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V1,~~~~~~~~~~', 9. Public Disclosure Authorized Public Disclosure Authorized Public Disclosure Authorized - w Z ~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~ Republicof the Philippines LocalWater Utilities Administration
SEWERAGEAND SANITATION PROJECT WATERDISTRICT DEVELOPMENT PROJECT
o . WORLDBANK
ENVIRONMENTAL 1 X ~LUZON ASSESSMENT REPORT
CALAMBA,LAGUNA
/ t ASAKAS X9YA
MINDANAO
0go~~~~~
August1997
______~~~~------0 TABLE OF CONTENTS
Page
EXECUTIVE SUMMARY 1
Chapter 1 INTRODUCTION 12
Chapter 2 BASELINE ENVIRONMENT - CALAMBA, LAGUNA 16
Section I Existing Environment 16 Section II Environmental Pollution 18
Chapter 3 PROJECT DESCRIPTsIONAND ANALYSIS OF ALTERNATIVES 24
Section I Project Rationale and Objectives 24 Section H Sanitation 25 Section III Overall Sewerage Scheme 27 Section rV Recommended Project Design for Calamba, Laguna 40 Section V No Project Scenario 43
Chapter 4 ENVIRONMENTAL IMPACTS 46
Section I Beneficial Impacts of the Project 46 Section II Project Implementation Impacts 48 Section IH Summary 50
Chapter 5 ENVIRONMENTAL MANAGEMENT PLAN 51
Section I Mitigation Plan 51 Section II Monitoring Plan 53 Section III Implementing Arrangements 54
Appendices
1. Bibliography 2. Cimatological Normals (1961-1995) 3 Typical Noise Emissions of Construction Equipment 4. Expected Noise Levels at Various Distances from Construction Equipment 5. Environmental Quality Standards For Noise Maximum Allowable Noise lIevels 6. The Advanced Integrated Pond Svstem iA[PS) of Wastewater Treatment
I:I7vIHflhtflenrai- I.'lxse.xvnielt tepnpt. ( 'alam7n a. ,'1tlv 1 4
I EXECUTIVE SUMMARY
Introduction
In the Philippines,the typical urban area/built-uparea is characterizedby a heavy concentration of activities,both commercialand industrial It is also the area where the di isity of population is at its highest. These areas are also the sites where the production and co.surnption of raw and processed materials could be found. Consequentlythe, pressure on the fifesupport systems in these areas are far higherthan the suburbanand rural areas. Adverse environmental conditions such as the generation and similarlythe dischargeof wastes into the environmentis common in urban and built-up areas. Unfortumately,the amount, type and concentrationof waste generated exceed the capacityof the local environmentto absorb and assimilatethem The carrying capacityof the life support svstemsare stretchedto the hmits. The urgency of establishingcollection and treatment mietlhodsto prevent adverse imtpactsto the health and wefl-beingof the residents, and to the ecologicalsystems which sustainthem cannot be ignored and overstated.
Most urban centers in the Philippines rely on individual septic tank systems for the treatment and disposal of wastewater from domestic and commercial buildings. However, the designs for such systems is often inadequate. Facilities for land disposal of effluents from the septic tanks are generally absent. Hence, the partially treated septic tank effluents flow directly into storm drainage systems and other receiving bodies of water, thereby exacerbating an already grave pollution situation.
There are several possible options for addressing this problem, including improving the design of the septic tank system with the installation of soil absorption systems. But an environmentallysound alternative that is cost-effective and captures economies of scale is to connect individual properties directly to a sewerage system for the collection, treatment and disposal of the urban wastes.
The provision of a cost-effectivecentralized wastewater collection,treatment, and disposalis the primary objectiveof the proposed Water Districts Development Project. The proposed project will assist the local govemment units (LGUs) of Dagupan City, Calamba(Laguna), Cagayan de Oro City. Davao City and Cotabato City, in finding solutionsto the problem of sanitation. Financingassistance will be partly providedby the World Bank (WB) which shall be conduitedthrough the Land Bank of the Philippines(LBP). Over-all administrationwill be exercisedby LBP's Project ManagementOffice (PMO) with technical support provided by the Central Sewerage and Sanitation Program Support Office(CPSO) of the Local Water Utilities Administration(LWUA).
/~/171'1r(,1lf7C',)IaI I. L'%"EfJ7f ILRpfrI ( ala ihn. /.'unu Better sanitary conditions will thus be achieved in the areas served by the sewerage, drainage and sanitation systems. This will reduce water-borne pollution and water-logging within the cities and in the surrounding water bodies, thereby bringing health benefits to local populations. The construction of the systems will protect shallow groundwater aquifers from contamination.
Environmental Assessment Requirements
This EnvironmentalImpact AssessmentReport for Calambahas been prepared in accordance with the Presidential Decree No. 1586 otherwiseknown as the EnvironmentalImpact AssessmentLaw and Departmenitof Enivironmentanid Natural Resources (DENR)Revise -' Administrative Order Nos. 36, the Revised Water Usage and Classification/WaterQualit Criteriaand Revised Effluent Regulationsof 1990 respectively;and WorldBank's OperationalDirective 4.01 on EnvirontmlenitalAssessment. The revised Administrative Order 36 for Environmental Impact Statement System issued in 1996 is comprehensive and is compatible vith the World Bank's Operational Directive 4.01. It outlines the procedure to be followed by environmental critical projects (ECPs) and projects to be located in environmental critical areas (ECAs), in preparing environmental impacts statement (EISs)'. ECP and ECA are defined in the AO. It should also be noted that that local ordinancesand regulations governingprojects of suchnature have been taken into considerationin preparingthis report. SimilarEIA reports are being prepared for the other 4 cities.
This report has been prepared by a team of local consultantsunder the aegis of the LWUA and the CalambaGovernment. Much of the work relatingto the environmentalimpact analysiswas undertaken as part of the feasibilitystudy done by C. Lotti and Associati. Consultationwith the communityis an on-going process. The sanitationcomponent of the project wil be executedin a participatorymanner, and detailed guidelineshave been spelledout.
Selection of Priority Cities
T'he choice of the first batch of Philippine cities for sewerage investments was made after an initial screening at the national level of urban areas facing the most serious problem of pollution by untreated wastes. Of the five cities, Davao and Cagayan de Oro represent the largest class of provincial cities with current population estimates in the range of a million and half a million respectively. There are several major population concentrations in the city - each being a source of sewage contamination for nearby surface and ground water. However, the largest volume of sewage is generated by the largest consumers of piped water supply; in the Central Business District or Poblacion area. Untreated wastewater from this area has polluted low-lyiig coastal areas. and basically converted the principal rivers into open sewers. The scale of the pollutioll problem can be appreciated by the fact that about 90 per cent of the daily water supply of 140,000 cubic meters in Davao city and 76.000 cubic meters in Cagayan de Oro is being discharged as untreated or undertreated
This is tihe term used by DENR and refers to the standard Environmental Assessment Report required by the World bank as per OD 4.01
1Fnvironn71uW0al. Ise.vsrnent Report: (Calamna. L.c?gfla wastewater. Outside the Poblacion areas, there are pockets of population concentrations polluting nearby streams, creeks and drainage channels.
In the other three cities of medium size (Cotabato City, Calamba and Dagupan City), current population estimates are close to 200,000. While the scale of urban pollution problems are not comparable with Davao and Cagayan de Oro, these cities are located close to environmentallysensitive wetlands and water bodies. In Cotabato City, the urban area is actually below the mean sea leveL exposing inhabitants to frequent flooding and waterlogging during the monsoon months. Calamba is located on the shores of Laguna Lake, which has experienced a rapid deterioration in water quality over the last two decades. Dagupan city is close to a large estuarine zone with ecologically sensit 'e wetlands and fishponds. In each of these cities, Mayors and city officials have rc..ognized for some time that unless their complex environmental problems are tackled through a strategic plan of handling waste disposaL sustainability of urban growth could be seriously affected.
Overall Project Approach
The proposed project follows a demand-based approach in the sense that facilities will be constructed only if they conform with the preferences of local stakeholders, and services conform to their respective willingnessto pay. The stakeholders represent the different tiers of organizations from the City/MunicipalCouncil and Barangay (part of the formal LGU system), to the more informal purok, neighborhood and household levels. During project preparation, the idea of involving communities in the planning process was field- tested in three barangays of Davao city. and found to be quite successful. The basic decision-making process is as follows:
For the capital-intensive trunk system, consisting of the main transportation sewers, primary drains and wastewater treatment facilities, the project design and implementation plan has to be approved by the City CounciL because the latter is responsible to repay the loan [see Annex 3 of the Staff Appraisal Report (SAR) for the Project on Financial Aspects].
For the feeder system, consisting of collector sewers, secondary drains and on-site sanitation facilities. barangays and local neighborhoods will be associated with the planning and implementationprogram. The design criteria have been simplified, so that the feeder system can respond to local preferences and willingness to pay, rather than be bound by any conventional sewer design criteria used in industriahzed countries. Detailed design will be conducted through a participatory process described in Annex 13 of the SAR.
Given the capital-intensive natur-eof the investments, the proposed project is only the initial phase of a program to improve the sanlitationinfrastructure through a strategic plannIingapproach that involves a mix of on-site and off-site wastewater collection. treatment and disposal. Choice of initial service areas for sewerage lhas been confined to
1;flvr me7lntal . lx.soxLvnhient RJlepori ( 'alatnb. 3. the Central Business Districts or Poblacion areas because these are the major contributors to municipalwastewater pollution. The only exception made is in the case of Davao City, where a second area of high growth prospects (Toril) has also been included on the request of the LGU.
The project wil construct a sewer network that wil discharge sewage to a vertically integrated pond system designed to treat both sewage and septage. In each of the cities, with the exception of Davao', the treatment site was selected in areas free from encumbrances.
For the sanitation components, the entire municipality has been included in the project area, with final selections being made on the basis of demand. On-site treatment systems through the construction of VIP (ventilated improved pit) latrines, pit latrines, pour flush toilets and septic tanks will also be constructed if there is demand from property owners. For those properties with uncertain land tenure (as in squatter settlements), the project will finance the construction of communal toilets, to be managed by non-governmental organizations (NGOs) and/or the private sector. The specific locations of these facilities will be driven by the willingness to pay for the services by beneficiaries at the barangay leveLprovided of course that these are technically feasible.
Analysis of Alternatives
T-herecommended solutions for wastewater treatment were arrived at after an intensive process of evaluating alternatives durinlgthe project preparation in order to achieve cost effectiveness and acceptability. The alternatives considered were anaerobic/facultative ponds, modified lagoon systems and mechanicaltreatment. The evaluation of altematives indicated that the modified lagoon systems, despite having a higher operation & maintenance (O&M) costs compared to anaerobic/facultativeponds (as it requires mechanical aerators and recirculation pumps) was appropriate. The selected option met the following criteria the effectively:
Minimize overall pond area required
Mininize odor production
Meet DENR effluent quality criteria, including fecal coliform reduction
Minimize sludge production rate
Maximize potential to use surounldinigland for recreational purposes
If()flh'l?'Oi7 ,'17 I . e.sst'xxtne,U I?epo;i:R (Clumnba. Lq Igwlla 4 Summary Information on Project Cities
Davao Cagayan de Oro Cotabato Calamba Dagupan
Pop7ulatien(1990) 849.947 339.598 127.065 173.453 128.000
Housmg 163,329 47.724 21.581 32.109 21.219
Size of Central 1.000 heaares 400 hectares 120 becares 95 heaares 50 hecares Business Disstric (CBD)
Morbidit rateper 595for 733fordiarrbea 3050fordiarrbea 8l8forparasilism 528forgastro- 10.000 from diarrhea(third rank (third ranik) (first rank) (secnd rank) entaeritis(third rank) diseases among diseases)
Water bodies at Davao rivar and all Cagayan river and About 50% of dty Laguna Lake About 50% of city risk because of beaches close to adjoitnng beaches area cossiats of experiencing area are wetlands, municipal city not fit for cn Macajalar Bay wetlands. fNisponds mcrease in turbidity used for fish wastewater recreational unfit for and estuarine area and rapid farming pullution pUlpOSeS recreational euirophicaticx ptuposes because of fecal contaminatimn
The urban area/built-up areas in the project cities are characterized by a heavy con- centration of commercial and industrial activities. It is the area where population density is highest. These areas also represent the bulk of economic activity in the informal sector - such as, the production and consumption of raw and processed food, light manufacturing activities and retail distribution. A large proportion of piped water supply from the local Water District is also consumed in the Central Business District (CBD). Consequently, the pressure from both solid and liquid wastes in these areas greatly extceedthe capability of the land and water resources to absorb. assimilate and recycle them.
Calamba
Impact During Construction Phase
The implementation of the project and its components is projected to produce only minimal adverse environmenitalimpacts. The socio-economic impacts will be beneficial, and will result in a better standar-dof living for the municipalitiesand cities concerned. In the short-term, the project will provide emplovment and livelihood opportunities to the population of the surrounding communities through the jobs generated during the construction phase. In the long-term, better sanitary conditions will reduce sicknesses caused by water-related problems. Thutsan improvement of the existing environmental conditions is expected. The project N\ill und(lertake iitigatilig measures to minimize, or i at all possible, eliminate adverse impacts.
hn vi riJnmentul . I "sevmnn/1f I?e'pu ni (Clcnnhc,, 1r[ Ic'mci i Air Quality. The implementationof the project will result in an increase in the ambient concentration of suspended particulates in the vicinity of the project site. This would be attributed to dust from land clearing and excavation activities, which expose soil to wind and vehicular traffic over unpaved road.
Water Quality. Excavation activities in the project sites could also loosen soils and tiansport of these materials to any surface waters, thereby increasing siltation and turbidity.
During the rainy season, surface runoff may increase total suspended solids, and cause temporary stress at the discharge points. However, the impact will be localized, and when the vegetative cover returns, impact on the receiving body of water caused by surface run- off will be eliminated.
Noise. The noise impact during the construction stage is expected to be generally minimal and will not require any special noise abatement measare. The treatment plant sites shall have a setback away from residential clusters, which will definitelyprovide the necessary buffer to reduce noise impact during construction of the modified lagoon systems.
During pipe-laying, some noise will be generated due to the construction activities and the temporary operation of heavy equipment. Noise from breaking concrete pavement and sidewalks may also pose a temporary problem. However, the noise level at the streets is expected to be within the ambient noise quality standards.
Ecological Effects. As there are no rare. endemic species of flora and fauna in any of the project areas, project implementation has minimal impact on the terrestrial ecology. Vegetative covers are expected to be cleared, unavoidably, during civil works.
Impacts During Opeiation Phase
Air Quality. The operation of the wastewater treatment facility will have minimal impact on the air quality of the area. Aside from the occasional odor nuisance, it is not projected to have adverse effect at all.
Water Qualitv. The implementation of the plrojectwill be beneficial to the general environment of participating cities and their environs. Discharging of untreated domestic waste water from the high volume consumers in each city's Central Business Districts into nearby bodies of water would thus be minimized or eliminated. However, operations and maintenance failures may result in occasional discharges.
Socio-economic. The provision of sanitationifacilities in the project cities would undoubtedly benefit the general populace of these areas. The occurrence of epidemic- scale diseases caused by current unsanitary conditions will be reduced. This will result in a more healthy and productive population.
.I:/?M l )e / ,J aIM/ . 1X%'e.Y.VM/e /?t IRep l:. ( 'a/atnha Ia;Kiina 6 Sludge Disposal. The recommended modified lagoon system or vertically integrated pond system of treatment will require sludge disposal at very infrequent intervals. The sludge in the anaerobic pond/s remains for an extended period continuously undergoing organic decomposition. This may take place over a 20-30 year period. One system in operation in the U.S. has not been desludged in thirty years. Recent testing of this system has indicated that the sludge is well-digested and very stable. If desludging does become due, arrangements can easily be made with the city environment office for disposal at the sanitary landfill.
Mitigating measures to minimize, or if possible. eliminate adverse impacts will be implemented. Measures to enhance the existing environmental conditions in the project site shall be implemented to maintain the environmental sustainability of the area. The implementation of the project wil inevitably cause impacts, both adverse and beneficial.
Table I shows the potential impacts, risks and the proposed mitigating actions.
Enxn onmenral .-I.v.es.nnt ?Report.(alamha. Lagtwm Table 1: Mitigation Actions
Construction Phase
Potential Impact & Risks Mitigation Action
. Poor quality of construction * Design and supervision contract will be separated from supply and installation contract as a means of assuring quality of construction. Works engineers, with a relatively independent source of information on construction progress, will be hired.
Air Pollution * Careful construction planning and work phasing, specifications and construction methods to reduce the length of time that the * Construction equipment and soil is exposed to the environment. vehicles may cause higher * Provision of adequately and properly maintained storage for suspended particulates, odors and construction materials and equipment. fumes emissions - CO2. CO, NOx * Expeditious and prompt removal of excavated materials or dredged spoils from construction sites. . Exposure of fine-grain particles to . Regular and adequate sprinkling of water on dust-generating wind and vehicular traffic will mounds/piles resulting from earthmoving activities and civil likely result in a decrease in air works. quality. . Good housekeeping for all construction affected areas and workplaces. . Control of motor vehicle and equipment emissions. * Use of protective gear by all workers. Water Pollution and Soil Erosion . Provide temporary drainage and storage facilities for excavation soils, for fuel and oils needed for equipment. * Siltation * Careful and rational planning of construction and post- construction phase_ of the project. . Maintenance of adequate drainage system.
. Noise from operation of construc- . Erect temporary sound barriers around the work sites; avoid tion equipment would be about 70- si.nultaneous use of heavy equipment; limit daytime work, 80 dBA at 10 m: 50-70 dBA at 30 vehicle speed at 20 kph: regular maintenance of equipment m. . Use of appropriate mufflers and sound proofing of construction machinery, equipment. and engines. Use of appropriate shock- absorbing mountings for machinery. ,* Establishment of buffer zones and noise zones.
* Temporary Disruption of Traffic * To the extent possible, feeder and collection sewer lines will be Flow located along secondary streets. * Scheduling and increasing input resources so that penod of traffic disruption in primary roads are reduced. * Coordinate with the local traffic management office and the PNP Traffic Management Command . Clear directional signs and barriers in case traffic rerouting is needed. . Public information campaign.
_____onment_l_____ I_sess_nent__n_Repo_rt_( j. ______Operation Phasel Potential Impact & Risks MitigationAction * Environmentalhazards due to * Carefully designedpost-construction maintenance. contingency accidents and man-made or natural and monitoringprograms. disasters. * Well designedplan for detection of accident or natural events • Breakdownor malfimctionof the mcludingprecautionary and remedial measuresto be sewer lift stationwill increase taken/observed. level of polution at the San Juan . Adequateplans for environmentalrehabilitation. clean-up, River near the center of the city as restoration,and dispositionof temporary structures and facilities raw sewagewill have to be installedduring the constructionphase. dumped directly. __|
Water Pollution * Upgrade laboratory facilities of the Calamba Water District (CWD) to be able to undertakewastewater analysis. * The effluent dischargemay well * Followingthe bubble concept,wastewater discharged into the affect the conditionof receiving San Juan River shall, in the long-term,conform to the water bodies of water. qualitystandards established by the Departmentof Environment and Natural Resources as set forth in DAO No. 34 and 35, Revised Water Usage and Classification/WaterQuality Standardsand Revised EffluentRegulations of 1990, respectively. * A dispersion/dilutionmodeling study will be conductedto prior to locatingthe outfall.Treated effluentdischarge into the San Juan River shall be timed based on tidal conditions. The adoptionof the AIPS process for the treatment plants should result mto attainment of effluent standards.
* Noise would be at about 65-85 * Establishmentof buffer zones and noise zones. dBA.principally coming from septagetrucks unloadingat the treatment plant.
. Odors (organic and sulfur com- * Maintenanceof greenbeltzones and vegetation. poundsmainly from the trucks * Provisionof landscapedopen spaceswhich will improve the unloadingseptage) aesthetics in the area by plantingthe green strips with appropriate plant or tree species. Managementand O&M of the System Institutional: * ManagementContract with CWD which has proven utility * Poor maintenanceof pumps managementand operationscapacity. . User consultationat detailed engineeringdesign stage to ensure * Low number of connections connection. l Sewerage surchargeshould be sufficientto provide incentivesfor CWD to maintain system. * Require M&E reportingto the DENR and LWUA. * Explorefeasibility of BOO/BOTcontracts for recreational activities in unused lands at treatment sites. * Provide adequate training of CWD and municipal staff. Regulatorv: * Requirecompulsory connection for all commercial, industrial and high domesticwater users. l Utilize Public PerformanceAuditing system being set up by DENRto monitor adverse impacts. Technical * Provisionof adequaitemaintenance equipment and spares with CWD.
Anvir1o)menLa?tlP . Ivsve.%.v7men Reprtr ( 'uanmho.i n,' 9 Monitoring and Implementation Arrangements
Construction Phase
Ambient air quality measurements will be undertaken near construction sites. This will be mostly near locations where sewer network is being laid and treatment plant sites. When selecting sites due consideration will be given to sensitive receptors like schools, hospitals. houses etc. Total suspended particulates (TSP) will be measured once a fortnight, for 8 or 24 hours, over the construction period.
Noise will measured at the same locations as TSP. Leqand Lgovalues will be measured and recorded.
Operation Phase
Receiving water quality will be monitored by the DENR through its regional offices which is monitoring the status of San Juan River on a periodic basis. The PMO will collect information on present conditions, observed changes in pollution loads etc. It should be noted that all the pollution load will not be removed but the proposed sewerage infrastructure will greatly reduce the problem. Once the plan becomes operational, the treatment plant operator, vis-a-vis, the local Water District concerned would be required to set up a laboratory and measure the effluent quality.
TIheTreatment Plant Operator will institute a monitoring program to measure effluent discharges. Daily representative values of PH, 5-day BOD, COD, Total Nitrogen and Total Phosphorus will be measured during the start-up period. Once the plant operations stabilize, weekly measurements (24-hourly basis) will be taken.
