Fort Myers Sewer Master Plan by Fort Myers Florida

Final Report

City of Fort Myers

SANITARY SEWER MASTER PLAN

December 2005

Independent Environmental Engineers, Scientists and Consultants

EXECUTIVE SUMMARY Malcolm Pirnie has completed this Sewer Master Plan to review the existing collection system infrastructure and recommend system improvements for the City of Fort Myers short term (5-year) and long term (20-year) planning horizons. The collection system has been modeled to evaluate the capacity to meet existing and future collection system needs.

Recommendations are given to rehabilitate or upgrade the current

collection system, and to expand the collection system to accommodate projected growth within the City. The City currently has an interlocal agreement with Lee County to treat sewerage collected from County service areas at the Cityâ&#x20AC;&#x2122;s two existing Wastewater Treatment Plants. The City plans to build a third wastewater treatment plant in the East side of the City to provide additional treatment capacity in the future. The projected future growth within the City and County will be evaluated to determine when additional wastewater treatment capacity will be needed.

Existing Sewer Collection and Wastewater Treatment System The existing sewer collection system, shown in Figure ES.1, consists of gravity collection mains that route flow to nearly 100 lift stations which then route flow through force mains and gravity flow transmission mains to the Cityâ&#x20AC;&#x2122;s two existing Wastewater Treatment Plants.

Existing Collection System Models The South Wastewater Treatment Plant and Central Wastewater Treatment Collection systems were modeled separately. The major gravity collection mains, lift stations, and force mains were constructed in the model. The allocation of sewerage flows was based on the potable water distribution allocation used in the Potable Water Master Plan. Values for infiltration and inflow to the collection system were modeled by calibrating the model for known storm events with historical rainfall and plant flow data. The existing system was evaluated for a 24-hour 10-year return storm event to determine collection system deficiencies under peak flow conditions. City of Fort Myers Final Sanitary Sewer Master Plan Executive Summary

Malcolm Pirnie, Inc. ES-1

Legend Central Plant

Tice St

South Plant

Gravity Sewers Service Area Central South

Force Mains Service Area Central South h Mic i ga I-7

Oritz Ave

ve nA

Martin Luther King Blvd

Buckingham Rd

Linhart Ave Hanson St

Le o

Hill Ave

i on ol C

e Av

B al

d lv

Sk y

le P

Metro Pky

McG r

ego

r Blv

Palm Ave

l er i nk W

City of Fort Myers, Florida

4,000

8,000

12,000 Feet

1 inch equals 4,000 feet

Maple Dr

Sanitary Sewer Master Planning Services

December 2005

Gravity Sewer and Force Main Network

Figure ES.1

Figures ES.2 and ES.3 show the existing system deficiencies that were determined from the calibrated existing system model for the South and Central collection systems, respectively.

Future Sewer Flow Projections Future sewer flows were projected based on the potable water usage projections and information from the Community Development Department. Many areas within the City are projected to experience rapid growth, including the downtown area where several high-rise condominiums are being constructed, and the eastern part of the urban reserve, where several large housing developments are being constructed. The County flows were projected based on the assumption that the County would maximize their allowed flow allocation by 2024. Table ES.1 below summarizes the projected average annual wastewater flows from the City and the County for 2009 and 2024 based on 2002 average annual plant flows.

Table ES.1: Projected Annual Average Daily Sewer Flows 2002 2009 2024 South AWWTP 7.07 9.51 12.05 City Flow 2.97 5.02 6.62 County Flow 4.10 4.48 5.42 Central AWWTP 6.20 8.35 12.49 City Flow 3.60 5.53 9.17 County Flow 2.61 2.82 3.32

The maximum three month rolling average daily flow (MTMRADF) was also projected for 2009 and 2024 at the Central and South AWWTPs. The FDEP uses the maximum three-month rolling average daily flow (TMRADF) to determine the timeframe in which a utility must expand their treatment capacity [FAC 62-600.405(8)]. Table ES.2 and Figure ES.4 show a comparison of the projected MTMRADF to the existing plant treatment capacity to determine when additional treatment capacity will be needed.

City of Fort Myers Final Sanitary Sewer Master Plan Executive Summary

Malcolm Pirnie, Inc. ES-2

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S ES PR RK CY E PA R TE I LE RC A M E W 21 X E 00 SI MM CO US 1RE

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30 " RCP EX CUL VERTS

PR ES S

HERI TAGE PALMS (NON-CI TY MAINTAINED ROA DS)

PAGE FIELD

SIX

Surchaged Manholes

4,000

ST GWYNNE ST

FOUNTAIN AVE

METRO PARKWAY

2,000

EAGLE

FAIRVIEW

GARLAND

HARTLAND

HIGHLAND AVE

EAST AIRPORT RD

DELLE PARK 03030154

24 " RCP PEX. CU LVERT

Force Main: Velocity < 4 ft/s

S.C.L. RAILROAD R/W

S ES RK PR PA CY E 4A I LE E RC 00 1 M X MM 1SI CO

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04050959

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04040961

AIRPORT

Gravity Sewer: Capacity-Limited 24.7

BERN WO OD 6- 00 7 1

COLONI AL CENTRE

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20.

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DONOVAN OFFICE BLDG. 6-0068

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(STATE ROAD 80 B)

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1- 00 0 1

WT R TR ANS M AINS

CT GLOUCESTER

1-0003 COMMON CENTS 04030116 (S) 04070112 (W)

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AL LE Y AVE

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ST ST DE LEON ORANGEWOOD AVE DELEON ST

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6-0017

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DR.

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VISCA YA VI LLAS PHASE I 6-0047

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CANTON

9 86

LEXINGTON

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ARLINGTON

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ROGERS ST

McGREGOR RESERVE DR

AMHERST CT

2- 00

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ETS STR E

AUX IL ST. LIARY

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DR AL TR O P IC

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PAGE MOBILE PARK

City of Fort Myers, Florida NOR TH

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D OR EG

JAMI CT

Mc G R 33 2- 00

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C PV .X "X L .F 1 9

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3-0023

1-0061

8-0012

CIRCLE

71-85

LS35

04040961

1-0060

CARROTWOOD CT

SOUTH SI DE BUSINESS PLAZA

MALL DR

STARS S OCCER 5-0005

CARI LLON WOODS 6-0001

TIMBERLAND CIR S

CATALPA CT

SOUTH

C " PV . X L .F X 0 1 1

WINEWOOD CT

SWAMP CABBAGE CT

C V " P X . X 3 .F 3 L 1

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CARI LLON WOODS 6-0001

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SPORTS AUTHORI TY 6-0045

COLONIAL

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1-0065 & 2-0041

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IN W

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04040961

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LS68

03091102

06090774

LANE

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PAUL

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WINKLE R AVE IMPORVEMENTS 03091107 & 4-0008

WINKLER AVE

CT FRAMINGHAM CT JAMESTOWN

04050957

GLEN EDEN DR

COURTNEY DR

R O

SHOEMAKER 8-

COLONI AL PROPERTI ES-P HASE I 6-0027A & 6-0027B

CENTER PT DR

4-0017 MI DPOINT CORRIDOR

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SUNCOA ST FE D. CREDIT 2-0019

BISHOP VEROT SCHOOL

LS34

ME TRO PARK BLOCK "C" 6-0048

03 03 0 10 8

ST ALINE

MEDICAL LN

BYRON RD

BISHOP VEROT 1-0034

AD RO

PARK WINDSOR DR

04030960

L N IA AI M L ON E CO O RC F 04 E. & N. 00 ER 1-

LAKE

LS54 WESTCHASE APARTMENTS 6-0067

FI LE STORE 1-0036

COMMERCIAL DR

BONNIE CT

CHARLES RD

CSL&G 06080101

BEVERLY E NTERP RISE S 1-0050

03090652

SOUTH PROP ERTY LINE EASTWOOD GOLF COURSE 3-0015

SOUTH BOUNDARY LINE OF NORTH COLONIAL CANAL

RIVERBEND APT

RHONDA

DR. FRED BURFORD PAVING, GRADI NG DRAI NAGE 3-0011

CT LOWELL

MANDEL RD

LS24

DITCH

2- 00 3 4

MERRIMACK

06091102

FA IRF

AVE HARVARD CT

BARNETT BANK 2-0028

COLLINS RD

EASTWOOD GOLF COURSE 3-0015 SEE SHT 5 FOR INLE T INS TA LL NORTH COLONI AL WATERWAY

NORTH COLONI AL WATERWAY 3-0001

CITY OF FT MYE RS SEWR IMPROV PROGRAM 04040950 & 2-0005

OASI S 1-0023

N. SOLOMA N BLVD 03090652

SUWANNEE

NORTH DR 0703104

8-0012

AVE

WAREHOUSE RD

WARE HOUSE ROAD 04091112

PC " V . X . F 0 L 6

W AY

LAKE

PALM SQUARE BLVD

6-0075

FT MY ERS LUMB ER 04070253

P VC

TA IN

ELMWOOD ST

ASHWOOD ST

06090701 8-0010 EASTWOOD GOLF COURSE 3-0015 SEE SHT 7 FOR INLE T INS TA LL

" .F X 71 L.

FO UN

CHULA

ST. MICHAEL 6-0044

VA CE NTER 1-0042

COLLIER AVE COLLIER WATER 1-0045 4110129

KENNESAW RD

EASTWOOD GOLF COURSE 3-0015 SEE SHT 6 FOR INLE T INS TA LL

WAY RS T

LEE COUNTY 04070108

IN RB CO

KUTAK LN

SCOFIELD ST

SIVAN RD

07030053

MASON

IA R

PS 2 1 FM 41 10 1 96

CIRCLE

6-0077

CARTER CIR

YALE CT

DAVIS DR

FA LCON

GREE N BR

CIR

MANOR AVE

06091102

ARGYLE 06090757

MAY FAIR TERR

SIMPSON

RO AD

U OA KH

COLONI AL/ SUMMERLIN PLAZA 0703104

ARGYLE DR

BRENTWOOD PKWY

LO O P

ENT RAN CE T O E AST WO O D GO LF CO URS E

REAL

SO FLA BANK 3-0014

A VE

TERR

WELCH

ST. MICHAEL 6-0044

1-0045

VINCE SMITH DR.

Y WA

GOODWI LL INDUSTRI ES 1-0051 2-0037

4110166

RUDY CIR BA CIR MB . OO

BLVD

4- 00 1 6

WALGREENS SEWER 2-0023

CHARLES CT

GR O

BATES CIR CUSHMAN

LS39

CANAL

HUNTER

PARKWAY

TARA LEE ST

BLUEBIRD TAXI 1-0028

WINKLE R AVE IMPORVEMENTS 1A-0001 & 2A-0001

2- 00 3 4 S AW WT P F M

ON DELE

DON

HUNTER

AVE

OAKLEY

NEWPORT CT ROYAL

GRAND AVE 41 10 0 35

VISTA CT

FERDINAND CT

SAN RAFAEL CT

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8-0002

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INTERCEPTOR & OUTFALL SEWER LINES 04020402

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8-0006

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FORT MYERS GOLF COURSE

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41 10 0 35

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4110041

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JEFFCOTT

KATHERINE

RANSOM ST ST

MCGREGOR

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W BRAMAN CT

STELLA

4110044

CORONADO

3-0018

OSCEOL

4110176 WATER

BRANCH

MAPLE

BLVD

MIRACLE LN

CALOOSA DR. , WES T RIV ERSIDE DR., GREENWOOD AVE., ILLINOI S AVE .&VESP ER DR. 6-0034

41 10 1 34

STELLA

FRAN KLIN

NICK

4110017

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BLVD

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4110176

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8-0011

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FT MYERS HIGH SCHOOL

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ME NL O

LANE

EDISON

BL VD

ALTAMONT

CLIFFORD ST

02010706

6,000 Feet

Existing Manholes South Plant

1 inch equals 2,000 feet IDLEWILD

Sanitary Sewer Master Planning Services

December 2005

Existing System Analysis - South AWWTP

Figure ES-2

4.14 AC

Legend Lift Stations Surchaged Lift Station Existing Lift Station

LS12 Tice St

Gravity Sewer/Force Main 145

Gravity Sewer: Capacity-Limited 427

Existing Gravity Sewer LS7

Force Main: Velocity >7 ft/s Force Main: Velocity 4-7 ft/s 441 438

Force Main: Velocity < 4 ft/s

Ballard Road LS

Manholes

Ballard Rd

LS4 419

Surchaged Manholes

Michigan Ave468

LS3

Existing Manholes

601

600

152

LS31

421 161

Central Plant Martin Luther King Jr. Blvd 181

583

LS6 494 166

LS44 584

Edison Ave

LS41

LS30 South St

LS8 357

Ortiz Ave

LS5 Canal St

Buckingham Rd

Linart Ave I-75 Veronica Shoemaker Blvd

Metro Pky

Hanson St

Hill Ave

3,000

6,000

9,000 Feet

1 inch equals 3,000 feet

City of Fort Myers, Florida Sanitary Sewer Master Planning Services

December 2005

Existing System Analysis - Central AWWTP

Figure ES.3

Table ES.2: Projected Maximum TMRADF 2002

2009

2024

South AWWTP City Flow County Flow

9.07 3.81 5.27

12.30 6.54 5.75

15.59 8.64 6.96

Central AWWTP City Flow County Flow

8.42 4.88 3.54

11.23 7.41 3.82

16.81 12.30 4.51

Figure ES.4: Projected Plant Maximum TMRADF 18 16 14

TMRADF (mgd)

12 10 8 6 4 2 0 2002

2004

2006

2008

2010

2012

2014

2016

2018

2020

2022

2024

Year South AWWTP Projected Maximum TMRADF South AWWTP Permit Capacity South AWWTP Projected Permit Exceedance

Central AWWTP Projected Maximum TMRADF Central AWWTP Permit Capacity Central AWWTP Projected Permit Exceedance

Based on these projections the South AWWTP and the Central AWWTP will need additional treatment capacity by 2008. The corresponding AADF that should not be exceeded for the South and Central AWWTP are 9.35 mgd and 8.10 mgd, respectively. According to the current interlocal agreement, the City maintains a maximum three-month rolling average daily flow allocation of 5.04 mgd and 6.49 mgd at the South City of Fort Myers Final Sanitary Sewer Master Plan Executive Summary

Malcolm Pirnie, Inc. ES-3

AWWTP and the Central AWWTP, respectively, which translates to an approximate AADF allocation of 3.93 mgd and 4.78 mgd. Figure ES.5 illustrates that the City will exceed their approximate AADF allocation by 2006 for the Central AWWTP and by 2005 at the South AWWTP.

Figure ES.5: Projected City AADF for the South and Central AWWTPs 10 9 8

AADF (mgd)

7 6 5 4 3 2 1 0 2002

2004

2006

2008

2010

2012

2014

2016

2018

2020

2022

Year South AWWTP City AADF South AWWTP City Flow Allocation South AWWTP Projected Allocation Exceedance

Central AWWTP City AADF Central AWWTP City Flow Allocation Central AWWTP Projected Allocation Exceedance

Opportunities for Additional Treatment Capacity Malcolm Pirnie, under a separate contract with the City, completed a desktop evaluation of the Cityâ&#x20AC;&#x2122;s existing treatment plants to determine whether additional treatment capacity could be achieved. It was found that construction of a new clarifier would be required at the Central AWWTP and the possibility for an increase in treatment capacity would require time for additional study, design, permitting, and construction for both plants. Due to the Cityâ&#x20AC;&#x2122;s urgency and the uncertainty involved in proceeding with the additional onsite testing, it was recommended to pursue all additional capacity at a new East treatment facility. City of Fort Myers Final Sanitary Sewer Master Plan Executive Summary

Malcolm Pirnie, Inc. ES-4

2024

Alternatively, the City is also exploring the possibility of routing approximately 1.43 mgd of flows from the proposed Arborwood, Reflection Isles, Paseo, Airport Woods and Watermen Residential and Watermen Airside Plaza developments to the County’s Gateway Wastewater Treatment Plant. Expansion of this plant will be complete in 2008, and includes 2.0 mgd of treatment capacity for City flows, based on a verbal agreement with the County. Use of this 2.0 mgd of capacity will delay the need for additional treatment capacity by one year to 2009.

Future 2009 Collection System Modeling The future modeling was completed for the future 2009 scenario using the increased City and County flow projections. Additional City improvements completed as part of phases IIIC, VII, and IV of the Phased Sewer Replacement project were also included in the future 2009 model. Two sets of 2009 model results were generated to show the necessary collection system upgrades before and after the Gateway plant is online. The initial scenario presents the collection system upgrades when flows are treated only at the Central and South AWWTPs. This first scenario assumes the Treeline master lift station is installed prior to 2009. The second scenario presents the collection system upgrades when flows are routed to the County’s Gateway plant, in addition to the City’s Central and South plants. More improvements were needed in the collection system based on the results without the ability to send flows to the Gateway plant. We recommend implementing the changes based on sending some of the flows to the Gateway plant. These proposed improvements for the 2009 future scenario for the Central and South collection systems are shown in Figures ES.6-ES.9.

Construction of the East AWWTP Since neither the Central AWWTP nor the South AWWTP have additional room for plant expansion, the City will need to add an additional treatment plant and divert flows from the Central and South plants to the new plant. The ideal location for a new City of Fort Myers Final Sanitary Sewer Master Plan Executive Summary

Malcolm Pirnie, Inc. ES-5

04040961

NORTH DR

Proposed 66-inch Gravity Sewer

NEWPORT Existing Wastewater Collection Network CT South Plant

4110175 4110177

MERRIMACK CT LOWELL

AMHERST CT

O DELE

Proposed 48-inch Gravity Sewer

WTR TRANS MAINS 1-0001

Legend

KENSINGTON

SOUTH

CT GLOUCESTER

HAMPTON

FRAMINGHAM CT JAMESTOWN

04040961

Lee County Inflow Connection Point

PH III WATER 1-0048

IPSWITCH CT

WEST DRIVE

BARKLEY CIRCLE

WTR TRANS MAINS 1-0001

CIRCLE

STARS SOCCER 5-0005

PAGE M

6-0016 0

150

City of Fort Myers, Florida

300

600

900 Feet

1 inch equals 300 feet

Sanitary Sewer Master Planning Services

2009 Recommended Improvements - South AWWTP Gravity Collection System with Gateway WWTP

December 2005 Figure ES.6

South St

LS2

Linart St Hanson St

I-75

Ortiz Ave

Canal St

LS10 Braman Ave

Central AWWTP System Connection Point LS1

Hill Ave

LS15 LS68 LS24 LS34

n lo Co

LS16

LS27

r lD ia

LS106 LS112 Treeline LS

McG r

ego

r Blv

LS35

Metro Pky

LS55 LS39

e Av

Palm Ave

Fowler St

LS9

l er i nk W

LS54

LS92 LS23

Legend Recommended Lift Station Pump Upgrade - 2009 Recommended Lift Station Pump Upgrade - Short Term Existing Lift Station

Proposed 12-inch Force Main

Six M

ile

Pky

Proposed 10-inch Force Main

Maple Dr

City of Fort Myers, Florida

2,500

5,000

7,500 Feet

1 inch equals 2,500 feet

Proposed 36-inch Force Main Existing Wastwater Collection Network South Plant

Sanitary Sewer Master Planning Services

2009 Recommended Improvements - South AWWTP Lift Station/Force Main System with Gateway WWTP

December 2005 Figure ES.7

Legend Proposed 15-inch Gravity Sewer Proposed 18-inch Gravity Sewer Proposed 21-inch Gravity Sewer

Tice St

lm Pa

a Be

d Blv

Proposed 36-inch Gravity Sewer Existing Wastewater Collection Network Central Plant

Marion St

Ballard Rd

h Mic i ga ve nA

Rockfill Rd

Martin Luther King, Jr. Blvd

Edison Ave

Imm

ok a

lee

Buckingham Rd Canal St

I-75

Linart Ave

City of Fort Myers, Florida

Ortiz Ave

South AWWTP System Connection Point Colonial Blvd

3,000 l er i nk W

6,000

e Av

1 inch equals 3,000 feet

9,000 Feet Six Mile Pky

Palm Ave

Veronica Shoemaker Blvd

Hanson St

Sanitary Sewer Master Planning Services

December 2005

2009 Recommended Improvements - Central AWWTP Gravity Collection System with Gateway WWTP

Figure ES.8

Legend Recommended Lift Station Pump Upgrade - 2009 Recommended Lift Station Pump Upgrade - Short Term LS12

Tice St

Existing Lift Station lm Pa

a Be

lvd hB

Proposed 8-inch Force Main Proposed 10-inch Force Main Proposed 12-inch Force Main

LS7

Existing Wastewater Collection Network Marion St

Central Plant Ballard Road LS

Ballard Rd

LS4

Marion Street LS LS31 h Mic

LS3

i ga ve nA

Rockfill Rd

Martin Luther King, Jr. Blvd

LS6

LS44 Edison Ave

Imm

LS41

ok a

lee

LS30

LS5 LS8

LS631

Buckingham Rd Canal St

I-75

Linart Ave

City of Fort Myers, Florida

Ortiz Ave

LS5040

LS7001

South AWWTP System Connection Point Colonial Blvd

3,000 l er i nk W

6,000

e Av

1 inch equals 3,000 feet

9,000 Feet Six Mile Pky

Palm Ave

Veronica Shoemaker Blvd

Hanson St

Sanitary Sewer Master Planning Services

2009 Recommended Improvements - Central AWWTP Lift Station/Force Main System with Gateway WWTP

December 2005 Figure ES.9

AWWTP would be east of Interstate-75 to handle the population growth projected for that area.

Table ES.3 and Figure ES.10 show the resulting average annual flow

projections with the addition of an East AWWTP and the use of the County’s Gateway WWTP. The corresponding projected maximum TMRADFs including the East AWWTP and the Gateway WWTP are presented in Table ES.4 and Figure ES.11.

Table ES.3: Summary of Future AADF Wastewater Flows (mgd) Diverted to Gateway WWTP and East AWWTP 2002 South AWWTP City County Central AWWTP City County East AWWTP City County Gateway WWTP City County3 All Plants City County

7.07 2.97 4.10 6.20 3.60 2.61

13.27 6.56 6.71

20081 9.22 4.79 4.43 7.98 5.19 2.79

20092

8.80 4.37 4.43 7.60 4.81 2.79

9.01 4.53 4.48 7.77 4.95 2.82

0.81 0.81

1.07 1.07

17.20 9.99 7.22

7.68 3.20 4.48 5.06 4.22 0.84 4.04 2.07 1.97 1.07 1.07 17.86 10.56 7.30

2024 9.25 3.83 5.42 8.06 7.07 1.00 5.79 3.47 2.32 1.43 1.43 24.53 15.79 8.74

Note 1: Flows are shown before and after flows are diverted to the Gateway WWTP Note 2: Flows are shown before and after diverting flows to the East AWWTP Note 3: The Gateway AWWTP receives flows from the County’s service area; however County flows currently served by the City’s plants will not be re-routed there.

City of Fort Myers Final Sanitary Sewer Master Plan Executive Summary

Malcolm Pirnie, Inc. ES-6

Figure ES.10: Revised Projected AADF Flows with Flow allocated to Gateway and East Plants 10 9

Projected AADF (mgd)

8 7 6 5 4 3 2 1 0 2002

2004

2006

2008

2010

2012

2014

2016

2018

2020

2022

Year South AWWTP

Central AWWTP

East AWWTP

Gateway AWWTP

Table ES.4: Summary of Future Maximum TMRADF with Flows Diverted to Gateway WWTP and East AWWTP 2002 South AWWTP Central AWWTP East AWWTP Gateway WWTP

9.07 8.42

20081 11.83 10.83

20092

11.28 10.34

11.47 10.65

1.05

1.40

2024

9.86 6.87 5.25 1.40

11.86 10.95 7.53 1.86

Note 1: Flows are shown before and after flows are diverted to the Gateway WWTP. Note 2: Flows are shown before and after diverting flows to the East AWWTP

City of Fort Myers Final Sanitary Sewer Master Plan Executive Summary

Malcolm Pirnie, Inc. ES-7

2024

Figure ES.11: Projected Maximum TMRADF with Flow Allocated to Gateway and East Plants 18

Projected Maximum TMRADF (mgd)

16 14 12 10 8 6 4 2 0 2002

2004

2006

2008

2010

2012

2014

2016

2018

2020

2022

Year South AWWTP Central AWWTP East AWWTP Gateway AWWTP

South AWWTP Permit Capacity Central AWWTP Permit Capacity East AWWTP Proposed Permit Capacity Gateway Flow Allocation

Figure ES.12 shows the projected flows for the proposed East AWWTP assuming that all projected flows will be diverted by 2009. This figure also shows the projected maximum TMRADF (assuming a factor of 1.30), and the proposed permit capacity of 8 mgd maximum TMRADF. If flows are not diverted to the Gateway WWTP, the AADF will be approximately 1.43 mgd higher and the maximum TMRADF will be 1.86 mgd higher in 2024. The East Plant capacity will also need to be at least 2.0 mgd higher if flows are not diverted to the Gateway WWTP.

City of Fort Myers Final Sanitary Sewer Master Plan Executive Summary

Malcolm Pirnie, Inc. ES-8

2024

Figure ES.12: Projected Flows and Capacities at the East AWWTP 10

Flow (mgd)

0 2009

2011

2013

2015

2017

2019

2021

2023

Year East AWWTP Projected AADF

East AWWTP Projected Maximum TMRADF

East AWWTP Maximum TMRADF Permit Capacity

Future 2024 Collection System Modeling The future modeling was completed for the future 2024 scenario using the increased City and County flow projections that include the East AWWTP. The 2024 model redirected force mains from the eastern part of the existing South and Central AWWTP collection systems to the new East AWWTP. The 2024 model for the South AWWTP did not determine any major deficiencies. The proposed improvements for the 2024 future scenario for the Central and East collection systems are shown in Figure ES.13 and Figure ES.14. Costs A summary of the collection system and treatment improvements as per the modeling results are presented in Table ES.5. The City will need to budget the proposed improvements in their Capital Improvements Plan. City of Fort Myers Final Sanitary Sewer Master Plan Executive Summary

Malcolm Pirnie, Inc. ES-9

ROYALSTON PALM BEACH LANDINGS 100-85

Legend

HIGHLANDS

20' DRAINAGE EASEMENT

VAC. OR BK03310 PG3955

1-0010

ER MM CO

1-0010

2 /11

AVE

Y' S BI LL RALEIGH ST

ST HIGH ST

L S

RD AB

DEAN PARK 2-0013

HANBY

KUNZE

CENTRAL PLANT 04050909

E OD

/2 29

OL D 30 OU TF A " LL 2-0 00 5

A SL

BILLIES

80 SR T Y ILI UT ON TI CA

7 55

WINK-TV STATION 1-0025

S SY S R TE EN T A M W E V 53 53 19 R O 80 9 P IM 040

' 35

FO AN CR CT LS4

MARION

WILLIAMS

IL SA IN NA MA A RI 3 M 0 05 1-

0 04

1-0008

EAST

N SO FR IE R

E LL BE T S PALM BEACH LANDINGS 100-85 SEWER OUTFALL & DRAINAGE 100-85

ISA

Central Plant

M12-W-0001-94 4-0006

ALLEN ST

RIVERSIDE

100-85

Existing Wastewater Collection Network

SEABOARD

PALM BEACH Proposed 24-inch Force Main LANDINGS

20' DRAIN EASE.

Existing Lift Station

OFFSITE UTIL. 2-0020

2-0022

SECOND

CDBG GRANT 3 PHASE I

1-0010

AVE

MICHIGAN

SECOND 16" FM 04020255

APACHE PHIII WATER 1-0048 GUAVA EVANS-PALM 4110001

GUAVA

MANGO MANGO

MANGO 4110027

INDIAN ST 150

300

600

900 Feet

ST City of Fort Myers, Florida LIME

1-0024 1 inch equals 500 feet

Sanitary Sewer Master Planning Services

2024 Recommended Improvements Central AWWTP Lift Station/Force Main System

ECONOMY ST December 2005 Figure ES.13

Legend Recommended Lift Station Pump Upgrade Existing Lift Station

Marion Road LS

Proposed 10-inch Force Main

Future County Inflow Connection

Proposed 16-inch Force Main h Mic i ga

Martin Luther King, Jr. Blvd Rockfill Rd

Proposed 30-inch Force Main

ve nA

Proposed 24-inch Force Main

Proposed 42-inch Force Main Existing Wastewater Collection Network

LS44

East AWWTP

Om ni

Blvd

LS41

LS631

Ortiz Ave

I-75

Buckingham Rd

LS5040

LS7001

Colonial Blvd

l er i nk W

e Av

Six Mile Pky

LS68

LS106

LS112

LS92

City of Fort Myers, Florida

3,000

6,000

9,000 Feet

1 inch equals 3,000 feet

Sanitary Sewer Master Planning Services

December 2005

2024 Recommended Improvements - East AWWTP Lift Station/Force Main System

Figure ES.14

Table ES.5: Future Collection System and Treatment Costs Planning Horizon Lift Station Improvements Gravity Main Improvements Force Main Improvements Treatment Improvements Total Grand Total

5-year 20-year Improvements Improvements ($ in millions) ($ in millions) $ 633,000

372,000

$ 2,533,000

$ 4,686,000

$ 7,731,000

$63,360,000

$ 31,680,000

$71,212,000 $39,783,000 $110,995,000

Prioritized Improvements The recommended collection system improvements - lift stations, gravity sewers, and force mains - for the South, Central, and East collection systems are listed in Table ES.6, Table ES.7, and Table ES.8, respectively. The improvements are prioritized according to short-term improvements, 2009, and 2024 improvements.

