Fort Myers Water Master Plan

WWWATERATERATER MMMASTERASTERASTER

PPPLANLANLAN

City of Fort Myers, Florida

October 2005

Final Report

Independent Environmental Engineers, Scientists and Consultants

City of Fort Myers Master Plan Malcolm Pirnie, Inc. Table of Contents i

CITY OF FORT MYERS, FLORIDA WATER SYSTEM MASTER PLAN

TABLE OF CONTENTS

PAGE

EXECUTIVE SUMMARY ........................................................................................ ES-1 1.0 INTRODUCTION.............................................................................................. 1-1

1.1 Purpose and Scope ................................................................................... 1-1 1.2 Previous Water System Planning Efforts................................................. 1-3 1.3 Planning Area........................................................................................... 1-3

2.0 FORT MYERS WATER SYSTEM ................................................................. 2-1

2.1 Production Facilities ................................................................................ 2-1 2.1.1 City-Owned Wells ....................................................................... 2-1

2.2 Treatment Facility.................................................................................... 2-2 2.2.1 General......................................................................................... 2-2 2.2.2 Treatment Capacity...................................................................... 2-2 2.2.3 Treatment Process........................................................................ 2-3 2.2.4 Onsite Finished Storage ............................................................... 2-3 2.2.5 Water Distribution ....................................................................... 2-3 2.2.6 Security ........................................................................................ 2-5 2.2.7 Emergency Power ........................................................................ 2-5

2.3 Distribution System Storage .................................................................... 2-6 2.3.1 Elevated Tank .............................................................................. 2-6 2.3.2 Winkler Pump Station.................................................................. 2-6

2.4 Aquifer Storage and Recovery Well ........................................................ 2-7 2.5 Distribution System Piping ...................................................................... 2-8 2.6 Interconnects ............................................................................................ 2-9

3.0 REGULATORY FRAMEWORK .................................................................... 3-1

3.1 Federal Requirements .............................................................................. 3-1 3.2 State Requirements .................................................................................. 3-4

3.2.1 South Florida Water Management District .................................. 3-5 3.2.2 Florida Department of Environmental Protection........................ 3-6 3.2.3 Lee County Health Department ................................................... 3-9

3.3 City of Fort Myers Requirements .......................................................... 3-10 3.3.1 Code of Ordinances and Comprehensive Plan........................... 3-10 3.3.2 Local Water Interconnection Requirements .............................. 3-12

4.0 HISTORIC WATER DEMANDS .................................................................... 4-1 4.1 Historic Water Demand .......................................................................... 4-1

4.1.1 Water Demand by Type of Connection ....................................... 4-1

City of Fort Myers Master Plan Malcolm Pirnie, Inc. Table of Contents ii


TABLE OF CONTENTS (Continued)

PAGE 4.1.2 Maximum Day and Peak Hour Demand Factors ......................... 4-2

4.2 Diurnal Flow Patterns .............................................................................. 4-2 4.3 Non-Revenue Producing Water ............................................................... 4-3

4.3.1 Treatment Loss............................................................................. 4-3 4.3.2 Unbilled Water Use...................................................................... 4-4

4.4 Historic Fire Flow Demand ..................................................................... 4-5

5.0 EVALUATION OF EXISTING SYSTEM...................................................... 5-1 5.1 Distribution System Hydraulic Model ..................................................... 5-1

5.2 System Performance Criteria ................................................................... 5-1 5.3 Existing System Production, Storage and Pumping Capacities............... 5-2

5.3.1 Production Requirements............................................................. 5-2 5.3.2 System Storage Requirements ..................................................... 5-2 5.3.3 Booster Pumping Requirements .................................................. 5-3

5.4 Existing Distribution System Model........................................................ 5-3 5.4.1 Demand Allocation ...................................................................... 5-4 5.4.2 Calibration Flow Patterns ............................................................ 5-6 5.4.3 Model Calibration ........................................................................ 5-8

5.5 Identification of Existing System Deficiencies...................................... 5-15 5.5.1 System Evaluation Demand Patterns ......................................... 5-15 5.5.2 Peak Hour Water System Demand ............................................ 5-18 5.5.3 Fire Flow Requirements............................................................. 5-18

6.0 PROJECTED WATER DEMANDS................................................................ 6-1 6.1 Water Planning Areas .............................................................................. 6-1

6.1.1 Palm Beach Service Area .............................................................. 6-3 6.1.2 Downtown Service Area ............................................................... 6-3 6.1.3 McGregor Service Area................................................................. 6-4 6.1.4 Fowler Service Area...................................................................... 6-5 6.1.5 Martin Luther King Service Area.................................................. 6-5 6.1.6 Belle Vue-Dunbar Annexation Service Area ................................ 6-6 6.1.7 Winkler Service Area .................................................................... 6-7 6.1.8 East Service Area ......................................................................... 6-8 6.1.9 Southeast Service Area.................................................................. 6-5 6.1.10 Colonial South Service Area ........................................................ 6-9

6.2 Water Demand Projections .................................................................... 6-10 6.2.1 Population Projections ............................................................... 6-11 6.2.2 Distribution System Demand Projection Methodology............. 6-16 6.2.3 Interconnection Demands .......................................................... 6-21 6.2.4 Projected Demands .................................................................... 6-21

City of Fort Myers Master Plan Malcolm Pirnie, Inc. Table of Contents iii



PAGE 7.0 UTILIZATION OF AVAILABLE WATER RESOURCES ......................... 7-1

7.1 Existing Water Resources ........................................................................ 7-1 7.2 Future Water Resource Strategies............................................................ 7-2

7.2.1 Wellfield ...................................................................................... 7-2 7.2.2 Treatment Plant Capacity............................................................. 7-2 7.2.3 Reduction of Non-Revenue Water............................................... 7-4 7.2.4 Reclaimed Water.......................................................................... 7-7 7.2.5 Interconnections........................................................................... 7-8

7.3 Water Supply Reliability Considerations................................................. 7-8 7.3.1 Wellfield Capacity ....................................................................... 7-9 7.3.2 ASR.............................................................................................. 7-9 7.3.3 Interconnections......................................................................... 7-10 7.3.4 Additional Water Treatment Facilities....................................... 7-10 7.3.5 Distribution System Storage ...................................................... 7-11

7.4 Water Quality Considerations................................................................ 7-12 7.4.1 Historical Water Quality ............................................................ 7-12 7.4.2 Corrosion.................................................................................... 7-12 7.4.3 Pump Stations ............................................................................ 7-14 7.4.4 Distribution System Flushing .................................................... 7-15

7.5 Future Regulatory Issues........................................................................ 7-15 7.5.1 Additional Supply Permitting .................................................... 7-15 7.5.2 Water Treatment Plant Expansion Permitting ........................... 7-16 7.5.3 Reclaimed Water Requirements ................................................ 7-16 7.5.4 Stage 2 Disinfection Byproduct Rule ........................................ 7-18 7.5.5 ASR Well ................................................................................... 7-19 7.5.6 Concentrate Injection Well ........................................................ 7-19 7.5.7 Cross Connection Control.......................................................... 7-20 8.0 POTABLE WATER SYSTEM IMPROVEMENTS ...................................... 8-1

8.1 Piping for Watermain Replacement Phases............................................. 8-1 8.2 Piping for Improved Fire Flow ................................................................ 8-3 8.3 Piping for System Reinforcement............................................................ 8-4 8.4 Piping for Southeast and Eastern Service Areas...................................... 8-6

8.4.1 Large Diameter Dead End Option ............................................... 8-7 8.4.2 Looped Option ............................................................................. 8-8 8.4.3 Additional Storage and Pump Station Option.............................. 8-9

8.5 Pump Stations and Distribution Storage .................................................. 8-9 8.5.1 Winkler Pump Station Operation............................................... 8-10 8.5.2 Elevated Tank Replacement ...................................................... 8-10 8.5.3 East Pump Station Operation ..................................................... 8-10

City of Fort Myers Master Plan Malcolm Pirnie, Inc. Table of Contents iv



PAGE

9.0 EVALUATION OF PROPOSED FUTURE IMPROVEMENTS ................. 9-1

9.1 General Model Parameters....................................................................... 9-2 9.2 2009 Model .............................................................................................. 9-2

9.2.1 Demands ...................................................................................... 9-3 9.2.2 Piping ........................................................................................... 9-3 9.2.3 Peak Flow Results........................................................................ 9-5 9.2.4 Fire Flow Results ......................................................................... 9-5