Quarterly reports showing the trends of effluent discharge and receiving water quality will be reported to the PMO and DENR Regional Office.
Implementation of the Monitoring Plan
The PMO. with the assistance of LWUA-CPSO and consultants to be engaged in the project. would monitor compliance with the ECC and carry out the requisite data collection. Monitoring reports would be submitted to DENR/EMB and the World Bank periodically. While responsibilities for the various mitigation activities have been identified. the PMO will ensure that the requirements are complied with: in addition. feedback from communities. city officials. NGOs. etc. will be pro-actively sought through the city public affairs programs, regular monthly meetings of barangay captains and other methods. Finally. DENR, through its planned PPA system, would also periodically nionitor and audit compliance with the ECC. assisted by independent contractors.
Table 2 summarizes the responsibilities and timetable for the Monitoring Plan.
1,nivronnenat1. Is.-essfllmw(1meurr; ( alamtia. 1,vlm2,1a I0 Table 2 Summary of Responsibilities and Timetable for the Monitoring Plan
Activity Responsibility Start Completion
Secure ECC clearance from DENR. CPSO-LWUA Decanber 1996 Septanber 1997
Collect reference ambientair parameters City PMI 1t. Lh DENR September 1997 June 1998 around the proposed treatment plant sites at regional office project cities
Ensure that the bid documenrtsinclude PMO Januarv 1998 August 1999 provisio;ts for mutigatirmunder the respmsibi- htNof the ctractor: review ccmtractor's work plans to easure compliance with en- vircmmantal mitigatico plan provisions
Trait qerators cm O&M practice & handling PM() and CPSO-LWUA Jamuarv 1999 June 2000 etnergency situatirns.
Assess and upgrade the laboratorv facilites of IProjectCitv PMIJ ad local March 1998 June 2000 the Calamba Water District Water District
Ccxduct user c tnsuiatiunsand infornatiun Projedt Citv PMt J. with January 1998 June 2000 carnpaigtt asssLance fNGC()
Mmitor and report omcotnpliance. PMO Bi-amnual basis Bi-annual basis
G229-
1A:?mr oncnŽnMntal. Issevvmen'nt Recpoy,r. ( almnha. J.ugv1na 1o I I 1. INTRODUCTION
In the Philippines.the typical urban area/built-uparea is characterizedby a heavy concentration of activities,both commercialand induistrial.It is also the area where the density of population is at its peak. These areas are also the sites where the production and consumnptionof raw and processed materialscould be found. Consequentlythe, pressure on the life support systems in these areas are far higher than the suburbanand rural areas. Adverse enviromnentalconditions such as the generationand similarlythe dischargeof wastes into the environmentis comnnonin urban and built-up areas. Unfortunately,the amount, type and concentrationof waste generated exceed the capabilityof the local environmentto absorb and assimilatethem. The carrying capacity of the hfe support systems are stretchedto the limits. The urgency of establishingcollection and treatment methods which willprevent adverse impactsto the health and well-beingof the residents, and to the ecologicalsystems which sustainthem cannot be ignored and overstated.
The provision of a cost-effectivecentralized wastewater collection,treatment, and disposalis the primary objectiveof the proposed Water Districts Development Project (WDDP). The proposed project will assist the local governmentsof Dagupan, Calamba, Laguna, Cagayande Oro, Davao City and Cotabato Cit. in findingsolutions to tbe problem of sanitation.
Most urban centers in the Philippinesrely on individual septic tank systems for the treatment and disposal of wastewater from domestic and commercial buildings. However, the designs for such systems is often inadequate. Facilities for land disposal of effluents from the septic tanks are generally absent. Hence the partially treated septic tank effluents flow directly into storm drainage systems and other receiving bodies of water, thereby exacerbating an already grave pollution situation.
There are several possible options for addressing this problem, including improving the design of the septic tank system with the installation of soil absorption systems. But an environmentally sound alternative that is cost-effective and captures economies of scale is to connect individual properties directly to a sewerage system for the collection, treatment and disposal of the urban wastes.
Better sanitary conditions will thus be expetienced in the areas served by the sewerage, drainage and sanitation systems. This wNillreduce water-borne poUlutionand water-logging within the cities and in the sunToundilngwater bodies. thereby bringing health benefits to local populations. In Davao, Cagayan de Oro and Calamba cities, pollution from human wastes have affected recreational areas, such as beaches and lake front areas. Project investments in wastewater collection and treatment will also have positive benefits in terms of improving prospects of saving the remaininig beaches for the city residents. The
{ nv nrnmentaI .xsessmcnr ?eport: (alamha. Laguna .1 construction of the systems will protect shallow groundwater aquifers from contamination [particularly in Tori area, in the case of Davao City, where the aquifer underneath is a major source of the city's water supply system].
Overall Approach of the Proposed Project
The proposed project follows a demand-based approach, in the sense that facilities will be constructed only if they conform with the preferences of local stakeholders, and services conform to their respective willingnessto pay. The stakeholders represent the different tiers of organizations from the Municipal Council and Barangay (part of the formal LGU system), to the more informal purok, neighborhood and household levels. During project preparation, the idea of involving communities in the planning process was field-tested in three barangays of Davao city, and found to be quite successful. The basic decision- making process is as follows:
(a) For the capital-intensive trunk system, consisting of the main transportation sewers, primary drains and wastewater treatment facilities, the project design and implementationplan has to be approved by the City CounciL because the latter is responsible to repay the loan [see Annex 3 of the Staff Appraisal Report (SAR) for the project on Financial Aspects].
(b) For the feeder system, consisting of collector sewers, secondary drains and on-site sanitation facilities, barangays and local neighborhoods will be associated with the planning and implementationprogranm The design criteria have been simplified, so that the feeder system can respond to local preferences and willingness to pay, rather than be bound by any conventional sewer design criteria used in industriahzed countries. Detailed design will be conducted through a participatory process.
Given the capital-intensive natur-eof the investments, the proposed project is only the initial phase of a program to improve the sanitation infrastructure through a strategic planning approach that involves a mix of on-site and off-site wastewater collection, treatment and disposal. Choice of initial service areas for sewerage has been confined to the Central Business Districts or Poblacion areas because these are the major contributors to municipal wastewater pollution. The only exception made is in the case of Davao City, where a second area of high growth prospects (Toril) has also been included on the request of the LGU.
The project will construct a sewer network that will discharge sewage to a vertically integrated pond system designed to treat both sewage and septage. In each of the cities (with the exception of Davao). the treatmenit sites selected are in areas free from encumbrances.
For the sanitation components, the entire municipalityhas been included in the project area, wnithfinal selections being made onithe basis of demand. On-site treatment systems
117llronniUen/l.:ssexsnien7t Report (Calamba.Laguza 13 through the construction of VIP latrines, pit latrines, pour flush toilets and septic tanks will also be constructed if there is demand from property owners. For those properties with uncertain land tenure (as in squatter settlements), the project will finance the construction of communal toilets, to be managed by NGOs and/or the private sector. The specificlocation of these facilities will be driven by the willingnessto pay for the services by beneficiaries at the barangay level, provided of course that these are technically feasible.
The recommended solutions for wastewater treatment were arrived at after an intensive process of evaluating alternatives during the project preparation in order to achieve cost effectiveness and acceptability. The alternatives considered were anaerobic/facultative ponds, modified lagoon systems and mechanicaltreatment. In all the five cities, the evaluation of alternatives indicated that the modified lagoon systems, despite having a higher O&M costs compared to anaerobic/facultative ponds (as it requires mechanical aerators and recirculation pumps) was more appropriate. Details are available in project files. The selected option met the following criteria the effectively:
(a) Minimize overall pond area required
(b) Minimize odor production
(c). Meet DENR effluent quality criteria, including fecal coliform reduction
(d) Minimize sludge production rate
(e) Maximize potential to use surrounding land for recreational purposes
EnvironmentalImpact Assessment
This EnvironmentalImpact Assessment Report for Calambahas been prepared in accordance with the PresidenitialDecree No. 1586 otherwiseknown as the EnvironmentalImpact AssessmenitLawv and Departmetit of Environmnenitanld Natural Resources Revised Administrative Order Nos. 36, the Revised Water Uscageanid Classification/Water Qualit, Criteria and Revised Effluent Regulations of 1990 respectively;and World Bank's OperationialDirective 4.(01oni Enivironmental Assessment. The revised Administrative Order 36 for EnvironimentalImpact Statement Svstem issued in 1996 is comprehensive and is compatible with the World Bank's Operational Diirective4.01. It outlines the procedures to be followed by environmental critical plrojects(ECPs) and projects to be located in environmental critical areas (ECAs). in preparing environmental impacts statement (zelSs)'. ECPs and ECAs are defined in the AO. It should also be noted that that local ordinancesand regulations governing projects of such nature have been taken into
This is the termused by DENRand refersto thiestandard Environmental Assessment Report requiredby the Worldbank as per OD4.01
Z zlo >ssus:t79so/X/teste! c>wn S* C/alawba, LWunz/a 14 considerationin preparingthis report. SimilarEIA reports are being prepared for the other 4 cfties.
This report has been prepared by a team of local consultantsunder the aegis of the Local Water UtilitiesAdministration (LWUA) and the CalambaMunicipal Government. Much of the work relatingto the environmentalimpact analysiswas undertaken as part of the feasibilitystudy done by C. Lotti and Associati. Consultationwith the communityis an on-going process. The sanitation component of the project willbe executedin a participatorymanner, and detailed guidelineshave been spelledout.
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:ivlr0lme(u1en - ix.I.sse.sinent Rcporl ( Cu/limh/I. icgwiUiI 15 2. BASELINE ENVIRONMENT - CALAMBA, LAGUNA
Introduction
[his chapter is in two sections. Section I profiles the existing environmental situation in Calamba, Laguna and Section II analvses water pollution impacts (historical) of uncontrolled sewage discharge.
Section I - Existing Environment
2.1 Land Resources and Use
Calamba, Laguna is a progressivemunicipality occupying a total land area of 14,480ha. Situatedat the southem tip of Laguna de Bay it lies at coordinates 14013' east latitude and 12 10'I north longitude.Calamba is bounded on the east by Laguna de Bay, on the north by the Municipalityof Cabuyao, on the south by the Municipalityof Los Bafios and on the west by Sto. Tomas Batangas. It is located 57 km south of Metro Manilaand by land, serves as the gateway towards the south particularlyto the provinces of Batangas, Quezon and the Bicol Region through the South Expressway. [Figure2.1]
Calambais comprised of forty eight (48) barangays,twenty five (25) of which are classifiedas urban covering an area of 3,351 ha or 23% of the municipalitystotal land area. The rest are classifiedas rural with an aggregate area of 11,129 ha or covering 77% of the total land area. Total arable area is estimated at 10.780ha comprisingabout 75% of the municipahiys total land area. Total land area cultivatedis estimatedat onlv about 5,182 ha. Crops predominantly cultivated includerice. sugarcane and vegetables. Inldustiialactivities is highlyconcentrated at Barangay Canlubangin terms of the number of existingfirms. although Barangays Mayapa, Paciano RizaL San CristobaLReaL Makiling,Tulo and Turbina have also their share in the industrialgrowth. Heavy manufacturingindustries are mostly located in BarangaysMaklling, Tuo and Turbina.while light and medium industriesare found in BarangaysCanlubang. ReaL Sirang Lupa and San Cristobal. [Figure 2.2]
2.2 Physiographv and Geology
Calambais part of the volcanicplain of Mount Makilingand Taal. It has a gently to steeply telTaintowards the MakilingForest Reserve. The soil of Calambaparticularlv Barangay Real is of the Lipa Loam Type with 0 to 2.5°%slope. The plroposedsite for the wastewater treatment plant in Bgy. Sampiruhanis relativelyflat and fertileand highlysuitable for
h1U7r'1 t U/1 .1.Vet.NVfltXVh1 RCI)I-1.A'e/7 i ( c lli/l /I." 16 agriculturalproduction.. The area is characteristicof a floodplainbeing inundated most of the year. The Banadero site is also flat and is currenwiybeing cultivatedto rice. The area is also being servicedby irrigation facilitiesof the National IrrigationAdmiistration. Both sites have land availablein excess of the requirementsof the project. As gathered from the municipal planning officials,both sites are being earmarkedor have a potential for development as residentialareas.
The volcanicplain of Mount Makilingand Taal was created during the pleistoceneand recent times. Pyroclastic depositsunderlying the basin appears to have been expelledfrom tall volcano vents. Clasticrocks composedprincipally oftuffaceous sedimentarydetritus which includeswaterlai and re-worked sandytuffs generallybedded and well-stratifiedin places intercalatedwith beds of finetuff
Physiographicfeatures of Calambainclude lakes and r ivers such as the Laguna de Bay in its east side, the San CristobalRiver forming its northem boundary,the San Juan River and CauacauangRiver, as well as numerous streams and creeks. Natural hot and cold springs also abound in the area. Forests and woodlands occur in the hillyand mountainous areas southeast of the municipality.
2.3 Climate
Calambais located in an area classifiedas Type I ofthe Coronas Classificationof Philppine Climate. This type is characterizedby two pronounced season. dry and wet. The dry season starts from Decemberto April sometimeslasting until May while the wet season occurs for the rest of the year with maximrnumrain period from June to September. Regions of this chmate type include those on the westernpart of the Islands of Luzon, Mindoro, Negros and Palawan. TIheseareas are exposed to the southwestmonsoon and get a fair share of the rainfallbrought about by the tropical cyclonesoccurring especially during the maximumrain period.
Appendix 2 shows the climatologicalnonnals for the period 1947-1994from the PAGASA SynopticStation at Ninoy Aquino InternationalAirport (NAIA), Pasay City. The information from this station, which is the nearest to the project site with complete climatologicaldata, was used to characterizethe local climatein the project area. February is the driest month with 3.1 mm monthly rainfallwhile August is the rainiestwith an average monthlyrainfall of 389.0 mm.
The annualmean temperature is 27.4° C with January beingthe coldest month with a mean of 25.6°C and May the warmest with a mean of over 29.50C. Annualmean maximumand minimumtemperature is 31.7 ° C and 23.2°C. The average dailyrelative humidityis 76% and ranges from 71%, in February to 83° for Augu.stand September. The wet or rainy season is consideredto be humid with relative lhumliditygr-eater than 80%.
The average daily sky coverage is about 5 octas which means that 5 out of 8 parts of the sky is covered with clouds. Cloudy months are from June to Septemberwith observed cloudinessof at most 6 octas. Relativelyclear skiesoccur duttlngtlhe monthls of February to May while partiallycloudy skies occur during,-the monitlhsof October to December.
l s /fiene7tIll i.. 'XeNflW.flIRe..'pcwt ('alainbae. I.agwisa / 2.4 Hydrology and Water Quality
Calambais principallydrained by two (2) major riversnamely the San CristobalRiver and the San Juan River. The San CristobalRiver forms part of the northern boundary of the municipality.The San Juan river and ultimatelythe Laguna Lake willbe the receivingbodies of water for the WWTP at Bgy. Banadero. It is officiallyclassified as Class C waters as per the Department of Environmentand Natural Resources Classification.The San Juan River is being utilized for irrigationpurposes.
2.5 Vegetation and Wildli-
Situatedin built-up areas, the two proposed sites for the wastewater treatment plant has minor vegetative cover. The Sampiruhansite is covered mostly of fast growing grass species. The Banadero site,however, is planted to rice. There are no rare or endangeredfloral species in the area. The vegetative cover of the site is mostly palay and other cash crops. There are also no rare wildlifespecies reported or sighted in the proposed site or its vicinity.The wildlife populationin the area may have been significantlylimited by human interferenceand the absence of forest cover. Faunal species includedomesticated anirmals such as dogs, cats, goats, chickenowned by nearby residents. Bird specieswere also sighted withinthe vicinitiesof the proposed sites.
2.6 Socio-economic Aspects
As projected, based on the 1990 NSO PopulationData, the population of Calambain 1995 was placed at 199,467,with an average density of 11.98 person/hectare. The most populous barangay on the projections is the Poblacion,with a 1993 population of 27,194, and average density of 166 persons/ hectare.
Section II - Environmental Pollution
As in most other major cities, the urban area/built-up area in Calamba is characterized by a heavy concentration of commercial and industrial activities. It is also the area where population density is highest. These areas are also the sites where the production and consumption of raw and processed materials could be found. Consequently, the pressure on the environment in these areas are far higher than the suburban and rural areas. Adverse environmental conditions such as the generation and discharge of wastes onto the environment are common in urban and built-up areas. Unfortunately, the amount, type and concentration of waste generated exceed the capability of the local environment to ab- sorb and assimilate them. The carrying capacity of the life support systems are stretched to the limit.
Aa,'lr)n?~nrnai,lsx.exsflh.lt Report: (alamha. I.aguna I 8 2.7 Existing Sanitation Conditions
A wilingness-to-pay survey had been conducted for Calamba (CDM, 1993) where it was determined that 40 percent of those surveyed were "very satisfied" with their present system. and 56 percent were "somewlhatsatisfied." Onily4 percent indicated dissatisfaction. Those 70 percent of houseliolds with water-flushed toilets for their exclusive use probably account for most of the "very satisfied" and half of the "somewhat satisfied" respondents. The relatively high degree of reasonable satisfaction with their existing systems could indicate that heads of households believe they have already provided for reasonable on-site toilet facilities. However, practically, all households are disposing their wastes to drains or canals whic' poses risk to public health of the people of Calamba.
2.8 Health Problems Faced by Calamba Residents
As in the other project cities, sewage contamination is a prime cause of water-borne and water related diseases in Calamba. The municipal Health and Tourism Department (HTD) maintains records of morbidity and mortality in the municipality. HTD records indicate that among the ten leading causes of morbidity and mortality in 1991, water-related diseases such as parasitism, gastro-iiitestiiial disorders and fever were ranked second, sixth and eighth in the list of morbidity, but 11omortality.
2.9 Existing Environmental Conditions at the Adjacent Laguna Lake
The rapid growth of urbanization and industrialization in Metro Manila has spread out into the outlying cities and municipalitiesin the provinces of Cavite, Laguna, Batangas, Rizal and Quezon (known as the CALABARZON Region). Calamba is part of the CALBARZON priority development area which addresses the impacts of development brought about by rapid changes through expanding urban concentrations and industrial activities in the Metro Manila region. Although the impacts of these developments could be viewed as highly beneficial economically, the environomentalconsequences to the lake have been serious. The information available at this time substantiates that the urbanization and industrialization in the basin are causing significant environmental degradation of the lake.
2.10 Reduced Opportunities for Cominiecial Development
Accelerated high-rise construction and sharp increases in property values have accompanied the installation of sewerage in the Makati district of Manila and the central business district of Jakarta. Indonesia. In some Latin American cities, central-city propertv values are reported to have increased by as much as 20% after sewerage was installed. It would not be surprising to see similar results in Calamba if sewerage were installed in the Poblacion district. Cilamba is well-positioned to become a commercial hub for its regioni. and the municipal leadership clearly aspires to this role for the
An v7i,n 0nmsi.tai71t1/ -. t.%'tsL9nmeI7; 1?epnr:els ( alcunhao1.I.iagi,,act 19 municipality. Rapid expansion of high-rise commercial activity in Poblacion seems very unlikely unless the area is served by a sewer svstem.
2.11 Summary of Findings on the Existing Environment
Environmental conditions in the municipalityare unsatisfactory. Two activities constitute the principal sources of pollution:
Excreta and Wastewater Disposal. As noted above, about 4 percent of the population are without satisfactory on-site sanitation facilities, and most of the wastewater from those with acceptable facilities finds its way initothe municipality's rains and water courses. These deficiencies are the major contributing factor for the p Jr environmental conditions of Calamba.
Solid Wastes. Solid wastes are collected from only 21 percent of the total area of the municipality, and not much of the wastes generated in those areas are actually collected. Disposal of uncollected wastes is unsatisfactoryand large amounts of such wastes are littered casuallyat the places where these are generated. Much of these wastes find their way into the municipal drainage system, hampering the drains from conducting runoff during rains and contributing to flooding and general uncleanliness. Wastes collected are improperly disposed of atan open dumpsite where the uncovered wastes are burned.
Health-related problems related to sewage contamination are of uncertain magnitude, but are an important consideration for the city leadership. Waterbome and other sanitation related diseases continue to be a major public health problem in the country.
The advent of urbanization and induistrializationihas resulted into the development of urban and industrial centers outside the already saturated Metro Manila region. This present trend in urban sprawl and industrial development has catapulted population growths and accelerated industrial activities to outlving cities and municipalities such as Calamba.
This growth and development however. has resulted into some environmental setbacks, among them the degradation of the municipality's water bodies, San Juan and San Cristobal Rivers and more notably Laguna Lake. Findings show that one of the main causes of this adverse condition is the organiicloadings from domestic solid and liquid wastes resulting from improper sanitation facilities and wastewater discharges from markets and other commercial establishments.
This environmental situation makes imperative the implementation of sanitation and sewerage project in Calamba in order to promote sustainiabledevelopment that will not sacrifice the environment. Apart form thie project's contribution in minimizing domestic wastewater pollution form the munLicipality. it also addresses thie deficit in sanitation which will significantly improve health and living conditiolns.
An x'ir00s1sP1onn?enIn.- 7en1t ItMet ( /wha ,L,g,,,,,, 20 The municipality's water bodies appear to be in seriously deteriorated conditions. San Juan and San Cristobal Rivers which drain the municipality are both heavily polluted. These rivers function as natural drainage systems by r eceiving and conveying the municipality's liquid wastes and storm surface runoff to the nearby Laguna Lake.
Laguna Lake which is located at the eastern edge of Calamba is not spared from this environmental situation. The lake is obviously under severe ecological stress. This is evident from the rapidly deteriorating water quality of the lake, declining fish production and the loss of its other present and intended beneficial uses.
Commercial development in the Poblacion is repressed I ' the absence of sewerage. Installation of a system would permit high-rise construc )n and a significant increase in property values.
