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M M H S E E O ' E W S R D S A E ' V G K E A L L T F A O R E

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9 I R E S I R N L 5 V P E T W O L E T A T E I F E A L L L A E I C T P I H S L C B U M T C L M & T A O K N L U T Y B H S C C R E V G E E E P ROAD M D RW-3 L V T E L W N O R E STACY E R LANE O L N A I S R 4 A R T T B U 4 E I J E S O E LD BURMA E O N B U S O T D W S T E S W N A O D U R O I D D T R ' I S O N 50' T E ' H D R T 5 A 0 C E L Y R S A N O 2 A T W A C A E H T D I E C O S E A O V ROAD S V T L L RR E H E A E E T C D D D S T S . S WESTERN STORAGE AND A N O 7 O R

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D R Y A R E Z O N E M D 3 C T 2 I O 8" O E T A

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e OF X l i F system to new customers and the addition of storage will allow the UC to better manage flow fluctuations and decrease their discharge to the Indian River Lagoon.

Due to the increase in PUDs west of I-95 there will be a large number of new customers that could use reclaimed water for irrigation purposes. The following shows developments planned West of I - 95 to be constructed within the next twenty (20) years. These values are staggering considering that the UC currently serves approximately 500 customers after fifteen (15) years of service.

Development Available Services Venetian Bay 1823 Hampton Village 1056 Promenade Park 322 Pioneer Landtrust 1050 Land Mar 3000 TOTAL 7251

The primary component of the reclaimed water system is pipe. We have inventoried the existing system and the results are shown in Table #5-1

Table #5-1 Pipe Components Utilities Commission of New Smyrna Beach Reclaimed Water System

Size Length (FT.) 2" 833 4" 2,795 6" 10,976 8" 6,904 10" 3,616 12" 38,611 16" 10,607 18" 7,434

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Size Length (FT.) 20" 29,883 24" 5,821 TOTAL 117,480

5.2 AVAILABLE RECLAIMED WATER SUPPLY

The best measure of the available reclaimed water supply is derived from the Utility Commission’s monthly operating reports submitted to the Florida Department of Environmental Protection. The combination of reported reuse and reported surface water discharge should be used to estimate available reclaimed water. Recent values are shown in Table #5-2

Table #5-2 Available Reuse Supply

Available Supply (MGD) Month Reuse Discharge Total % Reused Apr-05 2.76 0.60 3.36 82% May-05 2.43 0.74 3.17 77% Jun-05 1.49 2.31 3.80 39% Jul-05 2.18 1.42 3.60 61% Aug-05 2.36 0.63 2.99 79% Sep-05 2.01 1.25 3.26 62% Oct-05 1.72 2.93 4.65 37% Nov-05 1.87 1.44 3.31 56% Dec-05 1.57 1.29 2.86 55% Jan-06 1.76 1.06 2.82 62% Feb-06 1.81 1.33 3.14 58% Mar-06 2.48 0.64 3.12 79% Average 2.04 1.30 3.34 62%

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The above values show that 62% of available water is reused. This value is the theoretical maximum without implementing supply augmentation. The UC has started developing practices such as the reclaimed storage pond and the concept of Port Orange and Edgewater interconnects. There will soon be customers willing to use 100% or more of plant effluent; the best way to serve these customers is by implementing augmentation. This would also allow the UC to decrease discharge to the Indian River Lagoon.

The 14 acre reclaimed storage pond was put into service in May 2006. During this month, an average 0.5 MGD was put into the pond. The combination of drought conditions along with this added storage allowed the UC to not discharge during this month.

Based upon the forgoing analysis, the reclaimed water supply that could be available is 1.22 billion gallons per year (3.34 MGD). The actual utilization is 0.74 billion gallons per year (2.04 MGD). During April 2005, the actual utilization increased to 2.76 MGD out of a total available flow of 3.36 MGD.

The reclaimed water flow history is based upon flow meter records, billing records, and annual reuse reports received from the UC. These records and reports were used to estimate the reuse flow as best as possible. Service group, peak month and average month flows are provided in Table #5-3.

