MARINA WASTE WATER MASTER PLAN EXECUTIVE SUMMARY –JAN 2014

Waste Water Management RecommendationsMARINA

SECTION 1EXECUTIVE SUMMARY

The Marina represents the core of mixed-use development infrastructure and services. It will likely represent the densest zone of population therefore requires special management of waste streams. Unlike R1 areas where the cost of WWM can be passed to the consumer through micro-systems, the Marina village will require development-side infrastructure via centralized processing system and effluent management.

Economically, well-designed waste water management systems can be modular, scalable and enjoy good scale of economy. In the perfect world a system plugs and plays into an existing framework of known gallon per day (gpd) feed in a fully populated static environment. However, the marina will come to life in increments, starting with basic infrastructure for fuel dock, land fuel station, restaurant, pump-out service, public restrooms and then condominiums. This first phase will roll out over a span of 2 years plus.

Therefore, the waste water system requirement demands a package-system capable of scaling from relatively few inputs to the ability to manage the fully populated marina village. This must be done without compromising effluent quality due to the density of population and sensitivity of the marine ecosystem. Accordingly, Caribbean Special Protected Area and Wildlife best practice recommendations were used as a reference and a guide.

Fundamental and critical to waste water management systems (large and small) is the minimum and maximum amount of waste the system is designed to process. In the case of a 2 to 3 year population growth curve, the chosen system must be able to treat all volumes from the initial quantity of waste, i.e. the minimum a large scale system can process to specification. Accordingly, a modular scalable system proved the most effective and cost effective mode of delivery. The counter proposals ruled out were containerized systems and municipal centralized offsite treatment facilities.

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The estimated scale-up (turn-up) requirement of the system was based on the metrics of gallon-per-day output of population (y) versus time based on event milestones over the course of years (x):

Accordingly, even though residential and commercial infrastructure may ramp over the course of months (commode, sink and slip count), actual waste inputs and initial waste streams (commode, sink and head use) will likely be minimal, sporadic but increasing. For example, the first townhouses, marine pump-out and marina public restroom/ kitchen etc, will generate only a few thousand gallons per day. Townhouses may not be inhabited all year, and likely seasonally. Most centralized scale systems have a turn-down-ratio that is unable to accommodate such small volumes. Therefore systems offering an initial footprint that could be scalable were investigated based on the following factors 1) modular 2) scalable-expandable 3) ability to meet best practice goals (positive natural capital impact) 4) flexibility to take multi-delivery inputs, pressurized and hard-line inputs 5) availability of service, parts and warranty in country 6) vendor’s willingness to tech transfer the system maintenance, monitoring and troubleshooting to Belizean work-force (social-impact value addition) 7) simplicity of design, inputs and economy of scale

ENVIRONMENTAL IMPACT ASSESSMENT ASSUMPTIONS: Scope Liquid Waste in Marina Village and Marina per the Environmental Impact Assessment

The Development’s ECP is governed by an EIA published in 2003 and updated in 2009. The EIA forecasted that the Marina Village at complete build-out will be a total of rooms 939 for a total population of 1409 with a total water consumption rate of 56,360gpd (EIA Table 3.1, 2009).

The Marina Village is sited on 137 acres (EIA Section 2.2.1, 2009) with a total of 218 residential units and a hotel. (EIA Table 2.1, 2009) The Developer is currently considering the scope of the first phase of this scope (Marina Village Town Plan, see Annex 2) and encompasses the fuel docks (land and marine), 76 multi-plexes, 13 townhomes, restaurant, public restrooms Development intends to equip the marina with 150 slips in accord with the EIA Section 2.2.1.2, 2009 . The capacity of the marina is expected to be up to 300 boats each with an average waste water storage capacity of 200-500 gallons. Fueling service

MARINA WASTE WATER MASTER PLAN EXECUTIVE SUMMARY –JAN 2014

will be available at a single point-of-service fuel station that will offer pump-out service via a mounted pump-out with holding tank that pressure feeds to the mainline to the WWT plant. Offsite laundry service will be provided in lieu of on-vessel discharge of grey water into the marina.