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04Fiue.. N / ~~~~~~~AN UE/A NATONLANRBASNIATIN SWEAG TRrE Introduction This chapterbegins with an explanationof the rationaleof the proposedproject and then goes onto describethe project. The maincomponents - sanitationand sewerageschemes are describedseparately. Descriptionincludes the analysisof alternativesconsidered in arrivingat the finalchoice. The chapterconcludes with the recommendeddesign and plan. Section I - Project Rationale and Objectives Chapter 2 describesthe existingenviromnental situation Calamba, and illustratesthe worseninghealth impacts caused by the uncontrolleddischarge of sewage.There is negligiblepiped seweragein the municipality.There are no treatmentand disposal facilitiesfor septage removedfrom septic tanks. Septic tank overflowsand soakaways enter the drainsand the groundwater. T;heproposed project is, therefore,aimed at addressingthe problemsof inadequate sanitationand seweragein Calambaby providingsustainable sanitation and sewerage facilities.thereby reducing public healthirisks and environmentalpollution from wastewatersources. The projectis designedalso to providea learningexperience for future expansionof sustainablesanitation services for the municipalityas well as for other urban areas. The selectionof final projectdesign is drivenby: (i) demand-basedapproach; (ii) levelof wastewatertreatment to be achieved;and (iii) the need for protectingthe environment. I t:ivuminentaIl. Ixse.smentReport: (alamla. Jac, 7(i 24 Section 11 - Sanitation Proposed Facilities The sanitation component will include the construction of 395 VIP-latrines, 395 poor- flush toilets and 17 commrunaltoilets over the entire municipality. The sanitation works were based upon an identified deficit of sanitation facilities of 4%. The choice between individual and communal facilities will be driven by technical feasibilityand demand by key stakeholders and not by tenure status. The location of the individual as well as commrunal toilets is not defined yet and will depend o01the consultationiof potential beneficiaries. The areas to be served by the communal toilets may include public areas such markets and low-income squatters or blighted areas. The possibility to construct on-site facilities is site specific. As the majority of squatters are located on government owned property, that is, along river banks and shoreline it is unlikely that communal toilets, with on-site disposal will be technically feasible. At these locations, communal toilets will only be feasible if there can be a direct discharge to a proposed sewer. The sizing of the facilityis dependent upon the depth to groundwater, the permeability of the ground and the availabilityand cost of land. The on-site sanitation facilities include: "VIP latrine and pit" and "pour-flush toilet and septic tank." The recommended on-site system would be for a two-cell septic tank discharging to a soakaway. Ideally, there would be two soakaways, allowing for one soakaway to rest after 12 months of operation. Though ideal, it is unlikely that such a system would meet the affordability criteria/demand of the customers. The demand for on-site facilities will be established by public consultation concerning both rented dwellings and owner occupied houses. Only then. the actual willingness of individual households to avail of the proposed loan system from the LGU in the amount needed to construct the facility, will be established. The communal toilets will be constncted itn areas where, through public consultation. there is an established demand and willinigess to pay for the service. Arrangements for construction and operation could take many forms such as: (i) Municipality constructs and operates: (ii) Municipality constructs and contr acts out the operations either to a private company or to the local communlitvthe facility is serving through a leasing arrangement: (iii) Construction and operation contracted throughl a concession arrangement. It is recommended that arrangemenit(ii) be givenipr eference over the others, particularly if the local community is willing to operate the facility. An't ironnzL'7t. .Iss.?s.mRent Icporr: ('alam7ha. I.agLma 25 The different arrangements should be examiniedfollowinig consultation between the municipality and users, in order to implemenitthe preferred option. Then following a monitoring period, the more successful operation can be repeated. A balance has to be sought between affordability to construct (the quality) and willingness to pay. The facility has to be made "attractive" to the users and provide the service they require and, therefore, in selecting the option the following aspects should be considered: * Site - central location to proposed users (designed to serve 250 users, or approximately more than 40 properties): - proximity to a proposed sewer line, if any, of the land area required (including for septic tank/soakaway) - availabilityof water supply; - availabilityof power supply; - area not prone to flooding. * Services - need for inclusion of showers/launldryfacilities. * Design - attractive to users; - clean, odor/insect free; - well lit; good security: - facilities designed for inteniseusage: need to be functional and durable. Cost Estimates 4. Capital Cost The capital cost for the sanitation componenltis as follows: Facility (P million) [ Betieficiaries On site facilities 7:28 4.148 ConmmunalToilets - Construction 5 27 4.250 - Land 0 Total r 12.45 _ _ The construction cost includes 5°lopllYsical continigenicies. The cest of engineering has not been considered on the assumption that thie design and(conistruction supervision can be handled directly by the concerned municipaldepartment because of the simplicity of the structures. 1 s.'sxrnen7tsll Jl I?cp()rf ( tda,an. 1.agr7a . B. Operation and Maintenance Cost Annual O&M costs for each communialtoilet has been estimated at P 192,780. This would require an user fee of about P1.20-1.40 per visit on the assumption of 250 persons using the facility twice daily. It is intended that the cost of O&M plus the operator's fee have to be covered by the users. Implementation Schedule It has been assumed that the 395 VIP latrines, 395 poor-flush toilets and 17 communal toilets will be constructed during a period of three years. Therefore, an average of 132 VIP latrines, 132 poor-flush toilets and 5-6 communal toilets would be constructed annually including the required time for consultation and design. However, as may be necessary, the construction of the sanitation component could be extended over the five- year implementationperiod of the project. Section III - Overall Sewerage Scheme Classification Sewerage refers to the collection and treatment, at a single location, of water-borne waste (sewage) discharged from individual properties. It includes the collection and treatment of "domestic" sewage only and not for any "industrial" waste discharge. The sewage is collected and transponted thjrougha network of underground pipes, or sewers. to a wastewater treatment plant (WWTP). wher-ethe sewage is treated to produce an effluent that can be discharged to a receivinigwater body (river, sea, etc.). Sewage flows along the sewers by gravity, that is, the pipes are laid at a slope or gradient which is sufficient to ensure that the sewage will flow without causing blockage. To minimize depth of excavation, sewers, generallv. should follow the slope of the ground. that is, they go downhill. If the depth of a sewer becomes too deep (greater than 5 m) a pump station would be used to elevate the sewage, either to another sewer or to the WWTP. The sewers are divided into two classifications: * collector sewers - sewers comiecting an individual property or group of several properties to a sewer located in the street or right-of-way; * transportation sewers - those sewers receiviingthe sewage flow from the -collection" sewers and transporting the sewage to the WWTP. The transportation sewers can be considered as the -main road". with the collector sewers actinigas the "feeder roads". Envirem}smen7ral . i.keswessne! Repf,,- ( 'al1wnbuc. !.q(imall Selection of Service Areas The Poblacion area is considered a priority area for the following factors: * increasing population density and limitations for on-site sanitation; * presence of large commercial establishments. and institutions such as schools, colleges, governrmentoffices and hospitals; * health hazard and risk posed by the increasing wastewater flow on the municipal drainage system; * high level of urban development with a population density capable of paying wastewater service charge; * biological degradation of rivers and Laguua de Bav which have been found to be polluted with human excreta and positive for fecal coliforms. Disposal of septic tanks effluent to the drainage system contributes to aggravate this pollution problen. The identified Initial Service Area (ISA) comprises a total of 15 barangays with an area of 1,176 ha and a total population of about 64,700 in 1995 projected to increase to about 102,200 in 2015. The ISA is bounded on the north by the San Juan River, on the west by Barangay Parian, on the east by Barangays San Juan and San Jose, and on the south by Barangay Lecheria. As shown in Figure 3.1, the ISA is subdivided into three stages of implementation. The Stage I Service Area has been outlined to include those areas which can provide the highest impact in terms of improvements to the environment as well as to the social and economic conditions of the Municipality. The areas included are: * the Poblacion's center where commercial and institutional establishments, such as. hospitals, and offices are located; * the barangays that are highly urbanized and densely populated of the Eastem Area which is adjacent to the Poblacion. The EastermArea, however, has a lower population density thani Poblacion. An Expanded Stage I Service Area has also been outlined to include additional four barangays of the Eastern Area. The Stage I Service Area includes: Service Area Population (v) 2001 2015 Poblacion 102 19.720 26,770 EastemnArea 61 3.630 4.930 Total 163 23,350 31,700 / nwIronr77entaI . i.vxc. .rnL ILRport: Calantha. I ngltmn 28 The Expanded Stage I Service Area includes: Service Area Population (Ia) 2001 2015 Poblacion 102 19,720 26,770 Eastern Area 155 8,680 11,790 Total 257 28,400 38,560 The population which will connect to the system has been estimated at 60% of the service area population. At the starting of operations, in the year 2001, the system will serve about 11,830 users, with 2,049 connections, projected to increase to about 16,060 users in 2015 with 2,782 connections. The figure that 60% of service area population will connect to the system is based on the assumption that 85% of the population (year 2015) would be connected to the CWD sapply system, and of those, 70% would be coimected to the sewer. Expansion of the system would be dependent upon the number of sewer connections and the sewage flow from each connection. The capacity of WWTPs and pump stations would have to be increased on^e the 60% design flow is reached. This may or may not correlate to the actual connected population. Potential Treatment Plant Sites The strategy to identify potential treatment plant sites for Stage I was: * take advantage n the availability of small parcel of lands with minimal number of settlers, if not totally vacant; - divide the system into smaller catclhmeutareas considering the potential treatment plant sites, as well as topogr-aplhyand drainage characteristics. In consultation with the Municipality the following potential sites were identified: * Sampiruhan (identified by the previous Feasibilitv Report [CDM, 1994]) * Banadero The Sampiruhan site is subject to flooding by Laguna de Bay and is being used for limited farmning.The Banadero site is currently farm-led.Thlere are no requirements for the relocation of inhabitants on both sites. A land valtie of P200/sq.m has been used for the WWTP sites and P530/sq.m for the pump station site in the Poblacion, as indicated by the Municipal Planning Department. 1zxir,1 menMe l ISssme07rU !. Rel)oM-: ( I!C. 1c.(, o2)70 Treatment Process Options For the treatment of sewage to be collected from the Stage I service area, three process options were assessed, as follows: * anaerobic/facultative lagoons; * modified lagoons: * mechanical activated sludge. 1. Anaerobic/Facultative Lagoons This system comprises of two or more ponds in series: the initial anaerobic pond followed by facultative pond(s). Each pond is defined as follows: * Anaerobic Pond - used primarily as a pre-treatment process for high-strength wastewater. They may be used for septage, night-soil, and high-strength domestic sewage. The advantages of using anaerobic ponds are that they effectivelydecrease the land requirements of subsequent facultative and aerobic ponds and the accumulation of large sludge banks in subsequent treatment ponds is avoided. - Facultative Pond - are the most commontype used for wastewater treatment. Raw wastewater enters at one end of the pond and suspended solids settle to the pond bottom. Over a period of time, a sludge layer develops that is void of dissolved oxygen. The bottom sludge decomposes anaerobically. Above the sludge layer, the pond has a facultative layer that alternates from aerobic. during daylight hour, to anaerobic at light. The upper layer of the pond is aerobic at all times due to oxygen supplied primarily by photosynthesis and wind action. Facultative pond effluent would have to be further treated for the removal of suspended solids before discharging to the receiving water to meet the effluent discharge standalrds. A previous Feasibility Report (CDM. 1994) selected this process for the initial septage treatment facility and for identifyinigthe land area requirement for the deferred sewage treatment plant. The design criteria for the process is as follows: * Anaerobic Ponds - Dual ponds; depth of 4.0 m; side slopes of 3: 1; rectangular with length of 1.5 to 2 x width. - Organic loading of 0.3 kg of BOD/dav per cu.m of pond volume. - Deteution time at least 1.5 davs. Lnuronrnmentul . &%es.nienxI?eport (Iamha /j1hj6.TIz11na 30() - Pond volume to be determined bv the higher value. - Assumed BOD removal for subsequent treatment of 65%. Facultative Ponds Dual ponds in series; depth 1.5 m; side slopes 3: 1; rectangular shape, with length 2 x width. - Organic loading rate of 400 kg of BOD/day per hectare of pond surface area (based on 40 g of BOD per capita and 10,000 persons per ha). Loading rate to be applied to residual BOD in effluent from anaerobic ponds. - Detention time to be 6 days, total for all ponds in series. - Pond volume to be determined by the higher value. - Estimated BOD removals of 70% of influent BOD (overall BOD removals estimated at 90%). While providing a treatment system that has a reduced land take (compared to a complete facultative lagoon system) and utilizes no mechanical equipment, there are concems as to its abilityto operate satisfactorily. Concerns raised include: Anaerobic Pond Will produce odors - particularly if sulfates are present in the influent. Sometimes difficult to manage if pH valies on1the acid side. Process effectiveness decreases or fails completely. Short detention period tends to reduce buffer capacity. Once the system becomes acid, it must be treated with lime or some other chemical to neutralize the system. Removal of sludge required. Frequently depelndsotl severity of the solids - BOD loading and nature of composition (sludge disposal was not addressed in the Feasibility Report). Ability to treat low strength domestic sewage and variable rates of flow. Facultative Pond Shallow ponds at depths of 1.5 to 1.75 meter-ssubject to turnover because of temperature variations or wind and wave action. Temperature not as much of a factor in areas of low fluctuationls. iAnaerobicand aerobic processes tend to be in state of flux and vacillate between stages reducinigtreatdmielnt effectivelness. Ahnvrtmmo,nm'al -1. s7xven?lwln Report. ( 'tum1hon/ i.,ao', ,I - Tends to increase land requirements because of the relatively shallow depth. - Limited detention period will not ensure the removal of fecal coliforms to an acceptable level. 2. Modified Lagoons The modified lagoon system, [e.g., the Advanced Integrated Pond System (AIPS), see Appendix 6] is a non-structural design which utilizes earthen construction practices to simplify and reduce construction costs. The system is designed to optimize natural biological processes in order to improve treatment effectiveness and reduce power requirements and chemical additives while limiting land requirements. The design concept is to minimize sludge production, eliminate daily sludge handling and restrict desludging to a long term 20- to 30-year cycle. The modified lagoon system is an integrated, multi-stage biological reactor system treating municipal, agricultural and industrial wastewater. The reactors may be relatively deep and constructed of compacted earth as open surface pond areas. The biological reactor has discrete and isolated biological zones integrated into a single unit; a deeper anaerobic cell(s) at the bottom of the reactor, sludge blanket suspended over the deepened zone and an overlying aerobic zone comprised of aerobic bacteria, algae and a saturated oxygen media provided by a combination of algae and surface aeration. In many cases the initial reactor is followed by a similar second reactor operating in series with the provision to recirculate to the first pond depending on conditions and circumstances. Recirculation lends flexibilityand buffer (shock loading) capacity and adsorption abilities with highly variable hydraulic or organic loadings or where there is a potential for receiving toxic spikes. TIheprimary facultative pond with an aerobic surface and extremely anoxic internal cells for sedimentation and fermentation is the initial treatment element in the series treatment train. In this element raw or screened wastewater is introduced directly into the bottom of a relatively deep internal cell(s) where settleable solids are digested anaerobically. The overflow velocity in the cell is maintained at a low rate such that the suspended solids and BOD5 r emoval efficiency approach 100 and 65%. respectively. These rates are maintained at less than the settling velocities of helminth ova and parasite cysts. Consequeitlxv.the majority of these organisms remam in the cells and are permanenitlyremoved from the effluent. Settled solids in the anoxic cells ferment to the extent that only ash remains due to the large cell volume. Hence, sludge removal is seldom required. The rising gases and upwelling of wastewater firomthe anaerobic cell pass through a thickianaerobic sludge blanlket.that is formed as a result of the fermentation process, and remains suspended above the anaerobic cell.. The hydraulic detention fE7lrsl1e/lfl kseNsvinen1t ReP>or ( oium/1lba ;.,Qz7aob1 3 time in this anaerobic zone and corresponding rise velocity is variable by design and nature of the waste stream. Treatment of soluble waste continues in the overlving aerobic zone, comprised of aerobic bacteria and algae. These organisms are maintained in an oxygenated state by photosynthesis, recirculation and surface aeration. The nature of the surface aeration creates a circular motion over the entire pond surface area which in turn ensures an oxygen rich colntiniuitv. Soluble wastewater componenltsundergo aerobic oxidation and further degradation in this zone. Thus, two nonnally seeminglyincompatible biological wastewater treatment processes can be made to coexist uninterrupted in the same earthwork reactor. The horizontal velocity of the circular motion is reduced over secondary deepened zones as a result of the added volume, allowing the aerobic solids to settle by gravity into a secondary digester for further decomposition and stabilization. A sludge blanket is formed in this area and remains suspended over this zone. The surface aerobic circulation pattern reliably controls odors. The further fumctionof the isolated reducing anaerobic zones includes denitrification,precipitation of heavv metals and fi-actionizationof toxic compounds to a less toxic state. Seasonal, (temperature) and wind or wave action driven turnovers of the ponds is prevented by placement and design geometry of the internal cells and suppression of the thermocline. Turnovers are a complex phenomena of temperature changes, wind action. pond depths and configuration of the ponds. The advanced pond design features and method of cell integration serves to maintain the integrity of the system thus preventing potential pond turnovers. Sludge in the anaerobic cell(s) remains for an extended period continuously undergoing organic decomposition. This may take place over a 20 - 30 year period. One system in operation has not been desludged in thirty years. Recent testing of this system has indicated thiatthe sludge is well digested and very stable. The second pond in the series is similar in nature to the first with the exception that the size and number of internal cells differ depending onithe design and type of waste treated. Recirculation of the hiahly oxygenated water from this second pond is introduced to the surface of the primnaryfaciultative pond to provide an oxygen rich overlay of this pond. This oxygeniquickly acts to oxidize reduced gases emerging from the fermentation cell and tluls mitigate possible migrating odors. Algae in the recycled water tend to adsorb heavy metals that may be present in the incominigwaste stream. These algae tenid to settle in the primary pond. Thus a f nv ironnzL'nrat i.