HomeMy WebLinkAboutResolution No. 2013-02 Attachment Facilities Plan 2013-2033
CITY OF CAPE CANAVERAL, FLORIDA
WASTEWATER AND STORMWATER
FACILITIES PLAN
2013 – 2033
February 2013
Prepared By:
7155 Murrell Road
Melbourne, FL 32940
(321) 254-3663
Pensacola • Melbourne • Mobile • Panama City • Tampa • Tallahassee
City of Cape Canaveral, Florida
Wastewater/Stormwater Facilities Plan
BDI/106804.01 i February 2013
TABLE OF CONTENTS
Contents........................................................................................................................................... i
Appendices..................................................................................................................................... iv
List of Tables ...................................................................................................................................v
List of Figures................................................................................................................................ vi
EXECUTIVE SUMMARY .............................................................................................................ES-1
1 INTRODUCTION.......................................................................................................................1-1
1.1 Background........................................................................................................................1-1
1.2 Purpose...............................................................................................................................1-8
1.3 Demographics....................................................................................................................1-8
1.4 Document Contents............................................................................................................1-8
2 SERVICE AREA AND POPULATION PROJECTIONS.........................................................2-1
2.1 Climate...............................................................................................................................2-1
2.2 Topography, Hydrology and Hydrogeology......................................................................2-1
2.3 Plant and Animal Communities.........................................................................................2-2
2.4 Wetlands and Floodplain ...................................................................................................2-3
2.5 Archeological and Historical Sites.....................................................................................2-5
2.6 Historical Population .......................................................................................................2-10
2.7 Wastewater Service Area.................................................................................................2-11
2.7.1 Land Use......................................................................................................................2-11
2.7.2 Population and Flows...................................................................................................2-13
3 EXISTING WASTEWATER AND REUSE SYSTEMS...........................................................3-1
3.1 General...............................................................................................................................3-1
3.2 Wastewater Treatment.......................................................................................................3-3
3.2.1 Influent and Effluent Data .............................................................................................3-5
3.2.2 Goals of Improvements..................................................................................................3-5
3.3 Reuse Water Supply...........................................................................................................3-7
3.3.1 Flow and Usage Data.....................................................................................................3-7
3.3.2 Goals of Improvements..................................................................................................3-8
4 PROPOSED WASTEWATER AND REUSE PROJECTS........................................................4-1
4.1 General...............................................................................................................................4-1
4.2 Oxidation Ditch Reconfiguration.......................................................................................4-1
4.2.1 Option 1 – Aeration Basin Split Lengthwise with Surface Aeration.............................4-2
4.2.2 Option 2 – Aeration Basin Split Lengthwise with Diffused Aeration...........................4-2
4.2.3 Option 3 – Aeration Basin Bisected across Its Long Axis with Surface Aeration........4-6
City of Cape Canaveral, Florida
Wastewater/Stormwater Facilities Plan
BDI/106804.01 ii February 2013
4.2.4 Comparative Analysis....................................................................................................4-6
4.2.5 Opinions of Probable Construction and Operating Costs..............................................4-7
4.3 Sludge Belt Refurbishment................................................................................................4-8
4.3.1 Option 1 – Add a Second Belt Filter Press to Match the First.......................................4-8
4.3.2 Option 2 – Replace the Existing Press with Two Smaller Units ...................................4-8
4.3.3 Option 3 – Retain and Rebuild the Existing Unit..........................................................4-9
4.3.4 Comparative Analysis....................................................................................................4-9
4.4 3 MG Reclaimed Water Tank..........................................................................................4-11
4.4.1 Option 1 – Storage within the Distribution System.....................................................4-12
4.4.2 Option 2 – Additional Storage within the Wastewater Treatment Facility Site..........4-12
4.4.3 Option 2 – Opinion of Probable Costs.........................................................................4-13
4.5 Holman Road Sewer Upgrade .........................................................................................4-13
5 SELECTED WASTEWATER AND REUSE ALTERNATIVES .............................................5-1
5.1 Oxidation Ditch Reconfiguration.......................................................................................5-1
5.1.1 Description.....................................................................................................................5-1
5.1.2 Phasing...........................................................................................................................5-1
5.1.3 Environmental Benefits .................................................................................................5-4
5.1.4 Adverse Impacts and Mitigation....................................................................................5-4
5.1.5 Cost Estimate.................................................................................................................5-5
5.2 Sludge Belt Refurbishment................................................................................................5-5
5.2.1 Description.....................................................................................................................5-5
5.2.2 Phasing...........................................................................................................................5-6
5.2.3 Environmental Benefits .................................................................................................5-6
5.2.4 Adverse Impacts and Mitigation....................................................................................5-6
5.2.5 Cost Estimate.................................................................................................................5-6
5.3 3 MG Reclaimed Water Tank............................................................................................5-7
5.3.1 Description.....................................................................................................................5-7
5.3.2 Phasing...........................................................................................................................5-7
5.3.3 Environmental Benefits .................................................................................................5-7
5.3.4 Adverse Impacts and Mitigation....................................................................................5-8
5.3.5 Cost Estimate.................................................................................................................5-8
5.4 Holman Road Sewer Upgrade ...........................................................................................5-8
6 EXISTING STORMWATER SYSTEM.....................................................................................6-1
6.1 General...............................................................................................................................6-1
6.2 City Drainage Basin Delineation.......................................................................................6-1
6.2.1 Shorewood Drainage Basin................................................................................................6-3
6.2.2 Mosquito Drainage Basin ..................................................................................................6-3
6.2.3 Canaveral Drainage Basin..................................................................................................6-3
6.2.4 Central Drainage Basin......................................................................................................6-3
6.2.5 International Drainage Basin .............................................................................................6-3
6.2.6 Center Drainage Basin.......................................................................................................6-4
6.2.7 Holman Drainage Basin.....................................................................................................6-4
6.3 Proposed Projects...............................................................................................................6-4
City of Cape Canaveral, Florida
Wastewater/Stormwater Facilities Plan
BDI/106804.01 iii February 2013
6.3.1 North Central Ditch Improvements-Phase I ......................................................................6-4
6.3.2 North Central Ditch Improvements-Phase II.....................................................................6-4
6.3.3 Central Ditch Dredging......................................................................................................6-4
6.3.4 North Atlantic Avenue Improvements Project ..................................................................6-5
6.3.5 West Central Boulevard Pipe Replacement.......................................................................6-5
6.3.6 Canaveral City Park-Exfiltration System...........................................................................6-5
6.4 Existing Programs..............................................................................................................6-5
6.5 Past Projects.......................................................................................................................6-6
6.6 Goals of Improvements......................................................................................................6-7
7 PROPOSED STORMWATER PROJECTS...............................................................................7-1
7.1 General...............................................................................................................................7-1
7.2 North Central Ditch Phase 1..............................................................................................7-1
7.3 North Central Ditch Phase 2..............................................................................................7-1
7.4 North Atlantic Avenue Streetscape....................................................................................7-4
7.5 West Central Pipe Replacement.........................................................................................7-4
7.6 Central Ditch Dredging......................................................................................................7-4
7.7 Canaveral City Park Exfiltration........................................................................................7-4
8 SELECTED STORMWATER ALTERNATIVES.....................................................................8-1
8.1 North Central Ditch Phase 1..............................................................................................8-1
8.1.1 Description.....................................................................................................................8-1
8.1.2 Environmental Benefits .................................................................................................8-1
8.1.3 Adverse Impacts and Mitigation....................................................................................8-1
8.1.4 Cost Estimate.................................................................................................................8-1
8.2 North Central Ditch Phase 2..............................................................................................8-2
8.2.1 Description.....................................................................................................................8-2
8.2.2 Environmental Benefits .................................................................................................8-2
8.2.3 Adverse Impacts and Mitigation....................................................................................8-2
8.2.4 Cost Estimate.................................................................................................................8-3
8.3 North Atlantic Avenue Streetscape....................................................................................8-3
8.3.1 Description.....................................................................................................................8-3
8.3.2 Environmental Benefits .................................................................................................8-3
8.3.3 Adverse Impacts and Mitigation....................................................................................8-3
8.3.4 Cost Estimate.................................................................................................................8-4
8.4 West Central Pipe Replacement.........................................................................................8-4
8.4.1 Description.....................................................................................................................8-4
8.4.2 Environmental Benefits .................................................................................................8-4
8.4.3 Adverse Impacts and Mitigation....................................................................................8-4
8.4.4 Cost Estimate.................................................................................................................8-4
8.5 Central Ditch Dredging......................................................................................................8-5
8.5.1 Description.....................................................................................................................8-5
8.5.2 Environmental Benefits .................................................................................................8-5
8.5.3 Adverse Impacts and Mitigation....................................................................................8-5
8.5.4 Cost Estimate.................................................................................................................8-5
City of Cape Canaveral, Florida
Wastewater/Stormwater Facilities Plan
BDI/106804.01 iv February 2013
8.6 Canaveral City Park Exfiltration........................................................................................8-6
8.6.1 Description.....................................................................................................................8-6
8.6.2 Phasing...........................................................................................................................8-6
8.6.3 Environmental Benefits .................................................................................................8-6
8.6.4 Adverse Impacts and Mitigation....................................................................................8-6
8.6.5 Cost Estimate.................................................................................................................8-7
9 IMPLEMENTATION AND FINANCIAL PLANNING ...........................................................9-1
9.1 Implementation Schedule...................................................................................................9-1
9.2 Permitting Compliance......................................................................................................9-1
9.3 Public Participation............................................................................................................9-2
9.4 Capital Finance Plan..........................................................................................................9-2
APPENDICES
Appendix A Opinions of Probable Cost
Appendix B Aeration Basin Price Quotes
Appendix C 20-Year Present Worth Analysis
Appendix D Belt Filter Press Price Quotes
Appendix E Reclaimed Water Storage Price Quote
Appendix F Holman Road Sewer Upgrade Evaluation Memorandum
Appendix G Public Participation Documents
Appendix H Capital Financing Plan
City of Cape Canaveral, Florida
Wastewater/Stormwater Facilities Plan
BDI/106804.01 v February 2013
LIST OF TABLES
2-1 State and Federal Threatened, Endangered, and Candidate Species .....................................2-3
2-2 SHPO Structures within Cape Canaveral City Limits...........................................................2-5
2-3 DHR Archeological Sites within Cape Canaveral City Limits..............................................2-6
2-4 Cape Canaveral City Historical Population Data.................................................................2-10
2-5 City of Cape Canaveral City Future Land Use....................................................................2-11
2-6 Three Month Average Daily Flows (2001-2011) ................................................................2-14
2-7 Historical and Projected Average Daily Flows....................................................................2-15
4-1 Aeration Basin Modification Probable Capital Costs and Present Worth Estimate..............4-7
4-2 Belt Filter Press Modification Probable Capital Costs........................................................4-11
4-3 Reclaimed Water Storage Expansion Probable Capital Costs.............................................4-13
6-1 Stormwater Assessments per ERU........................................................................................6-6
6-2 Previous Stormwater Utility Funded Infrastructure Improvements.......................................6-6
9-1 Construction Implementation Schedule.................................................................................9-1
City of Cape Canaveral, Florida
Wastewater/Stormwater Facilities Plan
BDI/106804.01 vi February 2013
LIST OF FIGURES
1-1 Cape Canaveral Location Map...............................................................................................1-2
1-2 Cape Canaveral Wastewater Service Area ............................................................................1-3
1-3 Wastewater Treatment Facility Location Map ......................................................................1-4
1-4 Cape Canaveral Stormwater Service Area.............................................................................1-5
1-5 Stormwater Improvement Projects Location Map.................................................................1-7
2-1 NWI Wetlands Inventory.......................................................................................................2-4
2-2 FEMA Flood Zones ...............................................................................................................2-7
2-3 SHPO Site Inventory..............................................................................................................2-8
2-4 DHR Master Site File Inventory............................................................................................2-9
2-5 City Future Land Use...........................................................................................................2-12
3-1 Existing Wastewater Treatment Facility................................................................................3-2
3-2 Process Flow Diagram...........................................................................................................3-4
3-3 Cape Canaveral Reclaimed Water Flow Use.........................................................................3-8
4-1 Option 1 Aeration Basin Split Lengthwise w/ Surface Aeration...........................................4-3
4-2 Option 2 Aeration Basin Split Lengthwise w/ Diffused Aeration.........................................4-4
4-3 Option 3 Aeration Basin Bisected Across its Long Axis w/ Surface Aeration .....................4-5
5-1 Aeration Basin – Conceptual Sequence of Construction.......................................................5-3
6-1 Cape Canaveral Stormwater Drainage Basin Map ................................................................6-2
7-1 N. Central Ditch Improvements – Phase I Location Map......................................................7-2
7-2 N. Central Ditch Improvements – Phase II Location Map ....................................................7-3
7-3 N. Atlantic Ave. Streetscape – Stormwater Improvements Location Map............................7-6
7-4 West Central Pipe Replacement Location Map.....................................................................7-7
7-5 Central Ditch Dredging Location Map..................................................................................7-8
7-6 City Park Regional Stormwater System Location Map.........................................................7-9
City of Cape Canaveral, Florida
Wastewater/Stormwater Facilities Plan
BDI/106804.01 ES-1 February 2013
EXECUTIVE SUMMARY
Purpose and Scope
The City of Cape Canaveral (City) contracted with Baskerville-Donovan, Inc. (BDI) to prepare a
Wastewater and Stormwater Facilities Plan (Plan) meeting the requirements of Chapter 62-503 for
the State Revolving Fund (SRF) Loan Program. This Plan has been prepared to provide the
necessary information required by the Florida Department of Environmental Protection (FDEP) in
support of the SRF loan.
The plan addresses ten individual projects previously identified by the City. Three projects are
located at the wastewater treatment plant and are intended to provided redundancy, increased
reliability, and better usability of reuse water. One project involves upgrades to an aging over
capacity portion of the sanitary sewer collection system. Six projects involve improvement to the
stormwater system to provide better treatment, reliability and conveyance capacity.
Existing Conditions
The City is located in northeast Brevard County along the east coast of Florida. The City
encompasses an area of approximately 1.9 square miles with approximately 93% of the available
land within the City already developed.
The wastewater service area includes the entire incorporated limits of the City. The wastewater
system consists of gravity collection, pumping (lift) stations, force mains, and a wastewater
treatment facility with a permitted average daily flow (ADF) capacity of 1.8 million gallons per day
(MGD). The original wastewater treatment facility was constructed in the late 1960’s. The WWTF
was upgraded and expanded to the current 1.8 MGD in 1995. The 1995 improvements upgraded the
facility to a 5-stage nutrient removal process that allowed the City to discharge effluent to both the
public access reuse water distribution system and the Banana River. Additional facility
improvements were made in 2005 to make more reuse water available and to switch disinfection to
sodium hypochlorite.
The City’s stormwater service area also includes the entire incorporated limits of the City. During
the late 1950’s and through the 1960’s, the City and the Florida Department of Transportation
(FDOT) constructed stormwater drainage systems that conveyed stormwater runoff from State Road
A1A to the Banana River Lagoon. Outfall culverts are located at the following locations: Holman
Road, Center Street, International Drive, and Central Boulevard. Additional stormwater outfalls are
located at the Canaveral Drainage Canal, and the City’s Wastewater Treatment Facility. The
stormwater system has historically demonstrated it has the capacity to prevent significant flooding.
However, it was constructed prior to the implementation of water quality rules, and water quality
treatment facilities are limited.
City of Cape Canaveral, Florida
Wastewater/Stormwater Facilities Plan
BDI/106804.01 1-1 February 2013
1 INTRODUCTION
1.1 Background
The City of Cape Canaveral (City) is located in northeast Brevard County along the east coast of
Florida. The location of Cape Canaveral is shown on Figure 1-1. The City encompasses an area of
approximately 1.9 square miles with approximately 93% of the available land within the City
already developed.
The wastewater service area includes the entire incorporated limits of the City. The wastewater
service area for Cape Canaveral is shown on Figure 1-2. The wastewater system consists of gravity
collection, pumping (lift) stations, force mains, and a wastewater treatment facility with a permitted
average daily flow (ADF) capacity of 1.8 million gallons per day (MGD).
The original wastewater treatment facility was constructed in the late 1960’s. The location of the
Cape Canaveral Wastewater Treatment Facility is shown on Figure 1-3. The system is operated as a
cascading lift station system, that is, the wastewater flows by gravity to a pumping station where it is
pumped (lifted) into another gravity collection system until it reaches the treatment facility. The
WWTF was upgraded and expanded to 1.8 MGD in 1995. This expansion effort upgraded the
WWTF to a 5-stage nutrient removal process that allowed the City to discharge effluent to both the
public access reuse water distribution system and the Banana River (Condition Assessment for the
Cape Canaveral Wastewater Treatment Facility, June 2006, Brown and Caldwell).
In 2005, additional upgrades were made including the construction of additional reuse water pumps,
a cover on the reject storage tank to allow this tank to serve as reuse water storage, piping and
automatic valving to allow the equalization tank to serve as reject effluent storage, and a sodium
hypochlorite storage and feed system to allow the City to discontinue the use of gaseous chlorine.
Dechlorinated effluent not used for reuse is discharged to the Banana River. Effluent water is
transferred from the wet well to two reuse ground storage tanks by effluent transfer pumps. A 1.0
million gallon (MG) and a 1.4 MG ground storage tank store treated effluent or substandard effluent.
The reuse water distribution system includes effluent transfer and reuse distribution pumps and
distribution system piping (Capacity Analysis Report, Tetra Tech).
The City’s stormwater service area also includes the entire incorporated limits of the City as shown
on Figure 1-4. During the late 1950’s and through the 1960’s, the City of Cape Canaveral and the
Florida Department of Transportation (FDOT) constructed stormwater drainage systems that
conveyed stormwater runoff from State Road A1A to the Banana River Lagoon. Outfall culverts are
located at the following locations: Holman Road, Center Street, International Drive, and Central
Boulevard. Additional stormwater outfalls are located at the Canaveral Drainage Canal, and the
City’s Wastewater Treatment Facility.
B A N A N A
R I V E R
A T L A N T I C
O C E A NASTRONAUT BL
VD
528 HWY ATLANTIC AV NCENTRAL BLVD E401 HWY RIDGEWOOD AV ATLANTIC AV NATLANTIC AV NENGINEERING BUSINESS EB-0000340
Pensacola - Panama City Beach - Tallahassee - Mobile - Brevard County - Tampa
7155 MURRELL ROAD SUITE 101 MELBOURNE, FL 32940
This drawing is the property of BASKERVILLE-DONOVAN, INC. and is not
to be reproduced in whole or in part. It is not to be used on any other
project and is to be returned upon request.
Cape Canaveral Location Map
City of Cape Canaveral Wastewater/Stormwater Facilities Plan
Project #: 106804.01 November 2012
1-1
FIGURE
NO.P:\1068 Cape Canaveral\106804.01 Facilities Planning\GIS\Layouts\Fig 1-1 Location Map.mxd 12/7/2012 ocallardG U L F O F
M E X I C O
[
A T L A N T I C
O C E A N
OSCEOLA
BREVARD
ORANGE
POLK
SEMINOLE
INDIANRIVER
LAKE
VOLUSIA
CAPE CANAVERAL
Legend
Existing City Limits
B A N A N A
R I V E R
A T L A N T I C
O C E A NASTRONAUT
BL
VD 401 HWY ATLANTIC AV N528 HWY OCEAN BEACH BLVD CENTRAL BLVD E
RIDGEWOOD AV GEORGE J KING BLVD ATLANTIC AV NATLANTIC AV NATLANTIC AV NRIDGEWOOD AV ENGINEERING BUSINESS EB-0000340
Pensacola - Panama City Beach - Tallahassee - Mobile - Brevard County - Tampa
7155 MURRELL ROAD SUITE 101 MELBOURNE, FL 32940
This drawing is the property of BASKERVILLE-DONOVAN, INC. and is not
to be reproduced in whole or in part. It is not to be used on any other
project and is to be returned upon request.
Cape Canaveral Wastewater Service Area
City of Cape Canaveral Wastewater/Stormwater Facilities Plan
Project #: 106804.01 November 2012
1-2
FIGURE
NO.P:\1068 Cape Canaveral\106804.01 Facilities Planning\GIS\Layouts\Fig 1-2 WW Service Area.mxd 12/7/2012 ocallardLegend
Existing City Limits
WW Service Area
-
2,500 0 2,500
1 inch = 2,500 feet
B A N A N A
R I V E R
A T L A N T I C
O C E A NASTRONAUT BL
VD ATLANTIC AV NCENTRAL BLVD E
RIDGEWOOD AV 528 HWY
GEORGE J KING BLVD ATLANTIC AV NRIDGEWOOD AV ATLANTIC AV NENGINEERING BUSINESS EB-0000340
Pensacola - Panama City Beach - Tallahassee - Mobile - Brevard County - Tampa
7155 MURRELL ROAD SUITE 101 MELBOURNE, FL 32940
This drawing is the property of BASKERVILLE-DONOVAN, INC. and is not
to be reproduced in whole or in part. It is not to be used on any other
project and is to be returned upon request.
Wastewater Treatment Facility Location Map
City of Cape Canaveral Wastewater/Stormwater Facilities Plan
Project #: 106804.01 November 2012
1-3
FIGURE
NO.P:\1068 Cape Canaveral\106804.01 Facilities Planning\GIS\Layouts\Fig 1-3 WWTF Location Map.mxd 12/7/2012 ocallardLegend
Cape Canaveral WWTF
Existing City Limits
-
2,000 0 2,000
1 inch = 2,000 feet
B A N A N A
R I V E R
A T L A N T I C
O C E A NASTRONAUT
BL
VD 401 HWY ATLANTIC AV N528 HWY OCEAN BEACH BLVD CENTRAL BLVD E
RIDGEWOOD AV COCOA BEACH CSWY W
GEORGE J KING BLVD ATLANTIC AV NATLANTIC AV NATLANTIC AV NRIDGEWOOD AV ENGINEERING BUSINESS EB-0000340
Pensacola - Panama City Beach - Tallahassee - Mobile - Brevard County - Tampa
7155 MURRELL ROAD SUITE 101 MELBOURNE, FL 32940
This drawing is the property of BASKERVILLE-DONOVAN, INC. and is not
to be reproduced in whole or in part. It is not to be used on any other
project and is to be returned upon request.
Cape Canaveral Stormwater Service Area
City of Cape Canaveral Wastewater/Stormwater Facilities Plan
Project #: 106804.01 November 2012
1-4
FIGURE
NO.P:\1068 Cape Canaveral\106804.01 Facilities Planning\GIS\Layouts\Fig 1-4 Stormwater Service Area.mxd 12/7/2012 ocallardLegend
Existing City Limits
Stormwater Service Area
-
2,500 0 2,500
1 inch = 2,500 feet
City of Cape Canaveral, Florida
Wastewater/Stormwater Facilities Plan
BDI/106804.01 1-6 February 2013
Because the City’s major drainage systems were constructed prior to the formation of the St. Johns
River Water Management District (SJRWMD) in 1977, the City’s stormwater system was exempt
from the regulatory permitting by the SJRWMD. In the 1980’s, new projects that were constructed
by the City included additional stormwater criteria approved by the SJRWMD. During the 1990’s
the City underwent increased development and many areas that experienced growth tied into the
City’s existing stormwater outfalls. Fortunately, the City’s existing drainage outfall system has the
capacity to minimize flooding within the City. However, the pollutants that exist within the
stormwater runoff have been discharged directly into the Banana River Lagoon (City of Cape
Canaveral Stormwater Master Plan, Stottler Stagg & Associates).
In 1987, Congress passed a series of amendments to the Clean Water Act. One of the provisions
contained in the Act included the establishment of the National Storm Water Program and the
reclassification of certain nonpoint sources of pollution as point sources subject to regulation under
the Environmental Protection Agency (EPA) National Pollutant Discharge Elimination System
Program (NPDES). By the year 2000, the Florida Department of Environmental Protection (FDEP)
obtained state financing to assume control of the program. Today, the changing regulatory
environment and increasingly stringent regulations governing the discharge of stormwater runoff
into the Banana River Lagoon necessitate decreasing the pollutant and nutrient loading present in
stormwater runoff into this protected water body. The City has identified six (6) projects in its
Capital Improvement Plan shown on Figure 1-5 that would satisfy this condition and increase the
water quality of future stormwater discharge in order to comply with regulatory criteria.
B A N A N A
R I V E R
A T L A N T I C
O C E A NATLANTIC AV NAST
RONAUT BL
VD
CENTRAL BLVD E
RIDGEWOOD AV CENTRAL BLVD W
GEORGE J KING BLVD
CENTRAL BLVD W
ATLANTIC AV NRIDGEWOOD AV ATLANTIC AV NENGINEERING BUSINESS EB-0000340
Pensacola - Panama City Beach - Tallahassee - Mobile - Brevard County - Tampa
7155 MURRELL ROAD SUITE 101 MELBOURNE, FL 32940
This drawing is the property of BASKERVILLE-DONOVAN, INC. and is not
to be reproduced in whole or in part. It is not to be used on any other
project and is to be returned upon request.
Stormwater Improvement Projects Location Map
City of Cape Canaveral Wastewater/Stormwater Facilities Plan
Project #: 106804.01 November 2012
1-5
FIGURE
NO.P:\1068 Cape Canaveral\106804.01 Facilities Planning\GIS\Layouts\Fig 1-5 SW Project Location Map.mxd 1/24/2013 ocallardLegend
Existing City Limits
City Stormwater Projects
Canaveral City Park Exfiltration System
Central Ditch-Dredging
N. Atlantic Ave. Improvements
N. Central Ditch Culverting-Phase I
N. Central Ditch Culverting-Phase II
W. Central Blvd. Pipe Replacement
-
1,000 0 1,000
1 inch = 1,000 feet
City of Cape Canaveral, Florida
Wastewater/Stormwater Facilities Plan
BDI/106804.01 1-8 February 2013
1.2 Purpose
The City contracted with Baskerville-Donovan, Inc. (BDI) to prepare a Wastewater and Stormwater
Facilities Plan meeting the requirements of Chapter 62-503 for the State Revolving Fund Loan
Program. This plan provides recommended improvements to the City’s existing facilities and
additional facilities and improvements to meet the City’s future needs. The purpose of this report is
to describe the City’s existing wastewater and reuse system and stormwater system then recommend
specific improvements. In order to add redundancy and to improve aging equipment for the City’s
wastewater and reuse system, improvements to the Oxidation Ditch and replacement of the belt filter
press are needed. Sanitary sewer line rehabilitation is needed along Holman Road. Additional reuse
storage capacity is needed to reduce treated effluent discharge to the Banana River.