Table ES.6 Proposed 2009 Lift Station Improvements (in 2004 dollars) Proposed Pump Lift Stations Priority Capacity (gpm) South AWWTP Collection System Upgrade LS 23 with larger capacity pumps Short-term 1,310 Upgrade LS 34 with larger capacity pumps Short-term 940 Upgrade LS 24 with higher head pumps 2009 1,160 Upgrade LS 27 with larger capacity pumps 2009 920 Upgrade LS 68 with larger capacity pumps 2009 730 Upgrade LS 92 with larger capacity pumps 2009 740 Total South AWWTP Collection System City of Fort Myers Final Sanitary Sewer Master Plan Executive Summary

Cost

$51,000 $41,000 $47,000 $40,000 $35,000 $35,000 $249,000 Malcolm Pirnie, Inc. ES-10

Proposed Pump Lift Stations Priority Capacity (gpm) Central AWWTP Collection System Upgrade LS 6 with larger capacity pumps Short-term 1,420 Upgrade LS 12 with larger capacity pumps Short-term 1,000 Upsize LS 30 with higher head higher capacity pumps Short-term 500 Upsize LS 41 with larger capacity pumps Short-term 690 Upsize LS 44 larger capacity Pumps Short-term 1,514 New LS at Ortiz Ave and Ballard Short-term 2,500 New Lift Station at Colonial Blvd and SR 82* 2009 810 New Lift Station on Buckingham Rd* 2009 1200 Total Central AWWTP Collection System Total 2009 Lift Station Improvements

Cost

$54,000 $42,000 $28,000 $33,000 $57,000 $85,000 $37,000 $48,000 $384,000 $633,000

* Size increased for future transmission needs to the East WWTP

Table ES.7 Proposed 2009 Gravity Sewer Improvements (in 2004 dollars) Proposed Length Improvement Description Priority Diameter (ft) (in) South AWWTP Collection System South AWWTP Influent Gravity Short48 1,414 Sewer - Deleon Street term South AWWTP Influent Gravity Short48 1,181 Sewer - South Drive term South AWWTP Influent Gravity ShortSewer - Upstream of influent wet 66 246 term well Total South AWWTP Collection System 2,841 Central AWWTP Collection System Edgewood Avenue Gravity Sewer ShortEdgewood Avenue and Princess 18 3,750 term Street City of Fort Myers Final Sanitary Sewer Master Plan Executive Summary

Cost

$448,000 $375,000

$108,000 $931,000

$446,000

Malcolm Pirnie, Inc. ES-11

Improvement Description

Priority

Proposed Diameter (in)

Michigan Avenue Gravity Sewer ShortMichigan Avenue from Zapato Street 15 term to Markland Avenue Michigan Avenue Gravity Sewer ShortMichigan Avenue from Veronica 18 term Shoemaker to Ford Street Palm Avenue Gravity Sewer - Indian ShortStreet and Raleigh Street to Raleigh 36 term Street and Apache Street Rockfill Road Gravity Sewer Short18 Rockfill Road and Ormond Avenue term Rockfill Road Gravity Sewer ShortRockfill Road north of Edison to 21 term Edison Avenue (influent to LS 44) Total Central AWWTP Collection System Total 2009 Gravity Sewer Improvements

Length (ft)

Cost

2,274 $226,000 3,294 $392,000 1,289 $307,000 1,093

$130,000

728 12,428 15,269

$101,000 $1,602,000 $2,533,000

Table ES.8 Proposed 2009 Force Main Improvements (in 2004 dollars) Proposed Length Improvement Description Priority Diameter Cost (ft) (in) South AWWTP Collection System Upsize LS 23 force main Short-term 12 Colonial Boulevard Transmission Main - Discharge to 30-inch GS at 2009 24 Deleon Street/Colonial Boulevard. Upsize LS 92 force main

2009

Total South AWWTP Collection System Central AWWTP Collection System Buckingham Road Transmission Main - State Road 82/ Buckingham Short-term 8 Road Force Main

1,188

$95,000

217

$52,000

2,520 3,925

$167,000 $314,000

4,367

$231,000

Upsize LS 41 force main

Short-term

9,340

$617,000

Upsize LS 44 force main

Short-term

10,000

$792,000

Omni Boulevard Transmission Main - Omni Boulevard south of State Short-term Road 82

1,880

$199,000

City of Fort Myers Final Sanitary Sewer Master Plan Executive Summary

Malcolm Pirnie, Inc. ES-12

Improvement Description New Marion Street Force Main

Priority

Proposed Diameter (in)

Length (ft)

Cost

Short-term

14,100

$1,489,000

4359

$691,000

4367

$289,000

801 49,214 53,139

$64,000 $4,372,000 $4,686,000

New force main along SR 82 from Colonial Boulevard to Buckingham 2009 24 road (LS 7001)* New force main along Buckingham Road from the Lee County Resource 2009 10 Recovery Facility to SR 82* Upsize LS 6 force main 2009 12 Total Central AWWTP Collection System Total 2009 Force Main Improvements * Size increased for future transmission needs to the East WWTP

Table ES.9 Proposed 2024 Lift Station Improvements (in 2004 dollars)

Lift Stations

Priority

Proposed Pump Capacity (gpm)

Central AWWTP Upgrade LS 4 with a 3rd duty 2024 1,350 pump Total Central SAWWTP Collection System East AWWTP Upgrade LS at Ballard Rd and Ortiz Ave 2024 5,600 Upgrade LS 68 with higher head pumps 2024 800 Upgrade LS 112 with higher head pumps 2024 900 Upgrade LS 5040 (Forum) with larger capacity pumps 2024 680 Upgrade LS 92 with larger capacity pumps 2024 860 Total East AWWTP Collection System Total 2024 Lift Station Improvements

City of Fort Myers Final Sanitary Sewer Master Plan Executive Summary

Cost

$ 52,000 $ 52,000

$173,000 $37,000 $39,000 $33,000

$38,000 $320,000 $372,000

Malcolm Pirnie, Inc. ES-13

ES.10 Proposed 2024 Force Main Improvements (in 2004 dollars) Improvement Description

Priority

Proposed Diameter (in)

Length (ft)

Cost

Central AWWTP LS 4 Force Main

2024

Total Central AWWTP Collection System East AWWTP East AWWTP Influent Force East Main - Colonial Boulevard AWWTP 42 Extension to East AWWTP Connection Colonial Boulevard from East Treeline Avenue to Omni AWWTP 24 Boulevard Connection East Colonial Boulevard from AWWTP 30 Treeline Avenue to SR 82 Connection State Road 82 Transmission Main - State Rd 82 just east of 2024 16 Ortiz Avenue Ortiz Avenue Transmission Main - Ortiz Avenue north of 2024 24 Dr. Martin Luther King Jr. Boulevard State Road 82 Transmission Main – Ortiz Avenue to 2024 24 Colonial Boulevard Total East AWWTP Collection System Total 2024 Force Main Improvements

5,079

$ 805,000 $ 805,000

5,883

$1,631,000

4632

$734,000

5210

$1,032,000

994

$105,000

6,230

$987,000

15,379

$2,437,000

38,328

$6,926,000

43,407

$7,731,000

5,079

Recommendations The Phase I future modeling completed for this master plan included the City’s major gravity collection mains, lift stations, and force mains. The results from the model are limited to the components that were included in the model, and are limited in accuracy by the simplifying assumptions that were made to leave out the rest of the gravity collection mains and lift stations. We recommend that a more detailed Phase II model, including the rest of the system components, be completed to evaluate the rest of the City’s collection system and to provide a model of improved accuracy.

City of Fort Myers Final Sanitary Sewer Master Plan Executive Summary

Malcolm Pirnie, Inc. ES-14

We recommend the City move forward with plans to build a new treatment plant east of Interstate-75 to accommodate the growth that will occur in that area, and to assure that the flows to the City’s two existing wastewater treatment plants do not exceed their permitted capacity. Wastewater flow projections show that the City will need to have the East Wastewater Treatment Plant operational by 2009. Therefore, the City should begin planning now for the design and construction of the East AWWTP. If this plant is not constructed in adequate time, the City will have to renegotiate the interlocal agreement with the County to give the City the ability to send some of flows from the collection system that is east of Interstate-75 to the County’s Gateway Wastewater Treatment Plant. Currently the City’s interlocal agreement limits County flows based on a percentage of the plant capacity. It should be clarified in the interlocal agreement the this capacity is a maximum three-month average daily flow, rather than an average annual daily flow.

Accurate measurement of the County’s influent flows

contributing to the Central and South plants must also be conducted to ensure that the agreement is properly being upheld. This report assumes that some of the future County flows that route to the Central AWWTP be rerouted to the East Treatment facility. Figure ES.15 shows the proposed division between the Central, South and East Collection systems. If flows from the County are not diverted, additional City flows will need to be identified and diverted to avoid exceeding the Central AWWTP permit capacity in the future. Also, if County flows are not diverted, the existing 30-inch diameter Ballard Road gravity sewer will need to be upgraded to a 48-inch diameter gravity sewer, and the 16-inch diameter force main along Ortiz Avenue will not need to be increased in size to 24-inch diameter force main.

City of Fort Myers Final Sanitary Sewer Master Plan Executive Summary

Malcolm Pirnie, Inc. ES-15

Legend UDAPs Central Plant-City Central Plant-Lee County 503

South Plant-City 501

South Plant-Lee County

lm Pa

a Be

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505

502

Proposed East

506

001 018

Proposed East-Lee County 014

Fowler St

011

602 Edison Ave

008

003

Winkler Ave

004

016

017

511

Pk y

Colonial Blvd

ile

525 005

Si x

McG r

ego

r Blv

507

006

Metro Pky

Hanson St

007

Ortiz Ave

010 Veronica Shoemaker Blvd

Cleveland St

009

015

Martin Luther King, Jr. Blvd

002

South Plant

523

013

012

Central Plant

524

Michigan Ave

I-75

Gateway Plant

8,000

16,000

24,000 Feet

1 inch equals 8,000 feet

City of Fort Myers, Florida Sanitary Sewer Master Planning Services

City and County Planning Areas

December 2005 Figure ES.15

1.0 INTRODUCTION Malcolm Pirnie has prepared this Wastewater Master Plan for the City of Fort Myers to provide professional engineering services for master planning of the City’s potable water, wastewater and reclaimed water systems.

This Master Plan for the

wastewater system is based on an independent evaluation of the wastewater collection system components and provides the City with a plan to prepare for the additional demands on the system through 2024. The City of Fort Myers (City) currently treats a combined average of 13 million gallons of sewage each day from both the City and Lee County (County) residents. The City’s two domestic wastewater treatment plants have a combined capacity of 23 mgd AADF. Both the Central Advanced Wastewater Treatment Plant (CAWWTP) and the South Advanced Wastewater Treatment Plant (SAWWTP) treat wastewater from all of the City of Fort Myers and much of Lee County. The County’s wastewater enters the collection system at four separate points within the planning area and is conveyed through the system to either the Central or South AWWTP. The City of Fort Myers and Lee County share wastewater capacity at both treatment plants. The wastewater collection system consists of approximately 250 miles of gravity sewer mains, 50 miles of force mains, and 115 lift stations that convey sewage from the City and County residents to the regional wastewater treatment plants. The collection system contributing to the SAWWTP is largely a manifolded force main network, which flows to the plant.

On the other hand, the collection system contributing to the

CAWWTP is a mixture of both gravity and force main conveyance. 1.1

BACKGROUND

The CAWWTP is located at 1501 Raleigh Street and is designed to treat 11 million gallons of wastewater per day. The SAWWTP, located at 1618 South Drive, is designed to treat 12 million gallons per day. The existing Bardenpho treatment systems at both plants were installed in 1985, replacing older sewer plants at both facilities. The majority of the treated effluent from the two plants is discharged into the Caloosahatchee River. However, a portion of the Central Plant effluent is diverted to the City of Fort Myers Final Sanitary Sewer Master Plan Section 1: Introduction

Malcolm Pirnie, Inc. 1-1

Central Reclaimed Water Production Facility (CRWPF), located at the CAWWTP, and further treated to reclaimed water standards for irrigation and industrial process purposes. The CAWWTP permit allows for an 11 mgd discharge to the Caloosahatchee Estuary and a 1.51 mgd annual average daily flow capacity for the reuse system. The SAWWTP permit allows for a 12 mgd discharge to the Caloosahatchee Estuary. The previous wastewater facility permits for the Central and South AWWTPs expired on May 1, 2005 and March 21, 2005, respectively. The City is currently undergoing the permit renewal process. 1.2

PURPOSE AND SCOPE

The purpose of this project is to develop a Master Plan to be used in the near and long-term planning for changes that may be required in the future due to population growth and the continued aging of the wastewater collection and treatment components. Near-term is defined as improvements necessary within a five-year period. Near-term planning will focus on improving the operability of the existing equipment and structures within the collection system. Long-term is defined as improvements necessary within a twenty-year period. Long-term planning will focus on ultimate treatment capacities and eventual upgrade of the facilities and components of the collection system. This Master Plan will provide a guide and system improvements implementation schedule for improving the City’s wastewater system over the next 5 and 20-year planning periods. The goals and objectives of the Wastewater System Master Plan project generally include the following: ¾

Determine the influence of population growth and City expansion on the sewer infrastructure requirements;

Project sewer flows through the year 2024 based upon forecasted growth;

Identify capacity and improvement projects;

Guide decisions about the design, expansion, and maintenance of the sewer system.

rehabilitation/replacement

City of Fort Myers Final Sanitary Sewer Master Plan Section 1: Introduction

capital

Malcolm Pirnie, Inc. 1-2

A key component of this master planning effort is the development of an interactive GIS database of the City’s wastewater collection system. Malcolm Pirnie constructed a GIS database including each of the system components and a collection system model using the HydroWorks software package by compiling the following data: ¾

Wastewater metering and billing information

Elevation data

City and County GIS data

Future planned development data

Existing infrastructure CAD drawings

As-built construction drawings

Historical wastewater production data

Wastewater treatment plant pressure and flow data recorded from the supervisory control and data acquisition (SCADA) system

Pump manufacturer information

Pump station runtime data

Gravity sewer and force main roughness coefficients

The model was used to analyze existing and future constraints on the system associated with growth for 5-year and 20-year milestones. Malcolm Pirnie worked with City planning and growth staff to determine applicable criteria for future modeling scenarios, such as future wastewater growth rates, possible annexation areas, and the County’s future contribution of wastewater to the system. The City will, at a future date, procure the modeling software to allow City staff to use the model files.

City of Fort Myers Final Sanitary Sewer Master Plan Section 1: Introduction

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1.3 PREVIOUS WASTEWATER PLANNING

Previous master planning efforts were performed for the City of Fort Myers that provided the City with a substantial amount of information in regards to future production of wastewater throughout the City.

1.3.1

1988 Master Plan

The 1988 Master Plan was prepared to establish immediate needs of the sewer system and programming for system improvements and expansion of the wastewater collection system.

The present and projected wastewater flows and loads were

determined for 5, 10, 20 years, and build-out conditions. Collection system improvement programs were developed for 10 year, 20 year, and ultimate design flow phases. In addition to evaluation of the existing system, this master plan evaluated the effects of development of the East Colonial Sewer and Water Assessment District on the existing and proposed collection system and the use of the Gateway wastewater treatment facility versus an alternate new City facility. The projected maximum density build-out flow was estimated to be 44.4 mgd. Therefore, the total additional capacity required over the 20 year period was determined to be 21.4 mgd. It was estimated that the maximum expansion capacity at the South AWWTP was 12 mgd based on site and effluent discharge limitations. Expansion of the Central AWWTP was not recommended due to space limitations.

It was also

recommended that the City-owned parcel located between Ortiz Avenue and Interstate 75 be reserved for a new 10 mgd wastewater treatment facility.

In order to convey

wastewater from the East Colonial Assessment District to the South AWWTP a series of pump stations and force mains were to be constructed, as recommended. Peak day flows were estimated to be greater than twice the average flow and three times the minimum day flow during the same month. This was concluded to be a direct result of infiltration and inflow within the collection system. Recommendations were made to reduce the amount of infiltration and inflow to the sewer system. Due to the overestimation of future growth and estimated wastewater flows, few of the recommendations from the 1988 Master Plan were implemented. Table A.1 City of Fort Myers Final Sanitary Sewer Master Plan Section 1: Introduction

Malcolm Pirnie, Inc. 1-4

provided in Appendix A lists the improvements recommended in the 1988 Master Plan Report.

1.3.2

1993 Master Plan

The 1993 Sewer Master Plan Update identified and recommended means to address City sewer system deficiencies. The plan accounted for anticipated population growth and demand increases on the collection system.

Growth rates at five year

intervals were estimated, originating from the base population in 1990 through the year 2020.

Growth projections for wastewater generation were projected through the

estimated 50 year service life of the advanced wastewater treatment plants to the year 2035.

The timeframes in which projected wastewater flows would exceed plant

capacities as estimated in the 1993 Master plan are summarized below in Table 1.1.

Table 1.1: 1993 Master Plan Plant Capacity Limitations Projected Flows > Plant Capacity

CAWWTP (11 mgd Capacity)

SAWWTP (12 mgd Capacity)

Combined Plants (23 mgd Total)

Peak Month > Capacity

2029

2006

2009

Average Peak Month > Capacity

2053

2009

2014

Annual Average > Capacity

2016

2027

The projected wastewater rates indicated that the existing treatment capacity, combined for both plants, would be sufficient until approximately 2009. It was estimated that the combined 23 mgd treatment plant capacity, however, could be extended another 20 years through reduction of infiltration and inflow and redirection of flow at existing pumping stations. Upgrade of the Central and South AWWTP was estimated to increase the total combined treatment capacity to 39 mgd. Internal modifications would create an additional 4 mgd at each of the plants and construction of a parallel treatment train at the South AWWTP would provide an additional 8 mgd.

City of Fort Myers Final Sanitary Sewer Master Plan Section 1: Introduction

It was also estimated that

Malcolm Pirnie, Inc. 1-5

construction of a third wastewater treatment plant would not be required in the immediate future. A January 1993 Consent Order issued by the Florida Department of Environmental Protection cited numerous violations, most of which related to collection system overflows caused by excessive infiltration and inflow problems during heavy rain events. Immediate recommendations, also seen in previous studies, included reduction of infiltration and inflow into the collection system. Following these recommendations, the City developed a sewer main rehabilitation and replacement program correcting some of the worst cases. Since completion of the 1993 Update, the City has begun a multi-phase rehabilitation and replacement program to be entirely completed by the end of 2010. Table A.2 provided in Appendix A summarizes the improvements recommended in the 1993 Sewer Water Master Plan Update. This Master Plan served as the basis for developing this Wastewater Master Plan.

1.4

PLANNING AREA

The existing City limits and corresponding City and County areas that serve each plant, including County inflow locations, are shown in Figure 1.1. The Central AWWTP treats wastewater from Central and East Fort Myers as well as Lee County wastewater from as far away as Buckingham and Riverdale Shores. The South AWWTP receives influent flows from South and Central Fort Myers as well as Lee County wastewater from as far away as Daniels Road.

City of Fort Myers Final Sanitary Sewer Master Plan Section 1: Introduction

Malcolm Pirnie, Inc. 1-6

Legend

I-75

Sanitary Sewer Basins - Lee County Sanitary Sewer Basins - City

Mar tin

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Jr. B

lvd

Ortiz Ave.

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Pk y

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7,000

14,000

21,000 Feet

1 inch equals 7,000 feet

City of Fort Myers, Florida Sanitary Sewer Master Planning Services

December 2005

City and County Service Areas

Figure 1.1

2.0

REGULATORY FRAMEWORK

The Cityâ&#x20AC;&#x2122;s wastewater treatment facilities are regulated by numerous Federal, State, and local laws, regulations, and policies.

The collection, treatment, and

distribution of wastewater is subject to the regulatory requirements of the United States Environmental Protection Agency (USEPA), the Florida Department of Environmental Protection (FDEP), and the South Florida Water Management District (SFWMD). This section describes the Federal, State, and local policy requirements in which operating parameters and corresponding effluent limitations are regulated and monitored on a regular basis.

2.1

FEDERAL REQUIREMENTS

The EPA regulates the treatment and discharge of wastewater under the Clean Water Act (CWA). The CWA employs a variety of regulatory and non-regulatory tools to sharply reduce direct pollutant discharges into public waterways.

Water quality

standards consistent with the statutory goals of the CWA must be established by the individual States. The following discussion outlines the strategies authorized by the Clean Water Act to monitor pollutant loadings.

2.1.1

National Pollutant Discharge Elimination System

The CWA makes it illegal to discharge pollutants from a point source to the waters of the United States. Section 402 of the Clean Water Act includes the National Pollutant Discharge Elimination System (NPDES) regulatory program. The EPA, in coordination with States, the regulated community, and the public, develops, implements, and conducts oversight of the NPDES permit program based on statutory requirements contained in the Clean Water Act and regulatory requirements contained in the NPDES regulations. The NPDES permit program controls water pollution by regulating point sources that discharge pollutants into waters of the United States. NPDES permits establish specific discharge limits, monitoring and reporting requirements, and may also

City of Fort Myers Final Sanitary Sewer Master Plan Section 2: Regulatory Framework

Malcolm Pirnie, Inc. 2-1

require facilities to undertake special measures to protect the environment from harmful pollutants.

2.1.2

Total Maximum Daily Load

Development of a Total Maximum Daily Load (TMDL) requires a given water body to meet established water quality standards. TMDLs set the maximum amount of a pollutant that a water body can assimilate without causing exceedances of water quality standards. If monitoring and assessment indicate that for some uses and/or parameters, a water body or segment is not meeting the standards, the water is considered "impaired" and it is added onto the 303(d) list, contained within Section 303(d) of the CWA. Section 303(d) of the Clean Water Act requires states to submit lists of surface waters that do not meet applicable water quality standards and establish TMDLs for these waters on a prioritized schedule.

TMDLs must be submitted to the EPA for review and

approval. The EPA ultimately decides whether the TMDL submitted is sufficient. If not, the Agency must develop and promulgate what it considers to be an acceptable TMDL. As such, development of a TMDL is an important step toward restoring waters to their designated uses.

2.1.3

Biosolids

As required by the Clean Water Act, the EPA developed a new regulation to protect human health and the environment from pollutants present in sewage sludge biosolids. This regulation is The Standards for the Use or Disposal of Sewage Sludge, also known as Title 40 of the Code of Federal Regulations (CFR), Part 503. The Part 503 rule establishes requirements for the final use or disposal of biosolids when (1) applied to land to condition the soil or fertilize vegetation, (2) placed on a surface disposal site for final disposal, or (3) fired in a biosolids incinerator. For each of the regulated use or disposal practices, a Part 503 standard includes general requirements, pollutant limits, management practices, operational standards, and requirements for the frequency of monitoring, record keeping, and reporting, as shown in Figure 2.1.

City of Fort Myers Final Sanitary Sewer Master Plan Section 2: Regulatory Framework

Malcolm Pirnie, Inc. 2-2

Figure 2.1: Requirements of the CFR, Part 503 Rule General Requirements Reporting

Recordkeeping

Pollutant Limits

Biosolids

Frequency of Monitoring Management Practices

2.1.4

Operational Standards

Total Pathogen and Hydrocarbons Vector Attraction or Carbon Reduction Monoxide (Land Application (Incineration and Surface Only) Disposal)

Capacity, Management, Operation and Maintenance (CMOM)

Properly designed, operated, and maintained sanitary sewer systems are meant to collect and transport all of the sewage that flows into them to a publicly owned treatment works. However, occasional unintentional discharges of raw sewage from municipal sanitary sewers may occur. These types of discharges are known as sanitary sewer overflows (SSOs). SSOs have a variety of causes, including but not limited to infiltration and inflow, undersized piping, system deterioration, and improper system operation and maintenance. The proposed CMOM rule is currently undergoing the EPA review process and although there will be various changes in the final rule, the general intent is expected to remain the same. As currently proposed in the CMOM rules, all sanitary sewer collection systems will be required to have their own NPDES permit. The EPA plans to establish three standard permit conditions that will be included as part of NPDES permits for publicly owned treatment works and municipal sanitary sewer collection systems. The EPA has proposed to clarify and expand permit regulations that are already in force under the Clean Water Act. The proposed standard permit conditions are the following: 他

Address capacity, management, operation, and maintenance requirements for municipal sanitary sewer collection systems (proposed 40 CFR 122.42(e)).

City of Fort Myers Final Sanitary Sewer Master Plan Section 2: Regulatory Framework

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¾ ¾

Prohibit discharges to waters of the United States that occur before the discharge reaches a treatment facility (proposed 40 CFR 122.42(f)). Establish requirements for reporting, public notification, and record keeping for discharges from municipal sanitary sewer system (proposed 40 CFR 122.42(g)).

These proposed standard permit rules are based on the Clean Water Act, sections 304(i), 308, and 402(a).

2.2

STATE REQUIREMENTS

The State requirements include, but are not limited to, the following sections of the Florida Administrative Code (FAC). ¾ ¾ ¾ ¾ ¾

Chapter 62-302 Surface Water Quality Standards Chapter 62-600 Domestic Wastewater Facilities Chapter 62-601 Domestic Wastewater Treatment Plant Monitoring Chapter 62-604 Collection Systems and Transmission Facilities Chapter 62-610 Reuse of Reclaimed Water and Land Application

The following Section outlines the various State requirements as they apply to the supply, treatment, and distribution of domestic wastewater.

2.2.1

Regulatory Requirements

The Federal Clean Water Act provides the statutory basis for the state water quality standards program. The regulatory requirements are published in 40 CFR 131. The individual states are responsible, however, for reviewing, establishing, and revising the water quality standards. In FAC Chapter 62-302 the FDEP provides water quality standards for water bodies in each of five classes that are defined by their respective designated uses. The Class designations are as follows: ¾ ¾ ¾ ¾ ¾

Class I waters - Potable Water Supplies Class II waters - Shellfish Propagation or Harvesting Class III waters – Recreation, Propagation and Maintenance of a Healthy, Well-Balanced Population of Fish and Wildlife Class IV waters - Agricultural Water Supplies Class V waters - Navigation, Utility and Industrial Use

City of Fort Myers Final Sanitary Sewer Master Plan Section 2: Regulatory Framework

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Both the Central and South AWWTPs discharge their treated effluent to the Caloosahatchee River, which is a Class III marine water body. The effluent parameters applicable to Class III marine waters and their corresponding reporting limitation and monitoring frequencies are shown in Table 2.1. FAC Chapter 62-302.530 contains the specific, not to exceed, numeric surface water quality criteria and compliance with these parameters is regulated through the monitoring schedule shown below.

Table 2.1 Surface Water Criteria for Discharge into Class III Waters

mg/L

Reporting Limitations Monthly Avg.

Monitoring Frequency 5 days/wk

Total Suspended Solids (TSS)

mg/L

Monthly Avg.

5 days/wk

Ammonia, Unionized

mg/L

Single Sample

Annually

Silver, Total Recoverable

mg/L

Single Sample

Annually

Oil and Grease, Total Recoverable

mg/L

Single Sample

Annually

Arsenic, Total Recoverable

mg/L

Single Sample

Annually

ppt

Single Sample

Annually

Iron, Total Recoverable

mg/L

Single Sample

Annually

Aluminum, Total Recoverable

mg/L

Single Sample

Annually

Antimony, Total Recoverable

mg/L

Single Sample

Annually

Mercury, Total Recoverable

mg/L

Single Sample

Annually

Chromium, Hexavalent, Total Recoverable

mg/L

Single Sample

Annually

Copper, Total Recoverable

mg/L

Single Sample

Annually

Lead, Total Recoverable

mg/L

Single Sample

Annually

Nickel, Total Recoverable

mg/L

Single Sample

Annually

Zinc, Total Recoverable

mg/L

Single Sample

Annually

Detergents

mg/L

Single Sample

Annually

Parameter

Units

Chlorides, Total Recoverable

mg/L

Reporting Limitations Single Sample

Monitoring Frequency Annually

Fluorides, Total Recoverable

mg/L

Single Sample

Annually

#/100 mL

Single Sample

Annually

#/100 mL

Single Sample

Annually

Parameter

Units

CBOD5

Salinity

Bacteriological Quality (Fecal Coliform Bacteria) Bacteriological Quality (Total Coliform Bacteria)

City of Fort Myers Final Sanitary Sewer Master Plan Section 2: Regulatory Framework

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Parameter

Units

Chlorodibromomethane Dichlorobromomethane Chloroform

mg/L mg/L mg/L

Specific Conductance

Micro-mhos/cm

Reporting Limitations Annual Avg. Annual Avg. Annual Avg. Effluent / Surface Water Samples

Monitoring Frequency Annually Annually Annually Annually

FAC Chapter 62-600 contains design, operation, and compliance requirements for all domestic wastewater facilities. Treatment levels, disinfection requirements, and pH requirements also are contained.

Table 2.2 summarizes the requirements of FAC

Chapter 62-600.