-.vaA:s.nL'7 /epornY: C*aamha. Laguna 33 significant fraction of heavy metals can be removed from the primary pond effluent in the form of reduced metal sulfides or as attached to algae solids. The modified lagoon system is proposed and an appropriate treatment method for a variety of wastewater treatment applications. These include normal discharges as well as variable hydraulic flows and organic loadings, particularly where there may be limited industrial pretreatment and source control of high strength unbalanced wastes and toxic and heavy metal discharges. The design elements provide for flow equalization, buffer capacity and recirculation capabilities to achieve secondary and advanced treatment for municipalities,agriculture and industry. The design criteria for the process is as follows: * Basic Design: Three ponds in series to meet coliform requirement < 1.0001100mi - Primary Facultative with anaerobic cells - Secondary Facultative with following anaerobic cell - Tertiary - maturationpond * All systems designed with parallel facultative ponds. * Detention period: Primary pond - 5 days Secondary pond - 3 days Tertiary pond - 3 davs Note: Could use 4 ponid series with 5.2,2,1 dazvsdetention to achieve higher percentage coliform removal. * Pond design depths: Primary and Secondaiv - anaerobic sections - 4 m - aerobic sections - 3.5 m TertianrPond - 3.5 in * Supplemental aeration included for circulation and BOD requirements because of reduced area requirements. * Recirculation from Secondary pond to Primary included for media reinforcement and as a source of oxygen. * Land requirements low because of short detention and pond depths. * Combination of anaerobic and aerobic in same reactor improves efficiency. * Berm width - 3.64 m in all cases. 1 'ni ronmental .-lx.?stnzen1t Rteport: ('alun1ha. /lguWan 3 3. Mechanical Activated Sludge Plant The treatment plant would be constructed of reinforced concrete tankage and would have the following major components: - Illet Works: mechanical screens: glit removal: flow measurement - Priniary Settling Tanks - Aeration Tanks - Final Settling Tanks - Anaerobic Sludge Treatment Together with associated control building/laboratory, pump stations and maintenance buildings, partial standby power generation capabilitywould be required. Based on international experience, mechanical activated sludge plants, although requiring smaller land area, are more expensive than any lagoon system in terms of capital as well as operation and maintenance expenditures. Furthermore, skilled staff is required to operate the plant. Therefore, the construction of a mechanical activated sludge plant is not considered a viable alternative for the municipality. Consequently, design criteria have not been developed. 4. Recommended Treatment Process A previous feasibilityreport (CDM. 1994) selected the anaerobic/facultative ponds for the initial septage treatment facilitv and for identifying the land area requirement for the deferred sewage treatment plant. However, the process has raised concerns as to its abilityto operate satisfactorily without upset. In fact, with the reduced detention times, it is unlikelythat any reduction in fecal coliform wil be achieved, which is a major requirement for the protection of the rivers and the gulf. Any upset to the system has the potential for the production of odors. Unless sufficient land is available, large buffer zones between the lagoons and inhabitants should be provided to reduce the level of odor reaching the nearby inhabitants. On the other hand, based on interniationialexperience. the adoption of mechanical activated sludge plants, althoLugh1requiiilng smaller land area, will be more expensive than anv lagoon system in temns of capital as well as operation and maintenance costs. Furthermore. skilled staff is required to operate the plant. Therefore, the use of a mechaniicaltreatmenit plant is considered not a viable optioii. The modified lagoon system utilizes mechanical aerators and recirculation pumps and, thus, has higher O&M costs compared to anaerobic/facultative lagoons. However. the modified lagoonisvstem has the ability to treat variable strength fnvlronmlL'ntul. IvxessmenemRIeport. (alan7ha. Lagwowci 35 flow; minimize odor production. meet effluent quality criteria, including fecal coliforn reduction; and has a minimal sludge production rate. These features allow the modified lagoon system to address the concerns related to the anaerobic/facultative ponds As a result of the above analysis, taking into account the quality of effluent after treatment, the availability of land as well as capital and operating costs, the modified lagoon system is recommended for all the WWTP to be included in the alternative schemes identified for Calamba. Comparison of Alternatives The alternative schemes identified are briefly described as follows: Alternative Scheme Description Stage I Service Area I The system will drain the sewage of the whole area (Poblacion and Eastern Area) to the WWTP (modified lagoon system) located at the Sampiruhan site. 2 The system is divided in two areas: the sewage flow of Poblacion will be pumped into the WWTP (modified lagoon system) located at the Banadero site; while the sewage flow of the Eastern Area will drain to the WWTP (modified lagoon system) located at the Sampiruhan site. 3 The sewage flow of the EastemiArea will be pumped into the Poblacion system. The combiniedflow of the two areas will then drain to the WWTP (modified lagoon system) located at the Banadero site. Stage I Expanded Service Area 4 The same as Alternative I. except that it includes a larger Eastern Area. 5 The same as Alternative 2. except that it includes a larger Eastern Area. 6 The same as Alternative 3, except that it includes a larger Eastern Area. Stage I Service Area (Poblacion only) 7 The same as Alternative 2 with the exclusioniof the Eastern Area. Therefore, the Poblacion sewage flow will be ptumpedinto the WWTP located in Banadero site. /.J?\IrI me7h?J?LI/. esiXLXneml?ReporIIt. C( I/I/Lc a b /L/gl//L 36) 1. Design Assessment of Alternatives Specific design parameters for the treatment plants to be considered for five alternatives are as follows (schemes 3 and 6 had been discarded because of their much higher capital and O&M costs compare to the other five): Alternative WWTP Connected Total Flow BOD Loading Schemes Location Population (cu.m/d) (kg/d) Sampiruhan 19,020 1 - Sewage 4,394 761 - Septage 130 650 Total 4,524 1,411 Sampiruhan 2,956 - Sewage 683 118 - Septage 130 650 2 Total 813 768 Banadero 16,064 - Sewage 3,711 761 - Septage Total 3,711 761 Sampiruhan 23.134 4 - Sewage 5,347 926 - Septage 130 650 Total 5,477 1,576 Sampiruhan 7,070 - Sewage 1.633 283 - Septage 130 650 5 Total 1,763 933 Banadero 16.064 - Sewage 3,711 925 - Septage Total I 3,711 925 Banadero 16,064 7 Sewage 3,711 643 - Septage 130 650 Total I 3,841 1,293 Assumptions: - Flow 213 I/cap/d - BOD 40 g/capid - 60% of the population is connected to the sewerage system. - Septage BOD 5.000 n111f f:lii'/ '(,AlkfR7L'}leJ/ Ii. A%L'.%/1,e, t I?ep */ ( -ii il;'/!/, ,' {. 0/!I7C3 2. Financial Assessment of Alternatives As discussed above, seven altemnativesewerage schemes have been evaluated. A cost comparison of the seven sewerage schemes in terms of capital and O&M costs, has proved that the cost of Alternatives 3 and 6 are much higher than the others because too many pumping stations are needed. Therefore, the two altemnativeshave been discarded and for which no further evaluations were made. Comparison of the remaining five alternatives is as follows: (i) Capital Cost To evaluate the altemative schemes, a set of construction unit costs were developed on the basis of costs derived from the Feasibility Report and other relevant studies and data gathered by the consultant. For fuirtherinformation, reference should be made to the Feasibility Report (C. Lotti, 1996). Comparing capital costs as follows: Capital Cost of Alternatives' Facility (P milion) 1_ 2 4 5 7 I. Collection2 42.64 42.64 67.36 67.36 26.74 2. Property Connections3 25.96 25.96 28.96 28.96 21.93 3. Transportation System 33 48 19.73 39.13 25.63 11.91 4. Pump Stations - 7.85 - 6.42 7.85 5. Land for Pump Stations -0.09 0.09 0.09 6. Forcemains - 1.16 - 1.16 1.16 7. Outfall 5.04 1.51 5.04 1.51 _ 8 WW1TPs 23.22 2'4.7; 26.58 28.17 17.50 9. Land for WWTPs 8.00 10.60 9.60 12.00 7.60 10. Resettlement - - Total 138.34 134.25 176.66 171.30 94.79 Notes: Capital costs include 5% phvsical contingencies plus 15% for engineering and training. At a cost per hectare of P261,625 (includesfor contingencies, engineering, etc.) as developedfrom tvo studA'areas in Davao and Dagupan. Collection sewers proposed are "condoinimal ", that is, they are routed through private property to optimize the sewer length and ennimize cost of connection to the transportation sewer. Property owners have to be consulted and agree to the condomeinal sewer design. 3 The cost of a house connection to a seiverfor an existing property, requiring the abandoning of a septic tank, has been estimated at P9,726 (includesfor contingencies, engineering, etc.). Assumes 60% of the v'ear 2001 population connected to the sewerage system. Ik'nvirnwnie (al . l.ssessL7Iem e!)pf)ri. ( 'lai a'et.I,a' ,la 3S (ii) O&M Costs The O&M costs will increase in relation to the number of connections. Annual O&M costs have been computed for each alternative firomthe vear 2001 (starting of operation) to the year 2015. The following table shows a compaiison of the O&M costs for the year 2001 and 2015. Alternatives AnnualCost 2001 AnnualCost 2015 (F million) (P million) 1 1.91 2.61 2 2.69 3.34 4 2-07 3.35 5 2.73 3.44 7 1.90 2.59 (iii) Net Present Value The above capital and O&M costs have then be used to determine the net present value (NPV) at 15% discount rate. Since the alternatives drain different areas, the corresponding sewage flows are also different. Therefore the net present value (NPV) of each alternative has been determined as the ratio between capital and O&M costs and the volume of sewage flows, at 15% discount rate. The result of the analysis is as follows: NPV Alternatives (P /cu.m) 1 21.28 2 21.45 4 21.22 5 21.20 7 17.84 (iv) Conclusion The above NPV clearly shows that Alternative 7 is the most economic and,.therefore. is recommended for implementation. The recommended alternative is for a collection and transportation sewer network, in the Poblacioniarea. discharging to a single WWTP located at the Banadero site. The WWTP WOLuld use the modifiedlagoon treatment process and would treat both sewage and septage. The treated effluent would be discharged into the San Juan River. I nlvirounmenltal .1 .sse.vvn7eflI Report: (Calamha. I.C(agIMR 39 Section IV - Recommended Project Design for Calamba, Laguna Descriptionand Components The recommended plan will include the following components: (i) on-site and communal sanitation facilities; (ii) sewerage systems in Poblacion; (iii) maintenance equipment, tools and spare parts for the operation and maintenance of installed sewerage infrastructures; and (iv) institutional support. Sanitation Facilities The sanitation component will include the constr-uctionof 395 VIP latrines and 395 pour- flush toilets with septic tanks which will benefit about 4,150 residents as well as 17 communal toilets which will benefit about 4.250 residents in the municipality. I he on-site sanitation facilities include: "VIP latrine and pit" and "pour-flush toilet and septic tank". The demand for on-site facilities will, therefore, be established by public consultation concerning rented dwellings and owner occupied houses. Communal sanitation facilities to be provided under the project may be either on-site or off-site, connected to the sewerage system, depending on teclnical feasibility. The choice between individual and communal facilities will be driven by technical feasibility and demand by key stakeholders, and not by tenure status. However. in slum areas and squatter settlements, the demand will be ascertained not only from the tenants, but also from land owners and from local government officials representing public interest. The communal toilets will be constructed in areas where, through public consultation, there is an established demand and willingnessto pay for the service. Seweraze Svstem The sewerage systems will include: (i) house connections; (ii) feeder sewers for the collection of wastewater in neighborhioods.puroks and barangays; (iii) trunk sewers and pumping systems for wastewater conveyance from baranlavs to treatment plants: and (iv) sewage and septage treatment plants. The connection of properties to sewers will be made under the project in order to ensure good workmanslhipand timely connectioniof houselholdsto installed sewer systems. Recovery of house connection costs will be spread over a period consistent with demand. Feeder sewers will consist of simplified and condomi-nialsewers. Where condominial sewers are used, communities will be given a choice between location of the sewers in back-yardsand locating them in front of tlheirproperties. Simplified sewers will be used for trunk and mainitransportationi sev\ers. i nZwlronm?entl .-lssvXint Reptnrt- ( alamha. Laguna 40 A modified lagoon system will be used for the treatment of both sewage and septage. Its principal unit is a deep vertically integrated pond with an anaerobic pond below a facultative pond system. The geometry prevents turnovers, thereby mrinimizingodor problems as well as sludge accumulation. The project proposes the construction of sewerage facilities in the Poblacion of Calamba. In the Poblacion, the Stage I sewerage system will cover a service area population, in 2015, of about 26,770 of which about 16.060 (or 60%) will be served. The Stage I system proposes the construction of a sewer network that will discharge sewage to a single vertically integrated pond system designed to treat both sewage and septage:. The treatment plant is located at the Banadero site and the treated effluent will be discharged to the San Juan River. In Poblacion the system (see Figure 3.2) wiUlinclude the following facilities: * collection sewers covering an area of 102 ha; * transportation sewers with a total length of 3,740 meters and diameter from 150 to 400 mm; * one pump station with a capacity of 5,566 cu.m/d and a land requirement of 173 sq.m; - a force main with a length of 700 meters with diameter of 250 mm, - a WWTP with a capacity of 3,841 cu.m/d and a lanidrequirement of 3.8 ha; a total of 2,049 connections in the year 2001. The additional 723 connections up to the year 2015 will have to be constructed by the CWD. Maintenance Equipment and Snares Equipment will be provided to the CWD including vehicles. machinery and tools needed for proper operation and maintenance of the sewerage and pumping facilities. Spare parts for critical equipment will also be supplied. It should be noted that the sewerage systems will, after con sti-tction, be turned over to the CWD not only for operation and mainteniaincebut also for construction of additional connections. It is envisaged that the cost of new conniectionlswill be paid up-front by the users at the moment they request to be connected to the system. This will surely constitute a constraint and mav restrain the users firombeillg connected. To minimizethis problem in the first one-two years of CWD operation, it is proposed to include in the project the procurement of stored material (pipes. fittings, etc.) necessary for the coinections. This would reduce the up-front amount required from the users and the cost of material could be charged monthly on the water bill by the CWD. A nv 0nzen1aI . Ixve.ssnwn I? 'Report.(alamiha. Lagu1a 4/ Institutional Support The project will include: (i) consulting services for detailed design, consultation of beneficiariesand construction supervision; and (ii) training of CWD staff responsible for the operation and maintenance of installed sewerage infrastructures. The consulting services required are detailed in Section 6.5 of the FeasibilityReport (C. Lotti & Associati, 1996). The services to be provided by the consultant also include the training of staff for the operation and maintenance (O&M) of the sewerage systems and particularly of ponding systems. The consultant will have to prepare an O&M manual and train the operators on basic ponding treatment concepts as well as familiarity with the O&M manual. The training program should also include an overseas visit to a country where the adopted treatment method is already in operation. Cost Estimates Based on the estimates, the capital cost of the Calamba project has been estimated at P111.34 million (US$4.24 million) excluding price contingencies and interest during construction. The cost is composed by P37.14 million (US$1.41 million) of foreign component and P74.20 million (US$2.82 million) of local component. By including price contingencies and interest during construction, the total project cost is P167.64 million (US$6.38 million). -The project cost by component is as follows: Comronent } (P million) SANITATION Constructionof facilities 12.45 Land 0 Pnrcecontingencies 2.20 Interestduring construction 5 93 Tota Sanitation 20.68 SEWERAGE I Constructionof facilities 75.74 Land and resettlement 7.69 Maintenanceequipment & spares 4.00 Institutionalsupport 11.36 Pricecontingencies 12.38 Interestduring construction 35.79 Total Sewerage 146.96 Total Investment Total interest duringconstructionC 41 .72 Total Project Cost 167.64 I.mvirontmeinal >1Sl'SXflWfltReport (alamha. Lagima 42 Section V' - No Project Scenario Chapter 2 has vividly described the worsening environmental and health situation resulting from poor sanitation and uncontrolled discharge of sewage. Though the proposed project will cover only a small portion of the population, the project is seen as an important and significant first step in a long term program to provide Calamba (and the nearby cities and municipalitiesas well) the required sanitation and sewerage infrastructure. The project is anticipated to contribute to the gradual improvement of the municipalty's environment and improvement of the conditions of its San Juan and San Cristobal Rivers and the nearby Laguna de Bay. LWUAijcr c,pch,rc.do G299- I•ii LIr(Jfl)/7tL'17tu!/.I I.s% '. :171UhfI? 1¢v9( l- ( a/ai/"17!a5. I. a•,'.,m11171 43 -I \~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~ LEGEND: EJ STAGE 2 WA GE 3 1 ;,^ N C~~~~~~~~~~v IAWSf PAN t SITES t _ - AmANCAWDORINVARtY \ *F^NCLYCOtlNDM' -Figure3.1 l~~~~~~~~~~~~~~~~~~~~AW WWTP SIt \UAL/9S &,,, \ _ - _ NACAT 301 NUAR l POTENTIAL WEWATER Figure3.2 \ ~~~~~~~~~~~~~~~~T \\ XATNENT rLANT SErK% SCHEMATICLAYOUT o0 FORCE "AET4 SEWERAGESYSTEM 4. ENVIRONMIENTAL IMPACTS Introduction This chapter has three sections. Section 1 describes the beneficial impacts of the project on the environment. Section II identifies and evaluates the different impacts of the proposed project on the environment. Section III summarized the environmental impacts. Section I - Beneficial Impacts of the Project T'heimplementation of the sewerage and sanitation project for Calamba is foreseen to result in positive impacts, namely: * Health and Environment Benefits On the short term, it is expected that the implementation of the sanitation and sewerage program in Calamba will improve the public health conditions especially the target beneficiaries. The provision of sanitary toilet facilities is anticipated to decrease the possibilty of human contact with excreta which leads to a reduction of water bome and sanitation related diseases. This health benefit is most significant not only because of the health implications but also because the project will mostly be advantageous to low income groups which could not afford proper sanitation facilities. Project impacts include the improvement of water quality particularly of the San Cristobal and San Juan Rivers. The effects of the project on these water bodies though will be long term and not immediate like the health impacts. Furthermore, it should be emphasized that parallel improvements in solid waste management, drainage and industrial pollution control will have to be implemented to enilanlceenvironmental impacts, otherwise effects on water quality become marginal at best. If the water quality of both rivers (San Cristobal and San Juan) are improved, it is expected that to some extent, water quality in the nearby Laguna Lake particularly at the outlets of the two rivers will likewise improve. Also a potential impact is the decrease in the possibility of contamination of shallow groundwater wells and springs in the area. In Calamba. the springs and creeks play a vital role in the municipality's tourism industry -- springs. creeks and groundwater provide the local resorts with ample supply of water neecledlby these tourist attractions. " I n,wonmenialIsse.ssmeznt R1e1yort ( aolaomhoa 1I c a 46 * Increased Recreational and Economic Opportunities On the long term, it is predicted that the consequenltimprovements in water quality of San Juan and San Cristobal Rivers and most specially Laguna Lake, vwillbring about increased economic opportunities for the municipality. Fish production in the lake will improve with the reduced pollution coming from domestic sources. This benefit is significant considering that fishing is an important livelihood not only in Calamba but for most of the lake basin. Also expectea. to benefit from the improved water quality and living conditions is the local tourism industry. Numerous tourist facilities in the municipalityrely on good water quality and ample supply of water coming fiom hot springs and creeks. Therefore, measures that will be undertaken to prevent their contamination and/or deterioration will ensure the area's attractiveness to local and foreign tourists and the industry itself. This does not only boost the local economy but also provides recreational opportunities for Calamba residents. With program