,895 300 15 315 61,210

6 Santa Josefa 21,420 2,142 2,121 942 26,625 200 10 210 26,835 7 Talacogon 29,005 2,901 2,871 1,276 36,053 200 10 210 36,263 8 Trento 42,320 4,232 4,190 1,862 52,604 300 15 315 52,919

9 Veruela 36,500 3,650 3,614 1,606 45,370 200 10 210 45,580 10 San Luis 31,150 3,115 3,084 1,371 38,719 200 10 210 38,929 11 Bayugan City 99,485 9,949 9,849 4,377 123,660 1,000 50 1,050 124,710

12 Compostela 64,870 6,487 6,422 2,854 80,633 500 25 525 81,158 13 Bunawan 39,175 3,918 3,878 1,724 48,695 300 15 315 49,010 14 Laak 64,285 6,429 6364.215 2,829 79,906 500 25 525 80,431

Sub-total B 626,930 62,693 62,066 27,585 779,274 5,300 265 5,565 784,839

C. Total 817,011 81,701 74,611 35,948 1,009,271 6,944 347 7,291 1,016,562

TABLE 10-1 ESTIMATED PROJECT COSTS OF 17 WATER SUPPLY SUBPROJECTS

Subproject/LGU/Water District


134


Figure 2.33: Proposed Implementation Schedule of 17 Water Supply Systems

67.7182.1781.85

Total Project Cost I 231.72

Procurement of Consultancy Services FS/Concept Design/Detailed Eng'g DesignLand AcquisitionTenderingConstructionStart of Operation of Improved System

II. Other Identified Subprojects 4 Las Nieves 33.361

5 Magallanes 22.857

6 San Francisco 98.271

7 La Paz 33.305

8 Loreto 61.21

9 Santa Josefa 26.835

10 Talacogon 36.263

11 Trento 52.919

12 Veruela 45.58

13 San Luis 38.929

14 Bayugan City 124.71

15 Compostela 81.158

16 Bunawan 49.01

17 Laak 80.431Total Project Cost II 784.84

FS/Concept Design/Detailed Eng'g DesignLand AcquisitionTenderingConstructionStart of Operation of Improved System

Total Project Cost I and II in Phil Peso 1,016.56 Total Project Cost I and II in US Dollar @ 1US$ = Php43 23.64

3) Nabunturan, Comval

Schedule of Activities

Schedule of Activities

Total Project in million

Pesos

PROPOSED IMPLEMENTATION SCHEDULE AND TENTATIVE TOTAL PROJECT COSTS(Improvement of 15 Municipal Water Supply Systems)

Description/Activities 2012 2013 2014 2015 2016 2017 2018

I. Case Study Sytems1) Esperanza, ADS 2) Prosperidad Water District, ADS

SSource: PPTA Connsultant.

135


2.9.4 Contract Procurement/ Packaging

470. The procurement of works, goods and consulting services will be conducted in accordance with the ADB Guidelines for Procurement, the guidelines of the Government Procurement Policy Board (GPPB), and R.A. 9184, or the Government Procurement Reform Act. For national competitive bididng, the harmonized Philippine Bidding Documents shall be adopted in the bidding for Goods, Works and Consulting Services. However, in case of discrepancies, the ADB Procurement Guidelines shall govern.

471. Procurement plan. LGU/WD may hire Consultant to assist them review/updating/detailed engineering design of the outline design, prepare tender documents, bid plans, drawings, technical specifications and bill of quantities, and undertake all required studies such as environmental studies and resettlement plans, if required.

472. LGU/WD through its Bid and Awards Committee shall conduct bidding and undertake evaluation of the bids in accordance with the ADB Guidelines for Procurement, the GPPB harmonized bidding procedure and R.A. 9184. The method of procurement shall be based on the amount of Works or Goods to bid.

473. LGU/WD will undertake construction supervision of the project, or may hire construction specialists to undertake monitoring of day-to-day construction activities.

474. Other possible procurement scheme is the Design-and-Build Scheme whereby the LGU/WD will procure works for design and construction under one contract. Strict provisions will be provided in the bid documents for the required design and construction results.

475. The estimated project costs of the subproject systems are each less than US$5 Million (P200 Million), and therefore shall adopt national competitive bidding procedure. The indicative timetable for procurement is shown in Table 2.78.

Table 2.78: Procurement Plan – 17 Water Supply Systems Contract Package

No.

Contract Item


Contract Type

Contract Item

Amounta/


Cost (P million) (P million)

1 1a Improvement of Esperanza water supply system

Year 1

NCB 61.33 209.10

1b Improvement of Prosperidad water supply system

74.03

1c Improvement of Nabunturan water supply system

73.74

2 2a Improvement of Las Nieves water supply system

Year 2

NCB 29.34 164.31

2b Improvement of Magallanes water supply system

20.04

2c Improvement of San Francisco water supply system

86.04

2d Improvement of Lan Paz water supply system 28.89 3 3a Improvement of Loreto water supply system Year 3 NCB 53.89 239.15

3b Improvement of Santa Josefa water supply system

23.56

3c Improvement of Talacogan water supply system

31.91

3d Improvement of Trento water supply system 46.55 3e Improvement of Veruala water supply system 40.15 3f Improvement of Bunawan water supply

system 43.093

136


Contract Package

No.

Contract Item


Contract Type

Contract Item

Amounta/


Cost (P million) (P million)

4 4a Improvement of San Luis water supply system

Year 4 NCB 34.65 286.15

4b Improvement of Bayugan City water supply system

109.43

4c Improvement of Compostela water supply system

71.36

4d Improvement of Laak water supply system 70.71 Total 898.71

Note: a/ Base engineering cost + 10% physical contingency. Source: PPTA Consultant.

2.9.5 Institutional Strengthening/ Capacity Building Requirements

476. The training needs assessment survey report conducted during PPTA will be used as a basis for the development of a comprehensive training program for the 17 participating LGUs and WDs. The institutional strengthening and capacity building requirements shall focus on the following areas:

Management - Organizational development and planning - Development of an integrated Management Information System (MIS) - Strategic planning concepts - Project control

Financial -Banking principles -Project evaluation -Financial control

Technologies -Asset Management/ Project Planning tools -Engineering (e.g. GIS, CAD, SCADA) -Hydraulic Modelling (e.g. LOOP, EPANET, WaterCAD).

2.9.6 Monitoring and Evaluation Indicators

477. Proper monitoring of the benefits stemming out from each of the subprojects shall be put in place as a means of measuring progress towards the intended outputs, outcome and impact during the initial years of operation of the improved water supply system until the intended design year. The Monitoring and Evaluation Indicators will require the LGUs and WDs to provide actual data for comparison with planned or target outputs. The performance indicators will include data concerning the operation of the system such adequacy of flow and pressure in the system, water quality, revenues, non-revenue water, actual development of service connections, and others. A sample of the monitoring and evaluation Matrix is shown in Table 2.79.

137


Table 2.79: Matrix of Monitoring and Evaluation Indicators

2012 2013 2014 2015 2016 2017

Planned Actual Planned Actual Planned Actual Planned Actual Planned Actual Planned Actual Inputs Project Implementation Date Formation of Sub Project Team Date Outputs

Training undertaken Person- courses

Tariff review Date Implementation of EMS Date Treatment Plant Number Existing Source Augmented Number New Well Developed Number Well Refurbished Number Outcomes Water Supply NRW Reduction % Treatment Plant - additional capacity M3/day Existing Source Augmented M3/day New Well Developed M3/day Well Refurbished M3/day

Additional service connections No of Connections

Improved Water Supply - Continuity

Ave Hours per day

Improved Water Supply - Adequacy (Domestic) Lpcd

Improved Water Supply - Quality Ave annual FC Count

Sustainability Cost Recovery % Loan Service Obligations Met % Credit Worthiness Rating (for WDs) Rating


138


APPENDIX 2.1: ESPERANZA MUNICIPAL WATER SUPPLY DATA

Table 1: Gathered Data for Esperanza and Delineated Barangays Table 2: Service Area Population Projections - Esperanza Municipal Waterworks System Table 3: Service Area Served Population Projections - Esperanza Municipal Waterworks

System Table 4: Water Demand Projection Yr 2010 Of Esperanza Municipal Waterworks System Table 5: Water Demand Projection Yr 2015 - Esperanza Municipal Waterworks System Table 6: Water Demand Projection Yr 2020 - Esperanza Municipal Waterworks System Table 7: Water Demand Projection Yr 2025 - Esperanza Municipal Waterworks System

139


1. Gathered Data for Esperanza and Delineated Barangays

Discharge Capacity

Water Storage Capacity

Magnitude (%) lps cumPresent Service Area

1. Pobalacion NA System 1 3 LGU-Municipal 4,371 874 605 69% 1-Well (8") 3 1-Conc. Reservoir 67 Submersible Pump, 3Hp None 4", 3", 2" PVC, Stl. GISub-total 4,371 874 605 69% 3 67

Future Service Area1. Piglawigan 2 System 1 1 LGU-Barangay 1,345 269 0 0% 1-Well (4") 5 None 0 Submersible Pump, 10Hp None None2. Cubo 3 System 1 3 BWSA 859 172 35 20% 1-Well (4") 2 1-Elev. Conc. Reservoir 20 Jet-Matic Pump, 1.5Hp None 3", 2" PE,PVC,GI3. Dakutan 5 System 1 1 LGU-Barangay 3,177 635 0 0% None 0 None 0 None None None

Sub-total 5,382 1,076 35 3% 7 209,753 1,950 640 33% 10 87

4. Crossing Luna 7 System 2 2 & 3 LGU-Barangay 1,418 284 70 25% 1-Well (4") 2 1-Elev. Conc. Reservoir 44 Submersible Pump, 2Hp None 3", 2" PE,PVC,GI5. Labao 12.7 System 2 1 LGU-Barangay 666 133 0 0% 1-Well (4") N.O. 1-Elev. Conc. Reservoir 20 None, Abadoned None None6. Catmonon 12 System 2 1 LGU-Barangay 1,518 304 0 0% None 0 None 0 None None None

3,601 721 70 10% 2 647. San Isidro 3.5 System 3 1 LGU-Barangay 369 74 0 0% None 0 None 0 None None None8. Bentahon 4 System 3 3 BWSA 1,227 245 130 53% 1-Well (4") 2 1-Elev. Conc. Reservoir 20 Submersible Pump, 2Hp None 4", 3", 2" PVC, Stl. GI9. Mahagcot 6 System 3 1 LGU-Barangay 857 171 0 0% None 0 None 0 None None None10. Taganahaw 9 System 3 2 LGU-Barangay 348 70 0 0% 1-Spring 5 1-Grnd Conc. Reservoir 20 None None 3", 2" PE,PVC,GI

2,802 560 130 23% 7 4011. Duangan 17 System 4 2 BWSA 1,131 226 0 0% 1-Spring 5 1-Grnd Conc. Reservoir 20 None None 3", 2" PE,PVC,GI12. Guadalupe 18 System 4 3 BWSA 3,628 726 305 42% 2-Wells (4") 4 2-Conc. Reservoirs (Elv. & Grd) 40 2-Jet-Matic Pumps, 1.5 Hp None 3", 2" PE,PVC,GI

4,759 952 305 32% 9 6013. Hawilian 2.5 System 5 3 BWSA 2,523 505 70 14% 1-Well (4") 2 1-Conc. Reservoir 20 Jet-Matic Pump, 1.5Hp None 3", 2" PE,PVC,GI14. Remedios 4 System 5 3 BWSA 1,455 291 35 12% 1-Well (4") 2 1-Grnd Conc. Reservoir 20 Jet-Matic Pump, 1.5Hp None 3", 2" PE,PVC,GI

3,978 796 105 13% 4 4015. Santa Fe 10 System 6 3 Bawasa 1,408 282 80 28% 1-Well (4") 2 1-Conc. Reservoir 20 Jet-Matic Pump, 1.5Hp None 3", 2" PE,PVC,GI

1,408 282 80 28% 2 20

26,301 5,261 1,330 25% 34 311

Existing Pipelines

Projected Total

Household (2010)

Household with Access to Metered

Service Existing

Water Source

Existing Water Storage Existing Pumping FacilityExisting

Water Treatment

Municipal BarangaysDistance

from Poblacion

(km)

Systems / Clusters

Service Area Level

Type of Management

Projected Total

Population (2010)

Total Systems (1 - 6)

Sub-total System 1

Sub-total System 2

Sub-total System 3

Sub-total System 4

Sub-total System 5

Sub-total System 6

140


2. Service Area Population Projections - Esperanza Municipal Waterworks System

2010 2011 2012 2013 2014 2015 2016 2017 2018 2019 2020 2021 2022 2023 2024 2025

A. Esperanza 49,162 49,664 50,165 50,666 51,167 51,668 52,169 52,670 53,172 53,673 54,174 54,675 55,176 55,677 56,178 56,680

B. Barangays in the Service AreaPresent Service Area1. Pobalacion 4,371 4,416 4,461 4,505 4,550 4,594 4,639 4,683 4,728 4,772 4,817 4,862 4,906 4,951 4,995 5,040

Future Service Area1. Piglawigan 1,345 1,359 1,373 1,387 1,400 1,414 1,428 1,441 1,455 1,469 1,483 1,496 1,510 1,524 1,537 1,5512. Cubo 859 868 877 885 894 903 912 920 929 938 947 955 964 973 982 9903. Dakutan 3,177 3,210 3,242 3,275 3,307 3,339 3,372 3,404 3,437 3,469 3,501 3,534 3,566 3,599 3,631 3,663

4. Crossing Luna 1,418 1,432 1,447 1,461 1,476 1,490 1,504 1,519 1,533 1,548 1,562 1,577 1,591 1,606 1,620 1,6355. Labao 666 672 679 686 693 700 706 713 720 727 733 740 747 754 761 7676. Catmonon 1,518 1,533 1,549 1,564 1,579 1,595 1,610 1,626 1,641 1,657 1,672 1,688 1,703 1,719 1,734 1,750

7. San Isidro 369 373 377 381 384 388 392 396 400 403 407 411 415 418 422 4268. Bentahon 1,227 1,240 1,252 1,265 1,277 1,290 1,302 1,315 1,328 1,340 1,353 1,365 1,378 1,390 1,403 1,4159. Mahagcot 857 866 875 884 892 901 910 919 927 936 945 953 962 971 980 98810. Taganahaw 348 351 355 358 362 365 369 372 376 380 383 387 390 394 397 401

11. Duangan 1,131 1,143 1,154 1,166 1,177 1,189 1,200 1,212 1,224 1,235 1,247 1,258 1,270 1,281 1,293 1,30412. Guadalupe 3,628 3,665 3,702 3,739 3,776 3,813 3,850 3,887 3,924 3,961 3,998 4,035 4,072 4,109 4,146 4,182

13. Hawilian 2,523 2,548 2,574 2,600 2,625 2,651 2,677 2,702 2,728 2,754 2,780 2,805 2,831 2,857 2,882 2,90814. Remedios 1,455 1,470 1,485 1,500 1,514 1,529 1,544 1,559 1,574 1,589 1,603 1,618 1,633 1,648 1,663 1,678

15. Santa Fe 1,408 1,422 1,437 1,451 1,465 1,480 1,494 1,508 1,523 1,537 1,551 1,566 1,580 1,594 1,609 1,623Total Service Area 26,301 26,569 26,837 27,105 27,373 27,641 27,909 28,177 28,445 28,713 28,982 29,250 29,518 29,786 30,054 30,322