Projected Sewage: Using the precautionary principle as described in the EIA, 400gpd discharge was used per person. The Development is requiring single family homes to include tertiary package systems that can produce Class 1 output effluent (see Annex 1, Figure 1), with the exception of the Marina Village that will have the centralized modular mainline system described herein.

In the Marina Village and Marina, the EIA recommends the use of a tertiary resort-package modular treatment system. (EIA Section 4.2, 2009) Recommended post-treatment effluents are BOD 48; COD 119; Nitrogen 3.2; TSS 90. The community Best Practice goal is SPAW Class 1: TSS 30mg/l; BOD 30mg/l; FOG 15mg/l; Coli. 126mpn/100ml; (Annex 1) Nitrogen and Phosphates to be taken up through bio-process gardens (engineered wetland) as has become the industry standard at Caribbean resorts. (Annex 3)

MARINA PHASE I ASSUMPTIONS: (Reference: Preliminary Master Planning Worksheet March, 2014)

ESTIMATED WATER USE - WASTEWATER PRODUCTION ESTIMATE: MARINAVIL-LAGE (average g.p.d. Per person = 100)

Location# of

units users/ unittotal users gallons per day

Residential & Hillside Lots 96 2 192 19200

Townhomes 43 2 86 8600

4/6 Plexes - (multifamily units) 153 2 306 30600

Residential Units (over retail) 38 2 76 7600

Retail (shop restrooms) 8 3 24 2400

Hotel - Rooms/Restaurant/Bar 40 2 80 8000

Gas station Restroom 1 1 3 300

Sundry Restroom 1 1 3 300

Restaurant & bar 1 10 20 2000Restrooms, kitchen, dishwashing

Boatslips (5 Avg. daily @ 50gal) 115 2 5 500

Total UNITS* 378Total USERS 795Total Est. G.P.D. 60678WWT processing capacity 100000

Proposed System Design for Phase 1 Marina Village

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System Description: The waste water treatment (WWT) system is designed around a modular-scalable Sequence Batch Reactor (SBR) tertiary resort package system as recommended by EIA Secion 4.2.2 Update (2009). The system outperforms the recommended standard and will be disinfected prior to discharge to produce best-practice hygienic SPAW Class 1 discharge water to an irrigation pond and public gardens (evapo-transpiration (ET) field) which will create lush green space, with biota taking up N/P. The pond will be a functional supply for the community irrigation water demand. (Annex 3). The system footprint will be potentially scalable to 200% forecasted capacity and provide irrigation water for the Marina Village. A principle assumption is that the marina will scale over 7-10 years to 100% occupany, eg. 20,000gpd initially to 100,000gpd at full scale based on a 200% precautionary principle. The proposed system is detailed in Section 2 of this Report.

Boat waste water will be managed via mounted and mobile commercial marine grade pump-out systems. Wastes will be held at a central holding tank and forced to mainline lift stations to the SBR. In addition, a Marina and Sapodilla Lagoon education program will be initiated and managed by the marina manager, staff and prominent signs and notices to include: advising mariners not to pump-out, advising of pump-out protocol; location of mounted pump out service center; location and scheduling procedure for mobile pump out service dockside and/or boatside. The proposed system is detailed in Section 2 of this Report.

MARINA WASTE WATER MASTER PLAN EXECUTIVE SUMMARY –JAN 2014

Public Restroom waste water will be either tertiary treatment onsite package or forced main pumped to lift station and ultimately the SBR. In either event the same critical quality effluent will be achieved and irrigation water used locally for landscaping for further biotic uptake of nitrogen and phosphate.The proposed system is detailed in Section 2 of this Report and Annex 1, Figure 1.