Table #5-3 Reclaimed Water Flow History 2005

Peak Month Average Month Service Group (Gal/Month) (Gal/Month) NSB Golf Course 5,190,000 2,820,000 Sugarmill (Red Pond) 19,530,000 6,810,000 Sugarmill (Blue Pond) 5,760,000 3,210,000 Turnbull Golf Course 11,040,000 5,910,000 Hidden Lakes Golf Course 7,050,000 3,960,000

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Peak Month Average Month Service Group (Gal/Month) (Gal/Month) Sports Complex 10,680,000 4,380,000 Buchelle Island Dr. 3,210,000 1,560,000 409 Bouchelle 1,830,000 1,110,000 WWTP Irrigation 20,400,000 10,200,000 Residential Irrigation 30,000,000 15,000,000 Median Irrigation 33,000,000 16,500,000 TOTAL 147,690,000 71,460,000 Average Day (Gal/Day) 4,923,000 2,382,000

Based upon these records, the UC served 525 connections during May 2005. In May 2005, there were 15 days during which discharge occurred. The average volume discharged on those fifteen days was 0.74 MGD. Due to the recent opening of the reclaimed storage pond the UC was able to save all of this wasted effluent, in May 2006 there were no days during which discharge occurred.

The seasonal demands shown below do not reflect “traditional” variations. For our analysis historical average seasonal flow variations from 2002, 2003, and 2004 were used. These more “traditional” values are reported in the Historical Percent of Average column in Table #5-4.

Table #5-4 Seasonal Reclaimed Water Demands 2005

Average Percent of Historical Seasonal Annual Percent of Months Flow (MGD) Average Average January - March 2.17 105% 73% April - June 2.23 108% 137% July - September 2.18 105% 94% October - December 1.72 83% 97%

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In Table #5-5, we have quantified the supply of reclaimed water for the next six years. The analysis considers existing irrigation patterns.

Table #5-5 Reclaimed Water Supply

Flow Average Year Available Demand Peak Demand (MGD) (MGD) (MGD) 2005 3.81 2.60 3.90 2006 3.90 2.82 4.23 2007 4.00 3.04 4.55 2008 4.10 3.25 4.88 2009 4.21 3.47 5.21 2010 4.32 3.69 5.54

The preceding estimates are based upon a sewer and reclaimed water customer growth of 360 units per year and a peak demand of 150% of annual average.

Future flow demands west of I-95 are the primary concern for expanding the distribution system and increasing storage capacity. These five (5) PUDs will potentially all use reclaimed water as shown in Table #5-6. The addition of these customers to the reclaimed system could use more than the available supply when they are fully developed.

Table #5-6 Flow Estimate Reclaimed Water Distribution System

Future # of Future Flow Connections Estimate @600 Development Served GPD/Unit (gal/day) Venetian Bay 1823 1,093,800 Hampton Village 1056 633,600 Promenade Park 322 193,200

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Future # of Future Flow Connections Estimate @600 Development Served GPD/Unit (gal/day) Pioneer Landtrust 1050 630,000 Land Mar 3000 1,800,000 TOTAL 7251 4,350,600

The area served by the existing distribution system supplemented by the demand from the future developer installed systems west of I-95 will fully utilize annual average daily flow.

Conclusion

When the reclaimed water distribution system is expanded to include the PUD customers and future golf courses, and additional storage is added to decrease effluent discharge; the UC will be able to serve the following:

1) Service to units where infrastructure has been installed. 2) Service to Planned Urban Developments west of I-95. 3) Service to future small developments east of I-95.

5.3 HYDRAULIC MODEL

In order to utilize record flow data from 2005 and 2006 in the model, we analyzed each service area and its growth potential. We used I-95 as the line of demarcation between the east and west service areas. The existing average and peak month flow values were based upon an 8 hour irrigation cycle within a zone. As an example:

Average Use = 100,000 gal/day Irrigation Period = 480 minutes/day Irrigation Rate = 208 gal/min

Table #5-7 summarizes actual flow and Table #5-8 estimated future flows. The analysis assumes that peak demand occurs each day.