9.3 2014 Model .............................................................................................. 9-6 9.3.1 Demands ...................................................................................... 9-6 9.3.2 Piping ........................................................................................... 9-7 9.3.3 Peak Flow Results........................................................................ 9-8 9.3.4 Fire Flow Results ......................................................................... 9-8

9.4 2024 Model .............................................................................................. 9-8 9.4.1 Demands ...................................................................................... 9-8 9.4.2 Piping ........................................................................................... 9-9 9.4.3 Peak Flow Results........................................................................ 9-9 9.4.4 Fire Flow Results ......................................................................... 9-9

9.5 Southeast Service Area Options............................................................. 9-10 9.5.1 Alternative Piping ...................................................................... 9-10 9.5.2 Peak Hour Fire Flow Analysis................................................... 9-11

9.6 Treatment Plant Shutdown Utilizing an Interconnection with the City of Cape Coral ......................................................................................... 9-12

10.0 COSTS ESTIMATE OF PROPOSED IMPROVEMENTS ........................ 10-1 10.1 Existing CIP Budgeted Improvements................................................... 10-1 10.2 Additional Proposed Improvements ...................................................... 10-4

10.2.1 Water Treatment and Additional Operational Improvements ... 10-5 10.2.2 Distribution Storage and Pump Stations .................................... 10-6 10.2.3 Piping Improvements ................................................................. 10-6 10.2.4 Enhancements to the Model..................................................... 10-13

10.3 Comparison of Alternatives for the Piping in the Southeast Service Area......................................................................................... 10-14

11.0 SUMMARY OF CONCLUSIONS AND RECOMMENDATIONS............ 11-1 11.1 Findings and Conclusions ...................................................................... 11-1

City of Fort Myers Master Plan Malcolm Pirnie, Inc. Table of Contents v



PAGE

11.1.1 Regulatory.................................................................................. 11-1 11.1.2 Existing Water System Deficiencies.......................................... 11-3 11.1.3 Historic and Projected Water Demands..................................... 11-3 11.1.4 Water Resources Considerations ............................................... 11-4

11.2 Selection of Preferred Master Plan Strategy.......................................... 11-6 11.3 Recommendations.................................................................................. 11-7 11.3.1 Distribution System Modeling Recommendations ................... 11-7 11.3.2 Planning Considerations ........................................................... 11-8 11.3.3 Water System Capital Improvements ....................................... 11-8

LIST OF TABLES Table Following/On No. Description Page

ES.1 Demand Projections ...........................................................................................ES-1 ES.2 Existing Utility Maintenance CIP Items ............................................................ES-3 ES.3 Existing Potable Water Construction CIP Items................................................ES-4 ES.4 Existing Water Treatment Plant CIP Items........................................................ES-5 ES.5 Summary of Additional Capital Improvement Costs.........................................ES-6 2.1 Floridan Aquifer Supply Wells............................................................................ 2-2 2.2 Potable Water Distribution Pipe .......................................................................... 2-9 2.3 Interconnections with the Lee County Distribution System.............................. 2-10 3.1 Primary Standards................................................................................................ 3-1 3.2 Secondary Standards............................................................................................ 3-4 3.3 Allowable SFWMD CUP Permitted Withdrawals .............................................. 3-5 3.4 Supply Reporting Requirements .......................................................................... 3-5 3.5 State Primary Water Quality Monitoring Standards............................................ 3-6 3.6 New Requirements of 62-555 as per August 2003 Amendment ......................... 3-8 3.7 Water Quality Monitoring Standard Frequency and Location Requirements ..... 3-9 3.8 Meter Sizes and Corresponding Capacities ....................................................... 3-10 3.9 Fire Flow for New One-and Two-Family Subdivisions .................................... 3-11 3.10 Fire Flow for Commercial Occupancies ............................................................ 3-11 4.1 Billing Demand Information by Customer Type ................................................. 4-1 4.2 Historical Distribution System Demands............................................................. 4-2

City of Fort Myers Master Plan Malcolm Pirnie, Inc. Table of Contents vi



LIST OF TABLES (Continued)

Table Following/On No. Description Page

4.3 Summary of Flow and Pressure Values Recorded by Water Treatment Plant SCADA........................................................................... 4-2

4.4 Summary of Treatment Losses ............................................................................ 4-4 4.5 Summary of Reported Unaccounted for Distribution Water ............................... 4-5 4.6 Recent Fire Flow Test Results ............................................................................. 4-6 5.1 Model Performance Criteria ............................................................................... 5-1 5.2 Distribution System Tank Information ................................................................ 5-2 5.3 Distribution System Pump Information ............................................................... 5-3 5.4 Distribution System Flow Patterns for Weekly Sub-Periods............................... 5-6 5.5 Initial Roughness Coefficient C-Values ............................................................ 5-11 5.6 Adjusted Roughness Coefficient C-Values ....................................................... 5-11 5.7 Calculation of the Simulated Peak Day Demand Pattern from the Historical

Average Day Demand Pattern ........................................................................... 5-16 5.8 Water Mains with High Peak Velocity .............................................................. 5-18 5.9 Fire Flow Used for the Distribution System Hydraulic Model.......................... 5-19 5.10 Locations of Insufficient Residual Pressure for Fire Flow at Peak Hour Demand ............................................................................................ 5-19 6.1 Demand Assumptions for New Developments.................................................... 6-2 6.2 Demand from Future Developments in the Southeast Service Area ................... 6-3 6.3 Proposed Developments in the Downtown Service Area .................................... 6-4 6.4 Proposed Developments in the McGregor Service Area ..................................... 6-5 6.5 Proposed Developments in the Fowler Service Area .......................................... 6-5 6.6 Demand from Future Developments in the Southeast Service Area ................... 6-6 6.7 Demand for Connections in the Belle Vue-Dunbar Service Area ....................... 6-6 6.8 Proposed Developments in the Winkler Service Area......................................... 6-7 6.9 Demand From Future Developments in the East Service Area ........................... 6-8 6.10 Demand From Future Developments in the Southeast Service Area .................. 6-9 6.11 Proposed Developments in the Colonial South Service Area............................ 6-10 6.12 UDAP Growth Trends from the CDD Projections ............................................ 6-13 6.13 Population Growth from New Residential Developments................................. 6-14 6.14 Population Growth from Belle Vue-Dunbar Area ............................................. 6-16 6.15 Projected Population Growth............................................................................. 6-17 6.16 Additional Demands for New Developments and the Belle Vue-Dunbar

Annexation......................................................................................................... 6-19 6.17 Projected Demands by UDAP Area................................................................... 6-20 6.18 Projected Demands by Service Area.................................................................. 6-21

City of Fort Myers Master Plan Malcolm Pirnie, Inc. Table of Contents vii





6.19 Summary of Projected Water Demands............................................................. 6-22 7.1 Projected Concentrate Produced from Reverse Osmosis Treatment ................... 7-2 7.2 Projected Concentrate Produced from Reverse Osmosis Treatment ................... 7-4 7.3 Chemical Feed Rates of Corrosion Reducing Chemicals .................................. 7-13 7.4 Finished Water LI and CCPP Calculation ......................................................... 7-13 7.5 Tank Turnover Parameters................................................................................. 7-14 8.1 Completion Schedule for the Remaining Water Main Replacement Project Phases ...................................................................................................... 8-1 8.2 New Water Mains Installed as Part of the Phase IIIC Water Main Improvement

Project .................................................................................................................. 8-2 8.3 New Water Mains Installed as Part of the Phase VII Water Main Improvements

Projects................................................................................................................. 8-2 8.4 New Water Mains Installed as Part of the Phase IV Water Main Improvement

Project .................................................................................................................. 8-3 Proposed Locations for New Water Mains to Provide Additional Fire Flow..... 8-4