Barangay in the Sevice AreaProjected Population

141


3. Service Area Served Population Projections - Esperanza Municipal Waterworks System

2010 2015 2020 2025 2010 2015 2020 2025 2010 2015 2020 2025 2010 2015 2020 2025 2010 2015 2020 2025

Present Service AreaSystem 1

1 Pobalacion 4,371 4,594 4,817 5,040 85 90 90 95 3716 4135 4335 4788 83 85 87 89 3084 3515 3771 4261

Future Service AreaSystem 1

1 Piglawigan 1,345 1,414 1,483 1,551 75 80 85 90 1009 1131 1260 1396 83 85 87 89 837 961 1096 12422 Cubo 859 903 947 990 75 80 85 90 644 722 805 891 83 85 87 89 535 614 700 7933 Dakutan 3,177 3,339 3,501 3,663 75 80 85 90 2383 2672 2976 3297 83 85 87 89 1978 2271 2589 2934

Sub-total 9,753 10,250 10,748 11,245 7,752 8,660 9,376 10,372 6434 7361 8156 9230

System 21 Crossing Luna 1,418 1,490 1,562 1,635 75 80 85 90 1063 1192 1328 1471 83 85 87 89 882 1013 1155 13092 Labao 666 700 733 767 75 80 85 90 499 560 623 691 83 85 87 89 414 476 542 6153 Catmonon 1,518 1,595 1,672 1,750 75 80 85 90 1138 1276 1421 1575 83 85 87 89 945 1085 1236 1402

Sub-total 3,601 3,785 3,968 4,152 2,700 3,028 3,372 3,737 2241 2574 2933 3326

System 31 San Isidro 369 388 407 426 75 80 85 90 277 311 346 383 83 85 87 89 230 264 301 3412 Bentahon 1,227 1,290 1,353 1,415 75 80 85 90 921 1032 1150 1274 83 85 87 89 764 877 1001 11343 Mahagcot 857 901 945 988 75 80 85 90 643 721 803 890 83 85 87 89 534 613 699 7924 Taganahaw 348 365 383 401 75 80 85 90 261 292 326 361 83 85 87 89 217 248 284 321

Sub-total 2,802 2,945 3,087 3,230 2,102 2,356 2,625 2,908 1745 2002 2285 2588

System 41 Duangan 1,131 1,189 1,247 1,304 75 80 85 95 848 951 1060 1239 83 85 87 89 704 808 922 11032 Guadalupe 3,628 3,813 3,998 4,182 75 80 85 95 2721 3050 3398 3973 83 85 87 89 2258 2593 2956 3536

Sub-total 4,759 5,002 5,244 5,487 3,569 4,001 4,458 5,212 2962 3401 3878 4639

System 51 Hawilian 2,523 2,651 2,780 2,908 75 80 85 90 1892 2121 2363 2617 83 85 87 89 1570 1803 2056 23292 Remedios 1,455 1,529 1,603 1,678 75 80 85 90 1091 1223 1363 1510 83 85 87 89 906 1040 1186 1344

Sub-total 3,978 4,180 4,383 4,586 2,983 3,344 3,726 4,127 2476 2843 3242 3673

System 61 Santa Fe 1,408 1,480 1,551 1,623 75 80 85 90 1056 1184 1319 1461 83 85 87 89 876 1006 1148 1300

Sub-total 1,408 1,480 1,551 1,623 1,056 1,184 1,319 1,461 876 1006 1148 1300

TOTAL 26,301 27,641 28,982 30,322 20,162 22,573 24,876 27,817 16,734 19,187 21,642 24,756

Barangay PopulationBarangaysPercentage of Population

Within the Service Area (%)Willingness To Connect

Factor (%)Population Served By Domestic

ConnectionsService Area Population (Projection)

142


4. Water Demand Projection Yr 2010 Of Esperanza Municipal Waterworks System

2010 2010 (m3/day)5.0 100/1000 0.3 1.3 4.0 20% 130% 2.0


1 Pobalacion 3084 617 309 9 12 3 12 629 333 83 416 541 832


1 Piglawigan 837 167 84 3 4 2 8 172 96 24 120 156 2402 Cubo 535 107 54 2 3 1 4 110 61 15 76 99 1523 Dakutan 1978 396 198 6 8 2 8 404 214 54 268 348 536

Sub-total 6434 1287 645 20 27 8 32 1315 704 176 880 1144 1760

System 21 Crossing Luna 882 176 88 3 4 2 8 181 100 25 125 163 2502 Labao 414 83 42 1 1 1 4 85 47 12 59 77 1183 Catmonon 945 189 95 3 4 2 8 194 107 27 134 174 268

Sub-total 2241 448 225 7 9 5 20 460 254 64 318 414 636

System 31 San Isidro 230 46 23 1 1 1 4 48 28 7 35 46 702 Bentahon 764 153 77 2 3 2 8 157 88 22 110 143 2203 Mahagcot 534 107 54 2 3 1 4 110 61 15 76 99 1524 Taganahaw 217 43 22 1 1 1 4 45 27 7 34 44 68

Sub-total 1745 349 176 6 8 5 20 360 204 51 255 332 510

System 41 Duangan 704 141 71 2 3 1 4 144 78 20 98 127 1962 Guadalupe 2258 452 226 7 9 3 12 462 247 62 309 402 618

Sub-total 2962 593 297 9 12 4 16 606 325 82 407 529 814

System 51 Hawilian 1570 314 157 5 7 2 8 321 172 43 215 280 4302 Remedios 906 181 91 3 4 2 8 186 103 26 129 168 258

Sub-total 2476 495 248 8 11 4 16 507 275 69 344 448 688

System 61 Santa Fe 876 175 88 3 4 2 8 180 100 25 125 163 250

Sub-total 876 175 88 3 4 2 8 180 100 25 125 163 250

TOTAL 16,734 3,347 1,679 53 71 28 112 3,428 1,862 467 2,329 3,030 4,658

NRW (m3/day)

Max. Day Demand (m3/day)

No. of Conn.

Water Demand (m3/day)

Total No. of Conn.

Total Water Consumption

(m3/day)

Domestic Water

DemandAve. Day Demand (m3/day)

Peak Hour Demand (m3/day)

Barangays

Population with

Domestic Conn.

No. of Domestic

Conn.

Design Year 2010

No. of Conn.


InstitutionalCommercial

143


5. Water Demand Projection Yr 2015 - Esperanza Municipal Waterworks System

2015 2015 (m3/day)5.0 105/1000 0.3 1.4 4.5 20% 130% 2.0


1 Pobalacion 3515 703 387 11 15 3 13.5 717 415.5 103.5 519 675 1038


1 Piglawigan 961 192 106 3 4 2 9 197 119 30 149 194 2982 Cubo 614 123 68 2 3 1 4.5 126 75.5 18.5 94 122 1883 Dakutan 2271 454 250 7 10 2 9 463 269 67 336 437 672

Sub-total 7361 1472 811 23 32 8 36 1503 879 219 1098 1428 2196

System 21 Crossing Luna 1013 203 112 3 4 2 9 208 125 31 156 203 3122 Labao 476 95 52 1 1 1 4.5 97 57.5 14.5 72 94 1443 Catmonon 1085 217 119 3 4 2 9 222 132 33 165 215 330

Sub-total 2574 515 283 7 9 5 22.5 527 314.5 78.5 393 512 786

System 31 San Isidro 264 53 29 1 1 1 4.5 55 34.5 8.5 43 56 862 Bentahon 877 175 96 3 4 2 9 180 109 27 136 177 2723 Mahagcot 613 123 68 2 3 1 4.5 126 75.5 18.5 94 122 1884 Taganahaw 248 50 28 1 1 1 4.5 52 33.5 8.5 42 55 84

Sub-total 2002 401 221 7 9 5 22.5 413 252.5 62.5 315 410 630

System 41 Duangan 808 162 89 2 3 1 4.5 165 96.5 24.5 121 157 2422 Guadalupe 2593 519 285 8 11 3 13.5 530 309.5 77.5 387 503 774

Sub-total 3401 681 374 10 14 4 18 695 406 102 508 660 1016


Sub-total 2843 569 313 8 11 4 18 581 342 86 428 557 856

System 61 Santa Fe 1006 201 111 3 4 2 9 206 124 31 155 202 310

Sub-total 1006 201 111 3 4 2 9 206 124 31 155 202 310

TOTAL 19,187 3,839 2,113 58 79 28 126 3,925 2,318 579 2,897 3,769 5,794


Design Year 2015

Total No. of Conn.


(m3/day)

NRW (m3/day)

Ave. Day Demand (m3/day)


Institutional

No. of Conn.


Commercial


Barangays

Population with

Domestic Conn.

No. of Domestic

Conn.

Domestic Water

Demand No. of Conn.

144



2020 2020 (m3/day)5.0 111/1000 0.4 1.5 4.75 20% 130% 2.0


1 Pobalacion 3,771 754 437 15 23 3 14 772 474 119 593 771 1186



Sub-total 8156 1631 945 32 49 8 39 1671 1033 259 1292 1680 2584


Sub-total 2933 586 340 12 19 5 25 603 384 96 480 624 960


Sub-total 2285 457 265 9 15 5 25 471 305 77 382 497 764


Sub-total 3878 775 450 16 24 5 24 796 498 125 623 810 1246


Sub-total 3242 648 375 13 20 4 20 665 415 104 519 675 1038

System 61 Santa Fe 1148 230 133 5 8 2 10 237 151 38 189 246 378

Sub-total 1148 230 133 5 8 2 10 237 151 38 189 246 378

TOTAL 21,642 4,327 2,508 87 135 29 143 4,443 2,786 699 3,485 4,532 6,970

Design Year 2020


(m3/day)

Total No. of Conn.

NRW (m3/day)




Institutional

No. of Conn.


Barangays

Population with

Domestic Conn.

No. of Domestic

Conn.

Domestic Water

Demand

Commercial

No. of Conn.


145



2025 2025 (m3/day)5.0 117/1000 0.5 1.6 5.0 20% 130% 2.0


1 Pobalacion 4,261 852 520 21 34 3 15 876 569 142 711 924 1422



Sub-total 9230 1846 1126 46 74 9 45 1901 1245 311 1556 2023 3112


Sub-total 3326 665 406 17 27 5 25 687 458 114 572 744 1144


Sub-total 2588 517 314 14 22 5 25 536 361 91 452 587 904


Sub-total 4639 928 566 24 39 5 25 957 630 158 788 1024 1576


Sub-total 3673 735 448 19 30 4 20 758 498 124 622 808 1244

System 61 Santa Fe 1300 260 159 7 11 2 10 269 180 45 225 293 450

Sub-total 1300 260 159 7 11 2 10 269 180 45 225 293 450

TOTAL 24,756 4,951 3,019 127 203 30 150 5,108 3,372 843 4,215 5,479 8,430


No. of Conn.

Barangays

Population with

Domestic Conn.

No. of Domestic

Conn.

Domestic Water

Demand

Commercial


Design Year 2025

No. of Conn.

Institutional



Total No. of Conn.


(m3/day)

NRW (m3/day)


146


APPENDIX 2.2: PROSPERIDAD WATER DISTRICT DATA

1) Annual Service Area and Served Population Projections, Phase 1 + System 3, Prosperidad Water District

2) Projected Annual Number of Connections and Water Demand, Phase 1 + System 3,

Prosperidad Water District

3) Water Demand Variations, Phase 1 + System 3, Prosperidad Water District

4) Annual Service Area and Served Population Projections, System 1 & 2 (Phase 1 & 2), Prosperidad Water District

5) Projected Annual number of Connections and Water Demand, System 1 & 2 (Phase 1 & 2), Prosperidad Water District

6) Water Demand Variations, System 1 & 2 (Phase 1 & 2), Prosperidad Water District

7) 2010 to 2025 Projected Number of Connections and Water Demand, System 1 & 2 (Phase 1 & 2), Prosperidad Water District

8) Annual Service Area and Served Population Projections, System 1 & 2 (Phase 1), Prosperidad Water District

9) Projected Annual Number of Connections and Water Demand, System 1 & 2 (Phase 1), Prosperidad Water District

10) Water Demand Variations, System 1 & 2 (Phase 1), Prosperidad Water District

11) 2010-2025 Projected Number of Connections and Water Demand, System 1 & 2 (Phase 1), Prosperidad Water District

12) Annual Service Area and Served population Projections, System 3, Prosperidad Water District

13) Projected Annual Number of Connections and Water Demand, System 3, Prosperidad Water District

14) Water Demand Variations, System 3, Prosperidad Water District

15) 2010-2025 Projected Number of Connections and Water Demand, System 3, Prosperidad Water District

147


ANNUAL SERVICE AREA AND SERVED AREAS POPULATION PROJECTIONS

148


Projected Annual Number of Connections and Water Demand

149


Water Demand Variations

150


Annual Service area and Served Population Projections

151



152



153


Projected Number of Connections and Water Demand by Year

154


155


156


157


158


159


160


161


162


Annual Service Area and Served Population Projections

163



164



165


Projected Number of Connections and Water Demand per Year

166


167


168


169


170


171


172


173


Annual Service Area and Served Population Projections

174



175



176


177


178


179


180


181


182


183


184


APPENDIX 2.3: NABUNTURAN WATER DISTRICT DATA

Appendix 4C.1 Domestic Served Population, Service Connection and Water Demand

Appendix 4C.2 Commercial Served Population, Connections, and Water Demand

Appendix 4C.3 Public Faucets and Institutional Connections and Demand

Appendix 4C.4 Total Number of Connections and Water Demand Per Barangay

185


APPENDIX 4C.1Nabunturan Water DistrictDomestic Served Population, Service Connection and Water Demand

20091/ 2020 2025 20091/ 2020 2025 20091/ 2020 2025NABUNTURANMain SystemExisting Service AreaPoblacion 8,478 15,845 18,322 1,413 2,641 3,054 780 1,743 2,015Pangutosan 612 1,136 1,397 102 189 233 56 125 154Basak 168 912 1,193 28 152 199 15 100 131Libasan 192 1,076 1,323 32 179 221 18 118 146Sta. Maria 666 982 1,117 111 164 186 61 108 123Sub-total 10,116 19,951 23,353 1,686 3,325 3,892 931 2,195 2,569Service Area ExpansionCabidianan 636 835 106 139 0 70 92

0New Sibonga Water System 1,146 1,362 1,590 191 227 265 105 125 146

Tagnocon Water System 588 696 805 98 116 136 54 64 74Sub-total 11,850 22,645 26,584 1,975 3,774 4,432 1,090 2,454 2,881MONTEVISTAExisting Service AreaSan Jose 522 4,772 5,668 87 795 945 48 477 567

Service Area ExpansionLinoan 650 799 108 133 0 65 80Bankerohan Sur 477 531 80 88 0 48 53New Visayas 454 555 76 93 0 45 56Sub-total 522 6,353 7,553 87 1,059 1,260 48 635 755TOTAL 12,372 28,998 34,137 2,062 4,833 5,692 1,138 3,089 3,636