Stormwater improvements are needed including construction of a ditch culvert, construction of
stormwater improvement along a new streetscape corridor, drainage pipe replacement, ditch
dredging, and construction of a regional stormwater system at a city park.
1.3 Demographics
Cape Canaveral is an urban community with a population of 9,912 per the 2010 Census. The
median age is just over 51 years of age. The per capita income is reported as $32,440 versus a
Florida/U.S. average of $26,551/$27,334. The nearest metropolitan area is Melbourne.
Of the developed land within the existing corporate limits, 54.4% is Residential, 23.4% Commercial
and 9.5% Industrial according the City’s Future Land Use map. It is anticipated that the City
corporate boundaries will not significantly change in the future.
1.4 Document Contents
This report is intended to provide the necessary information for the planning documentation required
for the SRF loan program. The report is divided into nine sections and also includes additional
information presented in the appendices.
Section 1 - The first section provides an overview of the project area, including background
information about the project area and most importantly, the specific projects needed.
Section 2 – This section provides detailed background information related to the planning area,
environmental aspects of the project, archaeological and historical sites, socio-economic impacts,
and projected population growth and wastewater flows.
Section 3 – The third section describes the existing wastewater system for the City including
collection, transmission, and wastewater treatment. In addition to the wastewater treatment, a
discussion on the reuse system and biosolids handling is included. Goals of proposed improvements
are also discussed.
City of Cape Canaveral, Florida
Wastewater/Stormwater Facilities Plan
BDI/106804.01 1-9 February 2013
Section 4 – This section describes the proposed modifications to the wastewater collection,
transmission, and treatment system that including the Oxidation Ditch Reconfiguration, the Sludge
Belt refurbishment, and Holman Road Sewer Upgrade. Proposed modifications to the reuse system
include the 2 MG Reclaimed Water Tank. Modifications discussed include options for the proposed
improvements.
Section 5 – This section provides the options for the proposed modifications to the wastewater
treatment facility and reuse system, discussed in Section 4. The identified alternatives for each
project include a discussion of project phasing, environmental benefits, adverse impacts and
mitigation and cost estimates.
Section 6 – The sixth section describes the City’s existing stormwater system including existing
programs and past projects as well as the 2000 Stormwater Plan Report. Goals of proposed
improvements are also discussed.
Section 7 – Section 7 describes options for the proposed stormwater projects improvements. The
proposed improvements include the North Central Ditch (Phases 1 and 2), the North Atlantic
Avenue Streetscape, the West Central Pipe Replacement, the Central Ditch Dredging, and the
Canaveral City Park Exfiltration.
Section 8 – Selected stormwater alternatives are discussed in Section 8 for the projects discussed in
Section 7. The identified alternatives for each project include a discussion of project phasing,
environmental benefits, adverse impacts and mitigation and cost estimate.
Section 9 – This section describes the implementation and financial plan for the wastewater, reuse,
and stormwater improvements and the selected alternative. Information is provided for the
implementation schedule, permitting compliance, public participation, the impact to rate payers, and
financial plan.
City of Cape Canaveral, Florida
Wastewater/Stormwater Facilities Plan
BDI/106804.01 2-1 February 2013
2 SERVICE AREA AND POPULATION PROJECTIONS
2.1 Climate
The climate of Cape Canaveral may be generally characterized as subtropical with high humidity
and warm temperatures. The average annual daytime temperature is approximately 73° F. During
the hottest months, June through August, temperatures generally exceed 90° F. Winters are
generally short and mild with average daily temperatures ranging from 61° F to 64° F. The coldest
month, January, has an average low temperature of 50° F (NOWData NOAA Online Weather Data
web site).
The annual rainfall for Cape Canaveral is moderately high, with the wettest months occurring during
the summer months (June through September). The driest months occur during April and late fall
(November through December) and January. Rainfall for the area can be characterized by data
available from the NOAA 085612 gauging station located at Melbourne International Airport. The
30-year average rainfall was 52.0, inches with the highest monthly rainfall, 7.7 inches, occurring in
August and the lowest monthly rainfall, 2.1 inches, occurring in April (NOWData NOAA Online
Weather Data web site).
2.2 Topography, Hydrology and Hydrogeology
Cape Canaveral is primarily located within the Eastern Valley and Atlantic Coastal Ridge
physiographic areas with little local relief and dune like ridges and swales parallel to the Atlantic
Ocean. Elevations range from 0 feet NAVD 88 to 13 feet NAVD 88 within the City limits. For
example, the City’s wastewater treatment facility has an elevation of 0 feet along the west property
line and 13 feet NAVD 88 in the vicinity of Ocean Park Lane in the northeast corner of the City.
According to the Soil Survey of Brevard County, Florida, prepared by the United States Department
of Agriculture – Soil Conservation Service, the soils in the area are of the Canaveral soil series
which are moderately well drained soils composed of sand mixed with shell fragments up to 80
inches in depth. The lower portion of the south end of Cape Canaveral is located within the Atlantic
Coastal Ridge physiographic area which consists of sand ridges and swales and the remaining
portion is located within the Eastern Valley physiographic province which includes lowlands with
scattered marsh and wetland areas.
The Cape Canaveral area is mainly comprised of soils of the Canaveral-Palm Beach-Welaka
association with nearly level and gently sloping, moderately well drained to excessively drained soils
of the Canaveral and Palm Beach soil series. This soil association is “made up of nearly level and
gently sloping ridges interspersed with narrow wet sloughs that generally parallel the ridges” (Soil
Survey of Brevard County, Florida). Soil borings performed by Ardaman & Associates, Inc. in 2010
at Manatee Sanctuary Park north and adjacent to the City’s wastewater treatment facility, showed
that the ground water table is within 12 inches of the ground surface for 1 to 4 months and recedes to
a depth of 36 inches and more for the remaining months of the year.
City of Cape Canaveral, Florida
Wastewater/Stormwater Facilities Plan
BDI/106804.01 2-2 February 2013
The geologic formations in the Cape Canaveral area consist of fine to medium sand, coquina, and
sandy marl with approximate thickness of 0 to 110 feet. The underlying Upper Miocene deposits are
composed of gray to greenish-gray sandy shell marl, green clay, fine sand, and silty shell with
approximate thickness of 20 to 90 feet. The next underlying formation is the Hawthorn Formation
which includes light green to greenish-gray sandy marl, streaks of greenish clay, phosphatic
radiolarian clay, black and brown phosphorite, thin beds of phosphatic sandy limestone. The soils
within these stratigraphic units are of low permeability and generally serve as a confining unit for the
Floridan Aquifer.
The geologic formations underlying the Hawthorn Formation are the Ocala Group consisting of the
Crystal River Formation approximately 0 to 100 feet in thickness, the Williston Formation
approximately 10 to 50 feet in thickness, and the Inglis Formation approximately 70 feet or more in
thickness. Generally, these formations consist of white coarse limestone containing coquina to
fossiliferous fragments as depth from land surface increases. Beneath the Ocala Group lies the Avon
Park Formation generally described as dense chalky limestone. The Floridian Aquifer is the major
water producing aquifer for Brevard County and lies within these formations (Water Resources of
Brevard County, Florida, Report of Investigations No. 28).
According to the U.S. Geological Survey Water Resources of Brevard County, Florida
Investigations No. 28, the Atlantic Coastal Ridge forms the thickest part of the surficial (non-
artesian) aquifer. The surficial aquifer thins eastward and westward from the crest of the Atlantic
Coastal Ridge. Sandy ridges that form a substantial portion of the barrier islands are sources of
surficial water for local residents and commercial establishments. In Brevard County, the water
table of the surficial aquifer ranges in depth from 0 to 22 feet below land surface but occurs
generally at depths of less than 10 feet. The top of the Floridian Aquifer is approximately 75 feet
below sea level in the northwestern part of Brevard County and more than 300 feet below sea level
in the southeastern part (Soil Survey of Brevard County Florida).
2.3 Plant and Animal Communities
A list of endangered, threatened, and other species of concern that may be found within Cape
Canaveral as defined by the US Fish and Wildlife Service (USFWS) is provided in Table 2-1. The
status for plants and animal communities listed can be identified as:
• Endangered = E
• Threatened = T
• Candidate = C
• Threatened (FFWCC) = ST
City of Cape Canaveral, Florida
Wastewater/Stormwater Facilities Plan
BDI/106804.01 2-3 February 2013
Table 2-1
State and Federal Threatened, Endangered, and Candidate Species
Status
Common Name Scientific Name (State) (Federal)
Birds:
Audubon’s Crested Caracara Polyborus plancus audubonii T T
Everglade Snail Kite Rostrhamus sociabilis plumbeus E E
Florida Scrub-Jay Aphelocoma coerulescens T T
Wood Stork Mycteria americana E E
Mammals:
Southeastern Beach Mouse Peromyscus polionotus niveiventris T T
West Indian (Florida) Manatee Trichechus manatus E E
Reptiles:
Atlantic Salt Marsh Snake Nerodia clarkii taeniata T T
Eastern Indigo Snake Drymarchon corais couperi T T
Gopher Tortoise Gopherus polyphemus ST C
Green Sea Turtle Chelonia mydas E E
Hawksbill Sea Turtle Eretmochelys imbricata E E
Leatherback Sea Turtle Dermochelys coriacea E E
Plants:
Carter’s Warea Warea carteri E E
2.4 Wetlands and Floodplain
The City of Cape Canaveral contains few wetland bodies identified by the National Wetlands
Inventory (NWI) as shown on Figure 2-1. NWI wetlands are grouped into five major categories:
Estuarine, Lacustrine, Marine, Palustrine, and Riverine. The wetlands in the vicinity of Cape
Canaveral are Palustrine, which are non-flowing wetlands that are small in size (less than 20 acres),
shallow in depth, and contain vegetation including emergent plants within shallow ponds, marshes,
swamps, and sloughs.
A T L A N T I C
O C E A N
B A N A N A
R I V E RASTRONAUT
BL
VD ATLANTIC AV NCENTRAL BLVD E
RIDGEWOOD AV 528 HWY
GEORGE J KING BLVD RIDGEWOOD AV ATLANTIC AV NATLANTIC AV NENGINEERING BUSINESS EB-0000340
Pensacola - Panama City Beach - Tallahassee - Mobile - Brevard County - Tampa
7155 MURRELL ROAD SUITE 101 MELBOURNE, FL 32940
This drawing is the property of BASKERVILLE-DONOVAN, INC. and is not
to be reproduced in whole or in part. It is not to be used on any other
project and is to be returned upon request.
NWI Wetlands Inventory
City of Cape Canaveral Wastewater/Stormwater Facilities Plan
Project #: 106804.01 November 2012
2-1
FIGURE
NO.P:\1068 Cape Canaveral\106804.01 Facilities Planning\GIS\Layouts\Fig 2-1 NWI Wetlands Inventory.mxd 12/7/2012 ocallardLegend
Existing City Limits
NWI Wetlands
E (Estuarine)
L (Lacustrine)
M (Marine)
P (Palustrine)
R (Riverine)
-
2,000 0 2,000
1 inch = 2,000 feet
City of Cape Canaveral, Florida
Wastewater/Stormwater Facilities Plan
BDI/106804.01 2-5 February 2013
There are no major impacts to wetlands from the work proposed to be completed with funds received
from the SRF loan. The proposed work for the collection and transmission system (including lift
stations) will be completed within state and county maintained road right-of-ways and already
developed land. Improvements for the wastewater treatment system will be conducted on existing
sites already developed without wetlands present.
As shown in Figure 2-2, Cape Canaveral is located primarily within Zone X on the flood maps and
outside the 500-year flood plain. Other portions are within Zone AE along the Atlantic Ocean
shoreline and the Banana River shoreline. Zone AE represents areas that are subject to inundation
by 100-year flooding for which base flood elevations (BFE) have been determined. A small area
within Zone AO exists along the east side of the city adjacent to the Atlantic Ocean. Zone AO is an
area inundated by 100-year flooding (flood depths from 1 to 3 feet) for which average depths have
been determined. The existing wastewater treatment facility site (WWTF) site is located within
Zone X according to the FEMA Flood Insurance Rate Map (Panel 12009C0313 E – April 1989).
2.5 Archeological and Historical Sites
There are no known historical sites for the planning area based on the Historic American Buildings
Survey (HABS) and Historic American Engineering Record (HAER) collections from the National
Park Service (NPS). The Director of the Division of Historical Resources is also the State of
Florida’s State Historic Preservation Officer (SHPO) serving as liaison with the NPS. The location
of structures identified by the Office of Cultural and Historical Programs (OCHP) within the Florida
Department of State is shown on Figure 2-3. Based on the data available from OCHP, five (5)
structures were identified as historical or archaeological sites within the existing Cape Canaveral
City limits. Table 2-2 provides a listing of structures identified from the OCHP within the Cape
Canaveral City limits. The elements of this project will have no impact on the archaeological and
historical sites identified by the State. An inquiry was made to the Florida Department of State’s
Division of Historical Resources to determine the existence of cultural resources within the planning
area. The Florida Master Site File produced by the Division of Historical Resources lists nine (9)
archeological sites within the planning area. These sites are shown on Figure 2-4. Table 2-3
provides a listing of the archeological sites within the existing Cape Canaveral City limits.
Table 2-2
SHPO Structures within Cape Canaveral City Limits
Site Name Address Year
Built Structure Use
Alma Beecher House 122 Oak Lane 1935 Private Residence
260 Cape Shores Circle 260 Cape Shores Circle 1949 Private Residence
290 Cape Shores Circle 290 Cape Shores Circle 1948 Private Residence
6315 North Atlantic Boulevard 6315 N Atlantic Boulevard 1947 Private Residence
6419 North Atlantic Avenue 6419 N Atlantic Boulevard 1949 Office Building
City of Cape Canaveral, Florida
Wastewater/Stormwater Facilities Plan
BDI/106804.01 2-6 February 2013
Table 2-3
DHR Archeological Sites within Cape Canaveral City Limits
Site Name Location Site ID Culture
AR Fuller Mound A Map: CCAN BR00090 SJ2, SPN1
AR Fuller Mound B Map: CCAN BR00091 MAL1
AR Fuller Mound C Map: CCAN BR00092 MAL1, SJ2
AR Fuller Mound D Map: CCAN BR00093 MAL2
AR Fuller Mound E Map: CCAN BR00094 PREH
AR Fuller Mound F Map: CCAN BR00095 UNSP
AR Carter Midden Map: CCAN BR00096 PREH, SJ
AR Cabo Verde Map: COCB BR01936 SJ
AR Odyssey Street Remains Map: CCAN BR02085 PREH
Information obtained from Division of Historical Resources Cultural Resources Report.
B A N A N A
R I V E R
A T L A N T I C
O C E A N
401 HWY AST
RONAUT BL
VD
COCOA BEACH CSWY W ATLANTIC AV N528 HWY OCEAN BEACH BLVD CENTRAL BLVD E
RIDGEWOOD AV ATLANTIC AV NATLANTIC AV NATLANTIC AV NENGINEERING BUSINESS EB-0000340
Pensacola - Panama City Beach - Tallahassee - Mobile - Brevard County - Tampa
7155 MURRELL ROAD SUITE 101 MELBOURNE, FL 32940
This drawing is the property of BASKERVILLE-DONOVAN, INC. and is not
to be reproduced in whole or in part. It is not to be used on any other
project and is to be returned upon request.
FEMA Flood Zones
City of Cape Canaveral Wastewater/Stormwater Facilities Plan
Project #: 106804.01 November 2012
2-2
FIGURE
NO.P:\1068 Cape Canaveral\106804.01 Facilities Planning\GIS\Layouts\Fig 2-2 FEMA Flood Zones.mxd 12/7/2012 ocallardLegend
Existing Limits
County Boundary
FEMA Flood Zones
A
AE
AO
VE
X
X500
-
3,000 0 3,000
1 inch = 3,000 feet
[[[[[[[[[[[[[[
[
A T L A N T I C
O C E A N
B A N A N A
R I V E R AST
RONAUT BL
VD ATLANTIC AV N528 HWY
CENTRAL BLVD E
RIDGEWOOD AV OCEAN BEACH BLVD GEORGE J KING BLVD RIDGEWOOD AV ATLANTIC AV NATLANTIC AV NENGINEERING BUSINESS EB-0000340
Pensacola - Panama City Beach - Tallahassee - Mobile - Brevard County - Tampa
7155 MURRELL ROAD SUITE 101 MELBOURNE, FL 32940
This drawing is the property of BASKERVILLE-DONOVAN, INC. and is not
to be reproduced in whole or in part. It is not to be used on any other
project and is to be returned upon request.
SHPO Site Inventory
City of Cape Canaveral Wastewater/Stormwater Facilities Plan
Project #: 106804.01 November 2012
2-3
FIGURE
NO.P:\1068 Cape Canaveral\106804.01 Facilities Planning\GIS\Layouts\Fig 2-3 OCHP Site Inventory.mxd 12/7/2012 ocallardLegend
Existing City Limits
[SHPO Structures
-
2,000 0 2,000
1 inch = 2,000 feet
A T L A N T I C
O C E A N
B A N A N A
R I V E R
ATLANTIC AV NRIDGEWOOD AV POLK AV POINSETTA AV PIERCE AV
TAYLOR AV ORANGE AV HAYES AV
GRANT AV
LINCOLN AV
FILLMORE AV
JOHNSON AV
BUCHANAN AV
ARTHUR AV
GARFIELD AV
LUNA AV
CENTER ST
RITCHIE AV
SABAL AV
COCOA PALMS AV
HOLMAN RD
CLEVELAND AV
MC KINLEY AV
RATTAN AV
ROOSEVELT AV MAGNOLIA AV ODYSSEY ST AZURE LA AZURE LA S
N AZURE LA
CAPE SHORES CIR
MERIDIAN DR
WINSLOW CIR SHUTTLE WY AQUARIUS WY
I N T R E P I D W Y
SAGO CIR
CAPE SHORES CIR
ENGINEERING BUSINESS EB-0000340
Pensacola - Panama City Beach - Tallahassee - Mobile - Brevard County - Tampa
7155 MURRELL ROAD SUITE 101 MELBOURNE, FL 32940
This drawing is the property of BASKERVILLE-DONOVAN, INC. and is not
to be reproduced in whole or in part. It is not to be used on any other
project and is to be returned upon request.
DHR Master Site File Inventory
City of Cape Canaveral Wastewater/Stormwater Facilities Plan
Project #: 106804.01 November 2012
2-4
FIGURE
NO.P:\1068 Cape Canaveral\106804.01 Facilities Planning\GIS\Layouts\Fig 2-4 DHR Master Site File Archeology.mxd 12/7/2012 ocallardLegend
Existing City Limits
DHR Archeological Sites
BR00090
BR00091
BR00092
BR00093
BR00094
BR00095
BR00096
BR01936
BR02085
-
500 0 500
1 inch = 500 feet
City of Cape Canaveral, Florida
Wastewater/Stormwater Facilities Plan
BDI/106804.01 2-10 February 2013
2.6 Historical Population
The historical population trends for Cape Canaveral are provided in Table 2-4. The population for
the City has increased from 8,829 in 2000 to 9,912 in 2010. This population increase of 1,083 over
this 11 year period results in a 12 percent increase or 1.1 percent average annual growth rate.
Throughout these years, the City has seen five years with declining population (2006-2010) with
2010 having the greatest decline in population of 169 people. The largest increase was from 2004 to
2005 with a 6.7 percent increase in population.
Table 2-4
Cape Canaveral Historical Population Data
Year Population Population
Increase Annual Growth Rate (%)
2000 8,829 -- --
2001 8,930 101 1.1%
2002 9,146 216 2.4%
2003 9,481 335 3.7%
2004 9,753 272 2.9%
2005 10,407 654 6.7%
2006 10,276 -131 -1.3%
2007 10,207 -69 -0.7%
2008 10,141 -66 -0.6%
2009 10,081 -60 -0.6%
2010 9,912 -169 -1.7%
Population data obtained from Capacity Analysis Report City of Cape Canaveral Water Reclamation Facility, Tetra Tech 2011
City of Cape Canaveral, Florida
Wastewater/Stormwater Facilities Plan
BDI/106804.01 2-11 February 2013
2.7 Wastewater Service Area
2.7.1 Land Use
The City’s proposed service area lies within both the City corporate limits. The information
provided in this study is based on the City of Cape Canaveral Comprehensive Plan adopted January
5, 1999 for areas within the existing corporate boundaries and the City’s Future Land Use Map.
Table 2-5 identifies the areas of the Cape Canaveral wastewater service area delineated by land use
category. Land use classifications within the proposed wastewater service area based on the City
criteria are shown on Figure 2-5.
Table 2-5
City of Cape Canaveral Future Land Use
Land Use Category1 City2
Acres %
Residential 739 54
Commercial 404 30
Industrial 130 10
Conservation 42 3
Public/Recreation 44 3
TOTAL 1,359 100
1 Data extracted from Cape Canaveral Comprehensive Plan.
2 Data obtained from Cape Canaveral Future Land Use data including easements and rights-of-way.
The largest percentage of land is dedicated to residential land uses (54.4%). There are three (3) land
use categories for residential lands: R-1 Low Density Residential (6.6%), R-2 Medium Density
Residential (23.0%), and R-3 High Density Residential (24.7%). Commercial lands account for
29.8% with land use categories for C-1 Commercial (23.4%) and C-2 Commercial/Manufacturing
(6.4%). %. Commercial development exists primarily along the City’s main corridor, State Road
A1A. Commercial development contains retail businesses, offices, restaurants, convenience stores,
automobile service stations and repair facilities. The remaining land use categories include
industrial lands (9.5%) that are clustered along the City’s northern border, conservation lands (3.1%)
along the northwest edge of the City, and public/recreation lands (3.2%) scattered throughout the
City.
B A N A N A
R I V E R
A T L A N T I C
O C E A NASTRONAUT BL
VD ATLANTIC AV NCENTRAL BLVD E
RIDGEWOOD AV CENTRAL BLVD W
GEORGE J KING BLVD ATLANTIC AV NRIDGEWOOD AV ATLANTIC AV NENGINEERING BUSINESS EB-0000340
Pensacola - Panama City Beach - Tallahassee - Mobile - Brevard County - Tampa
7155 MURRELL ROAD SUITE 101 MELBOURNE, FL 32940
This drawing is the property of BASKERVILLE-DONOVAN, INC. and is not
to be reproduced in whole or in part. It is not to be used on any other
project and is to be returned upon request.
City Future Land Use
City of Cape Canaveral Wastewater/Stormwater Facilities Plan
Project #: 106804.01 November 2012
2-5
FIGURE
NO.P:\1068 Cape Canaveral\106804.01 Facilities Planning\GIS\Layouts\Fig 2-5 Future Land Use.mxd 12/7/2012 ocallardLegend
Existing City Limits
Future Land Use
C1-Commercial
C2-Commercial/Manufacturing
CON-Conservation
M1-Industrial
PUB/REC-Public/Recreation
R1- Low Density Residential
R2-Medium Density Residential
R3-High Density Residential
-
1,500 0 1,500
1 inch = 1,500 feet
City of Cape Canaveral, Florida
Wastewater/Stormwater Facilities Plan
BDI/106804.01 2-13 February 2013
Residential land use categories include single-family and multi-family homes in addition to
townhouse apartments. Within the City, most of the residential land use falls into two categories: R-
3, Duplex/Multi-Family/Townhouse Apartments (24.7%) with a maximum of fifteen (15) units per
acre, and R-2, Medium Density Residential and Townhouse Apartments (23.0%), both with a
maximum of fifteen (15) units per acre. The remaining residential land use category is R-1, Low
Density Residential (6.6%) with a maximum density of 5.808 lots per acre. The Commercial land
use categories C-1 and C-2, Commercial, have zoning regulations that impose a variety of
requirements, depending upon type of use with land use percentages of 23.4% and 6.4%,
respectively. The land use category, M-1, Light Industrial (9.5%) requires a maximum of 4.356 lots
per acre. The land use category PUB, Public and Recreation Facilities land use category includes
parks and playgrounds. Conservation lands (CON, Conservation) include private or public lands
that are conservation easements, wetlands, or water bodies.
2.7.2 Population and Flows
Population projections were obtained from the Capacity Analysis Report (CAR) for the Cape
Canaveral Water Reclamation Facility submitted to the City by Tetra Tech in 2011. Population
projections in the CAR were obtained from earlier reports by Brevard County and Miller Legg.
Historical population data from 2001 through 2009 was obtained from the U.S. Census Bureau. The
projected population for 2010, 11,137, was obtained from previous reports by Brevard County and
Miller Legg. The U.S. Census Bureau actual population for 2010 is 9,912. The difference between
the values for the 2010 population is 1,225 or 12 percent. The higher population estimate, 11,137
was used as a basis for the population estimate for the years 2011 through 2020. The population
projections from 2011 to 2020 presented in the CAR are therefore conservative as are the estimates
for population determined in this report for 2021 through 2028.
Average flows per capita were calculated in the CAR using FDEP Monthly Operating Reports
whereby Annual Average Daily Flow (AADF) values were calculated for each year of the study
period from 2001 through 2010. An average flow per capita value of 103 gallons per day (GPD)
was calculated from the AADF values for the years 2001 through 2010.The projected AADF was
calculated by multiplying the projected population values by 103 GPD, the average flow per capita.
The maximum three (3) month AADF was calculated by multiplying the AADF by 1.2, the average
value calculated for the ratio of the average maximum three month AADF to the AADF for the each
of the years 2001 through 2010 as shown in Table 2-6.
Table 2-7 shows the Historical Average Flow per Capita and with population, AADF and maximum
three month AADF values projected to 2028. This table extends projections for the aforementioned
values to 2028 using methodologies presented in the CAR. Population, AADF, and maximum three
(3) month AADF values for 2006 through 2020 were excerpted from the CAR. The years 2006
through 2010 include population data derived from statistics and estimates and average flow data
obtained from FDEP monthly Operating Reports.
Population estimates from 2021 through 2028 were derived by utilizing the rate of growth in
population given for the years 2019 and 2020 in the CAR. This rate of growth was applied
consecutively to each year in order to obtain an estimate of the City’s population in 2028. The
City of Cape Canaveral, Florida
Wastewater/Stormwater Facilities Plan
BDI/106804.01 2-14 February 2013
AADF values for the years 2021 through 2028 were calculated by multiplying the population by 103
GPD, the average flow per capita. The maximum three (3) month values for the same time period
were calculated by multiplying the AADF by 1.2, the average value calculated for the ratio of the
average maximum three month AADF to the AADF for each year as shown in Table 2-6.