9.1 Average and Peak Demand Factors and Percentages .......................................... 9-2 9.2 Model 2009 Average and Peak Demands............................................................ 9-3 9.3 New Model 2009 Pipes........................................................................................ 9-3 9.4 Locations of Insufficient Residual Pressure for Fire Flow for the 2009 Model .. 9-6 9.5 2014 Model Average and Peak Demands............................................................ 9-6 9.6 New Model 2014 Pipes........................................................................................ 9-7 9.7 2024 Model Average and Peak Demands............................................................ 9-9 9.8 New Model 2024 Pipes........................................................................................ 9-9 9.9 Pipe Diameter Comparison for the Southeast Service Area Piping Options ..... 9-11 9.10 Storage and Flow Capacity for the Interconnection Model ............................... 9-12 9.11 Interconnection Model Flow Output.................................................................. 9-13 10.1 Existing Utility Maintenance CIP Items ............................................................ 10-1 10.2 Existing Potable Water Utility Construction CIP Items .................................... 10-2 10.3 Existing Water Treatment Plant CIP Items........................................................ 10-3 10.4 Cost Estimate for Treatment and Operational Improvements ........................... 10-5 10.5 Cost Estimate for Distribution Storage and Pump Station Improvements ........ 10-6 10.6 Cost Estimate for Piping and Distribution Improvements................................. 10-7 10.7 Cost Estimate for Other Distribution Projects ................................................. 10-13 10.8 Cost Estimate for Modeling Improvements..................................................... 10-13 10.9 Cost Comparison for the Southeast Service Area Piping Options................... 10-15 11.1 Summary of Population Projections .................................................................. 11-4

City of Fort Myers Master Plan Malcolm Pirnie, Inc. Table of Contents viii





11.2 Summary of Water Demand Projections ........................................................... 11-4 11.3 Summary of Additional Capital Improvement Costs......................................... 11-9

LIST OF FIGURES

Figure Following/On No. Description Page

ES.1 New Development Locations.............................................................................ES-1 ES.2 Proposed Distribution System Improvements ...................................................ES-1 1.1 Potable Water Distribution Piping Network and City Limits.............................. 1-3 2.1 Supply Well Location Pump................................................................................ 2-1 2.2 Water Treatment Plant Organizational Chart ...................................................... 2-2 2.3 Membrane Treatment Process Schematic............................................................ 2-4 2.4 Aerial Photograph of Ground Storage Tanks....................................................... 2-5 2.5 Elevated Tank at the Imaginarium....................................................................... 2-6 2.6 Aerial Photograph of the Winkler Pump Station ................................................. 2-6 2.7 Photograph of Storage Tank and Valves ............................................................. 2-6 2.8 ASR Well at the Winkler Pump Station .............................................................. 2-7 2.9 Water Main Replacement Project ........................................................................ 2-8 2.10 Cast Iron Pipe Sections Replaced ....................................................................... 2-8 2.11 City of Fort Myers-Lee County Interconnects..................................................... 2-9 4.1 Average Daily Flow Patterns at the Water Treatment Plant................................ 4-3 4.2 Recent Fire Flow Hydrant Test Locations ........................................................... 4-6 5.1 Land Parcel Node Allocation............................................................................... 5-5 5.2 Weekend Flow Patterns ....................................................................................... 5-6 5.3 Monday Friday Flow Patterns........................................................................... 5-7 5.4 Friday Flow Patterns ............................................................................................ 5-7 5.5 Telog Hydrant Pressure Recorder........................................................................ 5-8 5.6 System Pressures Recorded by the Distribution System Data Loggers During Calibration Period.................................................................................... 5-9 5.7 Pressures Recorded at Pump Stations During Calibration Period ..................... 5-10 5.8 Calibration Data at Marsh Avenue and Palm Beach Boulevard........................ 5-12 5.9 Calibration Data at Bramen Avenue and McGregor Boulevard........................ 5-13 5.10 Calibration Data at Colonial Boulevard and McGregor Boulevard................... 5-13

City of Fort Myers Master Plan Malcolm Pirnie, Inc. Table of Contents ix



LIST OF FIGURES (Continued)


5.11 Calibration Data at Colonial Boulevard and Omni Boulevard .......................... 5-14 5.12 Calibration Data at Winkler Pump Station ........................................................ 5-14 5.13 Historical Average Day and Simulated Peak Day Demand Patterns................. 5-17 5.14 Distribution System Hourly Demand Factors.................................................... 5-17 5.15 Existing Model- 9:00 PM Peak Hour Residential Demand ............................... 5-18 5.16 Existing Model- 1:00 AM Peak Hour Irrigation Demand ................................. 5-18 5.17 Existing Model- 11:00 AM Peak Hour Commercial/Industrial Demand .......... 5-18 5.18 Existing System Fire Flow Demands.............................................................. 5-19 5.19 Existing Model- Fire Flow Demands................................................................. 5-19 6.1 Service Areas ....................................................................................................... 6-1 6.2 New Development Locations............................................................................... 6-1 6.3 Belleview and Dunbar Annexation Area Aerial Photograph............................... 6-6 6.4 Fort Myers UDAP Neighborhoods .................................................................... 6-11 6.5 Projected Population Growth............................................................................. 6-18 6.6 Projected Raw Water Demand........................................................................... 6-23 6.7 Projected Finished Water Demand .................................................................... 6-24 6.8 Projected Revenue Producing Water Demand................................................... 6-25 7.1 Projected Peak Day Raw Water Demand and Required Water Treatment Plant Capacity ............................................................................................................... 7-2 7.2 Projected Peak Day Finished Water Demand and Water Treatment Plant Finished

Water Capacity..................................................................................................... 7-5 7.3 Permitted and Projected Wellfield Demands..................................................... 7-17 8.1 Proposed Distribution System Improvements ..................................................... 8-1 9.1 2009 Model Proposed Piping............................................................................... 9-3 9.2 2009 Model 8:00 PM Peak Hour Residential Demand........................................ 9-5 9.3 2009 Model 1:00 AM Peak Hour Irrigation Demand.......................................... 9-5 9.4 2009 Model 11:00 AM Peak Hour Commercial/Industrial Demand................... 9-5 9.5 2009 Model Residual Pressure for Fire Flow at Peak Hour Demand.................. 9-5 9.6 2014 Model Proposed Piping............................................................................... 9-7 9.7 2014 Model 8:00 PM Peak Hour Residential Demand........................................ 9-8 9.8 2014 Model 1:00 AM Peak Hour Irrigation Demand.......................................... 9-8 9.9 2014 Model 11:00 AM Peak Hour Commercial/Industrial Demand................... 9-8 9.10 2014 Model Residual Pressure for Fire Flow at Peak Hour Demand.................. 9-8 9.11 2024 Model Proposed Piping............................................................................... 9-9 9.12 2024 Model 8:00 PM Peak Hour Residential Demand...................................... 9-10 9.13 2024 Model 1:00 AM Peak Hour Irrigation Demand........................................ 9-10

City of Fort Myers Master Plan Malcolm Pirnie, Inc. Table of Contents x



LIST OF FIGURES (Continued)


9.14 2024 Model 11:00 AM Peak Hour Commercial/Industrial Demand................. 9-10 9.15 2024 Model Residual Pressure for Fire Flow at Peak Day Demand ................. 9-10 9.16 Large Diameter Dead End Option 8:00 PM Peak Hour Residential Demand... 9-10 9.17 Pump Station Option 8:00 PM Peak Hour Residential Demand ....................... 9-11 9.18 Large Diameter Dead End Option Residual Pressure for Fire Flow at Peak Day Demand.............................................................................................. 9-11 9.19 Pump Station Option Residual Pressure for Fire Flow at Peak Day Demand ... 9-11 9.20 Interconnection Model 16-Inch Diameter Interconnection................................ 9-13 9.21 Interconnection Model 20-Inch Diameter Interconnection................................ 9-13 9.22 Interconnection Model 24-Inch Diameter Interconnection................................ 9-13

LIST OF APPENDICES

Appendix Description A 1993 Master Plan Recommended Improvements B Community Development Department Population Projections C FAC 62-555.314 - .365 D Historical Water Quality Sampling Results E Water and Sewer Infrastructure Design Recommendations for: Colonial

Country Club, Sun City Center, Arborwood, Palomino Estates and Parker Daniels

City of Fort Myers Water Master Plan Malcolm Pirnie, Inc. Section 1: Introduction 1-1

1.0 INTRODUCTION

The City of Fort Myers (City) is located in southwest Florida on the southern

bank of the Caloosahatchee River. Fort Myers is the county seat of Lee County (County)

and is a popular winter home and retirement location. The City is home to approximately

65,000 residents that currently consume approximately 6.5 million gallons of potable

water per day. The Citys reverse osmosis water treatment plant treats brackish water

from the Citys well field. Residential, industrial and commercial customers are served by

approximately 15,000 active metered connections.