Table 2.2 FAC Chapter 62-600, Requirements for Domestic Wastewater Facilities Standard

Parameter

Requirement

Secondary Treatment (surface water disposal to Class III waters)

CBOD5

20 mg/l

TSS

20 mg/l

Secondary Treatment (surface water disposal via ocean outfall)

CBOD5

30 mg/l

TSS

30 mg/l

Basic

0.5 mg/L

Single Sample: Fecal ≤ 800 per 100 mL of sample

High Level

1.0 mg/L

Single Sample: TSS ≤ 5 mg/L (prior to disinfection) Fecal ≤ 25 per 100 mL of sample

Intermediate

1.0 mg/L

Single Sample: Fecal ≤ 86 per 100 mL of sample

Low Level

6 – 8.5

Disinfection (after 15 min. contact time, at peak hourly flow rate)

Notes or 90% removal

or 85% removal

Single Sample: Fecal ≤ 2400 per 100 mL of sample After disinfection

In accordance with Chapter 62-600.405 FAC, wastewater facilities must “provide for the timely planning, design, and construction of wastewater facilities necessary to provide proper treatment and reuse or disposal of domestic wastewater and management of domestic wastewater residuals.” Below is a schedule of regulatory requirements for documentation of timely planning, design, and construction of needed expansions. When City of Fort Myers Final Sanitary Sewer Master Plan Section 2: Regulatory Framework

Malcolm Pirnie, Inc. 2-6

it is estimated that the plant’s permitted capacity will be equaled or exceeded within the noted timeframes, the following tasks must be completed. ¾ ¾ ¾

Next five years: Planning and preliminary design of necessary expansion must be initiated. Next four years: Drawings and specifications for the necessary expansion must be prepared. Next three years: Complete construction permit application must be submitted to FDEP within 30 days of submittal of a capacity analysis report. Next six months: Application for an operation permit must be submitted to FDEP for the expansion.

Chapter 62-601 of the FAC establishes the minimum requirements for monitoring of domestic wastewater facilities. Monitoring of various effluent wastewater parameters must be conducted according to the specified frequencies. This Chapter ensures that domestic wastewater facilities conduct required monitoring, maintain accurate records, and submit required reports in accordance with the monitoring schedule. Table 2.3 summarizes the minimum schedule required for sampling and testing of wastewater treatment plant effluent.

Table 2.3 Monitoring Schedule for Wastewater Treatment Plant Effluent from FAC 62-601 Parameter

Monitoring Frequency

Flow

Continuous

Dissolved Oxygen

7 days/wk

Suspended Solids

5 days/wk

CBOD5

5 days/wk

Nutrients

5 days/wk

Total Residual Chlorine (disinfection)

Continuous

Total Residual Chlorine (dechlorination)

7 days/wk

Fecal Coliform

5 days/wk

City of Fort Myers Final Sanitary Sewer Master Plan Section 2: Regulatory Framework

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The purpose of Chapter 62-604 of the FAC is to provide minimum design and operation and maintenance standards for domestic wastewater collection and transmission systems. One of the many standards within this Chapter requires that all collection and transmission systems be located no closer than 100 feet from a public drinking water supply well and no closer than 75 feet from a private drinking water supply well. In addition, sewers and force mains must be constructed at least ten feet (outside to outside) horizontally from water mains and at least three feet (outside to outside) horizontally from any existing or proposed reclaimed water line.

Smaller

horizontal separation distances for sewers may be approved if one of the following conditions is met: The crown of the sewer is installed at least 18 inches below the invert of the potable water line. The sewer is encased in watertight carrier pipe or concrete. Both the sewer and the water main are constructed of slip-on or mechanical joint pipe complying with public water supply design standards and pressure tested to 150 psi to assure water tightness.

他他他

FAC Chapter 62-640 also requires that all sewer pipes cross underneath water mains. For sewer and water pipe crossings, the crossing must be arranged so that the sewer pipe joints are equidistant and as far as possible from the water main joints.

2.2.2

Effluent Disposal and Reuse Requirements

Both the CAWWTP and the SAWWTP currently discharge the majority of their effluent to the Caloosahatchee River, a Class III water body. The Central RWPF, located at the CAWWTP, also produces reclaimed water for distribution into the reuse system. Table 2.4 provides a summary of the permitted effluent discharge locations and the corresponding permitted capacities. Table 2.4: Permitted Discharge Locations and Capacities Permitted Capacity

Discharge Location Surface Water Reclaimed Water

Central AWWTP

South AWWTP

11 mgd AADF

12 mgd AADF

1.51 mgd AADF 2.0 mgd Max Month

City of Fort Myers Final Sanitary Sewer Master Plan Section 2: Regulatory Framework

Malcolm Pirnie, Inc. 2-8

Both the Central and South wastewater treatment plants provide advanced wastewater treatment (AWT). Treatment to AWT standards is required to reduce the total nitrogen and phosphorus concentrations regulated for surface water discharge. Table 2.5 outlines the NPDES permit requirements for both the Central and South AWWTPs for surface water discharge. Discharges to surface water must meet water quality requirements set forth in each facilityâ&#x20AC;&#x2122;s NPDES operating permit, issued by the FDEP. The operating permits for the facilities are issued for 5-year terms and must be renewed upon their expiration. Table 2.5 Existing Effluent Quality Permit Requirements for Surface Water Discharge Central AWWTP and South AWWTP

mgd

Annual Average -

Monthly Average 11.0

Weekly Average -

Daily Average -

Single Sample -

Monitoring Frequency Continuous

CBOD5

mg/L

5 days/wk

Suspended Solids

mg/L

5 days/wk

Total Nitrogen

mg/L

4.5

5 days/wk

Total Phosphorus

mg/L

0.5

0.75

1.0

5 days/wk

Total Residual Chlorine

mg/L

0.01

Daily

Dissolved Oxygen

mg/L

5.0

4.0

Daily

pH unit

6.5 to 8.5

Continuous

800

5 days/wk

Parameter

Unit

Flow

pH Fecal Coliform Whole Effluent Toxicity

#/100 mL

200

Monthly 90 percentile = 400 Monitoring and reporting requirement.

The FDEP is responsible for the development and maintenance of rules governing water reuse activity within the state. All reuse and land application systems must be operated and maintained in accordance with FAC Chapter 62-610. Within this document, guidelines are provided to ensure the level of treatment required for specific uses of reclaimed water, the required reclaimed water monitoring equipment, and the criteria for land application systems. Wastewater reuse permits, developed and monitored by the FDEP, specify the quantity and quality of effluent to be used as reclaimed water. Table 2.6 outlines the reclaimed water quality requirements for the Central AWWTF.

City of Fort Myers Final Sanitary Sewer Master Plan Section 2: Regulatory Framework

Malcolm Pirnie, Inc. 2-9

Table 2.6 Existing Effluent Quality Permit Requirements for Reuse and Land Application for the Central AWWTF Central AWWTF

mgd

Annual Average 1.51

Monthly Average 2.0

Weekly Average -

Single Sample -

Monitoring Frequency Continuous

CBOD5

mg/L

5 days/wk

Suspended Solids

mg/L

Daily

Total Residual Chlorine

mg/L

1.0

Continuous

pH unit

6.5 to 8.5

Continuous

Parameter

Unit

Flow

pH Fecal Coliform

75 % of values below the detection limit.

Daily

Monitoring requirement only.

Continuous

Giardia

Monitoring and recording requirements only.

Biannual

Cryptosporidium

Monitoring and recording requirements only.

Biannual

Turbidity

2.2.3

Aquifer Protection Requirements

There is no single set of Federal or State laws that represent a comprehensive approach to aquifer protection within Florida. Rather, numerous laws contain a variety of components which are applicable to the protection of ground water resources. The EPA adopted a Groundwater Protection Strategy in 1984 and later updated it in 1991 to give priority to protecting aquifers that are presently used as drinking water supplies or are linked hydraulically to these type of systems. Through the Safe Drinking Water Act, the Resource Conservation and Recovery Act, the Clean Water Act, and the Comprehensive Environmental Response, Compensations and Liability Act, the EPA ensures protection of the nationâ&#x20AC;&#x2122;s groundwater resources. The State of Florida, through the FDEP, the Department of Health and Rehabilitative Services (DHRS), the Department of Agriculture and Consumer Services (FDACS), and the Water Management Districts (WMDs) has enacted a series of administrative rules directed toward aquifer protection. The FDEP has promulgated a number of different regulations under Title 62 of the Florida Administrative Code (FAC), which function to regulate several types of activities with potential impacts on ground water. Rules of the WMDs are codified in various chapters of Title 40 of the FAC.

City of Fort Myers Final Sanitary Sewer Master Plan Section 2: Regulatory Framework

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2.2.4

Effluent Limitations and Monitoring Requirements

Discharge Monitoring Reports (DMR) must be submitted on a monthly basis and shall include monitoring of those parameters identified in the facilityâ&#x20AC;&#x2122;s NPDES Wastewater Facility Permit. Routine monitoring data from the DMR provides the DEP with a large and reliable source of effluent monitoring data.

The DEP uses this

monitoring data, in conjunction with its inspection activities, to ensure that the facilities are meeting discharge limitations and are operating in accordance with their permit requirements. A copy of the Central AWWTP December 2003 DMR, the most recent DMR available, is attached in Appendix B. The permit for the Central AWWTP authorizes discharge of plant effluent into the Caloosahatchee River and into the Cityâ&#x20AC;&#x2122;s Reuse System, while the South AWWTP permit authorizes discharge to the Caloosahatchee River. Such discharges are limited and shall be monitored and reported to the FDEP on the DMR. The effluent limits and monitoring frequency requirements for surface water discharge and reclaimed water are shown in Table 2.7 and Table 2.8, respectively.

Table 2.7 Basis for Surface Water Discharge Effluent Limits and Monitoring Requirements Parameter

Basis

Limit

Unit

Monitoring Frequency

Flow

Monthly Average Annual Average Max Monthly Average Max. Weekly Average Max. Single Sample Max. Annual Average Max Monthly Average Max. Weekly Average Max. Single Sample Max. Minimum and Maximum Annual Average Monthly Geo. Mean 90th Percentile Single Sample Max.

Report 20 25 40 60 20 30 45 60 6.5 to 8.5 200 200 400 800

mgd

Continuous

mg/L

5 days/week

mg/L

5 days/week

s.u.

Continuous

#/100 mL

5 days/week

CBOD5

Total Suspended Solids (TSS) pH Fecal Coliform

City of Fort Myers Final Sanitary Sewer Master Plan Section 2: Regulatory Framework

Rationale 62-600.400(3)(b) FAC 62-600.420(1)(a) FAC 62-620.625(5) FAC 62-620.625(5) FAC 62-600.740(1)(b)1.d FAC 62-600.420(1)(a) FAC 62-600.740(1)(b)1.b FAC 62-600.740(1)(b)1.c FAC 62-600.740(1)(b)1.d FAC 62-302.530(52) 62-600.440(4)(c)1. FAC 62-600.440(4)(c)2. FAC 62-600.440(4)(c)3. FAC 62-600.440(4)(c)4. FAC

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Basis

Limit

Unit

Monitoring Frequency

Minimum

0.5

mg/L

Continuous

62-600.440(4)(b) FAC

Single Sample Max.

0.01

mg/L

Daily

62-600.440(2) FAC & 62-302.530(19) FAC

Annual Average Monthly Average

3.0 3.0

Weekly Average

4.5

Single Sample Max.

6.0

Annual Average Monthly Average

0.5 0.5

Weekly Average

0.75

Single Sample Max.

1.0

Dissolved Oxygen

Single Sample Max. & Min. Average Day

Whole Effluent Toxicity

Single Sample Min.

Parameter Total Chlorine Residual for Disinfection Total Chlorine Residual for Dechlorination

Total Nitrogen

Total Phosphorus

Parameter

62-620.620(2)(d)2. FAC 62-650 FAC 62-620.620(2)(d)2, 62-600.740(1)(b)2.c FAC 62-620.620(2)(d)2, 62-600.740(1)(b)2.d FAC 62-620.620(2)(d)2 62-650 FAC 62-620.620(2)(d)2, 62-600.740(1)(b)2.c FAC 62-620.620(2)(d)2, 62-600.740(1)(b)2.d FAC

mg/L

5 days/week

mg/L

5 days/week

4.0 & 5.0

mg/L

Daily

62-302.530(31) FAC

100

Semi-annual

62-302.200(1), 62-302.500(1)(a)4., & 62-4.244(3)(a) FAC

Table 2.8 Basis for Reclaimed Water Effluent Limits and Monitoring Requirements Monitoring Basis Limit Unit Frequency Annual Average

Flow

Rationale

62-600.400(3)(b) FAC Report

mgd

Continuous

mg/L

5 days/week

Monthly Average Annual Average Max

Monthly Average Max.

CBOD5

Total Suspended Solids (TSS)

Rationale

62-600.440(5)(a), (b), (c), & (f) FAC 62-610.460 & 62-600.740(1)(b)1.a. FAC 62-600.740(1)(b)1.b FAC

Weekly Average Max.

62-600.740(1)(b)1.c FAC

Single Sample Max.

62-600.740(1)(b)1.d FAC

Single Sample Max.

5.0

City of Fort Myers Final Sanitary Sewer Master Plan Section 2: Regulatory Framework

mg/L

Daily

62-610.460(1) & 62-600.440(5)(f)3. FAC

Malcolm Pirnie, Inc. 2-12

Parameter

Basis

Limit

Unit

Monitoring Frequency

Minimum and Maximum

6.5 to 8.5

s.u.

Continuous

75th Percentile

Non-det. #/100 mL

Daily

Fecal Coliform

Rationale 62-600.445 FAC 62-600.440(5)(f)1. FAC 62-610.460 & 62-600.440(5)(f)2. FAC

Single Sample Max.

Total Chlorine Residual for Disinfection

Minimum

1.0

mg/L

Continuous

62-600.440(5)(b) FAC, 62-610.460(2), & 62-610.463(2) FAC

Turbidity

Maximum

NTU

Continuous

62-610.463(2) FAC

Giardia

Maximum

Report

Biannually

62-610.463(4)(a)1. FAC

Cryptosporidium

Maximum

Report

Biannually

62-610.463(4)(a)1. FAC

2.3

CITY OF FORT MYERS REQUIREMENTS 2.3.1

Code of Ordinances

The City of Fort Myers Code, Chapter 26: Public Facilities provides several guidelines that pertain to the sanitary sewer system and its operation. Article 3: Sanitary Sewer System, states the procedures and requirements for obtaining connection to the City sewer service. Chapter 26; Article 3 of the Cityâ&#x20AC;&#x2122;s Code is attached in Appendix C. A connection fee shall be payable to the City for connection, representing the estimated capital cost of the system capacity utilized by the new connection. The capital cost of the sewer system's capacity is calculated per equivalent residential connection (ERC), which is defined as an average flow of 250 gallons per day. In addition to the connection fee, a sewer impact fee shall be charged to pay for future capacity to meet the needs of the citizens for water and sewer improvements. This residential impact fee, however, has been waived until September 2011. Table 2.9 shows the ERC equivalents used to calculate the impact fee for various residential dwelling classes.

The impact fee for residential units is calculated by multiplying the ERC

equivalent by the sum of treatment and transmission capital costs. The impact fee for commercial/industrial use is assessed by multiplying meter capacity ratio by the sum of City of Fort Myers Final Sanitary Sewer Master Plan Section 2: Regulatory Framework

Malcolm Pirnie, Inc. 2-13

treatment and transmission capital costs. Table 2.10 shows the various meter capacity ratios used for calculation of commercial/industrial impact fees. Table 2.9 Residential Class ERC Equivalents Residential Class ERC Equivalent Single-family

1.0

Duplex, triplex, townhouse and apartment Mobile home

0.857 0.714

Nursing units Adult living – Non-nursing units

0.440 0.486

Table 2.10 Meter Capacities for Commercial/Industrial Class Meter Size (inches)

Meter Capacity (gpm)

Meter Capacity Ratio (to 3/4"× 5/8" meter)

3/4 x 5/8 1 1-1/2 2 3 4 6 8

15 40 80 120 250 350 700 1,200

1.00 2.67 5.33 8.00 16.67 23.33 46.67 80.00

The City of Fort Myers Code, Chapter 18: Utilities, Article 4: Sewers contains a uniform schedule of charges for the use of the municipal sanitary sewerage system by each dwelling unit, business establishment, public building, or other type of facility producing sewage. Chapter 18: Article 4 of the City’s Code is attached in Appendix C. The rates and charges for such sewer service to each building or premises shall be computed and billed monthly as determined by the readings of the water meters supplying water thereto, as shown in Table 2.11.

City of Fort Myers Final Sanitary Sewer Master Plan Section 2: Regulatory Framework

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Measurement

Table 2.11 Monthly Sewer Service Rates Monthly Rates Usage Range effective (gal) 10/1/03

Meter size: 5/8 Ă&#x2014; 3/4 inch 1.0 inch 1.5 inch 2 inch 3 inch 4 inch 6 inch 8 inch 10 inch

7.32 18.28 36.57 58.53 117.03 182.87 365.72 585.16 914.32

Monthly Rates effective 10/1/04 8.45 21.09 42.20 67.54 135.05 211.02 422.02 675.25 1,055.08

Volume charge: For each 1,000 gallons or any part thereof per month Single family residential (maximum 68.55 volume charge) Residential and Non-residential 0 to 5,000 6.68 Non-residential only > 5,000 8.09 Residential only > 5,000 7.03

City of Fort Myers Final Sanitary Sewer Master Plan Section 2: Regulatory Framework

79.10 7.71 9.34 8.11

Malcolm Pirnie, Inc. 2-15

3.0 FORT MYERS WASTEWATER SYSTEM The City of Fort Myers Wastewater Treatment Division consists of two regional wastewater treatment facilities. The Central plant is rated for 11 mgd, while the South plant has a capacity of 12 mgd. This section describes the City’s existing wastewater treatment plants, their respective collection system characteristics, and the County interconnections that contribute to the City’s wastewater system.

3.1 WASTEWATER TREATMENT FACILITIES

The City’s two treatment facilities process wastewater from all of the City of Fort Myers and much of Lee County. Figure 3.1 illustrates the general location of both the South and Central advanced wastewater treatment facilities and the extent of the collection system for both plants.

3.1.1

General

The CAWWTP has eleven operators, while the SAWWTP has twelve, over a total of three shift periods, allowing for operation of the plant 24 hours per day, seven days per week. In addition to the treatment operators, each plant has necessary staff to assist with the maintenance of the facility. The Organization Chart in Figure 3.2 shows the staffing allocation at the Central and South treatment plants. Figure 3.2 Organization Chart for Central and South AWWTPs

CAWWTP staff SAWWTP staff

City of Fort Myers Final Sanitary Sewer Master Plan Section 3: Fort Myers Wastewater System

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Legend Sanitary Sewer Basins - Lee County Sanitary Sewer Basins - City

I-75

Central AWWTP

Mar tin

South AWWTP

e Av

er K

ing,

Jr. B

lvd

Ortiz Ave.

l er i nk W

L u th

Six M

ile P

Me t

Pk y

Colonial Blvd

7,000

14,000

21,000 Feet

1 inch equals 7,000 feet

City of Fort Myers, Florida Sanitary Sewer Master Planning Services

December 2005

Wastewater Treatment Facilities Locations

Figure 3.1

3.1.2

Treatment Capacity

The combined treatment capacity for both the Central and South AWWTPs is currently 23 mgd. Based on plant operating data from 1997 through May of 2003, the annual average influent flows measured at the CAWWTP and SAWWTP were approximately 6.6 mgd and 6.9 mgd, respectively.

3.1.3

Treatment Process

The treatment processes at both the Central and South wastewater treatment plants are similar in nature, both being primarily biological processes with limited chemical addition. The treatment train consists of the following: influent screening, grit removal, five-stage Bardenpho biological process (anaerobic, first anoxic, aeration, second anoxic, and reaeration zones), secondary clarification, chemical feed, chlorination, and dechlorination for discharge to surface water.

South Wastewater Plant Raw wastewater enters the plant headworks, where screening and grit removal take place. The air stream from the headworks, highly concentrated with hydrogen sulfide, is routed to the biocube odor control system, which removes odors through the use of naturally occurring microbes. The biocube system is Figure 3.3 Biocube Odor Control System at the South AWWTP

shown in Figure 3.3. Following screenings and grit removal, the

mixed liquor travels through a 3.25 million gallon aeration tank, where nutrient removal takes place using the Bardenpho process.

The Bardenpho process consists of a

fermentation zone (under anaerobic conditions) followed by a four-stage complete mix activated sludge process. In this system nitrification and denitrification occur in a singe vessel with alternating anoxic and aerobic zones.

Figure 3.4 provides a process

schematic of the Bardenpho treatment process.

City of Fort Myers Final Sanitary Sewer Master Plan Section 3: Fort Myers Wastewater System

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Figure 3.4 Five-Stage Bardenpho Treatment Process Schematic

Secondary Clarifier

Following biological treatment, aluminum sulfate (AlSO3) is added to allow for the precipitation of phosphorus in the clarifiers. A picture of one of the four clarifiers at the SAWWTP is shown in Figure 3.5. The solids settled within the clarifiers are either returned to the process or dewatered and disposed of through land application. The wastewater effluent is disinfected onsite with chlorine gas.

Figure 3.5 Final Clarifier at the SAWWTP

Dechlorination of the effluent occurs

through the addition of sodium bisulfite prior to discharge to the Caloosahatchee River. The solids removed from the process are treated in aerobic digesters, dewatered using belt filter presses, and land applied as fertilizer.

Central Wastewater Plant Raw wastewater enters

Figure 3.6 Aeration Tank at the CAWWTP

the headworks of the Central plant, where influent bar screens and

grit

housed.

removal

units

are

To eliminate odors

within the headworks, air flow is piped through a wet scrubber process. Following screenings and grit removal, the mixed liquor travels to a 2.5 million gallon aeration tank, shown in Figure 3.6, where nutrient removal takes place using the five-stage Bardenpho process (as depicted in Figure 3.4). Next, the removal of phosphorus is performed through the addition of aluminum sulfate (AlSO3). The solids are then settled within the clarifiers and are either returned to City of Fort Myers Final Sanitary Sewer Master Plan Section 3: Fort Myers Wastewater System

Malcolm Pirnie, Inc. 3-3

the process or dewatered and disposed of through land application. The wastewater effluent from the clarifiers is then disinfected and either flows by gravity to the surface water discharge location or is sent to the on-site Reclaimed Water Production Facility (RWPF).

The solids removed from the process are treated in aerobic digesters,

dewatered using belt filter presses, and land applied as fertilizer. The effluent sent to the RWPF undergoes tertiary filtration and chlorination to reclaimed water standards.

Figure 3.7 Reclaimed Storage Tank at CAWWTP

Monitoring of the pH, turbidity, and residual chlorine levels is conducted continuously. Effluent not in compliance with the regulated levels for those parameters is sent back to the filter influent.

A 1.0 MG storage tank provides onsite storage of

reclaimed water. Figure 3.7 shows the reclaimed storage tank and the necessary distribution piping.

3.2

WASTEWATER COLLECTION SYSTEM

The wastewater collection system includes piping that dates back to the early 1900â&#x20AC;&#x2122;s.

The piping network supports homes, businesses, and commercial facilities

throughout the collection system. Most of the older piping is either vitrified clay pipe, cast iron, ductile iron or concrete pipe. The newer pipe is mainly polyvinyl chloride (PVC) pipe and sewer resistant lined ductile iron pipe. The Cityâ&#x20AC;&#x2122;s collection system is made up of a combination of both gravity and pressurized sewer pipes. Generally speaking, the majority of the collection system piping for the South AWWTP consists of force mains and the majority of the Central AWWTP consists of gravity sewers. Table 3.1 provides a summary of the lengths of gravity sewer and force main piping for the various pipe diameters found in the collection system, as reported in the 1993 Master Plan (Pitman-Hartenstein & Assoc.). Figure 3.8 illustrates the force main and gravity sewer network through which wastewater flows to the South and Central treatment plants.

City of Fort Myers Final Sanitary Sewer Master Plan Section 3: Fort Myers Wastewater System

Malcolm Pirnie, Inc. 3-4

Legend Central Plant

Tice St

South Plant

Gravity Sewers Service Area Central South

Force Mains Service Area Central South h Mic i ga I-7

Oritz Ave

ve nA

Martin Luther King Blvd

Buckingham Rd

Linhart Ave Hanson St

Le o

Hill Ave

i on ol C

e Av

B al

d lv

Sk y

le P

Metro Pky

McG r

ego

r Blv

Palm Ave

l er i nk W

City of Fort Myers, Florida

4,000

8,000

12,000 Feet

1 inch equals 4,000 feet

Maple Dr

Sanitary Sewer Master Planning Services

December 2005

Gravity Sewer and Force Main Network

Figure 3.8

Table 3.1: Summary of Existing Gravity and Force Main Piping Pipe Diameter (in) 2 3 4 6 8 10 12 14 15 16 18 20 21 24 27 30 33 Total

Gravity Sewer Pipe Length (ft) 5,266 22,072 430,530 114,888 50,296 906 19,456 133 13,393 5,371 19,112 2,275 4,529 688,227

Force Main Pipe Length (ft) 1,335 8,846 23,747 40,709 28,962 19,223 16,837 14,845 84 26,767 4,606 1,949 24,236 4,834 216,980

Within the collection system, lift stations and pump stations assist in collecting and pumping wastewater from one low lying area into an adjacent area, for eventual transport to either the South or Central plant. Throughout this Master Plan, both lift and pump stations will be referred to as lift stations. The City currently maintains 115 wastewater lift stations. Table 3.2 provides the various capacity ranges for the individual lift stations. These capacity ranges are based on the rated capacity assigned by the pump manufacturer, but do not necessarily reflect the true operating conditions, based on varying system head conditions.

Figure 3.9 illustrates the lift station conveyance

network. The lift station numbering correlates to the installation date, therefore the lower numbered lift stations are older than the higher numbered stations.

City of Fort Myers Final Sanitary Sewer Master Plan Section 3: Fort Myers Wastewater System

Malcolm Pirnie, Inc. 3-5

11 37 12

Legend

Tice St

Central Plant South Plant

Private LS Orange Grove Tr. Park36

Lift Stations

Central South

43 89

51 14 4

Unknown Ballard Rd LS

18 31

62 Martin Luther King Blvd

69 Unknown

Oritz Ave

80 8

Unknown

78 77

Buckingham Rd

Linhart Ave

45 50

Hanson St

10 25

I - 75

38 73

1 21

56 58

Hill Ave

24 d r Blv ego

16 40 Unknown 48

87 53 Unknown

98 27

68 l er i nk W

83 67

i on ol C

B al

114 106

d lv

112

107

113

Private Lift Station 93

33 Unknown 66 Unknown Unknown 47

Unknown61 63

94 le P

e Av

Sk y

McG r

54 34 Palm Ave

Metro Pky

Le o

104

4,000

8,000

12,000 Feet

City of Fort Myers, Florida

100 Maple Dr

1 inch equals 4,000 feet

Sanitary Sewer Master Planning Services

December 2005

Wastewater Lift Stations

Figure 3.9

Table 3.2: Summary of Lift Station Capacities Lift Station Capacities (gpm) >3000 2000 – 3000 1000 – 2000 500 – 1000 450 – 500 400 - 450 350 - 400 300 - 350 200 - 300 100 - 200 0 - 100 Unknown

No. of Lift Stations 1 2 7 14 9 9 6 5 19 15 11 17

The City is currently completing a phased sewer main rehabilitation and replacement program addressing aging water and wastewater system components. Figure 3.10 shows the City’s repair and replacement scheduled Phases. Several areas have already been rehabilitated, and all work should be completed by the end of 2010. The City estimates that approximately 40-percent of the lift stations have also been rehabilitated to date.

3.3

CITY AND COUNTY SEWER SYSTEM INTERCONNECTIONS

The City’s collection system is currently interconnected with the Lee County collection system at four locations listed in Table 3.3 and shown in Figure 3.11. Two of the interconnect locations contribute County flow to the CAWWTP, while the other two contribute raw County wastewater to the SAWWTP.

The County inflow points

contributing to the SAWWTP are shown as one input location, just upstream of the plant, due to their close proximity to one another. County wastewater enters the collection system at the Ballard Road Pump Station and is conveyed through the County’s 30-inch force main to the CAWWTP. Also contributing to the influent flow at the CAWWTP is wastewater from an 8-inch County force main that discharges into a 24-inch City gravity sewer at the Palm Avenue and Canal Street intersection. The third and fourth interconnection points, contributing flow City of Fort Myers Final Sanitary Sewer Master Plan Section 3: Fort Myers Wastewater System

Malcolm Pirnie, Inc. 3-6

Legend Central Plant

Ballard Road Force Main

South Plant

I-75

Sanitary Sewer Basins - Lee County Sanitary Sewer Basins - City

Palm Avenue and Canal Street Connection

Mar tin

e Av

er K

ing,

Jr. B

lvd

Ortiz Ave.

l er i nk W

L u th

ile P Six M

South AWWTP - Combination of 2 Inflow Points

Me t

Pk y

Colonial Blvd

7,000

14,000

21,000 Feet

1 inch equals 7,000 feet

City of Fort Myers, Florida Sanitary Sewer Master Planning Services

December 2005

County Interconnection Locations

Figure 3.11

to the SAWWTP, are located just west and south of the SAWWTP. A 30-inch County force main discharges into the City’s 48-inch gravity sewer from the south, and a 36-inch County gravity sewer discharges into the City’s system from the west. Table 3.3 Interconnection Locations with the Lee County Collection System Location

Pipe Diameter (in)

Interconnection Type

Ballard Road Pump Station

Pump Station/Force main to CAWWTP

Palm Avenue & Canal Street

Force main to CAWWTP

Red Cedar Drive

Force main to SAWWTP

Summerlin Road & Matthew Drive

Gravity sewer to SAWWTP

The quantity of wastewater generated by City residents versus that generated by County residents is unknown. Unfortunately, there is no means to accurately measure the City’s or County’s contribution of wastewater flow into each treatment plant, since the flows are combined at various points within the collection system.