Storm water run-off at Fueling Station and Parking Lots have a high likelihood of hydrocarbon (gasoline, diesel, oil) contamination. As such fuel station and parking lots will be graded to channel water through drains leading to industrial interceptors and drain filter interceptors. These are standard in the industry and will be monitored, maintained and filter cleaned by trained SRWR Belizean staff. (a positive social capital/impact value addition) The proposed system is detailed in Section 2 of this Report.

Lastly, per the EIA Update, Section 2.2.5, 2009, a separate dry dock/ corporation yard outside the Marina will be used for boat maintenance and servicing. No servicing of vessels aside from fuel up and pump out will be performed in the Marina. The future dry dock facility and corporation yard will be where bilge, maintenance and other services with a potential for high intensity waste discharge management will be designed. Therefore, no system requirement is necessary to manage high density liquid waste or hydrocarbon water contamination related to boat repair or bilge works in the marina area.

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Section 2 Proposed System Types to Mitigate Hydrocarbon Contamination

In Marina Village Land-side Fuel Filling Station And Marina Village Community Parking Lots

Hydrocarbon Filtration Inserts in Drainsfor Marina Village Parking Lots Runoff Management

STORMWATER FILTRATION SYSTEM

Fits in Parking Lot Drain Units for the Removal of Hydrocarbon Contamination from Water Runoff

MYCELX Stormwater Filtration System:This device was designed to be installed in parking lot drainage basins. The unit worksin conjunction with an easy to assemble gutter system that works to catch the “first flush”of rain water off the parking lot which contains the highest concentrations of hydrocarbonpollutants. The effluent will be clear of sheen, oil, gasoline, diesel fuel, transmission fluidsand chlorinated solvents.

Technical Data:Capacity: 15 lbs. of Oil PollutantFilter Media: SilaKleen / ViscochipsStandard pH Operating Range: 4-11Max. Flow: 50 gpmOutlet adapts to 3” and 4” drain pipe

MYCELX Stormwater Filtration System:• Prevents harmful hydrocarbon runoff• Use in parking lots and heavy use areas to catch pollutants• Prevents oil and gasoline sheen• Unit can be mounted below grade for use in plant floors• Versatile

MARINA WASTE WATER MASTER PLAN EXECUTIVE SUMMARY –JAN 2014

• Environmentally friendly

Hydrocarbon and Solids ‘Interceptor’ Tankfor Land-side Fuel Station Water Runoff Management

‘Hydrocarbon Interceptors’ collect surface runoff in areas prone to contamination by gas, oil and petroleum grease. Once captured above or below the clarifying layer hydrocarbons can-not re-enter the clarifying layer. Most gravity interceptors force the incoming wastewater stream directly downward toward the floor of the interceptor under the guise of increasing path length. However this causes a "valley-peak-valley" flow pattern that disrupts the pollutant layers already stored in the interceptor, pushing them ever closer to the outlet. 

Because pollutant layers are stored in large quiescent zones in the Proceptor, it is possible to have very large storage capacities for fats, oil and grease. At full rated flow, most Proceptor interceptors and separators can hold between 45% - 50% of their volume in fats, oil, and grease. See more at: http://www.greenturtletech.com/

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PROPOSED SYSTEM TYPES FOR LAND-SIDE AND DOCK-SIDE WASTE WATER MANAGEMENT

IN MARINA AND MARINA VILLAGE

Marina-Based Systems for Marine Vessel Pump-Out of Liquid Waste

Education: Marina and Sapodilla Lagoon ‘No-Dump’ Standard Signage, Handouts and Notices:

Systems: Universal Couplings for Mitigation of Water Contamination During Pump-out Service:

MARINA WASTE WATER MASTER PLAN EXECUTIVE SUMMARY –JAN 2014

Fuel-Dock System: Mounted Pump Out with Holding Tank –Pressure Main Connected

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Land-based Mobile Systems: Trailer Mounted Slip-Side ‘Honey Pot’ Service/ Off-Load to WWTS

Marine-based Mobile System: ‘Honey Boat’ Pump-Out Service/ Off-load to Dock Mounted System