Malcolm Pirnie was retained by the City to provide professional engineering

services for master planning of the Citys potable water, wastewater and reclaimed water

systems. This master plan for the potable water system is based on an independent

evaluation of the existing potable water treatment and distribution system facilities, and

provides the City with a plan to prepare for the additional demands on these facilities

through 2024. This plan has been prepared by working closely with the Citys staff from

the following departments:

Community Development Distribution System Maintenance Engineering and Stormwater Fire Geographic Information Systems Public Works Utility Billing Water Treatment Plant

1.1 PURPOSE AND SCOPE

Malcolm Pirnie has completed this master plan to assist the City in planning for

changes that may occur in the future due to population growth and aging of the potable

water production and distribution components. Growth and increased tourism are sure to

occur in the Fort Myers area. Water quality standards are becoming more stringent while

easily treatable water resources are becoming more scarce. Implementing projects to


address new security concerns, combined with advanced treatment processes, continue to

result in the higher cost of potable water, challenging the Citys ability to provide service

without significantly increasing costs to customers on fixed incomes. The City must have

a comprehensive plan that addresses all of these issues.

This Potable Water System Master Plan was completed specifically to:

Re-evaluate prior recommendations that have been implemented, and identify the need and potential for expansion of the water supply and treatment system based on growth and population projections provided by the City.

Complete the construction and calibration of a hydraulic distribution

model for all large diameter water mains sufficient for evaluating future capacity and fire flow requirements.

Identify and prioritize the need for improvements to the existing water

distribution system, as part of an overall Water System Capital Improvement Program.

A key component of this master planning effort is the development of an interactive GIS

model of the Citys potable water distribution system. Malcolm Pirnie constructed a GIS

database for each City land parcel and a water distribution model using H2OMAP

software by compiling the following data:

Potable water metering and billing information City and County GIS data Existing infrastructure CAD drawings As-built construction drawings Population growth projections Future planned development data Historical Demand Data Water Treatment Plant pressure and flow data recorded from the

Supervisory Control and Data Acquisition (SCADA) system Elevation data Pump manufacturer information Fire flow test data Field collected pressure data

The model was used to analyze future demands associated with system growth for 5-year,

10-year and 20-year milestones. Malcolm Pirnie worked with City planning and growth

staff to determine applicable criteria for future modeling scenarios, such as location of


future customers, peaking factors, and fire flow conditions. The model will be turned

over to the City at the end of the Master Planning effort. Malcolm Pirnie will also

provide training to City staff for their use of the modeling software.

1.2 PREVIOUS WATER SYSTEM PLANNING EFFORTS

The last full scale master plan was the Water System Master Plan completed in

May 1993, by Boyle Engineering. The report included population and demand

projections, and distribution system modeling, based on the assumption that the

population served would increase to 150,000 persons by 2010. The newly constructed

shallow well field and softening membrane plant were described in detail.

Recommendations from that report lead to the design and construction of several pipeline

projects. The tables provided in Appendix A list the improvements recommended and

updates the status of those recommendations. This master plan re-evaluates the need for

the recommended improvements that were not implemented from the 1993 Master Plan

report.

Since the completion of the Water System Master Plan from 1993, the City has

planned and implemented several other projects for the potable water treatment and

distribution system including:

Construction of new Floridan aquifer water supply wells Conversion to a reverse osmosis water treatment plant Vulnerability assessment Several phases of the system-wide water main replacement projects

(ongoing) Construction of an ASR well (ongoing) Construction of a public access reuse distribution system (ongoing)

1.3 PLANNING AREA

The existing City limits and potable water distribution pipe network are shown in

Figure 1.1. Approximately 80 percent of the population is currently served by the Citys

City of Fort Myers Water Master Plan

Potable Water Distribution Piping Network and City Limits

LegendWater_PipesDiameter

0.611.52346810121416182024303642

ParcelsCity

Fort Myers City Limits

Other Lee County

1 0 1 2 3

Miles

Scale: 1:100,000

Figure 1.1MalcolmPirnie


distribution system, while the rest are served by the Lee County distribution system or

private wells.

The potable water demand within this planning area is expected to double by

2009, due to residential growth within the city limits, new commercial and industrial

users, and the addition of potable water service areas previously served by the County.

City of Fort Myers Water Master Plan Malcolm Pirnie, Inc. Section 2: Fort Myers Water System 2-1

2.0 FORT MYERS WATER SYSTEM 2.1 PRODUCTION FACILITIES

The City is permitted by the South Florida Water Management District (SFWMD)

to withdraw water from a pump station at the Caloosahatchee River (also known as Canal

C-43), shallow water table wells, and Floridan aquifer wells within the Citys wellfield.

The City has discontinued the use of the Caloosahatchee River pump station and sold the

facility to the County. The shallow water table wells have all been plugged and

abandoned. The Floridan aquifer supply wells are the only supply source that the City

currently uses or plans to use in the future.

2.1.1 City-Owned Wells

The Citys wellfield is located on 500 acres on the southwest corner of State Road

82 and Ortiz Avenue. Twelve Floridan aquifer wells have been constructed in the

wellfield. The Citys wellfield and the locations of the supply wells are shown in Figure

2.1. Table 2.1 lists the diameter, depth, casing depth, pump depth and pump capacity of

the wells. In the future, a residential community and an expansion of the Eastwood golf

course are being designed and will be constructed on the wellfield property.

Table 2.1: Floridan Aquifer Supply Wells

SFWMD Well ID Name

Diameter (in)

Well Depth (ft)

Case Depth (ft)

Pump Depth (ft)

Pump Capacity (gpm)

P-1 24 775 462 -81 1750 P-2 16 775 465 -81 1750 P-3 16 775 465 -81 1750 P-4 16 775 465 -81 1750 P-5 16 775 465 -81 1750 P-6 16 800 475 -81 1750 P-7 16 775 465 -81 1750 P-8 16 775 465 -81 1750 P-9 16 775 465 -81 1750 P-10 16 775 465 -81 1750 P-11 16 775 465 -81 1750 P-12 16 775 465 -81 1750


Water Plant Superintendent

Water Plant Supervisor Maintenance Supervisor

Mechanic 10 Plant Operators Electrician Service Worker I

2.2 TREATMENT FACILITY

The Water Treatment Plant that supplies potable water for the City is located

adjacent to the wellfield on Jacksonville Street. The plant was originally used

nanofiltration to remove color and organics to treat water from the shallow wells that

were under the influence of surface water. When the supply source changed to the deeper

Floridan aquifer wells, the treatment process was modified to provide reverse osmosis

membrane technology, for removal of total dissolved solids (TDS), and aeration to

remove sulfides. These plant modifications were completed in 2002.

2.2.1 General The Water Treatment Plant has sixteen full-time staff members to operate the

plant 24 hours per day, seven days per week. The Organization Chart in Figure 2.2

shows the staffing allocation at the Water Treatment Plant.

Figure 2.2: Water Treatment Plant Organizational Chart

2.2.2 Treatment Capacity

In 2004, additional membrane capacity was added to increase the treatment

capacity from 12 mgd to 16 mgd. The total finished water plant capacity varies with the

treatment efficiency of the limited-life membrane filters. The facility was designed with

extra space and connections for additional trains of membranes to increase treatment


capacity to 20 mgd. The current permitted average daily and maximum daily withdrawal

from the wellfield is 16.14 mgd, per the Citys SFWMD Consumptive Use Permit.

2.2.3 Treatment Process

Water from the wellfield is processed through a total of 1,184 cartridge filters to

remove larger filterable material. Water is then treated through 2,688 membrane filters to

remove the smaller impurities and TDS from the water. Hydrogen sulfide (H2S) is

removed through a packed air stripping tower. Finally, caustic (NaOH) and carbon

dioxide (CO2) are added to adjust pH and alkalinity, hydrofluorosilicic acid is added to

provide fluoride and sodium hypochlorite (NaHOCl) is added for disinfection. The

finished water is pumped to on-site ground storage tanks. Reject water from the

membranes is injected into the ground through a Class I injection well at a depth of 2,300

ft. Figure 2.3 shows a basic diagram of the membrane treatment process.

2.2.4 Onsite Finished Storage

The Water Treatment Plant includes three 5-MG ground storage tanks, for a total

of 15 MG of finished storage. Figure 2.4 shows an aerial photograph of the three tanks at

the Water Treatment Plant. The membrane filtration process feeds the tanks at a uniform,

continuous production rate. The water elevation in the tanks varies with the daily demand

fluctuations. Each tank has a diameter of 160 feet and the maximum water elevation in

the tanks is 33 feet above the grade slabs.