Due to this

uncertainty, the City bills the County for its contribution of wastewater flow in an amount determined from water use records. The City of Fort Myers and Lee County abide by an interlocal agreement in which wastewater capacity at both the Central and South AWWTP are divided between the two entities. The percent allocations are based on the three-month rolling average daily flow (TMRADF) plant capacities of 11 mgd at the Central plant and 12 mgd at the South plant. Table 3.4 summarizes the currently agreed upon quantity and percent allocation reserved for the City and County at each treatment facility. Table 3.4 Summary of Current City and County Interlocal Agreement South Plant Central Plant Total TMRADF Plant Capacity (mgd)

12.00

11.00

23.00

City Allocation

42%

5.04

59%

6.49

11.53

County Allocation

58%

6.96

41%

4.51

11.47

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3.4

SOUTH AND CENTRAL AWWTP SERVICE AREAS

The City is currently divided into areas that contribute to both the Central and South AWWTPs, from both City and County contributions. An additional service area is designated for the City and County areas that will contribute flow to the treatment plants in the future. Table 3.5 provides a summary of the service areas and the corresponding acreage.

Table 3.5 South and Central AWWTP Service Area Acreage Service Areas Acreage Existing CAWWTP Service Area City County Existing SAWWTP Service Area City County Future Service Area

City of Fort Myers Final Sanitary Sewer Master Plan Section 3: Fort Myers Wastewater System

5,347 4,944 4,607 8,204 14,147

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4.0 HISTORIC WASTEWATER FLOW

4.1

HISTORIC WASTEWATER FLOW Malcolm Pirnie obtained and evaluated customer billing data from the 2002 Fiscal

Year of October 1, 2001 to September 30, 2002. Historical flow data was also evaluated for the Central AWWTP for the period of January 1997 through December 2002 and for the South AWWTP for the period of October 1997 through December 2002. The data were analyzed to determine current influent wastewater flows. The following discussion defines the historical wastewater quantity seen at the Cityâ&#x20AC;&#x2122;s two treatment facilities. 4.1.1

Wastewater Produced by Type of Connection

The customer billing data included individual customer addresses, meter size, and annual gallons consumed at each location. A total of 49,289 either City and/or County billing units, for the fiscal year 2002, were assigned to one of the nine connection designation categories listed in Table 4.1. A summary of the average daily wastewater production rate for each corresponding connection type is outlined below. Table 4.1 2002 Customer Billing Data by Connection Type Fiscal Year (FY) 2002 Yearly Average Day Connection Type Total Number Total Gallons Average Production Per Unit of Units (MG) (gal) (gpd) City Facilities Residential 9,199 80,000 736 219 Duplex/apartments 10,241 60,000 614 164 Mobile homes 702 53,981 38 148 Motel/ hotel 1,889 60,000 113 164 Commercial/composite 3,178 180,320 573 494 Total 25,209 2,075 County Facilities Residential 15,382 80,000 1,231 219 Duplex 469 60,000 28 164 Commercial (Class 8) 1,280 324,434 415 889 Commercial (Class 3) (1) 6,949 60,000 417 164 Total 24,080 2,091 Note:

(1)

Yearly average number of gallons assumed to be same as duplex quantity.

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Through the use of City and County billing data, it was determined that the total gallons produced by the City and County are 2,075 million gallons (MG) and 2,091 MG, respectively, for a total of 4,166 MG during FY 2002. This corresponds to a total City and County wastewater production flow rate of 11.4 mgd, as estimated from the billing data.

4.1.2

Wastewater Processed at Treatment Plants

The CAWWTP is rated for an annual average treatment capacity of 11.0 mgd, while the SAWWTP is rated for 12.0 mgd on an annual average basis. Table 4.2 shows the historical annual average, maximum month, and maximum day flows that were seen at both plants over the past six year period. The annual average relates to the daily flows over the period of one year, the peak month is the month with the maximum daily flow total, and the peak day flow is the maximum flow encountered in one day.

Table 4.2 Influent Wastewater Quantities for Central and South AWWTP Annual Average Maximum Monthly Maximum Daily Flow (mgd) Flow (mgd) Flow (mgd) Year Central AWWTP 1997 6.9 8.4 17.3 1998 7.8 11.4 21.8 1999 6.9 9.8 17.3 2000 5.7 8.3 12.7 2001 6.4 12.3 25.9 2002 6.2 8.8 12.5 South AWWTP (1) 1997 6.8 7.7 10.5 1998 7.0 9.2 17.1 1999 6.9 9.5 15.8 2000 6.5 9.3 18.4 2001 6.8 11.5 19.7 2002 7.1 9.4 14.3 Note: (1) Data beginning in October 1997.

Figure 4.1 and Figure 4.2 show the influent flow characteristics for the Central and South AWWTPs, respectively. The daily flows vary seasonally at both locations, with the majority of the peaks occurring during the month of September. This may be a City of Fort Myers Final Sanitary Sewer Master Plan Section 4: Historic and Existing Wastewater Flow and Quality

Malcolm Pirnie, Inc. 4-2

direct result of the infiltration occurring within the collection system, due to the higher than normal groundwater table produced by summer rainfall.

Figure 4.1: Central AWWTP Influent Characteristics 30.00

Influent Flow

28.00

30 Day Weighted Avg.

26.00

AADF 3 Month ADF

24.00 22.00 20.00 Flow (mgd)

18.00 16.00 14.00 12.00 10.00 8.00 6.00 4.00 2.00 0.00 2/5/1996

6/19/1997

11/1/1998

3/15/2000

7/28/2001

12/10/2002

4/23/2004

Day

30.00

Figure 4.2: South AWWTP Influent Characteristics Influent Flow

28.00

30 Day Weighted Avg.

26.00

AADF 3 Month ADF

24.00 22.00 20.00 Flow (mgd)

18.00 16.00 14.00 12.00 10.00 8.00 6.00 4.00 2.00 0.00 3/11/1997

7/24/1998

12/6/1999

4/19/2001

9/1/2002

1/14/2004

Day

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Review of the plant data revealed that a higher than normal influent flow of 25.9 mgd was reported on September 14th, 2001 at the Central AWWTP. This outlier was eliminated from the dataset (1997 to 2002) prior to determining the annual average, peak month, and peak day peaking factors. Based upon review of the entire dataset, current flows and calculated peaking factors are included in Table 4.3. Table 4.3 Current Wastewater Flows and Peaking Factors for Dataset Flow (mgd) Flow Peaking Factor Flow Central AWWTP Annual Average 6.7 1.0 Maximum Month

11.8

1.8

Maximum Day

21.8

3.3 South AWWTP

Annual Average

6.9

1.0

Maximum Month

11.5

1.7

Maximum Day

19.7

2.9

Analysis of the peaking factors using the entire data set resulted in a higher than normal maximum day peaking factor for both the Central and South AWWTPs. Table 4.4 presents the calculated peaking factors using only influent wastewater flow data from 2002, which presents a more recent and realistic view of the influent flows seen at both plants.

Table 4.4 Current Wastewater Flows and Peaking Factors for 2002 Data Flow (mgd) Flow Peaking Factor Flow Central AWWTP Annual Average 6.2 1.0 Maximum Month

8.8

1.4

Maximum Day

12.5

2.0 South AWWTP

Annual Average

7.1

1.0

Maximum Month

9.4

1.3

Maximum Day

14.3

2.0

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4.1.3

Analysis of WWTP Dry Weather Flow (DWF)

Dry weather flows for both the Central and South AWWTPs were calculated based on measured rainfall data at the plants and measured rainfall data from the NWS Gauge at Page Field. The influent flow to each plant was designated as a dry weather flow if the rain gauges at both the plant and at Page Field measured no rainfall on that day, as well as the previous day.

For example, the rainfall measured at both the

CAWWTP and at Page Field on January 6, 2002 was zero, as was the rainfall measured on the previous day, January 5th. Therefore, January 6, 2002 was designated as a DWF day and the influent flow of 4.81 mgd was accounted for in the DWF calculation. This analysis revealed an average 2002 DWF for the CAWWTP and SAWWTP of 5.51 mgd and 6.47 mgd, respectively. The calculated dry weather flow estimates are assumed to include the seasonal increase in groundwater infiltration observed during the wet weather season. Figure 4.3 and Figure 4.4 provide a summary of the average DWFs for the South and Central AWWTP, respectively. Dry weather flows are shown for the calendar year of 2002, which was the used as the base DWF within the model. It is evident that during the wet weather months of June through September the number of dry weather days is limited, and therefore these months reflect an increase in the DWF estimate.

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Figure 4.3: Average Monthly DWF Days and Flow at the South AWWTP 10

9 25

7 20 6 5

4 10 3 2 5 1 0

0 Jan

Feb

Mar

Apr

May

Average DWF (mgd)

Jun

Jul

Aug

Sep

DWF Days per Month

Oct

Nov

Dec

Average

Figure 4.4: Average Monthly DWF Days and Flow at the Central AWWTP 10

9 25

7 20 6 5

Number of DWF Days

Average Monthly Influent Flow (MGD)

10 3 2 5 1 0

0 Jan

Feb

Mar

Apr

May

Average DWF (mgd)

Jun

Jul

Aug

DWF Days per Month

City of Fort Myers Final Sanitary Sewer Master Plan Section 4: Historic and Existing Wastewater Flow and Quality

Sep

Oct

Nov

Dec

Average

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Number of DWF Days

Average Monthly Influent Flow (MGD)

In order to evaluate the seasonal increase in the DWFs during the wet weather months, the average daily flow (ADF) and DWF for the Central and South plants are compared for the summer months and the non-summer months in Table 4.5 and Table 4.6, respectively. As expected, the ADF for both time periods are higher than the average DWFs. In addition, an increase in the average DWF is evident during the summer months as a result of groundwater infiltration, due to the higher groundwater table. Table 4.5: ADF and Average DWF Comparison for the Central AWWTP 2002 Time Period

ADF (mgd)

Average DWF (mgd)

Jan. – May & Oct. – Dec.

5.76

5.35

June – Sept.

7.54

6.46

Table 4.6: ADF and Average DWF Comparison for the South AWWTP Average Dry Average Daily Flow Weather Flow 2002 Time Period (mgd) (mgd) Jan. – May & Oct. – Dec.

6.77

6.31

June – Sept.

8.20

7.66

4.1.4

Impact of Rainfall Occurrences

Wastewater treatment capacity at the treatment plants is sacrificed during significant rainfall events. Treatment of rain water accounts for the difference in the amount of billable wastewater metered in the collection system and that which is measured leaving the treatment plant. Many of the peak daily flows shown in Figures 4.1 and Figure 4.2 are a result of high rainfall occurrences. Figure 4.5 and Figure 4.6 show the effect of rainfall on the flow at the Central and South AWWTPs, respectively. It can be seen that an increase in the rainfall causes an increase in the measured plant influent flow. This increase in flow entering the AWWTPs can most likely be attributed to infiltration and inflow within the collection system.

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Figure 4.5: Central AWWTP Historical Flow and Rainfall Data 0.0

Rainfall (in)

2.0 25 4.0 20 Influent Flows

6.0

Effluent Flows Rainfall

Flow (MGD)

8.0

10.0 10 12.0 5 14.0

0 12/1/1996

16.0 4/15/1998

8/28/1999

1/9/2001

5/24/2002

Date

Figure 4.6: South AWWTP Historical Flow and Rainfall Data 0.0

20 2.0

3.0

4.0

10 Flow (MGD)

5.0

6.0 5 Influent Flows

7.0

Effluent Flows Rainfall 0 6/19/1997

8.0 11/1/1998

3/15/2000

7/28/2001

12/10/2002

Date

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Rainfall (in)

1.0

Table 4.7 shows the average quantity of wastewater in million gallons that was treated in 2002 at both the Central and South AWWTPs during wet weather and dry weather periods. As expected, the 2002 average dry weather flows for the Central and South AWWTPs are lower than those measured during wet weather periods. As a result of rainfall events in 2002, an additional treatment quantity of 11.2 and 8.5 percent at the Central and the South AWWTPs, respectively, were necessary to handle increased flows. Table 4.7 Additional Wastewater Treated as a Result of Rainfall Central AWWTP

South AWWTP

2002 Average Wet Weather Flow (MG)

2267

2582

2002 Average Dry Weather Flow (MG)

2012

2361

Additional Flow Treated (MG)

255

221

11.2 %

8.5 %

January to December 2002

% Additional Treatment

4.2

DIURNAL FLOW PATTERNS

Diurnal flow patterns were developed for both weekday and weekend flows to address the 24-hour flow variation in wastewater discharge. The weekday flow patterns for the SAWWTP were developed using hourly flow data from August 23, 2002 and September 6, 2002, and those developed for the CAWWTP used bi-hourly data from August 14, 2002, September 6, 2002, and September 13, 2002. The weekend flow patterns for both the South and the Central AWWTPs were developed for August 18, 2002 and September 7, 2002 using hourly and bi-hourly data, respectively. The typical weekday and weekend residential diurnal flow patterns are shown in Figure 4.7. A generally higher discharge was evident in the early to mid morning, with lower flows during the nighttime hours. The diurnal flow factors are applied to the base average dry weather flow (discussed in Section 5.1.2) to simulate daily discharge behavior at each AWWTP.

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Figure 4.7: Diurnal Patterns for the South and Central AWWTPs 1.4

1.2

Diurnal Factor

1.0

0.8

0.6 SAWWTP - Weekday 0.4

SAWWTP - Weekend CAWWTP - Weekday CAWWTP - Weekend

0.2

0.0 0:00

3:00

6:00

9:00

12:00

15:00

18:00

21:00

Time of Day

4.3

HISTORIC WASTEWATER QUALITY

Malcolm Pirnie evaluated plant operational data collected daily from January of 2002 through December of 2002 to determine the historical wastewater quality both entering and exiting the Central and South treatment plants. The following pollutant concentration discussion defines the current treatment efficiency associated with the City’s wastewater treatment plants.

4.3.1

Influent and Effluent Wastewater Concentrations

The current raw wastewater concentration processed at the Central and South AWWTP is a combination of both City and County contributions. Raw wastewater parameters measured daily at the treatment plants include:

5-day Carbonaceous Biochemical Oxygen Demand (CBOD5) Total Suspended Solids (TSS) Phosphate (PO4) Ammonia (NH3)

City of Fort Myers Final Sanitary Sewer Master Plan Section 4: Historic and Existing Wastewater Flow and Quality

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0:00

Total Kjeldahl Nitrogen (TKN) Nitrate (NO3) Total Nitrogen (TN)

A summary of the average influent and effluent concentrations and the corresponding percent reductions for the above named parameters is shown in Table 4.8. The South AWWTP receives raw wastewater at a slightly lower CBOD5 and TSS concentration than does the Central AWWTP. This could be a result of larger infiltration and inflow quantities in the South service area, diluting the raw wastewater CBOD5 and TSS concentrations.

Table 4.8 Average Influent and Effluent Wastewater Concentrations Parameters

Average Influent (mg/L)

Average Effluent (mg/L)

Percent Reduction

Central AWWTP CBOD5 TSS PO4

212 256 2.4

3.1 7.1 0.07

99% 97% 97%

NH3 TKN

22.3 31.3

0.19 1.26

99% 96%

NO3 TN

CBOD5 TSS PO4

182 135 3.3

2.2 3.8 0.19

99% 97% 94%

NH3 TKN

23.1 30.7

3.57 4.80

87% 85%

NO3 TN

0.15 4.9

0.50 1.8 South AWWTP

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5.0 MODEL DEVELOPMENT AND CALIBRATION A major task of this Master Plan was to develop a hydraulic model representation of the Fort Myers wastewater collection system. This collection system model was built using the HydroWorksTM software, a dynamic modeling software that allows for simulation under both gravity and pressure flow conditions. This feature allowed for an accurate representation of the City’s gravity sewer pipelines and force mains throughout the collection system. This section summarizes the model development approach and assumptions, as well as calibration results from the Phase I hydraulic modeling effort. 5.1

MODEL DEVELOPMENT

Model construction for this Master Plan is termed to be Phase I, including only a representative number of the lift stations, larger force mains, and gravity sewer pipelines. For more detailed collection system models, such as the proposed Phase II models for Fort Myers (as discussed in Section 5.2.4), attribute information is usually based on asbuilt record drawings or field survey information.

5.1.1

Model Network Representation

Development of the model network requires input of each of the City’s sewer system components and its respective attribute information into the modeling software. Malcolm Pirnie identified and entered into the model the specific lift stations, gravity sewer pipelines, and force mains to be represented in the Phase I assessment. Table 5.1 presents relevant summary statistics of the modeled collection system relative to the City’s entire sanitary sewer system. The specific methods used to determine the extent of the modeled system components are described in the subsequent sections.

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Table 5.1: Summary of Hydraulic Model Components System Parameters

Existing Sanitary System

Hydraulic Computer Model

Percent of Total System

688,227

53,561

4 - 54

8 - 54

216,980

157,851

73 %

2 - 30

4 - 30

115

24 %

Length of Gravity Sewers (ft) Gravity Pipe Diameter Range (in.) Length of Force Mains (ft) Force Mains Diameter Range (in.) Number of Lift Stations

The hydraulic model represents the collection system as a series of links that are connected at nodes or junctions. Links are assigned in the computer model to transmit flow from one node to another.

Nodes are the model elements that correspond to

manholes, wet wells, and pipe junctions. For the Phase I model, the following four types of model nodes are used. (1) lift station wet well nodes (2) gravity sewer nodes (3) force main nodes (4) outfall nodes for discharge to plants

The model links that are used to represent flow transfers between the nodes in the collection system model are as follows. (1) gravity sewers (2) force mains (3) pumps

Rotodynamic pump links are used in the model to represent the majority of the modeled lift stations. Rotodynamic pumps allow the use of pump curves and determine the operating points based on the dynamic head conditions around the lift station. Screw pumps are used in the model to simulate lift stations where pump specifications were not available, such as for the variable frequency drive controls at the Ballard Road lift station. This type was also used to represent the influent screw pumps at both treatment plants.

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5.1.1.1

Lift Stations

For the purposes of this Master Plan, only a select number of lift stations were represented within the model. Since the lift stations collect flow from the local systems over most of the City’s service area, a major task was identification of those lift stations which significantly affect the downstream collection system. Using available operating data and pump runtime records, two analyses were performed to evaluate the City’s lift stations. The l15 lift stations were first ranked according to their 2002 annual pumped volume and, second, by their design capacities in order to determine those stations that greatly affect the City’s collection system. The annual pumped volume for each lift station was calculated from the 2002 runtime records provided by the City and also the design pump capacity from the tabular data provided by the City. Based on the 2002 pumped volume ranking, 23 lift stations (approximately 20percent of the City’s 115 lift stations) pumped approximately 80-percent of the City’s cumulative annual pumping volume. This pumped volume ranking is shown in Figure 5.1. Based on the design capacity ranking, 20 of the City’s 115 lift stations have a capacity that is 20-percent or more of the largest station's capacity. However, of the 20 lift stations identified, 10 were eliminated due to negligible existing flows. This capacity ranking is shown in Figure 5.2. In combination, these two scenarios identified 33 lift stations that greatly affect system volume and/or system peak flows, 11 of which were identified by both scenarios. Therefore, 22 lift stations, along with five additional lift stations added based on system connectivity and lift station service area size, were identified. The County’s Ballard Road lift station was also included because it currently accepts flow from the City’s service areas. Each of the 28 lift stations explicitly represented in the Phase I collection system model are summarized in Table 5.2 and illustrated in Figure 5.3.

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Legend

Tice St

Central Plant South Plant

Phase I Pump Station 7

Ballard Rd LS 4 31

Michigan Ave

I-75

Martin Luther King Jr. Blvd

44 41

30 5

Buckingham Rd

Metro Pky

1 Hill Ave

24 9

Fowler St

54 34

Ortiz Ave

Hanson Ave

Veronica Shoemaker Blvd

Linart Ave

68 kle in W

55 27

39 16

ni lo Co

B al

lvd

Six

le P

City of Fort Myers, Florida

4,000

8,000

12,000 Feet

1 inch equals 4,000 feet

Maple Dr

Sanitary Sewer Master Planning Services

December 2005

Lift Stations Included in Phase I Model

Figure 5.3

Legend

Tice St

Central Plant South Plant Lift Station

Gravity Sewers Force Mains

Ballard Rd LS 4 31

Michigan Ave

3 I-75

Martin Luther King Jr. Blvd

44 41

30 5

Buckingham Rd

Metro Pky

1 Hill Ave

24 9

Fowler St

Ortiz Ave

Hanson Ave

Veronica Shoemaker Blvd

Linart Ave

54 34

68 in W

kle

55 27

39 16

n lo Co

lB ia

lvd

Six

le P

City of Fort Myers, Florida

4,000

8,000

12,000 Feet

1 inch equals 4,000 feet

Maple Dr

Sanitary Sewer Master Planning Services

December 2005

Modeled Gravity Sewers and Force Main Network

Figure 5.4

Figure 5.1: Lift Stations Cumulative Percentage of the 2002 Total Volume Pumped 100

Cumulative Percentage of Total Volume Pumpe

80 % Cumulative Percentage

Lift Stations in order of Volume Pumped

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Figure 5.2: Lift Stations as a Percentage of the Largest Lift Station Capacity (3200 gpm) 100

Percentage of Largest Lift Station Capacit

Lift Stations with Capacity â&#x2030;Ľ 20% of Largest Lift Station's Capacity

Lift Stations in order of Capacity

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Table 5.2 Summary of Lift Stations Represented in Phase I Model Lift Station Number 1 2 3 4 5 6 7 8 9 10 12 15 16 23* 24 27 30* 31 34 35* 39* 41 44* 54 55 68 92 Ballard Rd.

Lift Station Location Plumosa & River Poinciana at River Lee & Edwards Palm Beach & Cranford at River Stella St & Jackson St Lafayette St & Cranford Ave Van Burn St and Washington Ave Canal St east of Evens Ave Jefferson & Luzon St Nelson & Coronado Riverside & Seminole End of Shadow Lane at River Meade Ave & Aline St Merrimack Ct (Bowling Green Subdivision) Broadway St at Winsor Burdine's Parking Lot (Edison Mall) Amery Lane; Suntrust; Off Edison Ave Michigan Ave (across from AFCAAM Center) 3735 S. Evans Ave (Old Ft. Myers Recreation Center) Evans Ave & Colonial Blvd Yale Ct at F.P.L. (substation) Ortiz Ave (in front of Stockade) Edison Ave & Rockfill Rd Metro parkway. North of Winkler Ave Metro parkway. South of Winkler Ave Winkler Ave Extension (Beach Club Apts.) Washingtonia Palm Way & Queen Palm Lane Ballard Road

Service Area Acreage 294 454 580 297 188 215 530 389 225 169 212 157 62

2 2 2 2 2 2 2 2 2 2 2 2 2

Pump Horsepower (HP) 30 35 14 35 10 10 20 35 7.5 25 10 20 3

Pump Capacity (gpm) 1415 1700 2750 1150 500 637 460 3200 410 880 460 400 440

Pump Head (ft) 102 50 25 50 45 23 80 27.5 25 20 38 15

323

253

880

202

725

175

250

62.5

500

187

270

158 202

2 2

5 10

250 210

24 32

600

300

2040

167

1020

400

560

1100

4,802

1900

N/A

Number of Pumps

Note: * Represents those lift stations that were added to the Phase I model based on system connectivity and lift station service area size.

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Once the lift stations were identified for inclusion in the model, specific attribute information for representation in the model was gathered. Required attribute information for the lift stations include the following. (1) x- and y-coordinates (2) pump manufacturer and representative pump curves (3) ground elevation (4) wet well invert elevation (5) wet well surface area

(6) pump on/off elevations 5.1.1.2

Gravity Sewers and Force Mains

All gravity sewers and force mains directly downstream of the 28 identified lift stations are included in the Phase I model, as shown in Figure 5.4.

Model input

information for the gravity sewer pipelines and force mains include: (1) pipe length (2) shape (3) diameter (4) roughness coefficient (5) upstream and downstream invert elevations

All pipes were assumed to be circular in shape. Pipe lengths were determined by overlaying the Cityâ&#x20AC;&#x2122;s FTM maps to generate the piping layer for the model.

Pipe

attribute information (e.g., diameters and the invert elevations) were determined from City FTM maps, as-built drawings, and survey information provided by the City. The hydraulic roughness coefficient (used in the Manningâ&#x20AC;&#x2122;s formula) for the Cityâ&#x20AC;&#x2122;s gravity sewers is assumed to be 0.015, unless further information was available on the pipe material or condition to justify otherwise. An equivalent roughness of 1.5 mm (used in the Colebrook-White equation) is assumed, regardless of pipe material or age, in order to calculate the Darcy-Weisbach friction factor, which is then used to determine the head loss in the pressurized pipes. Table 5.3 provides a summary of the gravity sewer and force main attributes and the necessary assumptions used to develop the model.

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Table 5.3 Supporting Information and Assumptions for Pipe Link Attributes Attribute Information

Gravity Sewer Link

Force Main Link

Length (ft)

Calculated

Shape

Circular

Downstream Node

Assigned

Width and Height (in)

Roughness Parameters

Solution Model

Upstream and Downstream Invert Elevations (ft)

FTM maps and As-Built dwgs.

Manning's n = 0.015

FTM maps Darcy-Weisbach Equivalent Roughness Îľ = 1.5 mm (regardless of pipe material or age)

Full Saint Venant equation solution (Priessman slot) FTM maps, As-Built dwgs., and City survey information

FTM maps, As-Built dwgs., and City survey information (if not found, crown elevation of pipes assumed to be 3 ft below grade)

5.1.1.3 Treatment Plant Headworks The operation of both the SAWWTP and CAWWTP headworks units were evaluated within the Phase I model to determine the influence of the screw pumps on the collection system. System analyses were performed under normal flow conditions within the wastewater collection system and also at peak flow conditions. Through this analysis, it was confirmed that each of the three influent screw pumps at both the South and Central AWWTPs are required to be in operation in order to transport peak flows into the headworks of the plant. Plant staff verified that the headworks allow for substantial variations in influent flow and do not create backup conditions within influent wetwell.

5.1.2

Flow Generation

The definition of inflows into the collection system model was developed using methodologies that integrate both the hydrology and hydraulics of the sewerage system. This section describes these methodologies and how they were applied to the model.

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5.1.2.1

Sewershed Basins

Application of a computer model to a separate sanitary system exhibiting rainfall dependent inflow and infiltration (RDII) characteristics requires the delineation of the sewershed areas to be simulated. These areas become the basis for dry and wet-weather flow generation within the model. A sewershed represents the portion of the service area associated with each location where flow enters the modeled hydraulic network. Model basins were used to represent the hydrologic aspects of the Cityâ&#x20AC;&#x2122;s sanitary service area. The basin delineation process consisted of drawing boundaries around the areas that contribute flow to a particular location within the collection system. The sewershed basin boundaries for the Cityâ&#x20AC;&#x2122;s collection system were drawn tributary to the lift stations and any significant junction structures. The delineation process was performed by identifying the furthest upstream Phase I lift station and creating the tributary basin for that lift station. The boundary of the resulting basin was verified to ensure that it encompassed all developed areas that contribute flow to the existing sewers and force mains. existing system model basins.

Any undeveloped areas were excluded from the This delineation process was repeated for each

downstream lift station and significant tributary junction to create the remaining sewershed basins. For each sewershed, a load point manhole in the collection system was identified to assign the influent flows. Model load points were assigned to best represent the effects of flows entering the system.

5.1.2.2

Dry Weather Flows

Dry weather flow represents all flows to the collection system that occur during dry weather that are not influenced by present or past wet weather conditions. Dry weather flow is composed of the sanitary discharges from residential, commercial, and industrial areas as well as dry weather groundwater I/I coming from cracks in pipes or manholes. The 2002 average DWFs, as shown in Figure 4.3 and Figure 4.4, were used to allocate flow to each sewershed. The average dry weather inflow into each model load point was typically obtained by distributing the estimated average dry-weather flow rate City of Fort Myers Final Sanitary Sewer Master Plan Section 5: Model Development and Calibration

Malcolm Pirnie, Inc. 5-9

from the WWTP to each sewershed based on the 2003 annual water usage data. Each load point in the model was also assigned a diurnal wastewater profile (see Figure 4.7 for diurnal patterns applied to the Central and South systems) and the average flow was then multiplied by this diurnal dimensionless profile such that the dry-weather flows input into the model were correctly adjusted for the time of day.