implementation, not onlv will it be expected to generate local employment during the actual construction of sanitation and sewerage facilities, but it will also give rise to a new business activity in which the private sector will be encouraged to participate. For example, the collection of septage from existing septic tanks will entice private desludging contractors to work with the operator of the proposed sewerage facility. * Increase in Productivity and Income On the long term basis, the reduction in the incideuce of water borne and sanitation related diseases is foreseen to result to increased plroductivityof usually affected households. Since people become indisposed due to illness, the time lost is a potential for income generating activities. The associated benefits include reduction in medical expenses which increases the money available for other household expenditures. * Increased Property, Values and Commercial Attractitveness The municipality's poblacion. the initial area to be served by the sewerage system, has a strong advantage in when it comes to property valuation and commercial attractiveness because it contains the Calamba's central business district. Sewera2e in the district would allow construction of high-r-iseoffice buildings, positively leveraging property values and tax collections. In addition, the central business district is the most visible area for potential investors. A conservative impact estimate suggests that a sewerage project could be self-financing in the central buisinessdistrict. A.nv ironmental . I.scsssment Report. (alantba. Laguna 4 / Section II - Project Implementation Impacts As describedabove, the implementationof the projectis expectedto have beneficial impactsin the longterm. However,the constr-uctioniand operationof the systemis bound to result in impactsthat requiremitigation. This sectionidentifies such impactsand assessesthe scale and magnitude. ConstructionPhase A. Air Quality The implementationof the project will resultin occasional,marginal and acute increasein the ambientconcentration of suspendedparticulates in the vicinityof the project site. This can be attributedto land clearingand excavationactivities wlhich expose soilto wind and vehiculartraffic over unpavedroad. P. Water Oualitv Excavationactivities in the project sites could also loosen soilsand transport of these materialsto any surfacewaters will result in siltationor increasein turbidity. Duringthe rainy season, surfacerunoff willtend to increasetotal suspendedsolids and is expectedto cause temporarystress at the dischargepoints, but the impactis localized.As soon as the vegetativecover of the site is re-establishedon open spaces.impact on the receivingbody of water causedby surfacentnl-offAwill be eliminated. C. Noise The noiseimpact duringthe constructionstage is expectedto be generallyminimal and willnot require any specialnoise abatementmeasure. The treatmentplant sites shallhave a setback awayfrom residentialclusters. which will definitelyprovide the necessarybuffer to reduce noise impactduring construction of the treatmentfacilities. Duringthe pipe-laying,some noisewill be temporarilygenerated due to operationof heavyequipment and from breakingconcrete pavement and sidewalks.In addition,some trafficcongestion may be expectedon duringpipelaying. D. EcologicalEffects As there are no rare, endemic species of flora and fautnain the project area, project implementationhas minimalimpact on the terrestrial c.ndaquatic ecology. There will be clearingoftrees during actual constructionwlher-e unlavoidably necessary. 1 n-ironniental .Is.swessx,nentReport: (C'almina. Laguna 4N Operation Phase E. Air Ouality The operation of the wastewater treatment facility slhallhave minimal impact on the air quality of the area. Aside from the occasional odor nuisance. it is not projected to have adverse effect on the air quality. Odor production at the AEPStreatment plants is controlled by the natural processes employed by the system. In existing installations, residences, a convalescent home, and recreational areas like golf courses are within "sniffing distance" of the plant facilities. F. Water OuaLitv The implementation of the project will be beneficialto the general environment of Calamba and its surroundings. The current practice of discharging untreated domestic waste into nearby bodies of water would thus be reduced or eliminated. Diffusion effects - - the adoption of the modified lagoon system (or AIPS) treatment process should attain high rates of BOD, TSS, and coliform removals. Dischlargeto the receiving bodies of water should therefore pose no significantpollutioni risks. However, to fuirther eliminate this risk, proper studies would be conducted on the mixing and dilution before locating the outfall. In the unlikely event that projected r emoval r ates appear to be unattainable, the treatment system particularly the maturation ponds can be designed for larger capacities and/or longer detention times to further enhance removal efficienciesand thereby negate the risks of polluting receiving waters. H. Socio-economic Aspects The provision of sanitation facilities in Calamba would undoubtedly benefit the general populace of these areas. The occurrence of epidemic-scale diseases as a result of unsanitary conditions shall be minimized. This will make for a more healthy and productive population. 1. Sludge Disposal and Management The modified lagoon treatment system is designe(dantd actually performs so that solids at the bottom of the deep anaerobic pits in thiefacultative pond (first biological pond reactor) remain for very long periods of time. continitouslv decomposing. Due to large pit volume and its depth, and its reducing environmlenit.settled solids ferment there to a point where onlv ash remains. Thus minimizingthe genier-ationof bio-solids, hence sludge removal is seldom if ever required. Since sludge is retained in specially designle(dpit digester-sanld r emainisthere indefinitely, daily transfer of sludge is not necessary anclenergy needs for sludge transfer are eliminated. Also because digestion proceeds over Nyearsof time, heating and mixing (as in conventional sludge digesters) are not required therefore reducing costs of operation. Repor,,.- Ualumba, 1.4~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~IZWW 4y~~~~~~~~~~ The oldest plant in operation treating domestic wastewater in the city of St. Helena in California, USA, has not had to remove bio-solids for nearly 30 years. (Recent testings of this system have indicated that sludge is well-digested and very stable.) Owing to its stability, the sludge/residue, if desludging does become due, can be disposed ofXwith arrangements with the municipality, at the municipality's sanitary landfill. Because of its relatively stable nature, desludged material could even be barged to the open sea for disposal say once in every 15, 20 or even 30 years. Section III - Summary The implementation of the project and its components is projected to produce only minimal adverse environmental impacts. Moreover, there are socio-economic impacts that will essentially be beneficial and will provide employment and livelihood opportunities to the population of surrounding communiitiesas jobs will be generated during the project implementation. In the long-term, better sanitary conditioniswill result in the project areas. Consequently, an improvement and enhancement of the existing environmental conditions in the project areas shall be experienced. During project implementation, mitigation measures will be incorporated to minimize, or if at all possible, eliminate adverse impacts. Moreover. measures to enhance existing environmental conditions in the project site shall be implemented to maintain the sustainability of the area. The implementation of the project will inevitably produce impacts, both adverse and beneficial. The mitigation actions are outlined in the next chapter. cmrhprr4.do., <;'99- i:Zls,/77tsr1.-*s.s\\1t1Rleprt.Z: ( ,/,,,mhu .'("1oX12 5. ENVIRONMENTAL MLANAGEMENT PLAN Section I - Mitigation Plan Construction F iase Potential Impact & Risks Mitigaton Action * Poor quality of construction * Designand supervisioncontract will be separatedfrom supply and installation contract as a means of assuring quality of construction. Works engineers. with a relatively independent source of information on construction progress, wiU be hired. Air Pollution . Careful construction planning and work phasing, specifications and construction methods to reduce the length of time that the * Construction equipment and soil is exposed to the environment. vehicles may cause higher . Provision of adequately and properly maintained storage for suspended particulates, odors and construction materials and equipment. fumes emissions - C02 , CO, NO, * Expeditious and prompt removal of excavated materials or dredged spoils from construction sites. * Exposure of fine-grain particles to * Regular and adeqtiate sprinkling of water on dust-generating wind and vehicular traffic will mounlds/piles resultinig fi-om earthmoving activities and civil likely result m a decrease in air works. quality. * Good housekeeping for all construction affected areas and workplaces. * Control of motor vehicle and equipment emissions. * Use of protective gear by all workers. Water Pollution and Soil Erosion * Provide temporary drainage and storage facilities for excavation I soils. for fuel and oils needed for equipment. * Siltation * Careful and rational planning of construction and post- construction phases of the project. * Maintenance of adequate drainage system. - * Noise from operation of construc- * Erect temporaiy sound bariners around the work sites: avoid tion equipment would be about 70- simultaneous use of heavy eqmupment: limit daytime work, 80 dBA at 10 m: 50-70 dBA at 30 vehicle speed at 20 kph: regrulaf maincenance of equipment m. . Use of appropriate mufflers and sound proofing of construction imachinieries,equipment, and engmnes. Use of appropnate shock- absorbing mounilttingsfor machinery. l Establishment of buffel zones and noise zones. | Temporary Disruption of Traffic . To the extent possible. feeder and collection sewer lines will be Flow located alonig secondary streets. l Schedtulinigand increasing input resources so that penod of traffic disruption in primary roads are reduced. * Coordinate with local traffic management office and the PNP Traffic Management Command l Clear (irectionial signs andI barriers in case traffic rerouting is needed,.l * Pnblic informationl campaigni. hpiiLUifl'i ira!,77 -I se.'.s7aneo?t Rep,rt: ( a/(amh Icitglll7 5/ ______Operation Phase Potential Impact & Risks Mitigation Action * Environmental hazards due to . Carefully designied post-construction maintenance, contingency accidents and man-made or natural and monitoring programs disasters. . Well designed plan for detection of accident or natural events * Breakdown or malfunction of the including precautionary and remedial measurres to be taken/ sewer lift station will increase level obseived. of pollution at the San Juan River * Adequate plans for- environmental rehabilitation, clean-up, near the center of the municipality restoration. and disposition of temporary structures and facilities as raw sewage will have to be installed during the construction phase. dumped directly. Water Pollution * Upgrade laboratory facilities of the Calamba Water District (CWD) to be able to undeitake wastewater analysis. * Tbe effluent discharge may well . Following the bubble concept, wastewater discharged into the affect the condition of receiving San Juan River shall, in the long-term, conform to the water bodies of water. quality standards established by the Department of Environment and Natural Resources as set forth in DAO No. 34 and 35, Revised Water Usage and Classification/Water Quality Standards andcRevised Effluent Regulations of 1990, respectively. * A dispersiorr/diltitiori modeling study will be conducted to pnor to locating the outfall. Treated effluent discharge into the Rio Grande de Mindanao shall be timed based on tidal conditions. The adoption of the AlPS process for the treatment plants should result into attairimerit of effluent standards. * Noise would be at about 65-85 * Establishment of buffer zones and noise zones. dBA. principally coming from septage trucks unloading at the treatment plant. * Odors (organic and sulfur com- * Maintenance of greenbelt zones and vegetation. pounds mainly from the trucks * Provision of landscaped open spaces which will improve the unloading septage) aesthetics in the area by planting the green strips with i appropriate plant or tree species. Managementand O&M of the System Institutional: . Mtanagement Contract with CWD which has proven utility * Poor maintenance of pumps management and operations capacity. * User consultation at detailed engineering design stage to ensure * Low number of connections connection. a Sewerage surcharge shouild be sufficient to provide incentives for CWD to mainitain system. * Require M&E reporting to the DENR and LWUA. . Exploie feasibility of BOO/BOT contracts for recreational activities in tunsecd lancis at treatment sites. Provide adeclnnatetrailiigl of CWD and city staff * j ~~~~~~~~~~~~Re'srlatorv= * Require compulsory connection for all conunercial. industnal and high domestic water users. . Utilize Public Performance Auditing system being set up by DENR to ImloniitoIadverse impacts. Teclhical: i Provision of adequate maintenance equipmenlItand spares with se;'U'D. rr21)flflnt?e1fblln .1 .t.'sXesnn'nt?ep1 uirt>-( .,Li/tnn'n i.l-',r a 52 Section II - Monitoring Plan ConstructionPhase Ambientair qualitymeasurements will be undertakennear- constr'uction sites. Thiswill be mostlynear locationswhere sewernetwork is being laid and treatmentplant sites. When selectingsites due considerationwill be givento sensitivereceptors like schools,hospitals, houses etc. Total suspendedparticulates (TSP) willbe measuredonce a fortnight,for 8 or 24 hours, over the constructionperiod. Noise will measuredat the same locationsas TSP. Leqand Lgovalues will be meas ed and recorded. OperationPhase Receivingwater qualityis to be monitored by the DENR throughits RegionalOffice whichhas been periodicallymonitoring the status of the San Juan Riverand estuarine water quality. The PMOwill collect informationon presentconditions, observed changes in pollutionloads etc. It is to be recognizedthat all the pollutionload will not be removed yet it is also expectedthat the proposed sewerageinfrastructure will greatlyreduce the problem. Oncethe plan becomesoperationaL the TreatmentPlant Operator,vis-a-vis the Calamba Water Districtwould have to set-up a laboratoryand institutea monitoringprogram to measurethe effluentdischarge. Dailyrepresentative values of PH, 5-dayBOD. COD, Total Nitrogenand Total Phosphor-ttswill be measureddurling the start-upperiod. Once the plant operationsstabilize. weekivl measuremenlts (24-hourlv basis) willbe taken. Quarterlyreports showingthe trends of effluentdischarge and receivingwater qualitywill be reported to the PMO and DENR RegionalOffice. 1`171-IMMY2071 1IS1NONA,XX.'A:1s,l7J R 1r ( I .,v .53f Section III -Implementing Arrangements The WDDP-PM-U,with the assistance of LWUA-CPSO and consultants, would monitor comphance with the ECC and carry out the requisite data collection. Monitoring results would be submitted to DENiVEMB and the World Bank periodically. While responsibility for the various mitigation activities have been identified, the WDDP-PMU shall ensure that the requirements are complied with. In addition, feedback from communities, city officials, NGOs, etc. will be proactively sought through the city public affairs programs, regular monthly meetings of barangay captains and other methods. DENR, through its planned PPA system, would also periodically monitor and audit compliance with the ECC, assisted by independent contractolrs. Summary of Responsibilities and Timetable for the Monitoring Plan Acdvity Responsibility Start Completion Secure ECC clearance from DENR Ci'S( )-LWIJA December 1996 Septanber 1997 Collect reference ambient air paramders arotnd the Citv PMU. with DENR September 1997 June 1998 proposed treatment plant sites at project ctties regional o tricc Ensuretsat the bid documtits inclUdepros-isi,st for jiilt- I'MO Jantia 1998 August 1999 gaticm under the respomsibiLitv of the contracl¶or: l is | canuacLor s work plans to ensure lceipnance wvith w- virounmctal m tigat io plas provisiots. Train perators au O&M praclice & handling emergeucv PMO amid CPSO-LWI1A January 1999 June 2000 situatious. Assess and upgrade the laboratorv faaitiLsofthic jl'ro;cat Citv PMUm mid local Mardi 1998 Jue 2000 Calamba Water Distrnct Water Distrnic Cdiduct user ceusultatimus and information campaigu. Pro 1 ect Citv PMI k.with January 1998 June 2000 {asstsance of NGiO. Mcuitor and repmrt on comphance. I'M) Bi-annual basis Bi-annual basis LRtLA icr G91 99- Anvzl r(onmenltal 1. Bibliography 2. Climatological Normals 1947-1994from the PAGASA SynopticStation at NAJA, Pasay City (PAGASA Station nearest to Calamba, Laguna) 3. Typical Noise Emissions of Construction Equipment 4. Expected Noise Levels at Various Distances from Construction Equipment 5. Environmental Quality Standards For Noise Maximum Allowable Noise Level. 6. The Advanced Integrated Pond System (AIPS) of Wastewater Treatment Appendix I BIBLIOGRAPHY C. Lotti & Associati, 1996, Updating Feasibility Reports for Sanitation Investments in Five Cities, Final Report, Vol. 4, Calamba, Laguna, November C. Lotti & Associati, 1996, Updating Feasibility Reports for Sanitation Investments in Five Cities, Final Report, Vol. 1, Main Report, November CDM Intemational 1994, First Stage Feasibility Report for Sanitation and Sewerage: Calamba, Laguna, Philippines, January CDM Intemational 1993, Household Willingness to Pay for Improved Sanitation Services: Calamba, Laguna, June Environmentally Sustainable Development (ESD) Vice Presidency, World Bank, 1994, Water Supply, Sanitation and Environmental Sustainability, The Financing Challenge WASH, 1990, Health Benefits from lmprovements in Water Supply and Sanitation: Survey and Analysis of Literature of Selected Diseases. Technical Report No. 66, July Vfhittington, Dale, Donald Lauria and KyeongAe Choe, 1993, Households' Willingness to Pay for Improved Sanitation Services in Davao, Philippines, July Whittington. Dale, et. al., 1995, Economic Benefits of Surface Water Quality Improvements: Davao CV Study (mimeo.) Yhiiguez,Cesar, 1996, Urban Sanitation UJserDemand Study: Technical Consultant's Report. May Lee. E. W., 1990, Ponding Systems Treat Wastewater Inexpensively, USEPA Small Flows. October Oswald, W. J.. 1990. Advanced Integrated Wastewvater Pond Systems, 1990 ASCE Convention Proceedings. Am. Soc. of Civil Engilleers. New York SOA, Inc., 1996, Advanced Integrated Pond Systems: Innovative and Alternative, Environmentally Sound and Low Cost Solutions for Wastewater Treatment into the 21st Century, (Hand-out) I Appendix 2 (Clim2latologicalNornials at PAGASA NAIA SNynopticStation, Pasay City (1947-1994) Amnt.of No. of = = Tern erature (C) RH MSL Wind Cloud Days w/ Days w/ Montlh Rainfall Rainy Max Min Mean Dry Wet Dew Vapor (%) Press. Speed Dir. Cover Thunder Light- (ilmm) Days _ Bulb Bulb Point (mbs) (mbs) (octa) storm ning Januarv 8.6 3 30.2 20,9 25.6 25.2 21.8 20.3 23.8 74 1,013.5 2 E 4 0 0 February 3.1 2 31.2 21. I 26.2 25.9 21.9 20.2 23.7 71 1,013.5 3 E 3 0 0 March 6.4 2 327 22.4 27.6 27.4 22.8 20.9 24.7 68 1,012.7 4 E 3 0 .April 11.6 2 34.2 24.0 29.1 29.0 23.9 22.0 26,3 66 1,011.2 4 E 3 1 5 Mav 113.5 8 34.2 24.9 29.5 29.3 24.8 23.2 28.5 70 1,009.4 3 SE 4 7 17 JuLnc 263.4 17 32.4 24.4 284 281 24.9 23-8 29.6 78 1,008.8 2 W 6 12 17 Juk1v 362.0 19 31.3 24.1 27.7 27.4 24.7 23.8 29.5 81 1,008.3 2 W 6 12 17 Auigtust 389.0 20 30.8 24.0 27.4 27.1 24.7 23.8 29.6 83 1,008.0 2 W 6 9 10 Scptcniiber 310.2 IX 31.1 24.0 27.5 27.2 24.7 23.9 29.7 83 1,008.8 2 W 6 11 15 Octobcr 227.1 14 31.1 23.5 27.3 26.9 243 23.3 28.7 81 1,009.8 2 E 5 6 11 Novembcr 119.5 1I 31.0 22.8 26.9 26.6 23.6 22.5 27.4 79 1,010.9 2 E 5 2 4 Dcccmbcr 42.9 6 30.3 21.7 26,0 25.7 22.7 21.5 25.6 78 1,012.5 2 E 5 0 Annlual 1,857.4 122 31.7 23.2 27.4 27.1 23.7 22.4 27.3 76 1,010.6 3 E 5 60 98 So* ree: PA(GA.SA I Appendix 3 TYPICAL NOISE EMISSIONS OF CONSTRUCTION EQUIPMENT Typical Sound Pressure Levels Equipment at 15 m from Source [in dB (A)] Air Compressor 75-87 Backhoe 71-92 Compactor 72 Concrete Mixer 75-88 Concrete Pump 82 Cranes 76-88 Front Loader 72-81 Generator 72-82 Grader 80-93 Jack Hammer 81-97 Paver 87-88 Pile Driver 95-105 Pumps 70-90 Tractors, Bulldozers 78-95 Trucks 83-93 Vibrator 68-81 Appendix 4 EXPECTED NOISE LEVELS AT VARIOUS DISTANCES FROM CONSTRUCTION EQUIPMENT [in dB (A)] Equipment 30 60 120 240 meters ______. .meters meters meters Air Compressor 69-81 63-75 57-69 51-63 Backhoe 65-87 59-81 53-75 47-69 Compactor 66 60 54 48 Concrete Mixer 69-82 63-76 57-70 51-64 Concrete Pump 76 70 64 58 Cranes 70-80 64-74 58-68 52-62 Front Loader 66-75 60-69 54-63 48-57 Generator 66-76 60-70 54-64 48-58 Grader 74-87 68-81 62-75 56-69 Jack Hammer 75-91 69-85 63-79 57-73 Paver 81-82 75-76 69-70 63-64 Pile Driver 89-99 83-93 77-87 71-81 Pumps 64-84 56-78 50-72 44-66 Tractors, Bulldozers 72-89 66-83 60-77 54-74 Trucks 77-87 71-81 65-75 59-69 Vibrator 62-75 56-69 50-63 44-57 Appendix 5 ENVIRONMENTAL QUALITY STANDARDS FOR NOISE MAXIMUM ALLOWABLE NOISE LEVELS [in dB (A)] Class Area Day Morning/Evening Mght AA Hospital/School 50 45 40 A Residential 55 50 45 B Commercial 65 60 55 C Light Industrial 70 65 60 D Heaxy Industrial 75 70 65 Note: The divisions of the 24-hour period shall be as follows: Morning 5:00 AM - 9:00 AM Daytime 9:00 AM - 6:00 PM Evening 6:00 PM - 10:00 PM Nightime 10:00 PM - 5:00 AM I Appendix 6 THE ADVANCED INTEGRATED POND SYSTEM (AIPS)' of WASTEWATER TREATMENT Preface. The Sewerage and Sanitation Component of the World Bank-assisted Water District Development Project has proposed the adoption of the modified lagoon system vis-a-vis the Advanced Integrated Pond System (AIPS) as the processfor treating collected wastewater (and septage). Thefollowing describes the technology and benefits of the aforesaid treatment system. The ALPSis an integrated, multi-stage biological reactor system trepting wastewater. The system utilizes compacted earthen construction to reduce costs. Tb system optimizes natural biological processes to reduce power requirements and neea for chemical additives. The concept is to minimize bio-solids production rather than to maximize aeration solids resulting into minimalpower requirements and solids management. AEPS consists of a series of at least four ponds, each designed to best perform one or more of the basic treatment processes. First is the primary biological reactor or a facultativepond with an aerobic surface and extremely anoxic intemal pit for sedimentation and fermentation. The pond reactor has three discrete and isolated biological zones integrated into a single unit: a deep anaerobic pit at the bottom, a sludge blanket suspended within the deep pit, and an overlying aerobic comprised of aerobic bacteria and algae oxygenated by photosynthesis, supplementedby horizontal mechanical aerators when needed. Anaerobic microbes in the pit are protected by surrounding wails or berms from the intrusion of cold surface water containing dissolved oxygen. Raw sewage is introduced directly into the pits where sedimentation and methane feTmentation occur. Overflowvelocity in the pits is maintained so low that suspended solids removal approaches 100% and biochemical oxygen demand (BOD) removal approaches 70%. The overflow velocities of one to two meters per day are less than the settling velocities of helmninthova and parasite cysts so most of these remain in the pit and consequently are permanently removed from the effluent. Solids at the bottom of the deep anaerobic pits remain for very long periods of time, continuously decomposing. Due to the large pit volume and its depth, and the reducing environment, settled solids ferment there to a point where only ash remains. Thus minimizingthe generation of bio-solids, hence sludge removal is seldom if ever required. The oldest plant in operation treating domestic wastewater from the city St. Helena in California, USA, has not had to remove bio-solids for nearly 30 years. The second pond is a high rate pond where microalgae grow profusely releasing oxygen from water by photosynthesis. Algae produced are highly settieable and after Oswald, W. J, Advanced Integrated Wastewater Pond Systems. 