2.2.5 Water Distribution

Water is pumped from the on-site finished storage tanks to the distribution system

using high service pumps. Three 350-horsepower, 8,000-gpm pumps are powered by

variable frequency drives, which vary the pump impeller revolutions per minute and flow

to maintain a constant discharge pressure. The pumps are controlled by a pressure set

point. Typically, the distribution system pressure at the water treatment plant is 57

pounds per square inch (psi) at night and 62 psi during the day. The SCADA system

monitors and records ground storage tank levels, distribution pressure, flow, pH and

disinfectant concentration of the water leaving the plant.


Figure 2.3: Membrane Treatment Process Schematic

High Service Pumps

3 8,000 gpm pumps controlled by VFDs

Finished Storage

3, 5-MG ground storage tanks

Alkalinity Adjustment

CO2 and Caustic

Flow & Pressure Measurement

Venturi flow meter

To Distribution

15,000 Metered Connections

Wellfield

10 Floridan Aquifer wells (2 more wells proposed)

Deep Well Injection

2,300 feet below the surface

Corrosion Inhibitor

Orthophosphate

Disinfection

Sodium Hypochlorite

Membrane Filtration

2,688 Membrane Cylinders

H2S Removal

Stripping Tower

Reject Water

Cartridge Filtration

1,184 Cartridge Filters

Fluoridation

Hydrofluorosilicic Acid


2.2.6 Security Security is a high priority at the water treatment plant. The site is surrounded by a

perimeter fence and the entrance is gated. In addition to 24-hour staffing, video

surveillance cameras allow the operations staff to monitor four locations. Additional

cameras will be added at the plant and at the offsite storage locations in accordance with

the implementation of the additional measures recommended in the Vulnerability

Assessment (completed by others in 2003).

The water treatment plant changed from gas chlorine to liquid sodium

hypochlorite in 2002 to eliminate the risk to plant staff and the community from the

exposure to gas from a chlorine cylinder leak. Also, the discontinuation of the use of

surface water from the Caloosahatchee River and the water table wells reduced the

possibility of source contamination.

2.2.7 Emergency Power Two 1100-kW generators are available to provide power to the Water Treatment

Plant in the event of a power outage. The plant generators also can provide power to

Well P-1. Wells P-2, P-3, P-4, P-9, and P-11 have individual power generators.

Figure 2.4: Aerial Photograph of Ground Storage Tanks


2.3 DISTRIBUTION SYSTEM STORAGE

2.3.1 Elevated Tank The City owns a 250,000-gallon elevated storage tank

at the location the Imaginarium Hands-On Museum, at

Cranford Avenue. This tank provides additional storage to the

downtown area for peak demand and fire flow. The reduction

of distribution pressure to 57 psi at night is sufficient to

withdraw a significant volume from the tank and reduce

stagnant water conditions within the tank. The tank will

overflow if water pressure in the distribution system at the

tank location is higher than 65 psi. A picture of the tank is

shown in Figure 2.5.

2.3.2 Winkler Pump Station A 2.5-MG storage tank and booster pumping station

(Winkler Pump Station) is located on Princeton Street just

south of Winkler Avenue. An aerial photograph of the 1.5 acre site and a photograph of

the storage tank are shown below in Figures 2.6 and 2.7.

Figure 2.5: Elevated Tank at the Imaginarium

Figure 2.6: Aerial photograph of the Winkler Pump Station

Figure 2.7: Photograph of Storage Tank and Valves


A 16-inch water main from the Water Treatment Plant supplies the Winkler Pump

Station. A flow control valve allows the flow into the tank to be operated remotely from

the Water Treatment Plant. The valve allows a continuous amount of flow into the tank at

an average rate of 15 gpm. The valve can also be opened to allow the tank to fill at a

faster rate. Two pumps (2 mgd and 3 mgd) can be remotely operated from the Water

Treatment Plant to pump water from the Winkler tank to the distribution system to boost

pressure for peak demand or fire flow. The pump station is not presently operated to

boost pressure in the distribution system at a specific pressure set point. These pumps and

tank inlet valve are operated at least twice per week to provide flow for sampling events,

and to keep the tank from overfilling.

2.4 AQUIFER STORAGE AND RECOVERY WELL

An aquifer storage and recovery (ASR) well was installed in 2002 at the Winkler

Pump Station. The 1-mgd capacity, 12-inch diameter well is cased to a depth of 455 feet

and screened to a depth 553 feet. A photograph of the ASR well is shown below in

Figure 2.8.

Figure 2.8: ASR Well at the Winkler Pump Station


The well has been permitted and constructed, but the operational testing has not

been completed. The City has delayed start-up on the ASR well until the Florida

Department of Environmental Protection completes the rule making process for the

arsenic standard and the potable water ASR operation protocol. Operational testing will

resume when the arsenic standard has been finalized.

2.5 DISTRIBUTION SYSTEM PIPING

The water distribution system includes piping that dates back to the early 1900s.

The piping network supplies homes, businesses, irrigation meters and fire hydrants

throughout the distribution system. Most of the older piping is either lined or unlined

cast iron, cement asbestos or galvanized steel pipe. The newer pipe is ductile iron and

polyvinyl chloride (PVC) pipe. Table 2.2 shows the total length of the distribution

network piping classified by diameter and material.

The City is completing a phased water main replacement program to replace the

older water and sewer pipes. Figure 2.9 shows the Water Main replacement phases.

Several sections have already been rehabilitated, and all work should be completed by the

end of 2010. Many of the older cast iron water mains have become tuberculated due to

long term pipe corrosion and water quality changes. The photos in Figure 2.10 show

cast iron pipe sections removed during one of the water main replacement projects.

Figure 2.10: Cast Iron Pipe Sections Replaced


Table 2.2: Potable Water Distribution Pipe Length(ft)

Pipe Material Pipe Diameter

(in) PVC Cast Iron Ductile Iron Galvanized

Steel Cement

Asbestos Total 0.6 448 448 1 607 67 1,864 2,538 1.5 850 644 1,494 2 23,244 15,661 434 115,251 163 154,752 3 1,231 593 1,824 4 9,630 34,234 1,091 1,748 52,552 99,256 6 189,226 159,542 13,392 48,294 410,455 8 375,123 68,575 32,257 755 1,875 478,585 10 23,968 2,990 7,738 123 34,819 12 150,886 43,674 66,492 1,392 262,445 14 1,464 1,464 16 20,236 17,053 26,091 63,379 18 714 714 20 5,604 10,456 16,060 24 19,858 34,821 54,679 30 3,060 2,343 5,402 36 195 11,363 11,558 42 314 9,350 9,664 Unknown 20,585 59 20,644 Total 826,656 341,797 215,829 120,386 104,870 1,609,538

2.6 INTERCONNECTS

The Citys distribution system is currently interconnected with the Lee County

distribution system at four locations listed in Table 2.3 and shown in Figure 2.11. The

City and County systems are separated by double a flow measurement device with

isolation valves on each end. The interconnections are not used on a regular basis. The

Lee County distribution system uses chloramine as a disinfectant rather than free

chlorine. Chloraminated water can be harmful to kidney dialysis patients and tropical

fish owners, without appropriate modifications to individual treatment systems. When the

City uses chloraminated water from the interconnection with the Lee County distribution,

the public must be notified. The combination of chlorinated and chloraminated water can

also result in taste and odor problems caused by the formation di- and tri-chloramines.

Prospect Avenue andArmeda Avenue

S.R. 82 and Ortiz Avenue

Collin Street andEvans Avenue

Metro Parkway andColonial Boulevard

City of Fort Myers Water Master PlanCity of Fort Myers-Lee County Interconnects

LegendWater_PipesDiameter0.611.52346810121416182024303642

ParcelsCity

Fort Myers City Limits

Other Lee County

City-County InterconnectExisting County Transmission Mains

MalcolmPirnie Figure 2.11


Table 2.3 Interconnections with the Lee County Distribution System

Location (Roadway Intersection Corner)

Pipe Diameter

(in)

Interconnection Status

S.R. 82 and Ortiz Avenue 16 Double Butterfly Valve isolation with flow measurement device Metro Parkway and Colonial Boulevard

12 Double Butterfly Valve isolation with flow measurement device

Collins Street and Evans Avenue 16 Double Butterfly Valve isolation with flow measurement device Prospect Avenue and Armeda Avenue

8 Double Butterfly Valve isolation with flow measurement device

City of Fort Myers Water Master Plan Malcolm Pirnie, Inc. Section 3: Regulatory Framework 3-1

3.0 REGULATORY FRAMEWORK

The Citys Water Treatment Plant and potable water distribution system are

subject to the regulatory requirements of the United States Environmental Protection

Agency (USEPA), the Florida Department of Environmental Protection (FDEP), the

South Florida Water Management District (SFWMD) and the Lee County Health

Department (LCHD). The distribution system must comply with standards set by the

State and the Citys Code of Ordinances including providing adequate flow and pressure

to meet fire flow demands.