Table 2-6
Three Month Average Daily Flows (2001-2011)
Year Max 3 Month
AADF (MGD)
Month of
Maximum
Flow
Annual Average
Daily Flow
(AADF) (MGD)
Maximum Three
Month AADF:
AADF Ratio
2001 1.10 November 0.83 1.3
2002 1.20 August 0.97 1.2
2003 0.95 January 0.89 1.1
2004 1.06 September 0.91 1.2
2005 1.32 October 1.06 1.2
2006 1.09 March 1.05 1.0
2007 1.27 October 1.06 1.2
2008 1.61 September 1.15 1.4
2009 1.16 July 1.08 1.1
2010 1.25 March 1.09 1.1
Average 1.2
Minimum 1.0
Maximum 1.4
The population projections used in this report are conservative and they utilize the methodology
presented in the CAR. Consequently, the estimated flows from 2021 through 2028 are also
conservative reflecting the impact of these population projections. The AADF values from 2021
through 2028 were obtained using population projections and the average flow per capita obtained
from the CAR. The projected maximum three (3) month AADF for 2028 is 1.75 which meets the
permitted capacity of 1.8 MGD for the water reclamation facility. In the CAR, linear regression was
used to extrapolate when the facility would reach the permitted capacity of 1.8 MGD based upon
population estimates and projected flows. This estimate is confirmed in this report. The reuse water
distribution is permitted for 1.45 MGD based upon AADF values. If the water reclamation facility
sends all of the effluent for reuse storage and distribution then the projected maximum three (3)
month AADF value of 1.75 MGD would exceed the permitted limit. This projection confirms the
need for the construction of a reuse water storage tank.
City of Cape Canaveral, Florida
Wastewater/Stormwater Facilities Plan
BDI/106804.01 2-15 February 2013
Table 2-7
Historical and Projected Average Daily Flows
Year Population
Average
Flow per
Capita
(GPD)
Annual Average
Daily Flow
(MGD)
Maximum Three
Month Annual:
Average Daily
Flow (MGD)
2006 10,276 103 1.05 1.26
2007 10,207 103 1.06 1.27
2008 10,141 103 1.15 1.38
2009 10,081 103 1.08 1.30
2010 9,912 103 1.09 1.31
2011 11,382 103 1.17 1.40
2012 11,627 103 1.20 1.44
2013 11,872 103 1.22 1.46
2014 12,117 103 1.25 1.50
2015 12,362 103 1.27 1.52
2016 12,498 103 1.29 1.55
2017 12,634 103 1.30 1.56
2018 12,769 103 1.32 1.58
2019 12,905 103 1.33 1.60
2020 13,041 103 1.34 1.61
2021 13,177 103 1.36 1.63
2022 13,313 103 1.37 1.65
2023 13,449 103 1.39 1.66
2024 13,585 103 1.40 1.68
2025 13,721 103 1.41 1.70
2026 13,857 103 1.43 1.71
2027 13,993 103 1.44 1.73
2028 14,129 103 1.46 1.75
Data for 2006-2020 obtained from Capacity Analysis Report Tetra Tech 2011
City of Cape Canaveral, Florida
Wastewater/Stormwater Facilities Plan
BDI/106804.01 3-1 February 2013
3 EXISTING WASTEWATER AND REUSE SYSTEMS
3.1 General
On July 2, 1990, the Florida Legislature enacted Chapter 90-262 establishing objectives, including a
requirement that all municipal and private wastewater treatment facilities cease discharges to the
Indian River Lagoon system. The original wastewater treatment facility (WWTF) was constructed
in the late 1960’s. At present, the sludge holding tank, filtration/chlorination/maintenance building,
and the oxidation ditch remain from the original plant construction. The WWTF was upgraded and
expanded to 1.8 MGD in 1995. This expansion effort upgraded the WWTF to a 5-stage biological
nutrient removal (BNR) process whose discharge meets the FDEP criteria for public access reuse of
the reclaimed water.
A previous engineering study had determined that full reuse of the treated effluent within the City of
Cape Canaveral was not financially feasible. This conclusion combined with the state requirement
to cease discharge to the Banana River left the City with little to no options with respect to effluent
disposal. However, in 1994, the City was approached by the City of Cocoa Beach to pursue an inter-
local agreement to transfer treated effluent to supplement the City of Cocoa Beach's reclaimed water
supply. This request for 750,000 gallons per day of reclaimed water on an annual average daily basis
finally made a reclaimed water system feasible for the City of Cape Canaveral. Thus the City
currently discharges its reclaimed water to the nearby City of Cocoa Beach, and its own city-wide
reclaimed water distribution system. Any remaining surplus reclaimed water is discharged to the
Banana River.
The 1995 expansion of the WWTF included a new pretreatment facility, an activated sludge process
tank No. 1 (anaerobic, anoxic and equalization tanks), upgrade of the oxidation ditch including an
internal recycle pumping system, upgrade of an existing tank to the activated sludge process No. 2
tank (second anoxic and reaeration tanks), two secondary clarifiers with associated return and waste
sludge pumping systems, three tertiary filters, two chlorine contact tanks, effluent pumping station
with dechlorination facilities for surface water discharge, a 1.0MG reclaimed water storage tank and
pumping system, a 1.4MG reject effluent storage tank, a sludge holding tank and a sludge
dewatering facility. In addition, an operations building was constructed (Condition Assessment for
the Cape Canaveral Wastewater Treatment Facility, June 2006, Brown and Caldwell).
In 2005, additional upgrades were made including the construction of additional reclaimed water
pumps, a cover on the 1.4MG reject storage tank to allow this tank to also serve as reclaimed water
storage, piping and automatic valving to allow the equalization tank to serve as reject effluent
storage, a sodium hypochlorite storage and feed system to allow the City to discontinue the use of
gaseous chlorine (Condition Assessment for the Cape Canaveral Wastewater Treatment Facility,
June 2006, Brown and Caldwell). The current plant configuration is reflected by the aerial
photograph of Figure 3.1.
THURM BLVDMANATEE BAY DRVILLANOVA DRCASA BELLA DRENGINEERING BUSINESS EB-0000340Pensacola - Panama City Beach - Tallahassee - Mobile - Brevard County - Tampa7155 MURRELL ROAD SUITE 101 MELBOURNE, FL 32940This drawing is the property of BASKERVILLE-DONOVAN, INC. and is not to be reproduced in whole or in part. It is not to be used on any other project and is to be returned upon request.Existing Wastewater Treatment FacilityCity of Cape Canaveral Wastewater/Stormwater Facilities PlanProject #: 106804.01 NOVEMBER 20123-1FIGURENO.P:\1068 Cape Canaveral\106804.01 Facilities Planning\GIS\Layouts\Fig 3-1 Cape Canaveral WWTF.mxd 12/7/2012 ocallardÜ100 0 100501 inch = 100 feet
City of Cape Canaveral, Florida
Wastewater/Stormwater Facilities Plan
BDI/106804.01 3-3 February 2013
3.2 Wastewater Treatment
As indicated above, the existing treatment facility utilizes a 5-stage biological nutrient removal
(BNR) process to treat the incoming raw sewage to an effluent quality currently permitted for either
public access reuse or for discharge to the Banana River. As indicated by the Process Flow Diagram
of Figure 3.2, the biological process is preceded by mechanical screening of the raw wastewater
influent and plant return flows followed by vortex grit removal by a JETA grit removal unit with an
associated grit classification unit. These units remove the larger undissolved debris and much of the
sand from the influent flows. Flow splitting between the treatment train and a flow equalization tank
also occurs ahead of the biological process through the use of a splitter box and a 0.4MG flow
equalization tank. The flow equalization tank also provides some of the facility’s capacity for
storage of substandard effluent.
The BNR process follows the screening, grit removal and flow splitting. It includes two anaerobic
basins (fermentation basins), two anoxic treatment basins, a single aeration basin (oxidation ditch),
two second anoxic basins and two re-aeration basins. Except for the lack of a second aeration basin,
the process would act as two independent parallel trains.
Following the BNR process, flow is pumped to two clarifiers acting in parallel where biomass is
separated from the effluent flows. Those flows are piped to three Parkson Dynasand filters acting in
parallel which then discharge to the two chlorine contact tanks where chlorine is added for the
disinfection of the filtered effluent to meet the standards of High Level disinfection per Rule 62-
600.440. Following chlorination, flows are pumped to the facility’s 1.0MG reclaimed water storage
tank. Additionally, the 1.4MG storage tank is utilized for reclaimed water storage which limits its
use as a substandard flow storage tank.
The biosolids removed from the clarifiers is either returned to the influent splitter box to mix with
the facility influent or diverted to the 0.17MG sludge holding tank as appropriate to maintain the
solids inventory of the facility. Biosolids in the sludge holding tank are aerated and then pumped for
dewatering by the facility’s single belt filter press. The belt filter press combines the thickened
biosolids from the digester with a polymer and then essentially squeezes out the water to produce a
“cake” that is approximately 16% solids. This cake is accumulated and then disposed of in a
landfill.
A more detailed discussion of each component of the treatment facility and its ancillary components
is available in the 2011 Capacity Analysis Report by TetraTech or the 2006 Condition Assessment
by Brown & Caldwell.
City of Cape Canaveral, Florida
Wastewater/Stormwater Facilities Plan
BDI/106804.01 3-5 February 2013
3.2.1 Influent and Effluent Data
As previously indicated, the facility produces a permitted discharge that does not surpass the FDEP
criteria for public access reuse of the reclaimed water. This discharge is permitted under the
facility’s FDEP Florida Domestic Wastewater Facility Permit (Permit Number FL0020541) up to
1.45MGD annual average with an alternate discharge to the Banana River permitted at up to
0.99MG annual average. As discussed in Section 2.72, the facility is operating well within its
permitted wastewater discharge parameters and well below its permitted flows. In fact, very
conservative population projections included in the report do not show the facility exceeding its
permitted capacity until 2028. The population estimates presented in the CAR and extrapolated
from 2021 through 2028 are higher than might be expected given the actual U.S. Census population
recorded in 2010. The flows estimated in this report do approach the permitted threshold of
1.8MGD AADF. The flows calculated are directly correlated with the conservative population
estimates for each year. Therefore, existing process treatment levels and capacity are expected to be
adequate for a planning period of twenty years (2008 through 2028).
Since the proposed facility modifications would not alter the treatment process, capacity, or levels of
treatment; the primary goal associated with the discharge criteria is to maintain the existing level of
treatment while addressing the facility’s physical shortcomings. This establishes the design
parameters for any proposed process modifications as the existing discharge parameters.
For the surface water discharge to the Banana River, the parameters of primary interest are the
CBOD5, TSS, Total Nitrogen and Total Phosphorus which may not exceed 6.25, 6.25, 3.75 and 0.62
mg/L respectively on a monthly average basis. The FDEP Wastewater Facility Permit also presents
annual average, weekly average, and single sample limits for these parameters and these values are
also presented in the Capacity Analysis Report. The permit places less stringent limits on CBOD5
for discharge to the reclaimed water distribution system at 20, 30, 45, and 60mg/L for the annual
average, monthly average, weekly average and single sample results respectively. The TSS has a
more stringent limit of 5mg/l for any single sample. Both discharges have chlorine residual
requirements of 1.0mg/l residual after disinfection with the surface water discharge being limited to
0.01 residual prior to discharge to the river. Again, as the contemplated changes to the system would
not be expected to impact these treatment levels, these parameters are provided primarily to establish
the context of the design options.
3.2.2 Goals of Improvements
In the preceding discussion of the facility configuration, it should be noted that all the process
critical treatment components of the facility occur in multiples with the exception of the single
aeration basin or oxidation ditch and the single belt press. The availability of a parallel treatment
unit could reduce the potential for discharge of substandard effluent if a failure in the aeration basin
occured. Also, failure of its mechanical components would result in a rapid degradation of the
facility’s treatment ability and if not corrected within a day or two would also result in the discharge
of partially treated effluent into the Banana River. This situation is compounded by the fact that the
City of Cape Canaveral, Florida
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BDI/106804.01 3-6 February 2013
1.4M storage tank is currently being used routinely for reclaimed water storage and the 0.40MG
substandard effluent tank is also serving as the influent equalization tank. This aspect is discussed in
later sections.
The existence of only a single belt filter press is less problematic in that it is a mechanical unit which
can be readily accessed and its flows may be shut off to allow repairs. In that case, solids can be
accumulated within the treatment facility for a few days or they could be trucked off site for
treatment at an alternate facility. However, neither measure is desirable. The accumulation of solids
within the facility would tend towards upsetting the treatment process and would degrade the
reclaimed water quality over time. Alternately, the trucking of liquid biomass to alternate facilities
for treatment would be very expensive and could not be financially supported for significant periods
of time.
In order to minimize the possibility of discharging substandard effluent associated with the aeration
basin failure or the belt filter press failure, the City of Cape Canaveral wishes to pursue the
following remedies:
1) Provide a parallel redundant path of treatment to the existing single aeration basin.
2) Provide an alternate biosolids dewatering system or minimize the potential for problems with
the existing singe belt press.
City of Cape Canaveral, Florida
Wastewater/Stormwater Facilities Plan
BDI/106804.01 3-7 February 2013
3.3 Reuse Water Supply
As indicated in previous sections, the effluent from the City of Cape Canaveral WWTF meets the
FDEP permit requirements for unrestricted public access reuse under the Rule 62-611. Therefore,
the reclaimed water from the facility is considered by the City to be a commodity with value.
Accordingly, the City has developed a reclaimed water user base to maximize the value of the
reclaimed water and ensure a reliable demand for the reclaimed water to minimize the need for the
use of the alternative surface water discharge to the Banana River.
In the mid 1990’s, lacking an established residential customer demand for the reclaimed water, the
City of Cape Canaveral entered into an interlocal agreement with the City of Cocoa Beach whereby
for a twenty year period Cape Canaveral supplied Cocoa Beach with up to 750,000 gpd on an annual
average basis of reclaimed water at no cost. Since December 1996, this agreement has provided
Cape Canaveral with a reliable demand for a large portion of its reclaimed water. In the meantime,
Cape Canaveral has developed its reclaimed water customer base throughout its service area and has
recently instituted a rate structure for the delivery of reclaimed water to its customers excluding
Cocoa Beach. The anticipated revenues from this rate structure are now an integral component of
the City’s financial statements starting at $165,900 annual income in 2012/13 and growing by
2015/16 to $192,400 according to the Cape Canaveral Sewer System Rate Study February 2012
prepared by Raftelis Financial Consultants, Inc. The development of the reclaimed water customer
base has progressed to the point that demand now routinely outstrips available supply and reclaimed
water is now only made available six days a week.
The elements of the reuse system include the storage and pumping components located at the
treatment facility, the transmission main to Cocoa Beach and the distribution system throughout the
City of Cape Canaveral. At the treatment facility, the reuse components include a 1.0MG storage
tank dedicated to reclaimed water storage and a set of reclaimed water pumps which act to pressurize
the reclaimed water system on operating days. Additionally, the City has utilized its 1.4MG storage
tank primarily for reclaimed water storage. Off site, the reclaimed water distribution system consists
of a network of distribution mains throughout the City ranging in size from 4 inches through to 16
inches in diameter. The distribution does not have any off-site reclaimed water storage.
3.3.1 Flow and Usage Data
As previously indicated, Cape Canaveral and Cocoa Beach are operating under an interlocal
agreement which gives Cocoa Beach first rights to up to 750,000 gpd of reclaimed water from Cape
Canaveral. As indicated by Figure 3.3, these flows represent a significant component of the
reclaimed water available from Cape Canaveral. Additionally, due largely to unavailability of
reclaimed water storage, Cape Canaveral has been forced to discharge significant quantities of
reclaimed water to Banana River as also illustrated by Figure 3.3. If the City were to keep the water
sent to Cocoa Beach and to the Banana River in storage tanks, additional revenue could be generated
by transmitting reuse water to existing customers. Using the newly enacted 2012 reclaimed water
flat rate of $6.33 per month per ERIC (Equivalent Residential Irrigation Customer) effective October
1, 2012, allowing 5,000 gallons per month per ERIC, and assuming a realization of 80%, these
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projected revenues would average approximately $95,000 per year from 2009 through 2011 using
data found in the FDEP Monthly Operating Reports. It is also possible that additional costs could be
incurred establishing transmission lines to new customers.
Cape Canaveral Reclaimed Water Flow Use
-
5.000
10.000
15.000
20.000
25.000
30.000
35.000 JANMARMAYJULSEPNOVJANMARMAYJULSEPNOVJANMARMAYJULSEPNOVJANMARMAYJULMonth 2009 through 2012Million Gallons per Month Cape Canaveral Reuse Cocoa Beach Reuse Banana River Discharge
Figure 3-3 Cape Canaveral Reclaimed Water Flow Use
3.3.2 Goals of Improvements
As indicated above, the 1.4MG storage tank was originally constructed as a dual-use tank intended
for occasional storage of excess reclaimed water but primarily as emergency storage for substandard
effluent should something within the treatment facility go wrong. However, in practice, the tank is
routinely used for reclaimed water storage thus limiting its availability for emergency storage. This
dominant use of the 1.4MG tank for reclaimed water storage reduces the facility’s available
substandard water storage to that of the 0.40MG influent flow equalization/substandard water
storage tank. As indicated by its name, this basin is also configured as a dual-use basin. Therefore,
during periods of high flow, the capacity of this basin is at least partially utilized in the role of
influent flow equalization thereby further reducing the available storage capacity for substandard
effluent.
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BDI/106804.01 3-9 February 2013
Concurrent with the challenges associated with the unavailability of substandard effluent storage
capacity, the City is missing the opportunity to maximize its sale of reclaimed water to its paying
customers. As indicated in the previous section, significant quantities of reclaimed water are either
being sent to Cocoa Beach or to the Banana River. These reuse water flows represent a potential
revenue source for the City of approximately $95,000 per year as stated in Section 3.1.1.
Meanwhile, the use of the City’s reclaimed water customers is being limited to six days a week due
to the lack of availability of reclaimed water.
Finally, with the Banana River being used as a backup discharge location for the reclaimed water not
used by Cape Canaveral customers or by Cocoa Beach, the regulatory authority of discharging to a
surface water body must be considered. In this context, statewide trends to limit or eliminate surface
water discharges are likely to be enacted by regulatory agencies in the future. Thus the long term
viability of current permitted discharging of reuse water to the Banana River should be considered
tenuous and is likely destined to be limited or possibly ended.
With the expiration of the interlocal agreement with Cocoa Beach set at December 31, 2016, the City
has an opportunity to regain control of the reclaimed water previously dedicated to Cocoa Beach.
With the recent enactment of a user fee to the Cape Canaveral reclaimed water users, the City also
has an opportunity to maximize its revenue stream and also to minimize the discharge of reclaimed
water to Banana River. Finally, the City needs to regain the use of its 1.4MG tank to be primarily
for substandard flow storage to minimize the possibility of a discharge of substandard effluent. In
order to take advantage of these opportunities, the City must upgrade its reclaimed water system to
maximize the availability of reclaimed water to its paying customers. In order to regain the
substandard flow storage volume, the City must increase the available storage volumes for either
reclaimed water or for substandard water. Based upon the preceding discussion of the facility’s
configuration and the examination of the site and system components, the addition of reclaimed
water storage will both meet the need for more substandard water storage and maximize the
availability of reclaimed water to the paying customers of Cape Canaveral.
City of Cape Canaveral, Florida
Wastewater/Stormwater Facilities Plan
BDI/106804.01 4-1 February 2013
4 PROPOSED WASTEWATER AND REUSE PROJECTS
4.1 General
As presented in Section 3, three areas of the wastewater treatment system and the reclaimed water
distribution system threaten the ability of the facility to reliably maintain the required levels of
treatment with the redundancy as appropriate for their level of service. This section presents the
identified options for the resolutions of those circumstances determined to be the most cost effective
approaches. Additionally, the Holman Road Sanitary Sewer Improvements is presented as a
proposed component of the project. The presented options address the needs for each of the
identified project areas along with a qualitative comparison and a presentation of their associated
cost considerations. Following this presentation of the evaluated options, Section 5 presents the
recommended option along with additional information related to that option.
4.2 Oxidation Ditch Reconfiguration
As concluded in Section 3.2.2, the existence of a sole aeration basin within the treatment train where
all other processes are divided among redundant basins is undesirable. Therefore, the proposed
project will provide a parallel redundant path of treatment to the existing single aeration basin.
Examination of the existing wastewater treatment plant site indicates that there is not a readily
available location for an additional aeration basin. The remaining open area on the west side of the
plant is not easily accessible without the addition of intermediate pumping and this location is also
needed for additional reclaimed water storage as discussed in later sections. Additionally, the site is
essentially surrounded by water on three sides and a City Park on the fourth (north) side. Therefore,
the construction of an additional aeration basin would require the displacement and relocation of
existing facilities off site which could include an incursion into the adjacent City Park. Finally, from
a process perspective, addition of another aeration basin without a corresponding addition in flows
could actually result in degradation of the treatment since the necessary carbon source of raw sewage
to maintain the biological mass in two basins would not be adequate and the basins would basically
be starved if run in parallel. Therefore, the addition of a second aeration basin to operate in parallel
to the existing basin would need to be accomplished through the reconfiguration of the existing basin
into two independent basins. There are at least three viable options to accomplish this
reconfiguration which are presented in the following subsections.
With the focus narrowed to the modification of the existing aeration basin into two basins, the
evaluation examined three alternatives for the aeration of the reconfigured basin along with their
respective structural and piping modifications. Additionally, conceptual level sequence of
construction considerations were included in order to capture the costs of temporary measures as
required to implement the reconfiguration. These elements were examined to identify the most cost
effective means to maintain process treatment capacity while providing the desired aeration zone
redundancy. In this option evaluation, the specific aeration basin improvements that were evaluated
for process redundancy include tank structural modifications and aeration system modifications.
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BDI/106804.01 4-2 February 2013
Ancillary mechanical improvements (piping, weirs) were also considered, but the primary focus was
the structure itself and the type of aeration.
The three options for aeration of the reconfigured basins identified as the basis for comparison are:
Option 1 – Aeration Basin Split Lengthwise with Surface Aeration
Option 2 – Aeration Basin Split Lengthwise with Diffused Aeration
Option 3 – Aeration Basin Bisected across Its Long Axis with Surface Aeration
Conceptual layouts of these options are enclosed with this plan as Figure 4-1, Figure 4-2 and Figure
4-3. These options were compared as it relates to the benefit of the improvements associated with
their initial capital costs, the constructability and down time of each option, and generally the long-
term benefit of either option.
4.2.1 Option 1 – Aeration Basin Split Lengthwise with Surface Aeration
Option 1 entails the removal of the existing aerators and associated steel bridge and the installation
of two replacement aerators along with FRP (Fiberglass Reinforced Plastic) covers over the splash
zones around the aerators. It also includes the reconfiguration of the southern end of the aeration
basin to divide it into two independent basins and the modification of the center wall to have
sufficient strength to support the hydrostatic loads of only one basin being full of water. Finally, it
includes the modification of the influent gallery, recirculation piping, and discharge piping to
accommodate the two independent basins. This configuration results in two long parallel aeration
basins able to act independently from the other.
4.2.2 Option 2 – Aeration Basin Split Lengthwise with Diffused Aeration
Option 2 entails the removal of the existing aerators and associated steel bridge and the installation
of two independent fine-bubble air diffuser systems supplied by blowers in a new blower building.
It also includes the installation of propeller mixers to provide a mixing along the length of the basins
with their associated access bridges. The included structural modifications consist of the
reconfiguration of each end of the aeration basin to divide the basin into two independent basins and
the modification of the center wall to have sufficient strength to support the hydrostatic loads of only
one basin being full of water. Finally, it includes the modification of the influent gallery,
recirculation piping, and discharge piping to accommodate the two independent basins. This
configuration also results in two long parallel aeration basins able to act independently from the
other with the difference being the means of aeration.
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BDI/106804.01 4-6 February 2013
4.2.3 Option 3 – Aeration Basin Bisected across Its Long Axis with Surface Aeration
Option 3 is similar to Option 1 in that it retains surface aeration with FRP covers over the splash
zones around the aerators. However, the geometry is different in that this option divides the basin
across the midpoint of its long axis to result in two shorter basins located end-to-end. This
configuration will also require two additional aerators but all four aerators will be of a lower
horsepower than the existing aerators. This configuration minimizes the required construction of
hydrostatic walls to the single bisecting wall and thus provides for a shorter construction period.
Finally, it includes the modification of the influent piping geometry to include a splitter box, and
addition of recirculation piping and discharge piping to accommodate the second basins.
4.2.4 Comparative Analysis
In the evaluation of the options, there are differences between the options which impact the cost of
the project. Additionally, there are differences which are more qualitative but should also be a
consideration. Both sets of distinguishing considerations are summarized as follows through a
listing of each option’s advantages below. Additionally, the common aspects of each option are
indicated to reflect that they have been evaluated.
Common Aspects:
• It will be necessary to completely empty the aeration basin to allow for the construction.
• Under Options 1 and 2, the existing influent box will be modified to include a port to the
western basin and influent control gates on both basin influent ports. Option 3 includes an
external splitter box for the northern and southern basins.
• An effluent weir and discharge pipe will be added to the second basin
• An internal recycle suction pipe will be added between the new basin and the recycle pumps.
• The internal recycle pumps will be repiped to dedicate two pumps per aeration basin with
valving to allow cross feeding.
Option 1 Advantages (Split the Aeration Basin Lengthwise with Surface Aeration):
• Lower construction cost than Option 2 (about equal to Option 3).
• Fewer changes to the existing ditch process than Option 2.
• Familiarity and comfort level of City Staff with mechanical surface aeration.
• This option occupies only a small amount of additional plant space in a currently unused area
south of the basin.
Option 2 Advantages (Split the Aeration Basin Lengthwise with Diffused Aeration):
• A slightly shorter reconfiguration period than Option 1 requiring a shorter temporary
treatment system and bypassing program (takes longer than Option 3).
• A slightly increased process efficiency with a higher oxygen transfer rate providing greater
operational flexibility limited by the shallow side-water depth of the existing basin.
Option 3 Advantages (Bisect the Aeration Basin across Its Long Axis with Surface Aeration):
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BDI/106804.01 4-8 February 2013
4.3 Sludge Belt Refurbishment
As with the aeration basin, Section 3.2.2 concluded that the reliance a single belt filter press to
process biosolids is undesirable in that its failure would cause a significant hardship on the operation
of the treatment facility or result in significant additional costs. Therefore, the identified goal is to
provide an alternate biosolids dewatering system or minimize the impact of the existence of the
existing singe belt press. In evaluation of available approaches to meet this goal, the options
identified are as follows and discussed in greater detail in the following subsections:
Option 1 – Add a second belt press in parallel to the existing unit.
Option 2 – Replace the existing belt press with two smaller dewatering units.