1990 ASCE Proceedings, Am. Soc. of Civil Engineers, New York .-ppendix 6: 71e.ldvuancedne Integratedl PoiidS .Svstem(4IPS)of 11Wavtewater Treatment I sedimentation, the remaining water has a BOD that is generally less than 20 mg/L Recirculation of algae bearing water from the High Rate Pond to the Facultative pond provides an oxygen-rich cap on the facultative pond. This oxygen quickly oxidizes reduced gases emerging from the fermentationpit thus mitigating odors. The third pond provides for sedimentation of algae. Algae which settle tend to hibernate and thus do not immediately decompose and produce nuisance. The waters emerging from the settling ponds are sufficientlylow in BOD and suspended solids. They can be percolated readily into the ground or used for irrigation. They still however high E-coli count of more than 1000 MPN per 100 ml. and therefore may require storage prior to disposal or reuse. Then comes the fourth pond which has a dual purpose of added disinfection and storage for irrigation or other uses. Performance: Following algal removal, the degree of pollutant removal in the ALPSis equivalent to that of mechanical secondary plants but as is to be emphasized at a much lower capital and operation & maintenance costs. The treatment action of the AIPS is very similarto and realizes the advantages of an upflow anaerobic sludge blanket (UASB) reactor. The AIPS however does not inherit the rigorous operation and maintenance problems like clogging and sludge handling inherent to UASB reactors. There now more than 85 operational treatment plants in the US and in other countries. Notable among them is the wastewater treatment plant for the city of St. Helena, in California,USA. The St. Helena system has been recognized as the Plant of the Year by the California Water Pollution Control Association for 5 MGD plants in 1994 and was likewise accorded by the California Energy Commissionthe "Energy Efficiency Showcase Award" also in 1994. The St. Helena plant treats domestic wastewater at a peak capacity of 2 MGD. Performance data indicate that for the period of 1990 to 1995: average influents of BOD of 290 mg/l and TSS of 263 mg/I were treated to 24 mg/l BOD (92% removal) and 34 mg/ATSS (87% removal), respectively. A treatment plant in Hollister, California, USA, with capacity of 2 MGD, exhibited similarremoval efficiency,reducing an influent BOD of 194 mg/l to a mere 7 mg/l after treatment. Performance of AiPS plants can be expected to reduce pollutants in the following ranges:' * BOD 95-97% * COD 90-95% * Total Nitrogen 90% * Total Phosphorus 60% * MPN - E-coli 99.999% - Lee, E.. "'Ponding Systems Treat Wastewater Inexpensively", USEPA Small Flows. October, 1990 tppen1djx6 7Y .elid iancedl )t!egratebl oI7nd. 'aIem(-A!P.S/of lf ashteater 7reatment2 On sludge management, the earthwork digesters (fermentation pits in the facultative ponds) can be made large to permit complete digestion and thus reduces sludge generation to the extent that sludge handling is eliminatedfor many years. The St. Helena plant in 27 years of continuous operation, accumulated less than 1 meter of residue or just 3 centimeters per year! Thus daily or frequent sludge removal is eliminatedthus attaining cost and energy savings. The Hollister plant also showed the same very low rate of accumulation in 12 years of operation. Because the sludge undergoes full fermentation, the sludge or residue resulting from the process is relatively inert and stable, and the volume is small. Disposal then should not be a major operation problem. In terms of costs, Oswald compares the cost of a conventional treatment of $350 to $700 per cu. mn.(1990) to that of the ALPSwhich would cost less than $5 per cu. in. (1990), 100 times cheaper. In essence, the AIPS of treatment has the following advantages: * Efficient organic pollution reduction and nutrient removal comparable if not better to secondary and tertiary treatment. * Energy efficient -- the design provides for reduces oxygen requirements on the front end * Less construction cost, as compared to AEPS: * OxidationDitch .5 times more expensive * Trickling Filters 4 • Activated Sludge 4.5 * Stabilization Pond 1.4 e Less operation cost * Oxidation Ditch 3 times more expensive * Trickling Filters 3 - Activated Sludge 3.5 * Stabilization Pond 1.3 * Virtually no odor - odor production is naturally controlled. In the case of the St. Helena (CA, USA) treatment plant: A convalescent home is within 300 feet of the ponds. In Hollister (CA, USA), the treatment plant is practically within "sniffing distance" of a golf course and residences in the area. * No daily sludge handling. St. Helena's Treatment Plant has not removed sludge in 30 years of continuous operation. * Pond buffer capacity enables the system to handle effectivelyvariable organic and hydraulic shock loads. IppendirX 6. 7 e .-IdvWL;. I In/eV-ated Pfondc.>tem(.-1I'. ) o/11Uas.eiater Tretment 3 Selected Bibliography: Lee, E. W., Ponding Systems Treat Wastewater Inexpensively, USEPA Small Flows, October, 1990 Oswald, W. J., Advanced Integrated Wastewater Pond Systems, 1990 ASCE Convention Proceedings, Am. Soc. of Civil Engineers, New York, 1990 SOA, Inc., Advanced Integrated Pond Systems: Innovative and Alternative, EnvironmentallySound and Low Cost Solutions for Wastewater Treatment into the 21st Century, (Hand-out) * Further relevant information and reference materials on the AEPSare attached for reference. lppLendXr 6 The Advancedlnteg'ratedlPondS.'Yxtem (A P.N) oJ Ifasrex,ater Treatment v ADVANCEDINTEGRATED POND SYSTEM (ALPS) Natural,Biological Wastewater Treatment for Municipalities,Agriculture and Industry - 3 ', ;, - .'-Innolvaive andAlternative, EEiivikronfe4tafly Sound and low Cost ~"'rSolutions .~~~~~~~~~~~~~A For WastewaterTreatment . _ Into the 21st Centulry 1340 Amold Drive, Suiie 11)0 Martinez, CA 94553 510-228-5NO1Faxc 51G-228-5804 I SOA,Inc. Martine-t AIPS llighlights > 1Efficientpollution control El recive organic reduction and nutrient removal for secondary and tertiary treatment. Energy Efficiency with AIPS The integrated,multi-stage anaerobic and aerobic reactor design reduces oxygen requirements (and energy requirements) on thefrontendofthe system. St. Helena f lv,ssteiu'atertreatment planit was awarded the California Energy Commission Efficiency ShowvCase.4 ward in 1994 and 1994 Plant of the YearAward by CalfforniaWater Pollutior Control Association. Construction Cost Savings OxidationDitch 3.5 tfimesmore expensive than AIPS Trickling Filters 4 times more expensive than AIPS Activated Sludge 4.5 times expensive than AlPS S(abilatio,i Iond 1.4 limes more expensive thanAIPS Operating Cost Savings OxidlationD)it'ch 3 timesmore expensive than AIPS 7)-icklingFilters 3 times more expensive than AIPS i1ctivatedSludge 3.5 times more expensive than AIPS Stabilization PIond 1.3 times more expensive than AIPS Virtually No odors Odors are controlled naturally. Winery Treatment Plant is wilhin 300feet of a convalescent /hosuital in the City of St. Helena, Calfornia. No daily bio-solids handling St. llelena's IfW7 has not removedsludge in 30years of continuos operation; for industrial plantis shludgeremoval every 7-10years, depending on waste characteristics. lPond buffer capacity to accommodate variable organic and hydraulic sh(ck loads lf inerv organic variability rangesfrom 100 to 20,000 mg/ of BOD intone week. Advanced Water Treatment Achievable with AIPS Nuitrient removal...Denitrification in anaerobic zone and algal uptake in aerohic zone. PihovlhownLvoxidizes in the aerobic zone, assimilatedwith algae, naturally co-precipitated. tnd then .settled biygravity. * litentialfor Enhanced Habitat for Wildlife & RecreationalBenefits Notwral integration with constructed wetlands and habitat restoration. Landiscapepond-, contublwebu aesthetic valueand can providerecreational use. RedluicedlFiscal Impact on Ratepayers Less cost to ratepc-er dueto reducedlife cycle costs becauseof lowerconsh liont cosrs NI)V opera iitn v & maintenance costs and long term replacement. Martinrz 51') 2?S-<18.i Fax: 510-228-5804 1 Inc. Miartinez,CA~ ., INC ; '' hlanme; CA. AlPS 'lechnology All'S ulili4tes conipacted earthen construction practices to reduce construction costs. The system optinizes na.turalbiological processes to reduoe power ruiremcnts and need for chemical additives. The design concept is to minimize bio-solids production rather Ihan to maximize aerationi solids and as a result minimize power requirements and solids management. i:; jcp 7 f AlPS is an integraedt, multi-stage biological reactoisystem treating municipal, agricultural and industrial wastewa -r. The reactors are relatively deep and constructed as an open surface pjind of compacted earth. Tl..; biological reactor has three discrete and isolated biological zones integrated into a single unit: deep anaerobic pit(s) at the bottom of the reactor, a sludge blanket suspen(led within the deep pit, and ati overlying aerobic zone comprised of aerobic bacteria ad algae and oxygenaled by photosyntiesis, supplemented by horizontal mechnical aerators when needed. In nmostcase:;, thc piit nary reactor is followed by a second reactor operating in series, will; tht: capability to t circulate, (lepend(jingon site specific conditions; Recirculation provides flexibility and slhock absorption abilities for variable hydraulic or organic loadings, or where there is th1epotenial fior toxic spikes. 'lhe intiilieit wastewaler enters the deep anaerobic pit at the bottom of the reactor where setlable solids are deposited arowid the inlet and where acid fer,mentation and methane generation occurs. The rising gases anid up-welling of wastewater flow through the thick anaerobic sludge blmnket that is fonned within ilte deep pit. The overlying aerobic zone is comprised of aerobic bacteria and algae arid kept oxygenialediby h(irizontal surface aeratoumand photosynthesis.- The aerobic zone reliably controls o(lors and soluble wastewater components ndergo aerobic oxidation and firther degradation. 1'lie horizonlal acralorsalso create a circular motion over the whole surface area; the bacteria and algae circullate over the far end of the reactor where a second deep anaerobic pit is located. The horizontal velocity of the reactor is rediicetd while circulating over the second pit and the aeration solids are settled by gravity into this pit wvherethe solids are decomposed and stabilied , Solids at the botlomi of the deep anaerobic pits remans for very long periods of time. continuously deconmposingl. 'itus. biosolids minimization is accomplished. The oldest plant in operatiotn, treating domiestic waslewater, has not had to remove biosolids for nearly 30 years. Seasonal turnover of' thie ponds is prevented by isolation of the deep anaerobic pits. AlPS's design features and cell gometry maiiLiintle initegrityof the systemthereby suppressing turnovers. AIPSis appiolinat fiJrwastewater applications for nornal flow situationsas well as wherethere are variable htydiatilic flows and organic loadings, parficularly where there may be limnitedindusirial pre- treatinent andhorurce control of toxic contaminants and heavy metals. AIPS design elements providle floNw.(Imalii aloin, buffer capacity and recirculation capabilities to achieve secondaty anid ailvantcd treatuiicitt r,i-nmiuicipalilies, agriculture and industry. !i i,4 . Marntr-7: 5 (t.- 2 -SXO Fax: 510-228-5804 2 .,nc. Marinez,CA AIPS Technology AIPS utilizescompacted earthen constructionpractices to reduce constructioncosts. The system optimizesnatural biological processes to reduoepower requirements and need for chemicaladditives. The designconcept is to minimizebio-solids production rather than to maximizeacration solids and as a resultminimize power requirements and solidsmanagement AlPS is an integraled,multi-stage biological reactor system treating municipal,agricultural and industrialwastewater. The reactorsare relativelydeep and constructedas an open surfacepond of compactedearth. Thebiological reactor has threediscrete and isolatedbiological zones integratedinto a'singleunit: deepanaerobic pits) at the bottomof the reactor,a sludgeblanket suspendled within the deep pit, and an overlyingaerobic zone comprisedof aerobicbacteria and algae and oxygenatedby photosynthesis,supplemented by horizontalmechnical aerators when needed. In mostcases, the primaryreactor is followedby a secondreactor operating in series,with the capability to iwcirculate,depend(ing on site specificconditions. Recirculation provides flexibilityand shock absorptionabilities for variablehydraulic or organicloadings, or wherethere is the potentialfor toxic spikes. Thieinfluent wastewater enters the deep anaerobic pit at the bottomof the reactorwhere settlable solids are depositedaround the inlet and whereacid fermentationand methanegeneration occurs. The rising gases and up-wellingof wastewaterflow throughthe thick anaerobicsludge blanket that is formned within the deep pit. The overlyingaerobic zone is comprisedof aerobicbacteria and algaeand kept oxygenatedby horizontalsurface aerators and photosynthcsis. The aerobiczone reliablycontrols odiors andsoluble wastcwater components undergo aerobic oxidation and futher degradation.T'he horizontal aeratorsalso create a circularmotion over the wholesurface area; the bacteriaand algae circulate(iver the farend of the reactorwhere a seconddeep anaerobicpit is located. The horizontalvelocity of the reactoris reduced while circulating over the secondpit andthe aerationsolids are settledby gravityinto this pit wherethe solidsare decomposedand stabilized. Solidsat the botnomof the deep anaerobicpits remainsfor very longperiods of time, continuously decomposing.1Thus, biosolidsminimization is accomplished.The oldestplant in operation,treating l domesticwastewater, has not had to removebiosolids for nearly30 years. Seasonalturnover ol the l ponds is preventedby isolationof the deepanaerobic pits. AlPS's designfeatures and cell geometry |, mainLainthe integrityof the systemthereby suppressing turnovers. U AIPS is appropriate for wastewater applications for normal flow situations as well as where there are variable ltydiaulic flows and organic loadings, particularly where there may be limited industrial pr,- treatmenl an,l source control of toxic contaminants and heavy metals. AlPS design elements provide flow ecualiaation, buffer capacity and recirculation capabilities to achieve secondary and advanictd treatmenitfor municipalities, agriculture and industry. Martinez:51O-229-5X0l1 Fax: 510-228-5804 2 SOA, Inc. Marfinez,:a Acceptance and Support. AIPSis a state-of-the-artpond-based wastewater treatment system. * Proven * Reliable * InherentBuffer Capacity for hydraulicand organicshock loadinganid toxic spiking * AdvancedMicrobiology j'^' - * EnergyEfficient * MinimizesSludge ProductionWManagement/Handling * MaximizesNatural Photosynthetic Oxygenation * MinimizesPower Requirements:, - O&MCosts are lowwhen compared to ActivatedSludge, Oxidation Ditch, Trickling Filters or conventional Stabilization Ponds. SOA,Inc. is a designengineering firm, 25 yearsold and specializes in the conceptualto dctaileddesign of innovativeand allemative,low cost, simpleto operatewastewater treatnent systems. SOA also providtsstart-up and trainingservices, and on-goingconsulting services. SOA has experiencein designinginnovative and low cost municipalwastewaler treatment systems fundedby die WorldBank and other internationalagencies. * CaliforniaWater Resources Control Board supports AIPS technology. * ~CalifomiaWater Quality Control Boards' supports AIPS technology. AIPSPlant Overview: ; * City of St. Helena, CaliforniaWastewater Treatment Plant 1994 Plant of the Year Award - Redwood Empire Region -- by CalifiwmiaWater PlollutionControl Association (Under 5 MODCategory) CaliforniaEnergy Commission's Energy Efficiency Showcase Award, 1994 * City of Hollister,Califomia Wastewater Treatnent Plant * 1-lollisterIndustrial WastewaterTreatment Plant (CanneryWastes) * Industrial-Winery WastewaterTreatmentPlants, California * IRodneyBay WastewaterTreatmentPlant, St. Lucia,West Indlies Mantinez:510-223-5X)I Fax:510-22-504 3 i SLar Ee- ' - a //- . . .s' AIPS .s an irntagratedMr,uti-StGg3 bo!ogical reat_orsistein Itreailng m-iiicip,. ariculitural ar.d indus'rial wastewaters. Tihereactors rc.-aiingWinds - r consist of lthee discreteaildisolated bioiogical zones: deeo ,jit k L anaerobic pits at the bottom of the reactor. a sludge bt3n:-\t suspence over the deep pit and an over!,.inc 2-rcbc zone coa..rsed of aerctc ' actaria 3nd algaeah;ct issusrsauratad with ax'1gen produced by algae and rTechanicai aerators. AN!wcather roadway Allweather roadway s Aerobiczone& 3 . A i . / zs~~~~~econdarv ~ _, v utp ::.' ',, / ZtoneiX,,,,,,, ,, \ Primar,y . n Ferent/ t l,n z ^ Settlingw ^ . \ zOtte e - 4, - ~~~~~~~~~Discbargeto aditioali . - . -: \ Zone / \,_J ~~~~~~~~~~~~~~~~~~~~ponds operanngin seriesand 10 r dDv 5g1eSi10 - M-1 t4 F 1pa02l RmoInavrasrvater \ ~~~~blanket/ \Aaemobic/ zone 4 l. Aerobic0xidon J - t~~~~~2Phoh*yne icOxygenabon 3.Orga ii AcidFormabon 4. fleanp,Fermernvaon SO3A,Inc. . 1340AmoldDrive,Suite110Martinez,CA 94553 510-228-5801 Fax:510-228-5804 Rerri,etedfri-" Sr,vprin4t e rind . u- ,- !Ut! Apr Six 5j111,in r.F.. i a., i,rs: AI Aippiyug Water and Savilligthe Environrnent ADVANCEDINTEGZA TED \ASTEW%ATEI' S.STL-S for Six BtgiIlioil Pt(3nQle viliam i Oswald. F. ASCE ABSTRACT By incorportating special environments for methane fermentation and photosynthetic oxvgenation, advanced integrated ponding svytemsattain high degreesof primary and secondary treatment and signiricant degreesof tertiary and Pt)ccirtJirqsaf seksletdsessions from Ihc 1990ASLr Convenlion s in treatmentpquaternaryof sewage and organic industrialwastes. When properly FtocccLiflqs CA electedsesslonsfrorrite 1990 SCE Convtil Iondesigned in appropriatelocations. tht svstemsvirtuallv eliminate sludge disposal, minimize power use, require less land than conventional ponds. and are much more Sponsoreasby tnie reliable and economical than mechanicalsystems of equ3l cap3city. Environnsental Esigineering Divisin - - ; - - * O *Irr4slion anld DrainageDivisi t"v - -. X .INTR.ODUC.N Z Water ResourcesPianning and Management Olvision . . : As is welt known to Environmental Engineers, wastewater treatment to the , 2_f . . t ** . secondarydegree involves removal and digestion of settleable and floatable organic ol the American t OrofcurCiil tn-inecrs -; ~ ;o~ y neers *. >;*;t . : . - :solids (primary treatment) followed by removal and digestion of microbial solids produced during aeration of the primary effluent (secondary treatment). Such - San franicisco. Calllornli-. - treatment traditionally has been done in reinforced concrete and/or steel structures i Mowvrmber 5-8. 