1/Actual data as of Dec 2009

City/Municipality/Barangay in the Service

Area

Domestic Served Population

Domestic Connections Domestic Water Demand

186


APPENDIX 4C.2

Nabunturan Water District

Commercial Served Population, Connections, and Water Demand

2009 1/ 2020 2025 2009 1/ 2020 2025 2009 1/ 2020 2025

NABUNTURAN

Main System

Existing Service Area

Poblacion 1,190 1,276 1,382 238 255 276 333 408 497

Pangutosan 15 25 3 5 5 9

Basak 15 25 3 5 5 9

Libasan 15 25 3 5 5 9

Sta. Maria 15 25 3 5 5 9

Sub-total 1,190 1,336 1,482 238 267 296 333 427 533Service Area Expansion

Cabidianan 50 75 10 15 16 27

New Sibonga Water System 25 30 35 5 6 7 7 10 13

Tagnocon Water System 5 10 1 2 2 4

Sub-total 1,215 1,421 1,602 243 284 320 340 455 577MONTEVISTA

Existing Service Area

San Jose 10 36 58 2 7 12 1 12 21

Service Area Expansion

Linoan 5 8 1 2 0 2 3

Bankerohan Sur 5 5 1 1 0 2 2

New Visayas 3 6 1 1 0 1 2

Sub-total 10 50 77 2 10 15 1 16 28

TOTAL 1,225 1,471 1,678 245 294 336 341 471 604

City/Municipality/Barangay in the Service Area

Commercial Served Population Commercial Connections

Commercial Water Demand m3/day)

187


APPENDIX 4C.3Nabunturan Water DistrictPublic Faucets and Instituional Connections

2009 1/ 2020 2025 2009 1/ 2020 2025 2009 1/ 2020 2025 2009 2/ 2020 2025 2009 2/ 2020 2025

NABUNTURANMain SystemExisting Service AreaPoblacion 3 3 75 75 5 5 4 6 0 16 33Pangutosan 1 1 0 4 6Basak 1 1 0 4 6Libasan 1 1 0 4 6Sta. Maria 1 1 0 4 6Sub-total 3 3 75 75 5 5 8 10 0 32 56Service Area ExpansionCabidianan 1 1 0 4 6

New Sibonga Water System 1 1 0 4 6

Tagnocon Water System 1 1 0 4 6Sub-total 0 3 3 0 75 75 5 5 11 13 0 44 73MONTEVISTAExisting Service AreaSan Jose 2 2 50 50 3 3 2 2 0 8 12

Service Area ExpansionLinoan 1 1 0 4 6Bankerohan Sur 2 2 0 18 18New Visayas 1 1 0 4 6Sub-total 0 2 2 0 50 50 3 3 6 6 0 34 41TOTAL 0 5 5 0 125 125 8 8 17 19 0 78 1141/ Actual data as of 20092/ Included under domestic connection since w ater rate is equal to domestic w ater rate

City/Municipality/Barangay in the Service

Area

No. of Public Faucets Population Served by Public Faucets

Public Faucets Demand (m 3/day)

Government/Instit'l Connections

Government/Instit'l Demand (m 3/day)

188


APPENDIX 4C.4Nabunturan Water DistrictTotal Number of Connections and Water Demand Per Barangay

2009 1/ 2020 2025 2009 1/ 2020 2025 2009 1/ 2020 2025 2009 1/ 2020 2025 2009 2020 2025 2009 2020 2025 2009 2020 2025

NABUNTURANMain SystemExisting Service Poblacion 9,668 17,195 19,779 1651 2903 3339 1,113 2,172 2,550 314 543 638 1,427 2,715 3,188 1,855 3,529 4,144 119 226 266Pangutosan 612 1,151 1,422 102 193 239 56 134 168 16 33 42 72 167 211 94 217 274 6 14 18Basak 168 927 1,218 28 156 205 15 109 146 4 27 37 20 136 183 26 177 237 2 11 15Libasan 192 1,091 1,348 32 183 227 18 127 160 5 32 40 23 159 200 29 207 261 2 13 17Sta. Maria 666 997 1,142 111 168 192 61 117 138 17 29 34 79 146 172 102 190 224 7 12 14Sub-total 11,306 21,362 24,909 1,924 3,603 4,202 1,264 2,659 3,163 356 665 791 1,620 3,323 3,953 2,106 4,320 5,140 135 277 329Service Area Cabidianan 686 910 0 117 155 90 124 22 31 112 155 146 202 9 13

New Sibonga 1,171 1,392 1,625 196 234 273 112 139 165 32 35 41 144 174 206 187 226 268 12 14 17

Tagnocon Water 588 701 815 98 118 139 54 70 83 15 17 21 69 87 104 90 113 135 6 7 913,065 24,141 28,260 2,218 4,072 4,769 1,430 2,957 3,535 403 739 884 1,834 3,696 4,419 2,384 4,805 5,744 153 308 368

MONTEVISTAExisting Service San Jose 532 4,858 5,776 89 807 961 49 500 603 14 125 151 63 624 754 81 812 980 5 52 63

Service Area Linoan 655 807 0 110 136 71 88 0 18 22 0 88 110 0 115 144 7 9Bankerohan Sur 482 536 0 83 92 67 73 0 17 18 0 84 91 0 109 119 7 8New Visayas 457 561 0 77 95 50 63 0 13 16 0 63 79 0 82 102 5 7

532 6,453 7,680 89 1,077 1,283 49 688 827 14 172 207 63 860 1,034 81 1,118 1,344 5 72 8613,597 30,594 35,941 2,307 5,149 6,052 1,479 3,645 4,362 417 911 1,091 1,896 4,556 5,453 2,465 5,923 7,089 158 380 454

Maximum-Day Demand (m3/day)

Peak Hour Demand (m3/hr)

1/ Actual Data as of December 2009

City/Municipality/Barangay in the Service Area

Projected Served Population

Total No. of Service Connections Total Demand (m3/day)

Non-Revenue Water (m3/day)

Average Day Demand (m3/day)

189


APPENDIX 2.4: WATER QUALITY DATA 1. Esperanza Water Supply System

Five (5) water sampling stations were selected for water quality analyses which are Tag-anahaw, Piglawigan, Crossing Luna, Dunangan and Guadalupe. Table 1.1 shows some descriptions of the sampling stations at Esperanza town.

Table 1.1: Sampling Stations for Groundwater Quality Monitoring at Esperanza

Date/ Time of Sampling

Sampling Station


Weather conditions

Sample descriptions

June 16, 2010 0941H

ES 1 Tag-

anahaw

N – 8O42’ 43.5” E – 125O40’53.3” No nearby septic tanks present


June 16, 2010 1035H

ES-2 Piglawigan

N – 8O 39’ 59.9” E – 125O39’48.1” Nearest septic tank is approx. 25m away; near small pond with stagnant water


June 16, 2010 1105H

ES-3 Crossing

Luna

N - 8O40’19.6” E – 125O 41’ 42.0” Nearest septic tank is approx. 20m away

sunny With suspended particles; odourless

June 16, 2010 1305H

ES-4 Duangan

N – 8O 36’ 44.4” E – 125O 42’ 40” No nearby septic tanks present

slightly cloudy Clear and odourless

June 16, 2010 1346H

ES-5 Guadalupe

N – 8O 34’ 50” E – 125O 42’ 40” No nearby septic tanks present


Parameters evaluated for water quality monitoring include those listed in Table 1.2

below. The Philippine National Standards for Drinking Water (PNSDW) of 2007 was used as the criteria for the evaluation of water quality, the results of which are detailed in Annex 1.

Table 1.2: Parameters for Water Quality Monitoring Esperanza

pH Nitrite Cadmium Temperature Boron Chromium Turbidity Sulfide Iron Color Silica Lead TDS Ammonia Manganese Total Hardness Fluoride Total Coliform Chloride Sulfate Fecal Coliform Nitrate-N Total Mercury Benzene Arsenic Organochlorine pesticides

Based from Table 1.3, both Tag-anahaw and Piglawigan failed the maximum total

dissolved solids (TDS) mandated by PNSDW. Piglawigan, Crossing Luna, Duangan and Guadalupe failed the standards for total hardness while the latter three also failed standards for total coliform. Possible treatment scheme for these water sources include lowering of TDS and disinfection. Since demineralization processes, reverse osmosis and electro-dialysis are costly, the 500 mg/l limit for drinking water maybe achieved via dilution with other water sources. This can be done by adjusting supply flow rates in proportion to stream flows on any given day and mixing, provided the other water sources have <500mg/l TDS content. The coliform levels maybe addressed via addition of chlorine as calcium hypochlorite, Ca(OCl)2 in either powder or tablet form.

190


Table 1.3: Summary of Stations which Exceeded PNSDW Standards Parameter Units Standard Results Remarks ES 1 Tag-anahaw TDS mg/L 500 580 FAILED ES 2 Piglawigan TDS mg/L 500 568 FAILED

Total Hardness mg/L 300 369 FAILED ES 3 Crossing Luna Total Hardness mg/L 300 418 FAILED

Total Coliform mg/L < 1.1 or 0 1.1 FAILED ES 4 Duangan Total Hardness mg/L 300 474 FAILED

Total Coliform mg/L < 1.1 or 0 1.1 FAILED ES 5 Guadalupe Total Hardness mg/L 300 320 FAILED

Total Coliform mg/L < 1.1 or 0 2.6 FAILED

191


Annex 1: Compilation of Results for Ground Water Quality Sampling - Esperanza

1. ES 1 Tag-anahaw

Parameter Units Standard Results Remarks pH 6.5-8.5 7.04 P Temperature OC 7.1 Turbidity NTU 5 0.26 P Color PCU 10 < 4 P TDS mg/L 500 580 F Total Hardness mg/L 300 338 F Chloride mg/L 250 1.7 P Nitrate-N mg/L 50 <0.001 P Nitrite mg/L 3 <0.006 P Boron mg/L 0.5 <0.20 P Sulfide mg/L 0.05 <0.01 P Silica mg/L 19 Ammonia mg/L 0.09 Fluoride mg/L 1.0 0.41 P Sulfate mg/L 250 4.7 P Total Mercury mg/L 0.001 <0.0001 P Arsenic mg/L 0.01 <0.001 P Cadmium mg/L 0.003 <0.002 P Chromium mg/L 0.05 <0.03 P Iron mg/L 1.0 <0.08 P Lead mg/L 0.01 <0.01 P Manganese mg/L 0.4 <0.03 P Total Coliform mg/L < 1.1 or 0 < 1.1 P Fecal Coliform mg/L < 1.1 or 0 < 1.1 P Benzene mg/L 0.01 ND P

2. ES 2 Piglawigan

Parameter Units Standard Results Remarks pH 6.5-8.5 7.72 P Temperature OC 7.2 Turbidity NTU 5 0.34 P Color PCU 10 5 P TDS mg/L 500 568 F Total Hardness mg/L 300 369 F Chloride mg/L 250 2.2 P Nitrate-N mg/L 50 <0.001 P Nitrite mg/L 3 <0.006 P Boron mg/L 0.5 <0.20 P Sulfide mg/L 0.05 <0.01 P Silica mg/L 21 Ammonia mg/L 0.17 Fluoride mg/L 1.0 0.17 P Sulfate mg/L 250 1.9 P Total Mercury mg/L 0.001 <0.0001 P Arsenic mg/L 0.01 0.005 P Cadmium mg/L 0.003 <0.002 P Chromium mg/L 0.05 <0.03 P Iron mg/L 1.0 0.17 P Lead mg/L 0.01 <0.01 P Manganese mg/L 0.4 0.20 P Total Coliform mg/L < 1.1 or 0 < 1.1 P Fecal Coliform mg/L < 1.1 or 0 < 1.1 P Benzene mg/L 0.01 ND P Organochlorine pesticides

µg/L ND P

192


3. ES 3 Crossing Luna

Parameter Units Standard Results Remarks pH 6.5-8.5 7.34 P Temperature OC 6.8 Turbidimeter NTU 5 0.75 P Color PCU 10 10 P TDS mg/L 500 112 P Total Hardness mg/L 300 418 F Chloride mg/L 250 4 P Nitrate-N mg/L 50 0.05 P Nitrite mg/L 3 <0.006 P Boron mg/L 0.5 <0.20 P Sulfide mg/L 0.05 <0.01 P Silica mg/L 28 Ammonia mg/L 0.54 Fluoride mg/L 1.0 0.18 P Sulfate mg/L 250 2.6 P Total Mercury mg/L 0.001 <0.0001 P Arsenic mg/L 0.01 0.002 P Cadmium mg/L 0.003 <0.002 P Chromium mg/L 0.05 0.03 P Iron mg/L 1.0 0.43 P Lead mg/L 0.01 <0.01 P Manganese mg/L 0.4 0.39 P Total Coliform mg/L < 1.1 or 0 1.1 F Fecal Coliform mg/L < 1.1 or 0 < 1.1 P Benzene mg/L 0.01 ND P Organochlorine pesticides

µg/L ND P

4. ES 4 Duangan

Parameter Units Standard Results Remarks pH 6.5-8.5 7.62 P Temperature OC 17.5 Turbidimeter NTU 5 0.48 P Color PCU 10 5 P TDS mg/L 500 108 P Total Hardness mg/L 300 474 F Chloride mg/L 250 3.0 P Nitrate-N mg/L 50 0.22 P Nitrite mg/L 3 <0.006 P Boron mg/L 0.5 <0.20 P Sulfide mg/L 0.05 <0.01 P Silica mg/L 41 Ammonia mg/L 0.07 Fluoride mg/L 1.0 0.08 P Sulfate mg/L 250 4.3 P Total Mercury mg/L 0.001 <0.0001 P Arsenic mg/L 0.01 0.001 P Cadmium mg/L 0.003 <0.002 P Chromium mg/L 0.05 <0.03 P Iron mg/L 1.0 0.16 P Lead mg/L 0.01 <0.01 P Manganese mg/L 0.4 <0.03 P Total Coliform mg/L < 1.1 or 0 1.1 F Fecal Coliform mg/L < 1.1 or 0 < 1.1 P Benzene mg/L 0.01 ND P

193


5. ES 5 Guadalupe

Parameter Units Standard Results Remarks pH 6.5-8.5 7.58 P Temperature OC 16.1 Turbidimeter NTU 5 0.25 P Color PCU 10 5 P TDS mg/L 500 126 P Total Hardness mg/L 300 320 F Chloride mg/L 250 1.7 P Nitrate-N mg/L 50 0.09 P Nitrite mg/L 3 <0.006 P Boron mg/L 0.5 <0.20 P Sulfide mg/L 0.05 <0.01 P Silica mg/L 19 Ammonia mg/L 0.04 Fluoride mg/L 1.0 0.16 P Sulfate mg/L 250 7.5 P Total Mercury mg/L 0.001 <0.0001 P Arsenic mg/L 0.01 <0.001 P Cadmium mg/L 0.003 <0.002 P Chromium mg/L 0.05 <0.03 P Iron mg/L 1.0 0.17 P Lead mg/L 0.01 <0.01 P Manganese mg/L 0.4 <0.03 P Total Coliform mg/L < 1.1 or 0 2.6 F Fecal Coliform mg/L < 1.1 or 0 < 1.1 P Benzene mg/L 0.01 ND P Organochlorine pesticides

µg/L ND P

194


2. Prosperidad Water Supply System

Three (3) water sampling stations namely Brgy. Salvacion, Putting Buhangin and Sta. Irene were selected for water quality analyses. Table 2.1 shows some descriptions of the sampling stations at Prosperidad town.

Table 2.1: Sampling Stations for Groundwater Quality Monitoring at Prosperidad Date/ Time of

Sampling Sampling Station


Weather conditions

Sample descriptions

June 17, 2010 1455H

Brgy. Salvacion

N – 8O 35.162’ E – 125O 55.165’ Residential area; sampling point is inside a house

Sunny Odorless and colorless

June 17, 2010 1600H

Puting Buhangin

N – 8O 36.353’ E – 125O 55.656’ Sampling point is in the mountain almost 20-30 minute walk from the barangay area

Fair Odorless and colorless

June 17, 2010 1640H

Sta. Irene N – 8O 40.084’ E – 125O 52.663’ Sampling point is located at the back of a residence; near small piggery

Fair Odorless and colorless

Parameters evaluated for water quality monitoring include those listed in Table 2.2.