Option 3 – Retain the existing unit as a single unit and minimize its failure likelihood through
its complete rebuilding using manufacturer approved methods and parts.
4.3.1 Option 1 – Add a Second Belt Filter Press to Match the First
Under this option, the existing 2-meter belt press would be retained in service without modification
and a second new system would be installed to provide complete redundant dewatering capacity.
Due to the configuration of the existing system, its building is not practically expandable to
accommodate a second unit. Therefore the new unit would be located remote from the existing unit.
Given the site availability limitations as discussed in other sections of this plan, this new unit would
need to be squeezed into the area just north of the proposed reclaimed water tank as discussed in
Section 4.4. However, this location would not allow a pull-through operation of the cake hauling
trucks and would represent a less desirable situation.
In addition to the construction of a new belt press building and the addition of a new 2-meter belt
press, the existing belt press will remain in service. This will require the refurbishment of the
existing belt press building to address accumulating signs of age. The refurbishment would include
the replacement of selected components of the building such as doors and electrical fixtures along
with minor repairs as needed.
In theory, the availability of two equally sized units would double the dewatering capacity of the
facility. However, in practice, the dewatering capacity above that needed for daily operations is not
used. One unit usually gets the bulk of the use while the other sits idle as a backup unit. Therefore,
the addition of a new 2-meter unit primarily serves to increase the available redundancy of the
existing system at a cost of increased maintenance as required to keep both units operational.
4.3.2 Option 2 – Replace the Existing Press with Two Smaller Units
This option would dismantle the existing belt press installation and replace it with a system of two
independent dewatering systems. Those systems would each include a 1-meter belt press, a polymer
dosing system, a sludge pump, and cake storage and loading components. This system being sited at
the location of the existing facility would allow for the pull-through operation of the cake hauling
trucks. This option results in a capacity matching the existing but with a greater level of redundancy
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BDI/106804.01 4-9 February 2013
and thus reliability. Should one unit go out of service, the remaining unit can be more heavily
utilized while the first unit is repaired.
4.3.3 Option 3 – Retain and Rebuild the Existing Unit
This third option would retain the existing facilities in their current configuration without the
addition of new capacity. Instead, it would minimize the likelihood of a debilitating dewatering
system failure through the complete refurbishment of the existing system. This refurbishment would
utilize manufacturer authorized service personnel to essentially replace all belt press components
subject to wear. Additionally, those components subject to and showing any signs of corrosion
would be either refurbished or replaced if the level of corrosion warranted. Finally, the ancillary
components such as the polymer feed system would be individually evaluated for remaining service
life and replaced as appropriate or uninstalled spares would be provided. Essentially, the resulting
system would be a fully refurbished system. This option would also include the refurbishment of the
building except to a greater degree than that of option 1 to reflect the singular reliance upon the one
belt press. That refurbishment would include most or all of the electrical fixtures and doors along
with other building repairs and repainting as appropriate to significantly extend the working life of
the building under a full-time operating environment.
4.3.4 Comparative Analysis
These options were compared in terms of complexity, provided level of service, construction
interference with ongoing plant operations, and generally the long-term benefit of the options. Cost
comparisons are evaluated separately in a subsequent section. Below, the common aspects of each
option are indicated along with the relative advantages and disadvantages of each option.
Common Aspects:
• Each option will maintain at least the current dewatering capacity which historically has been
more than adequate.
• Each option relies upon belt press technology which is familiar to the plant operating
personnel.
Option 1 Advantages and Disadvantages (Add a Second Belt Filter Press to Match the First):
• Advantage: Does not require any significant disruption of the existing system for installation.
• Advantage: Provides a completely new unit providing 100% redundancy to the existing unit.
• Disadvantage: Accessibility is limited by site restrictions precluding the desirable pull-
through truck operation.
• Disadvantage: Mechanical complexity is double requiring greater maintenance attention.
• Disadvantage: Facility location west of the existing system will involve greater disruption of
the site during construction.
• Disadvantage: The greater redundancy provides significantly more capacity than is needed
thereby requiring greater number of starts and stops or longer down times for the equipment
which both accelerate component degradation.
City of Cape Canaveral, Florida
Wastewater/Stormwater Facilities Plan
BDI/106804.01 4-12 February 2013
4.4.1 Option 1 – Storage within the Distribution System
In examining the options for placement of the desired additional storage, the lack of availability of
property at the treatment facility is a limiting factor. Essentially, the addition of a new reclaimed
water storage tank will occupy most of the available property. Therefore, the placement of the
reclaimed water storage tank off site should be examined as an option. Under this option, property
would be acquired remote from the plant site and a tank would be built there. Assuming a ground
storage tank is constructed, it would be filled from the existing distribution system through a
pressure bleed valve during low demand periods and then accumulated flows would be pumped into
the system during high demand periods. A ground storage tank is presumed alternative due to the
relatively higher cost of an elevated tank and its susceptibility to hurricane damage in this coastal
area.
By examination, this option will be significantly more complicated and expensive than placement of
a tank at the treatment facility. The purchase of property remote from the treatment facility would
be costly and would potentially meet with significant public opposition. Additionally, the need to
pump the flows back into the system during low demand periods would require new pumping
facilities with a SCADA control system along with the tank. This increases the capital costs, the
project complexity and the long term operating costs.
4.4.2 Option 2 – Additional Storage within the Wastewater Treatment Facility Site
As indicated, the property of the existing wastewater treatment facility is essentially built out with
the exception of the western side of the plant in the area of the abandoned sludge drying beds.
Therefore, this option proposed the construction of a ground storage tank for reclaimed water storage
in the area previously occupied by the sludge drying beds. This area allows for a tank of no greater
than 120 feet in diameter.
This option would include the extension of the existing reclaimed water piping to and from the
proposed tank to allow it to function in tandem with the existing 1.0MG tank and be served by the
existing influent and high service pumps. Ideally this option would also include a tank configured to
match the hydraulic profile of the existing 1.0MG ground storage tank with an operating depth of
14.17 feet. However, the available 120-foot diameter footprint would only have a total capacity of
1.2MG which is well short of the recommended 3.0MG minimum capacity as determined previously
in this section. In order to provide the recommended tank capacity with a 120’ diameter, the tank
side water depth of 35’-6” is required. In order to accommodate this taller tank, automatic valving
will be required to allow it to function in parallel to the existing 1.0MG tank. This valving would
likely include a float-actuated valve on the 1.0MG tank to preclude its overfilling along with a check
valve on its discharge to preclude backflow through the discharge pipe from the new tank into the
existing tank.
City of Cape Canaveral, Florida
Wastewater/Stormwater Facilities Plan
BDI/106804.01 5-1 February 2013
5 SELECTED WASTEWATER AND REUSE ALTERNATIVES
5.1 Oxidation Ditch Reconfiguration
In the preceding Section 4, three viable options were presented for the division of the existing
aeration basin of the Cape Canaveral WWTF into two independently operating basins with the intent
to increase the facility reliability by eliminating the lack of redundancy in a critical component the
treatment process. Based upon the comparative evaluation of the three options along with
consideration of the capital cost and present worth costs of each alternative, Option 3, the Bisection
of the aeration basin across its long axis with Surface Aeration, is recommended as the proposed
project.
The following subsections will more fully describe the proposed project scope including the
presentation of a phasing plan as a proof of concept. Additionally, the environment impacts of the
project will be discussed along with associated mitigation measures. Finally, the previously
presented comparative opinion of probable costs will be re-examined and design phase variables that
may influence the cost will be identified.
5.1.1 Description
Option 3 entails the reconfiguration of the aeration basin to divide it into independently operating
northern and southern basins through the installation of a hydrostatic wall across the long axis of the
basin at approximately its mid point. The reconfiguration will include the replacement of the
existing aerators on the northern aeration basin with smaller aerators along with the installation of
matching aerators on the southern basin. FRP (Fiberglass Reinforced Plastic) covers will be installed
over the splash zones around the aerators to minimize aerosol releases from the basins. The existing
influent flows will be split between the two basins through the addition of a splitter box just west of
the basins. The effluent flows from the southern basins will be piped to intercept the existing
discharge pipe where isolation valves will be added to allow for routine maintenance of either
discharge box. In order to provide for the required Internal Recycle (IR) of flows from the new
basin, an IR pipe will be run from the new basin to the existing IR pumps. The piping of these
pumps will be reconfigured to dedicate two pumps to each aeration basin thereby allowing their
independent recycle flow rate control. This proposed construction is reflected by Figure 4.3 as
previously presented in Section 4.
5.1.2 Phasing
The following discussion is offered to expound upon the constructability challenges of the proposed
option. As previously indicated, the proposed construction will require the dewatering of the
existing aeration basin for a period of time. Additionally, the piping modifications required will
necessitate the interruption of other aspects of the treatment system for shorter periods of time. The
accommodation of this requirement through the sequencing of construction and the provision of
temporary treatment facilities will be of paramount importance to the successful and cost effective
City of Cape Canaveral, Florida
Wastewater/Stormwater Facilities Plan
BDI/106804.01 5-2 February 2013
completion of the project. Therefore, it will be important to develop a plan that is practically
feasible, communicated to and approved by the FDEP Central District and will allow the City
Operations Team the highest probability of meeting the effluent discharge limits during construction.
Accordingly, the outlined Sequence of Construction (SOC) as Figure 5.1 is included as a “Proof of
Concept” to illustrate the validity of the proposed approach and the resulting inclusion in the opinion
of probable costs. This SOC also proposes several alternatives for the temporary repurposing of
existing tankage for use as an alternate aeration basin during the required outage of the existing
aeration basin.
In developing the SOC and the proposed work scope, it was recognized that the division of the
existing aeration basin must include the installation of a hydrostatic wall (a wall sufficiently strong
to withstand the forces of water only on one side). This wall is key to the operation of the two basins
independently and allows for the dewaterering of either basin without disruption of the other basins
operations. It is also key to the minimization of temporary flow measures as it allows construction
to be ongoing within either the north basin or the south basin while the other is in service. However,
the hydrostatic wall installation will require the dewatering of the entire aeration basin for a period
of time. Additionally, the addition of an influent splitter box will require the influent pipe to be dry
for a short period of time. These two components are the focal accomplishments of the first phase of
the proposed construction as illustrated in Figure 5.2.
The other modifications of the aeration basin including the installation of turning vanes and fillets to
maximize mixing, construction of a second effluent weir gate, addition of internal recycle and
effluent piping, installation of new surface aerators all can be performed sequentially in dry basins.
Each of these modifications is anticipated and programmed into the SOC as phases 2, 3 and 4 so as
to minimize the required downtime of the aeration basin.
In regards to the provision of an alternate treatment aeration basin to allow the dewatering of the
aeration basin, BDI examined several alternatives and discussed the current tankage uses with the
plant operating personnel. Based upon this effort, two alternatives were identified for consideration.
One consideration is to bypass the aeration basin and convert a portion of the 2nd Anoxic Tank to an
aeration zone through the addition of an interim method of aeration. The 2nd Anoxic Tank could be
operated in a phased approach similar to a Sequencing Batch Reactor (SBR) process in which the
City could provide multiple phases of aerobic/anoxic treatment within that one basin. To
accomplish this and achieve the removal levels required by the permit, City staff would need to
control the timing and volume of air sent to the basin based on DO levels in the tank. This is not a
perfect solution but could be considered an interim measure that would allow the City to operate
near permit effluent levels.
A second alternative is the temporary repurposing of the existing 1.4MG storage tank west of the 1st
Anoxic Basin to be an aeration basin. This repurposing could be accomplished though the
temporary repiping of the transfer pump discharge from the 1st Anoxic Basin into this tank and the
piping of a temporary discharge to the existing 2nd Anoxic Basin. Additionally, provision of a
temporary diffused aeration system in the tank would be required along with recirculation of the
City of Cape Canaveral, Florida
Wastewater/Stormwater Facilities Plan
BDI/106804.01 5-4 February 2013
clarified sludge return to this tank. As this alternative allows for the steady state operation of the
tank aeration and preserves untouched the capacity of the remaining tanks, it is proposed to be the
alternative of choice and is therefore included in the opinion of probable cost for this element of the
project.
5.1.3 Environmental Benefits
As indicated in Section 2, the primary benefit of the proposed aeration basin modification is the
creation of a redundant flow path where there currently is none. Therefore, the primary benefit of
the project is that a failure of one of the flow paths will not cripple the ability of the facility to keep
treating its flows. Historically, the oxidation ditch configuration that is employed at Cape Canaveral
is able to absorb large fluctuations in its flow rates without a significant degradation of its treatment
quality. By providing an alternate flow path, the treatment level even through only one aeration
basin would be expected to remain high. This approach reduces the likelihood of a discharge of
substandard flows if an aeration basin fails.
5.1.4 Adverse Impacts and Mitigation
With the selection of the identified option, the footprint of the aeration basin remains unchanged and
all proposed construction remains within the existing facility perimeter. Therefore, the only likely
environmental impacts associated with the project are the temporary construction related impacts
and the operational impacts of the completed facility.
Temporary construction impacts would normally include polluted stormwater runoff from disturbed
earth and the actual noise from construction activities. In this case, the proposed construction
outside of the existing basin will mostly be relatively small amounts of piping and the influent flow
splitter box construction. These activities will disturb only a small percentage of the existing site.
To mitigate their possible impact, the construction contractor will be required to obtain the required
NPDES permit for construction activities and to implement Best Management Practices for the
minimization of stormwater runoff impacts.
As to mitigation of the noise associated with the construction, the contractor will be limited to
working during standard business hours except in cases of emergency or completion of operations
that must be continuous and last beyond a normal work day. The latter occurrence is not expected
on this project as there are not any large concrete pours that typically need to be continuous.
The operational impacts of the project would be the possible odor and aerosol mist generated by the
operation of the aerators. As previously indicated, FRP covers of the splash zones will be included
in the project scope to minimize both potential discharges. Historically, this oxidation ditch
configuration with the covers has not produced noticeable odor or mist problems. Therefore, the
proposed covers would be considered as adequate preventative measures.
City of Cape Canaveral, Florida
Wastewater/Stormwater Facilities Plan
BDI/106804.01 5-7 February 2013
ancillary mechanical components will each require detailed evaluations as a prerequisite to their
inclusion in the replacement list.
5.3 3 MG Reclaimed Water Tank
As discussed in Section 4, the addition of a 3.0MG reclaimed water storage tank at the wastewater
treatment facility is heavily favored over the possibility of adding storage within the distribution
system. This reflects the difficulty of obtaining property for a remote tank plus the significant added
costs of repumping and controls at a remote site. Therefore, the addition of the tank at the WWTF is
recommended as the proposed project.
5.3.1 Description
The scope of work for the addition of the 3.0MG reclaimed water storage tank at the WWTF
includes a compete 120-foot diameter prestressed concrete domed storage tank with side water depth
of 35-foot 6-inches and all associated accessories such as ladders, hatches and vents. Additionally,
the connecting piping to the influent and discharge piping of the existing system is required. Since
the property constraints require the proposed tank to be taller than the existing tank, a float valve on
the existing 1.0MG tank is required to keep it from overfilling while the new tank is still filling. The
float valve would most likely be in the form of an electrically actuated valve initiated by a float or a
signal from a transducer. Additionally, a check valve on the discharge piping of the existing 1.0MG
tank should preclude it from filling up by water backflowing from the 3.0MG tank. Finally, the
associated electrical devices, lightning protection system, and SCADA reprogramming would be
included with the tank. With the construction as described, the dual use of the 1.4MG tank would be
discontinued and that tank would again be dedicated to substandard water storage.
5.3.2 Phasing
Since the existing system has alternate discharge points available, the phasing of the proposed work
is relatively simple. The new tank and much of its piping could be constructed without interruption
of the existing system. A short interruption in the use of the 1.0MG tank would be required. This
interruption would probably require the use of the 1.4MG tank as reclaimed water storage for a short
time. Therefore, this use would have to be coordinated with the aeration basin improvements such
that the 1.4MG tanks need is not simultaneous.
5.3.3 Environmental Benefits
As indicated in Section 3, identifying the need for the tank, the existing 1.4MG storage tank is
currently occupied by its service in storage of reclaimed water. Therefore, the WWTF has little or no
capacity for the storage of substandard effluent. So, the environmental benefit of the proposed tank
is the recapture of the 1.4MG capacity for substandard flow storage. This storage provides nearly a
full day of storage of flows to allow the facility operators to correct problems in the treatment system
before substandard flows would be released to the environment. This tank also promotes the reuse
of reclaimed water for irrigation purposes rather than using the Banana River as a receiving water
City of Cape Canaveral, Florida
Wastewater/Stormwater Facilities Plan
BDI/106804.01 6-1 February 2013
6 EXISTING STORMWATER SYSTEM
6.1 General
In 2000 the City had a Master Stormwater Plan developed. The background information and
existing condition data presented here was largely obtained from that report.
A major concern for the City’s stormwater system is the excessive discharge of nutrient-rich waters
into the Banana River and the associated turbidity with these discharges. Stormwater runoff
degrades the water quality in the Banana River by both diluting the Lagoon’s salinity with fresh
water and by adding excessive nutrients and suspended solids. The Clean Water Act in the early-
1970s helped to reduce industrial and wastewater discharges, but did little to address the widespread
pollutant loadings from storm sewer systems. In the late-1970s, the SJRWMD began requiring that
private developments retain a portion of their stormwater runoff on-site. More recently, the EPA
passed legislation (NPDES program) that enforces strict stormwater regulations on city and county
governments. Additional regulations from FDEP have established pollutant Total Maximum Daily
Loads (TMDL’s) for receiving water bodies. These regulations require city/county governments and
other stakeholders to further reduce pollutants in stormwater runoff.
During the later 1950’s and through the 1960’s, the City of Cape Canaveral and the Florida
Department of Transportation (FDOT) constructed stormwater drainage systems that carried
stormwater discharge from State Road A1A to the Banana River, part of the Indian River Lagoon.
The stormwater discharge is routed through 54 inch or larger culvert and is ultimately discharged
into the Banana River at the following locations: Holman Road, Center Street, International Drive,
and Central Boulevard. Additional stormwater discharges occur at the Canaveral Drainage Canal,
and the Wastewater Treatment Facility. Non-point or sheet flow drains from City and private lands
along the City’s western boundaries; these flows represent small areas and are not concentrated,
therefore they represent a minor inflow to the Lagoon.
Historically, the City’s drainage system has been able to handle stormwater discharge to minimize
flooding within the City, but pollutants contained in the stormwater have been discharged directly
into the Banana River.
6.2 City Drainage Basin Delineation
Based upon earlier field investigations and data collected, there are seven (7) major drainage basins
within the City of Cape Canaveral. These drainage basins delineated in the Cape Canaveral
Stormwater Master Plan are shown in Figure 6-1 on the following page. The drainage basins are
described starting from the north and moving south through the City’s stormwater service area.
B A N A N A
R I V E R
A T L A N T I C
O C E A N
Canaveral
Central
Center
International
Shorewood
Holman
Mosquito
ASTRONAUT BL
VD ATLANTIC AV N528 HWY RIDGEWOOD AV OCEAN BEACH BLVD CENTRAL BLVD W
GEORGE J KING BLVD RIDGEWOOD AV ATLANTIC AV NATLANTIC AV NENGINEERING BUSINESS EB-0000340
Pensacola - Panama City Beach - Tallahassee - Mobile - Brevard County - Tampa
7155 MURRELL ROAD SUITE 101 MELBOURNE, FL 32940
This drawing is the property of BASKERVILLE-DONOVAN, INC. and is not
to be reproduced in whole or in part. It is not to be used on any other
project and is to be returned upon request.
Cape Canaveral Stormwater Drainage Basin Map
City of Cape Canaveral Wastewater/Stormwater Facilities Plan
Project #: 106804.01 November 2012
6-1
FIGURE
NO.P:\1068 Cape Canaveral\106804.01 Facilities Planning\GIS\Layouts\Fig 6-1 Drainage Basin Map.mxd 12/7/2012 ocallardLegend
Existing City Limits
Drainage Basins
Canaveral
Center
Central
Holman
International
Mosquito
Shorewood
-
2,000 0 2,000
1 inch = 2,000 feet
City of Cape Canaveral, Florida
Wastewater/Stormwater Facilities Plan
BDI/106804.01 6-3 February 2013
6.2.1 Shorewood Drainage Basin
The Shorewood drainage basin delineated contains 172 acres ± and is zoned as R3 Duplex/Multi-
Family/Townhouse Apartments primarily with a zoned C1 Commercial in the northwest corner of
the drainage basin. The designs for the development within this drainage basin provided adequate
storage for a 100-year storm event. Consequently, there is no stormwater discharge to the Banana
River Lagoon that would adversely affect water quality for this protected water body.
6.2.2 Mosquito Drainage Basin
The Mosquito drainage basin contains 34 acres ± and is located in the northwest corner of the City
adjacent to the Banana River Lagoon. This basin contains wetlands and has mosquito ditches.
Zoning within this drainage basin is C1 Commercial.
6.2.3 Canaveral Drainage Basin
The Canaveral drainage basin is the largest basin in the City’s stormwater service area with 527
acres ±. Residential zoning within this basin includes R1 Low Density Residential, R2 Medium
Density Residential and Townhouse Apartments, and R3 Duplex/Multi-Family/Townhouse
Apartments. C1 Commercial and M1 Light Industrial zoning also occur in this area. The primary
stormwater outfall for this basin is the Central Ditch, also known as the Canaveral Drainage Canal,
which passes underneath State Road A1A and discharges into the Banana River Lagoon. Three (3)
baffle boxes at the storm drain underneath West Central Boulevard (53 inches by 84 inches) connect
the Central Ditch to the Banana River. In addition to the placement of the baffle box, proposed
projects of dredging of the Central Ditch and construction of culverts along the northern portion of
the Central Ditch connecting to the baffle box will improve the water quality of stormwater
discharge to the Banana River.
6.2.4 Central Drainage Basin
The Central drainage basin contains 186 acres ± and the stormwater runoff is conveyed through a 54
inch concrete pipe underneath Central Boulevard and a baffle box east of the outfall into the Banana
River Lagoon. Zoning classifications for this basin include R3 Duplex/Multi-Family/Townhouse
Apartments, C1 and C2 Commercial, and M1 Light Industrial.
6.2.5 International Drainage Basin
The International drainage basin contains 195 acres ± and includes a combination of C1 Commercial
adjacent to the State Road A1A corridor and the remaining zoning classifications within the basin
are R2 Medium Density Residential and Townhouse Apartments and R3 Duplex/Multi-
Family/Townhouse Apartments clustered along the Banana River and Atlantic Ocean shorelines.
Stormwater runoff passes through a 66 inch concrete pipe underneath International Drive and passes
through a baffle box before it discharges to the Banana River Lagoon.
City of Cape Canaveral, Florida
Wastewater/Stormwater Facilities Plan
BDI/106804.01 6-4 February 2013
6.2.6 Center Drainage Basin
The Center drainage basin contains 154 acres ± and includes a combination of C1 and C2
Commercial zoning adjacent to State Road A1A to the east and west as well as R2 Medium Density
Residential and Townhouse Apartments in the interior of the basin area and R3 Duplex/Multi-
Family/Townhouse Apartments along the Banana River Lagoon and Atlantic Ocean shorelines. The
primary stormwater discharge point is through a 54 inch concrete pipe with a baffle box east of the
stormwater outfall at the Banana River Lagoon.
6.2.7 Holman Drainage Basin
The Holman drainage basin contains 63 acres ± and includes a combination of R1 Low Density
Residential along the Banana River Lagoon and R3 Duplex/Multi-Family/Townhouse Apartments
along the southwest corner of the basin adjacent to the Banana River Lagoon. An area with R2
Medium Density Residential zoning is located directly east of the area zoned R3. Along the west
side of State Road A1A, the commercial corridor is zoned C1 Commercial. Stormwater discharge
flows from a 54 inch concrete pipe that lies underneath Holman Avenue and empties into the Banana
River at the stormwater outfall.
6.3 Proposed Projects
There are six stormwater improvement projects associated with this plan. These projects include
improvements to both conveyance and water quality. Following is a list of the proposed projects and
a brief summary of each.
6.3.1 North Central Ditch Improvements-Phase I
This project involves dredging and the installation of culverts for the first 400 feet of the northern
portion of the Central Ditch north of Central Boulevard. The three (3) 48 inch diameter pipes will be
connected to three (3) existing pipes within the baffle boxes located near West Central Boulevard.
The ditch bottom requires dredging due to the accumulation of muck and debris over time.
Dredging will improve water quality prior to discharge into the Banana River.
6.3.2 North Central Ditch Improvements-Phase II
This project involves dredging and the installation of culvert for 400 to 800 feet of the Central Ditch
north of West Central Boulevard. Three (3) 48 inch diameter reinforced concrete pipes (RCP) or
ADS plastic pipe will be installed. The ditch bottom requires dredging due to the accumulation of
muck and debris over time. Dredging will improve water quality prior to discharge into the Banana
River.
6.3.3 Central Ditch Dredging
City of Cape Canaveral, Florida
Wastewater/Stormwater Facilities Plan
BDI/106804.01 6-5 February 2013
This project involves the dredging of the Central Ditch from West Central Boulevard south to the
bend towards State Road A1A in order to remove muck and debris that has settled in the ditch.
Dredging will improve water quality prior to discharge into the Banana River.
6.3.4 North Atlantic Avenue Improvements Project
This project involves the installation of stormwater treatment facilities as part of the construction
along Atlantic Avenue of a new pedestrian walkway and installation of new lighting and completion
of landscape improvements. The new stormwater facilities will target water quality improvements.
6.3.5 West Central Boulevard Pipe Replacement
The existing metal pipe will be replaced or rehabilitated with a pipe of similar diameter. The
stormwater in the industrial area north of West Central Boulevard flows through this pipe and much
of the northeastern portion of the City would be greatly impacted by the pipe’s failure.
6.3.6 Canaveral City Park-Exfiltration System
This project involves installation of an exfiltration system beneath the ball fields to allow stormwater
drainage to infiltrate into the surficial aquifer. Stormwater improvements will significantly reduce
nitrogen and phosphorous loads discharging to the Banana River. These types of projects will be
critical for meeting the requirements of the current Total Maximum Daily Load (TMDL) reduction
program.
6.4 Existing Programs
The Florida Department of Environmental Protection (FDEP) administers the National Pollutant
Discharge Elimination System Program (NPDES) stormwater permitting program in the State of
Florida. This program regulates stormwater discharges into surface waters from municipal facilities
as well as from industrial and construction activities. The conditions of the NPDES permit require
that the City implement strategies for reducing amount of pollutants in stormwater runoff and
consequently improve overall surface water quality. The City’s efforts to comply with these
regulations include the following programs:
• Public Education: requires the City to educate the public concerning stormwater issues.