1990 7 -- - with materials moved by motorized pumps and aeration provided by mechanical means. Sometimesfor economy and simplicity in small communities. ponds are their rdiledEd2MitebyUaFSigan ly Udai e~ Singh and OttoMOtlo J.iJ. fel1wegStelwegUIesl simplicity,used to repltrace economy,mechanical and reliability. systems. theirThe greatest greatest advantagesdrawbacks of are ponds their arehigh land CHt2212tflLL M%:riphits State Univers-ity use. their potential for odor, and their tendency to eutrophy or fill in with sludge Emcryvilice CA Memphis. TM and to becomeless effective with age. Our research,devoted to maintaining the advantagesof ponds while mitigating their draawbacks,has led to the development of Advanced Integrated WastewaterPond Systems(AIWPS). Theserequire much less capit3al energy. operation and maintenance than mechanical systemsand require less land. produce lessodor. and fill in or age much more slowly than ordinary ponds. In this paper I wish to introduce AIWPS as a system worthy of considetation for many waste treatment applications. Due to spacelimitations. howe%er.only a brief description of AIWPS design and performance can be made herein. Sore detailed information is i2;laNle in the dissertations teaching sv!-!c Ip npdaenand engineering reDorts quoted in the reierence section (Oswald. 199i. tHE SYSTE!N1 In their most effective, reliable and economical form AIWx consist of a seriesof at least four ponds, eachdesigned to nest perform onC or more or he >7j7 'Professor of Environmental Engineering and Public Health, Department of Civil tfuboishedby the Engineering. 659 Davis Hall, University of California. Berkeley, C31ifornia 947 0. Anrrictn 5exiely ol Civil CnqinctiS S4*s ftast 4 -.In StSeet Mtew Yurk Merw t&ek 1017.2NYd SUPPIAN(; WATER AND SAVING ENVIRONNMENT j vasic Ireatment processes(see Figure I . First is 3 Facultative pond vith an c- aerobic surface 3nd an extremelv anoxic internal pit for sedimentation Jnd fermentation. Annerohic microbes in the pit are protected by surrounding wa!:s or ,::Cr * .t lerms from the intrusion of :old surface water containing dissolved oxygen. Raw M$Sg r'H'OL sewageis introduced directly into the pits where sedirhentation and methane a :crmentation occur. Overflow velocity in the pits is maintained so low (see Figure l that suspendedsolids removal approaches 100%and biochemical oxygen demarnd at I BODUremoval approaches 7O%.The overflow velocities of one or two meters per da- 3r- !re!! than the se:tlin; velc:ities of helminth ova and parasite .ysts so most *- *e-e rerna3 .hen pit and consequentlyare permanently remoned from inc ijL u5S effluent. \ X~~~~~~~~_ - CWMYCAL-ftOM - 902 30 so 6 70 Bo to 0o . ' .* ws. .. r., . P151,202...... ABC? Ou-del. .. ?trfozt.Par SGtoetdSedira*tation -. fI5r~Tai xrf0MAV* Showing AIM~ OverflowRae tgs 1. An Adsced h 4 tomt s w .:t.r ' -' -*9'. ". - PendingSyst. (3_tlC -e) TAOUI Another potential benefit of anoxic pits is conversion of chlorinated SEDIMENTATIONOF AL&L.8ACTEItAL SOUDOS hydrocarbonsto forms that may be biodegradablein an aerobic environment FROMA PAOOLEWHEEL MIXEO HM31m RATE PONO. (Bauer and McCany. 1933).4 atk. pit ,OIu uits reducing _ . ievrontnm#. l en s torswu Mm whetreonly ash reami, hence . Mit?In.e a Pw Atsh-Pet Ort Wam_ irst eovlbttgbe Dalplui required for over 25 years. A P NEFI,UENT 5UPFtNATA#T SEtEO secondAIWPS at Hollister. Californis. evidenceslittle sludge build up after twelve JAN tts 0 I 93 years. FES 220 I 5 mAR ISO I 0 I The secondpond of an ATWPSseries is a paddle wheel mixed shallow APO a40 20 1 racewaycalled a High Rate Pond. In such a pond microalgaegrow profusely MAr 203 2. releasingoxygen from water by photosynthesis. This oxygen is immediately ' s a o 3S of available to bacteria to oxidize most of the soluble and biodegradable DOD J.oL 2^ tO 3 at 1i remaining in the effluent from the facultative pond. Algae produced during 220eat 220 j I 93 paddle wheel mixing are highly settleable(see Table I) (Eisenberg, 19S1)and. 2 . Is^1 Is ar.ftr itgal removal by sedimentation. or dissolved air nlotation (Krofta and Wang. 125 I aS 1984), the remaining water has a BOD that is lenerally lessthan 20 mg/liter. ts0 5 to Recirculation of algae-bearing water from the High Rate Pond to the Facultative w 60.6 Pond provides an oxygen rich cap on the ftcultarive pond. This oxygen quickly Slo 0*2 oxidizes reduced gaes emerging from the fermentation pit thus mitigating odors. 24 "M S ww_.a Aft.. £lsme..eg ltI3ll 76 SUPPLYINGWATER AND SAVINGENViRONMENT ; :'TCGRATED PONDSYSTEMNS 77 _ 16001 1 l \Vaters% emerrgnir' tram the belfiing ponds are sufficiently low in BOD 3nd suspendedsolids rto rercm:tte reaciiiN inio [he ground or to be used for irrigation- They will. however. iite;i ,uiaai,i ur, N;M'Ngreater than l000 per 100 ml and hence m3s recuirc - .iz! ::rc^,- prior to use. The rourth pond of an AIU PS 14 Z often called a Nlatur3mionrond has the dual purpose of added disinfection 3nd t_ i cnwtorageIfor irria3tint. The use of ponj effiuents l'or irrigation is more fully n) idiscussed elsewhere (OsA3ld. 1989; P3hren, 1985: Sheikh and Cooper, 1984i. A c- | recent publication b%the World Het!th Organization outlines major concerns anII ° 1200_ satety f3ctors related to the use of wastewater for irrig3tion (Shuval, 1989). r I Ac.crding to Shun' an t others the major danger in developing countries is 0 Ni2 CO; frn; rransmissiono.' neirnrh o%a. This is %irtually precluded bs the use of four ponds .U W _ , _ 1, in ,eres Added IO the need rfr four ponds in series should be an admonition 5 ooo0 FacultativePonds in against short circuiting which can only be avoided by alternating surface and Series50 Percentiles submerged intakes in pipes transferring water from one pond to another. AfterRamoni et.al.1975 .2 00 TABLE2 PERAORMANCEOF ADVANCEDINTEGRATED C 600 - WASTEWATERPONDS O ST.HELENA (Annual Means) (I) E 400 . pUNiTSP-RA STATION Percent , -_ , ,i2 t3'T et IS Removed .- ,; giB0'T._ zO, ; DAYS 0 1 20 10 5 tN EF _.;.. .. .:COO M 438 124O 7 32 3 _-.4. dO TOTAL C Mlhl 2tS a 50 7t i TOTALN Mg/I 223G a ag 4 eO 0 13 12 INF PONDI POND2 POND3 POND4+' ~~~~~~~~~~~~~~~~~TOTALNTOTALD mailaI 40 -16 132 6 5 94 ~~~~20O~. MUR NTI Figure 3. !:otal ChromtiumtRtemoval Due ?o0Alg&1 .(1) After M@t@i'1570 HOLLISTER(Anntyol I@CnMeans) (2) Grow-t. Mnd Sedizen't~ii0n In wastewa~terPondsa PA___A ___ OArs I__STATION Percent AsscT- * I ikYS 0 32 lo 7 Algae in the rec\ led waters tend to adsort anv he3vvmetals that may be present Soo I 'ii 0 I 7 _ I6 in the incoming ~a'ttetnd to settie in :hc taculttative rnd. thus renoving most of T S0' J.. the .insorbrminet.L fr)emn.e settletfaz in n. efluent e Fieure t1 (Ramani nnd S 'C^ e0.rr 33 34 42 Oswald. 19751. The third pond of the AIWPS seriesprovides for sedimentation of algae in (2) Atter 1012K,ars96s the effluent of the high rate pond. As noted atove a paddle wheei mixed nighn rate powndtends *., seh:: for algae t2ha!are set!!eahte when not in a mixing rield (3) E. Col (Nurdogan. !9SI; a11ll.101t. Algae which 5ettle tend to hibernate and thus do ' Approxinsits(Re3oen:e Tirme VaOes With Secson) not immediatelv decomposeor produce nuisance. In fact if two settling ponds in parallel are used. Cae or the ot-her can bte drained and dried ever thr orus Stat,om Key 1. IntwcntSew .c *--..lollistors Scnlng Pond Ethree years to remnove==n mlraedalgal Tludge-% Dried ailtaI sludge is rich in nitrogen. SttinKes IntuearitSee NobtesSeln Pn Elu.tI phosphorus,and potash and hence is an excellent fertiliier for fast growing plants 2. Fsuttive t e To Natural Otavet Perolation tNletting ;,nd Pine, 1c93S67).there is liStle echancCthatt dviredalgae would contain 3. HighRats Pono infectious orga2nism'lbut to he saf'eit shnuldonly b usedon ornarsicntalsand 4 Statng Pono S ta ThereIs No Surtan E0luent cropsvn!e evten raw rCaliforniastate, 19'8; Gunnersot et 2l_ 1984). 5- Metlration Pond -R SUPI'LYINGWATER AND SAVINGE.NVIR0NMINI' .xv.s.'.E !Nfr`-_PA!' 'OND SYSTLN.M- PERFOR\tI `C, . the aerubic surface waters. rhe huh-hle then emerte and the Tartic!es .V!th the:r i.,hering anntst ha::er:a ire tree -,i gain wettu doawnthrough the . I--1ris5ms Table ' prescnts performance data trom the A,iAtc. a; St. Niita M-crtn. eo ot' nluent sewaze. In :nis was the entire raw 3ewaee ilow is pa,ed :hroueh a !9 ^' a-. 'lc'isser ht r t . it is clear from these data t,1atshe ma:or %oluine of inten,e anoxic acti'ii% ,here cozh insoluble and soluble o mntt:crmaan: fraction ol' i3OD remOValo1ccurs in the facultatite punds atid. fro.n the Si. Iklena is adsorbedand ;on .erted io carb,n dioxide. water. methane anti nreenas. data. thit 1 mnaor friction of the total nitrogen is removed in he f3cuitathe Pond. T'. -osit;ie action in derut XFP vits is verv similar ro that of the Acli known il.,1li<"er'; hah inlatile disnived goli,isnriginamt fronm a paner eciarratio., vlant : itr!eniltx urtlow a.tot *c h'ankrtittoe '!:?AS2' rracrer s --- v: - 5i -- .^-^-'.lid& renriting heyond the f'tottltattve anri 4i&li -ite 7-ni i- ..- t-riv ' 1-n.o .,r It .NcQP, r -ki-_;r I - - ,-, -7 ± t; )cthtsannernbic and aerobic degradntion. Tht high rate ponds deonott mrnin!tannce even for a *hort time. ire ne7i?!:red.' -Sr, 3c-arWe roZ!-Sng renmo%ea great deal of BOD but contribute oxygenation to the facultati,e ponds with rags. plastic bagsand with compacted sludge or grit. anm hence require ana aid tn removal ot nitrogen. pnosphorusana carcon. Following algal removal rigorous managementinciuding f'aii sale pretreatment. freauent sluace removal the degree of pollutant removal in AIMPS is equivalent to :hat if mechanical and orter rnarteicnane. In ;he casc Al'PS. sludge removal is not oi;cn required, ie-ranJry t.rltIas with the 3dded benefit of signtficant ntsroien and carbon cicg&zng:s impossiole and maintenance is ninimal. Thus the main principies and removal (Table 2. St. Helena). removal of heavy inetals l-igure 3) .ant a dearee ot advantages_t U.%SBreactors are realized inmtd,anced facultati,e pi,,|ils with few fail sat'edisinfection (Table 2. Hollister) (also sce Saritaya and Sartei. 19S7). of the disadvantagesand with lower costs. DISCUSSTON ~~~~~~~~~~~~~~~~~~~~~~~Thehelminth ova remoVialprojected for fermentation pits is of particular interest in developing countries where millions of children are weakened by Neither Hollister nor St. Helena are complete AIWPS becausethey lack parasitesand consequently fall prey to childhood diseases. paddle wheel mixing in the high rate pond. Also residence times in the high rate ponds are excessive,exceeding the time required to aczumulate sufficient solar The economy of AIWPS results from a number of factors beyond operation energv to releasesufficient photosynthesicoxygen to meet the DOD. The high rate and maintenance. For example. consider the cost of reactor volume: reinforced pond in Hollister is mixed with screw pumps and in St. Helena with propellar concrete reactors such as settling tanks and digesters are likely to cost S350 US.S pumps. Both are a waste of energy compared with paddle wheels. The data in . . l9901 to S700 US,LI990) per m _ On the {ther hand formed earth reactorsare Table I is from paddle wheel mixed experimental 1;4 acre 10.1 hectare) ponds at : WsTr-fo cost less thai5tS W; IQrermn --atthundred-fold less. By using Richmond. and indic3tes the excellent natural algal removal that results from earthwork ponds. large reictor volumes can be created very economicaily. The gentle mixing. The interrelationship betweenpaddle wheel mixing and algae . microbes involved in treatment are, of course. unaware of the cost of their reactor sedimentation was first noted in high ate pond studies in the Philippines (Otvald - and, provided the environment is suitable and constant, perform as welt it et a1. )978) and was confirmed in extensive 4 subsequentstudies at Richmond * . .earthwork ponds as they would in the most elaboratedigesters. Alhossince they J (Eisenberg. 1981). Both Nurdogan (198) and Hall (1989) have studied the reasons - -- so little, eat"hwork digesters (fermentation pits) can be made iarge enough to ror improvement in algal sedimentation following paddle wheel mixing. Nurdogan - nrmitcomplete digestion and thus the elimination of day by day sludgejhandinpI; has found a natural selection for larger algae which settle in a quiescent field and * - for many years. Hall has emphasizedthe natural filaments produced by algae and their tendency to :: causeagglomeration of cells with consequentimproved sedimentation. Both CONCLUSIO phenomenaappear to be important in natural separation. Neither is related to the phenomenonof auto flocculation that occurs due to high pH in poorly mixed Development of economical and reliable AIWPS is timely becauseof the ponds resulting in precipitation of calcium carbonate. magnesiumhydroxide, and problems small Communities now have with financing their treatment systems. calcium phosphate. This type of precipitation, as well as thermal stratification, is The past trend, under government and state subsidies. has been toward complex prevented by continuous mixing at a linear velocity of about 1/2 foot per second and expensive mechanical treatment plants. many of which work poorly and ari (IS cm per sec) (Oswald, 1978). difficult to operate reliably in small communities and developing countrip- Now. most government and state subsidies for sewagetreatment are being 1J.reased or The energy required to paddle wheel mix 3 shallow pond at a velocity of terminated and economy is becoming a major criterion in the selection or i,2 ro.t per .econd is onlx about 5 kwhrs per lsecaur p.r Jay and e: ., in ihe upgrading Of 3 community's wastewater treatment system iiBsed on our rele-se '.--rnm water of more thin fOl. kg of dissolved us g-n1-_-per het..:ttre per !2v-- experience 3a St. Helena 'nJHoilister. AIWv when roperlym designeo. are not that ;s 29 kg !f oxygen per kilowatt hnur (kwhr!. This should be comp3red w:sh oniy economical and effecti;e. but alse attractive and tuisance free. For mechanicalaeration which normally transfers one kilogram of oxygen per kwhr communities in the sunny part of the world. AIWPS can provide a new ooportunitv i.;ini:h, 1973), The energy savings is thus more than 10 fold. to ha'e adequate. sintple, reti3ale and nuisance tree waste water treatment wiht signit'icant opprjrtu5ilties 1,or reo:,_iliation 3an environmental enhanc:ornent nan at a The phenomenathat occur in the fermentation pits of facuitative ponds are price most communities qhoXid be ableto atfford. 3omewhat unique and deserve consideration. Quiescentsedimentation is oni: the tirsi reaction. Apparently then, in the intensely anoxi; *olume in a pit, surfa.es ACKNOWWLEDCi%FNT of all sortsof solid particlae that settle from raw sewage becomepopulated by acid forming and methaneproducing bacteria. As gas is releasedotn their surfaces, the I am indebted to Rose Ann Nitzan for typing this manuscript and to solid particles become buoyant and tend to rise due to the attached gas bubbles. If Patrick Oswald for preparing the tables. the pits are sufficiently deep (5-6 meters). the gas bubbles expand as they rise and usually will break away from their attachment to the particles before thev reach (PP.'7;':. '-VTER ND S VId '1!. I O.N1: I) \F I tWNRATt.D i) Nl SYSElt Is P. R. C. C o! ferl,in R S J-artteq 1 1S4 4'Wastcw,rtereff'!uen reuse ur B,er. C. J.. and P. L. \ICirtv f !408i) Trmntform3tion of I - and S- carbon Rcu e..W..e..Re..e..m..sium...l Prc%-Ine2 5!-ulv. in R 4i- pi ii't;nr;-,S Nre halogen7.:edatlrph:rti. 'rgan!c .omrounds un¢!errneth3r. geni; olndiQ "s. \ atzrworks Assuciattun ResearchFoun.didJon. 6666 Q6uin.n:. '' em er, e! Fn,rr.onmentril Nfihobiouoiv. 45,,P.r.I86 Col;r3do. USA 30235. 1;^'!tntl*.r Iz4S '.ash'wateri rCd3amtI:cncri-ari. An \C !'rnrnm:ne Shu.-i. Ili; !S R ::r-:l for. Fn 7beter crnlilde!ines in Humnn Wi;Vteq Heltrh C ;I' r,.i m.,t,2i'.ir:fnveCode. T!tle O%L ;ion ,. DDi357 to ioj9. State Tt;` t7C l: SC - :md a uidurAu'a.- :8-1 ;OI"t '.i i) Cai.r:; .. :. Cepr-rn_r., sf Herth Ser%ie'. S.nnivarvFr- inŽern senn ! ... t 5. NIanl P?SS.- i p. t. Ur!m m. S!rsfe i r .. .n .... aerkele\ WaVy.Berkeley. CA 94704. USA. Si;:. rland. E' nhrem Din M1.(1981) Proauctivity HarveYtabiuit Sm Fermcn,_ , * Smith. Rohert I1973) E!e-tric31 Power Consumption for Wlstewater Treatment. Nlicro1:!e in Paddle V.heel Mixed High Rate Ponds. P.L.D.Dissertation, EP!i-R'- 3-`', pfge 79, N3tionali En% Res.Center. Oinc:nnrt,. F,ntiu !aS. Unt%erstixof CaliCornia. Berkeley, CA. S-i:.enb.rum. .like. ed. f1985) Anaerobic Treatment of SewAgt.' Nv. E.E, Gunrertvn. C G H. 1. Shuval, and S. Arloscrof (!^.i. He:0!;h-tTe;; . r S.SS-5. Proceedingsot a Seminar Workshop neld June -:_ - at waStew3ter irrigation ind their control in deve!!,pirvg:ountries. pp. :576- :cQ-. lj niersitv of Massachussettsat Amntterst.Amherst. NljssachuuKetnui:03, in Future of W'ater Reusein Water ReuseSymrcsi.rm Ill. proceedinpc. Vol. 3. American Waterworks Association. ResearchFounration. 6606 Quincv Avenue, Denver, Colorado. USA 80235. Hall, T. W'. ( 19S5)Bioflocculation in high rate algal ponds--implemenintion of an innovative wastewater treatment technology. Ph.D. dissertation. Universitv of California. Berkeley. KrOft3. M.. and L. K. Wang (1984) Developmentof innovative flotative filtration svstemsfor water treatment first-full sandfloat processin U.S. parts A.B.C. p. 1;26-1:64 in Future of water Reuse,Water ReuseSvmposium fil. vol.. 3. American Waterworks Association ResearchFoundation. 6666 W. Quincv Ave.. Errata Denver. Colorado. USA 80235. 2 NMeron.X. (1970)Stabilization Pond Systemsfor Water Quality Control. Ph.D. pg. 75 fig 2_1ower scale gal/ft /day Dissertation, University of California at Berkeley, pp. 318. Metting, B., and J. W. Pyne (1986) Biologically Active Comrounds from .pg. 76, 3rd. ,to last lineC(Metting and Pyne 1986) Microalgae. Enzyme Microbiol. Technology 8, 386-94. Mosquera.J. F. (1988) Performanceof Advanced Integrated Ponding Systems. pg. 78 Discussion 4th line photosynthetic oxygen Master of Engineering Thesis.Sanitary and Environmental Engineerine. Uni'ersitv of California. Berkeley, California. pp. 1-84. Nurdogan. Y. 1988) NMicroalgalSeparmtion from High Rate Ponds. Ph.D. Dissertation. University of California. Berkeley. Oswald. V'. J. (1978) The engineering aspectsof microalgae. In CRC Handbook of microbiology. ed. A. 1. Laskins. pp. 519-52. Baca Raton: CRC Press. Oswald. W..J.. E. W. Lee. B. Adan and K. H. Yao (1978) New Wastewater Treatment Method Yields a Harvest of SaleableAlgae. WHO CNronicle. 32. 348-350. Oswald. W..J. (1988) Microalg3eand WastewaterTreatment. Chapter 12. pp. 305- 3'. in \hicroralel Biotechnology. Borovitzk3 and Borowitzka Ed. Cambrdige Unimefs.r. Press, U.K. Uswald.V. .1, 989) Use of WastewaterEffluent ;n Ari,u;i tu,c. Des2! nization '7. 7-S0. Elsevier SctencePublishers. B. V Amsterdam. Netherlands. Oswald. W. J. 11990)A SOllabttsof WastePnd Ftindamentals. Environmental Engineering and Public Heaith, University of California, i erkelev. Pahren.H. R. t 19S5)EPA's ResearchProgram on Health Effects of W:!s!ew3rer R!-u,e fe.r PotablePurposes. Chapter 10 in Artificial Rechtargeof Groundwater. TaKashiAsano Ed. pp. 319-3.28,Butrerworth. Ranmant.R.. and VW.J. Oswald 11975)Studies of pond perf,:rmance and pilot i!3ga separationat Napa sanitation district, report by CSO lnternationai to Napa sanitation district, 950 Imola Ave. West, Napa. CA 94558. Sarikava. H. Z.. and A. M. Saatci(1987) Bacterialdie. otl' in waste stabiiization ponds. Journal of En'.ironment Engineering, Vol. 113, No. 2. p. 366-132, Env. Eng. Div. American Societyof Civil Engineers. Page4 SmarlFlo e 1GECHNOLOGY.