5.1.2.3

Wet Weather Flows

Wet weather flow in a sanitary sewer system (infiltration and inflow, or I/I) is generated from excess rainfall that enters the sewer system through direct or indirect connections. Inflow refers to direct wet weather connections into the collection such as cross connections or directly connected catch basins. Infiltration refers to water entering the collection system through cracks or breaks in pipes, joints, or manholes. When modeling wet weather flows, the flows from each basin are generated by three sets of hydrologic parameters; one set for fast response I/I, a second set for medium response I/I, and a third set for slow response I/I. Fast response I/I typically is used to simulate the direct wet weather connections into the collection system such as cross connections (storm to sewer) or directly connected catch basins. Medium and slow response I/I are used to simulate water entering the collection system through cracks or breaks in pipes, joints, or manholes. This flow exhibits a more delayed and attenuated response to the rainfall events. When applied in hydraulic models, the combination of these three parameter groups convert a portion of the simulated rainfall into I/I flows entering the modeled sewers and force mains. For this Phase I model, since sandy soils are very prevalent in Florida, a representative set of fast response I/I parameters are used for initial wet weather simulations. After review of the detailed hydrographs at the WWTP, slow or medium response I/I parameters may also be used. Table 5.4 identifies more specific hydrologic parameters for each of the fast, medium, and slow response scenarios. During calibration of the Phase I model these parameters were adjusted based on monitored flows at the WWTP and lift station runtime logs for the selected calibration events.

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Table 5.4 Hydrologic Parameters for Calculation of Wet Weather Flow Parameter

Fast Response

Medium Response

Slow Response

Contributing Area (acres)

Basinâ&#x20AC;&#x2122;s true acreage

Catchment Width (feet)

Width Factor (WF) * (circle diameter with contributing area of basin) Large basins (>~2000 acres) WF = 0.1 Smaller basins, use WF = 0.5

Surface Area (Percent of Contributing Area)

0.2

0.4

2.0

Ground Slope (%)

0.01

0.005

0.5

1.0

0.4

1.8

0.001

Initial Losses / Depression Storage (in) Maximum Infiltration (in/hr) Minimum Infiltration (in/hr)

0.0

Decay Constant (1/hr) Runoff Rate / Overland Flow Routing Coefficient

5.2

2 0.2

1.0

5.0

MODEL CALIBRATION

This section outlines the procedures used for the calibration and verification of the hydraulic model of the City of Fort Myers wastewater collection system. This section also provides a summary of the results of the calibration effort.

5.2.1

Calibration Period

The calibration period selected for the Phase I Model is August 12, 2002 through September 19, 2002.

For this time period, the 15 min NWS gauge at Page Field

compares well with the daily rainfall totals at the South AWWTP, due to the proximity of the two gauges. For the Central AWWTP collection system, however, daily rainfall measured at Page Field is slightly different from the daily rainfall measured at the Central AWWTP. The nearest gauge to the Central AWWTP that reports 15 min and hourly rainfall data is the Page Field rainfall gauge. Therefore, using this data may require adjustment of the initial calibration results for the Central AWWTP by applying the City of Fort Myers Final Sanitary Sewer Master Plan Section 5: Model Development and Calibration

Malcolm Pirnie, Inc. 5-11

hyetograph pattern from the Page Field gauge to the Central AWWTP rain gauge. Table 5.5 below summarizes the events used for calibration in the South and Central collection systems. Table 5.5 Summary of South and Central Calibration Events Rainfall Event ID

Start Date/Time

End Date/Time

Duration (hr)

Total Rainfall (in)

Peak 15Min Intensity (in)

Peak Hourly Value (in/hr)

Calibration Comments

SOUTH AWWTP CALIBRATION/VERIFICATION EVENTS 8/16/02 9:30 AM 8/17/02 3:45 PM 8/20/02 4:15 PM 8/22/02 4:45 PM 8/27/02 11:00 AM 8/27/02 11:30 PM 8/28/02 7:15 PM 9/5/02 4:15 PM 9/9/02 8:45 AM

8/16/02 5:30 PM 8/17/02 6:00 PM 8/20/02 11:15 PM 8/22/02 7:30 PM 8/27/02 1:30 PM 8/28/02 1:30 AM 8/28/02 10:30 PM 9/5/02 9:45 PM 9/9/02 1:45 PM

PF_24

9/11/02 1:15 PM

PF_27

9/12/02 5:45 PM

PF_2 PF_5 PF_6 PF_9 PF_11 PF_12 PF_13 PF_19 PF_22

8.0

1.10

0.60

0.90

2.2

1.60

0.90

1.50

7.0

2.90

0.80

2.70

2.7

1.00

0.30

0.70

2.5

0.40

0.20

0.30

2.0

0.90

0.30

0.70

3.2

0.90

0.40

0.80

5.5

1.00

0.40

0.60

5.0

0.20

0.10

9/11/02 6:15 PM

5.0

1.00

0.50

0.80

9/12/02 6:00 PM

0.2

0.40

Daily RG depth within 10% of SAWWTP RG depth Daily RG depth within 10% of SAWWTP RG depth Daily RG depth within 25% of SAWWTP RG depth Daily RG depth within 25% of SAWWTP RG depth Daily RG depth within 25% of SAWWTP RG depth Daily RG depth within 25% of SAWWTP RG depth Daily RG depth within 25% of SAWWTP RG depth Daily RG depth within 25% of SAWWTP RG depth Daily RG depth within 10% of SAWWTP RG depth Daily RG depth within 10% of SAWWTP RG depth; RG depth is consistent across other nearby gauges Daily RG depth within 10% of SAWWTP RG depth

Verification Event PF_30 PF_32

11/16/02 4:45 AM 11/17/02 3:45 AM

11/16/02 8:45 PM 11/17/02 8:15 AM

16.0

4.30

0.40

1.00

4.5

0.40

0.10

0.20

Daily RG depth within 25% of SAWWTP RG depth Daily RG depth within 25% of SAWWTP RG depth

CENTRAL AWWTP CALIBRATION/VERIFICATION EVENTS PF_5 PF_13 PF_14 PF_19 PF_24

8/17/02 3:45 PM 8/28/02 7:15 PM 8/29/02 4:30 PM 9/5/02 4:15 PM 9/11/02 1:15 PM

8/17/02 6:00 PM 8/28/02 10:30 PM 8/29/02 6:00 PM 9/5/02 9:45 PM 9/11/02 6:15 PM

2.2

1.60

0.90

1.50

3.2

0.90

0.40

0.80

1.5

0.90

0.50

0.80

5.5

1.00

0.40

0.60

5.0

1.00

0.50

0.80

City of Fort Myers Final Sanitary Sewer Master Plan Section 5: Model Development and Calibration

Daily RG depth within 25% of Forestry Tower RG depth Daily RG depth within 25% of CAWWTP RG depth Daily RG depth within 25% of WTP RG depth Daily RG depth within 25% of Forestry Tower RG depth Daily RG depth within 10% of WTP RG and Forestry Malcolm Pirnie, Inc. 5-12

Rainfall Event ID

Start Date/Time

End Date/Time

Duration (hr)

Total Rainfall (in)

Peak 15Min Intensity (in)

Peak Hourly Value (in/hr)

Calibration Comments Tower RG depths

PF_27

9/12/02 5:45 PM

9/12/02 6:00 PM

0.2

0.40

Daily RG depth within 10% of CAWWTP RG depth

Verification Event PF_30

11/16/02 4:45 AM

11/16/02 8:45 PM

16.0

4.30

0.40

1.00

PF_32

11/17/02 3:45 AM

11/17/02 8:15 AM

4.5

0.40

0.10

0.20

Daily RG depth within 10% of WTP RG and 25% of Forestry Tower RG depths Daily RG depth within 10% of WTP RG and 25% of Forestry Tower RG depths

=Tier 1 Calibration Events =Tier 2 Calibration Events

The Tier 1 and Tier 2 designation indicate the level of confidence in the rainfall data being applied. Tier 1 indicates better agreement between the Page Field NWS rainfall data and the daily rainfall totals at the WWTPs (within plus/minus 10% of the daily totals). Tier 2 indicates that rainfall data at Page Field were within plus/minus 25% of the daily totals, and therefore there may be greater spatial variability of the rainfall during this event that is not accounted for in the model. Higher priority during the calibration was given to Tier 1 events. The November 16, 2002 storm event was simulated as a verification event. Once the model was suitably calibrated to the Tier 1 and Tier 2 storm events identified on Table 5.5, the verification event was used to check the calibrated model on an alternate storm that was not included during the calibration. This serves to provide a level of confidence that the model can be used to project collection system response to unmonitored storm events (e.g., design storms).

5.2.2

Calibration Approach

Model calibration consisted of adjusting basin and sewer system attribute data within reasonable ranges to obtain simulated results that closely replicate actual field monitored flows for a set of monitored storm events. Model calibration also entailed comparing simulated results with existing historical information such as observed flooding and surcharging.

Field data for use in the calibration effort consisted of

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Malcolm Pirnie, Inc. 5-13

wastewater treatment plant influent flow data and modeled lift station runtime data. Since 2002 rainfall data and lift station runtime records were available for model calibration, the existing system Phase I model represents the 2002 collection system conditions. Initial model calibration was performed under dry-weather flow conditions. Base flows enter the sewer system independent of rainfall. The calibration process involved applying the dry-weather flows in a model simulation, then comparing the average dryweather flow hydrograph from each WWTP to the simulated flows. Where discrepancies were found, the flow allocations were reviewed and dry weather groundwater I/I was adjusted until a reasonable fit was achieved with the recorded flow monitoring data at the WWTPs. The dry-weather calibration process ensured that the model adequately simulated the base flows as a â&#x20AC;&#x153;platformâ&#x20AC;? for wet-weather simulations.

For the wet weather

calibrations, monitored rainfall hyetographs were applied in the model to generate wetweather inflows at each modeled load point.

Based on monitored to simulated

comparisons of flows at the WWTPs and of pump runtime data at the modeled lift stations, adjustments were made until a single set of model attributes was finalized for application to all calibration events.

5.2.3

Calibration Results

Calibration of the model was completed using the methods described in Section 5.2. This section discusses the results and conclusions from the dry-weather and wetweather calibration of the model.

5.2.3.1

South AWWTP Sewer System Model

The South AWWTP collection system was simulated to calibrate for both dry and wet weather conditions at the South treatment plant. Dry weather calibrations revealed a consistent under-prediction of influent flows at the South AWWTP during the high flow conditions simulated for the calibration period. To account for this, a baseline infiltration factor of 3.0 mgd was applied uniformly throughout the modeled sewersheds. Figure 5.5 shows a typical modeled versus monitored comparison at the South AWWTP. As can be City of Fort Myers Final Sanitary Sewer Master Plan Section 5: Model Development and Calibration

Malcolm Pirnie, Inc. 5-14

seen, when the high groundwater conditions are accounted for, the model adequately simulates the base wastewater flows, and is suitable for use during wet weather simulations. Figure 5.6 displays a comparison of modeled pump run times during dry weather periods versus recorded pump run times at the modeled lift stations in the South AWWTP collection system. In general, DWF runtimes were within approximately 30 percent of recorded runtimes.

Figure 5.5 Modeled vs. Monitored Flow for the SAWWTP 0.00

Flow (MGD)

Influent Meter - Hourly Data

0.50

Model Results

1.00

Rainfall Data

1.50 2.00

2.50 15

3.00 3.50

4.00 5 4.50 0 08/19/2002 00:00

08/20/2002 00:00

08/21/2002 00:00

08/22/2002 00:00

08/23/2002 00:00

City of Fort Myers Final Sanitary Sewer Master Plan Section 5: Model Development and Calibration

08/24/2002 00:00

08/25/2002 00:00

08/26/2002 00:00

5.00 08/27/2002 00:00

Malcolm Pirnie, Inc. 5-15

15-min Rainfall Depth

Figure 5.6 SAWWTP Pump Runtime Comparison - DWF Calibration Period 200 Totalizers Model

180 160

Runtime (hours)

140 120 100 80 60 40 20 0 1

Lift Station ID

After the dry-weather flow calibration, the model was calibrated to the events shown in Table 5.5 above. The calibration of the South collection system primarily focused on the Tier 1 storm events (August 16 and 17, and September 9, 11, and 12 events). The November 16 event was used to verify the model after several calibration runs were completed on the earlier events. Calibration consisted of the comparison of projected flows at the AWWTP influent pipes, as well as comparisons of modeled versus recorded pump run times.

A full presentation of the calibration results (showing

monitored vs. modeled hydrographs and depths) is presented in Appendix E. Figure 5.7 presents a comparison of monitored versus modeled flow rates at the South AWWTP for the verification storm event November 16, 2002. Figure 5.8 presents a bar chart of monitored versus modeled pump run times for all Tier 1 and Tier 2 calibration events.

City of Fort Myers Final Sanitary Sewer Master Plan Section 5: Model Development and Calibration

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Figure 5.7 Influent 54-inch Sewer to the SAWWTP 35

0.00 Influent Meter - Hourly Data 0.20

0.40

Rainfall Data

0.60

0.80 15 1.00 10 1.20 5 1.40 0 11/15/2002 11/15/2002 11/16/2002 11/16/2002 11/17/2002 11/17/2002 11/18/2002 11/18/2002 11/19/2002 00:00 12:00 00:00 12:00 00:00 12:00 00:00 12:00 00:00 Date/Time

Figure 5.8 SAWWTP Pump Runtime Comparison - Full Calibration Period 800 Totalizers Model

700

600

Runtime (hours)

Flow (MGD)

500

400

300

200

100

0 1

Lift Station ID

City of Fort Myers Final Sanitary Sewer Master Plan Section 5: Model Development and Calibration

Malcolm Pirnie, Inc. 5-17

15-min Rainfall Depth (in)

Calibration Results

The following observations are made from these figures: Â&#x192; Â&#x192;

Peak flow rate: In general, flow rates at the influent to the treatment plant tend to match well within reasonable tolerances. Pump run times: The model pump run times fall within approximately 30 percent of the recorded run times for the entire calibration period at over 60 percent (9 of the 14) of the modeled lift stations. The model tends to under-predict pump run times for those pumps that fall outside of the 30 percent range.

Given these results, and the visual match of the hydrographs presented in Appendix E, the model suitably predicts the collection system wet weather response for master planning purposes.

5.2.3.2

Central AWWTP Sewer System Model

The Central AWWTP collection system was simulated to calibrate to both dry and wet weather conditions at the Central treatment plant. Dry weather calibrations revealed a consistent under-prediction of influent flows at the South AWWTP during the high flow conditions simulated for the calibration period. To account for this, a baseline infiltration factor of 2.0 mgd was applied uniformly throughout the modeled sewersheds. Figure 5.9 shows a typical modeled versus monitored comparison at the Central AWWTP for dry weather flow conditions. As can be seen, when the high groundwater conditions are accounted for, the model adequately simulates the base wastewater flows, and is suitable for use during wet weather simulations.

City of Fort Myers Final Sanitary Sewer Master Plan Section 5: Model Development and Calibration

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Figure 5.9 Modeled vs. Monitored Flow for the CAWWTP 20.0

0.00

18.0 0.20 16.0 0.40

12.0

0.60

10.0 0.80 8.0 1.00

6.0

Model Results

4.0

Influent Meter - Hourly Data

1.20

Rainfall Data

1.40

2.0 0.0 8/27/02 12:00

8/28/02 0:00

8/28/02 12:00

8/29/02 0:00

8/29/02 12:00

8/30/02 0:00

8/30/02 12:00

8/31/02 0:00

Figure 5.10 displays a comparison of modeled pump run times during dry weather periods versus recorded pump run times at the modeled lift station in the Central AWWTP collection system. In general, the model tends to overpredict the DWF lift station runtimes in the Central collection system.

City of Fort Myers Final Sanitary Sewer Master Plan Section 5: Model Development and Calibration

Malcolm Pirnie, Inc. 5-19

15-min Rainfall Depth

Flow (MGD)

14.0

Figure 5.10 CAWWTP Pump Runtime Comparison â&#x20AC;&#x201C; DWF Calibration Period 200 Totalizers 180 Model 160

Runtime (hours)

140 120 100 80 60 40 20 0 3

Lift Station ID

After the dry-weather flow calibration, the model was calibrated to the events shown in Table 5.5 above. The calibration of the Central collection system primarily focused on the Tier 1 storm events (September 11, and 12 events). The November 16 event was used to verify the model after several calibration runs were completed on the earlier events. Calibration consisted of comparison of projected flows at the AWWTP influent pipes as well as comparisons of modeled versus recorded pump run times. A full presentation of the calibration results (showing monitored vs. modeled hydrographs and depths) is presented in Appendix E. Figure 5.11 presents a comparison of monitored versus modeled flow rates at the Central AWWTP for the verification storm event November 16, 2002. Figure 5.12 presents a bar chart of monitored versus modeled pump run times for all Tier 1 and Tier 2 calibration events.

City of Fort Myers Final Sanitary Sewer Master Plan Section 5: Model Development and Calibration

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Figure 5.11 Summed Inflows to Screw Pumps at the CAWWTP 25.0

0.00 Influent Meter - Hourly Data Calibration Results

0.20

20.0

Flow (MGD)

15.0

0.60

0.80 10.0 1.00

5.0

1.20

1.40 0.0 11/15/2002 11/15/2002 11/16/2002 11/16/2002 11/17/2002 11/17/2002 11/18/2002 11/18/2002 11/19/2002 00:00 12:00 00:00 12:00 00:00 12:00 00:00 12:00 00:00 Date/Time

Figure 5.12 CAWWTP Pump Runtime Comparisonâ&#x20AC;&#x201C;Full Calibration Period 900 Totalizers 800 Model 700

Runtime (hours)

600 500 400 300 200 100 0 3

Lift Station ID

City of Fort Myers Final Sanitary Sewer Master Plan Section 5: Model Development and Calibration

Malcolm Pirnie, Inc. 5-21

15-min Rainfall Depth

0.40

Rainfall Data

The following observations are made from these figures: Â&#x192; Â&#x192;

Peak flow rate: In general, flow rates at the influent to the treatment plant tend to match well within reasonable tolerances. Pump run times: The model projected pump run times are over 30 percent greater than the recorded pump run times at over 60 percent (6 of the 11) of the modeled lift stations. For those pumps that fall within the approximately 30 percent range, the model tends to over-predict pump run times.

Given these results, and the visual match of the hydrographs presented in Appendix E, the model suitably predicts the collection system wet weather response for master planning purposes.

5.2.4

Existing Model Limitations

The Phase I model was intended and developed to meet certain master planning level goals and objectives. Master planning models, in general, are developed without extensive detail as the goal is typically system-wide overview of performance, not design-level analysis. However, meeting master planning objectives does require a certain minimum amount of data in order to provide confidence in projected performance and recommended system improvements. Due to the amount of information available on the Cityâ&#x20AC;&#x2122;s system, the completed Phase I model has less detail than was anticipated at the beginning of the Phase I effort. Therefore, while suitable for the completed master planning efforts, the model does have some limitations that need to be understood in interpreting and using model results. The following summarizes the limitations of the existing model. 1.

Lack of In-system Flow Monitoring Data: The most significant limitation is that no flow data at the lift stations was available as anticipated. Because of this, flow calibration of the model could be performed only to total downstream flow at the WWTPs. This limits the confidence in the local wet weather flow projections at any given point in the system.

In-system Attribute Data: Attribute data for force mains and gravity sewers were, in general, not as readily available as anticipated. The City expended significant effort to compile available drawing information and perform field investigations at critical locations; this effort was crucial to the project, and allowed the model to be built with an acceptable level of

City of Fort Myers Final Sanitary Sewer Master Plan Section 5: Model Development and Calibration

Malcolm Pirnie, Inc. 5-22

confidence. However, there are system components in the model that are out of necessity based on reasonable assumptions. If these components become important in the City’s ongoing planning efforts, the assumptions in the model should be verified. 3.

Hydraulic Model Solution Method: The built-in pressure solution in HydroWorks is intended for systems that remain continuously under pressure. Because portions or the City’s force main system fluctuate between pressurized and non-pressurized flow, a substitute solution for pressurized flow (the Priessman Slot solution) was used in HydroWorks to model the force mains. While adequate, one characteristic of the substitute solution is that in-system pressures and velocities are likely underestimated, which leads to a slight overprediction of peak flows.

Despite these limitations, the model provides a useful tool capable of analyzing and investigating the response of the collection system and operation of the lift station/force main system during wet weather. These capabilities serve the needs of the current master planning effort. Recommendations for enhancement of the existing model for a more in-depth system analysis (originally planned for Phase II) are outlined in the next section.

5.2.5

Proposed Phase II Data Collection Program

Ongoing updates and extensions of the existing model are recommended in order to:

Enhance system knowledge Better analyze ongoing system upgrades Provide a more robust planning tool for ongoing CIP decisions

Initial efforts should focus on collecting in-system data, primarily the following:

Flow data in both the gravity system as well as at the lift stations. These data will provide a better understanding of wet weather issues, including the distribution of flows in the system and identification of local issues. Rainfall data is crucial to calibrating collection system models, and in southern Florida is even more important due to the wide spatial variations. Any flow data collection effort should be certain to include a significant rainfall data collection component. Lift station inspection, testing, and monitoring. These data will allow a more accurate representation of the existing lift stations and provide more data for refining the calibration of the model.

City of Fort Myers Final Sanitary Sewer Master Plan Section 5: Model Development and Calibration

Malcolm Pirnie, Inc. 5-23

Â&#x192;

Collection system attribute data. As explained above, assumptions regarding attributes for some system components were required to construct a complete Phase I model. As the City applies the model for a more detailed analysis, these assumptions should be verified as necessary. Local systems upstream of lift stations. The influent pipes upstream of tributary lift stations were intentionally represented with approximations during Phase I, as their only purpose was to load predicted flows into the modeled lift stations. Ultimately, a better representation of the collection systems upstream of the lift stations will be required for analysis of local conditions. This will allow better characterization of collection system responses and provide a better understanding of how other lift stations are operating

City of Fort Myers Final Sanitary Sewer Master Plan Section 5: Model Development and Calibration

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6.0 EVALUATION OF EXISTING COLLECTION SYSTEM

Following model development and calibration, Malcolm Pirnie used the collection system model to analyze the City’s existing system under wet-weather conditions. For the purposes of this Master Plan, the existing system was evaluated under maximum flow conditions, as determined by the simulation of the 10-year 24-hour storm. This analysis provided the baseline system performance information indicating those areas of the system that are currently capacity restricted under peak flow conditions.

This

information will allow for the development of near-term improvements necessary to eliminate capacity issues within the system.

6.1

EXISTING COLLECTION SYSTEM SERVICE AREAS

Evaluation of the City’s existing collection system includes analysis of both the South AWWTP and Central AWWTP service areas individually under wet-weather conditions. The South and Central service areas of the City collection systems have little interaction between the two systems. For the purposes of the model, both the South and Central systems were simulated as two separate collections systems.

6.1.1

South AWWTP Collection System Service Area

Production of wastewater within the South service area occurs from three major sub-basins: the City’s service area, the County service area contributing to inflow at Summerlin Road and Matthew Drive, and a second County service area contributing to inflow at Red Cedar Drive. The two County interconnection locations contributing to the South AWWTP are also discussed in Section 3.3. Table 6.1 summarizes the estimated contributing service area acreage, modeled dry weather flow (DWF), and modeled peak hourly wet-weather flow (WWF). Figure 6.1 shows the three areas that contribute wastewater to the South AWWTP.

City of Fort Myers Final Sanitary Sewer Master Plan Section 6: Evaluation of Existing System

Malcolm Pirnie, Inc. 6-1

Mar tin

L u th

er K

ing,

Jr. B

lvd

30-inch County Force Main 36-inch City Gravity Sewer 36-inch County Gravity Sewer

Ortiz Ave

Sewershed Areas Hanson St

I-75

Legend

South Plant

Metro Pky

Palm Ave

ni lo Co

B al

lvd

Six M

ile

Pky

McG r

ego

r Blv

Winkler Ave

5,000

10,000

15,000 Feet

1 inch equals 5,000 feet

City of Fort Myers, Florida Sanitary Sewer Master Planning Services

December 2005

South AWWTP Sewershed Areas

Figure 6.1

Table 6.1 Modeled Flows for South Service Area

Service Area

Total Service Area (acres)

Total Contributing Area (acres)

Modeled DWF (mgd)

Modeled Peak Hourly WWF (mgd)

3.38

13.87

City Service Area 36-inch gravity sewer South Drive

4,204

3,928

County Service Area 36-inch gravity sewer Summerlin Road & Matthew Drive

2,533

1.66

6.56

30-inch force main Red Cedar Drive

5,671

3.72

13.73

9.27

32.77

Overall Service Area 54-inch gravity sewer Upstream of influent wet well

12,408

12,132

The County 36-inch gravity sewer, on Summerlin Road and Matthew Drive, and the County 30-inch force main, on Red Cedar Drive, are not included in the model; however, their flows into the Cityâ&#x20AC;&#x2122;s sewer system are accounted for as point source application locations. The Cityâ&#x20AC;&#x2122;s 36-inch gravity sewer increases to a 54-inch sewer prior to entering the plant. The 54-inch influent gravity sewer is used in the model to indicate the overall production of wastewater within the South service area from the City and County. The contributing area, as presented in Table 6.1, is the actual area that generates wastewater flow, excluding any major unsewered, undeveloped, or green space sections (parks, cemeteries, etc.). The DWF and WWF were calculated for each service area through the use of simulated flows within the model.

6.1.2

Central AWWTP Collection System Service Area

The Phase I model of the Central AWWTP service area is divided into five subareas within which wastewater is produced. Table 6.2 presents a summary of the service

City of Fort Myers Final Sanitary Sewer Master Plan Section 6: Evaluation of Existing System

Malcolm Pirnie, Inc. 6-2

area acreage, the modeled DWF, and modeled peak hourly WWF from the various sources of wastewater contributing to the Central plant. Both City service area and mixed City/County service area locations are listed according to the specific sub-area category. Figure 6.2 shows each of the areas that contribute wastewater to the Central AWWTP.

Table 6.2 Modeled Flows for Central Service Area

Service Area

Total Service Area (acres)

Total Contributing Area (acres)

Modeled DWF (mgd)

Modeled Peak Hourly WWF (mgd)

City Service Area 1,351

1,210

1.14

5.67

Michigan Avenue (Downtown area)

878

872

1.55

4.13

Raleigh Street

299

0.35

1.56

Billy Creek

Mixed City & County Service Area Palm Avenue (parallel Raleigh St)

2,937

2,104

1.63

7.54

Ballard Road

4,937

4,755

2.95

16.40

7.62

35.36

Overall Service Area Central AWWTP influent

6.2

10,402

9,239

COLLECTION SYSTEM INFRASTRUCTURE

The Cityâ&#x20AC;&#x2122;s existing South and Central wastewater collection systems transport wastewater from the Cityâ&#x20AC;&#x2122;s residents to the treatment plants using a combination of pressurized and gravity sewer pipelines. Both collection systems operate independently and significantly differ in their transportation methods. The following section outlines both the South and Central collection systems and provides information on the existing infrastructure characteristics.

City of Fort Myers Final Sanitary Sewer Master Plan Section 6: Evaluation of Existing System

Malcolm Pirnie, Inc. 6-3

Legend Sewershed Area Ballard Road Billy Creek Downtown Palm Avenue Raleigh Street Central Plant

lm Pa

a Be

d Blv

Ballard Rd

Metro Pky

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Hanson St

Veronica Shoemaker Blvd

Ortiz Ave

Cleveland St

Martin Luther King, Jr. Blvd

Tampa St

Evans Ave

Michigan Ave

0 Winkler Ave

5,000

10,000

15,000 Feet

1 inch equals 5,000 feet

City of Fort Myers, Florida

Sanitary Sewer Master Planning Services

December 2005

Central AWWTP Sewershed Areas

Figure 6.2

6.2.1

South AWWTP Infrastructure

The South AWWTP collection system Model consists primarily of a looped backbone force main system, with contributions from the Deleon Street force main to the north, and the Colonial Boulevard force main to the east, which combine to form the influent to the South plant. A third force main along Carrel Road connects both the Deleon Street and Colonial Boulevard force mains, resulting in the â&#x20AC;&#x153;loopedâ&#x20AC;? system. A series of Phase I lift stations assist in collecting and pumping wastewater from one force main into another, for eventual transport to the South AWWTP. The three modeled force main sections contributing to the South AWWTP are shown in Figure 6.3 and described in Table 6.3. Table 6.3 Backbone Conveyance System of the South Collection System Model Force Main Section

Diameter Range (in.)

Length (ft)

Location Description

Colonial Boulevard

12 - 24

36,053

West along Winkler Avenue, South on Ford Street, West along Colonial Boulevard

Deleon Street

8 - 30

26,181

Carrel Road

10 - 14

17,372

TOTAL

79,605

South along Cortez Boulevard, crossing the Golf Course, South on Deleon Street Winkler Avenue west of Ford Street, North along Metro Parkway, West along Carrel Road -

Gravity sewers included in the model are the 30, 36, and 54-inch influent sewers, which convey flows from the Deleon Street and the Colonial Boulevard force mains into the South AWWTP. This series of gravity sewers begins as a 30-inch on Deleon Street, increases to a 36-inch sewer, and finally to a 54-inch as it enters the South AWWTP. The three gravity sewer sections contributing to the South plant are shown in Figure 6.4 and described in Table 6.4.