• Public Involvement/Participation: requires that the City involve the public in the stormwater
management process.
• Illicit Discharges: requires that the City implement a monitoring and enforcement program to
identify and eliminate illicit discharges to the storm sewer system.
• Runoff Control – Construction Sites: requires that the City monitor and enforce regulations
limiting the amount of stormwater runoff from active construction projects.
• Runoff Control – Post-Construction: requires that the City continue to monitor and enforce
regulations limiting the amount of stormwater runoff from completed construction projects.
City of Cape Canaveral, Florida
Wastewater/Stormwater Facilities Plan
BDI/106804.01 6-6 February 2013
• Pollution Prevention: requires that the City monitor and enforce regulations concerning the
illegal discharge of pollutants to the storm sewer system.
• Structured BMP’s include detention ponds, dry ponds, infiltration trenches, baffle boxes, and
water quality inlets. Non-structured BMP’s include street cleaning, fertilizer application
controls, and certain vegetation practices.
In 2003, a Stormwater Utility was established by the City Council in order to ensure that dedicated
funds are available for both the management of stormwater runoff and the performance of facility
maintenance on the stormwater system. The Stormwater Utility provides the following functions:
• Maintain a high level of flood protection through sound planning and service.
• Improve and maintain water quality through effective stormwater management strategies.
• Maintain infrastructure integrity to protect public safety and private property.
• Provide a high level of customer service and communication to the public and private
sectors.
The City’s current stormwater system is composed of approximately 377 storm drains, six (6) miles
of underground stormwater pipe, and six (6) outfall structures (described in Section 6.1).
6.5 Past Projects
Table 6-2 below lists the City’s recent and ongoing stormwater projects and maintenance activities.
Those that are related to the proposed project are discussed in more detail in Section 7.
Table 6-2
Previous Stormwater Utility Funded Infrastructure
Improvements
Project Year Completed
Survey and Inventory of Stormwater System 2007
Intersection of Buchanan and Orange
Avenues 2007
Baffle Boxes at Northern Portion of the
Central Ditch 2009
Improvements to the Southern Portion of the
Central Ditch. 2011
Harbor Height Drainage Pipe 2011
Stormwater Pipe Inspection and Cleaning 2011
Manatee Sanctuary/Banana River Parks
Stormwater Improvements 2011
City of Cape Canaveral, Florida
Wastewater/Stormwater Facilities Plan
BDI/106804.01 6-7 February 2013
Stormwater Inlet & Pipe Repair &
Replacement Ongoing
New Exfiltration Piping Ongoing
New Swale Improvements Ongoing
Street and Bike Path Sweeping Ongoing
Baffle Box Sediment and Debris Removal Ongoing
Watershed Modeling Updates As-needed
6.6 Goals of Improvements
The goal of the proposed improvements is to continue to improve the water quality of stormwater
discharges into the Banana River Lagoon, bringing the City further into compliance with the
Environmental Protection Agency (EPA) National Pollutant Discharge Elimination System Program
(NPDES) now administered by FDEP, and to provide better protection against potential flooding.
City of Cape Canaveral, Florida
Wastewater/Stormwater Facilities Plan
BDI/106804.01 7-1 February 2013
7 PROPOSED STORMWATER PROJECTS
7.1 General
As presented in Section 6, six stormwater projects have been identified by the City’s Capital
Improvements Plan as projects that would reduce the pollutants and nutrient loading of stormwater
discharged into the water quality of the Banana River Lagoon and/or alleviate the potential for
flooding. This section presents the identified options for the proposed projects using the most cost
effective approach for each project alternative. The presented options address the needs for each of
the identified project areas along with a qualitative comparison and a presentation of their associated
cost considerations. Following this presentation of the evaluated options, Section 8 presents the
recommended option along with additional information related to that option.
7.2 North Central Ditch Phase 1
Improvements to the North Central Ditch will expand on a previous project. The City was awarded
a grant from FDEP for the installation of three (3) baffle boxes for the removal of total suspended
solids, nutrients, heavy metals and debris prior to discharging to the Banana River. Other work
included removal of vegetation, excavation of muck from the channel bottom, and stabilization of
the channel banks near West Central Boulevard. The project which was completed in 2009 assists
with flood prevention, improves water quality of the Banana River Lagoon, and recharges the
surficial aquifer. The proposed Phase I improvements to the ditch will extend approximately 400
north of the three baffle boxes. The project area is shown in Figure 7-1.
Option 1 of this project involves installation of culverts for the first 400 feet of the Central Ditch
north of Central Boulevard. Three (3) new 48 inch diameter culverts will be connected to three (3)
existing culverts at the baffle boxes located near West Central Boulevard. The ditch bottom would
be dredged to remove accumulated muck and debris prior to the culvert installation. The dredging
and new culverts will improve water quality prior to discharge into the Banana River.
Option 2 of this project would involve on the dredging of the ditch to remove accumulated muck and
debris.
7.3 North Central Ditch Phase 2
The proposed Phase 2 improvements to the North Central Ditch will extend the improvements
approximately 400 north of the Phase 1 improvements as shown in Figure 7-2.
Option 1 of this project involves installation of culverts along the next 400 feet of ditch north of
West Central Boulevard. Three (3) 48 inch diameter culverts will be installed, extending what was
installed in Phase 1. As in Phase 1, the ditch bottom would be dredged to remove accumulated muck
and debris prior to the culvert installation. The dredging and new culverts will improve water
quality prior to discharge into the Banana River.
ATLANTIC AV NCENTRAL BLVD W
AST
RONAUT
BL
VD
CENTRAL BLVD W
ENGINEERING BUSINESS EB-0000340
Pensacola - Panama City Beach - Tallahassee - Mobile - Brevard County - Tampa
7155 MURRELL ROAD SUITE 101 MELBOURNE, FL 32940
This drawing is the property of BASKERVILLE-DONOVAN, INC. and is not
to be reproduced in whole or in part. It is not to be used on any other
project and is to be returned upon request.
N. Central Ditch Improvements - Phase I Location Map
City of Cape Canaveral Wastewater/Stormwater Facilities Plan
Project #: 106804.01 November 2012
7-1
FIGURE
NO.P:\1068 Cape Canaveral\106804.01 Facilities Planning\GIS\Layouts\Fig 7-1 N. Central Ditch Culverting Phase I Location Map.mxd 12/7/2012 ocallardLegend
W. Central Ditch Culverting Phase I Project-
300 0 300
1 inch = 300 feet
CENTRAL BLVD W
AST
RONAUT
BL
VD
CENTRAL BLVD W
ENGINEERING BUSINESS EB-0000340
Pensacola - Panama City Beach - Tallahassee - Mobile - Brevard County - Tampa
7155 MURRELL ROAD SUITE 101 MELBOURNE, FL 32940
This drawing is the property of BASKERVILLE-DONOVAN, INC. and is not
to be reproduced in whole or in part. It is not to be used on any other
project and is to be returned upon request.
N. Central Ditch Improvements - Phase II Location Map
City of Cape Canaveral Wastewater/Stormwater Facilities Plan
Project #: 106804.01 November 2012
7-2
FIGURE
NO.P:\1068 Cape Canaveral\106804.01 Facilities Planning\GIS\Layouts\Fig 7-2 N. Central Ditch Culverting Phase II Location Map.mxd 12/7/2012 ocallardLegend
W. Central Ditch Culverting (Phase II) Project-
300 0 300
1 inch = 300 feet
City of Cape Canaveral, Florida
Wastewater/Stormwater Facilities Plan
BDI/106804.01 7-4 February 2013
Option 2 of this project would involve only the dredging of the ditch to remove accumulated muck
and debris.
7.4 North Atlantic Avenue Streetscape
This project involves the installation of stormwater quality treatment facilities in association with a
streetscaping project along North Atlantic Avenue as shown in Figure 7-3. These water quality
facilities would consist of shallow vegetated swales between the curb and sidewalk or behind the
sidewalk to capture initial runoff during low intensity events and underground exfiltration trenches
to facility percolation of runoff into the groundwater.
Option 1 for this project would be to include the treatment swales and exfiltration trenches along
with associated demolition/restoration in conjunction with the streetscaping project. Option 2 would
be to forgo the treatment swales and exfiltration trenches.
7.5 West Central Pipe Replacement
The existing deteriorating metal pipe running along West Central Boulevard from Brown Circle to
the Central Ditch will be replaced or rehabilitated with a new culvert of similar diameter. The
stormwater in the industrial area north of West Central Boulevard flows through this pipe and much
of the northeastern portion of the City could be subject to flooding if the culvert failed and became
blocked. The project area is shown in Figure 7-4.
Option 1 for this project involves the removal and replacement of the existing deteriorating culvert
along West Central Boulevard from Brown Circle to the Central Ditch. This removal and
replacement will total approximately 920 feet of 42 and 48 inch culvert.
Option 2 for this project involves the rehabilitation of the existing culvert utilizing cured-in-place
liner along West Central Boulevard from Brown Circle to the Central Ditch. In addition to the liner
installation, spot repairs may need to be made to the existing pipe and manholes may need to be
rehabilitated or replaced. The total lining will be approximately 920 feet.
7.6 Central Ditch Dredging
This project involves the dredging of the Central Ditch from West Central Boulevard south to the
bend towards State Road A1A in order to remove muck and debris that has settled in the ditch. The
muck removal will prevent the fine sediments and containments from being re-suspended and
discharged into the Banana River. The dredging will also open the flow way, decreasing the
likelihood of restricted flows during storm events. The project area is shown in Figure 7-5.
Dredging is the only option evaluated for this project. The alternate option would be to take no
action and leave the ditch as is.
7.7 Canaveral City Park Exfiltration
City of Cape Canaveral, Florida
Wastewater/Stormwater Facilities Plan
BDI/106804.01 7-5 February 2013
With the City being largely built out, there is very little open land area remaining for large scale
stormwater treatment areas. There is a city park located in a predominately residential area with
little or no current stormwater quality treatment facilities. The park consists primarily of two
baseball/softball fields and is bounded by Monroe Avenue, Magnolia Avenue, Harrison Avenue, and
Orange Avenue. This project involves installation of an underground exfiltration system beneath the
ball fields. There is sufficient space available in the park site to allow the first half inch of runoff
from the 96 Acres (+/-) east of the park to be diverted to the exfiltration system, preventing
contaminants in the initial runoff from a storm from being discharged to the Banana River. The
project area is shown in Figure 7-6.
Both options for this project will involve the installation of a diversion structure at Madison Avenue
and Magnolia Avenue with conveyance piping to the exfiltration systems. The exfiltration systems
would be installed underground, with the ball fields being restored to existing conditions on the
surface. Option 1 would utilize precast concrete vault structures with open bottoms for stormwater
storage and exfiltration. Option 2 would utilize perforated pipe set within rock trenches for
stormwater storage and exfiltration.
B A N A N A
R I V E R ATLANTIC AV NASTRONAUT BL
VD
C E N T R A L B LV D ECENTRAL BLVD W
GEORGE J KING BLVD
CENTRAL BLVD W
ATLANTIC AV NGEORGE J KING BLVD
ENGINEERING BUSINESS EB-0000340
Pensacola - Panama City Beach - Tallahassee - Mobile - Brevard County - Tampa
7155 MURRELL ROAD SUITE 101 MELBOURNE, FL 32940
This drawing is the property of BASKERVILLE-DONOVAN, INC. and is not
to be reproduced in whole or in part. It is not to be used on any other
project and is to be returned upon request.
N. Atlantic Ave. Streetscape - Stormwater Improvements
Location Map
City of Cape Canaveral Wastewater/Stormwater Facilities Plan
Project #: 106804.01 November 2012
7-3
FIGURE
NO.P:\1068 Cape Canaveral\106804.01 Facilities Planning\GIS\Layouts\Fig 7-3 N. Atlantic Ave. Project Location Map.mxd 12/7/2012 ocallardLegend
Existing City Limits
N. Atlantic Avenue Improvements Project
-
800 0 800
1 inch = 800 feet
AST
RONAUT
BL
VD
CENTRAL BLVD W
CENTRAL BLVD W
ENGINEERING BUSINESS EB-0000340
Pensacola - Panama City Beach - Tallahassee - Mobile - Brevard County - Tampa
7155 MURRELL ROAD SUITE 101 MELBOURNE, FL 32940
This drawing is the property of BASKERVILLE-DONOVAN, INC. and is not
to be reproduced in whole or in part. It is not to be used on any other
project and is to be returned upon request.
West Central Pipe Replacement Location Map
City of Cape Canaveral Wastewater/Stormwater Facilities Plan
Project #: 106804.01 November 2012
7-4
FIGURE
NO.P:\1068 Cape Canaveral\106804.01 Facilities Planning\GIS\Layouts\Fig 7-4 W. Central Blvd. Project Location Map.mxd 12/7/2012 ocallardLegend
W. Central Blvd. Improvements Project-
300 0 300
1 inch = 300 feet
AST
RONAUT
BL
VD ATLANTIC AV NCENTRAL BLVD W
ATLANTIC AV NCENTRAL BLVD W
ENGINEERING BUSINESS EB-0000340
Pensacola - Panama City Beach - Tallahassee - Mobile - Brevard County - Tampa
7155 MURRELL ROAD SUITE 101 MELBOURNE, FL 32940
This drawing is the property of BASKERVILLE-DONOVAN, INC. and is not
to be reproduced in whole or in part. It is not to be used on any other
project and is to be returned upon request.
Central Ditch Dredging Location Map
City of Cape Canaveral Wastewater/Stormwater Facilities Plan
Project #: 106804.01 November 2012
7-5
FIGURE
NO.P:\1068 Cape Canaveral\106804.01 Facilities Planning\GIS\Layouts\Fig 7-5 Central Ditch Dredging Location Map.mxd 1/24/2013 ocallardLegend
Central Ditch Improvements Project-
300 0 300
1 inch = 300 feet
B A N A N A
R I V E R
A T L A N T I C
O C E A NASTRONAUT
BL
VD ATLANTIC AV NCENTRAL BLVD E
RIDGEWOOD AV CENTRAL BLVD W
ATLANTIC AV NRIDGEWOOD AV ATLANTIC AV NCENTRAL BLVD W
ENGINEERING BUSINESS EB-0000340
Pensacola - Panama City Beach - Tallahassee - Mobile - Brevard County - Tampa
7155 MURRELL ROAD SUITE 101 MELBOURNE, FL 32940
This drawing is the property of BASKERVILLE-DONOVAN, INC. and is not
to be reproduced in whole or in part. It is not to be used on any other
project and is to be returned upon request.
City Park Regional Stormwater System Location Map
City of Cape Canaveral Wastewater/Stormwater Facilities Plan
Project #: 106804.01 November 2012
7-6
FIGURE
NO.P:\1068 Cape Canaveral\106804.01 Facilities Planning\GIS\Layouts\Fig 7-6 City Park Exfiltration Location Map.mxd 12/7/2012 ocallardLegend
Canaveral City Park Exfiltration Project
City Park Drainage Basin
Existing City Limits
-
1,000 0 1,000
1 inch = 1,000 feet
City of Cape Canaveral, Florida
Wastewater/Stormwater Facilities Plan
BDI/106804.01 9-1 February 2013
9 IMPLEMENTATION AND FINANCIAL PLANNING
9.1 Implementation Schedule
The design and construction time frames for the various components of this Facilities Plan are
contingent upon numerous factors. These factors include: regulatory approval for the plant
construction and regulatory approval of the various stormwater projects. A timeline of the
implementation, based on regulatory approval is provided in Table 9-1. Please note that several of
the stormwater projects will be bid as separate contracts so the time frames below show completion
dates adequate for all of the stormwater projects. Some of the stormwater projects may finish earlier
than the schedule below.
Table 9-1 Construction Implementation Schedule
Description Estimated Completion Date Duration (Months)
Begin Design & Permitting April 1, 2013
Complete 30% Design June 1, 2013 2
Complete 60% Design August 1, 2013 2
Complete 90% Design September 15, 2013 1.5
Submit Permit Application October 1, 2013 0.5
Complete Final Bid Documents November 1, 2013 1
Receive Permit November 15, 2013 0.5
Advertise for Bids December 1, 2013 0.5
Receive Bids January 15, 2014 1.5
Award Contract and Notice to Proceed February 1, 2014 0.5
Substantial Completion and Start-Up November 1, 2014 10
Final Completion of Construction December 31, 2014 2
9.2 Permitting Compliance
The wastewater system and stormwater improvements will be designed, constructed, and operated in
accordance with federal, state, and local regulations. The following list identifies the anticipated
permits and approvals required for the City wastewater system and stormwater improvements
construction and operation.
APPENDIX B
Aeration Basin Price Quotes
Jared Francis
From: Darrel Hill [dhill@aerzenusa.com]
Sent: Monday, July 09, 2012 9:32 PM
To: Jared Francis; Joel Schomo; Eric Bennett; Brian M. Stahl
Cc: paultscjn@verizon.net; Kevin Grant
Subject: RE: Aerzen Blower Inquiry
Page 1 of 7
7/25/2012
Jared,
TB75-0.6S provides 700 to 1675 scfm @ 7 psig (100 F, 50% RH, 14.7 psia)…75 HP turbo blower.
Budget Price Each $67,800.
Regards,
DARREL HILL
National Sales Manager One Step Ahead
Blowers * Compressors * Vacuum Pumps
AERZEN USA CORPORATION
108 Independence Way * Coatesville, PA 19320
Cell Phone: 610-470-3492 * Fax: 610-380-0278
Direct Line: 484-288-6329 * Email: dhill@aerzenusa.com
Order online: www.aerzenusa.com
From: Jared Francis [mailto:jfrancis@baskervilledonovan.com]
Sent: Monday, July 09, 2012 6:59 PM
To: Joel Schomo; Darrel Hill; Eric Bennett; Brian M. Stahl
Cc: paultscjn@verizon.net; Kevin Grant
Subject: RE: Aerzen Blower Inquiry
Darrel/Joel,
After checking over the numbers, we realized an error in my calculations. Please use 3,350 SCFM,
instead of the 7,500 SCFM that I originally gave you. I apologize for the inconvenience.
Thanks again for your help,
Jared A. Francis, E.I.
Baskerville-Donovan, Inc.
321-254-3663 ext. 4823
From: Brian M. Stahl
Sent: Monday, July 09, 2012 6:37 PM
To: Joel Schomo; Darrel Hill; Eric Bennett; Jared Francis
Cc: paultscjn@verizon.net; Kevin Grant
Subject: RE: Aerzen Blower Inquiry
Rev 1.3
APG-Neuros Turbo Blower Scope of Supply Proposal
Cape Canaveral Oxidation Ditch Evaluation
Carter Verplanck
Prepared By APGN Inc. dba APG-Neuros
Date
July 10, 2012
Proposal Reference # 574-071012-CV
APG-Neuros Turbo Blower Core
APGN proprietary Information
APGN Inc.
1270 Michele-Bohec, Blainville, QC, J7C-5S4
Tel: 450-939-0799 Fax: 450 939 2115
www.apg-neuros.com
Application Aeration
Blower Installation Location Indoor
Air
Elevation 0 Feet
Inlet Pressure 14.7 PSIA
Inlet Temperature 68 Deg. F
Relative Humidity 36 %
Maximum Design System Flow Rate 3350 SCFM
Minimum Design System Flow Rate N/A SCFM
Discharge Pressure 7 PSIG
Flow Rate per Blower 1675 SCFM
Number of Blowers - Duty 2 Units
Number of Blowers - Stand-By 1 Units
Model NX75-C050
Rate Motor Output Power 75 HP
Maximum Air Flow @ Duty Discharge Pressure per Blower 1914 SCFM
Minimum Air Flow @ Duty Discharge Pressure per Blower 847 SCFM
Turndown from Maximum Flow 55.7%%
Shaft Power @ Design Conditions per Blower 59 bhp
Wire-to-Air Power @ Design Condition per Blower 49 kW
Discharge Temperature @ Design Condition 151 Deg. F
Maximum Discharge Pressure 10.4 PSIG
Rise-to-Surge 3.4 PSIG
Maximum Noise Level @ 3 feet 80 dBA
Dimensions per Blower, L / W / H 61/30/53 Inches
Weight per Unit 1610.4 lbs.
Heat Rejection inside Blower Room 0 kW
Cooling Requirements 0 kW
Input Voltage/Phase/Frequency 480/3/60 V/Phase/Hz
Full Load Amperage 83 Amps
Inlet Flange Size (Optional, does not apply to louvered inlet )10 Inches
Discharge Flange Size 8 Inches
Design Conditions
Cape Canaveral Oxidation Ditch Evaluation - APG- Neuros Turbo Blower - Performance Data
Note:
Performance data is measured at core inlet with a Tolerance of ± 5 % on flow values and ± 2 dBa on noise level
Available Blower Performance
Design Conditions
Notes
APGN Inc. proprietary Information
APGN Inc.
1270 Michèle-Bohec, Blainville, QC, J7C-5S4
Tel: 450-939-0799 Fax: 450 939 2115
www.apg-neuros.com
Cape Canaveral Oxidation Ditch Evaluation - APG - Neuros Turbo Blower - Performance Curves
100%Nc
95%Nc
90%Nc
80%Nc
70%Nc
60%Nc
50%Nc
100% hp
90% hp
80% hp
70% hp
60% hp
50% hp
40% hp
30% hp
20% hp
0.0
2.0
4.0
6.0
8.0
10.0
12.0
0 500 1,000 1,500 2,000 2,500Discharge Total Pressure(PSIG)Suction Airflow (SCFM)
PERFORMANCE CHARACTERISTICS OF NX75-C050
Std. Spec. V6.9
Air Flow Tolerance : ±5 %
Conditions : 68deg.F, 14.7PSIA, 36%RH
Turndown
1675 SCFM @ 7 PSIG
APGN proprietary Information
APGN Inc.
1270 Michele-Bohec, Blainville, QC, J7C-5S4
Tel: 450-939-0799 Fax: 450 939 2115
www.apg-neuros.com
APG - Neuros Turbo Blower - Blower Components
*Image is not project specific.
APGN's proprietary Information
APGN Inc.
1270 Michele-Bohec, Blainville, QC, J7C-5S4
Tel: 450-939-0799 Fax: 450 939 2115
www.apg-neuros.com
1. Standard Turbo Blower Equipment (Included )
1.1 Blower Package
1. Blower Core with Permanent Magnet Synchronous Motor, Air Bearing and Forged Impeller
2. High Performance Variable Speed Drive / Inverter
3. Local Control Panel for Control and Monitoring, A-B MicroLogix Case 2 PLC based
4. Remote Control capability via Ethernet, LAN or Hard wiring
5. Built in Standard Sound Enclosure with Louver Intake
6.Temperature Sensors for motor, bearing, inlet and discharge air flow
7. Pressure Sensors for discharge conditions
8. Pressure Sensor and alert for air filter condition
9. Built in Flow Calculation
10. Built in Speed Measurement
11. Internal Expansion Joint
12. Internal vibration and dynamic effect Absorption Mounts
13. Line Input Reactor to maintain high power factor
14. Sinewave (Sinus) Filter
15. Built in Air Filter to within ten micron filtration
1.2 Standard Ship Loose Accessories
1. One (1) Saehan Type Wafer Discharge Check Valve **
2. One (1) DK T.M.I Discharge Butterfly Valve **
3. One (1) Maxi Joint EPDM Discharge Duct Expansion Joint **
4. One (1) Discharge Cone**
5. One (1) Blow-off Valve to blow off air flow during start / shutdown
6. One (1) Blow-off Silencer
**Sizes as indicated on the performance data sheet.
2. Optional Equipment
2.1 Computers and Software (Not Included unless specified in Price sheet)
A. Master Control Panel to operate multi-blowers
1. Complete standalone computer system, built with its own state of the art technology microprocessor in a self contained enclosure.
2. MCP operates based on input and output signals to control on line blowers and other flow equipment based on command point
2.2 Harmonic Filters (Not Included unless specified in Price sheet)
1. Meets IEEE 519 standards for <8% THD or 5%THD
2. Can be Included inside the blower enclosure or as a standalone unit.
2.3 Vibration Sensor (Not Included unless specified in Price sheet)
1. Vibration sensor comes with transmitter and display screen
2.4 Enclosure Options (Not Included unless specified in Price sheet)
1. Outdoor Enclosure Installed Under Canopy***
2. Completely Outdoor Enclosure with no Canopy
2. Inlet Flange
*** Canopy design can be provided or is to be pre-approved by Seller
4. Standard Documentation (Included)
A. Submittal Information: PDF Electronic File
1. Bill of Material
2. Installation Drawings
3. Electrical and Control Drawings
4. Operation and Maintenance Manual
5. Commissioning Instructions
APG-Neuros Inc., agrees to sell to the Buyer, the equipment designated as Included in the scope of supply below, subject to the Seller's General Terms and
Conditions of Sales available upon request and special conditions outlined herein in this proposal.
Cape Canaveral Oxidation Ditch Evaluation - APG - Neuros Turbo Blower - Scope of Supply
APGN proprietary Information
APGN Inc.
1270 Michele-Bohec, Blainville, QC, J7C-5S4
Tel: 450-939-0799 Fax: 450 939 2115
www.apg-neuros.com
B. Standard Tests
1. Standard Blower Package Functional Acceptance Test included
- available for additional cost upon request
3. Optional Functional tests with Plant LC - available for additional cost upon request
4. Optional Aeration System Control functional system test - available for additional cost upon request
For any Factory witnessed testing or additional tests, please contact APG-Neuros for a price quote.
5. Spare parts (on site)
A. One set of spares
1. One (1) set of Air Filter Elements
6. Quality Assurance and Control and Product certification
A. Neuros Quality Assurance program is ISO 9001 certified on the basis of Neuros Co. Ltd.
B. Neuros Turbo Blower is UL / CSA certified
C. Turbo Blower UL 1450 or UL508A certification is supplied as an option.
D. Turbo Blower is CE certification is supplied as an option.
7. Start-up and Factory Testing Service:
Unless inlcuded in the Price, start-up and operator training is available at US $2,000 per day plus travel and living expenses
billed at cost, plus 10%. Advance notification of 15 working days is required for scheduling.
8. Proposal Validity and Seller Terms and Conditions
A. Unless otherwise specified elsewhere in the Sales Agreements, the prices in this proposal are valid for ninety (90) days from the
issue date on the cover page.
B. This proposal, unless otherwise specified herein this document, is subject to the Seller's General Terms and Conditions of Sales
available upon request.
9. Payment Terms:
Payments shall be made as follows:
15% upon issuance of shop drawings
75% at delivery to Jobsite or offer to ship based on agreed upon schedule
10% upon Start-up, no later than 90 days after Delivery
1.5% Interest charge per month will be added to past due accounts.