3.1 FEDERAL REQUIREMENTS

The national drinking water regulations are established by the Safe Drinking

Water Act (SDWA), the principal law governing drinking water safety in the United

States. The Act authorized the USEPA to establish National Primary Drinking Water

Regulations (NPDWRs) shown in Table 3.1 below. They are legally enforceable

standards that protect public health by limiting the levels of contaminants in drinking

water.

Table 3.1: Primary Standards

Contaminant Group Contaminant MCL (mg/L)

Bromate 0.010 Chlorite 1.0 Halo acetic acids (HAA5) 0.060

Disinfection By-Products

Total Trihalomethanes (TTHMs) 0.080 Chloramines (as Cl2) 4.0 Chlorine (as Cl2) 4.0

Residual Disinfectants

Chlorine Dioxide (as ClO2) 0.8


Table 3.1: Primary Standards (continued)


Antimony 0.006 Arsenic* 0.010 Asbestos 7 MFL** Barium 2 Beryllium 0.004 Cadmium 0.005 Chromium 0.1 Copper 1.3 Cyanide (as free Cyanide) 0.2 Fluoride 4 Lead 0.015 Mercury 0.002 Nitrate (as N) 10 Nitrite (as N) 1 Selenium 0.05

Inorganic Compounds

Thallium 0.002

Acrylamide TT+ Alachlor 0.002 Atrazine 0.003 Benzene 0.005 Benzo(a)pyrene (PAHs) 0.0002 Carbofuran 0.04 Carbon tetrachloride*** 0.005 Chlordane 0.002 Chlorobenzene 0.1 2,4-D 0.07 Dalapon 0.2 1,2-Dibromo-3-chloropropane (DBCP) 0.0002 o-Dichlorobenzene 0.6 p-Dichlorobenzene 0.075 1,2-Dichloroethane 0.005 1,1-Dichloroethylene 0.007 cis-1,2-Dichloroethylene 0.07 trans-1,2-Dichlorotheylene 0.1 Dichloromethane 0.005 1,2-Dichloropropane 0.005 Di(2-ethylhexyl) adipate 0.4 Di(2-ethylhexyl) phthalate 0.006 Dinoseb 0.007

Dioxin (2,3,7,8 TCDD) 3 X 10-8

Organic Compounds

Diquat 0.02


Table 3.1: Primary Standards (continued)


Endothall 0.1 Endrin 0.002 Epichlorohydrin TT+ Ethylbenzene 0.7 Ethylene Dibromide *** 0.00005 Glyphosphate 0.7 Heptachlor 0.0004 Heptachlor epoxide 0.0002 Hexachlorobenzene 0.001 Hexachlorocyclopentadiene 0.05 Lindane 0.0002 Methoxychlor 0.04 Oxamyl (Vydate) 0.2 Polychlorinated Biphenyls (PCBs) 0.0005 Pentachlorophenol 0.001 Picloram 0.5 Simazine 0.004 Styrene 0.1 Tetrachloroethylene 0.005 Toluene 1 Toxaphene 0.003 2,4,5-TP (Silvex) 0.05 1,2,4-Trichlorobenzene 0.07 1,1,1-Trichloroethane 0.2 1,1,2-Trichloroehtane 0.005 Trichloroethylene*** 0.005 Vinyl Chloride*** 0.002 Xylenes 10

Alpha particles 15 picocuries per Liter (pCi/L)

Beta particles and photon emitters 4 millirems per year Radium 226/228 5 pCi/L

Radionuclides

Uranium 30 mg/L++ * as of 1/23/06 ** MFL = million fibers per liter *** Florida required MCL is lower + Each water system must certify, in writing, to the State that when acrylamide and epichlorohydrin are used in drinking water systems, the combination of dose level does not exceed the levels specified, as follows: - acrylamide = 0.05% dosed at 1 mg/L (or equivalent) - epichlorohydrin = 0.01% dosed at 20 mg/L (or equivalent) ++ as of 12/08/03

Organic Compounds (Continued)


The National Secondary Drinking Water Regulations (NSDWRs) included below

as Table 3.2, are based on aesthetic rather than health considerations and are not

enforceable.

Table 3.2: Secondary Standards

Contaminant MCL (mg/L) Aluminum 0.05 - 0.2 Color 15 Chloride 250 Copper 1.0 Corrosivity 2 Fluoride 2 Foaming Agents 0.5 Iron 0.3 Manganese 0.05 Odor 3 threshold odor number pH 6.5 - 8.5 Silver 0.1 Sulfate 250 Total Dissolved Solids 500 Zinc 5

3.2 STATE REQUIREMENTS

This section discusses the various regulations set forth by FDEP, SFWMD, and

the LCHD. SFWMD is responsible for permitting water supply while the LCHD is

responsible for construction permitting and monitoring water quality reporting

requirements.

The following sections of the Florida Administrative Code (FAC) apply to the

supply, treatment and distribution of potable water.

40E-2 Regulation of Consumptive Uses of Water 62-520 Ground Water Classes, Standards, and Exemptions 62-521 Wellhead Protection 62-522 Groundwater Permitting and Monitoring 62-528 Underground Injection Control 62-550 Drinking Water Standards, Monitoring, and Reporting 62-555 Permitting, Construction, Operation, and Maintenance of Public

Water Systems


62-602 Drinking Water and Domestic Wastewater Treatment Plant Operator

62-699 Treatment Plant Classification and Staffing

3.2.1 South Florida Water Management District

A permit for water withdrawal was granted by the SFWMD on March 9, 2000.

This Consumptive Use Permit (CUP) expires on March 9, 2020. The allowable permitted

withdrawals are listed in Table 3.3 and the supply reporting requirements are shown in

Table 3.4.

Table 3.3: Allowable SFWMD CUP Permitted Withdrawals

Maximum Withdrawals Location Annual (MG) Daily (MG)

Water Table Aquifer* 3718 12.73 Caloosahatchee River* 4043 15.72 Floridian Aquifer 4363 16.14 Maximum Allocation 4363 16.14

* no longer in use by the City

Table 3.4: Supply Reporting Requirements

Requirement Reporting Frequency

Monthly pump withdrawals Quarterly

Maximum daily withdrawals for each month Quarterly

Production well chloride concentration measurements Monthly The Water Use Permit also requires the City to complete:

An Emergency Water Supply Preparedness Study that includes analysis of demand management measures, potential pumpage shifting, and the feasibility of emergency interconnections for the purpose of supplying water on a short-term, emergency basis to adjoining utilities.

A Wellfield Operating Program detailing primary, secondary, stand-by

wells, and other aspects of wellfield management.


The City is required by their Consumptive Use Permit to submit a report that

includes unaccounted for water to the SFWMD each year. SFWMD encourages public

water supply systems to have no more than 10 percent unaccounted-for water losses. The

implementation of leak detection programs by utilities with unaccounted-for water losses

greater than 10 percent is required. The leak detection program must include water

auditing procedures, and in-field leak detection and repair efforts.

3.2.2 Florida Department of Environmental Protection The state water quality standards listed in FAC 62-550.500 are the same as those

issued by the USEPA under the SDWA, except for the higher standard of 0.05 mg/L for

arsenic and the lower State MCLs for the organic contaminants listed in Table 3.5.

Table 3.5: State Primary Water Quality Monitoring Standards

Contaminant State MCL (mg/L) Federal MCL

(mg/L) Carbon Tetrachloride 0.003 0.005 Trichloroethylene 0.003 0.005 Vinyl Chloride 0.001 0.002 Ethylene Dibromide 0.00002 0.00005

The Water Treatment Plant injects concentrate from the reverse osmosis process

2,300 ft below ground through a Class I injection well. This deep injection well is

regulated by the FDEP under Section 62-528 of the FAC. The concentrate injected must

be monitored continuously for flow and pressure. The maximum injection rate is 2820

gpm (4.06 mgd) and the maximum pressure at the wellhead cannot exceed 76 psi. A

temporary operational testing permit was issued on July 5, 2002. Monthly reports

submitted include monitoring results for the following testing conditions:

Daily maximum, minimum, and average values for: injection pressure, flow rate and annular pressure, annular fluid and annular pressure added/removed, and total volume of WTP concentrate injected


Monthly sample results for: TKN, pH, specific conductivity, chloride, sulfate, field temperature, TDS, sodium, calcium, potassium, magnesium, iron, carbonate, bicarbonate, gross alpha, and radium 226 and 228

Daily maximum, minimum and average values for water level and

pressure of the monitor well DZMW-1 Weekly sample results at monitor well DZMW-1 for: TKN, pH, specific

conductivity, chloride, sulfate, field temperature, TDS, sodium, calcium, potassium, magnesium, iron, carbonate, bicarbonate, gross alpha, and radium 226 and 228.