The Philippine National Standards for Drinking Water (PNSDW) of 2007 was used as the criteria for the evaluation of water quality, the results of which are detailed in Annex 2.



Based from Table 2.3, all three stations failed with respect to total coliform. Aside

from that, the sampling station at Sta. Irene also failed fecal coliform and total hardness parameters. In order to treat the coliform levels of the ground water sources, disinfection via chlorination is recommended. Chlorine maybe added to the water being treated as calcium hypochlorite, Ca(OCl)2, in either powder or tablet form.

Table 2,3: Summary of Stations which Exceeded PNSDW Standards

Parameter Units Standards Results Remarks Brgy. Salvacion Total Coliform mg/L < 1.1 or 0 1.1 FAILED Puting Buhangin Total Coliform mg/L < 1.1 or 0 1.1 FAILED Sta. Irene Total Hardness mg/L 300 313 FAILED

Total Coliform mg/L < 1.1 or 0 2.6 FAILED Fecal Coliform mg/L < 1.1 or 0 1.1 FAILED

195


Annex 2: Compilation of Results for Ground Water Quality Sampling - Prosperidad

1. Brgy. Salvacion Parameter Units Standards Results Remarks

pH 6.5-8.5 7.32 P Temperature OC 28 Conductivity µS/cm 282 Turbidity NTU 5 1.2 P Color PCU 10 10 P TDS mg/L 500 154 P Chloride mg/L 250 <0.40 P Total Hardness mg/L 300 205 P Nitrate-N mg/L 50 0.12 P Nitrite mg/L 3 <0.006 P Boron mg/L 0.5 0.22 P Sulfide mg/L 0.05 <0.01 P Silica mg/L 15 Ammonia mg/L 0.12 Fluoride mg/L 1.0 0.05 P Sulfate mg/L 250 2.4 P Total Mercury mg/L 0.001 <0.0001 P Arsenic mg/L 0.01 <0.001 P Cadmium mg/L 0.003 <0.002 P Chromium mg/L 0.05 <0.03 P Iron mg/L 1.0 0.12 P Lead mg/L 0.01 <0.01 P Manganese mg/L 0.4 <0.03 P Total Coliform mg/L < 1.1 or 0 1.1 F Fecal Coliform mg/L < 1.1 or 0 <1.1 P Benzene mg/L 0.01 ND P Organochlorine pesticides

µg/L ND P

2. Puting Buhangin

Parameter Units Standard Results Remarks pH 6.5-8.5 6.71 P Temperature OC 25.2 Conductivity µS/cm 614 Turbidity NTU 5 0.74 P Color PCU 10 5 P TDS mg/L 500 451 P Chloride mg/L 250 <0.40 P Total Hardness mg/L 300 144 P Nitrate-N mg/L 50 0.56 P Nitrite mg/L 3 <0.006 P Boron mg/L 0.5 <0.20 P Sulfide mg/L 0.05 <0.01 P Silica mg/L 3.4 Ammonia mg/L 0.01 Fluoride mg/L 1.0 <0.005 P Sulfate mg/L 250 3.0 P Total Mercury mg/L 0.001 <0.0001 P Arsenic mg/L 0.01 <0.001 P Cadmium mg/L 0.003 <0.002 P Chromium mg/L 0.05 <0.03 P Iron mg/L 1.0 0.12 P Lead mg/L 0.01 <0.01 P Manganese mg/L 0.4 <0.03 P Total Coliform mg/L < 1.1 or 0 1.1 F Fecal Coliform mg/L < 1.1 or 0 < 1.1 P Benzene mg/L 0.01 ND P Organochlorine pesticides

µg/L ND P

196


3. Sta. Irene Parameter Units Standard Results Remarks

pH 6.5-8.5 7.27 P Temperature OC 28.4 Conductivity µS/cm 541 Turbidity NTU 5 0.26 P Color PCU 10 5 P TDS mg/L 500 451 P Chloride mg/L 250 <0.40 P Total Hardness mg/L 300 313 F Nitrate-N mg/L 50 0.48 P Nitrite mg/L 3 <0.006 P Boron mg/L 0.5 0.24 P Sulfide mg/L 0.05 <0.01 P Silica mg/L 2.1 Ammonia mg/L 0.40 Fluoride mg/L 1.0 0.04 P Sulfate mg/L 250 1.9 P Total Mercury mg/L 0.001 <0.0001 P Arsenic mg/L 0.01 <0.001 P Cadmium mg/L 0.003 <0.002 P Chromium mg/L 0.05 <0.03 P Iron mg/L 1.0 0.11 P Lead mg/L 0.01 <0.01 P Manganese mg/L 0.4 <0.03 P Total Coliform mg/L < 1.1 or 0 2.6 F Fecal Coliform mg/L < 1.1 or 0 1.1 F Benzene mg/L 0.01 ND P Organochlorine pesticides

µg/L ND P

197


3. Nabunturan Water Supply System

Two (2) water sampling stations were selected for water quality analyses which are Pump stations No. 3 and 5. Table 3.1 shows some descriptions of the sampling stations at Nabunturan town.

Table 3.1: Sampling Stations for Groundwater Quality Monitoring at Esperanza Date/ Time of Sampling

Sampling Station

Coordinates and Site description Weather conditions

Sample descriptions

June 17, 2010 1109H

N-1 PS 5

N – 7O 36’ 14.7” E – 125O 59’37.9” Nearest septic tank is approx. 50m away; with nearby stagnant water

Sunny Yellowish in color and with rusty odor

June 17, 2010 1127H

N-2 PS 3

N – 7O 35’ 47.2” E – 125O 58’00.2” Nearest septic tank is approx. 30m away

sunny Clear and ordorless

Parameters evaluated for water quality monitoring include those listed in Table 3.2

below. The Philippine National Standards for Drinking Water (PNSDW) of 2007 was used as the criteria for the evaluation of water quality, the results of which are detailed in Annex 3.



Based from Table 3.3, Pump station no. 3 has manganese while Pump station no. 5

exceeds standards for chloride, boron, fluoride, arsenic and manganese. Manganese may be easily treated using aeration systems. However, arsenic and boron may make the water in pump station 5 not viable for production.

Table 3: Summary of Stations which Exceeded PNSDW Standards

Parameters Units Standard Results Remarks N-2 Pump Station No. 3

Turbidity NTU 5 5.6 FAILED Color PCU 10 20 FAILED Manganese mg/L 0.4 0.68 FAILED


Color PCU 10 50 FAILED Chloride mg/L 250 280 FAILED Boron mg/L 0.5 1.9 FAILED Fluoride mg/L 1.0 1.1 FAILED Arsenic mg/L 0.01 0.23 FAILED Manganese mg/L 0.4 0.97 FAILED

198


Annex 3: Compilation of Results for Ground Water Quality Sampling

1. N-1 Pump Station No. 5

Parameter Units Standard Results Remarks pH 6.5-8.5 7.13 P Temperature OC 26 Turbidity NTU 5 4.7 P Color PCU 10 50 F TDS mg/L 500 461 P Chloride mg/L 250 280 F Total Hardness mg/L 300 222 P Nitrate-N mg/L 50 <0.001 P Nitrite mg/L 3 <0.006 P Boron mg/L 0.5 1.9 F Sulfide mg/L 0.05 <0.01 P Silica mg/L 31 Ammonia mg/L 12 Fluoride mg/L 1.0 1.1 F Sulfate mg/L 250 94 P Total Mercury mg/L 0.001 <0.0001 P Arsenic mg/L 0.01 0.23 F Cadmium mg/L 0.003 <0.002 P Chromium mg/L 0.05 <0.03 P Iron mg/L 1.0 0.74 P Lead mg/L 0.01 <0.01 P Manganese mg/L 0.4 0.97 F Total Coliform mg/L < 1.1 or 0 < 1.1 P Fecal Coliform mg/L < 1.1 or 0 < 1.1 P Benzene mg/L 0.01 ND P Organochlorine pesticides

µg/L 0.01 ND P

199


2. N-2 Pump Station No. 3

Parameter Units Standard Results Remarks pH 6.5-8.5 6.99 P Temperature OC 26 Turbidity NTU 5 5.6 F Color PCU 10 20 F TDS mg/L 500 437 P Chloride mg/L 250 4.5 P Total Hardness mg/L 300 87 P Nitrate-N mg/L 50 <0.001 P Nitrite mg/L 3 <0.006 P Boron mg/L 0.5 0.50 P Sulfide mg/L 0.05 <0.01 P Silica mg/L 43 Ammonia mg/L 0.40 Fluoride mg/L 1.0 0.33 P Sulfate mg/L 250 2.6 P Total Mercury mg/L 0.001 <0.0001 P Arsenic mg/L 0.01 <0.001 P Cadmium mg/L 0.003 <0.002 P Chromium mg/L 0.05 <0.03 P Iron mg/L 1.0 1.0 P Lead mg/L 0.01 <0.01 P Manganese mg/L 0.4 0.68 F Total Coliform mg/L < 1.1 or 0 < 1.1 P Fecal Coliform mg/L < 1.1 or 0 < 1.1 P Benzene mg/L 0.01 ND P Organochlorine pesticides

µg/L ND P

200


APPENDIX 2.5: PROPOSED WATER TREATMENT SCHEMES A. Iron and Manganese in Water Supply Sources

Iron (Fe) and manganese (Mn) are common metallic elements naturally present in many rock formations. Water that seeps into soil and rock dissolved these minerals which explain their occurrence in groundwater wells and springs. There are no known adverse health impacts for levels found in household supplies however, both impart strong metallic and offensive taste and odor to the water. Also their presence in water can cause staining in clothes and household and plumbing fixtures and promotes the growth of iron bacteria. Iron bacteria form thick slime growths on the walls of the piping system and on well screens. Water coming from wells and springs with high iron and/or manganese may initially appear colorless but orange-brown (iron) or black (manganese) stains or particles quickly appear as the water is exposed to oxygen.

Under guidelines for public water supplies set by the Environmental Protection Agency (EPA), iron and manganese are considered secondary contaminants. Secondary standards apply to substances in water that cause offensive taste, odor, color, corrosion, foaming, or staining but have no direct affect on health. The Philippine National Standards for Drinking Water (PNSDW) of 2007 for iron in drinking water is 1 mg/L and for manganese is 0.4 mg/L. Common treatments for iron and manganese are ion exchange water conditioners, oxidizing filters, chemical oxidation with filtration, and aeration with filtration. Proposed Low-Cost Removal Scheme of Iron and Manganese

Aeration–Filtration is the simplest method for the removal of iron and manganese. Aeration provides the dissolved oxygen needed to convert the iron and manganese from their ferrous and manganous forms to their solid oxidized ferric and manganic forms. It takes about 0.14 ppm of dissolved oxygen to oxidize 1 ppm of iron; it takes 0.27 ppm of dissolved oxygen to oxidize 1 ppm of manganese.

Operation of the aeration process requires careful control of the flow through the process. If the flow becomes too great, not enough air is applied to oxidize the iron and manganese. If the flow is too small and the aeration is not cut back, the water can become saturated with dissolved oxygen and, consequently, become corrosive to the distribution system.

The proposed low-cost treatment scheme is presented in Figure 1. Raw water is pumped out from the source and directed to an aeration tank. Aeration is provided as raw water is allowed to flow through perforated stainless steel pipes which disperses water into the air. The aerated water is allowed to settle at the bottom of the tank for a few hours and the clarified water is passed through a sand filter supported by gravel 3-6 mm in size. The water is disinfected prior to distribution.

201


During aeration, slime growths may be created on the aeration equipment. If these growths are not controlled, they could produce taste and odor problems in the water. The growth of slime can be controlled by the addition of chlorine at the head of the treatment plant. The process should be inspected regularly to catch the problems in their early development. The aeration tank must, on a regular schedule, be cleaned and monitored for sludge acm3ulation. Sand is cleaned by back flushing water through the system on a regular basis (about once a month) and is recommended to be replaced twice a year. To protect the water from contamination by bacteria in the air, the system should be totally enclosed and only biologically safe water should be used. The appropriate pumping capacity must be maintained for adequate air intake.

Aeration may be advantageous because it does not add chemicals to the water however, there are also some disadvantages. If there are high levels of manganese, the oxidation process can be slowed and the reaction tank has to be quite large. In addition, small changes in the water quality may affect the pH of the water and the oxidation rate may slow to a point where the plant capacity for iron and manganese removal is reduced. B. Elevated TDS (Total Dissolved Solids)

High concentrations of total dissolved solids (TDS) which is usually comprised of inorganic minerals (salts), small amounts of organic material, and some small amounts of soluble minerals (Fe and Mn) are common in the groundwater. An elevated total dissolved solids (TDS) concentration is more of an aesthetic rather than a health hazard. It may cause the water to be corrosive, salty or brackish in taste and may interfere with washing of clothes. The PNSDW of 2007 prescribes a limit of 500 mg/l for TDS.

Measure to reduce TDS ranges from source reduction (low-cost) to treatment technologies (high-cost). TDS are not appreciably removed using conventional water treatment processes (coagulation-flocculation-filtration). In fact, the addition of chemicals during conventional water treatment generally increases the TDS concentration. Demineralization processes are required for significant TDS removal but the economic cost may be a major constraint. Reverse osmosis and electro-dialysis would probably be the next options but still are quite costly.

Figure 1: Proposed Iron and Manganese Removal Scheme

202


In order to achieve the 500 mg/l limit for drinking water, dilution with various water sources can be employed, i.e. adjusting supply flow rates in proportion to stream flows on any given day and mixing, provided the other water sources have <500mg/l TDS content.

C. Disinfection

Chlorination is by far the most common and globally used method to disinfect wastewater. It kills pathogens and also destroys a variety of bacteria, viruses and protozoa, including Salmonella, Shigella and Vibrio cholerae.

Chlorine is usually supplied as calcium hypochlorite, Ca(OCl)2 in either powder or

tablet form. High grade calcium hypochlorite contains at least 70 percent available chlorine, and is readily soluble in water. Chlorine has the major advantage of ensuring clean water right up to the tap, whereas the action of other disinfectants - such as ozone, ultraviolet light and ultrafiltration - is only temporary. In addition to purifying water, chlorine hel/s remove tastes and odors, controls the growth of slime and algae in mains pipes and storage tanks, and hel/s to remove unwanted nitrogen compounds from water.

Calcium hypochlorite slowly loses its strength with exposure to air and therefore should be stored in a dry place inside a corrosion-resistant container in order to reduce product breakdown. Slow-dissolving tablets have been prevalent to provide longer-lasting chlorine residuals. Chlorine tablets, although still chlorine, are the safest type of chlorine available because the chlorine is in a solid form and it remains that way until dissolved into liquid and the recommended dosage is usually listed on the dosage chart included with the pack.