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Table #5-7 Reclaimed Water Demand

Customer Flow Flow Existing Existing Average Peak Average Flow Peak Flow (Gal/Day) (Gal/Day) (Gal/Min) (Gal/Min) -RESIDENTIAL Aldenwood Trl 7,750 15,500 16 32 Stonewood Ct 2,621 5,242 5 11 Gingerwood Dr 2,944 5,888 6 12 Airport Rd 17,808 35,616 37 74 Turnbull Lakes 20,504 41,008 43 85 Montese 35,644 71,288 74 149 North Causeway 9,383 18,766 20 39 -COMMERCIAL Pegaso 27,000 54,000 56 113 Airport Rd 25,294 50,588 53 105 Bouchelle 131,708 263,416 274 549 WWTP 340,000 680,000 708 1417 Barracuda HS 14,488 28,976 30 60 -MEDIANS South Causeway 15,754 31,508 33 66 Riverside Dr 18,871 37,742 39 79 Desoto 4,017 8,034 8 17 US 1 - Wayne Ave 22,633 45,266 47 94 -PONDS NSB Sports Complex 146,000 356,000 152 371 Hidden Lakes 132,000 235,000 138 245 Turnbull Bay 197,000 368,000 205 383 Sugar Mill (Red) 227,000 651,000 236 678 Sugar Mill (Blue) 107,000 192,000 111 200 NSB Golf Course 94,000 173,000 98 180 Total 1,599,419 3,367,838 2,391 4,959

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Table #5-8 Future Reclaimed Water Demand

Customer Future Flow Future Golf Estimated (Gal/Day) Course Flow Peak Flow (Gal/Day) (Gal/Min) Venetian Bay 1,093,800 300,000 2,591 Hampton Village 633,600 1,320 Promenade Park 193,200 403 Pioneer Landtrust 630,000 1,313 Land Mar 1,800,000 600,000 4,375 TOTAL 4,350,600 900,000 10,001

The hydraulic analysis assumed that pumping equipment would be available to provide the peak month flow.

We set a target allowable head loss through the distribution system of 30 psi (69 feet). With approximately 70 psi at the pump station, distribution system residual pressure would be 40 psi at the demand nodes. This is sufficient for residential irrigation equipment. The model was run with 70 psi at the existing and proposed pump station sites. Typical operation at the existing pump station is 70 psi.

The current and future flows from Tables #5-7 and #5-8 were distributed across several nodes within each service area. As an example the current demand of 2,591 gallons per minute Venetian Bay was assigned to ten demand points within the area. All flow rates were based upon an 8 hour irrigation cycle in order to stress the distribution system. This would provide 16 hours for storage tank refill, which includes on-site storage as well as in golf course and the Sports Complex’s irrigation ponds.

The eight hour average month pumping rate for the area east of the Interstate was calculated to be 3,800 gallons per minute during 2005. It is projected to increase slightly with full utilization of available services.

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The eight hour average month pumping rate for the area west of the Interstate was calculated to be 550 gallons per minute during 2003. It is projected to increase to 10,000 gallon per minute with full buildout of projected PUDs. This value assumes that these properties will receive service per Section #5.2 of this plan. This high flow rate presents an additional 4.8 MGD production of reclaimed water. This production rate is higher than the projected wastewater projection so measures will have to be taken to either accommodate these neighborhoods or the UC will not be able to serve certain areas.

As expected, the average flow during the peak month was significantly greater. During 2005, the average flow during the peak month was 133% of the average flows and there were a few days where demand exceeded supply. These peak month flows will be used in the hydraulic model.

5.4 MODEL CALIBRATION

A WaterCad model of the existing UCNSB distribution was developed. Actual pipe diameters and lay routes were used. In order to ensure the model of the existing system was correct, six (6) controlled scenarios were tested.

During the day, it is assumed that residential use is at a minimum therefore the controlled scenarios were run between 10 a.m. and noon. Treatment plant operators have control over which ponds are filled and when. So they turned off all ponds and brought them on-line one at a time. Flow and pressure readings were recorded for each pond during each scenario.