The City has constructed an ASR well at the Winkler Pump station to provide

additional long term storage and supply water for the potable water distribution system.

The ASR well has a testing permit, and must pass certification testing and final

permitting before being placed into operation. During the acceptance testing, the water

withdrawn to recover the target storage volume must not exceed the Primary and

Secondary quality standards to be used for potable water distribution including iron,

manganese, fluoride, hydrogen sulfide, sulfate, chloride and arsenic. ASR systems are

required to provide a minimum treatment of aeration to remove sulfides.

The most recent amendments to FAC 62-555 completed in August 2003 include

several new requirements for potable water treatment plant and distribution system. A

copy of FAC 62-555.314 -.365 is provided as Appendix C, and a summary of the

applicable changes for the City is summarized in Table 3.6. Several of these

requirements will require additional work by City operations, maintenance and

distribution maintenance staff. As per these new regulations, all hydrants will have to be

exercised annually and dead end mains will have to be exercised quarterly. All storage

tanks will have to be cleaned and evaluated by a professional engineer every 5 years.

The regulation also requires that an Emergency Preparedness Plan be prepared including

response plans for:

Vandalism or sabatoge Structure or forest fire Drought Flood Hurricane Hazardous Material Release


Table 3.6: New Requirements of 62-555 as per August 2003 Amendment

Code Section New Requirement Relevance to the City 62-555.314 New horizontal and vertical separation distances

from storm sewer, reclaimed mains and vacuum gravity and pressure sanitary sewer mains.

New pipelines can be installed in locations that were previously not allowed. Pipeline line review and approval standards can be updated.

62-555.315 Samples of total sulfide are necessary for construction permits connecting new or altered wells. Aeration must be provided if sulfides are greater than 0.3 mg/l.

City may need to provide aeration or other appropriate treatment at ASR location to remove sulfides.

62-555.320 Treatment must achieve a 4-log inactivation/removal of viruses.

Additional sampling and disinfection modifications may be required.

62-555.320 Standby power is to be provided for all operating facilities to meet primary and secondary standards at a rate greater than or equal to the average daily demand.

City should evaluate power consumption to determine if generator capacity can support plant operations at average day demand

62-555.320 Mains transporting raw or partially treated water must adhere to specified design and color requirements.

Mains must be painted appropriate colors based on the treatment level of the water they are conveying.

62-555.348 A source/treatment/storage capacity analysis report is to be submitted depending on the estimated time until maximum-day demand exceeds permitted maximum-day operating capacity.

City should track demand and capacity to determine when they need to complete this requirement. This analysis is covered later in this report.

62-555.350 Utilities must clean and have the structural integrity of all finished water and distribution system storage inspected at least once every 5 years.

City should schedule staff and shutdowns necessary to complete inspections, or should include provisions in their CIP to hire a consultant to complete the evaluation.

62-555.350 Dead-end water mains must be flushed out quarterly or in accordance with the utilities flushing program.

Requires dead-end identification, staffing for flushing and may cause additional unaccounted water loss if not metered.

62-555.350 Water suppliers are required to call the State Warning Point (SWP) immediately after any discovery of a security breach or suspicious activity.

This requirement and contact information must be added to standard operating procedure.

62-555.350 Utilities are to contact the LCHD and affected customers before any operating adjustments in which water quality may be affected.

Notification must be done before planned uses of the interconnect.

62-555.350 O & M manuals must be provided at all treatment plants by the utilities.

Water Treatment Plant needs an O&M Manual.

62-555.350 An updated map of the water distribution system is required.

City will need to regularly update and incorporate all new mains from asbuilts and new developments.

62-555.350 A written emergency preparedness/response plan is required.

City must prepare an Emergency Preparedness Plan.

62-555.350 All fire hydrants must be exercised annually. This will require extra planning, staffing and effort.

62-555.350 All isolation valves must be exercised at least once every 2 years

This will require extra planning, staffing and effort.

62-555.360 Cross connection control City should update the cross connection control procedures


The Emergency Preparedness plans should be prepared in accordance with

Chapter 5 of AWWA Manual 19.

3.2.3 Lee County Health Department The City is required to submit their monitoring results to LCHD. Disinfectant

residual and total coliforms are sampled every day from one of the following three

locations:

Southwest distribution system - Winkler Pump Station Northwest distribution system - Poinciana Avenue at Lift Station #2 Northeast distribution system - Fairview Court at Lift Station #11

The City must monitor for the primary and secondary water quality standards

listed in Tables 3.1, 3.2 and 3.3 as per the schedule and locations listed in Table 3.7. A

disinfectant residual of 0.2 mg/L free chlorine must be maintained throughout the

distribution system.

Table 3.7: Water Quality Monitoring Standard Frequency and Location Requirements

Constituent Monitoring Frequency Monitoring Location

Asbestos Every nine years At the tap after asbestos cement lined pipe and at entry point to the distribution system

Secondary standards Every three years At the entry point to the distribution system Radionuclides Every three years At the entry point to the distribution system Inorganics other than Nitrate and Nitrite

Every three years At the entry point to the distribution system

Nitrate Annually At the entry point to the distribution system Nitrite Annually At the entry point to the distribution system Organics Once per year in the first

quarter, quarterly every 3 years

At the entry point to the distribution system for all samples, at each well only in the first quarter of each year

TTHMs Quarterly Distribution system location of longest residence time

HAAs Quarterly Distribution system location of longest residence time

Disinfectant residual Multiple times per month Distribution system same locations and times as coliform sampling

Total Coliforms Multiple times per month Distribution system same locations and times as disinfectant residual sampling


The Water Treatment Plant is classified as a Category II, Class A facility

requiring 24 hour per day, seven days per week operation, as per FAC 62-699. Operators

must be Class C or higher, and the chief operator must have Class A certification.

3.3 CITY OF FORT MYERS REQUIREMENTS

3.3.1 Code of Ordinances and Comprehensive Plan

The City of Fort Myers Code of Ordinances provides several rules that pertain to

potable water use and distribution. Chapter 26 states the methodology used for

calculating the projected developmental potable demand, potable water meter sizes, and

fire flow requirements. These parameters are used to determine the projected potable

water demand to assure that water mains are adequately sized. Chapter 26-306 requires

that new developments us a level of service of 150 gallons per capita per day and assume

2.4 persons per household.

As per Chapter 26-38, the various flow rates corresponding to each meter size for

commercial/industrial use are given in Table 3.9 below:

Table 3.8: Meter Sizes and Corresponding Capacities

Meter Size (inches)

Meter Capacity (gpm)

3/4 x 5/8 15 1 40

1 1/2 80 2 120 3 250 4 350 6 700 8 1,200

Fire flow requirements for new construction, changes in occupancy, or any

physical enlargement of existing buildings are included as Table 3.10. All previously

constructed one- and two-family dwellings are exempt from these requirements except

new subdivisions. Subdivisions that are not able to deliver the required fire flow must


provide automatic sprinkler systems in accordance with the National Fire Protection

Association (#13, 1987 Edition).

Table 3.9: Fire Flow for New One- and Two-Family Subdivisions

Distance Between Buildings (feet)

Needed Fire Flow (gpm)

Greater than 100 500 20 100 750 11 30 1,000 Less than or equal to 10 1,500

The fire flow requirements for all other buildings are based on the degree of

hazard and any credit given for sprinkler protection. The hazard classifications and

corresponding fire flows are given in Table 3.11 below. Buildings with automatic

sprinkler systems installed in accordance with all applicable codes are allowed a fifty

percent reduction in the final fire flow.

Table 3.10: Fire Flow for Commercial Occupancies

Hazard Needed Fire Flow (gpm)

Light 2,500 Ordinary 3,500 High 4,000

If buildings are constructed with the furthest point of the structure 150 feet or more from

a public street, private mains and hydrants must be put in place in order to meet the

required fire flow.