The amount of chlorine (dose) required to for water treatment usually depends on:

Bacterial numbers: large numbers of aerobic or anaerobic bacteria in the water = a high chlorine dosage

pH: optimum range is between 6.5-7.5. Temperature: affects disinfection speed (high temperature = fast disinfection); Turbidity: chlorine is a surface-active agent and, since it cannot effectively penetrate

solids to kill concealed bacteria, disinfection of turbid water will be incomplete. PNSDW 2007 established a 0.3 mg/L of residual chlorine at the farthest point of the

distribution system and a maximum of 1.5 mg/L detected at any point in the distribution system. References: http://iwawaterwiki.org/xwiki/bin/view/Articles/AERATIONSTRIPPING http://www.lwua.gov.ph/tech_mattrs/water_standards.htm http://www.mrwa.com/OP-Iron%20and%20Manganese.pdf http://www.bae.ncsu.edu/programs/extension/publicat/wqwm/he394.html http://www.gewater.com/handbook/ext_treatment/ch_4_aeration.jsp http://www.chennaimetrowater.tn.nic.in/rwh/ironremoval.htm http://www.epa.gov/owm/mtb/chlor.pdf http://www.eurochlor.org/index.asp?page=679 http://www.wqpmag.com/Chlorine-Tablets-article5635 http://www.lifewater.ca/Section_15.htm http://www.hc-sc.gc.ca/ewh-semt/pubs/water-eau/tds-mdt/index-eng.php#a4


3. UPGRADING OF HYDROLOGICAL MONITORING NETWORK AND DATABASE

3.1 Introduction/ Rationale 1 3.2 Hydrologic Data 1 3.3 Groundwater Data 5 3.4 Estimated Subproject Impact and Outcome 6 3.5 Subproject Scope 6 3.6 Cost Estimate 8 3.7 Implementation Plan 9 Tables 3.1 List of Rainfall Stations 2 3.2 List of Streamflow Gauging Stations 3 3.3 Upgrading Hydrological Network abd Database - Cost Estimate 8 Figures 3.1 Upgrading Hydrological Network and Database – Implementation Schedule 9

1


3 UPGRADING OF HYDROLOGICAL MONITORING NETWORK AND DATABASE


1. Several hydrometeorological elements within the Agusan River Basin (ARB) are being monitored. These include precipitation, evaporation, streamflow, groundwater data, sediment load, and water quality, among others. A number of entities are involved in the monitoring, each for their own specific mandate, interests and needs. Thus, the data/information collected by the various entities are fragmented and housed with these different entities such that data collection and collation of hydrological records is time consuming and cumbersome.

2. The subproject aims to improve the hydrological monitoring system by increasing the number of streamflow and rainfall stations, installing observation wells and establishing a spring monitoring program. New technology will be applied for hydrological monitoring and data management system to improve observation accuracy and speed up the collection, processing and availability of hydrological outputs. This will make it possible to provide real-time monitoring of the hydrological situation and predict hydrological hazards such as flooding and flood inundation within ARB in a timely manner, and provide an early flood warning system (FWS).

3. Presently, PAGASA, LGUs, academe and the private communications network provider are working together in developing an affordable flood warning system for disaster preparedness of Davao City. In cooperation with DOST and partnership of related government agencies and the private sector, the technology can be utilized for the FWS component.

4. There are two networks for the repository of hydrologic and groundwater data: (i) the hydrologic and meteorological data storage and retrieval system or Hydrologic Data Bank—will be established as a repository unit for time series river data, rainfall intensities, evaporation data and water quality parameters of ARB; and (ii) the NWRB-LWUA’s Philippine Groundwater Databank (PGDB)—a database network designed to handle groundwater information from well and spring will be utilized with program updating, design enhancement and GIS compatibility upgrade. The PGDB was created under the inter-agency cooperation formed by LWUA, DPWH, NIA, DENR, MWSS and NWRB as the lead agency originally funded by UNDP/UNDESD in the early 1990s for the strengthening of the water supply sector in groundwater data banking and dissemination of information.

5. The water resources database will be the repository and provider of all hydrologic related information to enable water resources planners to ascertain groundwater depletion from the trend of declining hydrographs and rate of inland movement of salt water along the ARB coastline.

3.2 HYDROLOGIC DATA

6. Precipitation. PAGASA monitors rainfall at synoptic stations in selected airports and in agro-meteorological stations throughout the country. At synoptic stations, rainfall is monitored continuously with the aid of a rainfall recorder as well as observed at 6-hourly intervals using a standard non-recording raingage. In addition, a number of entities have been monitoring daily rainfall for their own specific needs; these include government agencies such as NIA, DA and National Power Corporation (NPC), various local government units, private companies involved in agricultural production, as well as the academe.

2


7. The list of rainfall stations including those located outside the basin is summarized in Table 3.1. Of these, only one (1) station with reliable information is within the Agusan River Basin—the Synoptic Station at Airport, Cambasi, Butuan City.

8. The majority of the rainfall stations that were established are located east of the Agusan River, concentrating in an area contiguous to the Davao – Butuan highway.

Table 3.1: List of Rainfall Stations

Location Province Lat.

Long Elev.

(mamsl) Period of Record

Resp. Agency

1 Butuan City Agusan del Norte 8°57’ 125°33’ 18.0 Jan 07 – Nov

75 PAGASA

2 Cambasi Airport Butuan City Agusan del Norte 8°56’

125°31’ 1.8 1979 – date PAGASA

3 Camanlangan, New Bataan Compostela Valley

7°33’ 126°30’ Na Jul 66 – Jun 71 na

4 La Suerte Prosperidad Pilot Demo Farm, GRIS Agusan del Sur 8°27’

125°54’ 48.0 1981 – 2001 NIA

5 Sta. Irene, Bayugan ARIS Agusan del Sur 8°44’ 125°57’ 100.0 1981 – 2001 NIA

6 Gagbas, Bayugan Andanan RIS Compound Agusan del Sur 8°47’

125°00’ 38.0 1981 – 2000 NIA

7 Patin-ay Agromet Station Prosperidad Agusan del Sur 8°36’

125°53’ 45.0 1970 – 1999 DA

8 NIA PIO Rosario Agusan del Sur 8°27’

125°53’ 92.0 1989 – 1998 NIA

9 Simulao RIS Trento Agusan del Sur 8°03’

126°04’ 60.0 1983 – 2001 NIA

10 Compostela Batutu RIS

Compostela Valley

7°35’ 126°06’ 140.0 1970 – 2000 NIA

11 Compostela Compostela Valley

7°22’ 125°47’ na 1989 - 2000 PAGASA

12 Tagum Agromet Station * Twin River Davao del Norte 7°25’

125°48’ 18.0 1972 – 2000 PAGASA

13 Cagayan de Oro City * Misamis Oriental 8°29’ 124°38’ 6.0 1909 – date PAGASA

14 Lumbia Airport * Misamis Oriental 8°26’ 124°37’ 182.0 1971 – date PAGASA

15 Malaybalay * Bukidnon 8°09’ 125°05’ 627.0 1948 – date PAGASA

16 Surigao City * Surigao del Norte 9°48’ 125°30’ 39.0 1902 – date PAGASA

17 Hinatuan Surigao del Sur 8°22’ 126°20’ 3.0 1971 - date PAGASA

18 Sagbayan, San Miguel Tago RIS * Surigao del Sur 8°56’

126°02’ 15.0 1990 – 2000 NIA

19 CMU Musuan * Bukidnon 8°57’ 125°00’ 350.0 1978 – 1991 PAGASA

* Rainfall station located outside the river basin. Sources: PAGASA, NIA, DA.

9. Streamflow. The agency tasked to undertake hydrological surveys and data collection on stream discharges, gauge heights, sediment load and water quality is the Bureau of Research and Standards of the Department of Public Works and Highways (DPWH). Gauge readings are read three times a day at normal flows and at lesser time intervals in case of high flows, by an observer. These gauge readings are transformed into discharges through a rating curve of the station. The Materials Quality and Hydrology Division of DPWH regional offices based in Butuan City and Davao City conduct periodic current meter measurements of flow of stations under their jurisdiction. The observed data and measurements are submitted to the BRS Central Office in Quezon City for processing and publication.

3


10. For brief periods of time, both the NIA and NPC carry out streamflow measurements to support the conduct of feasibility studies for irrigation development and power development respectively. NIA also monitors stream discharges in connection with the operation of its national irrigation systems.

11. An inventory by the PPTA showed that there are more than 40 stream gauging stations that have been installed and operated in the basin by these agencies at one time or another. Some of the stations are listed in Table 3.2. However, only nine (9) of the BRS gauging stations and very few NIA stations are presently active. Generally, the quality of data is poor—records are very fragmented and existing stations are inadequate to accurately evaluate the surface water condition of the entire basin. As part of the subproject 20 additional automatic gauging stations are proposed, located along priority areas, to be constructed in Year 1.

Table 3.2: List of Streamflow Gauging Stations River Location Lat.

Long. D.(km2) Period of

Record Resp. Agency

Status

1 Agusan Magsaysay Br., Baan, Butuan City

8°57’ 125°32’

11,510 1957 – 1991 BRS Abandoned

2 Agusan Bit-os, Butuan City 8°50’ 125°30’

11,140 1977 – 1980 NPC Abandoned

3 Agusan San Isidro, Talacogon, Agusan del Sur

8°32’ 125°46’

7,390 1955 – 1980 BRS Abandoned

4 Agusan Sta. Josefa, Bunawan. Agusan del Sur

7°59’ 126°02’

1,599 1955 – 1991 BRS

5 Agusan Camanlangan, New Bataan, ComVal

7°31’ 126°07’

343 1967 - 1987 BRS Abandoned

6 Agusan Kalaw Br., Monkayo, Compostela Valley

7°50’ 126°03’

1,355 1959 - 1995 BRS Operational

7 Agusan Batutu RIS 7°35’ 126°06’

290 NIA Operational

8 Agusan San Miguel, Compostela Valley

7°36’ 126°05’

15 1979 – 1980 NPC Abandoned

9 Wawa Wawa, Bayugan, Agusan del Sur

8°49’ 125°42’

396 1981 – 2000 BRS Abandoned

10 Wawa Wawa, Esperanza, Agusan del Sur

8°47’ 125°41’

1,031 1960 – 1987 BRS Abandoned

11 Andanan Sta. Irene, Bayugan, Agusan del Sur

8°45’ 125°45’


12 Andanan Sta. Irene, Bayugan, Agusan del Sur

8°44’ 125°45’

853 1978 NPC Abandoned

13 Busilao Milagros, Esperanza, Agusan del Sur

8°38’ 125°34’


14 Gibong Bah-bah, Prosperidad, Agusan del Sur

8°36’ 125°54’


15 Kasilayan Baylo, Talacogon, Agusan del Sur

8°27’ 125°42’

209 1968 – 1969 1984 – 1994

BRS NWRB

Abandoned

16 Kayawan Langasian, La Paz, Agusan del Sur

8°14’ 125°42’


17 Adgaoan Halapitan, La Paz, Agusan del Sur

8°14’ 125°45’

820 1967 – 1970 1978 – 1980

BRS Abandoned

18 Ihaoan Nueva Gracia, Loreto, Agusan del Sur

8°06’ 125°52’

667 1967 – 1968 1977

BRS NPC

Abandoned

19 Simulao San Teodoro, Bunawan,

8°09’ 125°59’

1,030 1981 – 1990 BRS Abandoned

4


River Location Lat. Long.

D.(km2) Period of Record

Resp. Agency

Status

Agusan del Sur 20 Simulao San Ignacio,

Trento, Agusan del Sur

8°02’ 126°09’

286 1984 – 2001 BRS Operational

21 Simulao Sta, Maria, Trento, Agusan del Sur

8°03’ 126°09’

294 1974 – 1980 1984 – 1995

NPC Abandoned

22 Panusugan Bunawan, Agusan del Sur

8°10’ 126°00’

180 1967 - 1968 BRS Abandoned

23 Bugabus Bugabus, Butuan City

8°48’ 125°35’


24 Ojot Tagabase, Esperanza Agusan del Sur

8°44’ 125°34’


25 Ojot Skuline, Esperanza, Agusan del Sur

8°40’ 125°34’


26 Libang Tahena, Esperanza, Agusan del Sur

8°39’ 125°38’


27 Umayan Waloe, Loreto, Agusan del Sur

8°12’ 125°47’


28 Umayan Sto. Tomas, Loreto, Agusan del Sur

8°11’ 125°49’


29 Maasam Nuevo Trabajo, San Luis, Agusan del Sur

8°31 125°43’


30 Naboc Naboc, Monkayo, Compostela Valley

7°45’ 126°04’


31 Manat Manat, Nabunturan, Compostela Valley

7°36’ 126°01’


32 Baobo Veruela, Agusan del Sur

7°58’ 125°55’

108 1980 NIA Abandoned

33 Logom Veruela, Agusan del Sur

8°01’ 125°54’

98 1980 – 1981 NIA Abandoned

Sources: BRS, NIA, NPC, NWRB.

12. Previous studies (DPWH, 2003 and ADB, 2008) have indicated that the condition of the majority of the records for gauging stations within the basin are poor and that the analysis based upon the available data would not have so high reliability. The reasons for this inference are as follows:

a) The majority of the BRS gauges are situated on or adjacent to road bridges that are located within the alluvial plain. This results in gauges being on the portion of the river that has a very gentle slope and it is suspected that backwater conditions could exist during high flows.

b) Although discharge measurements are made at most of the sites 5–8 times a year (from discussions with field personnel), none of these measurements are made during high discharge conditions. Therefore any rating curve developed for a site has to be extrapolated for high discharges. During high discharges, overbank flow can exist and it is felt that this is not being accounted for.

c) There is lack of consistency in the records. These varies from high flows existing in one record set but not in the records for an adjacent river, to discrepancies in the records for the same river at different stations where the reported discharge is larger for a station a few kilometers upstream of another (Agusan River just upstream of Compostela Valley). In another instance, the sum of the reported flows upstream of a confluence are significantly larger than that reported downstream of the confluence.

d) Some of the low discharges (summer months) seem to be unreasonably low for the drainage area upstream of the gauge site.

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13. Evaporation. Evaporation/evapotranspiration and other climatic data are of importance in water balance and flood analyses. Two (2) agrometeorological stations have been established in the area, one by PAGASA and another by the Department of Agriculture. These two stations are deemed sufficient since NWRB or BRS recommends a station density of one per 20,000 km2 (the Agusan River Basin covers 10,921 km2).

14. Other climatic elements. Air temperature, wind velocity and humidity are monitored in PAGASA synoptic and agromet stations and the DA agromet station. In addition, PAGASA measures atmospheric pressure and hours of bright sunshine at its synoptic stations.

15. Sediment Load. The sediment load of rivers is measured by BRS with the assistance iof the Region’s Materials Quality and Hydrology Division. However, the information available for sediment load analysis is very limited.

3.3 GROUNDWATER DATA

16. NWRB’s effort to consolidate all groundwater related information by requiring well drillers and well owners to submit the relevant data has not progressed well due to budgetary constraints. However, the same national groundwater data management system created through inter-agency cooperation originally funded by UNDP remains active and is managed by LWUA Training and Research Department with the mandate to strengthen the water supply sector and conduct countrywide dissemination of information through the water districts, primarily to collect well and springs records for coding to the Philippine Groundwater Databank (PGDB).

17. A systematic well and spring inventory will be conducted basin-wide to locate wells with information on construction records, strata logs, time series monitoring data, aquifer hydraulic properties and well performance parameters for groundwater resources potential evaluation. Time series discharge, water level and water quality data can be coded and extracted in spreadsheet format. The PGDB system design and operation will be adopted in the subproject hydrologic network and database component to handle groundwater data, with a budget provision for upgrading and GIS compatibility.

18. Some water districts within the basin maintain well/spring records and monitor the groundwater abstractions, water levels of production wells and water quality on a non-regular basis. Some of these records are already encoded in the PGDB for updating and verification of construction, time series data on water level, discharge and water quality.

19. Observation wells should be established within the basin at appropriate locations to acquire periodic records for more systematic monitoring of piezometric conditions and water quality within ARB. Wells and springs are widely used within ARB; however, very limited information exists. It is also necessary to include a systematic spring information monitoring system for proper coding and evaluation.