HDPE & LIFT STATION PUMPS

High Density Polyethylene (HDPE) was chosen as the appropriate technology for waste water lines due to properties that mitigate the risk of rupture that could cause contamination in populated and ecologically sensitive areas. HDPE has

MARINA WASTE WATER MASTER PLAN EXECUTIVE SUMMARY –JAN 2014

become recognized as a standard in the industry application for pressurized waste water installations. Cost effective, on-contour and seamless heat-welded without couplings provides strength and ease of installation. The SRWR and Developer procured the full compliment of equipment and technical training enabling installation, maintenance and monitoring of its own potable and waste water line systems. This creates a level of security regarding prevention of leakage or rupture due to the nature of HDPE and the response time of a technically enabled SRWR workforce (a positive social impct/capital value addition). HDPE is well known for its anti-corrosive, high pressure tolerance, surge tolerance, cyclic resistant, seamless high flow rate. It makes it the technically appropriate solution for forced main lift stations that will service an approximately ¼ mile radius of the main Phase I WWT system. Commercial grade lift station pumps at the Marina condominiums, mounted pump-out dock, public restrooms and individual units will move waste water under pressure to the SBR package system where it will be treated, disinfected and discharged into an irrigation pond, engineered garden public green space. (see below)

SEQUENCE BATCH REACTOR PACKAGE WWT

The centralized sequence batch reactor (SBR) resort batch reactor will process the black and grey water outputs of the Marina Village and Marina pump out effluents. The SBR is robust technology used throughout the world and relies on bio-enzyme and natural biochemistry to treat water for irrigation recycle. The system contains no filters and requires no chemicals and works off the natural cycle of aerobic breakdown of organic wastes. Further the ‘batching’ feature feeds back bio-enzyme charged water into the anaerobic portion of

the process and thus requires no de-sludging. Due to its modular by design profile, batch systems easily allow for the addition batch chambers in 5000 - 10,000 gpd increments. This is ideal for the forecasted build up of the Marina population. This system will be housed in a structure at-grade, for ease of maintenance, installation and expansion.

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The Marina will be a system mainframe of 10,000gpd able to gradually increase to 50,000gpd and possibly 100gpd using the ECF-WWTS-Anoxic/Aerobic 10K modular framework.

Stage 1: Receiving/mixing tank - sized for short term expansion with adjustable injection to treatment. This can be concrete or a battery of 5Kltrs Rotoplas tanks to meet inflow.

Stage 2: Anaerobic - sized specific for 10K gpd increments and grows with expansion (this stage is critical as it eliminates all foul odors)

Stage 3: Aerobic - sized specific for 10K gpd increments and grows with expansion (flows control is maintainable for micro organisms digestion)

Stage 4: Clarification - Sized for short term expansion

Disinfection - The type of disinfection will be decided once we know where the treated outflow will be discharged.

Storage of treated water – may be stored for two days if repairs need to be facilitated at the discharge lake but will otherwise be discharged into the irrigation lake daily.

Final design will consider the maximum footprint of the expanded platform, made from form concrete and housed for aesthetics. Tanks will be high density polyethylene, industrial grade R-20, in a three level platform.

MARINA WASTE WATER MASTER PLAN EXECUTIVE SUMMARY –JAN 2014

The envisioned system is currently in use and functioning to specification at resorts in Central America and Mexico . A social-impact value addition to the system is its ability to be designed, installed and maintained in country by e based companies willing to tech transfer the monitoring, maintenance and design capability to SRWR’s Belizean workforce.

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IRRIGATION POND/EVAPO-TRANSPIRATION PUBLIC GARDENS

MARINA WASTE WATER MASTER PLAN EXECUTIVE SUMMARY –JAN 2014

Annex 1:

(Except from Sanctuary Belize Best Practices Executive Summary: Waste Water)

OVERARCHING FUNDAMENTALS OF THE WASTE WATER CRITERIA

Both Belize and the United States are signatories to the United Nations Environment Programme, Car-ibbean Special Protected Waters and Wildlife Treaty that will come into effect in 2015. It will impact the National and CBA waste water output protocols for residential, commercial and ecotourism in Be-lize.