Additionally the Citys Comprehensive Plan lists the following additional

requirements for water mains:

Minimum system size (not service lines) should be 6-inch for single family development and 8-inch for multi-family commercial, business and industrial. Minimum fire flow rates shall be maintained in the Land Development Regulations


Dead-end pipes shall be limited to 8-inch minimum size; 1,000 foot maximum length, with a hydrant or 4-inch blow-off at each end, provided adequate fire flow is available for the area type.

A maximum length of 2-inch pipe of 1 block or 1,500 feet, whichever is

shorter, between parallel 6-inch or larger lines, may be considered adequate for infill single-family use in existing subdivisions.

3.3.2 Local Water Interconnection Requirements In cases of extreme emergencies, the City of Fort Myers and Lee County have

incorporated interconnections into their water distribution systems so that one utility can

supply water to the other. The City uses free chlorine for disinfection, while the County

uses chloramination. As noted previously in Section 2.6, chloraminated water can be

harmful to kidney dialysis patients and tropical fish owners. Chloraminated water

requires different treatment techniques than chlorinated water in order to remove the

chlorine for those applications. Also, the combination of chlorinated and chloraminated

water can result in taste and odor problems caused by the formation of di- and tri-

chloramines.

In the event that the City or County utilizes the interconnection, the Lee County

Health Department and affected water customers must be notified by no later than the

previous business day for a planned use of the interconnection, according to section 62-

555.350 of the FAC. Previous notification is not required before unplanned temporary

conversions from chloramines to free chlorine to protect public health during emergency

operating conditions such as source water contamination, water main breaks, or backflow

incidents.

City of Fort Myers Water Master Plan Malcolm Pirnie, Inc. Section 4: Historic Water Demands 4-1

4.0 HISTORIC WATER DEMANDS

4.1 HISTORIC WATER DEMAND

Several aspects of water demand in the Citys distribution system have been

evaluated for the Water Master Plan, including demand by connection, average annual,

peak day and peak hour demands. The following data were compiled and analyzed to

determine historical potable water demand:

Customer billing data from May 2002 through April 2003 Daily finished water production data from January 1998 through

September 2003 15-minute pressure and flow data from May 15, 2003 to September 26,

2003

4.1.1 Water Demand By Type of Connection The customer billing data included the address and monthly gallons consumed at

each location. A total of 15,678 billing meters were assigned to one of the nine

categories. A summary of the average daily demand from the billing data is shown in

Table 4.1. The addresses of the billing meters associated with the Unknown category,

include all of the commercial and industrial customers within the City.

Table 4.1: Billing Demand Information by Customer Type

Meter Type Total Number of

Active Connections

Total Annual Demand

(million gallons)

Average Daily Demand Per Connection

(gpd) Residential 11,336 653 158 Duplex 168 13 213 Apartment Complex 404 521 3,531 Mobile Home 314 6 53 Mobile Home Park 7 16 6,366 Motel 28 39 3,833 Hotel 8 15 5,094 Irrigation 564 145 706 Unknown (Commercial and Industrial) 2,849 665 640


4.1.2 Maximum Day And Peak Hour Demand Factors The maximum peak day and peak hour factor from the analysis of the available

data listed above are 1.27 and 1.57 respectively. Table 4.2 provides a summary of annual

distribution system demands.

Table 4.2: Historical Distribution System Demands

Year Annual Average Demand (mgd)

Maximum Monthly Demand (mgd)

Maximum Daily Demand (mgd)

1998 6.24 6.47 7.59 1999 6.32 6.76 7.63 2000 6.77 7.44 8.58 2001 6.31 6.96 7.80 2002 6.68 7.31 8.13 2003* 6.49 6.76 7.62

* Through September 2003

Values for flow and pressure leaving the Water Treatment Plant were recorded from May

15, 2003 to September 26, 2003 by the SCADA system, at 15 minute intervals. A

Summary of the demand and pressure values over this time period is provided below in

Table 4.3.

Table 4.3: Summary of Flow and Pressure Values Recorded by Water Treatment Plant SCADA (May 15, 2003 September 26, 2003)

Average Daily Demand 6.36 mgd Maximum Daily Demand 7.13 mgd Maximum Hourly Demand 10.00 mgd Average Recorded Pressure 61.6 psi Maximum Recorded Pressure 66.2 psi Minimum Recorded Pressure 51.9 psi

4.2 DIURNAL FLOW PATTERNS

The flow data from May 15, 2003 to September 26, 2003 were divided into 24-

hour days by the day of the week. The average diurnal flow pattern of water pumped to

distribution varies from a low flow of 4.4 mgd to a peak flow of 7.4 mgd. Figure 4.1

shows the average daily diurnal flow pattern at the Water Treatment Plant.


Figure 4.1: Average Daily Flow Patterns at the Water Treatment Plant

0

1

2

3

4

5

6

7

8

1:00 AM 4:00 AM 7:00 AM 10:00 AM 1:00 PM 4:00 PM 7:00 PM 10:00 PM

Time of Day

Dem

nad

(mgd

)

4.3 NON-REVENUE PRODUCING WATER

For the prpose of this report, non-revenue producing water will be defined as the

difference between water that is pumped as raw water from the wellfield and potable

water that is sold by the City to customers. This difference is made up of treatment losses

and water that is lost due to leaks and unbilled use.

4.3.1 Treatment Loss The actual potable water pumped to the distribution system is less than the

amount of water that is supplied as raw water by the Citys wellfield. The concentrate

waste from the reverse osmosis treatment process is injected back into the ground using

the deep injection well. This injected concentrate water is characterized as treatment

loss. Treatment losses must be considered as an additional demand when evaluating long


term supply needs. Table 4.4 summarized the treatment losses for the fiscal year 2003. A

of treatment loss of 20% is typical for a reverse osmosis treatment process used for water

from brackish wells.

Table 4.4: Summary of Treatment Losses Fiscal Year (October September) 2003 Total Water Supplied to the WTP (gallons) 2,972,083,000 Total Water Supplied to Distribution (gallons) 2,391,154,000 Treatment Losses (gallons) 580,929,000 % Treatment Loss 20%

4.3.2 Unbilled Water Use

The difference between metered billing water quantities and measured flow for

water leaving the Water Treatment Plant is another source of non-revenue producing

water. These differences can be characterized as real losses such as when water never

reaches an end user, or apparent losses, when the end user is either not billed, or is billed

incorrectly. Some examples of real and apparent losses are:

Real losses o Pipe leaks o Main breaks o Tank overflows o Fire flow o Watermain flushing o Hydrant pressure/flow tests

Apparent losses o Non-metered use at construction sites o Other non-metered users o Unmeasured flow through a metered interconnection with another

distribution system o Inaccurate meters at user connections o Inaccurate flow meter at the Water Treatment Plant o Billing meter reading error

Table 4.5 shows a summary of the unbilled water based upon the difference between

total water supplied to distribution and the total metered water use for the same time

period for the last seven years. The total unaccounted for water for 2003 was 10 percent.


The average unaccounted for water from 1997-2003 was approximately 700,000 gpd, or

11 percent. Table 4.5: Summary of Reported Unaccounted for Distribution Water

Fiscal Year

Total Water Supplied to Distribution

(gallons)

Total Metered Use

(gallons)

Estimated Hydrant Flushing

Usage (gallons)

Total Unaccounted

for Water (gallons)

Unaccounted for Water

(%) 1997 2,253,801,000 1,992,551,000 261,250,000 12% 1998 2,275,609,000 2,034,297,583 241,311,417 11% 1999 2,300,320,000 2,161,979,799 138,340,201 6% 2000 2,432,106,000 2,153,097,928 279,008,072 11% 2001 2,369,523,000 2,098,736,824 270,786,176 11% 2002 2,403,179,000 2,039,767,980 363,411,020 15% 2003 2,391,154,000 2,149,261,153 3,321,220 238,571,627 10%

The City submits an annual report of unaccounted for water to SFWMD. The

water management district requires that the unaccounted for water be less than 10% or

the City must implement a leak detection program that includes a water audit, and in-field

leak detection and repair efforts. Additional discussion on reducing non-revenue water is

provided in Section 6.2.

4.4 HISTORIC FIRE FLOW DEMAND

According to the City of Fort Myers code of ordinances Section 26-238, any new

or remodeled structure shall perform a fire flow test to determine if required fire flow as

discussed in Section 3, can be achieved. Failure to meet

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