3.4 ESTIMATED SUBPROJECT IMPACT AND OUTCOME

20. The upgraded hydrological monitoring network and database will improve the evaluation of surface water and groundwater resources and establish a trend analysis from time series coded values and historical data. This will provide the basis for developing knowledge on water resources assessment, providing a basis for decision-making and identify trends in the condition of water resources in the basin.

21. The network could be further improved and automated using cost efficient technology to serve as a risk assessment tool to forecast possible flash floods using an early flood

6


warning system (FWS). This would benefit communities that are located in flood prone areas susceptible to debris flow and hazards caused by destructive flooding. The development of an early FWS is crucial to the basin as some communities adjacent to the Agusan River have been affected annually, leading to the loss of precious lives, infrastructures, properties and damage to agricultural crops.

22. This would benefit the community, as sound and more accurate hydrological data would become the basis for the sustainable development and allocation of the water resource for domestic, agricultural, and industrial needs. The data generated by an improved network will lead to a much more meaningful river basin water resource development approach and management plan.

3.5 PROPOSED SUBPROJECT SCOPE

23. The subproject will consist of six major components:

1. Improvement of the hydrological monitoring network. 2. Hydrologic data storage and retrieval system (hydrologic databank). 3. Upgrading and utilization of the LWUA Philippine Groundwater Databank. 4. Groundwater monitoring. 5. Early flood warning system. 6. Training and capacity building.

24. Improvement of the hydrological monitoring network. Increasing the number of monitoring stations and attaining an effective distribution to provide adequate representation in the basin as well as ensuring the integrity of the data collected are the overarching aims of this component. Initially, this will involve:

a) Increase the number of rainfall stations: For flat tropical regions, the Philippines normally requires a minimum density of 400km2/station, while the World Meteorological Office of the United Nations (WMO) suggests a density of 600–900 km2/station for general hydrometeorological studies. On the other hand, for rolling and mountainous regions, the Philippines and WMO use 200 and 400 km2/station respectively. Initial estimates indicate that the basin would require a minimum of about 20 stations. Of primary importance is the addition of new rainfall stations on the west side of the basin. Furthermore, rainfall stations will be required in the higher elevations and close to the mountain ridges.

b) At least 30 priority sites of streamflow gauging stations need to be established on the Agusan River between Kalaw Bridge and Sta. Josefa, within Agusan Marsh, and at the marsh outlet. The establishment of other gauging stations in major sub-basins will be identified by Year 1 of the project implementation.

c) A sediment monitoring program will be established.

25. Establishment of hydologic database/ hydrologic databank. The major agencies (PAGASA, NIA, BRS, and NPC) involved in monitoring the hydrological and meteorological elements have their own system of storage and retrieval of hydrological data. However, the system for storage and retrieval of data/information appropriate for the area will have to be carefully studied. An important factor to be considered is how the system can be established to work effectively, not only for the agencies concerned but also for the planned organization that would manage the Agusan River Basin. The database/GIS template will be developed to accept data for other information such as tidal readings and Butuan Bay current measurements, among others.

26. Upgrading and utilization of the Philippine Groundwater Data Bank (PGDB). The

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NWRB-LWUA Philippine Groundwater Databank (PGDB), a database network designed to handle groundwater information from wells and springs, can be utilized with budget provision for program updating, design enhancement and GIS compatibility.

27. The PGDB can accommodate various well and spring information such as locations, coordinates, elevation, well construction records, strata logs, aquifer hydraulic properties and well performance parameters obtained during pumping tests, well construction and monitoring. Aside from government input, private data sources such as local drillers, industries and well owners will be encouraged to participate during the subproject implementation.

28. Establishment of groundwater monitoring system. Observation wells should be established to systematically monitor piezometric conditions and water quality in the basin. In case no existing wells will qualify for monitoring, a minimum of 10 wells with depths of about 100m should be drilled in specific locations within the basin.

29. Candidate sites for drilling and exploration is the marsh area which has very little or no information available about the groundwater potential. The Agusan Marsh aquifer could be a potential source of potable water to supply the marsh community water requirement. The highly utilized aquifer in the lower part of ARB is another priority site to monitor the inland movement of saltwater from Butuan Bay. The mining areas within ARB can be another site of interest to safeguard the aquifer from possible contamination.

30. Although springs are widely used within ARB very limited information and time series data exists. A spring inventory, discharge and water quality monitoring should be considered, especially in mining areas of Compostela Valley.

31. Early flood warning system. Flooding is a wide-spread and devastating natural disaster across the country. Against this background, the proposed improvement of the data management system will make it possible to provide real time monitoring of the hydrological situation and predict hydrological hazards such as flooding and flood inundation within ARB in a timely manner using an early flood warning system (FWS).

32. Presently, PAGASA, LGUs, academe and the private communications network provider are working together in developing an affordable flood warning system for disaster preparedness of Davao City. In cooperation with DOST and partnership of related government agencies and the private sector the technology can be utilized for the FWS component.

33. The FWS implementation period will start tentatively in Year 2 as soon as the hydrometeorological monitoring network is established.

34. Training and capacity building. This component would involve the establishment of institutional relationships for the selection of candidate personnel for training and upgrading of performance ability of technical staff in terms of collection, processing and evaluation of hydrometeorological information and proper data management skills.

35. The collected water resources data and information will be subject to further analysis and verification from groundwater experts as part of the training, transfer of technology.

36. The provision requires acquisition of necessary instruments, equipment, software/hardware, supplies, and vehicles to transport personnel in order to facilitate efficient data collection, monitoring, maintenance, processing and evaluation and other necessary inputs.

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3.6 COST ESTIMATE

37. The subproject cost is estimated to require an investment of about $1.38 million for the three-year subproject implementation period (Table 3.3). The majority of the cost is intended for technical support, purchase of instruments, equipment, hardware/software, the construction of the necessary infrastructures for river monitoring, flood warning system and drilling of monitoring wells to improve the hydrological monitoring network.

Table 3.3: Upgrading Hydrological Network and Database - Cost Estimate No. Item Unit Qty Unit Cost

($) Amount

($k) A Improvement of Hydrological Monitoring Network 1 Stream flow gauging stations no. 30 7,000 210 2 Meterorological/ rainfall station no. 20 4,000 80 3 Sediment load/ water quality laboratory ls 23 4 Flood warning system ls 180 5 Drilling/ construction observation wells no. 10 18,000 180 6 Global positing system instrument no. 6 500 3 7 Water level measuring device no. 5 2,000 10 8 Submersible pump for water sampling no. 2 10,000 20 9 Field vehicle no. 2 35,000 70

10 Geo-resistivity equipment and accessories ls 150 Sub-total 926

B Database Management System 1 Hydrologic databank software development ls 115 2 PGDB program upgrading ls 80 3 Web services for data transmission provision ls 60 4 Training and capacity building ls 129 5 Hardware/computers and software ls 30 6 Office equipment/maintenance and supplies ls 35 Sub-total 449 Total 1,375


3.7 IMPLEMENTATION PLAN

38. The proposed scope of work for the subproject will be implemented over a three (3) year period (Figure 3.1). The major activities are as follows:

a. Subproject organization, implementing office. b. Detrmination of inter-agency cooperation, and roles and responsibilities. c. Manpower mobilization and selection of counterpart staff. d. Training and capability-building. e. Finalization of location of monitoring sites. f. Purchase of hydrological instruments, equipment, and supplies. g. Construction of facilities for various monitoring stations. h. Drilling of groundwater monitoring wells. i. Development and utilization of data storage and retrieval system.

39. At the end of the implementation period, the trained counterpart professional staff will be required to sustain the networks and databases with minimum external assistance. It is not known under whose jurisdiction the implementation and subsequent operation and maintenance of subproject would be. However, this can be resolved through cooperation between DPWH, NIA, DENR, NWRB, LWUA, PAGASA and related agencies to define properly the respective roles and responsibilities.

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Figure 3.1: Upgrading Hydrological Network abd Database - Implementation Schedule No. Item Year 1 Year 2 Year 3 A Improvement of Hydrological Monitoring Networks 1 Stream flow gauging stations 2 Meterorological/ rainfall stations 3 Sediment load/ water quality laboratory 4 Flood warning system 5 Drilling/ construction observation wells 6 Global positing system instruments 7 Water level measuring devices 8 Submersible pumps for water sampling 9 Field vehicles

10 Geo-resistivity equipment and accessories

B Database Management System 1 Hydrologic databank software development 2 PGDB program upgrading 3 Web services for data transmission provision 4 Training and capacity building 5 Hardware/computers and software 6 Office equipment and supplies



4. UPGRADING OF REGIONAL WATER QUALITY LABORATORY FACILITIES

Contents

4 Upgrading of Regional Water Quality Laboratory facilities ................................... 1

4.1 Executive summary ............................................................................................ 1 4.2 Introduction/ Rationale ....................................................................................... 1 4.3 Needs Assessment for EMB Regional Environmental Laboratories.................... 2 4.4 Existing Laboratory Facilities .............................................................................. 2 4.5 Analysis of Options and Alternatives .................................................................. 2 4.6 Laboratory Upgrading ........................................................................................ 3 4.7 Laboratory Staff ................................................................................................. 4 4.8 Sampling ............................................................................................................ 5 4.9 Impact and Outcome .......................................................................................... 5 4.10 Cost Estimate ..................................................................................................... 6 4.11 Implementation Schedule ................................................................................... 7 4.12 Institutional Strengthening/ Capacity Building Requirements .............................. 7 4.13 Monitoring and Evaluation Indicators.................................................................. 8

Tables 4.1 Current Line up of Laboratory Staff for EMB Regions XI and XIII 5 4.2 Laboratory Capital Cost Estimate 6 4.3 Capacity Building Monitoring and Evaluation Indicators 8 Appendices 4.1 Existing Paramters within EMB Region XI Capacity 9 4.2 Existing Facilities and Equipment in EMB Region XI 9 4.3 Existing Paramters within EMB Region XIII Capacity 11 4.4 Existing Facilities and Equipment in EMB Region XIII 11 4.5a Recommended Paramters and Methods for Water/ Wastewater Quality Monitoring based on DAO No. 34 13 4.5b Recopmmended Paramters and Methods for Sediments and Biota Analaysis based on DAO No. 34 14 4.5c Recommended Laboratory Chemicals 14 4.5d Recommended Laboratory Glassware and Disposables 16

1


4 UPGRADING OF REGIONAL WATER QUALITY LABORATORY FACILITIES

4.1 EXECUTIVE SUMMARY

1. The environmental monitoring capacities of the regional offices of the Environmental Monitoring Bureau (EMB) within the Agusan River Basin need to be enhanced through the upgrading of the regional laboratories to support the monitoring of the impacts of the sub-projects on the water quality of the Agusan River.

2. The PPTA consulted EMB personnel from both Regions XI and XIII and assessed their existing laboratory facilities and services. Currently, the regional offices (RO) lack the necessary instruments and manpower for a sustainable water quality monitoring of the Agusan River. The laboratory facilties identified for upgrading in this sub-project have been aligned with the plans and programs of the ROs in developing centers of excellence for water quality analysis to serve the region.

3. The upgrading cost is P10 million per regional lab and will include the procurement of laboratory instruments (physic-chemical analysis as well as metal analysis), supplies and other consumables. The training for the new instruments may be negotiated with the equipment suppliers. The procurement may be completed within 6 months, while the training, setting-up and calibration will take another 6 months. The annual operating expenses will be dependent on the number of analysis performed by the ROs, but is estimated at P1.5 million per year. The ROs must provide sufficient space (laboratory building) prior to the delivery of the equipment.


4. A sustainable management of the Agusan River Water basin entails regular monitoring of the water and sediment quality within the region. The water quality targets and standards such as in DAO 34 and 35 are set to evaluate the quality of the water resources to establish satisfactory condition for their intended uses and to characterize ecological status. A roster of sound qualitative and quantitative water quality data will accurately describe the characteristics of the sampling location and maybe used for evaluation purposes. Therefore, the laboratory data must be based from an adequate program to ensure validity of the data.

5. The DENR regional offices, specifically Regions XI and XIII, which are responsible in the conduct of water monitoring within the Agusan River Basin, are presently incapable of analysing all water quality parameters as prescribed in the water quality criteria due to limited laboratory equipment and resources.

6. The Regional Laboratory Sub-project aims to improve the capacity of the DENR regional offices in the conduct of the monitoring for the Agusan basin. This PPTA provided an overview of the testing laboratory capability in DENR Regions XI and XIII and a report on the inadequacies that may be addressed to come up with an improved water quality monitoring system. This report also provides two options which DENR can consider as a long-term strategy: one is to upgrade and establish the existing regional laboratory as a “center of excellence”, and second is to strengthen the existing capability and establish a network with DENR of accredited analytical laboratories within the region.

2


4.3 NEEDS ASSESSMENT FOR EMB REGIONAL ENVIRONMENTAL LABORATORIES

7. The analytical laboratories of DENR Regional Offices XI and XIII have been conducting water quality monitoring at designated sampling stations along the Agusan River. Region XI has been monitoring seven (7) stations for DO, BOD, TSS, TDS, pH, temperature rise and color on a quarterly basis. Region XIII (CARAGA) also monitors seven (7) stations for DO, BOD, TSS, TDS, pH, temperature rise, conductivity, salinity and turbidity. At present, the regional laboratories are limited to the analyses of a few parameters which may not necessarily reflect the actual conditions of the surface water being monitored.

8. In the case of Environmental Monitoring Bureau (EMB) Region XI, some equipment donated by the DENR Central Laboratory has malfunctioned already and is outdated. Because of this, the EMB Region XI laboratory has ceased conducting water quality monitoring on the Agusan River since 2008 due to the lack of funding to sustain its monitoring activities. Meanwhile, EMB Region XIII initially made an arrangement with other government offices as to the conduct of water quality analysis, i.e., DA for pesticides analysis; MGB for sediments and heavy metals analysis; BFAR for biota; and DOST for coliform. However, some limitations have been encountered in this cooperation arrangement since the pesticides expertise of DA analysis is more on food products, and the DOST laboratory is not yet DENR-accredited.

9. Initially, EMB Region XI intended to strengthen its competencies on pesticides analysis, whereas EMB Caraga Region XIII focused on upgrading capabilities on heavy metals analysis due to existing demand from mining companies to carry out water quality analysis, especially in relation to ECC (environmental clearance certificate) application.

4.4 EXISTING LABORATORY FACILITIES

10. EMB Region XI is renting a limited space, approximately 105 m2, to house its laboratory equipment and facilities. The rented building is frequently flooded during heavy rains brought by landfilling and development in the surrounding areas. Also, the roof of the present laboratory is already dripping which could possibly damage the laboratory equipment. Appendix 4.1 presents the listing of parameters which EMB Region XI is capable to analyse, while Appendix 4.2 presents the inventory of equipment in EMB Region XI.

11. The EMB Region XIII laboratory has 60 m2 floor area. The parameters which they currently handle are listed in Appendix 4.3, while an inventory of their equipment is presented in Appendix 4.4.

4.5 ANALYSIS OF OPTIONS AND ALTERNATIVES

12. DENR may consider two options with respect to enhancing monitoring activities within the Agusan River Basin. The first one is to secure financing for the upgrade of the laboratory facilities. Under this option, the laboratory itself will have to be constructed or the existing laboratory may be extended to accommodate additional laboratory equipment. Also, additional chemical reagents, glassware and equipment will have to be procured depending on the analytical methods to be used. Also, additional staff, preferably full-time, are required to conduct sampling, field monitoring, laboratory works and supervision.