Letter of Credit listing draw of payments against above deliverables will apply for Sales outside US and Canada.
100 % of invoice amount shall be payable by bank wire transfer without deduction and to be paid Net 30 days after invoice date.
Payment shall not be dependent on the buyer being paid by any third parties or equipment acceptance by owner.
Cape Canaveral Oxidation Ditch Evaluation - APG - Neuros Turbo Blower - Scope of Supply
APGN's proprietary Information
APGN Inc.
1270 Michele-Bohec, Blainville, QC, J7C-5S4
Tel: 450-939-0799 Fax: 450 939 2115
www.apg-neuros.com
10. Submittals or Shop Drawings:
Submittal package will be provided within 4 to 6 weeks after acceptance of the Purchase Order by APG-Neuros.
11. Shipment:
Shipping terms, unless otherwise stated in price details, shall be ExWorks Factory
Shipment will be made within 12 to 16 weeks after acceptance of Purchase Order by APG-Neuros or 16 weeks after approval of
Submittals, which ever occurs last.
Add Five percent (5%) escalation to Price for each partial or full quarter that shipment is extended beyond one year after order
acceptance.
12. Warranty
A. Standard Warranty (INCLUDED)
Non pro-rated One (1) year from commissioning date or Eighteen (18) months from delivery, whichever occurs first.
Warranty will begin upon successful completion of start-up and certification for full-scale operation by APG-Neuros,
or Eighteen (18) months after shipment, whichever occurs first. Under no circumstances will the warranty begin upon "beneficial
use", completion of the project, or acceptance of the equipment as determin ed by the Engineer or End User.
B. Extended Warranty (OPTIONAL - Not Included)
Warranty extension available included in Maintenance Cost Guarantee program described in Item C below.
C. Maintenance Cost Guarantee (OPTIONAL - Not Included)
All inclusive maintenance and warranty cost coverage beyond first year is available at additional cost.
13. Technical and Spares Support
Technical service personnel as required to support start-up and technical service is available at additional cost.
14. Items Not Included:
nuts, gaskets, wiring, valves, taxes and duties, or any other items not specifically listed above.
Cape Canaveral Oxidation Ditch Evaluation - APG - Neuros Turbo Blower - Scope of Supply
Installation, main starters, anchor bolts, interconnecting pipe, Electrical & Control Items outside Blower Package, fittings, bolts,
APGN's proprietary Information
APGN Inc.
1270 Michele-Bohec, Blainville, QC, J7C-5S4
Tel: 450-939-0799 Fax: 450 939 2115
www.apg-neuros.com
Standard Equipment Scope of Supply Price:
Application Aeration
Total Quantity, Units 3
Model NX75-C050
Design Condition, per Blower, SCFM 1675
Design Discharge Pressure, PSIG 7
Motor Rating, HP 75
Total Base Price $240,000
Notes
Unless otherwise specified else where in this proposal,
Shipping and Handling ExWork Factory
Taxes and Duties are Not included
Start Up and Training Not included
Cape Canaveral Oxidation Ditch Evaluation - APG - Neuros Turbo Blower - Price
Budgetary Price (U.S. Dollars, 2012 Economy Year)
July-10-12
APGN proprietary Information
APGN Inc.
1270 Michele-Bohec, Blainville, QC, J7C-5S4
Tel: 450-939-0799 Fax: 450 939 2115
www.apg-neuros.com
Jared Francis
From: John Verscharen [johntscjn@verizon.net]
Sent: Thursday, July 05, 2012 1:58 PM
To: Jared Francis
Cc: paultscjn@verizon.net
Subject: FW: Aerzen Blower Inquiry
Attachments: Aeration Design.pdf
Page 1 of 2
7/25/2012
Jared:
In Paul Wachter’s absence, see the diffuser system design attached and below. If you have any
questions, please call Dave Lauer of Paul Wachter.
Sincerely,
John A. Verscharen, P.E.
TSC-Jacobs North
24156 SR 54
Suite 3
Lutz, FL 33559
813-242-2660
From: David Lauer [mailto:dlauer@aquariustechnologies.com]
Sent: Thursday, July 05, 2012 12:10 PM
To: John Verscharen
Subject: RE: Aerzen Blower Inquiry
John,
Based on the information provided by the engineer, we have proposed a full floor coverage membrane
disc aeration system for the modified oxidation ditch. We have proposed 3,240 – 9” membrane disc
diffusers configured in a total of eight aeration grids, each with a 6” dia. drop pipe. The system has been
conservatively designed based on the parameters listed in the table below. Note that the 1.5 Peaking
Factor condition assumes a 50% load increase or oxygen demand.
The resultant performance of the system is listed in the table below. The airflow required at the
Parameter Units Average
Loading
1.5
Peaking
Factor
Plant Carbonaceous Loading lb-CBOD5/d 3,453 5,180
Plant Autotrophic Loading lb-N/d 526 789
Carbonaceous Oxidation Coefficient O2/CBOD5 1.5 1.5
Autotrophic Oxidation Coefficient O2/N 4.6 4.6
AOR lb-O2/d 7,599 11,399
alpha 0.6 0.6
beta 0.95 0.95
theta 1.024 1.024
Water Temp. deg.C 25 25
Operating D.O. mg-O2/l 2 2
average condition is 4,380 scfm and the assumed 50% peaking condition results in 6,995 scfm. The engineers
estimate of 7,500 scfm would be a reasonable airflow design for the blower system. Possibly four machines
each sized for 2,500 scfm should provide sufficient flexibility for the range of system operation. The top of drop
pipe pressure required is 4 psig, therefore the blowers should be sized for around 5 psig to account for airmain
losses, fouling and diffuser aging.
The budgetary cost estimate for the proposed system is $135,000 for everything in the tank and delivered to the
jobsite. If there are any questions, let me know.
Best regards,
David Lauer, P.E.
Vice President - Sales & Marketing
Aquarius Technologies Inc.
1103 Mineral Springs Dr. Suite 300
Port Washington, WI 53074
Ph: 262-284-0113
Cell: 262-353-0884
Fx: 262-268-1515
Parameter Units Average
Loading
1.5
Peaking
Factor
Total AOR lbs-O2/plant-d 7,599 11,399
AOR/SOR 0.437 0.437
Total SOR lbs-O2/plant-d 17,379 26,070
Total Air Rate SCFM/plant 4,380 6,995
Diffuser Air Rate SCFM/diff 1.35 2.16
SOTE 15.83% 14.88%
Max Dropleg Pressure Psig 3.69 3.98
Page 2 of 2
7/25/2012
1103 Mineral Springs Drive, Suite 300
Port Washington, WI 53074
Phone: 262-268-1500; Fax: 262-268-1515
Email: info@aquariustechnologies.com
Membrane Disc Fine Bubble
Diffused Aeration Design
for
Cape Canaveral, FL
Activated Sludge
Consulting Engineer : Baskerville Donovan
Aquarius Project Number 3929-12
July 5, 2012
200'
20'
1,620 Diffusers per Basin
405 Diffusers per Grid
5 Air Distributors per Grid
4 Grids per Basin
6" Dropleg per Grid
7/5/2012 Aeration Design Parameters
Aquarius Technologies Page 2
Project Information
Project Name:Cape Canaveral, FL
Aquarius Project Number:3929-12
Tank or Process Label:Activated Sludge
Client Engineer Baskerville Donovan
Number Design Conditions:2
Total Number Process Trains:2
Number Passes Per Process Train:2
Diffuser Model:Membrane Disc Fine Bubble
Tank Dimensions
Dim Common
Pass Number 1 2
Proportional Length ft 231.4 231.4 231.4
Width ft 20 20 20
Water Depth ft 8 8 8
Volume ft3/tank 37024 37024
Surface Area ft2/tank 4628 4628
Parallel Passes in each train 1 1
Number Taper Zones in pass 1 1
Train Volume KCF/train 74.048
Train Surface Area ft2/train 9256
Design Conditions (Given)
Condition Label Average Peak
Number Trains in Operation 2 2
Design Safety Factor %
Diffuser submergence ft 7.25 7.25 7.25
Plant Elevation ft 50
Plant Carbonaceous Loading lb-CBOD5/d 3453 5180
Plant Autotrophic Loading lb-N/d 526 789
Carbonaceous Oxidation Coefficient O2/CBOD5 1.5 1.5
Autotrophic Oxidation Coefficient O2/N 4.6 4.6
Carbonaceous Loading Rate lb-CBOD5/d-KCF 23 35
AOR lb-O2/d 7599 11399
alpha 0.6 0.6
beta 0.95
theta 1.024
Water Temp.deg.C 25 25
Operating D.O.mg-O2/l 2 2
SOR lb-O2/d
Air Rate SCFM
Design Conditions (Evaluated)
C*sc mg-O2/l 9.73 9.73
Ct mg-O2/l 8.22 8.22
C20 mg-O2/l 9.14 9.14
Ambient Pressure Psia 14.71
AOR/SOR 0.437 0.437
7/5/2012 Aeration Performance Table
Aquarius Technologies page 4
Dimension Common
CONDITION:
OVERALL SUMMARY
Total Number Diffusers in Plant 3240
Total Number Grids in Plant 8
Number Trains in Operation
Total Aerated Volume ft3
Total AOR lbs-O2/plant-d
AOR/SOR
Total SOR lbs-O2/plant-d
Total Air Rate SCFM/plant
Diffuser Air Rate SCFM/diff
SOTE
Max Dropleg Pressure Psig
Est. Blower Pressure Psig
Est. Blower Efficiency 0.7
Est. Blower Power BHP
Est. Motor Load KW
Est. SAE lbs-O2/KWH
Oxygen Transfer Safety Factor 0.0%
Pass 1, Zone 1 - Grid 1
1 tank(s)/pass/train, 2 grid(s)/tank, 2 grid(s)/train, 4 grid(s) tota
Sub-total Operating Volume ft3/zone
Number Grids in Operation
Diffuser Floor Density 7.0%
Number Diffusers in Operation
Diffuser Air Rate SCFM/diff
Surface Mixing Rate SCFM/ft2
Sub-Total Air Rate SCFM/zone
SOTE
Sub-total SOR lbs-O2/d-zone
SOTR mg-O2/l-h
Diffuser Headloss in-water
Dropleg Pressure Psig
Pass 2, Zone 2 - Grid 2
1 tank(s)/pass/train, 2 grid(s)/tank, 2 grid(s)/train, 4 grid(s) tota
Sub-total Operating Volume ft3/zone
Number Grids in Operation
Diffuser Floor Density 7.0%
Number Diffusers in Operation
Diffuser Air Rate SCFM/diff
Surface Mixing Rate SCFM/ft2
Sub-Total Air Rate SCFM/zone
SOTE
Sub-total SOR lbs-O2/d-zone
SOTR mg-O2/l-h
Diffuser Headloss in-water
Dropleg Pressure Psig
Average Peak
2 2
148,096 148,096
7,599 11,399
0.437 0.437
17,379 26,070
4,380 6,995
1.35 2.16
15.83%14.88%
3.69 3.98
3.99 4.28
99.4 169.2
80.6 137.2
9.0 7.9
al, 6 inch dropleg.
74,048 74,048
4 4
1,620 1,620
1.352 2.159
0.237 0.378
2,190 3,497
15.83%14.88%
8,689 13,035
78.2 117.4
13.4 18.9
3.69 3.98
al, 6 inch dropleg.
74,048 74,048
4 4
1,620 1,620
1.352 2.159
0.237 0.378
2,190 3,497
15.83%14.88%
8,689 13,035
78.2 117.4
13.4 18.9
3.69 3.98
Jared Francis
From: Sam Gutridge [Sam@EnviroSalesOfFlorida.com]
Sent: Friday, July 13, 2012 3:08 PM
To: Jared Francis
Cc: 'Karen Wolfe'
Subject: EDI recommendations - Cape Canaveral
Attachments: MiniPanel%20Spec%20Sheet.pdf
Page 1 of 2
7/25/2012
Hi Jared,
Based on an airflow per of 1675 scfm per basin upon EDI offers the following design:
140 MiniPanel Diffuser assemblies per tank in a traditional fixed grid = $95,000 Budget total for 2 tanks.
Please refer to the attached MiniPanel cutsheet.
The reason why we had requested the SOR was that EDI would also like to offer an expansion of their
design recommendations for your consideration. There has obviously been a calculation performed to
arrive at an airflow of 3350 scfm. We have no idea what SOTE might have been used to arrive at that
number. Advanced technology membrane aeration systems offer SAE in the range of 5-12 lb O2/hp-hr
compared to surface aerators at 2.5 lb O2/hp hr. Fine bubble offers a wide range.
EDI would like to offer to present a low, a medium and high efficiency design so you may evaluate the
merits of each and recommend a design that presents the best long term cost of ownership.
If you could provide us with the SOR (lb oxygen at standard conditions) as previously requested, EDI can
run these designs very quickly.
Please let me know if you have any questions or need additional information. Thanks.
Sam
Sam Gutridge
President
EnviroSales of Florida, Inc.
Melbourne Beach Office
Cell Phone 863-381-1875
E mail Sam@EnviroSalesOfFlorida.com
Website www.EnviroSalesOfFlorida.com
EnviroSales of Florida, Inc.
Corporate Office
1101 US 27 South
Sebring, FL 33870
Phone 863-314-0616
Fax 863-314-0617
This e-mail is for the use of the intended recipient(s) only. Privileged/Confidential information may be contained
in this message and may be subject to legal privilege. If you have received this e-mail in error, please notify the
sender immediately and then delete it. If you are not the intended recipient, you must not use, disclose or
distribute this e-mail without the author's prior permission. We have taken precautions to minimize the risk of
transmitting software viruses, but we advise you to carry out your own virus checks on any attachment to this
message. We cannot accept liability for any loss or damage caused by software viruses.
Page 2 of 2
7/25/2012
High Oxygen Transfer Efficiency for Maximum Customer Value
PRODUCT SPECIFICATION SHEET
• Highest horizontal projected diffuser area for maximum OTE performance
• Efficient geometry supports high density installations of over 65% floor coverage
• Precision die cut openings for high oxygen transfer, uniform air release, and low operating pressure
• Nano Pore™, Micro Pore™ and Standard perforation options available for engineered OTE and operating pressure requirements
• Advanced technology premium quality membranes available in EPDM, urethane, or special polymer blends, plus BioShield™ and BioCide™ technologies for reduced fouling and maintenance
• Nominal 4.75-inch (117 mm) diameter x 54-inch (1359 mm) length for a total active membrane area equal to 366 in2 (0.236 m2)
• Integral triple check valve design prevents entry of liquid/solids into piping. Ideal for on / off applications
• Resistant to fouling and plugging for low maintenance
EDI FLEXAIR® MiniPanel™ Diffuser
• ABS and PVC construction for maximum chemical, temperature, and UV resistance
• Spectrum™ Saddle Mount provides maximum mechanical integrity, ease of installation and maintenance, and ability to relocate or add diffusers for process modifications
• Non-buoyant design for reduced stress on mounting connection
• Spectrum Saddle Mount mounts on any pipe material (PVC, ABS, CPVC, SS, etc.)
• Available in 4, 6, 8-inch and 110 and 160-mm pipe sizes
• Alternative mounting systems including threaded and through tube configurations are available
1. Membrane Support Tube
2. Flexible Membrane Media featuring Top-Half Only Perforation
3. Reuseable, Non-Metallic Membrane Retainer Clamps Standard
4. Check Valve Feature with non-Perforated Membrane Area
5. Air Distribution Orifices
6. Internal End Plug
7. Die Cut Perforations
w w w . w a s t e w a t e r . c o m
Environmental Dynamics Incorporated 30YEARS1975-2005
041807
Fine Pore Flexible Membrane Technology
7
1
3
2
4
5
6
D PRODUCT SPECIFICATION SHEET
The FLEXAIR MiniPanel diffuser is constructed of PVC or ABS for maximum chemical resistance and mechanical durability. ABS construction is recom-mended for high temperature applications or where cold temperature durability is required.
The FLEXAIR MiniPanel diffuser is exclusively available with the Spectrum Saddle Mount for maxi-mum mechanical durability and ease of installation and maintenance. Unique to the Spectrum Saddle Mount is the ability to relocate or add diffusers to match process demands. This feature allows the aeration system to be reconfigured to match the specific oxygen demand or air handling require-ments of the process. This is particularly beneficial in BNR applications were tight dissolved oxygen control is paramount. System expansions are also easily accommodated with this feature.
For additional information on the FLEXAIR MiniPanel diffuser or other EDI products, contact EDI, visit our website at www.wastewater.com or contact a local EDI representative.
Environmental Dynamics Inc.5601 Paris Road Columbia, MO 65202 USA 573-474-9456
For Parts Information:parts@wastewater.comwww.diffuserexpress.com
For System Information:systems@wastewater.comwww.wastewater.com
This equipment and systems are covered by US and International Patents 5587114, 6543753, 5846412, 4960546, 6497402, 5788847, 7044453, 5133876, 6770200, 7041219, 5032325, 2028914, 02820115.9, 02773737.8, 05103593.0 and Patents Pending.
Trademarks belong to Environmental Dynamics Inc and their respective trade-mark owners and may not be used without written permission.
Duplex Dry Weight = 32 lbsDuplex Operational Weight = 2.8 lbs
EDI FLEXAIR® MiniPanel™ diffuser is a unique fine pore, flexible membrane diffuser that provides superior operational flexibility and oxygen transfer efficiency compared to other membrane or rigid fine pore (ceramic) diffusers.
The MiniPanel diffuser features an exclusive top-half only perforation design. This design produces opti-mum oxygen transfer efficiency performance. A full 366 in2 (0.236 m2) of perforated area is provided with a single MiniPanel diffuser (732 in2 [0.472 m2] per dif-fuser assembly). The geometry of the diffuser sup-port high diffuser density applications over 65% floor coverage when the highest oxygen transfer efficiency is desired.
Unique to the FLEXAIR product is the ability to con-figure the diffuser for the objectives of the application. The MiniPanel diffuser may be configured with a stan-dard, micro pore, or nano pore membrane for opti-mized OTE and operating pressure performance. All FLEXAIR diffusers are configured with premium qual-ity membranes that are engineered by the Membrane Technologies division at EDI. Alternate membrane materials and perforation patterns are available for non-standard industrial or municipal applications.
An integral triple check valve feature prevents the backflow of liquid into the diffuser and piping. The FLEXAIR MiniPanel diffuser is ideally suited for on/off applications and requires minimal maintenance for long-term performance.
A. Active Perforated Area= 732 in2 (0.472m2)B. Length Controlled by Pipe Size
Diffuser Length 110.3” to 117” (2802mm to 2970mm)
Jared Francis
From: Brian Schuette [bks@mosskelley.com]
Sent: Monday, July 16, 2012 2:38 PM
To: Jared Francis
Subject: RE: Cape Canaveral Oxidation Ditch Evaluation
Attachments: 7.12.12 OD_9inSSII Performance Summary.pdf
Page 1 of 4
7/25/2012
Jared,
Sanitiare’s revised modeling has been performed. They have come up with the following:
Attached is a revised design/performance summary, based on an AOR of 7,500 lb/day to both tanks. For
reference, I’ve included the estimated air rates in the performance summary. Our calc’s show more air
being required for the AOR condition as previously estimated by the Engineer.
The overall diffuser count is now lower. With a lower overall demand, I also reduced the aerated area
from 150’ in each pass to 125’ in each pass.
We designed for roughly 2.0 SCFM/Diffuser at the Max. Mo. condition, allowing for turn-down with all
grids operating. Keep in mind that from a turn-down standpoint, with multiple grids per pass, they will also
be able to shut off grids if need be.
Budget price for the revised design, (8) grids with a total of (2,160) 9” membrane disc diffusers, is
$95,000.
Hope this gets you what you need. Let us know if we can be of any further assistance.
Brian Schuette
MOSS KELLEY, INC.
407-805-0063 Office
407-808-4264 Mobile
725 Primera Blvd. #155
Lake Mary, FL 32746
www.mosskelley.com
From: Jared Francis [mailto:jfrancis@baskervilledonovan.com]
Sent: Tuesday, July 10, 2012 2:04 PM
To: Brian Schuette
Subject: RE: Cape Canaveral Oxidation Ditch Evaluation
The 7,500 lbs-O2/day is based on the max month flow. Our design is very rough and preliminary. We
have not computed a range, so please use the single point only. Because we are designing based on the
max month, we will not require much turnup, if any. Turndown will be required. There will be one
dedicated blower for each basin with about 1675 SCFM for each blower. We expect about 50% turndown
on the blowers (about 840 SCFM).
If you have any other questions, please let me know.
Thank you,
Jared A. Francis, E.I.
Baskerville-Donovan, Inc.
321-254-3663 ext. 4823
From: Brian Schuette [mailto:bks@mosskelley.com]
Sent: Tuesday, July 10, 2012 1:18 PM
To: Jared Francis
Subject: RE: Cape Canaveral Oxidation Ditch Evaluation
Just to clarify, is the 7500 lbs/day an average, max or peak condition. Do you need more
demands modeled? The range of flow has a lot to do with layout and diffuser selection, so a
minimum and maximum demand would help. Please let me know if you have this, or of the
single point needs to be used only. If so, will turnup, turndown, or both be required?
I just got Sanitaire’s reply based on 7500 cfm. No problem, now it’s just a matter of changing
Diffused Aeration Equipment
for
Cape Canaveral WWTP
Ditch Upgrade (Future 2-Ditches)
fp K:\S23278-12\7.12.12 AT SetUp.aer
Sanitaire #23278-12
July 12, 2012
www.sanitaire.com
Sanitaire Aeration Design Inputs for: Cape Canaveral WWTP, Sanitaire #23278-12
Tank Geometry
2 Trains each Consisting of:
Parameter Units Pass 1 Pass 2
Parallel Reactors 1 1
Pass Process Aerobic Aerobic
SWD ft 8.0 8.0
Submergence ft 7.0 7.0
Volume ft³ 19,000.0 19,000.0
Reactor Geometry: Rect Rect
Length ft 125.0 125.0
Width ft 19.0 19.0
Oxygen/Air Distribution
Zone 1 2
Pass 1 2
Default 50.0% 50.0%
Oxygenation
Parameter Units
Half
Air AOR AIR
No. Trains Operating 2 2 2
Air Rate scfm 1,680.0 3,350.0
Oxygen Requirement lb/day 7,500.0-A
Standard Oxygen Correction Factor Parameters
Parameter Units
Half
Air AOR AIR
Alpha 0.65
Beta 0.98
Theta 1.024
Dissolved Oxygen mg/l 2
Site Elevation FASL 25 25 25
Ambient Pressure PSIA 14.69 14.69 14.69
Water Temperature °C 20 20 20
Notes:
Bold, Italicized text indicate assumptions made by Sanitaire
A - Indicates Actual (AOR) Requirement.
S - Indicates Standard Condition (SOR) Oxygen requirement.
Round tanks are evaluated as rectangular tanks diameter equal to length and equal surface area.
Annular tanks are evaluated as rectangular tanks of width equal to the annular width and equal surface area.
If the AOR/SOR parameter is not given, then its value will be evaluated later if suitable alpha, beta,
D.O., theta, pressure, and temperature data is supplied.
Sanitaire Project Name: Cape Canaveral WWTP
Sanitaire Project #23278-12
Design Summary
Operating Point &
O2 Distribution
Units
Half Air
Default
AOR
Default
AIR
Default
No. Trains in Operation 222
No. Grids in Operation 888
No. Operating Diffusers 2,160 2,160 2,160
SOR lb/day 6,722 14,929 12,269
SOTE % 16.0 14.2 14.6
Total Air Rate scfm 1,680 4,196 3,350
Min.Diffuser Air Rate scfm/diff. 0.78 1.94 1.55
Max. Diffuser Air Rate scfm/diff. 0.78 1.94 1.55
Static Pressure psig 3.03 3.03 3.03
Diffuser DWP @ Min Air psig 0.46 0.56 0.52
Diffuser DWP @ Max Air psig 0.46 0.56 0.52
Turbulent Headloss psig
Pressure @ Top of Dropleg psig 3.52 3.79 3.68
Est. Blower Efficiency 70% 70% 70%
Est. Motor Efficiency 90% 90% 90%
Shaft Power Bhp 36.68 97.55 76.01
Est. Motor Electrical Load kW 30.41 80.86 63.0
Est. Standard Aeration Efficiency #SOR/BHP-hr 7.63 6.38 6.73
Notes:
(1) Design air is the maximum of process air or mixing air
(2) Delivered oxygen based on design air
(3) Brake Horsepower based on adiabatic compression, 70% mechanical efficiency and 0.30 psi lineloss
(4) Performance based on diffuser density (At/Ad), submergence, and diffuser unit air flow.
(5) Diffuser Air Flow based on Active Valve Modulation
(6) Blower Pressure Capability also requires consideration of:
C. Increased diffuser submergence during Peak Flow conditions.
(7) Air Flow defined at 20°C
(8) Fine Mixing air based on MOP/8 0.12 scfm/ft²
A. The Air Main headloss (piping, fittings, valves, instrumentation, etc.) between the
blower and the aeration assembly dropleg connections.
B. Potential for increased headloss resulting from diffuser fouling and/or aging. Please refer to the US EPA Fine Pore
Design Manual (EPA/625/1-89/023), WEF Manual of Practice FD-13, and other
technical publications for a detailed discussion on this subject. Note that this headloss consideration relates to all
Fine Pore systems regardless of supplier or type of diffuser element.
3
Sanitaire Project Name: Cape Canaveral WWTP
Sanitaire Project #23278-12
Consulting Engineer:
Operating Condition: Half Air
Oxygen Distribution: Default
Aeration System Design
Parameter Units Zone 1 Zone 2 Totals/Overall
Pass 1 2
SWD ft 8.00 8.00
Subm ft 7.00 7.00
Volume ft³ 19,000.0 19,000.0 76,000.0
No. Parallel Tanks 1 1
No. Trains in Operation 2 2
Grid Count 2 2 8
Dropleg Diameter inches 6 6
At/Ad 10.73 10.73
Diffuser Density % Floor 9.32% 9.32%
Diffusers/Grid 270 270 2,160
Oxygen Transfer
Diffuser Type SSII-9 SSII-9
Alpha
Beta
Theta
D.O. mg/l
Water Temp °C 20 20
AOR/SOR
Oxygen Distribution %/Zone 50.0% 50.0% 100.0%
AOR lb/day
SOR lb/day
Air Rate (7) scfm 840.0 840.0 1,680.0
Performance
Mixing Criteria scfm/ft² 0.12 0.12
Safety Factor % 5 5
Mixing Air (8) scfm 570.0 570.0
Process Air (for SOR) scfm 840.0 840.0
Design Air (1,7) scfm 840.0 840.0 1,680.0
Diffuser Air Rate scfm/Diff. 0.78 0.78 0.78
Delivered SOR lb/day 3,360.8 3,360.8 6,721.7
Delivered SOTE % 16.0% 16.0% 16.0%
Pressure @ Top of Dropleg psig 3.52 3.52 3.52
Shaft Power Bhp 18.3 18.3 36.7
Notes:
(1) Design air is the maximum of process air or mixing air
(2) Delivered oxygen based on design air
(3) Brake Horsepower based on adiabatic compression, 70% mechanical efficiency and 0.30 psi lineloss
(4) Performance based on diffuser density (At/Ad), submergence, and diffuser unit air flow.