These scenarios were than used to calibrate the WaterCad model. In the model, the same ponds were turned either on or off and pressure at each pond was checked against the actual pressure. Upon adjusting the friction factor of pipes, the model accurately illustrated the control scenarios. Table #5-9 below shows the first and last iterations of model calibration.

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Table #5-9 WaterCad Reuse Model Calibration

Trial 1 Flow Pressure Model Plant Flow 2153 70 NSB Golf 0 66 65 Turnbull Bay 861 36 57 Blue Pond 0 60 63 Red Pond 0 58 65 Hidden Lakes 0 67 65 NSB Sports 0 68 65 Trial 6 Flow Pressure Model Plant Flow 1597 70 NSB Golf 0 66 64 Turnbull Bay 0 63 64 Blue Pond 0 66 66 Red Pond 0 62 67 Hidden Lakes 0 68 63 NSB Sports 1201 45 31

5.5 MODEL RESULTS

(a) Existing System

The first simulation addressed current (year 2006) demand. The total demand required a pumping rate of 3,800 gallons per minute. The current pump station at the WWTP is capable of pumping 10,000 GPM @ 175 feet TDH.

All of the nodes had residual pressure above the evaluation criteria (30 psi pressure loss). The lowest pressures observed were on Bouchelle Island. For comparative purposes, we have listed the residual pressure at five representative areas. The head available at the WWTP pump station was 161 feet (70 psi). The head available is based upon the pump operation by plant operators.

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Location Residual Pressure (psi) Bouchelle Island 53 Barracuda High School 61 Turnbull Lakes 59 Venetian Bay 66 S. Causeway Medians 54

The node map and the remainder of the Simulation #1 results are included in the Appendix.

The rest of the simulations evaluate four (4) different options the UC has for providing service to new customers west of I-95.

Option 1: No additional storage, pumping, or augmentation. All new development is served.

Option 2: Additional storage and pumping provided. All new development is served.

Option 3: Storage, pumping, and augmentation used. All new development is served.

Option 4: Additional storage, pumping and augmentation provided. Limited service to new development.

The limited service options are necessary due to the fact that it takes four (4) sewer customers to supply one (1) reclaimed customer. If of the PUDs west of I-95 are served with reclaimed water, the UC will need to augment their supply.

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(a-1) Option 1

The first option addressed all future demands west of I-95. This simulation included areas where service is currently available as well as a complete buildout of the PUDs west of I-95, listed in Section 5.2. Flows used in the model were derived from Tables #5.7 and #5.8. They represent peak flows utilized over an 8 hour irrigation cycle. This total demand required a pumping rate of 13,300 gallons per minute.

This pumping rate is greater than the capacity of the existing pumping station. An additional pump station on the treatment plant property would need to be constructed. Without additional storage, the UC will regularly run out of reclaimed water during high irrigation season. Also to deliver such high flows, the distribution system to be developed west of I-95 would need to consist of large diameter pipe in order to minimalize flow velocity and pressure loss.

To develop this option, the UC would need to construct a 30” pipeline from the WWTP pump station to the Williamson Boulevard Extension where this line would hydraulically tie-in to the existing 12” line. A 24” pipeline would then continue south to SR44 and follow SR44 west to Airport Road. A 16” pipeline would also need to be added that would travel north in the Williamson Boulevard Extension and turn west to parallel Pioneer Trail (CR 4118). This line would serve customers on Pioneer Trail and service as part of the Port Orange interconnect.

These improvements would serve the buildout PUDs if this amount of water was available. The plant would need to produce nearly 6.4 MGD during high irrigation season to meet the demand projected.

(a-2) Option 2

The second option addressed future demand west of I-95 exactly like Option 1. This simulation includes the addition of a 3 MG storage tank and pump station that would serve the western loop. The model split flow between the existing and proposed pump stations as follows:

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Existing WWTP Pump Station 6,880 gal/min Proposed Western Pump Station 6,420 gal/min

TOTAL 13,300 gal/min

Under this future condition, the same pipe routes as Option 1 were used but the UC would use smaller diameter pipes. A 26” pipeline would leave the WWTP and travel to the Williamson Boulevard Extension. From there, a 16” line would travel south on Williamson to SR44 and travel west on SR44. This line would tie-in to the existing 16” line on Airport Road. The loop to serve customers on Pioneer Trail and back loop Venetian Bay should still be a16” diameter pipe.