13. As an alternative, DENR may opt to subcontract the monitoring of pre-determined sampling stations and parameters within the basin to a DENR-accredited private laboratory. For Region XI, the Science Resource Center of the University of Immaculate Conception and

3


the Davao Analytical Laboratories may be considered as third party analysts. However, their recognition from DENR is limited at present to only a few parameters.

4.6 LABORATORY UPGRADING

14. Several provisions for the upgrading of the laboratory shall be governed by the following items based from DAO 98-63:

Physical layout of the laboratory. The laboratory shall be housed in a permanent building constructed of strong materials, preferably concrete or semi-concrete. It should have adequate running water and regular electric power supplies, and provision for an emergency power source; adequate drainage, preferably with separate waste lines for domestic sewage and laboratory wastewater; and work rooms shall be well ventilated with adequate provision for either natural or artificial lighting.

The working space of the laboratory shall correlate with the volume and type of analyses to be undertaken, including provisions for periods of peak work load. Working space requirements shall include sufficient bench top area for processing samples, storage space for chemicals, glassware, and portable and fixed equipment, and an adequate appropriate area for cleaning glassware and sterilizing materials.

There should be an effective separation between neighboring units when the activities therein are incompatible and adequate physical provisions for the safety of laboratory personnel considering exposure to chemicals, inflammable reagents, fires, and similar substances. Safety provisions shall include emergency exit and egress, emergency shower and eyewash, fire extinguishers, first aid kits, fume hoods, and protective personnel equipment.

Laboratory procedures. All laboratory procedures adopted by the laboratory shall conform to the DENR approved methods of analysis or other procedures that may be recommended or adopted by the DENR. Appendix 4.5a presents the recommended methods per parameter for water/ wastewater analysis, while Appendix 4.5b presents recommended methods for sediments and biota analysis. DAO No. 34 has specified physical, biological and chemical water/ wastewater parameters and the prescribed analytical methodology, the listing of which is in Appendix 5.6a, while DAO No. 98-63 on the other hand stipulates the parameters and methods for analysis of sediments and biota (refer to Appendix 5.5b).

Some parameters may be analyzed in-situ using portable meters while others will have to be analyzed via conventional procedures as stated in the Standard Methods for the Examination of Water and Wastewater 20th edition.

Reagents. All reagents to be used in the analysis of environmental samples shall be of the highest grade to obtain reliable results, unless otherwise stated in the procedure. Appendix 4.5c lists the initial inventory necessary for the upgrading of laboratory. Reagents should be replaced regularly to ensure continuous receipt of samples.

Equipment and instruments. All equipment, instruments, and consumables shall conform to the requirements of the analytical methods approved, recommended or adopted by the DENR. Appendix 4.5d presents the minimum list of equipment to be acquired for the upgrading of regional laboratories. Also, the laboratory is responsible in the formulation and adoption of a system for calibration and maintenance for its laboratory facilities. Certificates of equipment calibration shall be compiled and made available upon request by the DENR.

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Quality control. The laboratory shall prepare and adopt a quality assurance program to enhance the quality of the data generated by the laboratory. The laboratory shall analyze quality control samples to check on the proficiency of its analysts and equipment on a regular basis. Quality control charts shall be displayed in a conspicuous place in the laboratory.

Laboratory waste management. The laboratory shall have adequate provisions for the collection, storage, treatment, and disposal of domestic and laboratory wastes. Laboratory effluent and emissions shall conform to relevant environmental quality standards.

15. EMB Region XI suggests having a new laboratory space that is about 400 square meters due to the problems they are facing with their current building. EMB Region XIII, on the other hand, has already started with the construction of its new laboratory and office in Brgy. Ambago, Butuan City. They are proposing a laboratory area of about 287 square meters, the construction of which is at slow pace due to limitations in fund availability.

4.7 LABORATORY STAFF

16. Since the regional laboratories are quite small, only few staff take charge of the laboratory and perform the water quality analyses.

17. DAO No. 98-63 states the competency requirements of the personnel to be assigned in the laboratory as follows:

The operation of environmental laboratories shall be under the direction and supervision of a licensed chemist, chemical engineer or professional in an allied field with at least five years experience in laboratory analysis and management.

The minimum staff of the environmental laboratory shall be composed of one licensed professional, one laboratory assistant, and one laboratory aide.

The licensed professional shall have at least two years experience and must have analyzed a minimum of 300 relevant environmental samples.

The laboratory assistant shall have at least a baccalaureate degree in natural and applied sciences, undergone 120 hours of training in the analysis of environmental samples, and analyzed a minimum of 100 relevant environmental samples under the supervision of a licensed professional.

The laboratory aide shall have obtained a high school diploma or have completed a laboratory-oriented vocational course.

18. In addition to competency requirements, laboratory personnel should participate in inter-laboratory exercises sponsored by DENR Central to maintain proficiency and know-how among laboratory analysts. In view of this, it is recommended that laboratory management be retained in the purview of the DENR regional offices since expertise and competency have already been developed. Table 4.1 presents the current line up of laboratory staff of both EMB Region XI and Region XIII. Only the OIC or laboratory head is on permanent status while the support staff are on a contractual basis. Staff of Region XIII regularly undertake proficiency testing which is annually organized by EMB Central Office for their capacity development to handle new equipment and expanded testing services.

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Table 4.1: Current Line up of Laboratory Staff for EMB Regions XI and XIII

Source: EMB Regions XI and XIII.

4.8 SAMPLING

19. The total number of sampling stations within the river basin should be identified and the frequency of sampling specified. Together with the established parameters to be monitored, the number of samples to be processed by the laboratory will be ascertained.

20. In-situ parameters will require handheld or portable devices. Those that will have to be analyzed in the laboratory require proper handling, preservation and transportation.

4.9 IMPACT AND OUTCOME

21. Regular monitoring activities will establish baselines which will help detect changes in river water quality and identify pollution sources as well. Once the existing point and diffuse sources of pollution are addressed, the continuous monitoring and assessment of river water quality will help further indicate a violation of the standard, with subsequent action from government authorities.

22. Laboratory data therefore should be able to define whether the standards imposed are being met and the reported values are reliable and may be used with confidence. The laboratory upgrading sub-project is geared towards the establishment of regular monitoring activities within the river basin with enough parameters that would ascertain actual river conditions. Incomplete and inaccurate data are analogous to the absence of monitoring. The effectiveness of pollution control will depend upon the validity of the results reported by the laboratory. Therefore, laboratory data must come from prescribed analytical methods while the generation of these data requires representative sampling followed by analytical work in specialised laboratories.

23. The present laboratory resources of the regional offices limit the parameters to be monitored and the sampling frequency. Hence, the upgrade of the DENR regional laboratories, specifically that of Regions XI and XIII will enhance their capability to cater

Staff Position Qualification Status Analysis conducted

Region XI Florencia S. Bongalo,

OIC, Laboratory Section

BS Chemical Engineering (Licensed)

Permanent Physical/ chemical analysis (DO, BOD, TSS, TDS, SM, TS)

Marichu P. Yanoyan

Laboratory Assistant

BS Biology (MS Environmental and Resource Management)

Contractual Bacteriological Analysis, Grease and Oil, pH, TSP

Jomari T. Enero BS Chemistry (Licensed)

Contractual Air Analysis (O3, NO2, SO2, pH)

Region XIII Renato C. Tacubao

Laboratory Head

Chemical Engineer Permanent

Ercel S. Saludo Laboratory Analyst

BS Chemistry graduate/ Chem tech

Contractual

Josephine G. Cotiangco

Laboratory Analyst

Chemical Engineer Contractual

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analysie of a wider range of pollutants. This will give a better picture of the conditions in the Agusan River Basin.

24. In addition to river monitoring, the regional laboratory will be able to strengthen monitoring activities of effluent discharges from various pollution point sources in the region, particularly the growing mining activities and wood processing industry.

4.10 COST ESTIMATE

25. The costs of monitoring may be divided into the following components:

Capital costs, for: civil works to upgrade the laboratory buildings. monitoring and sampling equipment, transport equipment and data processing

hardware and software and report printing costs. Operating costs:

administrative costs; labor and other operating costs of sampling and field analysis/ measurements

of water levels and discharge characteristics; labor and other operating costs of laboratory analyses; and equipment maintenance and calibration costs.

26. For the proposed upgrade, an estimated capital cost of P10 million per region is needed to cover for additional equipment in the physical and chemical analysis laboratory, heavy metals analysis and microbiology/bacteriological laboratory, together with an initial inventory of reagents and glasswares that will allow analysis of two samples simultaneously (Table 4.2). Annual operating expenses that include personnel, chemicals, consumables, glass wares are estimated at P1.5 million per year for each region.

Table 4.2: Laboratory Capital Cost Estimate Per region/laboratory

No. Items Size Qty Unit Cost Total Cost

1 Laboratory chemicals (see Appendix 5.5c for details) 1,500,000 2 Laboratory glassware and disposables (see Appendix 5.5d for details) 1,000,000 3 Recommended major laboratory equipment – Balances Analytical

(± 0.0001 g) 1 70,000 70,000

Crude (± 0.1 g) 1 50,000 50, 000 – Centrifuge 1200 – 1500 rpm 50,000 50,000 – Distillation or Deionizer for

laboratory pure water 1 150,000 150,000

– DO meter and probe 1 70,000 70,000 – Safety shower, Eyewash

station, Laboratory tables 80,000 80,000

– Fume hood 1 60,000 60,000 – Furnace, muffle 550OC 1 150,000 150,000 – Hot plate(s) one multiposition or

several individual 70,000 70,000

– Incubator, BOD 20OC 1 120,000 120,000 – Incubator, coliforms 35OC 1 100,000 100,000 – Incubator,fecal coliforms 44OC 1 – Magnetic stirrer 2 50,000 100,000 – Microscope Stereoscopic,

dissecting 10 x 20 x with fluorescent

50,000 50,000

7


No. Items Size Qty Unit Cost Total Cost

illuminator – Oven, drying 103OC 1 350,000 350,000 – pH meter and probes 1 70,000 70,000 – Spectrophotometer,

colorimeter or filter photometer for use in visible range

350 – 700 nm 1 1,000,000 1,000,000

– Conductivity meter 80,000 80,000 – Steam bath 1 150,000 150,000 – Sterilizer Autoclave, oven or

ultraviolet 1 150,000 150,000

– Vacuum pump 1 100,000 100,000 – AAS 1 2,400,000 2,400,000 – Refrigerator 1 30,000 30,000 – Taxes 2,270,000 Sub-total 3 7,500,000 4 Upgrading laboratory buildings - civil works 100 m2 20,000 2,000,000 - fixtures, cabinets, water

system, fire safety features ls 1,000,000

Sub-total 4 3,000,000 TOTAL COST (P) 13,000,000


4.11 IMPLEMENTATION SCHEDULE

27. The ROs must provide sufficient space (laboratory building) prior to the delivery of the equipment. It is estimated that civil works for laboratory building upgrading would be completed in Year 2.

28. The procurement of laboratory equipment may be completed within 6 months in Years 2- 3, while the training, setting-up and calibration will take another 6 months.

4.12 INSTITUTIONAL STRENGTHENING/ CAPACITY BUILDING REQUIREMENTS

29. The quality of the laboratory work should be ensured by appropriate facilities including instrumentation, as well as by skilled personnel. With the upgrading of the laboratories and their facilities, additional personnel are needed.

30. The staff of both Region XI and Region XIII should continuously participate in the proficiency testing as organized by EMB Central Office for their capacity development to handle new equipment and expanded testing services.

31. If the AAS (Atomic Absorption Spectrophotometer), mercury analyser and GC (Gas Chromatograph) will be made operational, additional analysts are needed to run the said instruments since the current personnel need hands-on training on the operation of said instruments.

8


4.13 MONITORING AND EVALUATION INDICATORS

Table 4.3: Capacity Building Monitoring and Evaluation Indicators Design Summary Performance Targets/

Indicators Data Sources/Reporting

Mechanisms Assumptions and

Risks

Upgrading of the Regional Labortory of EMB Regional Offices in the Agusan River Basin

Environmental analysis and monitoring facilties of the ROs are upgraded.

The staff of the ROs of the EMB are trained.

Accreditation procedures, Standard Methods, QA/QC and Environmental Management System are established.

Monitoring of the ARB is implemented and certificates of Analysis are issued by the ROs.

Certificates of Analysis EMS Documents Monitoring Reports

Assumptions: EMB to provide necessary laboratory building

EMB to designate additional personnel for the laboratory

Adequate staffing and funding

Logistical support (resources, equipment, supplies, etc.) are provided by the ROs

Risks: High turnover rate of trained staff

Unavailability of funds to construct the laboratory.


9


APPENDIX 4.1: EXISTING PARAMTERS WITHIN EMB REGION XI CAPACITY

Parameter Analytical Method Color Visual Comparison Method Temperature Hg-filled Thermometer pH Glass electrode Dissolved O2 Azide Modification Method (Winkler Method) BOD5@20OC Azide Modification Method (Dilution Technique) Settleable Matter, mL/L Imhoff Cone Method Total Dissolved Solids, mg/L Gravimetric Method Total Solids, mg/L Gravimetric Method Total Suspended Solids Gravimetric Method Grease and Oil Gravimetric Method (Petroleum Ether Extraction) Total Coliform Multiple Tube Fermentation Technique Fecal Coliform Multiple Tube Fermentation Technique Source: EMB Region XI.

APPENDIX 4.2: EXISTING FACILITIES AND EQUIPMENT IN EMB REGION XI

Number of Units

Equipment Brand Remarks

1 Analytical Balance AND HR-120 Serviceable 1 OHAUS, PIONEER TM Serviceable 1 Top Loading Balance OHAUS Serviceable 1 BOD Incubator Hotpack Serviceable 1 Precision Scientific Serviceable 1 Coliform Incubator Bath Precision Scientific Serviceable 1 Compressor Serviceable 1 Distilling Apparatus Serviceable 1 Fumehood Philab Serviceable 1 VG & GE Trading Serviceable 1 Hot Plate Thermolyne Serviceable 1 Fisher Serviceable 1 Orbit Shaker Lab-line Serviceable 2 Refrigerator General electric Serviceable 1 DEI-6175 Serviceable 1 Suction Pump Serviceable 1 Tri-gas Sampler RAC Thermoelectrically

cooled/ heated Serviceable

1 Stack Sampling Apparatus

APEX-Method 1-5 and 6/8 Modified

Serviceable

1 Atomic Absorption Spectrophotometer

GBC Avanta Not Operational; Parts needed include: PCB Chopper Drive, Air filter, cathode lamps, computer

1 Autoclave Hirayama Serviceable

10


Number of Units

Equipment Brand Remarks

1 Wiseclave Not used; insufficient power load 1 Bacteriological incubator Yamato Operational but may breakdown

anytime due to old age (1976) 1 Drying Oven Memmert Serviceable 2 Binder Serviceable 1 Blue (MO 1450SC) Not operational; busted System

Controller 1 Varian 3400 Not operational; Lacking

accessories; Packed Columns, Gas Purifier System, Pyrex Extrcation Apparatus, Extraction Thimbles, Packed Injector Conversion kit etc.