(5) Diffuser Air Flow based on Active Valve Modulation
(6) Blower Pressure Capability also requires consideration of:
A. The Air Main headloss (piping, fittings, valves, instrumentation, etc.)
between the blower and the aeration assembly dropleg connections.
B. Potential for increased headloss resulting from diffuser fouling and/or aging.
Please refer to the US EPA Fine Pore Design Manual (EPA/625/1-89/023), WEF Manual of Practice FD-13,
and other technical publications for a detailed discussion on this subject. Note that this headloss
consideration relates to all Fine Pore systems regardless of supplier or type of diffuser element.
C. Increased diffuser submergence during Peak Flow conditions.
(7) Air Flow defined at 20°C
(8) Fine Mixing air based on MOP/8 0.12 scfm/ft²
Sanitaire, A Division of ITT Industries 4
Sanitaire Project Name: Cape Canaveral WWTP
Sanitaire Project #23278-12
Consulting Engineer:
Operating Condition: AOR
Oxygen Distribution: Default
Aeration System Design
Parameter Units Zone 1 Zone 2 Totals/Overall
Pass 1 2
SWD ft 8.00 8.00
Subm ft 7.00 7.00
Volume ft³ 19,000.0 19,000.0 76,000.0
No. Parallel Tanks 1 1
No. Trains in Operation 2 2
Grid Count 2 2 8
Dropleg Diameter inches 6 6
At/Ad 10.73 10.73
Diffuser Density % Floor 9.32% 9.32%
Diffusers/Grid 270 270 2,160
Oxygen Transfer
Diffuser Type SSII-9 SSII-9
Alpha 0.65 0.65
Beta 0.98 0.98
Theta 1.024 1.024
D.O. mg/l 2 2
Water Temp °C 20 20
AOR/SOR 0.5024 0.5024 0.5024
Oxygen Distribution %/Zone 50.0% 50.0% 100.0%
AOR lb/day 3,750.0 3,750.0 7,500.0
SOR lb/day 7,464.3 7,464.3 14,928.5
Air Rate (7) scfm
Performance
Mixing Criteria scfm/ft² 0.12 0.12
Safety Factor % 5 5
Mixing Air (8) scfm 570.0 570.0
Process Air (for SOR) scfm 2,097.8 2,097.8
Design Air (1,7) scfm 2,097.8 2,097.8 4,195.5
Diffuser Air Rate scfm/Diff. 1.94 1.94 1.94
Delivered SOR lb/day 7,464.3 7,464.3 14,928.5
Delivered SOTE % 14.2% 14.2% 14.2%
Pressure @ Top of Dropleg psig 3.79 3.79 3.79
Shaft Power Bhp 48.8 48.8 97.6
Notes:
(1) Design air is the maximum of process air or mixing air
(2) Delivered oxygen based on design air
(3) Brake Horsepower based on adiabatic compression, 70% mechanical efficiency and 0.30 psi lineloss
(4) Performance based on diffuser density (At/Ad), submergence, and diffuser unit air flow.
(5) Diffuser Air Flow based on Active Valve Modulation
(6) Blower Pressure Capability also requires consideration of:
A. The Air Main headloss (piping, fittings, valves, instrumentation, etc.)
between the blower and the aeration assembly dropleg connections.
B. Potential for increased headloss resulting from diffuser fouling and/or aging.
Please refer to the US EPA Fine Pore Design Manual (EPA/625/1-89/023), WEF Manual of Practice FD-13,
and other technical publications for a detailed discussion on this subject. Note that this headloss
consideration relates to all Fine Pore systems regardless of supplier or type of diffuser element.
C. Increased diffuser submergence during Peak Flow conditions.
(7) Air Flow defined at 20°C
(8) Fine Mixing air based on MOP/8 0.12 scfm/ft²
Sanitaire, A Division of ITT Industries 5
Sanitaire Project Name: Cape Canaveral WWTP
Sanitaire Project #23278-12
Consulting Engineer:
Operating Condition: AIR
Oxygen Distribution: Default
Aeration System Design
Parameter Units Zone 1 Zone 2 Totals/Overall
Pass 1 2
SWD ft 8.00 8.00
Subm ft 7.00 7.00
Volume ft³ 19,000.0 19,000.0 76,000.0
No. Parallel Tanks 1 1
No. Trains in Operation 2 2
Grid Count 2 2 8
Dropleg Diameter inches 6 6
At/Ad 10.73 10.73
Diffuser Density % Floor 9.32% 9.32%
Diffusers/Grid 270 270 2,160
Oxygen Transfer
Diffuser Type SSII-9 SSII-9
Alpha
Beta
Theta
D.O. mg/l
Water Temp °C 20 20
AOR/SOR
Oxygen Distribution %/Zone 50.0% 50.0% 100.0%
AOR lb/day
SOR lb/day
Air Rate (7) scfm 1,675.0 1,675.0 3,350.0
Performance
Mixing Criteria scfm/ft² 0.12 0.12
Safety Factor % 5 5
Mixing Air (8) scfm 570.0 570.0
Process Air (for SOR) scfm 1,675.0 1,675.0
Design Air (1,7) scfm 1,675.0 1,675.0 3,350.0
Diffuser Air Rate scfm/Diff. 1.55 1.55 1.55
Delivered SOR lb/day 6,134.4 6,134.4 12,268.8
Delivered SOTE % 14.6% 14.6% 14.6%
Pressure @ Top of Dropleg psig 3.68 3.68 3.68
Shaft Power Bhp 38.0 38.0 76.0
Notes:
(1) Design air is the maximum of process air or mixing air
(2) Delivered oxygen based on design air
(3) Brake Horsepower based on adiabatic compression, 70% mechanical efficiency and 0.30 psi lineloss
(4) Performance based on diffuser density (At/Ad), submergence, and diffuser unit air flow.
(5) Diffuser Air Flow based on Active Valve Modulation
(6) Blower Pressure Capability also requires consideration of:
A. The Air Main headloss (piping, fittings, valves, instrumentation, etc.)
between the blower and the aeration assembly dropleg connections.
B. Potential for increased headloss resulting from diffuser fouling and/or aging.
Please refer to the US EPA Fine Pore Design Manual (EPA/625/1-89/023), WEF Manual of Practice FD-13,
and other technical publications for a detailed discussion on this subject. Note that this headloss
consideration relates to all Fine Pore systems regardless of supplier or type of diffuser element.
C. Increased diffuser submergence during Peak Flow conditions.
(7) Air Flow defined at 20°C
(8) Fine Mixing air based on MOP/8 0.12 scfm/ft²
Sanitaire, A Division of ITT Industries 6
20°C: Standard Condition Temperature Beta: Field/Std. Condition O2 Saturation Ratio
T°C: Operating Water Temperature Theta: Operating Water Temperature Factor
PSC: Std. Condition Ambient Pressure (1 Atmosphere) D.O.: Operating Oxygen Concentration
CsurfT:C*sat20:
Psite:Site Ambient Pressure 9.07: Clearwater Surface O2 Saturation at 20°C
Alpha: Field/Std. Condition KlA Ratio
Units
Half Air
Default
AOR
Default
AIR
Default
Alpha 0 0.65 0
Beta 0 0.98 0
Theta 0 1.024 0
D.O. mg/l 0.0 2.0 0.0
Psite PSIA 0.00 14.69 0.00
Water Temp °C 0 20 0
C*
sat20 mg/l 0.00 9.70 0.00
CsurfT mg/l 0.00 9.07 0.00
AOR/SOR 0.0000 0.5024 0.0000
Oxygen Transfer Correction Factor: AOR/SOR
Clearwater Surface O2 Saturation at
Operating Temperature
Std. Condition Aerated O2 Saturation in the
Tank
The ratio of actual site oxygen transfer to standard condition oxygen transfer, (AOR/SOR), is
dependent on a number of factors:
*
20
*
20
20 ..07.9
sat
surfT
std
site
sat
T
C
ODC
P
PC
SOR
AOR
Jared Francis
From: Paul Wachter [paultscjn@verizon.net]
Sent: Friday, August 17, 2012 12:02 PM
To: Jared Francis
Cc: 'John Verscharen'
Subject: FW: Cape Canaveral
Attachments: 5335-B10.pdf; 5335-B12.pdf
Page 1 of 1
8/17/2012
Jared:
Here is the information you requested. Please look this over and let me know if you have any
questions. Have a great weekend.
Regards:
Paul C. Wachter, P.E.
TSC-Jacobs
paultscjn@verizon.net
813-242-2660 phone
813-242-2597 fax
From: Dave Bevan [mailto:dave@mwf-frp.com]
Sent: Friday, August 17, 2012 12:19 PM
To: 'Paul Wachter'
Subject: RE: Cape Canaveral
Paul:
Pricing net to you for the FRP cover for the two (2) oxidation ditch, FOB Cape Canaveral is $75,000.00.
I have attached a similar drawing for your review.
Let me know if you have any questions.
Regards,
Dave Bevan
Phone: (801) 708-7254 ext. 102
Email: dave@mwf-frp.com
APPENDIX D
Belt Filter Press Price Quotes
APPENDIX E
Reclaimed Water Storage Price Quote
APPENDIX F
Holman Road Sewer Upgrade Evaluation
Memorandum
1.0 INTRODUCTION
The purpose of this evaluation is to investigate alternatives and make recommendations to resolve sewage
backup problems at the 399 Holman Road residence. In addition, the memorandum analyzes the gravity
sewer and lift station capacities to develop preliminary alternatives that will increase reliability of the
collection system.
1.1 Background
The general alignment of the gravity sewers, including Lift Station (LS) No. 9 and LS No. 2’s northern
and southern tributary (service) areas are depicted in Figure 1. LS No. 9 tributary area is the
southernmost tributary area in the City’s collection system and generally consists of multifamily
condominiums. LS No. 9 is a duplex submersible type station and is located adjacent to Banana River
Road. Wastewater from LS No. 9 is discharged, via a force main, to a manhole along Holman Road. The
sanitary waste is then conveyed by gravity along Holman Road and through several private developments,
including the Cape Shores Condominiums and the Cocoa Palms Mobile Home Park and ultimately
discharges into LS No.2 on Center Street. Wastewater flow from LS No. 2 is pumped into the LS No. 1
gravity tributary area prior to repumping to the WWTP. This scope and evaluation focuses solely on LS
No. 2’s southern tributary area. No issues were reported in the northern tributary area of LS No. 2.
Upon meeting with the City, the operations staff revealed that the primary problem with gravity sewer
system occurs at a manhole adjacent the 399 Holman Road residence, the manhole that LS No. 9
discharges wastewater flow into. The residence at 399 Holman Road was constructed on a depressed plot
where the home’s finished floor elevation is 1.05 feet below the top of the manhole. When both pumps at
LS No. 9 are operating continuously for a few minutes, the downstream manhole surcharges as a result of
insufficient conveyance capacity in the gravity system. When the flow stages up in this manhole, the
MEMORANDUM
To: Mr. Jeff Ratliff
Public Works Director
City of Cape Canaveral
From: Mr. Brian Foulkes, P.E.
Mr. Stephen Glatthorn, P.E.
Tetra Tech
Subject: Lift Station No. 2 Gravity Sewer Evaluation
Tt #: 200-52528-12002
Date: June 15, 2012
Mr. Jeff Ratliff
Cape Canaveral Utilities
June 15, 2012
Page 2
residence at 399 Holman Road is at risk of sewage backing up into the gravity service line, and
potentially into the home under worst case conditions. The City has rerouted the gravity service
connection from the 399 Holman Road residence downstream of the LS No. 9 discharge manhole;
however, the City is still concerned that backflow could occur under peak flow conditions. The City has
mitigated backup potential in the gravity system by temporarily modifying LS No. 9, to only allow one
(1) pump to operate at any time. The City’s primary goal is to develop a cost effective solution to
eliminate backup conditions at the Holman Road property. The City also has concerns about the hydraulic
capacity of the gravity sewers in the LS No. 2 gravity sewer tributary area.
Additional information was provided by the City or obtained from other sources for this review as
follows:
1) General map of the City’s sanitary sewer system (Figure 1)
2) LS No. 9 pump run times for the most current 12 month period.
3) Pump curves for LS No. 9
4) As-built drawings for LS No. 9 & LS No. 2
5) City of Cocoa water billing records for customers in the LS No.9 tributary areas under
investigation for the most current 12 month period
6) Brevard County Property Appraiser land use information
7) Survey of 399 Holman Road property and MH 1, 2 and 3
For reference, the approximate hydraulic capacity of various size sewer lines based on minimum required
slopes are presented in Table 1. The hydraulic capacities are for reference only. A survey including slope
analysis of the entire tributary was not part of this assignment. It is assumed that the gravity sewers were
constructed to minimum standards; however hydraulic capacities may vary based on actual slopes.
TABLE 1
NOMINAL HYDRAULIC CAPACITY OF VARIOUS SEWER PIPES AT MINIMUM SLOPE
(PER 10 STATE STANDARDS)
Sewer
Diameter
Minimum
Slope
Hydraulic
Capacity(1)
6-inch 0.6% 195 gpm
8-inch 0.4% 343 gpm
10-inch 0.28% 520 gpm
12-inch 0.22% 750 gpm
(1)Assumes roughness factor of .013 (rough PVC) using Manning Equation.
Mr. Jeff Ratliff
Cape Canaveral Utilities
June 15, 2012
Page 3
2.0 EXISTING SYSTEM REVIEW
A review of the existing LS No. 9 and No. 2 tributary areas and capacities was conducted through the use
of available “record” information as well as field inspections by Tetra Tech engineers. This section
reviews the finding of the field inspections and lift station drawdown tests performed. In addition, the
analysis reviews pump runtime data and number of residences in the tributary areas to estimate both the
existing and required hydraulic capacity of the gravity system. Alternatives will be developed from these
estimates.
2.1 Field Inspections
Tetra Tech performed initial field inspections of the manholes, sewer inverts and diameters between LS
No. 9 and LS No. 2 on March 19th and April 23rd, 2012. The field data collected, including the invert
depth, diameters and overall manhole depths along the gravity sewer route, is summarized in Figure 2.
Additionally, Figure No. 2 includes manhole (MH) numbers that will be referenced throughout this
evaluation. The uneven interior diameters of the gravity sewers are attributed to previous slip lining
improvements.
During field visits, it was visually observed that when LS No. 9 was operating (with only one pump), the
manhole adjacent to the 399 Holman Road residence (MH No. 1) and the downstream manhole (MH No.
2) staged up approximately 12 inches above the invert. Also, the gravity sewer diameter exiting MH No.
1 was measured to be approximately 7.5 inches, while the gravity sewer diameter entering MH No. 2 was
measured to be approximately 6 inches. The exact cause of the neckdown in the gravity main is unknown
but it is suspected to be the reason for the wastewater staging up in the manholes. MH No. 1 and MH No.
2 were surveyed to determine the slope of the gravity sewer, which was found to be approximately 0.4%.
A slope of 0.4% is an acceptable minimum slope for an 8-inch pipeline, but does not meet the required
slope of a 6-inch gravity sewer.
2.2 Lift Station No. 9 Drawdown and Runtimes
The existing pumps at LS No. 9 are each rated for approximately 350 gpm, which was confirmed via on-
site drawdown pump testing. At peak flows when both the lead and lag pumps are operating, the pumps
are estimated to operate at approximately 420 gpm, which is in excess of the hydraulic capacity of a 6-
inch or 8-inch gravity sewer at minimum slopes. The existing pump curves and the estimated system
curve illustrating the pumping conditions described above are displayed in Figure 3.
Tetra Tech also reviewed the pump run times over the last 12 months collected from LS No. 9. Table 2
summarizes some of the selected maximum runtimes for this time period. The values indicate that the
peak daily flows are up to 88,200 gpd. In general, the average number of starts appears to be
Mr. Jeff Ratliff
Cape Canaveral Utilities
June 15, 2012
Page 4
approximately 40-60 per day and the average daily runtimes appear to be between 80 and 120 minutes per
day, which is estimated to be a flow range of approximately 28,000 to 42,000 gpd. The number of starts
and runtimes per day appear to be low in comparison to typical engineering standards, which indicates
that the pumps are oversized. As mentioned previously the City personnel have modified the controls at
LS No. 9 to only allow one pump to operate, the LS has been operating successfully in this arrangement
for many months with no issues.
TABLE 2
SUMMARY OF LS NO. 9 PEAK DAILY PUMPING EVENTS OVER THE LAST 12 MONTHS
Date Total Pump Runtime (min) Estimated Flow Pumped (gpd)
5/16/2011 396* N/A*
6/26/2011 187 65,450
9/23/2011 184 64,400
9/24/2011 166 58,100
10/9/2011 203 71,050
10/10/2011 252 88,200
10/11/2011 232 81,200
10/12/2011 215 75,250
10/13/2011 197 68,950
10/14/2011 202 70,700
10/15/2011 175 61,250
10/30/2011 179 62,650
10/31/2011 212 74,200
11/1/2011 196 68,600
11/6/2011 176 61,600
11/7/2011 186 65,100
*Pump or time logging malfunction suspected
2.3 Lift Station No. 9 Tributary Capacity Analysis
Additional data was collected pertaining to the size and quantity of existing condominium units that are
located in the LS No. 9 tributary area to project wastewater flows. The number of units was established
based on direct communication with management personnel from each condominium complex and
information on the Brevard County Property Appraiser website. The LS No. 9 tributary area appears to
be built out, thus no additional wastewater flows is expected in the future.
Mr. Jeff Ratliff
Cape Canaveral Utilities
June 15, 2012
Page 5
Projected wastewater flows were based on Florida Administrative Code (FAC) Chapter 64E wastewater
generation rates and are summarized in Table 3. Tetra Tech also estimated potable water usage within the
lift station tributary areas, as wastewater generation is typically between 70-80% of potable water usage.
However the Chapter 64E generation estimates resulted in more conservative requirements and will be
used for the evaluation.
TABLE 3
WASTEWATER GENERATION BASED ON PROPERTY TYPE
Property Type
Average Wastewater Generation
(gpd/unit)
Single Family Residence 250
Multifamily (MF) - (1 beds) 100
MF or Hotel Room (HR) - (2 beds) 200
MF - (3 beds) 300
Commercial/Industrial 750
Table 4 illustrates the number of units and projected wastewater flows for each condominium in the LS
No. 9 tributary area. The table, which calculates a conservative estimate of wastewater flows, indicates
that the existing pumps could be replaced with smaller capacity pumps (approximately 203 gpm) while
providing a level of service consistent with engineering standards. Reducing the capacity of the pumps
would help reduce the amount of flow staging that occurs in the discharge manhole and other manholes in
the LS No.2 southern tributary area, however staging would still occur where sections with diameters are
smaller than 8–inches.
TABLE 4
LIFT STATION NO. 9 WASTEWATER FLOW GENERATION ESTIMATE
Condominium Complex
MF
(1 bed)
Units
MF
(2 bed)
Units
MF
(3 bed)
Units
Estimated ADF
Per Area
(gpd)
Estimated PHD
Per Area
(gpm)
Costa Del Sol (West of
Banana River Blvd) 108 36 32,400 90
Costa Del Sol North (East of
Banana River Blvd) 46 15 13,700 38
Costa Del Sol South (East of
Banana River Blvd) 37 13 11,300 31
Hidden Harbor 15 70 15,500 43
Estimated Flow for LS No. 9 Tributary Area 72,900 203
*Peak Hourly Flow to Average Daily Flow Factor of 4.0 used to estimate pumping capacity
Mr. Jeff Ratliff
Cape Canaveral Utilities
June 15, 2012
Page 6
2.4 Lift Station No. 2 Tributary Capacity Analysis
Data was also gathered to estimate wastewater flow rates from the LS No. 2 southern tributary area (south
of Center Street) to determine the existing capacity of the gravity sewer. The flow generation calculations
take into account the design discharge of LS No. 9 into the gravity sewer. The southern tributary area of
LS No.2 was divided into five (5) zones as denoted in Figure 4. Wastewater from each zone can be
cumulatively added to determine the estimate flow and gravity sewer requirements at the approximate
termination of each zone. Table 5 displays the projected wastewater flows for the existing LS No. 2
tributary area per zone. Table 6 compiles the cumulative flows per zone based on the existing conditions
and compares these flows to the both the required and existing gravity sewer diameters in each zone.
The table indicates the capacity of gravity sewer system measured during Tetra Tech’s inspections are
undersized due to the LS No. 9 discharging into zone 1. If pumping capacities at LS No. 9 remain
unchanged, the LS No.2 southern tributary gravity sewers should be increased to a minimum of 10-inches
in diameter at minimum slopes to avoid staging in the manholes.
2.5 Capacity Analysis Based on Build Out
The southern tributary area for LS No. 2 is essentially at build out except for a large track in zone 2 at
6335 N Atlantic Ave. currently occupied by a miniature golf course and restaurant. Discussions with the
City’s staff have indicated that the construction of a hotel or condominium complex could potentially be
constructed at the property. A search of the property indicated it was on the market in 2010, but has since
been taken off. The lot contains approximately 5.7 acres and can accommodate up to 171 hotel rooms,
according to the 2010 real estate listing. If this lot was developed into a hotel or resort, the gravity system
would connect to the existing gravity main between Holman Road and Cape Shores Drive. The existing
gravity sewer is currently undersized in this area and cannot accommodate additional flow. The capacity
improvement recommendations in Section 4.0 include provisions for the potential development of this
parcel into a hotel or resort.
Mr. Jeff Ratliff
Cape Canaveral Utilities
June 15, 2012
Page 7
TABLE 5
LIFT STATION NO. 2 EXISTING WASTEWATER FLOW ESTIMATE
(SOUTHERN TRIBUTARY)
Zone
MF
(1 bed)
Units
MF
(2 bed)
Units
MF
(3 bed)
Units
Single
Fam.
Res.
Units
Mobile
Home
Units
Commercial
Units
Estimated
ADF
(gpd)
Estimated
PHF
(gpm)
Current Pumping
Capacity From LS No. 9 126,000 350
Zone 1 (South of Holman
Road-A1A Intersection) 0 0 6 14 0 3 7,550 21
Zone 2 (North of Holman
Road-A1A Intersection) 0 0 0 2 0 2 2,000 6
Zone 3 (Cape Shores
Condos) 20 200 0 0 0 2 43,500 121
Zone 4 (Cocoa Palms
Mobile Homes) 0 0 0 0 90 0 22,500 63
Zone 5 (Commercial and
Solana Condos) 10 35 10 0 0 5 14,750 41
Notes: Unit counts estimated from Brevard County Property Appraiser website
Peak Hourly Flow (PHF) to Average Daily Flow (ADF) factor of 4.0 used to estimate pumping capacity
TABLE 6
LIFT STATION NO. 2 CUMULATIVE WASTEWATER FLOWS (SOUTHERN TRIBUTARY)
AND GRAVITY SEWER REQUIREMENTS
Zone
Estimated
PHF
(gpm)
Cumulative
(gpm)
Required GS
Diameter
(Inches)
Minimum GS
Diameter in Zone
(Inches)
Current Pumping Capacity From LS No. 9 350 350 10
Zone 1 (South of Holman Road-A1A
Intersection) 21 371 10 6
Zone 2 (North of Holman Road-A1A
Intersection) 6 377 10 5.75
Zone 3 (Cape Shores Condos) 121 497 10 5.75
Zone 4 (Cocoa Palms Mobile Homes) 63 560 12 Unknown(1)
Zone 5 (Commercial and Solana Condos) 41 601 12 Unknown1
(1)Depth of manholes prevented accurate measurement of gravity sewers.
Mr. Jeff Ratliff
Cape Canaveral Utilities
June 15, 2012
Page 8
3.0 ALTERNATIVES TO ELIMINATE BACKUPS
This section will summarize the analyses recommended to prevent staging and eliminate backups into the
Holman Road property. The results of the investigation appear to establish three (3) potential alternatives
for preventing backflow to the Holman Road residence:
1. Possible relocation of force main discharge to west side of North Atlantic Avenue (A1A) to
bypass LS No. 2 tributary area and pump directly to LS No. 1 tributary area.
2. Install a private lift station at or nearby the 399 Holman Road residence to prevent sewage
backflow.
3. Install a gravity service line from 399 Holman Road to LS No. 9, sized for future conditions if the
nearby vacant property at 6101 N. Atlantic Ave. is commercially developed.
3.1 Alternative 1: Force Main Relocation
Construction of a force main to discharge wastewater from LS No. 9 to LS No. 1’s tributary system and
bypass of LS No. 2 tributary area requires approximately 3,600 linear feet of force main along with
significant improvements to the gravity sewers in the LS No. 1 tributary area. Over 2,500 linear feet of
force main would need to be constructed in the congested right-of-way of A1A. This alternative does not
eliminate the potential for a backup; a blockage in a downstream gravity sewer could result in staging of
the upstream manholes and a backup at the residence. Analysis revealed this alternative is not feasible due
to the overall cost, constructability issues and incomplete elimination of backups.
3.2 Alternative 2: Private Lift Station
Installation of a private lift station that would solely serve the 399 Holman residences would eliminate the
risk of backup currently experienced. The lift station construction would likely be a small duplex grinder
station similar to those already installed for residences along the Intercoastal waterway. It is likely that
the lift station could be installed near the property along the south or west side of Holman Road and
discharge into the same manhole adjacent to the residence (MH No. 1). An easement may be required for
this option and the City may be compelled to maintain the LS to appease the resident’s concerns.
Installing a pump station for the 399 Holman Road residence eliminates the potential sewage backup at
the residence, but will not reduce the staging in the manholes. Figure 5 presents a preliminary depiction
of this option.
Mr. Jeff Ratliff
Cape Canaveral Utilities
June 15, 2012
Page 9
A preliminary cost estimate of $37,485.00 has been estimated for Alternative No. 2. A line item
breakdown of the cost estimate is located in Table 7. These costs are budgetary in nature and would
require additional development during preliminary design. For all alternatives, the cost of acquiring
easements has not been included in the estimate, but could be required.