The proposed storage tank and pump station would hydraulically attached to the distribution system where the 16” and 12” connect on Airport Road near the abandoned FEC Railroad (Orange City). The proposed pump station was modeled to supply 70 psi, in order to agree with the existing system.

Due to the increased storage, this option would allow the UC to possibly reach 70% reused. This would still not be providing as much water as the west could utilize (6.4 MGD).

(a-3) Option 3

The third option is similar to Option 2, but would include augmentation measures to increase reuse supply. By augmenting the reuse supply, the UC would be able to serve more of the potential reuse customers. This could allow the UC to use 100% of WWTP effluent thus eliminating discharge to the Indian River Lagoon completely.

The 14 acre reclaimed storage pond was an idea that would allow the UC to have more storage and less discharge. This pond works well for short-term increases in reuse demand; however, it does not have ample storage to accommodate the seasonal variations in demand mentioned earlier. In order to properly manage seasonal flow demands, the UC should establish a 4.0 MGD augmentation program.

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A storage lake could be constructed on land owned by the UC surrounding the WWTP. Hydrogeologic evaluations would be necessary for the siting of the lake as well as establishing the operating area and depths of the lake. The lake could be dug at little or no cost to the UC if earthwork contractors could use it as a borrow pit; in the same fashion, the 14 acre pond was created. Horizontal wells installed under the lake would be used to pull water from the lake and fill the storage structures and ponds throughout the distribution system. This option would allow the UC to supply reuse customers during dry months up to 100% of WWTP effluent.

The Port Orange Interconnect could also provide augmentation. The only problem with this option is that when the UC needs water, Port Orange will also be on short supply. Meaning that when the UC wants more water, the City of Port Orange may not have any additional water to sell to the UC.

(a-4) Option 4

The fourth option addressed scenarios all new development is not served with reclaimed water irrigation. Due to the fact that the peak reuse demand will be much higher than wastewater flows, it is not possible to serve every potential reclaim customer west of I-95. This simulation does assume that the 3 MG storage tank and pump station will be constructed as in Option 2. The pipeline that loops to Pioneer Trail is primarily in place to serve the Pioneer Landtrust PUD. If the UC chooses not to supply the Pioneer Landtrust property with reclaimed water, or this development is not constructed, 19,000 feet of pipe could be deleted. This option also assumes that reuse service is not provided south of SR #44 to the future Landmar project. This reduces average annual reuse demand by 1.8 MGD. With this development not served, Venetian Bay will still have residual pressures above the desired 40 psi. The model split flows between the two pump stations as follows:

Existing Pump Station 5,540 gal/min Proposed Western Pump Station 6,260 gal/min

TOTAL 11,800 gal/min

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This option will lower reuse demand to a more manageable level for the UC’s infrastructure. The average demand for this option is approximately 6 MGD which is close to projected WWTP flows in 2020. This option requires 2.0 – 3.0 MGD reuse augmentation to meet peak seasonal demands. The beneficial aspect of this option is reduced reuse demand; however, irrigation demand in unserved areas could increase potable demand.

To construct this option, a 16” pipeline would be constructed south following the Williamson Boulevard Extension and west on SR44 ending at Airport Road. The 3 MG storage tank and pump station would be constructed as discussed in Option 2. Augmentation is necessary to manage seasonal demand and decrease discharge.

(b) Recommendation

Option 4, limited service with storage, pumping and augmentation is the best option for the UC. This option allows the UC to adequately serve the majority of new customers west of I-95. A 3 MG Western Storage Tank and 6,500 GPM Pump Station Area for peak demands to be met on a short-term basis. A 2.0 – 3.0 MGD Reuse Storage/Augmentation Program should be constructed.