1 Mercury Analyzer Nippon Instruments Corp. (NIC) RA-3320

Operational but cannot be used due to unavailability of standard HgCl2

1 pH meter Orion 3-star Operational but needs electrode replacement

1 Spectrophotometer Unico 2800 Serviceable 1 Milton Roy (Spectronic

601) Busted Tungsten Lamp (6 volts, 10 watts, #6605)

1 Water Bath Memmert Serviceable 1 Cole Parmer Not operational; defective heater 1 Centrifuge Hermle Z 233M Not used; subject for testing –

from Malalag Water Quality Monitoring Lab

1 Water Sampler Defective from Malalag Water Quality Monitoring Lab

Source: EMB Region XI.

11


APPENDIX 4.3: EXISTING PARAMETERS WITHIN EMB REGION XIII CAPACITY

Parameter Analytical Method Alkalinity Titration Method Acidity Titration Method BOD5@20OC Azide Modification Method (Dilution Technique) COD Open Reflux Dichromate Method Chloride Argentometric Method Conductivity Conductivity Meter Color Visual Comparison Method Dissolved O2 Azide Modification Method (Winkler Method) Total Coliform Multiple Tube Fermentation Technique Fecal Coliform Multiple Tube Fermentation Technique Mercury Cold Vapor Technique (Hg Analyzer) Oil and Grease Gravimetric Method (Petroleum Ether Extraction) pH Glass electrode Temperature Hg-filled Thermometer TDS Gravimetric Method TS Gravimetric Method TSS Gravimetric Method Turbidity Glass electrode Source: EMB Region XIII.

APPENDIX 4.4: EXISTING FACILITIES AND EQUIPMENT IN EMB REGION XIII

Number of Units

Equipment Brand/ Model Current Status

1 Analytical Balance A&D Model # HR 120 Serviceable 1 Autoclave All American Model 1925x Serviceable 2 BOD incubator VCIP, Model FOC 2251 Serviceable 1 Coliform Incubator Precision Serviceable 1 Dessicating cabinet Eurika, Model DX75W Serviceable 1 Dessicating cabinet As One Serviceable 1 Drying oven WTC Binder Serviceable 1 Exhaust fan Decton Serviceable 1 Electric Stove Gen. Heat, Model 108W Serviceable 1 Fecal coliform incubator Binder Model BD 53 Serviceable 1 Fume hood 29” x 28” Serviceable 1 Hotplate Barnstead/ Thermolyne, Model HPA

2440M Serviceable

1 Mercury analyzer NIC Serviceable 1 Multi-magnetic stirrer VELP Scientifica Serviceable 1 pH meter Haruna Model HI 19321 Serviceable 1 Refrigerator National Serviceable

12


Number of Units

Equipment Brand/ Model Current Status

1 Salinity Hand Refractometer Atgo, S/Mill-E Serviceable 1 TDS Meter Lovibond Model ET 220 Serviceable 1 Table Top Sterilizer Brand KK Model SA 300 Serviceable 1 Vacuum-Pressure Pump Barnant 400-1902 Serviceable 1 Vacuum-Pressure Pump Gast, Model DOA-P104-BN Serviceable 1 Water Quality Checker Horiba Model U-22 Serviceable 1 U-Vis Spectrophotometer Shimadzu Serviceable 1 Atomic Absorption

Spectrophotometer GBC Avanta Model PM Not

Serviceable

13


APPENDIX 4.5A: RECOMMENDED PARAMETERS AND METHODS FOR WATER/ WASTEWATER QUALITY MONITORING BASED ON DAO NO. 34

PARAMETER METHOD OF ANALYSIS ARSENIC Silver Diethyldithiocarbamate Method (Colorimetric)

BOD5 Azide Modification (Dilution Technique) BORON Carmine Colorimetric Method

CADMIUM, TOTAL Atomic Absorption Spectrophotometry Method (West ashing with concentrated HNO3, + HCl)

CHEMICAL OXYGEN DEMAND Open Reflux Dichromate Method

CHROMIUM (HEXAVALENT) Diphenyl Carbazide Colorimetric Method

COLIFORM, FECAL AND TOTAL Multiple Tube Fermentation Technique Membrane, Filter Technique

COLOR Visual Comparison Method (Platinum Cobalt Scale)

COPPER, DISSOLVED AND TOTAL Atomic Absorption Spectrophotometric Method (Wet ashing with concentrated HNO3 and CHl)

CYANIDE, FREE Specific Ion Electrode Method

DISSOLVED OXYGEN Azide Modification (Winkler Method), Membrane Electrode Method (DO Meter)

LEAD Atomic Absorption Spectrophotometry (Wet ashing with concentrated HNO3 and HCl)

NITRATE AS NITROGEN Bruccine Method for Saline Waters, specific Ion Electrode Meter for Fresh Water

OIL AND GREASE Gravimetric Method (Petroleum Ether Extraction)

ORGANOCHLORINE PESTICIDES Gas Chromatography Method (Electrone Capture Detector)

ORGANOPHOSPHATE PESTICIDES Gas Chromatographic Method (Flame Photometric Detector

pH Glass Electrode Method PHENOLS Chloroform Extraction Method

PHOSPHATE AS PHOSPHOROUS Stannous Chloride Method

POLYCHLORINATED BIPHENYLS (PCB) Gas Chromatography (Electron Capture Detector)

SETTLEABLE SOLIDS Imhoff Cone Method

SURFACTANT (Methylene Blue Active Substances) Methylene Blue Colorimetric Method

TEMPERATURE Use of Mercury-Filled Thermometer

TOTAL MERCURY Cold Vapor Technique, (Mercury Analyzer or Flameless Atomic Absorption Spectrophotometer)

TOTAL SUSPENDED SOLIDS Gravimetric Method

14


APPENDIX 4.5B: RECOMMENDED PARAMETERS AND METHODS FOR SEDIMENTS AND BIOTA ANALYSIS BASED FROM DAO NO. 98-63

Parameters Analytical Methods Arsenic AAS Method – Hydride Generation Coliform, Fecal and Total Multiple Tube Fermentation Technique Organochlorine Pesticides and Polychlorinated Biphenyls

GC Method - Electron Capture Detector

Organophosphate Pesticides GC Method – Flame Photometric Detector Total Cadmium, Copper, Iron, Lead, Manganese, Nickel, Silver, Zinc

AAS Method – Wet Ashing

Total Mercury Cold Vapor Technique

APPENDIX 4.5C: RECOMMENDED LABORATORY CHEMICALS

Items Quantity Parameters Unit Cost Total Cost

Glacial Acetic Acid 2 x 500 mL Cyanide, Chlorine, sulfate

Acetone 1 x 500mL Cr6+ Alcohol, methanol 1 x 1 L Aminoantipyrine solution 1 x 250mL phenols Ammonium chloride 1 x 500 g BOD, Ammonia

nitrogen

Ammonium hydroxide 1 x 500mL Cr6+, phenols Ammonium molybdate 1 x 500 g Silica, phosphorus Ammonium persulfate 1 x 50 g Phosphorus Ammonium peroxydisulfate 1 x 500 g Arsenic trioxide 1 x 100 g Barbituric acid 1 x 250g Cyanide Barium chloride 1 x 500 g Sulfate Boric Acid 1 x 500 g Bruccine sulfate 1 x 25 g Nitrate nitrogen Buffer, pH 4.0 1 x 500 mL pH Buffer, pH 7.0 1 x 500 mL pH Buffer, pH 10.0 1 x 500 mL pH Calcium chloride 1 x 500 g BOD Calcium carbonate 1 x 500g Acidity, Alkalinity Chloroform 1 x 500mL Cr6+, surfactants Copper sulfate 1 x 500g Nitrogen Cupferron 1 x 250mg Cr6+ Dibasic potassium phosphate 1 x 250 mg BOD Diphenylcarbazide 1 x 100 g Cr6+ Ethyl alcohol, denatured 1 x 250 mL Total coliform Ferric chloride 1 x 100 g BOD Ferrous ammonium sulfate 1 x 500 g COD Ferrous sulphate 1 x 500 g COD Glycerol 1 x 500 mL Phosphorus Hydrochloric acid 5 x 500 mL Alkalinity, O&G, Silica,

nitrate nitrogen

Hydrogen peroxide 1 x 500mL Cr6+, Surfactants Iodine 1 x 100 g Chlorine Magnesium chloride 1 x 500 g Sulfate, fecal coliform Magnesium sulphate 1 x 500 g BOD Manganese sulphate 2 x 500 g DO M-Endo Broth 1 x ¼ lb or

2 mL Total Coliform

15



ampoules M-FC Broth 1 x ¼ lb or

2 mL ampoules

Fecal coliform

Mercuric Iodide 1 x 100 g Ammonia nitrogen, Mercuric Oxide (red) 1 x 25 g Mercuric Sulfate 1 x 100 g COD Monochloro-6 (tricholoromethyl) pyridine

1 x 100 g

Methanol 1 x 500mL Surfactants Methylene blue 1 x 25 g Surfactants Methyl red 1 x 10 g Methyl orange 1 x 25 g Acidity, Cr6+ MTBE 1 x 500mL O&G n-hexane 1 x 500mL O&G Nitric acid 1 x 500 mL Cr6+ Oxalic acid 1 x 500mg Silica 1, 10-penanthroline 1 x 5 g COD phenolphthalein 1 x 25 g Acidity, surfactants,

phosphorus

Phosphoric acid 1 x 500mL Cr6+, Potassium chromate 1 x 500 g Silica, chloride Potassium cyanide 1 x 500 g Cyanide Potassium dichromate 1 x 500 g COD, Cr6+ Potassium dihydrogen phosphate 1 x 500 g COD, Acidity,

phosphorus

Potassium ferricyanide 1 x 250 mL phenols Potassium bi-iodate 1 x 500 g Chlorine Potassium iodide 1 x 500g Chlorine, ammonia

nitrogen

Potassium monohydrogen phosphate

1 x 500 g

Potassium nitrate 1 x 500 g Sulfate, nitrate nitrogen

Potassium permanganate 1 x 500g Cr6+ Potassium phosphate 1 x 500 g BOD Potassium sodium tartrate 6 x 500 g Ammonia nitrogen Potassium sulphate 1 x 500 g Nitrogen Pyridine 1 x 500 mL Cyanide Rosolic acid 1 x 25 g Fecal coliform Silica gel (indicating) 1 x 2 kg

(5lb) General lab

Silver sulphate 2 x 25 g COD Silver nitrate 1 x 25 g Cyanide, chloride Sodium arsenite 1 x 250 g Nitrate nitrogen Sodium acetate 1 x 500 g Sulfate, chlorine Sodium acetate trihydrate 1 x 500 g Cyanide Sodium azide 1 x 25 g Sodium borate decahydrate 1 x 250 g Silica Sodium bicarbonate 1 x 500 g Silica Sodium carbonate 1 x 500g Alkalinity Sodium chloride 1 x 500 g chloride Sodium hydroxide 6 x 500 g Nitrogen, BOD,

Acidity, DO, Cyanide, Cr6+, surfactants, ammonia nitrogen, phosphorus, fecal

16



coliform Sodium iodide 1 x 500 g DO Sodium dihydrogen phosphate 1 x 500 g Surfactants, fecal

coliform

Sodium phosphate, dibasic 1 x 500 g BOD Sodium metasilicate nonahydrate 1 x 250 g Silica Sodium potassium tartrate 2 x 500 g Sodium sulphite 1 x 500 g BOD Sodium sulfate 1 x 500g Sulfate, O&G Sodium thiosulfate 1 x 500 g Nitrogen, Acidity,

Chlorine, DO,

Starch 1 x 100 g DO, chlorine Stannous chloride 1 x 500 g Phosphorus Sulfanilic acid 1 x 100 g Nitrate nitrogen Sulfuric acid 6 x 2.5 L BOD, COD, Alkalinity,

Sulfate, O&G, Cr6+, surfactants, Silica, DO, nitrate nitrogen, phosphorus

Toluene 1 x 500 mL Zinc chloride 1 x 500 g Zinc sulfate 1 x 500 g Ammonia nitrogen TOTAL COST (Php) 1,500,000 APPENDIX 4.5D: RECOMMENDED LABORATORY GLASSWARES AND DISPOSABLES

Items Size Qty Unit Cost Total Cost

Aspirator, water 2 Beakers 100 mL 12 250 mL 12 400 mL 12 1 L 12 Bottles, wide mouth 100 mL 12 250 mL 6 1 L 6 2 L 4 4 L 4 Bottles, narrow mouth 100 mL 12 250 mL 12 500 mL 2 1 L 48 Bottles, BOD 300 mL 24 Bottles, dropping 30 mL 6 60 mL 6 Bottles, milk dilution 99 mL

graduation 12

Brushes, bottle 6 Brushes, buret 2 Brushes, centrifuge tube 2 Brushes, Imhoff cone 1 Brushes, Nessler tube 2 Brushes, test tube 6 Buret 50 mL 2 Buret stand 1

17



Buret clamp, double 1 Burner 1 Clamps, two prong 4 Clamps, three prong 6 Condensers: Friedrich, 24/40 ST joint at bottom, 24/40 ST outer at inlet

6

West, 300 mm, 24/40 ST inner joint at outlet 1 Condenser adapter, bent 24/40 ST outer joint

1

Condenser connecting tube 75O, 24/40 ST, Inner joint both ends

1

Crucible-Gooch 25 mL 6 holder, Walter 2 Dessicator 1 Dishes: weighing, polyethylene 2 packs weighing, aluminum 1 pack evaporating 70 mL 6 Diffusing stone 2 Filter, holder, membrane type 47 mm 2 Filters, glass fiber 47 mm 1 pack Filters, glass fiber 2.1 cm 1 pack Filters, membrane, 0.45µ 47 mm 1 pack Whatman #1 or equivalent 11 cm 1 pack Flasks, Erlenmeyer, wide mouth 125 mL 12 cm 250 mL 12 Flasks, Erlenmeyer, screw cap 250 mL 12 Flasks, Erlenmeyer 500 mL 12 1 L 12 Flasks, Erlenmeyer, 24/40 ST outer joint 250 mL 6 1 L 2 filtering 1 L 4 volumetric 100 mL 12 203 ml (BOD) 1 1 L 6 Forceps Stainless steel 2 Funnel, Buchner 9 cm i.d. 2 Funnel, Adaptor 2 Graduated cylinders 10 mL 2 100 mL 6 500 mL 2 1 L 2 Imhoff cone support 1000 mL 3 Labels 5 x 7.5 cm (2 x 3

in.) 1 pack

Nessler tubes support 50 mL, matched set of 6

1

Pipet, volumetric (transfer) 1 mL 12 2 mL 12 5 mL 12 10 mL 12 25 mL 6 50 mL 6 100 mL 6 Pipet, graduated (Mohr-wide tip) 10 ml 6 25 mL 6

18



Pipet, Bulb 30 mL 6 60 mL 6 Pipet, jar 1 Pipet, washer 1 Pipet, basket 2 Ring, iron 6 Settlometer kit 1 pack Stirring rods 15 cm (6 in) 1 pack 25 cm (10 in) 1 pack Stirring bars, magnetic 1 Stirring bars, retriever 1 Stop watch 1 Support stands 60 cm (24 in) 8 Thermometer -10 to 150OC 4 -10 to 260OC 2 10 to 50OC 2 Tubing 0.6 x 0.9 cm (1/4 i.d. x 3/8 in o.d. polyvinyl)

15 m

Tubing 0.9 x 1.3 cm (3/8 i.d. x 1/2 in o.d.) polyvinyl or rubber

15 m

Tubing 0.6 x 1.8 cm (1/4 i.d. x 3/4 in o.d.) rubber

15 m

TOTAL COST (Php) 1,000,000 Note: Initial inventory of glasswares allows for two simultaneous samples of various analytical parameters.