City of Fort Myers Final Sanitary Sewer Master Plan Section 6: Evaluation of Existing System

Malcolm Pirnie, Inc. 6-4

GALLOWAY C 04040961

Legend

NORTH DR O DELE

30-inch City Gravity Sewer

NEWPORT 54-inch City Gravity Sewer CT 36-inch City Gravity Sewer

CT LOWELL

WTR TRANS MAINS 1-0001

4110175 4110177

MERRIMACK

AMHERST CT

South Plant

CT PH III WATER 1-0048

SOUTH

04040961

CT GLOUCESTER

HAMPTON

FRAMINGHAM CT JAMESTOWN IPSWITCH CT

WEST DRIVE

KENSINGTON

WTR TRANS MAINS 1-0001

CIRCLE

STARS SOCCER 5-0005

PAGE MOBILE

6-0016 0

150

City of Fort Myers, Florida

300

600

900 Feet

1 inch equals 300 feet

Sanitary Sewer Master Planning Services

December 2005

South AWWTP Influent Piping

Figure 6.4

Table 6.4 Gravity Sewers in the South Collection System Gravity Sewer Section

Length (ft)

30-inch

1,414

36-inch

1,181

54-inch

568

TOTAL

3,163

Location Description Deleon Street between North Drive and South Drive South Drive between Deleon Street and West Drive West Drive south of South Drive -

Wastewater collected from the City’s South service area travels through the 36inch portion of the gravity sewer along South Drive to the South plant. Wastewater from Lee County residents is collected and transported through County gravity pipelines (modeled as point source), consisting of a 36-inch gravity sewer at Summerlin Road and Matthew Drive and a 30-inch force main at Red Cedar Drive. Both County pipelines discharge into the City’s system through the 54-inch gravity sewer upstream of the South AWWTP.

6.2.2

Central AWWTP Infrastructure

In contrast to the modeled South AWWTP collection system, where the backbone conveyance system consists almost entirely of force mains, the modeled Central AWWTP’s backbone conveyance system includes a large proportion of both gravity sewers and force mains. The modeled backbone conveyance system can be divided into five separate subsystems based upon the five influent lines to the Central AWWTP property. The five subsystems contributing to the Central AWWTP are shown in Figure 6.5 and described in Table 6.5.

City of Fort Myers Final Sanitary Sewer Master Plan Section 6: Evaluation of Existing System

Malcolm Pirnie, Inc. 6-5

Legend Central Plant

Ortiz Ave

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3,000

6,000

9,000 Feet

1 inch equals 3,000 feet

City of Fort Myers, Florida Sanitary Sewer Master Planning Services

December 2005

Central AWWTP Force Main and Gravity Sewer Network

Figure 6.5

Table 6.5 Backbone Conveyance System of the Central Collection System Service Area

Diameter Range (in.)

Length (ft)

Location Description

30-inch Billy Creek Gravity Sewer

10 - 30

16,710

Northern portion of City service area

24-inch Raleigh Street Gravity Sewer

6 - 24

7,020

Along Michigan Avenue (LS 31 to Ford Street)

36-inch Palm Avenue Gravity Sewer

4 - 36

42,860

Southern portion of City service area, southern half of Dunbar annex area

18-inch Michigan Avenue Force Main

16 - 30

9,520

Downtown Area (downstream of LS 4)

Ballard Road Collection System

6 - 36

37,870

Area NE of City limits, Belle Vue annex area, northern half of Dunbar annex area (mixed City and County)

TOTAL

113,980

Once on the Central plant property, the 30-inch Billy Creek, the 24-inch Raleigh Street, and the 36-inch Palm Avenue gravity sewers discharge into a common 54-inch gravity sewer. The 54-inch gravity sewer and the 18-inch Michigan Avenue force main discharge into the Central AWWTP influent wet, well upstream of the screw pumps. The 30-inch Ballard Road force main discharges into the screen chamber downstream of the screw pumps. The Raleigh Street and Palm Avenue sections of the conveyance system were represented separately within the model. Flows from the 24-inch Raleigh Street sewer can overflow into the 36-inch Palm Avenue sewer at Michigan Avenue; however, the existing system model simulations showed that this flow diversion occurs only under very extreme conditions, and did not occur during the 10-year 24-hour design storm simulation. The Palm Avenue service area includes both the Edison Avenue and the Lift Station 8 collection systems. However, due to their differing conveyance methods, the City of Fort Myers Final Sanitary Sewer Master Plan Section 6: Evaluation of Existing System

Malcolm Pirnie, Inc. 6-6

Edison Avenue pressurized collection system and the Lift Station 8 gravity collection system are modeled separately.

6.3

PERFORMANCE ANALYSIS APPROACH

In order to provide a complete assessment of the existing collection system and determine areas of the system in which deficiencies exist, the Phase I model was evaluated under maximum flow conditions. As a result, capacity restricted areas within the system will become evident and the necessary sizing improvements can be determined. The following section summarizes the wet-weather design storm chosen to simulate model peak flow conditions.

6.3.1

Wet-Weather Design Storm

Existing system performance analysis under wet-weather conditions uses design storm simulations to estimate the response of the collection system. Single-event design storm simulations are useful for developing preliminary sizes for sewers and pump stations to address capacity problems. Existing system deficiencies will be quantified using a 10-year return period design storm with a duration of 24 hours. The US Soil Conservation Service (SCS) design storm curve Type II Florida Modified rainfall distribution pattern was selected to as the rainfall intensity pattern for the 10-year 24-hour design storm. The Type II Modified storm pattern was referenced within the South Florida Water Management Districtâ&#x20AC;&#x2122;s ERM Permit Information Manual. Figure 6.6 shows the 10-year 24-hour storm hyetograph. The total rainfall modeled for this event was 6-inches.

City of Fort Myers Final Sanitary Sewer Master Plan Section 6: Evaluation of Existing System

Malcolm Pirnie, Inc. 6-7

Figure 6.6: 10-Year 24-Hour Design Storm Hyetograph 1.00

0.90

Rainfall During 15-min Period (in)

0.80

0.70

0.60

0.50

0.40

0.30

0.20

0.10

0.00 0

Elapsed Time from Beginning of Storm Event (hrs)

6.3.2

Level of Service and Performance Criteria

The design storm simulations were used to estimate several specific measures of existing system performance under extreme wet-weather conditions. Collection system performance was first screened to determine whether the system was meeting an appropriate level of service. Level of service is typically defined in terms of a problem threshold that will not be exceeded except under extreme wet-weather conditions, and the acceptable frequency of exceedance. For this master planning effort, system surcharge was used to define the problem threshold, and 10-year 24-hour design storm simulations were used to approximate wet-weather conditions that occur on average once every 10 years. The collection system was assumed to maintain a reasonable level of service when the model-predicted water surface elevation (hydraulic grade line) was more than 2.0 feet below the ground surface (manhole rim elevation) during the simulations of the 10-year,

City of Fort Myers Final Sanitary Sewer Master Plan Section 6: Evaluation of Existing System

Malcolm Pirnie, Inc. 6-8

24-hour event. Areas where surcharge was predicted to be within 2.0 feet of the ground surface are indicated on the corresponding figures and tables as a “Surcharged.” Once an area of the system was determined to not meet the desired level of service, the cause was determined. Causes of level of service impairment within the collection system were determined based on the following criteria:

Capacity-limited gravity sewers: Gravity sewers were designated as capacity-limited when the projected peak flow during the design storm exceeds the estimated full-flow capacity of the sewer and the pipe is surcharged within 2.0 feet of the ground surface.

Capacity-limited lift stations: If the lift station wet well was predicted to surcharge within 2.0 feet of the ground surface, the lift station was considered to be capacity limited. Because the total dynamic head (TDH) controls the pump operation, the lift station capacity analysis needs to incorporate downstream force main conditions. This is further complicated in a manifolded force main system, such as the Ft. Myers’ collection system. Based on these factors, the capacity limitation of the lift station was placed in one of three categories, depending on the modeled system performance: •

Category 1: Capacity-limited lift stations where the model projected peak pumped flow rate is greater than the pump’s Best Efficiency Point (BEP) were categorized as capacity limited due to the local pumps.

•

Category 2: Capacity-limited lift stations where the peak pumped flows were less than the BEP and the local downstream force main velocity was high (greater than 5-7 fps) were categorized as capacity-limited by the local downstream force main.

•

Category 3: Capacity-limited lift stations where the peak pumped flows were less than the BEP and the local force main velocities were low (less than 6 fps) were categorized as being influenced by the manifolded force main system.

Force main velocities were analyzed, but were not used as a trigger for immediate action. The force main velocity was categorized as less than 4 ft/s, between 4 and 7 ft/s, and greater than 7 ft/s. Potentially over-capacity force mains were estimated as those in which the peak 5-minute velocities exceed 7 ft/s.

City of Fort Myers Final Sanitary Sewer Master Plan Section 6: Evaluation of Existing System

Malcolm Pirnie, Inc. 6-9

These criteria were used to evaluate the performance of both the South and the Central collection systems, and to identify areas of the system that may require short-term upgrades.

6.4

SOUTH AWWTP SEWER SYSTEM ASSESSMENT

The Phase I model for the South collection system was evaluated under projected 10-year 24-hour design storm flow conditions to determine areas of the system that are capacity limited and require necessary sizing improvements.

The following section

provides the corresponding effects on the gravity sewers, lift stations, and force mains throughout the South AWWTP collection system. Figure 6.7 shows the components of the South collection system that are capacity limited and/or undersized based on the 10year 24-hour design storm.

6.4.1

Gravity Sewers

Gravity sewers included in the model of the South AWWTP collection system consist of the 30, 36, and 54-inch influent sewers serving the South plant. Table 6.6 provides a summary of the gravity sewer surcharging status and the areas of the gravity sewer that exhibit capacity limitations. Under the 10-year 24-hour design storm, approximately 2,000 feet of 30 and 36inch gravity sewer are capacity limited along Deleon Street just downstream of the discharge of the Colonial Boulevard and Deleon Street force mains. The 54-inch influent pipe to the South AWWTP influent wet well is also capacity limited. The model also predicts surcharging to occur at the discharge manhole for the combined Deleon Street/Colonial Boulevard force main and Lift Station 23 force main, as well as the 30inch gravity sewer between North Drive and Framingham Court.

City of Fort Myers Final Sanitary Sewer Master Plan Section 6: Evaluation of Existing System

Malcolm Pirnie, Inc. 6-10

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WT R TR ANS M AINS

CT GLOUCESTER

1-0003 COMMON CENTS 04030116 (S) 04070112 (W)

COLONIAL BLVD

SAILYARD

PH I II WATER 1-0048

CIRCLE

SEE SH T 9 & 1 0

WEST P RO PERT Y LIN E EAST WO O D G O LF C OU RSE 3- 00 1 5

03 07 1 00 1

AVE

EVANS

03 05 0 25 5

AVE CLEVELAND

ELLEN AVE

LAGG AVE

AL LE Y AVE

MEADE TILTON

AVE

41 10 1 75 41 10 1 77

HAMPTON

IPSWITCH CT

WEST DRIVE

VERONICA S SHOEMAKER BLVD

WORK DR

CARGO ST

METRO PKWY.

(PALM AVE)

S.G.L. RAILROAD R/W

ROYAL PALM BROADWAY

CENTRAL

ST KELLY ST

AVE 1- 00 5 7

INDUS TRIAL

COCOS AVE

CRANFORD

AVE

BROADWAY

PALM AVE

AVE

FOWLER ST

POWELL ST

EVANS

AVE

41 10 1 61

POWELL DR

AVE

41 10 0 17

MEADOW

CENTRAL

AVE

MONTCLAIRE

41 10 1 32

JACKSON ST

BROADWAY

CALVIN BLVD

AVE HAG EN & ASSO C EXT 04 01 0 35 1

KELLY ENGLEWOOD

LAKE

SEAGO LN

ST ST DE LEON ORANGEWOOD AVE DELEON ST

WT R TR ANS M AINS 1- 00 0 1

ORANGE WOOD

BLVD

BOWLING GREEN

CHURCH

BARKLEY

SOLOMON BLVD.

6- 00 5 9

RE SE RV

TUFTS AVE

SOMMERSET WT R TR ANS M AINS 1- 00 0 1

E AV

6-0016

6-0017

HA YL LN EY

AVE

RUSSEL

MARVAEZ ST

6- 00 1 5

DR.

CARRINGTON

BAYWOOD CT

SUNRISE DR

MC GR EG OR G ARD ENS 06 08 0 60 1

ARGYLE DR

CIRCLE N CIRCLE S

VISCA YA VI LLAS PHASE I 6-0047

4-0047

RCD

BLVD

LAKE

CANTON

9 86

LEXINGTON

PRINCETON

LUZON

MAXINE

LA PALMA

ARLINGTON

LUVERNE

HANOVER

BARKLEY CIRCLE

R ND DO

SUNRISE DR

RD R SE V D ILL E

GO R

NA GR A

ST ANDREWS WESTMINSTER DR ST ANDREWS

MARVAEZ

CECIL

JOHNS RD

AV E

MCKINLEY

ROGERS ST

McGREGOR RESERVE DR

AMHERST CT

2- 00

VIA ROYALE ROYALE

ETS STR E

AUX IL ST. LIARY

BL V D OR EG Mc G R

DR AL TR O P IC

O N DR AM PT

PLAY ER'S CLUB 90-84

PAGE MOBILE PARK

City of Fort Myers, Florida NOR TH

LAGG AVE

D OR EG

JAMI CT

Mc G R 33 2- 00

VIA SAN PABLO ATE PRIV

C PV .X "X L .F 1 9

IELD DR

3-0023

1-0061

8-0012

CIRCLE

71-85

LS35

04040961

1-0060

CARROTWOOD CT

SOUTH SI DE BUSINESS PLAZA

MALL DR

STARS S OCCER 5-0005

CARI LLON WOODS 6-0001

TIMBERLAND CIR S

CATALPA CT

SOUTH

C " PV . X L .F X 0 1 1

WINEWOOD CT

SWAMP CABBAGE CT

C V " P X . X 3 .F 3 L 1

ER KL

6-0029

THE PLACE IV 04030959

CARI LLON WOODS 6-0001

CARI LLON WOODS 3-0017

G.E . METROP ARK 6-0041

SPORTS AUTHORI TY 6-0045

COLONIAL

138

1-0065 & 2-0041

AC M TR U CE LE2 9 RA T RO 00 1PE

C V " P . X . X L F 0 6 1

WOOD CT

LS55

E. MALL DR 04040202

CIRCUI T CI TY 06090774

IN W

NS TE

OAK RIDGE CT

LS27

VC . X" P . F 6 L 4

HE W TT M A RD M20-O-0003-94

04040961

TIMBERLAND CIR N

PHASE I RENA ISANCE AP TS 1-0041

LS68

03091102

06090774

LANE

N.E. COLONIAL WATER & FORCE MAIN 1-0004

CONCORDE DR

EAST

PAUL

EDISON MALL 06080001

WINKLE R AVE IMPORVEMENTS 03091107 & 4-0008

WINKLER AVE

CT FRAMINGHAM CT JAMESTOWN

04050957

GLEN EDEN DR

COURTNEY DR

R O

SHOEMAKER 8-

COLONI AL PROPERTI ES-P HASE I 6-0027A & 6-0027B

CENTER PT DR

4-0017 MI DPOINT CORRIDOR

KENSINGTON

SUNCOA ST FE D. CREDIT 2-0019

BISHOP VEROT SCHOOL

LS34

ME TRO PARK BLOCK "C" 6-0048

03 03 0 10 8

ST ALINE

MEDICAL LN

BYRON RD

BISHOP VEROT 1-0034

AD RO

PARK WINDSOR DR

04030960

L N IA AI M L ON E CO O RC F 04 E. & N. 00 ER 1-

LAKE

LS54 WESTCHASE APARTMENTS 6-0067

FI LE STORE 1-0036

COMMERCIAL DR

BONNIE CT

CHARLES RD

CSL&G 06080101

BEVERLY E NTERP RISE S 1-0050

03090652

SOUTH PROP ERTY LINE EASTWOOD GOLF COURSE 3-0015

SOUTH BOUNDARY LINE OF NORTH COLONIAL CANAL

RIVERBEND APT

RHONDA

DR. FRED BURFORD PAVING, GRADI NG DRAI NAGE 3-0011

CT LOWELL

MANDEL RD

LS24

DITCH

2- 00 3 4

MERRIMACK

06091102

FA IRF

AVE HARVARD CT

BARNETT BANK 2-0028

COLLINS RD

EASTWOOD GOLF COURSE 3-0015 SEE SHT 5 FOR INLE T INS TA LL NORTH COLONI AL WATERWAY

NORTH COLONI AL WATERWAY 3-0001

CITY OF FT MYE RS SEWR IMPROV PROGRAM 04040950 & 2-0005

OASI S 1-0023

N. SOLOMA N BLVD 03090652

SUWANNEE

NORTH DR 0703104

8-0012

AVE

WAREHOUSE RD

WARE HOUSE ROAD 04091112

PC " V . X . F 0 L 6

W AY

LAKE

PALM SQUARE BLVD

6-0075

FT MY ERS LUMB ER 04070253

P VC

TA IN

ELMWOOD ST

ASHWOOD ST

06090701 8-0010 EASTWOOD GOLF COURSE 3-0015 SEE SHT 7 FOR INLE T INS TA LL

" .F X 71 L.

FO UN

CHULA

ST. MICHAEL 6-0044

VA CE NTER 1-0042

COLLIER AVE COLLIER WATER 1-0045 4110129

KENNESAW RD

EASTWOOD GOLF COURSE 3-0015 SEE SHT 6 FOR INLE T INS TA LL

WAY RS T

LEE COUNTY 04070108

IN RB CO

KUTAK LN

SCOFIELD ST

SIVAN RD

07030053

MASON

IA R

PS 2 1 FM 41 10 1 96

CIRCLE

6-0077

CARTER CIR

YALE CT

DAVIS DR

FA LCON

GREE N BR

CIR

MANOR AVE

06091102

ARGYLE 06090757

MAY FAIR TERR

SIMPSON

RO AD

U OA KH

COLONI AL/ SUMMERLIN PLAZA 0703104

ARGYLE DR

BRENTWOOD PKWY

LO O P

ENT RAN CE T O E AST WO O D GO LF CO URS E

REAL

SO FLA BANK 3-0014

A VE

TERR

WELCH

ST. MICHAEL 6-0044

1-0045

VINCE SMITH DR.

Y WA

GOODWI LL INDUSTRI ES 1-0051 2-0037

4110166

RUDY CIR BA CIR MB . OO

BLVD

4- 00 1 6

WALGREENS SEWER 2-0023

CHARLES CT

GR O

BATES CIR CUSHMAN

LS39

CANAL

HUNTER

PARKWAY

TARA LEE ST

BLUEBIRD TAXI 1-0028

WINKLE R AVE IMPORVEMENTS 1A-0001 & 2A-0001

2- 00 3 4 S AW WT P F M

ON DELE

DON

HUNTER

AVE

OAKLEY

NEWPORT CT ROYAL

GRAND AVE 41 10 0 35

VISTA CT

FERDINAND CT

SAN RAFAEL CT

CLEVELAND

EARL RD

AVE

JEFFERSON

MI DPO IN T CO RR IDO R

LO M A LI NDA FO U DR NTA IN A VE

ROS

MIA CASA CT

COLONIAL

4-0024

AA VE

LS9

SANTA BARBARA AVE

LOT 36

RIV IE R

COURT

AVE

T AVE EX

B LV

McGREGOR

CONTINUES TO OLD WELL FI ELD

M CA

AVE

3-0018

SANTA DEL RAY AVE BILL MARK

DR SAN JUAN

SAN MARCOS AVE

SPANISH CT

GROVE

06 09 0 30 4

TERRA PALMA

MI DPOINT CORRIDOR 4-0016

CENTRAL TERR

BROADWAY

HILL AVE I MPROV. MCGREGOR-U.S.41 6-0038

COLLIER

SIESTA

AVE

MI DPOINT R/W 3-0021

KENNESAW

PARKWAY

PINEVIEW RD

1 66

AVE

T 03 7- 00

33 2- 00 13

Y D LILON P

TRANSMI SSION MA INS FOR FINISHE D RAW & REJECT WATER

SANFORD

LEE M ENT AL HE ALT H SIT E PL AN F IL E # 10 -9 2

REPL ACEM EN T

6-0037

SAN ROBERTO CIR

RIO VISTA WAY

VIL L AIR CT E

AVE

04030054

4110146

WILLIAMS DR

8-0006

04 10 1 11 2

INVENTORS CT

AVE

BRUCE HERD ROAD

AVE

6- 00 5 9

AVE

OCALA

HAINES CITY

8- 00

FRIENDSHIP WALK WAY

LEE CO. STOCKADE 1-0005 02010604

AVE

CLEARWATER

TE RS TA INTE

6-0054

DR.

R WINK LE

PARK SHORE CIR.

WALDEN DRIVE

VIA FL 04091104 PREC. 51 O RE S MIDP OINT PRA DO MEM ORIAL BRID GE DEL RIO

HUNTER

LANE

CARRELL RD

2- 00

EV E L 33 2- 00

RO OS

0 97

HAROLD AVE

41 10 0 57

41 10

RIVE RSID E

AVE

HAR

OX FOR D

BRID

O LD

CAM

JAMBALANA LN

SUNTRUST

HOPE MOSQUE

NELSON

MARAVILLA

AVE

06 09 0 30 4

AR K

1- 00

CYP RES

4- 00 2 6

NELSON

AVE

ST GE

AV E

04091104 PREC. 51

BILTMORE AVE

S M ART O KAL EE RD 14

I MM

WALPEAR RD

EAST ROAD

CARLENE AVE

BRADFORD RD

CENTRAL AVE DRAI N P ROJ 03010254

RICARDO

GOLFVIEW AVE

WINKLER INVENTORS CT

HES 99 60

HANSON ST

AVE

WINKLER 3- 00 0 7

CALOOSAVISTA RD

COLLINS

65 2

8-0002

ME AD

MELALEUCA LN

MORENO

AVE

03 09 0

VESPER DR

CALOOSA DR. , WES T RIV ERSIDE DR., GREENWOOD AVE., ILLINOI S AVE .&VESP ER DR. 6-0034 3-0018

AVE

HANSON ST

ARTHUR AVE

FORT MYERS ESTATES SEWAGE LIFT S TA TI ON 04030253

LAKELAND

DR MINNESOTA 6-0058 HABITAT VILLAGE DR.

06090701 8-0010

O LH

MORNINGSIDE DR

OAK LEY

SUNTRUST DR.

AVE

CIR.

STEELE AVE

PH I II SEWER 2 -0 0 38

MAYFLOWER

BARTOW

WATER PLANT

H SC

STADLER DR

6-0058

WAUSAU CT

HIGHLAND

ER W INKL O & IL IT IES ME TR D. UT INC LU 0 60 1 03 09

BURTWOOD DR

LEE COUNTY 04071104

AVE

JEFFERSON

8-0002

3-0018

HILL

GROVE

4110037

CRAG ST

MEADOW

AVE

UNITY

0 77

KATHERINE

HANS ON ST WATER LINES 4110203

BRAMAN

41 10

CANTERBURY

4110111

DUNBAR MIDDLE SCHOOL

5-0010

OFFSITE UTIL 2-0020

AVE

CANAL ST

AVE

BRAMAN

UNITY ST

INTERCEPTOR & OUTFALL SEWER LINES 04020402

HILL AVE I MPROV. MCGREGOR-U.S.41 6-0038

THERMACYLCE 6-0043

SEBRING

CANAL

LANE

4110028

THISTLE ST

ALLEN PARK DRAI N. 3-0012

8-0006

PH I II WAT ER 1- 0 04 8

3-0018

CITY OF FT MYE RS SEWER IMPROV PROGRAM 04040950 & 2-0005 04030956 ADAPT CENTER AT LARC 1-0027

GRACE AVE

FORT MYERS GOLF COURSE

STELLA

04030052

1- 00 5 6

41 10 0 32

MORENO

HALGRIM AVE

PH I II SEWER 2 -0 0 38

TIPTON CT

41 10 1 08

AVE AVE

MI NI-STORAGE 6-0056

2- 00 3 4 S AW WT P F M REPL ACEM EN T

8-0004

SOUTH

CARRELL CANA L

WALES

8-0004

2-0031

AVE

MAPLE

GLEN DR

WAY

AVE

MORADO ST

AVE

OLEMEDA

MARAVILLA

AVE

LINHART

8-0003

SHADOW LN

SUNBURY

DRAI NAG E

41 10 1 38 GR AND AVE.

GRAND

41 10 0 30

41 10 0 35

WILSON ST

03 05 0 25 5

NELSON ST

AVE

MAPLE

AVE

ROYAL PALM

41 10 1 98

EVANS

AVE

04 10 1 11 4

ON RD SUNSET SUNSET RD

CANELO DR

PASSAIC

MAPLE

PASSAIC AVE

SUNSET

41 10 1 98

BARNETT BANK 3-0013

AVE

G RA O 7 5 - ST NI 6- 00

RICARDO CT

CORTEZ

BLVD

2- 00 3 4 S AW WT P F M

REPL ACEM EN T

CORTEZ

WAY

VIA TORCIDA

HIBIS

McGREGOR

2- 00 3 3

CUS

RT CT STUA

SILVESTRE

DO DR

AVE

GRACE

4110060A 4110012

GASPARILLA

LS15

ALLEN PARK DRAI N. 3-0012

AVE

41 10 1 98

PALOMA

BRAMAN

AVE

LEE MIDDLE SCHOOL 6-0049

ANIMATI ONS WATER 1-0026

AVE

ROS ADA

MORENO

AVE

RICARDO

AVE

AV OC A

O SA

LS10

LINHART

HANSON

3-0018

AVE

MARA VILLA

SOUTH

AVE

MINNESOTA DR

DORA

CLERMONT ST

FRANKLIN

EDISON

GRAND

IRWIN ST

8- 00 1 3

2- 00 3 3

WES T RIVE RSID E DR

PLU M

FL O R ID

KURTZ ST MAPLE ST WALTMAN ST

AVE

BRAMAN

PASSAIC

AVE

04 02 0 95 3

4110127 2-0021

GRACE & PASSA IC SEWER RE PLAC 2-0021

AV E

3-0018

GRACE

I GA

HANT O

LS1

MORENO

NV IL AV E L EA

SANDERS ST

MCCANN ST

HOLLY

MAGNOLIA ST

AVE

HANSON

SUNSET

AVE

4110041

U BO

8-0003

CANAL

AVE

MAPLE

4110135

1-0048

DOR A

WILLIN ST.