Specific projects are defined in the Section 5.6 to outline how the UC should construct the western distribution system and augmentation.

5.6 PROPOSED IMPROVEMENTS

The following reclaimed water projects are recommended to be constructed by the UC and land developers. These projects will establish a distribution system that will best serve the future customers west of I-95. All of these projects are illustrated on Figure #5-2.

(a) Project #RW-1, Substandard Reuse Storage

As part of the 1.0 MGD, plant re-rating a 1 MG substandard storage tank will be constructed. This storage tank was designed by others and is currently undergoing

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construction bidding. Contract administration will be carried out by UC staff. $1,000,000 for this project has already been included in the proposed 2007 C.I.P.

(b) Project #RW-2, SR #44 Reuse Extension

The first goal to establish the western distribution system should be the construction of a 16” pipeline that would travel south in the Williamson Boulevard. Extension and west on SR44, tieing into the existing 16” line on Airport Road. The line from the WWTP to Williamson Boulevard Extension should be a 20” pipe to allow for future improvements. This pipeline would ensure quality services to a built out Venetian Bay as well as allow for additional development south of SR44. The cost estimate shown in Table #5-10 includes design and construction of this 16” line.

Table #5-10 Project #RW-2, SR #44 Reuse Extension Preliminary Opinion of Probable Cost

Item Description Qty Unit Unit Total Cost 1 20" DIP Reuse Main 2,000 LF $120 $240,000

2 16" PVC Reuse Main 12,000 LF $100 $1,200,000

Construction Sub-Total $1,440,000

Engineering, C.A. & Inspection @ 15% $216,000

Contingency @ 15% $216,000

TOTAL ESTIMATED COST $1,872,000

(c) Project #RW-3, 2 MG Western Storage Tank and Pump Station

As peak demand increases west of I-95, a storage tank and pump station should be constructed. A 2 MG storage tank is recommended and would allow the UC to serve peak demands throughout the western system allowing the existing 2 MG tank to continue serving the eastern loop. A high service 6,500 GPM pump station consisting of three (3) 3,250 GPM pumps should be constructed next to the storage tank. A cost estimate for this project is provided as Table #5-11.

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Table #5-11 Project #RW-3, 2 MG Storage Tank and Pump Station Preliminary Opinion of Probable Cost

Item Description Qty Unit Unit Cost Total 1 2 MG Storage Tank 1 LS $1,000,000 $1,000,000

2 Pump Station (min 6,500 gpm) 1 LS $1,000,000 $1,000,000

3 Sitework, Mechanical & Electrical 1 LS $400,000 $400,000

Construction Sub-Total $2,400,000

Engineering, C.A., & Inspections @ 15% $360,000

Contingency @ 15% $360,000

TOTAL $3,120,000

(d) Project #RW-4, Pioneer Trail 16” Reuse Main

If the UC does desire to serve developments on Pioneer Trail, the western system should have a northern loop. To adequately serve the proposed Pioneer Landtrust, a 16” pipe should be constructed. This line could also be used as a Port Orange Reuse Interconnect. A cost estimate for this project is shown in Table #5-12.

Table #5-12 Project #RW-4, Pioneer Trail 16” Reuse Main Preliminary Opinion of Probable Cost

Item Description Qty Unit Unit Cost Total 1 16" PVC Reuse Main 19,000 LF $100 $1,900,000

Construction Sub-Total $1,900,000

Engineering, C.A. & Inspections @ 15% $285,000

Contingency @ 15% $285,000

TOTAL ESTIMATED COST $2,470,000

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(e) Project #RW-5, 16” Southern Reuse Loop

For the UC to best serve the Land Mar Development proposed south of SR44, a 16” loop must be constructed. The 16” line should be constructed in the Land Mar right-of- way as shown in Figure #5-2. This development could have 3,000 ERU’s served by the UC as well as possibly two (2) golf course. This pipe would be of sufficient size to provide residual pressures adequate for residential irrigation systems as well as the flow rate desired by golf courses. A cost estimate for this project is provided as Table #5-13.