TABLE 7
BACKUP ELIMINATION ALTERNATIVE NO. 2 – PRIVATE LIFT STATION
PRELIMINARY OPINION OF PROBABLE COST
Item
Description
Estimated
Quantity
Unit
Unit Price
Amount
1 Package Lift Station 1 L.S. $ 14,000 $ 14,000
2 Gravity/Force Main Piping and
Appurtenances 1 L.S. $ 2,500 $ 2,500
3 Electrical 1 L.S. $ 8,000 $ 8,000
4 Restoration 1 L.S. $ 1,000 $ 1,000
SUBTOTAL $ 25,500
5 Maintenance of Traffic (5%) 1 L.S. $ 1,275
6 Mobilization/Demobilization (10%) 1 L.S. $ 2,550
7 General Requirements (5%) 1 L.S. $ 1,913
SUBTOTAL $ 31,238
8 Contingency (20%) 1 L.S. $ 6,248
TOTAL $ 37,485
3.3 Alternative 3: Gravity Service to LS No. 9
Gravity sewer installation to redirect the sanitary service from the 399 Holman Road residence to the LS
No. 9 wet well will remove the connection to the LS No. 2 gravity tributary area and eliminate the
potential for backups. This alternative involves the construction of approximately 750 feet of gravity
sewer to route flow back to LS No. 9. Although there is a slightly closer manhole just south of the pool at
the Hidden Harbor Condominiums, the manhole appears to be too shallow to direct the sanitary flow at
minimum slopes.
Based on property appraiser’s maps, it appears that there is right-of-way along Banana River Road to
construct the gravity sewer. A private residence at 6101 N. Atlantic Ave. would need to be crossed,
which would require the acquisition of an easement if the existing easement is not wide enough to
construct the new gravity sewer line. Preliminary calculations indicate that a 4-inch gravity pipeline
installed at a slope of 1.0% to maintain a minimum velocity in the pipeline would provide sufficient
capacity for the 399 Holman Road residence. However, the City’s operational staff indicated that
Mr. Jeff Ratliff
Cape Canaveral Utilities
June 15, 2012
Page 10
installing an 8-inch line would be beneficial if any future development occurs at 6101 N. Atlantic Avenue
property, which is currently vacant and is partially zoned for commercial use. Rerouting the gravity
service from 399 Holman Road to LS No. 9 eliminates the potential sewage backup at the residence, but
will not reduce the staging in the manholes, resulting from the limited hydraulic capacity of the existing
gravity sewers. Figure 6 presents a preliminary depiction of Alternative 3.
A preliminary cost of $92,978.00 has been estimated for Alternative No. 3. A line item breakdown of the
cost estimate is located in Table 8. These costs are budgetary in nature and would require additional
development during preliminary design.
TABLE 8
BACKUP ELIMINATION ALTERNATIVE 3 – REROUTE GRAVITY SERVICE TO LS NO. 9
PRELIMINARY OPINION OF PROBABLE COST
Item Description Estimated
Quantity Unit Unit Price Amount
1 8” Gravity Sewer (Open Trench) 750 L.F. $ 55 $ 41,250
2 Manholes 2 L.S. $ 6,000 $ 12,000
3 Misc. Appurtenances 1 L.S. $ 5,000 $ 5,000
4 Restoration 1 L.S. $ 5,000 $ 5,000
SUBTOTAL $ 63,250
5 Maintenance of Traffic (5%) 1 L.S. $ 3,163
6 Mobilization/Demobilization (10%) 1 L.S. $ 6,325
7 General Requirements (7.5%) 1 L.S. $ 4,744
SUBTOTAL $ 77,482
8 Contingency (20%) 1 L.S. $ 15,496
TOTAL $ 92,978
3.4 Backup Elimination Summary
Alternatives No. 2 and No. 3 presented above are viable options to alleviate the backup issues
experienced at 399 Holman Road. Backup elimination Alternative No. 3 features a moderate cost, is
constructible with minimal impacts to the surrounding community, allows for future connections along
Holman Road and provides a negligible maintenance increase for the City and is the preferred alternative.
However, implementation of Alternative No. 3 alone will not address the root cause of insufficient
capacity of the gravity sewers in the LS No. 2 southern tributary area. Without increasing the capacity of
the system, staging problems will continue and could result in sanitary sewer overflows in other areas of
Mr. Jeff Ratliff
Cape Canaveral Utilities
June 15, 2012
Page 11
the system. The following sections will investigate the deficiencies in the LS No. 2 southern tributary area
and provide recommendations to increase reliability of the system.
4.0 CAPACITY IMPROVEMENTS FOR LS NO. 2 SOUTH TRIBUTARY AREA
As indicated in Section 2.0, the LS No. 2 southern tributary system is currently undersized based on
current estimates. It is recommended that improvements to increase the hydraulic capacity be
implemented. The section investigates reduction of pumping capacity at LS No. 9 and increases in
gravity sewer size to increase the hydraulic capacity in the tributary area, along with budgetary costs and
a review of construction methods.
4.1 Reduced Pumping Capacity at LS No. 9
The provided runtime and pump start data, in conjunction with the build out wastewater generation
calculations in the LS No. 9 tributary area, indicate a reduction in pump capacity at LS No. 9 is possible.
The reduction results in a smaller diameter requirement of the gravity sewers throughout the tributary
area. Table 9 indicates that zones 1, 2, and 3 require gravity sewer diameter of 8-inch, while zones 4 and 5
require 10-inch diameter, based on existing generation rates and reduced pumping capacities at LS No. 9.
However, these capacity improvements do not account for the potential future development at 6335 N
Atlantic Ave located in zone 2. Improvements to gravity sewers would be required in zones 2, 3, 4 and 5
if the property was developed into a hotel or resort.
TABLE 9
LIFT STATION NO. 2 CUMULATIVE WASTEWATER FLOWS (SOUTHERN PORTION)
WITH REDUCED LS NO. 9 PUMPING CAPACITIES ANDGRAVITY SEWER
REQUIREMENTS
Zone
Estimated
PHF
(gpm)
Cumulative
(gpm)
Required GS
Diameter
(Inches)
Minimum GS
Diameter in
Zone
(Inches)
Proposed Pumping Capacity
From LS No. 9 203 203 8 --
Zone 1 21 223 8 6
Zone 2 17 241 8 5.75
Zone 3 121 362 8 5.75
Zone 4 63 424 10 Unknown(1)
Zone 5 41 465 10 Unknown1
(1)From previous tables.
Mr. Jeff Ratliff
Cape Canaveral Utilities
June 15, 2012
Page 12
4.2 Gravity Sewer Improvements
To accommodate the proposed development, Tetra Tech analyzed the available capacity if zones 2, 3, 4
and 5 were upsized one pipe diameter from the values listed in Table 9. Based on the analysis, upsizing
gravity sewers one pipe diameter results in an available future hydraulic capacity of 100 gpm (36,000
gpd), allowing accommodation of a 180 room hotel or resort. Table 10 presents the estimated peak
cumulative wastewater flows per zone and required future gravity sewer requirements to accommodate
the estimated build out condition. It should be noted the flow estimates are based on minimum slope
requirements of the gravity sewers. If additional slopes can be achieved during the design phase, the
gravity sewer diameter requirements could decrease; however, additional investigation and survey are
required to accurately determine the slopes. The future development at 6335 N Atlantic Ave., includes a
5.7 acre lot that fronts to N. Atlantic Ave. As previously stated, a 2010 real estate listing the property can
accommodate up to 171 hotel rooms. The future development assumption only include this 5.7 acre
parcel, however, if a developer acquired the three residential properties along the intercoastal, a potential
waterfront resort of greater than 10 acres could be constructed. The acquisition and rezoning
requirements make this option improbable; and was not included in the analysis. Figure 7 presents a
preliminary depiction of the capacity improvements. These improvements minimize gravity sewer
diameters while accommodating for future development in zone 2.
TABLE 10
LIFT STATION NO. 2 CUMULATIVE WASTEWATER FLOWS INCLUDING REDUCED LS
NO. 9 PUMPING AND FUTURE DEVELOPMEN AND GRAVITY SEWER REQUIREMENTS
Zone
Estimated
PHF
(gpm)
Cumulative
(gpd)
Required GS
Diameter
(Inches)
Minimum GS
Diameter in
Zone
(Inches)
Proposed Pumping Capacity From LS No. 9 203 203 8 --
Zone 1 21 223 8 6
Zone 2 116 339 10 5.75
Zone 3 121 460 10 5.75
Zone 4 63 523 12 Unknown1
Zone 5 41 564 12 Unknown1
(1)From previous tables.
Mr. Jeff Ratliff
Cape Canaveral Utilities
June 15, 2012
Page 13
4.3 Construction Methods
Based on the preliminary inspection and capacity analysis, the gravity system could require up to 4,000
linear feet of gravity main replacement. The effort to complete this work would be substantial and may
need to be addressed as part of a 5 year capital improvement plan (CIP). Completion of these capacity
improvements would reduce manhole staging and provide a high level of service for all existing and
future customers in the LS No. 2 southern tributary area. It is likely that a combination of conventional
replacement and pipe bursting would be used for the sewer improvements.
The first replacement option, conventional removal and replacement, involves bypass pumping,
excavation of the existing pipelines, removal and replacement of the existing pipe, backfilling, and
restoration of areas disturbed by the construction activities. The second replacement option, pipe
bursting, involves using a trenchless technology that is somewhat similar to directional drilling, however,
the existing pipe is used to provide a "pilot conduit" for bursting equipment. Pipe bursting technologies
allow for increase of pipe size up to two diameters greater than the current gravity sewer diameter. This
equipment breaks the existing pipe and pushes it into the surrounding soil to make room for the new pipe
that is pulled through the larger opening. In cases where there is minimal cover over an existing pipe, the
bursting process often results in "heaving" of the ground surface. Existing service laterals must be
excavated and connected to the new pipe after the bursting and pulling operations are complete. Open
trench methods are more cost effective in areas of open space or unpaved roadways. Pipe bursting is
more cost effective in congested areas or deep gravity sewers, where restoration is more extensive.
4.4 Preliminary Costs
A preliminary cost estimate for the capacity improvements described above are $927,927.00, a line item
breakdown is presented in Table 11. Estimated costs for the capacity improvements are conservative and
assume replacement of gravity sewers in all zones. However, actual mains to be replace should be based
on a complete survey and inspection of the tributary area, as the size gravity sewer in zone 4 was not field
verified and may not require replacement. A contingency has been added to the total cost pending an
additional investigation to more accurately determine the magnitude of the improvements needed.
Mr. Jeff Ratliff
Cape Canaveral Utilities
June 15, 2012
Page 14
TABLE 11
CAPACITY IMPROVEMENTS IN LS NO.2 SOUTHERN TRIBUTARY AREA
PRELIMINARY OPINION OF PROBABLE COST
Item
Description
Estimated
Quantity
Unit
Unit Price
Amount
1 Replace Pumps at LS No. 9 1 L.S. $ 25,000 $ 25,000
2 8-inch Gravity Sewer (Open
Trench) 1200 L.F. $ 55 $ 66,000
3 10-inch Gravity Sewer (Open
Trench) 400 L.F. $ 65 $ 26,000
4 10-inch Gravity Sewer (Pipe
Burst) 1200 L.F. $ 130 $ 156,000
5 12-inch Gravity Sewer (Pipe
Burst) 1300 L.F. $ 150 $ 195,000
6 Bypass Pumping and
Appurtenances 1 L.S. $ 60,000 $ 60,000
7 Manholes1 15 EA $ 6,000 $ 90,000
SUBTOTAL $ 618,000
8 Maintenance of Traffic (3.5%) 1 L.S. $ 21,630
9 Mobilization/Demobilization
(7%) 1 L.S. $ 43,260
10 General Requirements (5%) 1 L.S. $ 30,900
SUBTOTAL $ 713,790
11 Contingency & Engineering
Fees (30%)2 1 L.S. $ 214,137
TOTAL $ 927,927
1. Assumed half existing manholes require replacement
2. Additional contingency pending full review of system
Mr. Jeff Ratliff
Cape Canaveral Utilities
June 15, 2012
Page 15
5.0 SUMMARY AND CONCLUSIONS
Based on this evaluation, it is recommended that one of the backup elimination alternatives be selected
initially to alleviate backflow problems in a timely manner, so that capacity improvements could be
constructed in phases with a longer term capital improvements plan. Backup elimination alternative No.
2 and No. 3 are feasible options for preventing backup to the 399 Holman Road residence. Backup
elimination Alternative No. 3 has the benefits of reduced maintenance and capacity for future connections
along Holman Road; however, the Alternative will not address the root cause of insufficient capacity in
the LS No. 2 southern tributary area. Without increasing the capacity of the system, staging problems
could continue and result in sanitary sewer overflows in other areas of the system.
Therefore, it is recommended the City implement the outlined capacity improvements to address the
deficiencies in the existing gravity system and allow for future build out conditions in LS No. 2 southern
tributary area. Additional investigations are required to determine the exact length and size of the gravity
main improvements; however it is expected that the construction would require the installation of between
2,500 to 4,000 linear feet of gravity sewer, by conventional removal/replacement and pipe bursting
techniques, depending on the location and slope of the existing gravity sewer. In summary, it is
recommended that the City route flow from the Holman property directly to LS No. 9, reduce the pump
size at LS No. 9, and implement the hydraulic capacity improvements in the LS No. 2 southern tributary
area.
End of Memorandum.
BAF/BTM/slm/52528-12002/docs/reports/Final Memo SS Improvements 6-15-12
P:\IER\52528\200-52528-12002\GIS\maps\BLPlanF1.mxd [betty.morris 6/13/2012]
Source: Existing Sewerage Collection System provided by Briley, Wild & Assoc., Inc. Oct. 1984
´WASTEWATER PUMP STATION AND
GRAVITY SEWER SYSTEM IMPROVEMENTS
CITY OF CAPE CANAVERAL
WASTEWATER COLLECTION/
TRANSMISSION SYSTEM DIAGRAM
FIGURE 1LEGENDN.T.S.
L.S. No. 2
SouthernTributary Area
L.S. No. 9
Tributary Area
L.S. No. 2
NorthernTributary Area
Lift Station No. 9 Tributary Area
Lift Station No. 2 Tributary Area
L.S. No. 9 L.S. No. 2
399 Holman Road
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LS #9
MH #2
PDia (N): 6"
PDia (S): 6"
Depth: 78"
MH #6
LS #2
MH #17
MH #4
PDia (N): 9"
PDia (E): 8.5"
PDia (W): 4"
Depth: 65"
MH #8
PDia (N): 5.75"
PDia (E): 6.5"
PDia (S): 6.5"
Depth: 70"
MH #9
PDia (N): 6"
PDia (E): 6.5"
PDia (S): 5.75"
Depth: 70"
MH #10
PDia (N): 8"
PDia (S): 8.25"
Depth: 73"
MH #13
PDia (N): 6.75"
PDia (E): 7"
Depth: 65"
MH #15
PDia (N): 6.75"
PDia (S): 7"
PDia (E): 4"
Depth: 94"
MH #11
PDia (N): 7.75"
PDia (W): 4"
Depth: 44"
MH #16
PDia (N): 6.5"
PDia (S): 7"
Depth: 92.5"
MH #5
PDia (E): 7.5"
PDia (W): 7.125"
Depth: 87"
MH #1
PDia (N): 7.5"
PDia (S): 7.5"
PDia (W): 4.75"
Depth: 75"
MH #14
PDia (N): 6.25"
PDia (S): 5.75"
Depth: 93"
MH #7
PDia (S): 7"
PDia (E): 6.75"
PDia (W): 7.25"
Depth: 79.5"
MH #3
PDia (S): 7.75"
PDia (E): 7.25"
PDia (W): 7.875"
Depth: 89"
MH #12
PDia (S): 5.5"
PDia (E): 4.5"
PDia (W): 5.5"
Depth: 67"Banana River RdLS #9
MH #17
(Unable to determine conditions
due to cover couldn't be removed)
MH #6
(Unable to determine conditions
due to safety reasons)
399 Holman Road
LEGENDSource: BING Aerial Mar. 2011
WASTEWATER PUMP STATION AND
GRAVITY SEWER SYSTEM IMPROVEMENTS
CITY OF CAPE CANAVERAL
GRAVITY SEWER INSPECTION SUMMARY
LIFT STATION NO. 2 SOUTH TRIBUTARY
0 300
Feet
´P:\IER\52528\200-52528-12002\GIS\maps\BPSyF2.mxd [06-12-2012 bam]FIGURE 2
Parcels Existing Force Main
Existing Gravity Main
!(Manhole
!(Lift Station
!!(Manhole -Unable to Determine Invert
Diameter Due to Depth.
NOTE: Depths of all manholes are
relative to the existing grade.
0102030405060700 100 200 300 400 500 600 700 800 900 1000 1100 1200 1300 1400 1500 1600TDH (feet)Flow (GPM)Figure 3LS. No. 9 System Curve and Pump CurvesCombined Pump CurveApproximate System CurveFlygt Pump CurveGundfos Pump Curve
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!(Banana River RdLS #9
LS #2
399 Holman Road
L.S. No. 2
ZONE 5
L.S. No. 2
ZONE 4
L.S. No. 2
ZONE 3
L.S. No. 2
ZONE 2
L.S. No. 2
ZONE 1
L.S. No.9
LEGENDSource: BING Aerial Mar. 2011
WASTEWATER PUMP STATION AND
GRAVITY SEWER SYSTEM IMPROVEMENTS
CITY OF CAPE CANAVERAL
LIFT STATION NO. 2
SOUTHERN TRIBUTARY ZONE DELINEATION
0 300
Feet
´P:\IER\52528\200-52528-12002\GIS\maps\BPZonesF4.mxd [06-12-2012 bam]FIGURE 4
Parcels !(Manhole
!(Lift Station
Existing Force Main
Existing Gravity Main
Lift Station No.2
SouthernTributary Area
Lift Station No.9
Tributary Area
Zone 1
Zone 2
Zone 3
Zone 4
Zone 5
P:\IER\52528\200-52528-12002\GIS\maps\APAlt2P1F5.mxd [06-12-2012 bam]!(
!(
")
X
x
Proposed Lift Station
and Force Main
399 Holman Road
Banana River RdProposed 4"
Gravity Main
LEGENDSource: BING Aerial Mar. 2011
WASTEWATER PUMP STATION AND
GRAVITY SEWER SYSTEM IMPROVEMENTS
CITY OF CAPE CANAVERAL
ALTERNATIVE NO. 2: PRIVATE LIFT STATION
0 100
Feet
´FIGURE 5
Parcels !(Manhole
Existing Force Main
Existing Gravity Main
")Proposed Lift Station
Proposed Force Main
Proposed Gravity Main
P:\IER\52528\200-52528-12002\GIS\maps\APAlt3F6.mxd [06-12-2012 bam]!.
!.
!(!(!(!(!(
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!(Banana River RdX
Proposed 8"
Gravity Main @ 1.0%
Proposed 4"
Gravity Main
399 Holman Road
LEGENDSource: BING Aerial Mar. 2011
WASTEWATER PUMP STATION AND
GRAVITY SEWER SYSTEM IMPROVEMENTS
CITY OF CAPE CANAVERAL
ALTERNATIVE NO. 3: REROUTE GRAVITY SERVICE
0 200
Feet
´FIGURE 6
Parcels !(Manhole
!(Lift Station
Existing Force Main
Existing Gravity Main
!.Proposed Manhole
Proposed Gravity Main
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!(Banana River RdLS #2
LS #9
Possibly Upsize
Gravity Main to
12-inch Gravity Main
Upsize
Gravity Main to
10-inch Gravity Main
Upsize
Gravity Main to
8-inch Gravity Main
399 Holman Road
¨L.S. No.9
ZONE 1¨
ZONE 2¨
¨ZONE 3
ZONE 4¨
¨ZONE 5
LEGENDSource: BING Aerial Mar. 2011
WASTEWATER PUMP STATION AND
GRAVITY SEWER SYSTEM IMPROVEMENTS
CITY OF CAPE CANAVERAL
CAPACITY IMPROVEMENTS IN LIFT STATION NO. 2
SOUTHERN TRIBUTARY AREA
0 300
Feet
´P:\IER\52528\200-52528-12002\GIS\maps\BPAlt2P2F7.mxd [06-11-2012 bam]FIGURE 7
Parcels Existing Force Main
Existing Gravity Main
Upsize Gravity Main to 8"
Upsize Gravity Main to 10"
Possibly Upsize Gravity Main to 12"
!(Manhole
!(Lift Station
Lift Station No.2
Southern Tributary Area
(Zones 1 - 5)
Lift Station No.9
Tributary Area
APPENDIX G
Public Participation Documents
Public Meeting Notice
Public Meeting Comments
City Council Resolution
NOTICE OF CITY OF CAPE CANAVERAL WASTEWATER AND
STORMWATER FACILITIES PLAN
Notice is Hereby Given that the City of Cape Canaveral City Council will
consider approval of a Proposed City of Cape Canaveral Wastewater and
Stormwater Facilities Plan prepared as part of the City’s State Revolving Loan
Program Application to the Florida Department of Environmental Protection
(FDEP). A Public Hearing on the Proposed City of Cape Canaveral
Wastewater and Stormwater Facilities Plan will be held on Tuesday, February
19, 2013, at 6:00 P.M. in the Cape Canaveral Library, 201 Polk Avenue, Cape
Canaveral, Florida. The City of Cape Canaveral proposes to adopt the
following resolution:
RESOLUTION NO. 2013-02
A RESOLUTION OF THE CITY COUNCIL OF THE CITY OF CAPE
CANAVERAL, FLORIDA, RELATING TO THE STATE REVOLVING FUND
LOAN PROGRAM; ADOPTING THE CITY OF CAPE CANAVERAL
WASTEWATER AND STORMWATER FACILITIES PLAN; AUTHORIZING
THE SUBMITTAL OF THE PLAN TO THE FLORIDA DEPARTMENT OF
ENVIRONMENTAL PROTECTION; PROVIDING FOR THE REPEAL OF
PRIOR INCONSISTENT RESOLUTIONS, SEVERABILITY, AND AN
EFFECTIVE DATE.
The Resolution may be viewed in its entirety in the City Clerk’s Office at 105
Polk Avenue, Cape Canaveral, FL 32920 during regular working hours,
Monday through Friday, 8:30 A.M. to 5:00 P.M. pursuant to Section 286.1015,
Florida Statutes, the City hereby advises the public that: If a person decides
to appeal any decision made by the City Council with respect to any matter
considered at this meeting, that person will need a record of the proceedings,
and for such purpose that person might need to ensure that a verbatim
record of the proceedings is made, which record includes the testimony and
evidence upon which the appeal is to be based. This notice does not
constitute consent by the City for the introduction or admission into evidence
of otherwise inadmissible or irrelevant evidence, nor does it authorize
challenges or appeals not otherwise allowed by law. Persons with disabilities
needing assistance to participate in any of these proceedings should contact
the City Clerk’s office (868-1221) 48 hours in advance of the meeting.
Angie Apperson
Assistant City Manager/City Clerk
INSERT COMMENTS FROM THE PUBLIC MEETING HERE
RESOLUTION NO. 2013-02
A RESOLUTION OF THE CITY COUNCIL OF THE CITY OF CAPE
CANAVERAL, FLORIDA, RELATING TO THE STATE REVOLVING FUND
LOAN PROGRAM; ADOPTING THE CITY OF CAPE CANAVERAL
WASTEWATER AND STORMWATER FACILITIES PLAN; AUTHORIZING THE
SUBMITTAL OF THE PLAN TO THE FLORIDA DEPARTMENT OF
ENVIRONMENTAL PROTECTION; PROVIDING FOR THE REPEAL OF PRIOR
INCONSISTENT RESOLUTIONS, SEVERABILITY, AND AN EFFECTIVE
DATE.
WHEREAS, the City of Cape Canaveral determined that the projects
recommended in the City of Cape Canaveral Wastewater and Stormwater Facilities
Plan are in the best interests of its citizens; and
WHEREAS, the City of Cape Canaveral is seeking funding from the Florida
Department of Environmental Protection under its State Revolving Fund Loan Program
to fund the recommended improvements for the benefit of its citizens; and
WHEREAS, Staff has requested that the City Council approve and adopt the City
of Cape Canaveral Wastewater and Stormwater Facilities Plan which includes the
Capital Financing Plan in accordance with the State Revolving Fund requirements.
NOW, THEREFORE, BE IT RESOLVED by the City Council of the City of Cape
Canaveral, Florida:
Section 1. That the City of Cape Canaveral hereby adopts the City of Cape
Canaveral Wastewater and Stormwater Facilities Plan.
Section 2. That the City of Cape Canaveral Capital Financing Plan that has been
reviewed, and has been discussed at a Public Hearing of the City of Cape Canaveral, is
hereby adopted.
Section 3. That the City Council of the City of Cape Canaveral hereby authorizes
the submission of this Plan to the Florida Department of Environmental Protection.
ADOPTED by the City of Cape Canaveral, Florida, this 19th day of February,
2013.
____________________________
Rocky Randels, MAYOR
City of Cape Canaveral, FL
Resolution No. 2013-02
Page 2 of 2
ATTEST:
Name For Against
______________________________
Angela Apperson, Assistant City John Bond _____ _____
Manager/City Clerk
Bob Hoog _____ _____
Buzz Petsos _____ _____
Approved as to Form:
Rocky Randels _____ _____
Betty Walsh _____ _____
_______________________________
Anthony A. Garganese, City Attorney
APPENDIX H
Capital Financing Plan
2 of 5 Revised: 01/19/06
SCHEDULE OF PRIOR AND PARITY LIENS
List annual debt service beginning two years before the anticipated loan agreement date and continuing at least fifteen fiscal years. Use additional pages as
necessary.
IDENTIFY EACH OBLIGATION
#1 SRF Loan CS120825020 #2SRF Loan CS120825030 #3 N/A
Coverage % 115 Coverage % 115 Coverage %
Insured (Yes/No) No Insured (Yes/No) No Insured (Yes/No)
#4 N/A #5 N/A #6 N/A
Coverage % Coverage % Coverage %
Insured (Yes/No) Insured (Yes/No) Insured (Yes/No)
Fiscal
Year
Annual Debt Service (Principal + Interest)
Total Non-SRF
Debt Service
w/coverage
Total SRF
Debt Service
w/coverage
#1 #2 #3 #4 #5 #6
2012 $503,387.50 $145,995.76 $746,790.75
2013 $503,387.50 $145,995.76 $746,790.75
2014 $503,387.50 $145,995.76 $746,790.75
2015 $503,387.50 $145,995.76 $746,790.75
2016 $251,693.51 $145,995.76 $457,342.66
2017 $0 $72,997.62 $83,947.26