JEFFCOTT

KATHERINE

RANSOM ST ST

MCGREGOR

E BRAMAN

W BRAMAN CT

STELLA

4110044

CORONADO

3-0018

OSCEOL

4110176 WATER

BRANCH

MAPLE

BLVD

MIRACLE LN

CALOOSA DR. , WES T RIV ERSIDE DR., GREENWOOD AVE., ILLINOI S AVE .&VESP ER DR. 6-0034

41 10 1 34

STELLA

FRAN KLIN

NICK

4110017

MANUEL DR

BLVD

AV E

JEFFCOTT

4110121 JEFFCOTT

WILLARD

4110176

COCO NUT

SOUTH

CANAL

GL AD

AV E

ZAR

8-0011

PH I II SEWER 2 -0 0 39

CALOOSA DR

JOHNSON ACLF 1-0040

8-0011

ALC A

DORA/CENTRAL 4110121

41 10 0 35

LAWN

OA K

4110051

BRAMAN

W NE

LEE MEMORIAL HOSPITAL

EL 'S

DORA

1A-0002 & 6A-0001

LINHART

IO LA

ITA

EL ON

E AV

4110031

DORA

41 10 0 35

CORTEZ BLVD

GLADIOLA

AVE AVE

BO N 2- 00 3 3

BA R C

ALHAMBRA

COCONUT

DIXIE PKWY

MA RL YN -1 3A

IV E RD R SHR 3 0 95 04 02

WA Y IA VA L ENC

AVE

SOUTH ST

1-0066

ALMERIA

AL CAZA R

DRIVE

8-0011

4110030

4110144

MAN U

FRANKLIN

04081003

D OA

1-0019 D O O W COR TEZ BLVD

LINHART AVE BAR CELO

BROADWAY EDISON-VI CTORIA 4-0012

WILLARD

STARS COMP LEX

IL R RA

8-0005

R O

FRANKLIN

NE LA

CARLTO N

LY N

FT MYERS HIGH SCHOOL

AVE

LYNNWOOD CORDOVA

8-0011

COR DOV

RIO AVE

POINCIANA

2-0033

LLEWELLY N

DEL

M AR

LS2

OR E

HOPE GARDENS 6-0036 4-0025

STATE FARMERS MARKET 6-0040

E LIN R T R L AS C CO S

SA N

AV E

DIXIE PKWY

VIST A

ARDM

MA NU EL S EL PR AV AD E O

RETENTI ON AREA

WILLARD

SALV ATION ARMY 1-0038

CDBG GRA NT 2 PHASE 3

1-0047

AVE

EDISON

AVE

EDISON W.FIRST/EDISON 1-0030

E ST

AVE

EUCLID

CONGRE SS

M O

OLD WELL FI ELD 2-0022

PARKI NG ARE A

PARKI NG ARE A 1-0030

AVE

COL UMBUS

HARVARD

3- 00 2 4A -1 2(M

)

HOU STO N

ME NL O

LANE

EDISON

BL VD

ALTAMONT

CLIFFORD ST

02010706

6,000 Feet

Existing Manholes South Plant

1 inch equals 2,000 feet IDLEWILD

Sanitary Sewer Master Planning Services

December 2005

Existing System Analysis - South AWWTP

Figure 6.7

4.14 AC

Table 6.6 South AWWTP Influent Gravity Sewer Status

Node Location Discharge from LS 23 Deleon Street, east of Merrimack Court Deleon Street north of Framingham Court Deleon Street south of Framingham Court South Drive and Deleon Street South Drive and Gloucester Court South Drive and Hampton Court South Drive and Ipswitch Court South Drive and West Drive West Drive south of South Drive Upstream of influent wet well

Ground Length Elevation (ft) (ft)

Maximum Water Surface Elevation (ft)

Depth to Peak Surcharge Elevation (ft)

Manhole Status

Pipe Status

Capacity (mgd)

5-Minute Peak Flow (mgd)

Adjacent Gravity Sewer Status

Node

Dia. (in)

138

180

12.2

0.0

Surcharged

18.2

13.28

262

400

12.6

12.0

0.6

Surcharged Surcharged

7.3

13.28

Capacity Limited

230

400

12.8

11.1

1.7

Surcharged Surcharged

7.3

13.28

Capacity Limited

232

433

12.3

10.2

2.1

Surcharged

6.5

13.28

Capacity Limited

233

400

12.0

9.3

2.7

Surcharged

11.2

13.79

234

400

12.0

8.9

3.1

Surcharged

11.2

13.85

235

262

11.8

8.5

3.3

21.4

13.95

236

11.7

8.2

3.5

17.5

14.04

140

11.5

8.1

3.4

14.1

14.04

143

322

11.5

8.1

3.5

69.3

19.08

315

246

12.2

8.0

4.2

29.9

33.85

City of Fort Myers Final Sanitary Sewer Master Plan Section 6: Evaluation of Existing System

Surcharged

Malcolm Pirnie, Inc. 6-11

Capacity Limited Capacity Limited

Capacity Limited

6.4.2

Lift Stations

Within the Cityâ&#x20AC;&#x2122;s existing South system, 3 of 16 Phase I modeled lift stations are capacity limited during the 10-year 24-hour design storm simulation.

Table 6.7

summarizes the lift station capacity status for each modeled lift station and identifies those lift stations that are predicted to experience wet well surcharging.

To be

conservative, pumping rates for all lift stations assume only one pump in operation, based upon information provided by the City. As a result of the design storm simulation, only one of the seven modeled lift stations along the Deleon Street force main is capacity limited. Due to the capacity of the downstream force main, Lift Station 9 experiences capacity limitations.

All of the

Colonial Boulevard lift stations are expected to remain under capacity during peak flow conditions. Lift Station 34, along the Carrel Road force main, is capacity limited during peak flow conditions, exhibiting significant wet well surcharge. Lift Stations 24, 54, and 55 are predicted to have sufficient capacity at peak flow conditions. Lift Station 23, located downstream of the Deleon Street and Colonial Boulevard force main intersection, is the most undersized lift station of the South collection system. 6.4.3

Force Mains

Conveyance Method The South AWWTP force main system was evaluated under peak WWF conditions. During the simulated 10-year 24-hour design storm, the force main system generally operated under full-pipe (pressurized) conditions for the entire peak flow simulation.

Under low flow conditions, however, the force main system generally

oscillates between partially-full open channel flow and full-pipe pressure flow conditions. This non-pressurized operation was confirmed by the City of Fort Myers staff.

City of Fort Myers Final Sanitary Sewer Master Plan Section 6: Evaluation of Existing System

Malcolm Pirnie, Inc. 6-12

Table 6.7 South AWWTP Lift Station Status

Lift Stations

1 2 9 10 15 16 39

Peak Hourly WetWeather Flow 1.34 2.35 1.14 1.05 1.02 0.38 0.93

Pumped Flow During Peak Rainfall

Ground Elevation (ft)

Maximum Water Surface Elevation (ft)

Depth to Peak Surcharge Elevation (ft)

Wet Well Surcharged?

Lift Station Status

No No Yes No No No No

Category 2 - Capacity Limited -

Deleon Street (western part of service area) 3 -1.2 4.2 3 -4.1 7.1 12 12.0 0.0 15 4.5 10.5 14 3.5 10.5 13 9.0 3.9 11 4.8 6.2

2.01 2.92 0.55 2.01 1.55 0.34 0.73

Colonial Boulevard (eastern and southern part of service area) 27 35 68 92

1.30 0.95 0.37 0.05

1.03 0.94 1.05 1.96

15 14 16 16

3.8 5.9 3.3 2.4

11.2 8.2 12.7 13.6

No No No No

No Yes No No

Category 1 - Capacity Limited -

Yes

Category 1 - Capacity Limited

Carrel Road (north central part of service area) 24 34 54 55

1.67 1.33 0.53 0.93

2.05 1.05 0.59 1.03

14 15 14 16

11.4 15.0 -0.1 7.7

2.6 0.0 14.1 8.3

Merrimack Court (south of force main "loop") 23

1.87

0.59

City of Fort Myers Final Sanitary Sewer Master Plan Section 6: Evaluation of Existing System

10.0

0.0

Malcolm Pirnie, Inc. 6-13

Appendix H contains snapshots of the hydraulic grade line (HGL) during both peak flow model simulation and low flow conditions for the Colonial Boulevard, Deleon Street, and Carrel Road force main sections. Flow from the Carrel Road force main is conveyed by the Deleon Street force main to the South AWWTP during normal flow conditions. However, during large wet-weather events, when the HGL in the Colonial Boulevard force main exceeds approximately 14 feet (at Metro Parkway and Winkler Avenue), flow from the Carrel Road force main is expected to reverse direction and discharge into the Colonial Boulevard force main. For a 10-year 24-hour rainfall event the model predicts a peak flow of around 1.5 mgd reversing direction from the Carrel Road force main into the Colonial Boulevard force main. The model also predicts a reversed flow in the portion of the Colonial Boulevard force main along Winkler Avenue, east of Ford Street.

Velocity Status As part of the South existing system analysis, the Phase I model was used to estimate the wastewater velocity through each force main â&#x20AC;&#x153;loopâ&#x20AC;? in order to identify the need for improvement and/or resizing of the force mains. Table 6.8 provides a summary of the estimated velocities within each modeled force main segment of the Colonial Boulevard, Carrel Road, and Deleon Street sections. Velocities are categorized as below 4 ft/s, between 4 and 7 ft/s, and above 7 ft/s. Over-capacity force mains are estimated as those in which the peak 5-minute velocities exceed 7 ft/s. For the modeled South AWWTP collection system, a peak flow velocity greater than 7 ft/s occurs only in the outgoing force main for Lift Station 9, 15 and 92. Velocities between 4 and 7 ft/s occur in the outgoing force mains for Lift Stations 1, 2, 16, 23, 24, and 68, and in the combined 24-inch Deleon Street and Colonial Boulevard force main. Within all other force main sections, a peak flow velocity of less than 4 ft/s is maintained.

City of Fort Myers Final Sanitary Sewer Master Plan Section 6: Evaluation of Existing System

Malcolm Pirnie, Inc. 6-14

Table 6.8 South AWWTP Force Main Velocity Status Node ID

Diam. (in.)

Length (ft)

Design Storm Peak Flow (mgd)

Peak 5Minute Velocity1 (ft/s)

Velocity Status

Six Mile Cypress Parkway and Ortiz Avenue

3904

0.91

0.80

< 4 ft/s

Colonial Boulevard and Winkler Avenue Extension

5318

1.37

0.67

< 4 ft/s

Downstream of LS 92

6194

1.94

8.62

> 7 ft/s

Winkler Avenue Extension east of Veronica Shoemaker Blvd

1493

1.67

0.82

< 4 ft/s

Downstream of LS 68

1247

1.03

4.56

4 - 7 ft/s

1024

1.76

0.85

< 4 ft/s

282

1083

1.85

0.91

< 4 ft/s

62.2

1542

2.76

1.36

< 4 ft/s

Ford Street Extension and Plaza Drive

288

1132

2.99

1.47

< 4 ft/s

Ford Street Extension and Colonial Blvd

1706

3.29

1.62

< 4 ft/s

Colonial Boulevard and Evans Avenue

128

3084

3.88

1.91

< 4 ft/s

Downstream of LS 35

129

804

0.98

1.93

< 4 ft/s

Colonial Boulevard west of Fowler Avenue

132

2946

4.77

2.35

< 4 ft/s

Downstream of LS 27

134

2155

1.03

1.48

< 4 ft/s

Colonial Boulevard and Southland Court

285

2205

3.38

1.66

< 4 ft/s

Discharge to 30-inch gravity sewer at Deleon Street/Colonial Boulevard

273

217

12.60

6.20

4 - 7 ft/s

Section Description

East Portion - Upstream of Main Loop

Location

Colonial Boulevard

Winkler Avenue Extension and Veronica Shoemaker Blvd Winkler Avenue Extension east of Executive Circle Winkler Avenue Extension and Ford Street Extension

East / South Portions of Main Loop

City of Fort Myers Final Sanitary Sewer Master Plan Section 6: Evaluation of Existing System

Malcolm Pirnie, Inc. 6-15

Node ID

Diam. (in.)

Length (ft)

Design Storm Peak Flow (mgd)

Peak 5Minute Velocity1 (ft/s)

Velocity Status

Winkler Avenue - West of Ford Street

1421

0.16

0.31

< 4 ft/s

Metro Parkway and Winkler Avenue Extension

0.14

0.27

< 4 ft/s

Downstream of LS 55

801

1.03

2.91

< 4 ft/s

Metro Parkway and Winkler Avenue Extension

1913

0.11

-0.32

< 4 ft/s

Metro Parkway north of Winkler Avenue

112

0.07

-0.13

< 4 ft/s

Metro Parkway south of Ashwood Street

3415

0.05

0.09

< 4 ft/s

Downstream of LS 54

177

0.59

1.68

< 4 ft/s

Evans Avenue and Carrell Road

2539

0.43

1.23

< 4 ft/s

Downstream of LS 34

1631

1.16

3.30

< 4 ft/s

Carrell Road and Broadway

4042

1.96

2.83

< 4 ft/s

Downstream of LS 24

1263

2.15

6.09

4 - 7 ft/s

Carrel Road

Section Description

North Portion of Main Loop

Location

City of Fort Myers Final Sanitary Sewer Master Plan Section 6: Evaluation of Existing System

Malcolm Pirnie, Inc. 6-16

Node ID

Diam. (in)

Length (ft)

Design Storm Peak Flow (mgd)

Peak 5Minute Velocity1 (ft/s)

Velocity Status

Downstream of LS 2

4193

3.97

5.73

4 - 7 ft/s

Cortez Boulevard and Coronado Avenue

722

3.17

2.78

< 4 ft/s

Downstream of LS 10

2087

2.03

2.93

< 4 ft/s

Downstream of LS 1

2846

2.40

6.80

4 - 7 ft/s

Cortez Boulevard and Moreno Avenue (Fort Myers Golf Course)

3268

3.99

3.50

< 4 ft/s

Downstream of LS 15

4075

1.78

7.91

> 7 ft/s

Princeton Street and Hill Avenue

1030

6.62

3.26

< 4 ft/s

Downstream of LS 9

115

102

0.59

10.44

> 7 ft/s

Princeton Street and Jefferson Avenue

114

3061

7.08

3.48

< 4 ft/s

Deleon Street and Manor Avenue

118

505

7.76

3.82

< 4 ft/s

Downstream of LS 39

119

1280

0.78

3.45

< 4 ft/s

Downstream of LS 16

120

256

0.39

6.83

4 - 7 ft/s

Deleon Street and Aline Street

123

981

8.08

3.97

< 4 ft/s

Colonial Boulevard and Meade Avenue

248

8.08

3.97

< 4 ft/s

Colonial Boulevard and Tilton

277

436

8.08

2.55

< 4 ft/s

Tilton south of Colonial Boulevard

126

171

8.08

3.97

< 4 ft/s

Downstream of LS 23

137

1188

0.80

6.33

4 - 7 ft/s

Merrimack Court

Deleon Street

Section Description

North Branch & West Side of Main Loop

Discharge to South AWWTP Influent Gravity Sewer

Location

Note: 1 Negative velocity indicates a reversed flow direction within the force main.

City of Fort Myers Final Sanitary Sewer Master Plan Section 6: Evaluation of Existing System

Malcolm Pirnie, Inc. 6-17

6.4.4

Influence on South AWWTP

Under the 10-year 24-hour design storm, peak hourly flows entering the South AWWTP are estimated to be approximately 33.9 mgd with a peaking factor of 3.3, as determined by the model. The peaking factor is calculated by dividing the peak hourly flow from the model run simulation by the average daily flow of 9.95 mgd. Table 6.9 presents a summary of the estimated peak hourly flows and peaking factors for each of the major contributing areas of the South system to the South AWWTP influent. The estimated peak hourly flows may be slightly exaggerated based on the conservative nature of the assumptions used in the model.

Table 6.9: Modeled Peaking Factors for the South AWWTP Gravity Sewer Discharge Location

Average Daily Flow (mgd)

Modeled WetWeather Peak Hourly Flow (mgd)

10 States Standards Peak Hourly Flow Peaking Factor

Residential Equivalent Population1

Peaking Factor2

Major Contributing Areas City 36-inch gravity sewer

3.62

13.87

3.8

36,228

2.4

County 36-inch gravity sewer

1.78

6.56

3.7

17,809

2.7

County 30-inch force main

3.99

13.73

3.4

39,871

2.4

99,451

2.0

South AWWTP Influent 54-inch gravity sewer 1 2

9.95

33.85

3.3

Ten States’ Standards peaking factor assumes 100 gallons per day per capita. Peaking factor calculated from the following equation: [ (18 + (population/1000)0.5 ) ÷ (4 + (population/1000)0.5 ) ]

Traditionally, preliminary design of water and wastewater facilities uses the TenStates’ Standards peaking factor formula.

However, for evaluation of the City’s

existing system, the Phase I model uses site-specific hydrologic parameters based on flow monitoring data and model calibration for projecting WWF.

The resulting

peaking factors (3.4 to 3.7) are higher than the Ten-States’ Standards peaking factors (2.0 to 2.7). These higher peaking factors can be used to yield a more realistic and conservative design for improvements applied to the future system. City of Fort Myers Final Sanitary Sewer Master Plan Section 6: Evaluation of Existing System

Malcolm Pirnie, Inc. 6-18

6.5

CENTRAL AWWTP SEWER SYSTEM ASSESSMENT

The Phase I model for the Central collection system was evaluated under projected 10-year 24-hour design storm flow conditions to determine those areas of the system that are capacity limited and require necessary sizing improvements.

The

following section provides the corresponding effects on the gravity sewers, lift stations, and force mains throughout the Central AWWTP collection system. Figure 6.8 shows the components of the Central collection system that are capacity limited and/or undersized based on the 10-year 24-hour design storm.

6.5.1

Gravity Sewers

In the Central AWWTP collection system approximately 30,554 feet of the modeled gravity sewers are capacity-limited under the 10-year 24-hour design storm, totaling approximately 60 percent of the modeled gravity sewers. Model results for the specific sub-areas are summarized below, including areas where the model predicts flooding or surcharging conditions.

Billy Creek Service Area The majority of the gravity sewer performance problems in the Billy Creek area occur in the upstream portions of the service area. Near the force main discharge of Lift Station 12, along Edgewood Ave, and the force main discharge of Lift Station 7, along Marion Street, significant manhole surcharging is predicted to occur. In both cases, the increased HGLs appear to be caused by capacity limitations in the downstream sewers. Table 6.10 summarizes the gravity sewer status in the Billy Creek area, as predicted by the model.

City of Fort Myers Final Sanitary Sewer Master Plan Section 6: Evaluation of Existing System

Malcolm Pirnie, Inc. 6-19

Legend Lift Stations Surchaged Lift Station Existing Lift Station

LS12 Tice St

Gravity Sewer/Force Main 145

Gravity Sewer: Capacity-Limited 427

Existing Gravity Sewer LS7

Force Main: Velocity >7 ft/s Force Main: Velocity 4-7 ft/s 441 438

Force Main: Velocity < 4 ft/s

Ballard Road LS

Manholes

Ballard Rd

LS4 419

Surchaged Manholes

Michigan Ave468

LS3

Existing Manholes

601

600

152

LS31

421 161

Central Plant Martin Luther King Jr. Blvd 181

583

LS6 494 166

LS44 584

Edison Ave

LS41

LS30 South St

LS8 357

Ortiz Ave

LS5 Canal St

Buckingham Rd

Linart Ave I-75 Veronica Shoemaker Blvd

Metro Pky

Hanson St

Hill Ave

3,000

6,000

9,000 Feet

1 inch equals 3,000 feet

City of Fort Myers, Florida Sanitary Sewer Master Planning Services

December 2005

Existing System Analysis - Central AWWTP

Figure 6.8

Table 6.10 Central AWWTP â&#x20AC;&#x201C; Billy Creek Gravity Sewer Status

Edgewood Avenue GS Marion Street GS

Billy Creek Service Area

Section

Node ID

Dia. (in)

Length (ft)

Depth to Peak Surcharge Elevation (ft)

Edgewood Avenue and Seminole Court

145

1207

Surcharged

Edgewood Avenue and Princess Street

427

3750

0.6

Surcharged

Edgewood Avenue and Freemont Street

425

768

Royalston Avenue and Short Street

426

Marion Street and Polk Street

438

Marion Street and Poinciana Court

5-Min Peak Flow (mgd)

1.7

1.23

Surcharged

1.4

1.85

Capacity Limited

6.7

Surcharged

1.2

2.49

Capacity Limited

600

10.0

Surcharged

1.3

2.44

Capacity Limited

344

Surcharged

2.2

2.88

Capacity Limited

441

335

0.7

Surcharged

2.2

2.78

Capacity Limited

Marion Street and Luray Avenue

440

331

2.5

Surcharged

2.3

2.7

Capacity Limited

Marion Street and Rose Avenue

439

331

3.1

Surcharged

0.8

2.6

Capacity Limited

Marion Street and Veronica Shoemaker Boulevard

433

1329

3.7

Surcharged

1.5

2.6

Capacity Limited

Marion Street and Terry Avenue

435

646

7.6

Surcharged

2.9

3.0

Capacity Limited

City of Fort Myers Final Sanitary Sewer Master Plan Section 6: Evaluation of Existing System

Manhole Status

Pipe Status

Gravity Sewer Status

Capacity (mgd)

Location

Malcolm Pirnie, Inc. 6-20

Influent GS

Billy Creek Service Area

Section

Node ID

Dia. (in)

Length (ft)

Depth to Peak Surcharge Elevation (ft)

Marion Street west of Short St

431

161

10.3

Marion Street west of Short St

447

Marion Street west of Short St

449

Between Marion Street and east end of King St

451

King Street west of East St

Pipe Status

Capacity (mgd)

5-Min Peak Flow (mgd)

Gravity Sewer Status

Surcharged

4.9

5.18

Capacity Limited

11.3

6.9

5.16

344

11.3

6.4

5.16

213

9.5

6.5

5.14

453

584

7.1

6.5

5.11

King Street and East St

455

102

7.9

7.01

5.761

30" Influent Gravity Sewer

457

417

7.0

6.5

5.73

30" Influent Gravity Sewer

460

9.2

7.3

5.73

30" Influent Gravity Sewer

462

9.3

6.6

5.71

30" Influent Gravity Sewer

464

259

9.3

6.5

5.71

Location

Total Length =

Manhole Status

11,872

Note: 1 Represents combined capacity and peak flow for the parallel 24-inch sewers.

City of Fort Myers Final Sanitary Sewer Master Plan Section 6: Evaluation of Existing System

Malcolm Pirnie, Inc. 6-21

Raleigh Street Service Area Under the 10-year 24-hour design storm, approximately 3,300 feet of the 5,570 feet of sewer in the Raleigh Street service area is capacity limited.

Table 6.11

summarizes the predicted gravity sewer status in the Raleigh Street area. The manholes along the 12-inch Michigan Avenue gravity sewer between Starnes Avenue and Zapato Street experience significant surcharge due to pipe capacity limitations in the reach between Starnes Avenue and Markland Avenue. The presence of low head conditions at Lift Station 31 causes the pumping rates to significantly exceed influent flows; therefore, creating increased flow rates that contribute to downstream backups within the modeled system.

Palm Avenue Service Area The Lift Station 8 collection system mainly consists of gravity sewer. Downstream capacity limitations at Lift Station 8 generate significant surcharge in the upstream 24-inch Hansen Street gravity sewer between Wilson Street and Fowler Street. The Edison Avenue force mains exhibit significant capacity limitations that affect the small amount of gravity sewer in this area. Approximately 1,800 feet of the gravity sewer, on Rockfill Road, is severely surcharged under peak flow conditions. This is due in part to local pipe capacity limitations, but largely due to the force main downstream of Lift Station 44. The Palm Avenue/Raleigh Street gravity sewer at Canal Street exhibits surcharging to within 2.0 feet of the ground surface. In addition, approximately 9,000 feet of the Palm Avenue gravity sewer between Canal Street and Raleigh Street is capacity-limited under peak flow conditions. Table 6.12 summarizes the gravity sewer status in the Palm Avenue service area, as predicted by the model.

City of Fort Myers Final Sanitary Sewer Master Plan Section 6: Evaluation of Existing System

Malcolm Pirnie, Inc. 6-22

Table 6.11 Central AWWTP â&#x20AC;&#x201C; Raleigh Street Gravity Sewer Status

Michigan Avenue GS

Raleigh Street Service Area

Section

Location Michigan Avenue and Zapato St Michigan Avenue and Markland Ave Michigan Avenue and Veronica Shoemaker Blvd Michigan Avenue and Starnes Ave Michigan Avenue and Henderson Ave Michigan Avenue and Ford St

Total Length =

City of Fort Myers Final Sanitary Sewer Master Plan Section 6: Evaluation of Existing System

Node ID

Dia (in)

Length (ft)

Depth to Peak Surcharge Elevation (ft)

Manhole Status

Pipe Status

Capacity (mgd)

5-Min Peak Flow (mgd)

152

673

0.0

Surcharged

0.78

0.96

600

1601

0.0

Surcharged

0.78

0.91

601

817

0.0

Surcharged

0.78

1.14

468

1224

0.0

Surcharged

1.14

1.28

470

656

3.9

Surcharged

0.82

1.60

595

597

7.7

Surcharged

0.09

1.60

Gravity Sewer Status Capacity Limited Capacity Limited Capacity Limited Capacity Limited Capacity Limited Capacity Limited

5,568

Malcolm Pirnie, Inc. 6-23

Table 6.12 Central AWWTP â&#x20AC;&#x201C; Palm Avenue Gravity Sewer Status

Edison Avenue Palm Avenue Backbone Collection System Local Collection System

Palm Avenue Service Area

Lift Station 8 Local Collection System

Section

Node ID

Dia (in)

Length (ft)

Depth to Peak Surcharge Elevation (ft)

Capacity (mgd)

5-Min Peak Flow (mgd)

Hanson Street and Grand Ave

501

1322

5.4

2.69

0.23

Hanson Street and Jackson St

608

1129

5.5

2.67

0.98

Hanson Street west of Fowler St

605

840

7.7

0.98

1.44

Hanson Street and Evans Ave Evans Avenue and Canal Street (influent pipe to LS 8)

500

1329

8.6

4.02

2.17

359

853

9.7

Surcharged

4.13

3.29

Stella Street and Royal Palm Ave

108

1676

2.0

Surcharged

0.41

0.73

Rockfill Road and Ormond Ave

181

1093

Surcharged

0.18

0.21

Rockfill Road north of Edison Ave

583

682

Surcharged

0.18

0.41

Rockfill Road and Edison Avenue (influent pipe to LS 44)

584

Surcharged

0.21

0.73

Palm Avenue north of Canal St

357

2556

0.0

Surcharged

2.83

5.20

Palm Avenue and Edison Ave

166

253

1.3

Surcharged

3.1

5.27

Palm Avenue and Lafayette St

494

1230

1.6

Surcharged

3.97

6.23

Palm Avenue and Dunbar Ave

591

2418

3.5

Surcharged

3.95

5.91

Palm Avenue and Indian St

491

1332

5.8

Surcharged

5.0

5.68

Indian Street and High St

489

636

8.3

7.08

5.48

Indian Street and Raleigh St

487

745

9.9

Surcharged

2.85

7.28

Raleigh Street and Apache St

577

545

10.9

Surcharged

2.56

7.58

Location

City of Fort Myers Final Sanitary Sewer Master Plan Section 6: Evaluation of Existing System

Manhole Status

Pipe Status

Gravity Sewer Status

Capacity Limited Capacity Limited Capacity Limited Capacity Limited Capacity Limited Capacity Limited Capacity Limited Capacity Limited Capacity Limited Capacity Limited Capacity Limited Capacity Limited

Malcolm Pirnie, Inc. 6-24

Capacity (mgd)

5-Min Peak Flow (mgd)

11.8

28.07

7.78

335

11.1

5.36

7.74

226

9.3

8.51

7.74

350

135

7.5

19.33

7.90

351

7.5

7.24

7.90

156

285

7.9

5.46

9.45

Billy Creek and Parallel Raleigh Street Gravity Sewers Junction

466

9.3

29.17

15.29

Raleigh Street and Michigan Ave

337

430

13.5

3.58

1.60

338

430

11.2

3.65

1.57

339

8.8

3.47

1.57

340

112

7.9

3.65

1.62

341

7.9

4.02

1.73

Section

Location

Central AWWTP Influent Gravity Sewers

Raleigh Street and Michigan Ave Raleigh Street north of Michigan Ave Raleigh Street north of Michigan Ave Raleigh Street and Hanby St 36" Parallel Raleigh Street Gravity Sewer 24" & 36" Parallel Raleigh Street Gravity Sewers Junction

Raleigh Street north of Michigan Ave 24" Parallel Raleigh Street Gravity Sewer 24" Parallel Raleigh Street Gravity Sewer 24" Parallel Raleigh Street Gravity Sewer

Node ID

Dia (in)

Length (ft)

Depth to Peak Surcharge Elevation (ft)

347

299

348

349

Total Length =

City of Fort Myers Final Sanitary Sewer Master Plan Section 6: Evaluation of Existing System

Manhole Status

Pipe Status

Surcharged

Gravity Sewer Status

Capacity Limited

21,150

Malcolm Pirnie, Inc. 6-25

Michigan Avenue Service Area The entire length of the First Street gravity sewer, between Fowler Street and Woodford Avenue, is surcharged primarily due to capacity limitations occurring at Lift Station 4. Table 6.13 summarizes the gravity sewer status in the Michigan Avenue area, as predicted by the model. Ballard Road Service Area While the model predicts peak flows in portions of the 36-inch Ballard Road gravity sewer to be greater than the pipe capacity (mostly between Indiana Avenue and Veronica Shoemaker Boulevard) under peak flow conditions, the sewers in this area do not exhibit severe performance problems, as indicated by the lack of surcharging. A total of approximately 2,000 feet of gravity sewer is capacity-limited under peak flow conditions. Table 6.14 summarizes the gravity sewer status in the Ballard Road area, as predicted by the model.

6.5.2

Lift Stations

Within the Cityâ&#x20AC;&#x2122;s existing Central system, 7 of the 12 Phase I lift stations are capacity limited during the 10-year 24-hour design storm simulation. Of the seven capacity-limited lift stations, four (Lift Stations 4, 30, 41, and 44) are limited by the capacity of the downstream force main. Table 6.15 summarizes the lift station capacity and flooding status for each lift station serving the Central AWWTP. Pumping rates for all lift stations, except Lift Station 3 and the Ballard Road Lift Station, assume one pump in operation. Lift Station 3 and the Ballard Road Lift Station were assumed to have two duty pumps in operation, based upon information provided by the City. The manufacturer's pump curves could not be determined for the Ballard Road Pump Station, therefore the two-pump design point at full speed was used for the influent flow and peak capacity comparisons.