-. Pondingsystems treat wastewater inexpensively byEdwin IV.Let,. P.E. Er,rii 'rtn th:ie: arrrh,r'rofdsrJilowsaricle sr fs.lmptpf aria dcondlconsulAphet |-en'e' and alsDrisflfiiiar'id ath 5wanson.Viswrrld) and AseJinatisin Marirntr. California. lc|e previmly woired asan environmenstl eagineerwith the US. Bureau o(Reclmaeieonin Sacramento(Cobj.rnia. and asa sanitaryengincer with thelorld ffealnhOrganizati.n in the Philippnes. lie ret eivedhis bachelor'sandnasr's degreein clriltsanirary engtnntringfrom th Unitsersity f Californioat Berkle,.,. _ Tueintegrated pondiing system is a low-costadvanced waste treatment process fot ;V. -` municipalsewage. oqgaic iindustrial waste. and organic atiturlat wate. red sinp-i_. ily. economy,and tla irrospotential of theAdvanced integrated Pondittg Syst,m (AIPS)nuke it atir2cliveto thosecontmunihies wishing Isotnsforn polluting wastes Into Ad asseitsatnitrinslcost. low capitalcost.tigttrelibaltty. and lowspertion aind tuiote- nancecost favor theuse of AIPSover conventional secndry nd advancedwat treattentwherevcr climate aid Isiid availabilitypernitr Asshown in Figute I. an AIPS Involvesa selectd sequenceof ponds ah pond is sietifically designedto accomplish,by ntnuralmesn. oneor mre stallopenitloas In - stgtedprocesseskadinguptoadvtncedevels@f te thab Then wgotgid a ntegrationis selectedtott ie the objectivesof hesite spedficprt$ecl SeConday AtNsedet kedx AIPSIs 1ielssalr.CirntIei thatsvfens ealowns of 1e,0t0 aprot. ruttnentcan be achitved with a deepfaculitaive pond followed by secondarypOds Ln Ayh * as t r tige. ilsuient nmovaland bionitsssrecl nation cmnbe achievedwithted lusrtlos Of peciracallydesigned ponds. etotstructioncosts result aitnly(tone itic tsinitnizatiin of useof reinforcedconcfetc loidgeand grease tiovala1 are ccomnplishedIn deep fwslskatlve ponds wkh specdal bull- sasuawuesby usIng tomned eafi. ideep pit di;ge,s T,ic,cnr,otcrlt,r and attainpartianaleidton in thes pondssupple* Loweroperation n maintenanceclots resull tti,: emnry oxygencan tE iuitroducedby recircultilng highly-oxygenatedefsTeir gmm * Elimitnai of day.by.ly sludge handling: Integratedpowis aredsigned so allow, s(lowlyICciPcutitd algal ruv Ithunits teured ttighb-te ponds,"the satndary reainsluge In dotdeep In- ttnddicssters est manyyeass. Sludge volune Is its of the system. blirroscoiic algaein the hight-ae poWndaseslarw enesgyto asntai- theeby educedto a minimunitin prolonigeldigestiott. the residuslsludge is ously accomplish,rhosilrinfoelic oxtgel, production.high pil disinfection,atnd nnriet relaielyi enditsvolurme il Disitoeslisnotistajuoperaional notsovlBacteria in thehigh-rate pttd use oxygenpsoduced by algIaeooxIdtzealliota problem. maonreicttcuy organic substances.Following itidatoi iinthe high.teu poi bot * Decreasedenergy requiementcs Energynecds tot aeration,sludge sandling.an. e andbacteris biomass should be separted (to the keffluent digestiontamdecreued. Each pound of mticrorlgaeselesses 1.6 prnwls rfoxygen. which is dissolvedIn waterand thus aviatlyssuable for bactetial uxidautit gal-bacterialsepanstions areaccomplished in seftiasyponds specially designtd to peimh of wastergaic matter.An acreof algai culturewill prodice 211 lbs. of useaAc,- ural sedimenualiwoof algae produced in the high-ate pond. Natural esedetraioIs dissolvedoxyten eachday. eqtuivalnt o ItErOhorsepower hun of dcitanical cletrtedby a slf-indutcdbio(llcculationprocess. Remoalvaindretsuoapontiosf weratim T nakrstta encty requirementis 1/10 kilowats4our pet kiilgua tseif allac biomassmsy be neededfor seedinginte the primaurypond or higShbtepond BOB. rageof treatedwster for controlledreuse is provIdedin quatemnaryponds called * cras ettagycost ht sludgehandling: Sincesludge is retainedIn spectially isuration"or siorageponds." Storageponds aay be used top tefish t designedpit digestersand renains thec indefinitely;daily transferof sludgteIs s nsiof aquaticlife ildestred tlie wiitricoing liriif i atscsahsffitclte necessaryondencrgyneeds fr. stridgctrans(ie are eliminated. Also.becaus i uscraehwpu ia odfor gniolf-gft eirechaFe, or tdigstion pmrceedsover yearsof tine. helatig andmiting of sludgeSuc nwj - ~~~-- .ii~~~~~~~r~equired. fushe reducingenergy requteiernrs. Dtecrasd etmaoe requirenrents:hiirerniiationr of elecirmncchtaical xondsof the integrsetdseqrares air designedto utilite aturl deconpstihlon equipmentis anintertat parttrf ite sysicin rlesign.Thir also minitriies tgclcrrieal eases.W ). OsuaId.11.!).. Uiivsity of Califomri s Sekeey. ha studieddtese persotnelrequired to operuteand maintain equrpttns. essesand develrsped the tysternduring more ihan40 yean tofresech. Thleelinet lhealh-rltated tisk reductionadvantages or Iniegratteponds incttlud sy attainedIn suchpttx ling sysretassis comparable to the efLuentderived from * Minirio. f opportunitiestir canyos cr ol Intestinalpats. ptlors.: nen planu incorporatingcompitc advancedtreatment stagts costing severad tit ss hacericaad vitat in effluent streams, liis is accomplislicdby providinghiig 1. detentionpeiods for skidge In thepit digesetrs.shortcitcuri ssaeggutlds.tigh pt mursuceof Alt'S can bc expectedtD reducepoliutnrts in ihe following rangrtr levelsie secondwyponds, snd efricient deprtion prceses. -Minimiztion or eliminatiotnof the neeilfrrr chersticrldishinection of elfurrnts BOD 95-97% whh &resultafn increase in reliability anda dkecasehi cost. Tic p.stmntistIISTaIars COD 90-95* of mutagen.eratogen. and carcinogtn pruduction in the final tifluent by consue- Total Nitrogen 90tional disinfectionprocesses can be avoided. Total Phosphorus 60% * Removalof heavy etals though co-precipitationand sedlimentation. MPN - E. Coli 99.999% With regardto environtntail Impact,ihe mnajoobec*tion to wastestabilization ponds of s#tadvantages of Ieiterated ponds over conventional treatment processes result conventionaldesign has been the produtiion of odorsat certaintimes of theyear. iheir fromlowet construction costs and lower operation and maintenance coats. Low largeland requirements, and the prmsence of suspended algae in theireffluents Alps USEPA Small Flows Oct. 1990 Oaober 1990 PagS5 FECHNOLOGY_ KEYTO NUMBERS ON FIGUREBELOW 1 SCREENING& GRITREMOVAL 7. PADDLEWHEEL MIXER 13.ALGAE HARVEST 2 DISTRIBUTOR S11.HlH RATEPOND 14.LOW LEVEL TRANSFER 3. FERMEtlTATIONPITS 9. HIGHLEVEL TRANSFER 15.MATURATION POND 4. FACULTATIVEPOND 10.ALGAE SUBSIDENCE CHAMBERS 16.HIGH LEVEL TRANSFER 5. OXYGENATEDWATER RETURN 11.ALGAE SETTLING PONDS 17.WATER REUSE 6. LOWLEVEL TRANSFER 12.SETIIED ALGAERETURN IB. SUPPLEMENTARYAERATION Figure1 Advanced Integrated Algal-Bacterl System for Lquid WasteTreatment and Oxygen,Water, atd Nttrieit Recoveryor Reuse :reomeihese objections to s considerablcextntbeca t they redesigned to5nLutinize Efiluesi ltt orntge porameotten suital,le for aluaculturC developrent and itigados sizeof theland for podis.to avoidobjectionable odom md lo rtnsov lgae. oI foragecmps becase: * hem (re of passiteova nddependably low in coliformnand othaer enlrie landoccupied ty properlydesigned ponds will: baclesiidut to high pH disinfeclion in theprimary and high-atme pond and long Prvideopen space anid aitheWic views. considered essuenl In omtsr y de tiedruin to sysem. planning. * rhey arelow In mhrogenandphosphorus and will notover-fenilize. Permidevelopment of aquiculture and wetland habitat. Beeuily asdinexpensively tersimable, usualy at a highly pprcited land Mlmoalgaep iedib egrsedponds hove grenl Fotential for: value,should future developmnts lead to altmadvecompui tr eatrucemUetlhodS * Deveopne asa high-proein feed suppleFreslt far fish. ehicken. swine an naminantE eciionableodors aue avoided in Inegicrtedponds by * tJses a liquidor solidfetlilizer for rapidly-growingcrs: * Assuring1h1 onset of slialinefermentation, wehcs detits odor etmissm in eh * Useas a aubastte (ormethane fennentation. primaryponds of thesystem, by controlled st1n1-p procedes. * Exscaiomof iLpims andcolh ids. * fPtovirlitig*ttrpls lu°yi en.ut aell aualgal seeding.trugh trecreultliortof high- ritepond ciluent to Ihesumface of Irhe primary ponds. whenever low dissolved Tottnaanrze. a properly designed Advanced Integrated I'inding System can pguvide oxygenlevels in thepinralry ponds indicite a need. wate managenwmand recmtion thatis ne reliabl. econoarnical.andenvimousnme- tally-soundthan conventionI sysnens. I harvesingis prnmotedby: * Naturalbiofnoctiltior of algaein pmoperlydesigned tnd mised high.rate pords. Rtlertea * ligh utruentremovals that enhnce sedinsentation ud retardadditional sisal OswaldWJ. 1197)Larg-ScaleAlgaeCullure Systems; Eiginetering Aspects. In growthin receivingvaters. Micro-Algali iotechnolgy. Cbhaper12. Borowitzki. it, anid orrowitija. L cii,. Cam. rdvancedwaste trtstment procsss should be considered for useby: bridgeUniversity Press. New York. * Anycomniuriiy involved tsther in developing new waste treatme and disposl OCwald.WJ. (1981)The Role of Algaein Liquid Waste Trearnent and Reclanation. syemsor in upgradingteir presentitreatmtnt sysem. Choapter12. pp. 255-281 In Miroo/ars andlhumn Affairi. CA. Ianb andlR. Wual- ; Comnmunitiesin aid or semi-aidarteas dsiring to pracicewalewvalr reclama.- edsCAmobidge Univenirty Pns. New York. tion. Oirgnic industriesrequiring independent waste disposal systems. Oswald.W.) (1989°91Itoduction to AdvancedIntegrated Wastewater Pondin5 Sy3sems, * Animal feedlots dairies,and poultryfainu truiring waste imsgemstentnd Depainent of CIvil Esginieing.Univerity of Califomia. erkelty. nutrien recycle. - Comrunities wIth sufficicnl atmounusof availableland. !1 1,-Ii ld. Alternative VVastewater Treatment: Advanced Integrated ;'!!Fjj!> i; - Pond Systems .X ri.iI. 11 AdvancedIn conceptand simple in design,a new^waste water treatment 1pp;t~i.ttII~ . 1 I2 Ir technologymay offer a solutionfor communiltes beset b.yi ilensifying costconstraints and water quality regulations. Why not build n sewagetrcatment thinking. In cr .in6oItim sl plants, for facility tilat ust_smuch lfss energy exampiv.acr af ii (it1 ii constimes ihania coni'enlionalotne and produces 60. or invi * l h e i'lt rical energy ntoodors, especially if construction, usedliii n asfrirvalr -xiclzament. In con- operation,and maintenancecosts are trast, mmiroaillic in an All system alsoldrantaticallylower?niis question provide dIi,.s(eo.lvd g.n thrrough iaily occtir 1t many who have visited photosyuil rsi.. * tilriantially reduc- tlie Waslw-tvaterT'reatment anid Kiecta- ing ele(Irical nmonuition. Not sur- mati(mnI'lant in St. 11elena,California, prisinghi lIles'-sSunis ateoptimal particularly tovisitors from commoiliu- forsuilthclt * omnilnluilmle. nities f eliug pressurefront federal 4 I mi~r0 fin anidstate environimenital regulations. "At St. Ileleim. %eve proventhis a.~ 1. .t l Pwlehil .,,,-. 1 1ttil k.nl ;l*techninuloyy wilh, in nirmkablequality ,,, ." ,1:I , Itttt11 -s111"K ., rI"14 Ite, C1,i, /#wt oq ,I *doi."r,,I liasedon tileconcept of Advanced of treatnw .iv" -vav,t .teinngeMilaneq, 'in,, iiHg. no:,r' art,nineovwflf ie : IntegratedlPond (AlP) systems(see chiefopie alr iitt ic plfant."The eco- '.*,nl t..rl tic niiry:lglg pt,. 5 fordescription), the St. I lelena nOmics(if Whal it tilla[i to put oneof t toitin d cmii r r,nlh,r thfirs 'I plantmarks a radical departure from thesetogVtlrr1r jLP.I ma kesgood finan- *-riifirct d r otnt ni. conventionalwastewater treatment cial sense.Tis SIIhoultlreally be the technologvof (honictltI smallercom- munitivN of 2(1110to ill)l people." "All' tn'nirrrnn)tg i; t it limiltedto 'k .g7 4. , Ct'. 'I ,~~~~~~~~~~~~~~~~~~~~~~~~~o.,v Sflilll Iiiriiiiiiiii' '%, liIZ\; (.\ l,csCo}st . ,.->* * gt;-S, i; ' ^- - compari.;nAs ' ithi othel treatment metlo(lq lenidto [nivorAlP systems in manv lirger w,lnTirrrmities as well," saysS;aintly XValk'r, I )it uctorof ! eI .iiSp ri'al t! tlit'* lt' a': comrr PlVF'irinI(ri',ld- m gi . i f1'iF i iri ~~~ r . ~~~~~~MrimiAIt *x aftirtios t" "O uwi~~~~~~~~~~~~~nAl', c, I:^ syI,'! szI I{-II I9 t Constiuction and I EnergyCosts /rlI'dfl¢tslZolull I MaintenanceCosts I ~~~~~~~~~~~Apropezrly dclsig,nd All' ltaifn ( t?71'1Sflt1't}fol}l~ii I C- } (Goodfinancial sense begin,s with sioil (I (onsuLnes ablolt one-quarterto facility costs. lkCause solar a.enated oine-fiftli eliteergr of ca(oitveiitionii quatirlerto) omll -fifll file ponds are built of fornied earthiratlier medclanicalw-sfJv%vater treatment thanI of reinforced concrete, iliev cost planl I his tramnslatesdirectly into Efi"S of ii ( tJi'viltional about PY)times lessto build per cosi sa%ings. One significantsoLurce -~tCtl!flflicut wesi i'it'eie'r ctubic fool of containnmentthan do of savings lies in us;ingsolhr energy convc'ltiollal Ireatmentplil reac- ratherthan eOltlic il energyfor aera tors.The total pond areaneeded is i ti(on.Conventional plants aerate by til'ifl~ii) t /lltnfltI II IS mucihla rlger thian that needed for a ushing,e-lectrical encrgy to blow or mix frarnslaltcs dIirectjl iUo conventionalplant, but pondsshould air bubble';into the wastewater.In an still costoinly one-third to one-halfas All' ss;sten,alg ie usesolar energy 'iiiticli lbuild,Io according 14)William an(d tihotosvnthsisto supersaturate ()swald,O who designed St. I leiena's thie wlt'atsrwillh 01' toxygen thiat system in the early 1960s Os:vald is a microbes need IIn break down waste. prolfessol emeritis at [lie University of California, Berkeley (UC-Berkeley) "For peopli' wvh b1asvalways and inventor of the AIP system. thought in tel In I . 'inventional treatienit, il's It ind to understand P'roponenitsof the technology believe that you cman i alt' willotit any I that maintenancecosts for the new mechlnifl .vst t'ni," .oay.;Oswald. plantisate also lower becausesuch "Usiiig mn'el mcdl ;iraltion, yotu Coa;i of a ConvetmlionalPlant plantisniiimize the use of mechani- need about I kltu..',tt-liour of elec- ts. an AIPPlant cal eqjuipmentand require a smaller tricity lor 'at h kil(olgan of dissolved .olfivs thrvitsands inventory of spare parts and supplies, oxygen-l.In an AIl'Psvtvm in a good ___ $i ______| | Operatioin costsare reduced because climatv: vtiugel af,tir] 20 kilogranms ufflI' I | I the plants can be run with smaller (44 pou1.nd11;)oif lxgierkilowatt- staffs hour, b uls' nour elnnergy is essen- tially frev. h1ai nerg y is solar Another important advantage of AIP energy. I . j: 4__ ...... _ plants is the small amount of sludge they prodtiuce.In these ponds, sludge St. Flelnii;'s plant still uses more --!t .; . ... . _ _ (fermenitsuntil nothing is left but a energy th in anloiiniatl, up-to-date '!smii voilunicof residue. I:ur exam- All' plod woiultd w(e ire. Tlat's pie, durinig27 years of opieration, St. becauses'. I ieltlo;i's plalnt,designed $2;,% l 1) lelena's wastewater treatment plant 30 years ago, uies t oiiventionial I; - t hasl mieverhad to remove residue. A ptimls to circulate water in tile pond t,51ll I ----- _ _ _ recent measurement at St. Helena whereaeralion lakes place. Calcula- showed tlhat in nearly 3 decades, ss l tions tI il nowvshlo Ite five-to-one -- X;!;R9 il t90l8 than I meter (328 feet) of residue had energy advantage of an All; plant, S2572 acctmitilated at the bottom (f the are bas('d on designs using paddle i__ll____ d j (leelpdigesler pil 1iis rep(rsntrts a whetels f(or circtulation.PIaddle wheels j Captiat Arnnual; Stlsubstanilti,albenetgfit inl zte-ilsof nwet-llev: aIe a priimyc lp Imtinologycom- cost operatngecst iing environmentaldregulations f r mrh used in comnercial algac- 1 1.cnventional pfanlt 6 AIPplanin| . . I 'rivernlcttialpt-.5 SOA MttC CA I,4-res-idue disposal. gro( ing operation;. P'addle whleel -g evi tal relationfricirctviimtic nhass end inctptnted in Show7nanliny iS t i ncst c meit1t#nrno an All ' sy,stemlhat l iC-Berkeievis ofcr.tilr'Ff jnIatetrQ lt 7' n,rillir, desiggiiig foi- a '.; I lerl'a-sized Iitt',-l II ,niih,n,tptl.,,t.,I,, *it wastPt.alelara P antiCali-l on at-fri-twit'S .7qil" 14,1,t. ifl,, fornia;' CentralVai hey.St. lelena .wst om.1ymm{ak inl *1r, ¢wfiday isak,l 1v,; ,tc ;ig (ouglierIiii iegi;iatioiis . *z,. - I| sliipi' andNh'hIt- fl(i irlIlm their 1iplaits. 1 t 1 t 0~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~'1 II Itt1III 11VI II.tr(t8 IIIL 1I SS ! liii ~.t(1i 'I I;I i; vf1o,net )IuI . s e t~ ~~~ ~ ~ ~ ~~~~~~~~~~~~~~~~~~~~~~l,t _ll .R Jt II, d II I, nidI to jSIll.are hi' ! Idd ill Iallge Keg' i~kn'i ''I 'tricter hilnil!; un adtitm, nll. 44 [i it heavy metal-s in ttl Ii',' t.f I:t.r f il *t 1', airation sewi'gc' i ar piriitat.d'r c1 andremain r~lf' re:i, fretiud. enil,erg toyyage it oa rt i.fr r . i tt. Wi a lo lyaaallsearralil tt uIlin Hi IIL iilt ilive pond's .l # oilf ! tiril1Sr. fIr tlarirl ! enrgycaii greatlyred uce the elec- dilgestir p it tricity cotmsuniedby an AIP plant, anothetlrsour-e o f ellerg), ( (8-itvi-iciy- Futrficr, mlit ii-ni, 91mhlas nitrogen genieratimiiiiro>ughi comnbustion of andl wlthln!:T511( LNIs MI tinaimage aqulatic ; methlane-couldeliiminate electrical ecolsy.,lemis hilt) v.:hiihl effluent may zltwercosits coimpletely. Metlilatie can be !isc h. r-d All p\1llantsare better ibe prduxced by fermentiig algae har- thani com-enelimaIlplants at removing vested from the plant's settlitig pond. these imriuiit,; Nilmgen removal (KCItIIS ill lh(- dligi I;fionl phase in the Conventional plants typically install facultativ ll(l In addition nitro- large taniks,known as digesters, in gen and phosphorts are taken up which sluditge and efflutenlt solids fer- anricontain-d by algae in the high- iiient to ptrdutic methallne.In an All' rate pnul. ( )sw,ldichampions the use 8pliaint methane from ntattiuil fermen- of algav bauiv'tedl IrormAW plants as taltilon in the digester pit couldIe cap- ferfili/vr I-uecati;' thenutrients con- ture(dat thiesurface of t[ie facultative tainfmdin a igavwnuldl be released ponI. IDev vloping a goxdl conmi'nrcial molle -l4Viv Ihian would the water- metI thane( captutre system l10rAll' sys- soluble hirmimsin chemical fertilizers eileisilntuler wav. Ihe lEnvironmiuen- and ths b I is likely to retur to t.1lI lingim e-iing and1(11Iz le,ulIlu ?&iz ene ' I.takc , ait tlill-c'anu in rtinoff. saLboratory (UC-Btrkeley) in Rich- minmond.California, is working oiil that de1h*1 p lenl wvith ftiundsfrnm the ( alilornia l:nrgy C((immi.,sion and tleC alitornialiistittite forI lerlgy iIIiiuienlzy. All'Psxstcmris ilo (,-emeedch,nvu,,ti. it't r,al , (li.tlt'sIiPn ii ;iiitirit illcr Ia- prfimm}ll .mid v-ti ndary tleatmnlllt ingly slrimlolwll 1t) l,tfB ' !S p'lin.t t killig patlkhogenllsbetail..' of says(;ir'i "'fotlc -w2itii'i2 It() natliuraldisirituction by higii alkalillity 3Ul)t'Y,ntf (v r coil"s nil Ilic fio(nt (nd al1ndtiltraviollt I.L)V)expostire. With Withw s,,,, (eugr(o (d I''rtti'r aIlilrv i- out a\li tilte tiuatrillent,efftlucut ternail i,itintiriuit il th,, lairgain, ito. fr(onl a tour-pond All' plant sliiiildl mal,' ha, rmrtwu% to put intr U!V tie stifficivitt to mnectthe moostiecttnt disinfection (r dis,,olv(d air flotation I't'i"n.. tie r'wlZsr(r! XWorldlicalth Organization rcnco- and. still otnut mialld (ofilt I,, r i(-fl/i a rr"nw,t, ,dtiu, m Illv-ldatlolll ( . rf f-itSI. firlr,' ilig pumnpkiiis,corn, melonis, flowers, Conclusioni ',aIrr l)r,fentr,,f 1n,lit_ roses,and more ilian 0.8 hectares (2 acres)of wine grapes. TheSt. I leh'na plant hos dermon- strated the All' cuncreptfor nearly SStill, not ev-enthe mosteIthusiastic 30 years Mm e ltiani W Ir/brid All' PrOponeiitsol All' systemsclaini tilat plants at iow cilrmn p ini elemenlts 1} i l theli!21 basic futir-stage system of ponds of the All' (or(chpt in tlhcUrnited I 4 i ll ' ealonecanproducec effluent meeting Statesand t t hnr -m itnI i,'s Most of I1 ' standardsfor drinkinigwater or for them,lik'1t. I k hcl i,plant,edue "unrestrirled" usessuch as swimming verylittle vitidigi%Malaiv of them usea pIop 1s and irrigatioin4of public parks. combination(it ninirttnicail and solar Aii All' system,like other treatment aeration,a nt.i'fit( thr' -till requires 'i uolncts, calnonily achieve these goals lesselecti it iiN tli il -; *univentional by additional treatment(e.g., disin- treatmeniatt if .I i I leia than kectioii,fillratiin, and solids removal), doesa s)-slum a' I ;ra'~I. I lelena's. ____ - --_ -- _------_ As the bvn(tliti(f All' wysi'ins rigAdi ancedt Initorated Pond System Concepts In YourCommunity becomemim v,v'Il 11r ii fi,however, theaccepto ( t,o f iitli,;lm% -co (st treat- fitthll! sw7tolt elpmlients used in AlP high-ratepond can reduce the needor, or m cctPin ititl Ii- Il -cowt a o-o(lyI in betr';nul in conpjimlrion substitutefor, mechanical aeration equip- poltical t 'i it 'tt;ifv'In a *nIionaetlinn vrar*e'tatra teltnenrrt mnent.The primary or secondaryreactors oologyI, crealt a h1brids)stern. andmechanical aeration equipment are regulati(ln*11u1 a fi ., l climnatein *liluitinrtlinse AlP elements allovws usuallythe most expensive and energy- wlhichcoii-lrit' li *,i,im6fifunance, o achievethe "lnrstof bothworlds" intensiveelements of a conventionaltreat- andopr valii w;'si; an' increasingly Iplaniinn awastewalter tieatinenit menttacil,Ly. And because ol the long impportailtitfiAt 11 i,pt niay ion. delentiontime of organicmaterial inthe provet( i"' tiheit kt,l WitIrio'lFgy echnologyhas benri arounfJ for facultativepond's digester pit, organic f(oruse lbv nrml oical 'xa!tewater I 40)years and htas beoll ap;plied in materialis completelyremoved from the \\ manag,er-.It uI'it)ers. Worldwd ha ee happledin wastewater.This sludge undergoes con- ;taleionsare nolw using sof e ele- tinuousdigestioni until only a smallvol- !;iAllationslechn,tolr u cingsoni ele umeof residueremains. Daily sludge do All' lechnolfmne,tmhcreating removaland disposal are eliminated, thus (Itreatiment systems. Giveit the aheii olradeirysvns isinq liscalpressitre on local govein- achievingdollar and energy savings s antithe high rapital costs of cont- Wastewatertreatment managers are fac- i21luastevtaler heatinent plaints, ingtoughier state and federal regulations Is believeinterest in AIPconcepts is alfectingthe quality and handling of J Ircreasing.Yotn cnmmitnilv may sludgeand elfluent lrom their plants. hata hibridappvwcli makes Ilre UsingAIP technology to design hybrid sense. systemsor complete AIP systems can .~amnple,useof a t3 arultative p d helpyour conmtinity meet regulations vnplowvusto (of e or1iminte e3lV andsave dollans arid energy-a win-win I iloYwycu todrawnsize or eiimtiinate IhPe situation. uyr or seorildaryreactor. Use ol a 4 lfescliplioli ol an AdvanceiInlegrated Pond Syslem AnAdvanced Iniegrated Poni( (AlP) sys- ilrlriilpae 1htertl't+ (ov-wlh ofal'gn t|Iemconsists of fourbasic types of ponds, alsoraises tthe alkalinitv of theviater. interlinkedarid working together. killinr.,pathogens Berause tire algae FacullativeI'ond(Pond #1/supersaturate thehiuh-rri)e pondJ withi Ihlefacultttive pondconsists of an open rer somuleofthis pondrsl ater ise pondcontainiiij a digesterpit. Sewage recirclatedto te ite layer i systemis injectedat the bot- ractltatiepond to bolster ito n enteringthie toni of tire where ~~~~content.thutsredJuringq or eliniiirating .tonof the digester pit, where sludge is iI. § l! 3 i | t permranenitlytrapped and consutied by - 1 l fermentationi in newerAIP systeml SettlingPond (Pond #3) designs,in whichthe water table is low Motethcn lrait tile alfrie produced in enough.the taciultative pond is about thehiu(ll-rate pond( settle oult. Sufficienlt 4- to 5-mieters(13- to 16.4-feet)deep. algaesettle ii tfrehiIlih-rate pond to I d c 1r I ic qr,vIrd I ipii zn. f-ir Thepond lias an oxygen-rich upper layer meettutal suspended solids discharge I .. il.ni r t if. I. I i,Ocn a. a about1-meter (3.28-feet) deep, which requireprenils heipsto oxidizeany malodorous gases MalurationPonds (Ponds #4and f5) risingfrorn the digester pit. Treatedwaler is enposedto tte sun's High-RatePond (Pond #2) UVrats and stored iuc irrigation and Waterfrom the facultative pond flows to dispo;al thehiight-rate pond, where aerobic bacte- riabreak down dissolved organic matter. Oxygenis suppliedphotosynthetically by IhiMgram1f tJI. Helenia's AIP System Iecirculationof 3 L I oxyqen-rictwater . i : l - T 1 i (- ) ( A~~~~~~~~~~fIi tt i ~ ~S - . ~~~~~~~~~~Fatulttreuud l 1|llv1- | | . i 't.t" tq4, J 1 iIlli-rata pond12 _ \f;bFj: 1 1 e 1 1 ~~~~~~~~~MatilraHeaII MaterotUon \i ______'____ pond*4 pond#5 !~~~~~ - -- - -. l }* I;' Settlingpond 93 Ef3uendIscharger t durinirPos wealr |~.. lmoirrigation I