Table #5-13 Project #RW-5, 16” Southern Reuse Loop Preliminary Opinion of Cost

Item Description Qty Unit Unit Total Cost 1 16" Pipe 7,000 LF $100 $700,000

Construction Sub-Total $700,000

Engineering, C.A. & Inspections @ 15% $105,000

Contingency @ 15% $105,000

TOTAL ESTIMATED COST $910,000

(f) Project #RW-6, Reuse Interconnects

Reuse interconnect projects have been designed to connect he UC, Port Orange and Edgewater reuse systems. These connections will allow for much more flexible systems and possibly allow for augmentation of supply. Connection to the UC system will be made with Port Orange on Pioneer Trail, this connection will tie into the proposed Pioneer Trail 16” RWM Extension. Connection to the Edgewater system would be made to the proposed land mar 16” loop. These connections are already in the proposed 2007 C.I.P. for a cost of $100,000.

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(g) Project #RW-7, Reuse Augmentation

In order for the UC to provide reclaimed water close to 100% of the WWTP flow, a reclaimed augmentation program would need to be established. Preliminary design has shown a need for an additional 2.0 – 3.0 MGD worth of augmentation. This project would allow the UC to save water during the wet season and supply more during the dry season. Discharges to the Indian River Lagoon will be reduced.

Conceptually, this project would include the following primary elements:

1) 80 – 100 acre reservoir/recharge basin. 2) Horizontal well system for recovery and filtration of reuse and stormwater. 3) Deep well(s) for alternative water supply source.

The proposed reservoir/recharge basin would provide seasonal storage of excess reuse (approximately 100 MG). The basin allows recovery of wet season flows typically discharged to the Indian River Lagoon. Seasonal flow will be available for reuse augmentation and groundwater recharge.

Horizontal wells, installed prior to pond excavation, provide withdrawal capability and filtration of water capability and filtration of water from the reservoir. The well network, installed under the pond, consists of: HDPE under drain material with cloth sleeve, 6’ – 8’ silica sand filter column, submersible well pumps, flow meters and mechanical equipment. Similar installations are in service in Port Orange and DeLand.

A deep well is also proposed for augmentation purposes. The design concept is cased into the lower portion of the Upper Floridan Aquifer, 1,200 +/-. Water quality at this depth is unknown; however, available literature suggests that chlorides may range from 800 – 1,200 PPM, adequate for reuse augmentation/blending purposes.

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The well is a significant element of the program. It may be expected to yield approximately 1.0 – 1.5 MGDs annually. Additionally, the well may be used for pilot testing alternative treatment technologies, i.e. pretreatment systems and membranes, for future potable supply. This element may also enhance the project’s eligibility for grant funding through the SB444 Program.

Establishing a viable budget for this project requires additional scope development. In the interim, a planning budget of $6 M is reasonable for planning purposes.

Table #5-14 Project #RW-7, Reuse Augmentation Preliminary Opinion of Probable Cost

Item Description Qty Unit Unit Cost Total *1 2.0 MGD Reuse Augmentation Program 1 LS $6,000,000 $6,000,000 Construction Sub-Total $6,000,000 Engineering, C.A. & Inspections @ 15% $900,000 Contingency @ 15% $900,000 TOTAL ESTIMATED COST $7,800,000

*Conceptual cost estimate, for preliminary budgeting purposes only.

Table #5-15 Reclaimed Water System Project Implementation Schedules

# Description Preliminary Implementation Budget Schedule RW-1 Substandard Reuse Storage$1,000,000 Under Construction RW-2 SR #44 Reuse Extension $1,872,000 Immediate RW-3 2 MG Western Storage Tank and Pump Station $3,120,000 Short Term (<5 yrs) RW-4 Pioneer Trail 16” Reuse Main $2,470,000 Long Term (>5 yrs) RW-5 Southern Reuse Loop $910,000 Long Term (>5 yrs) RW-6 Reuse Interconnects $100,000 Long Term (>5 yrs) RW-7 Reuse Augmentation $7,800,000 Short Term (<5 yrs) Subtotal RW-1 – RW-7 $17,720,000

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