Specific to Belize were the findings that its “high water table encourages draining septic tank ef-fluent directly to canals and ocean for fear of contaminating drinking water supplies” .... as well as leeching that is causing “high coliform counts in coastal waters.”.

The following excerpts from Article III of the Protocol explain some of the general obligations:

Each Contracting Party shall develop and implement appropriate national plans, programs, and mea-sures. In such plans, programmes, and measures, Contracting Parties shall adopt the most effective means of preventing, reducing or controlling pollution from land-based sources and activities on their territory, including the use of best available technology.

In its national plans, programmes and measures, each Contracting Party shall specifically include efflu-ent and water quality standards taking into account available national, regional, or global standards and recommended practices and procedures adapted to national circumstances.

Figure 1: Recommended Tertiary Sequence Batch Reactor for Residential Application

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Annex 1 (cont.)

Effluent Critical Quality Assumptions and Best Practices Goals

BASELINE ASSUMPTIONS

The typical ‘Septic’ settlement systems (three chamber w/ leech field) Belize (Caribbean Sub Region II), produces the following outputs:

BEST PRACTICES GOAL PARAMETERS

The liquid wastewater criteria the Development will strive to achieve re its treated dischargeable efflu -ent adjacent to Class 1 Water* is as follows:

*Class 1 Water = those waterways and catchments that open to marine mangrove or Caribbean.

Total Suspended Solids (TSS) 30mg/l

Biochemical Oxygen Demand 30mg/l

pH 5-10pH

Fats Oils Grease (FOG) 15mg/l

Faecal Coliform 200 mpn/100ml

Floating Particulate Not Visible

Note: Standard septic systems typically produce 25mg/l Nitrogen and 5-10mg/l Phosphate. Reduction by at least 50% of this or best case to uptake through bio-mechanical enviro-transpiration (ET) wet field or engineered wetlands at 1.2-3.3 l/m2/day. (See Annex 3)

Annex 2

Total Suspended Solids (TSS) 200-300 mg/L

Biochemical Oxidation Demand (BOD) 200-250 mg/L

Chemical Oxidation Demand (COD) 350-450 mg/L

pH

Fats Oils Grease (FOG)

Fecal Coliform

5-7pH

80-120 mg/l

1000-5000 mpn/100ml

MARINA WASTE WATER MASTER PLAN EXECUTIVE SUMMARY –JAN 2014

Marina Village Town Plan

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Annex 3

Comparable Reference: Carribean Hotel Package Plants

Several large hotels on Caribbean islands repre-sent a population density too high for septic tanks to be efficient or economical. To avoid pollution of nearby bathing beaches, many of these hotels use small, extended-aeration pack-age plants.

Of the hotel package plants, the highest quality effluent was noted at a wetland treatment sys-tem for a medium-sized hotel. The treatment process includes pre-treatment with screening and settling. The wastewater then flows into a three-tiered, free-water-surface wetland system dug into a hill. The wetland effluent passes through a filter and then is disinfected with an

ultraviolet lamp. Monitoring data showed that the effluent BOD and sus-pended solids concentrations were typically less than 10 mg/L.

The extended aeration package plant is equipped with most of the processes that an ordinary activated sludge treatment facility uses, but on a smaller scale. All used a process sequence of screening, followed by an aeration basin, followed by sedimentation tanks, followed by chlorine disinfection be-fore discharge or reuse for landscaping. At one of the hotels, an equalisation basin was provided before the aeration basin. Sludge from the sedimentation tanks was recycled back into the aeration basins, with the excess typically wasted to a thickening tank. No design data were obtained for these plants, but it is estimated that most were designed with capacity to serve a popula-tion of 500 to 2,000.