City of Fort Myers Final Sanitary Sewer Master Plan Section 6: Evaluation of Existing System

Malcolm Pirnie, Inc. 6-26

Section

Downtown

Michigan Avenue Service Area

Table 6.13 Central AWWTP â&#x20AC;&#x201C; Michigan Avenue Gravity Sewer Status

Pipe Status

Capacity (mgd)

5-Min Peak Flow (mgd)

Gravity Sewer Status

Surcharged

3.86

4.52

Capacity Limited

Surcharged

7.01

5.39

Surcharged

39.33

5.39

Node ID

Dia (in)

Length (ft)

Depth to Peak Surcharge Elevation (ft)

Manhole Status

First Street and Fowler Street

161

686

0.5

Surcharged

First Street and Woodford Avenue

421

2037

0.0

First Street and Cranford Court (influent to LS 4)

419

236

0.2

Location

Total Length =

City of Fort Myers Final Sanitary Sewer Master Plan Section 6: Evaluation of Existing System

2,959

Malcolm Pirnie, Inc. 6-27

Section

Location

Ballard Road Gravity Sewer

Ballard Road Collection System

Table 6.14 Central AWWTP â&#x20AC;&#x201C; Ballard Road Gravity Sewer Status

36-inch Ballard Road GS (upstream of Ortiz Avenue FM) 36-inch Ballard Road GS (downstream of Ortiz Avenue FM) Ballard Road east of Poinsettia Lane Ballard Road and Poinsettia Drive Ballard Road west of Poinsettia Drive Ballard Road and Nuna Avenue Ballard Road and Indiana Avenue Ballard Road west of Indiana Avenue Ballard Road and Utana Avenue Ballard Road west of Utana Avenue Ballard Road and Elk Hart Avenue Ballard Road west of Elk Hart Avenue Ballard Road and Clotilde Avenue Ballard Road west of Clotilde Avenue Ballard Road and Marsh Avenue

City of Fort Myers Final Sanitary Sewer Master Plan Section 6: Evaluation of Existing System

Node ID

Dia (in)

Length (ft)

Depth to Peak Surcharge Elevation (ft)

575

200

187

382

Capacity (mgd)

5-Min Peak Flow (mgd)

10.5

18.08

9.50

404

10.3

14.15

13.85

400

10.5

14.08

13.67

389

400

10.6

13.42

13.63

371

400

11.1

16.27

13.54

387 381

36 36

246 262

11.1 11.1

16.46 16.48

13.31 13.51

370

354

11.4

13.15

14.17

385

358

11.2

14.52

13.95

380

384

11.4

14.59

13.67

372

351

11.6

Surcharged

12.44

13.38

379

289

12.1

Surcharged

12.65

13.06

368

262

12.0

13.83

13.47

388

335

12.7

15.11

13.44

378

262

13.2

14.75

13.42

Manhole Status

Pipe Status

Surcharged

Gravity Sewer Status

Capacity Limited

Capacity Limited Capacity Limited

Malcolm Pirnie, Inc. 6-28

Section

Node ID

Dia (in)

Length (ft)

Depth to Peak Surcharge Elevation (ft)

Ballard Road and Marsh Avenue

373

Ballard Road and Alpha Lane

383

377

Location

Ballard Road Gravity Sewer

Ballard Road Collection System

Ballard Road west of Alpha Lane Ballard Road east of Hillsboro Street Ballard Road and Hillsboro Street Ballard Road and Charlotte Drive Ballard Road and Zapato Street Ballard Road west of Zapato Street Ballard Road and Markland Avenue Ballard Road west of Markland Avenue (influent pipe to BallaRoad LS) Ballard Road and Veronica Shoemaker Boulevard Ballard Road and Bert Street Ballard Road and Lura Street Ballard Road and Diego Street Ballard Road east of Diego Street Total Length =

City of Fort Myers Final Sanitary Sewer Master Plan Section 6: Evaluation of Existing System

Pipe Status

Capacity (mgd)

5-Min Peak Flow (mgd)

13.1

Surcharged

10.23

13.42

361

13.2

Surcharged

11.48

13.42

318

13.8

Surcharged

7.85

13.42

369

315

13.7

11.09

13.74

384

361

13.1

8.99

13.70

376

358

13.2

17.21

13.67

386

331

11.8

11.91

13.67

374

308

12.3

12.23

13.70

375

171

11.4

17.62

14.08

367

10.9

22.55

16.78

565

292

5.0

3.15

3.58

566 567 568

24 24 24

289 335 243

6.8 7.6 8.7

2.01 0.98 1.62

3.49 3.40 3.81

569

256

9.5

4.2

3.81

Manhole Status

Surcharged

Gravity Sewer Status Capacity Limited Capacity Limited Capacity Limited

Capacity Limited

8,937

Malcolm Pirnie, Inc. 6-29

Table 6.15 Central AWWTP Lift Station Status Lift Stations

Peak Hourly Wet-Weather Flow

Pumped Flow During Peak Rainfall

Ground Elevation (ft)

Maximum Water Surface Elevation (ft)

Depth to Peak Surcharge Elevation (ft)

Wet Well Surcharged?

Lift Station Status

Billy Creek Service Area 7

2.68

2.17

9.0

8.99

0.0

Yes

1.42

1.23

2.0

2.00

0.0

Yes

8.4

Category 1 - Capacity Limited Category 1 - Capacity Limited

Raleigh Street Service Area 31

0.51

1.16

16.0

7.59

Palm Avenue Service Area 5

1.31

0.73

14.0

14.01

0.0

Yes

1.34

1.19

16.0

13.13

2.9

3.20

4.63

14.0

4.69

9.3

0.70

0.27

16.0

16.01

0.0

Yes

0.50

0.87

20.0

20.01

0.0

Yes

0.45

0.37

20.0

19.06

1.0

Yes

Category 1 - Capacity Limited Category 3 - Capacity Limited by Manifolded System Category 2 - Capacity Limited by down stream FM Category 2 - Capacity Limited by down stream FM

Michigan Avenue Service Area 3

3.95

4.52

4.0

-8.88

12.9

4.60

4.13

2.0

2.00

0.0

Yes

3.3

Category 2 - Capacity Limited by down stream FM

Ballard Road Service Area Ballard Road

16.43

16.66

City of Fort Myers Final Sanitary Sewer Master Plan Section 6: Evaluation of Existing System

4.7

1.37

Malcolm Pirnie, Inc. 6-30

6.5.3

Force Mains

The modeled force mains in the Central AWWTP collection system can be classified in two separate categories: 他

Collector force mains: smaller and shorter force mains that transfer flow from lift stations to the main conveyance system.

他

Transmission force mains: larger and longer force mains that are part of the backbone conveyance system. Significant transmission mains in the Central AWWTP system include the Edison Avenue, the Buckingham Road/Ortiz Avenue, and the Ballard Road force mains.

Conveyance Method As in the modeled South AWWTP collection system, sections of the Central AWWTP force main system oscillate between partially-full, open channel flow conditions and full-pipe, pressure flow conditions. Unlike the modeled South AWWTP system, where only the transmission force mains exhibit this behavior, both collector and transmission force mains exhibit this oscillating behavior in the modeled Central AWWTP system.

The Central collection system exhibits these oscillating flow

conditions under peak flow conditions for all but the largest rainfall events, while the South system shows this behavior only under low flow conditions. Appendix H contains the hydraulic profile plots displaying the force main behavior under both peak flow and low flow conditions for each of the force main sections. Under the 10-year 24-hour design storm, the modeled Central AWWTP force main system generally operates under full pipe conditions, with the exception of the 18inch Michigan Avenue force main, downstream from the Raleigh Street intersection. Specific model results for each force main type are summarized below. 他

Collector force mains The modeled force mains downstream of Lift Stations 3, 4, 7, and 31 oscillate between partially full and full pipe flow during low flow conditions and small rainfall events. The modeled force mains downstream of the other eight lift stations generally operate under full pipe conditions.

他

Transmission force mains The Buckingham Road/Ortiz Avenue force mains oscillate between partially full and full pipe conditions. The Edison Avenue and Ballard Road force mains generally operate under full pipe conditions.

City of Fort Myers Final Sanitary Sewer Master Plan Section 6: Evaluation of Existing System

Malcolm Pirnie, Inc. 6-31

Velocity Status Force main velocities under peak flow conditions in the modeled Central AWWTP system were higher than the velocities in the modeled South AWWTP system due to longer stretches of smaller diameter force mains. Table 6.16 provides a summary of the estimated velocities within the five separate subsystems.

Velocities are

categorized as below 4 ft/s, between 4 and 7 ft/s, and above 7 ft/s. Over-capacity force mains are estimated as those in which the peak 5-minute velocities exceed 7 ft/s.

6.5.4

Influence on Central AWWTP

Model simulations estimate that under the 10-year 24-hour design storm the Central AWWTP will receive a peak influent hourly flow of 35.4 mgd, which equates to a peaking factor of 3.9. Table 6.17 shows the modeled peak flows for each of the areas contributing to the Central plant. As shown in the table, the peak flow from the Ballard Road Pump Station, which is mostly a County service area, is 16.4 mgd, approximately 46% of the total peak flow. The estimated peak hourly flows may be slightly exaggerated based on the conservative nature of the assumptions used in the model. As in the modeled South AWWTP collection system, the modeled peaking factors for the Central AWWTP subsystems exceed the Ten-Statesâ&#x20AC;&#x2122; Standards peaking factors (2.0 to 2.7) for all subsystems except the 18-inch Michigan Avenue force main service area.

City of Fort Myers Final Sanitary Sewer Master Plan Section 6: Evaluation of Existing System

Malcolm Pirnie, Inc. 6-32

Raleigh Street Service Area

Michigan Avenue Service Area

Billy Creek Service Area

Table 6.16 Central AWWTP Force Main Velocity Status

Location

Node ID

Diameter (in.)

Length (ft)

Design Storm Peak Flow (mgd)

Peak 5Minute Velocity (ft/s)

Velocity Status

Edgewood Avenue Force Main and Gravity Sewers

Seminole Court and East River Drive (down stream of LS 12)

146

1654

1.23

2.4

<4 ft/s

Marion Street Force Main and Gravity Sewers

Van Burn Street and Washington Avenue (downstream of LS 7)

148

3077

2.26

6.4

4-7 ft/s

Lee Street and Edwards Drive (down stream of LS 3)

160

1480

4.57

5.1

4-7 ft/s

Palm Beach Boulevard and Cranford Court (down stream of LS 4)

154

335

4.63

5.1

4-7 ft/s

Cranford Avenue and First Street (down stream of LS 4)

639

3369

4.20

4.7

4-7 ft/s

Michigan Avenue and Raleigh Street

155

1362

4.13

3.6

<4 ft/s

18" Michigan Avenue Force Main

479

4.13

3.6

<4 ft/s

Michigan Avenue west of Zapato Street (down stream of LS 31)

151

377

1.12

9.2

>7 ft/s

Section Description

Downtown Sewer Service Areas

Michigan Avenue Gravity Sewer

City of Fort Myers Final Sanitary Sewer Master Plan Section 6: Evaluation of Existing System

Malcolm Pirnie, Inc. 6-33

Section Description Lift Station 8 Local Collection System

Node ID

Diameter (in.)

Length (ft)

Design Storm Peak Flow (mgd)

Peak 5Minute Velocity (ft/s)

Velocity Status

107

1188

0.96

7.6

>7 ft/s

182

256

0.84

6.7

4-7 ft/s

614

2274

0.64

5.1

4-7 ft/s

Ortiz Avenue and State Road 82

654

4800

0.30

2.4

<4 ft/s

State Road 82 and Arcadia Road

613

2011

0.62

4.9

4-7 ft/s

Edison Avenue and Rockfill Road (down stream of LS 44)

175

2100

0.80

3.5

<4 ft/s

Edison Avenue and Dupree Street

176

1355

0.32

1.4

<4 ft/s

Clermont Street and Capri Drive

171

3848

0.41

3.3

<4 ft/s

Edison Avenue and Ford Street

168

1276

0.41

3.3

<4 ft/s

Edison Avenue west of Pauldo Street

618

1421

0.64

5.1

4-7 ft/s

Amery Lane and Suntrust Drive (down stream of LS 30)

172

302

0.50

4.0

<4 ft/s

Canal Street and Cranford Avenue (down stream of LS 8)

101

587

4.88

7.1

>7 ft/s

Lafayette Street and Cranford Avenue (down stream of LS 6)

163

801

1.19

5.3

4-7 ft/s

Location

Stella Street and Jackson Street (down stream of LS 5)

Palm Avenue Service Area

Ortiz Avenue at Lee County Stockade (down stream of LS 41) Ortiz Avenue at Lee County Stockade

Edison Avenue Local Collection System

Palm Avenue Backbone Gravity Sewer

City of Fort Myers Final Sanitary Sewer Master Plan Section 6: Evaluation of Existing System

Malcolm Pirnie, Inc. 6-34

Node ID

Diameter (in.)

Length (ft)

Design Storm Peak Flow (mgd)

Peak 5Minute Velocity (ft/s)

Velocity Status

Buckingham Road at Buckingham Community Park

622

4367

1.48

11.8

>7 ft/s

State Road 82 and Buckingham Road

621

11296

0.80

0.9

<4 ft/s

627

1470

1.07

1.2

<4 ft/s

185

4682

1.07

1.2

<4 ft/s

Ballard Road LS

645

16.78

5.3

4-7 ft/s

Ballard Road LS

648

16.78

5.3

4-7 ft/s

Ballard Road LS

415

3629

16.78

5.3

4-7 ft/s

651

2782

16.71

5.3

4-7 ft/s

416

568

16.71

5.3

4-7 ft/s

558

16.71

5.3

4-7 ft/s

Ballard Road Collection System

Section Description

City's Service Area Tributary to Ballard Road Pump Station

Ballard Road Force Main

Location

State Road 82 south of Old Immolakee Road Ortiz Avenue and Old Immolakee Road

Michigan Avenue and Brookhill Drive Central AWWTP - 30" Ballard Road Force Main Central AWWTP - 30" Ballard Road Force Main TOTAL

City of Fort Myers Final Sanitary Sewer Master Plan Section 6: Evaluation of Existing System

62,808

Malcolm Pirnie, Inc. 6-35

Table 6.17: Modeled Wet-weather Flows for the Central AWWTP Gravity Sewer Discharge Location

Average Daily Flow (mgd)

Modeled WetWeather Peak Hourly Flow (mgd)

Peak Hourly Flow Peaking Factor

10 States Standards Residential Peaking Equivalent Factor2 1 Population

City Service Area Billy Creek

1.34

5.67

4.2

13,396

2.8

Michigan Avenue (Downtown area)

1.82

4.13

2.3

18,219

2.7

Raleigh Street

0.42

1.56

3.7

4,160

3.3

Mixed City/County Service Area Palm Avenue (parallel Raleigh St)

1.92

7.54

3.9

19,158

2.7

Ballard Road

3.47

16.40

4.7

34,714

2.4

89,651

2.0

Overall Service Area Central AWWTP 8.97 35.36 3.9 influent 1 Ten Statesâ&#x20AC;&#x2122; Standards peaking factor assumes 100 gallons per day per capita. 2 Peaking factor calculated from the following equation: [ (18 + (population/1000)0.5 ) Ăˇ (4 + (population/1000)0.5 ) ]

6.6

IDENTIFICATION OF EXISTING SYSTEM DEFICIENCIES The results of the Phase I model of the collection system indicated several areas

of the South and Central AWWTP collection systems that need remedial action in order to serve existing development and wet-weather conditions. This section presents these areas. Final sizes of these upgrades are presented in Section 8, and will be based on meeting not only existing conditions, but projected future flows as well. Using the criteria outlined in Section 6.3.2, existing sewer system deficiencies were identified. Of the performance deficiencies identified, those areas where significant level of service issues were predicted (surcharge in the system predicted within two feet from the ground surface) were listed as needing immediate attention.

City of Fort Myers Final Sanitary Sewer Master Plan Section 6: Evaluation of Existing System

Malcolm Pirnie, Inc. 6-36

6.6.1

South AWWTP Collection System

The South collection system, in general, has adequate conveyance and pumping capacity for existing dry and wet-weather flows. Table 6.18 describes the recommended gravity sewer upgrades to the South system based on the existing system, 10-year 24hour storm analyses. Approximately 2,800 feet of gravity sewer just upstream of the South AWWTP have been identified for immediate upgrade.

Table 6.18: Proposed Gravity Sewer Improvements for the South AWWTP Description

Existing Diameter (in)

Length (ft)

Deleon Street

1,414

South Drive

1,181

246

Street Intersection Gravity Sewers

South AWWTP Influent Gravity Sewer South AWWTP Influent Gravity Sewer South AWWTP Influent Gravity Sewer Total

Upstream of influent wet well

2,841

Table 6.19 describes the recommended lift station upgrades to the South system based on the existing system analyses. Two pump stations have been identified as needing capacity upgrades, and the local force main at one pump station should be upgraded. Figure 6.9 shows the proposed collection system improvements for the South AWWTP based on the existing system analysis.

Table 6.19: Proposed Lift Station Improvements for the South AWWTP Pump Station ID

Existing System Deficiencies

Improvement Description

LS 9

Category 2: Capacity-Limited by down stream force main

Upsize LS force main

LS 23

Category 1: Capacity-limited by local pump capacity

Upgrade LS with larger capacity pumps

LS 34

Category 1: Capacity-limited by local pump capacity

Upgrade LS with larger capacity pumps

City of Fort Myers Final Sanitary Sewer Master Plan Section 6: Evaluation of Existing System

Malcolm Pirnie, Inc. 6-37

8-000 3

WAREHOUSE RD WA RE HO USE ROAD 04091 112

Legend

CITY OF FT MYE RS SEWR IMPROV PROG RA M

BROADWAY

O W

OL H HO SC

PKWY

TEN MILE CANAL

AVE EVANS

03050 255

METRO 4-002 6

8-000 7

AVE

AVE CENTRAL

SEAGO LN

FOWLER

HA GEN & A SSO C EXT 04010 351

KELLY ST KELLY ST

ENGLEWOOD

LAKE

SOLO MO N BL VD 04010 953

8-000 8 FT. MYE RS O NE STO P GOV'T. BL DG . 6-0 064

FO RD ST IMPROVE MENTS 03090 250 & 4-00 05

EXTENSION

SOLOM ON BLVD.

AVE CLEVELAND

ELLEN AVE

2-001 2A

SPORTS AUTHORITY 6-004 5

CA SUAL MALE 1-003 2

KERNAL

(S.R. 45)

MILDRED CIRCUIT CITY 06090 774

03050 255

HILL DR

FORD ST

MARVAEZ ST

LAGG AVE

AL LE Y LAGG AVE AVE

MEADE

PLAY ER'S CLUB 90-84

KERNEL PLAZA 6-000 7

ZA PLA IVE DR

WE LLSL EY INN 6-001 0

LS35 1-000 3 CO MMO N CENTS 04030 116 (S) 04070 112 (W)

COLONIAL BLVD

1-005 8 6-000 0A

BLVD.

S.W. CO MB INED FO RCE MAIN #2 7 04040 961

TO YOTA SAL ES FA CILITY 6-000 6 37-89

32-86

103

SAILYARD

SUN STATE HA IR DE SIGN 06090 759 6-001 2

040

TJ MA XX 6-001 8

2-002 4

COLONIAL

SOUTHLAND CT

MIDPOINT CORRIDOR 4-001 7

AVE

04040 961

SHADY RE ST 2-002 9

CO RRIDOR

4-001 7 MIDPOINT

CLEVEL AND

WTR TRANS MAINS 1-000 1

41101 75 41101 77

GALL OWAY CANAL

NORTH

AIRPORT

BARNETT BA NK CA SH CENTER N. AIRPO RT RD. 2-002 6

ROAD

PH III WA TER 1-004 8

HAMPTON

SOUTH

WTR TRANS MAINS 1-000 1 STARS S OCCER 5-000 5

CIRCLE

BARKLEY

WTR TRANS MAINS 1-000 1

MCGREG OR GARDENS 06080 601

ARGYLE DR

CIRCLE N

BISHOP VEROT SCHOOL

E. MALL DR 04040 202

PAGE MOBILE PARK

S.C.L. RAILRO AD R/W

04040 961

BIS HO P VEROT 1-003 4

CIRCLE

71-85 SOUTH SIDE BUSINES S PLAZA

FRAMINGHAM CT JAMESTOWN IPSWITCH CT

WEST DRIVE

GO R

M2 0-O-0 003-9 4 SUNCOA ST FE D. CREDIT 2-001 9

LS27

04050 957

ST ANDREWS

ST ST DE LEON

HANOVER

TUFTS AVE

HEW TT M A RD

CHARLES RD

KENSINGTON

BARKLEY CIRCLE

SUNRISE DR

A DA GR AN

S E V RD ILL E R

MANDEL RD

G.E . METRO P ARK 6-004 1

SWAMP CABBAGE CT

GALL OWAY CANAL

COLLINS RD

LS55

4-004 7

TILTON

DR SOMMERSET

BYRON RD

EDISO N MALL 06080 001

04040 961

LOWELL

City of Fort Myers, Florida ARGYLE DR

CT GLOUCESTER

A UX IL ST. LI ARY

D BL V OR EG

MERRIMACK

06091 102

AL TR O PIC

AVE

ALINE

OAK RIDGE CT

06090 774

DR. FRED BURFORD PAVING, G RA DING DRAINAGE 3-001 1

LS23

PALM SQUARE BLVD

CHARLES CT

PAUL

NORTH DR

DAVIS DR

LO M AL I ND FO U AD NT A R IN A VE

LS16

CONCORDE DR

EAST MALL DR

04040 961

03091 102

Mc G R

4-001 7 MIDPOINT CORRIDOR

BARNETT BANK 2-002 8

2-0

WINKLER AVE

ME TRO PA RK BLOCK "C" 6-004 8

COURTNEY DR

ROYAL

South Plant

WINKLE R AVE IMPO RV EMENTS 03091 107 & 4-00 08

2-003 4

NEWPORT CT

LOT 36

GR O

HARVARD CT

MEDICAL LN

06091 102 07031 04

Existing Wastewater Collection Network

CENTER PT DR

03030 108

BONNIE CT

AMHERST CT

2-00

EET S STR

AT E

LEE COUNTY 04070 108

Gravity Sewer Upgrade Recommended

COMMERCIAL DR

DELE

PRIV

CO LONIAL/SUMME RL IN PLAZA 07031 04

LAKE

BLVD

BOWLING GREEN

4-002 4

MARVAEZ

LS39 MANOR AVE

AVE

SO FL A BANK 3-001 4

04030 960

RIVERBE ND APT

RHONDA

CARTER CIR

YALE CT

33 2-00

MIDPOINT CORRIDOR 4-00 16

MIDPOINT CORRIDOR 4-001 6

COLONIAL

SAN MARCOS AVE

RO SE

WA LGREENS SEWER 2-002 3

MIDPOINT R/W 3-0 021

41101 46

VIA SAN PABLO

LO R E

MIA CASA CT

SUWANNEE

E RV

McGREGOR

CHURCH

MI DPOI NT MEMO RIAL BR IDG E

VIA ROYALE ROYALE

VIA F

04091 104 PREC. 51

SANTA BARBARA AVE

COURT

N. SOLO MA N BL VD 03090 652

6-007 7

ORANGEWOOD AVE WTR TRANS MAINS DELEON ST 1-000 1

OR Mc G R

JAMI CT

RIO VISTA WAY

SANTA DEL RAY AVE

AVE

3-001 8

BILLM ARK

BRADFORD RD

CIR

06090 304

TERRA PALMA

BEVE RL Y E NTE RP RISE S 1-005 0

03090 652

RUDY CIR BA CI MB R. O

SIESTA

DR SAN JUAN

PRINCETON

ST LUZON

MAXINE DR.

CUSHMAN

04030 054

CALOOSAVISTA RD

AVE

Force Main Upgrade Recommended

WINKLE R AVE IMPO RV EMENTS 1A-00 01 & 2A-00 01

BATES CIR

ORANGE WOOD

LA PALMA 6-003 7

SAN ROBERTO CIR

BL V

INVENTORS CT

6-005 9

LY D LI ON P

CO LLIER WATER 1-004 5 41101 29

6-006 7

Existing Lift Station

LS34

2-003 4 S A WWTP FM RE PLACEMENT

04101 112

03 7-00 33 2-00 13 8-00

PARK SHORE CIR.

MELALEUCA LN

LEE COUNTY 04071 104

McGREGOR RESERVE DR

WALDEN DRIVE

FRIENDSHIP WALK WAY 6-005 4

LS24

COLLIER AVE

WE STCHAS E APARTMENTS FILE STORE 1-003 6

PARK WINDSOR DR

AVE

OAKLEY

6-001 5

JAMBALANA LN

3-001 8

AVE

06090 304

AR K

1-004 5

AVE

CS L&G 06080 101

OASIS 1-002 3

Lift Station Pump Upgrade Recommended

AVE

INVENTORS CT

BILTMORE AVE

GROVE

COLLIER

JEFFERSON

WINKLER

ME AD

04091 104 PREC. 51 3-001 8

3-000 7

CARLENE AVE

AVE

WINKLER

6-005 9

8-000 2

AVE

6-007 5

652

VESPER DR

CA LOOS A DR., WES T RIV ERSIDE DR., GREENWOOD AVE ., ILL INOIS AVE .&V ESP ER DR. 6-003 4 3-001 8

ARLINGTON

ARTHUR AVE

OAK LEY LUVERNE

MCKINLEY

PH III SEWER 2-00 38

MORNING SIDE DR

ROGERS ST

LT 2-00

41100 57

HAROLD AVE

STEELE AVE

07030 053

03090

RIVE

4110

RSID

0 97

E DR

STADLER DR

RO OS

PH III WA TER 1- 0048

AVE

LS9

EVE

BURTWOOD DR

41100 32

AVE

JEFFERSON

8-000 2

TIPTON CT

41100 37

AVE

GROVE

SPANISH CT HILL AV E IMPROV. MCGREG OR-U.S .4 1 6-003 8

8-000 6

ST OX FO RD

RID

SUNBURY

HILL

8-000 6

HA R

8-000 4

HILL AV E IMPROV. MCGREG OR-U.S .4 1 6-003 8

AVE

ST GE

AVE

CANTERBURY

O LD

ST. MICHAEL 6-004 4

SOUTH BOUNDARY LINE OF NORTH COLONIAL CANAL

NKL ER O & WI TIES ILI ME TR D. UT INC LU 0 601 0309

WALES

04040 950 & 2-00 05

ST. MICHAEL 6-004 4

VA CE NTER 1-004 2

GOLFVIEW AVE 0 77

PH III SEWER 2-00 38

1-005 6

4110

CECIL

8-000 4

JOHNS RD

SHADOW LN

BLVD

LS15

2-00

INTERCE PTOR & O UTFALL SEWER LINES 04020 402

MEADOWBROOK

CA RREL L CA NA L

ASHWOOD ST

CT CARRELL RD

TODD

CHULA

SPRUCE LN

CIRCLE

2-003 7

GLEN DR

41101 66

AVE

FORT MYERS GOLF COURSE

GASPARILLA

EARL RD

ROYAL PALM

C US HIBIS

RT C STU A

DRAIN. 3-001 2

1,000

2,000

3,000 Feet

6-001 6 6-002 9

THE PLA CE IV 04030 959

1 inch equals 1,000 feet 6-001 7

04050 959

Sanitary Sewer Master Planning Services

December 2005

South AWWTP Proposed Collection System Improvements

Figure 6.9

CANTON

6.6.2

Central AWWTP Collection System

The Central collection system, in general, has adequate conveyance and pumping capacity for existing dry and wet-weather flows. Table 6.20 describes the recommended gravity sewer and force main upgrades to the Central collection system based on existing system, 10-year 24-hour storm analyses. Approximately 32,000 feet of gravity sewer and 4,500 feet of force main have been identified for immediate upgrade. Table 6.20: Proposed Gravity Sewer & Force Main Improvements for the Central AWWTP Description

Street Intersection

Existing Diameter (in)

Length (ft)

3,750

1,010

1,138

1,329

2,274

3,294

8,425

1,289

Gravity Sewers Edgewood Avenue Gravity Sewer Marion Street Gravity Sewer Marion Street Gravity Sewer Marion Street Gravity Sewer Michigan Avenue Street Gravity Sewer Michigan Avenue Street Gravity Sewer Palm Avenue Gravity Sewer Palm Avenue Gravity Sewer

Edgewood Avenue and Princess Street Marion Street from Polk Street to Luray Avenue Marion Street from Rose Avenue to Veronica Shoemaker Boulevard Marion Street and Veronica Shoemaker Boulevard Michigan Avenue from Zapato Street to Markland Ave Michigan Avenue from Veronica Shoemaker to Ford Street Palm Avenue north of Canal Street to Indian Street and High Street Indian Street and Raleigh Street to Raleigh Street and Apache Street

Rockfill Road Gravity Sewer

Rockfill Road and Ormond Avenue

1,093

Rockfill Road Gravity Sewer

Rockfill Road north of Edison Avenue to Edison Avenue (influent to LS 44)

728

Total

31,853 Transmission Force Mains

Buckingham Road Transmission Main

State Road 82/ Buckingham Road Force Main

Total

4,367 4,367

Table 6.21 describes the recommended lift station upgrades to the Central collection system based on the existing system analyses. Three pump stations have been identified as needing capacity upgrades, and the local force mains at three additional

City of Fort Myers Final Sanitary Sewer Master Plan Section 6: Evaluation of Existing System

Malcolm Pirnie, Inc. 6-38

pump stations should be upgraded. Lift stations 4 and 5 were originally evaluated to be capacity limited; however, ongoing master plans and designs performed by others plan to address those deficiencies.

Figure 6.10 shows the proposed collection system

improvements for the Central AWWTP based on the existing system analysis.

Table 6.21: Proposed Lift Station Improvements for the Central AWWTP Lift Station ID LS 7 LS 12 LS 30 LS 41 LS 44 Ballard Road*

Existing System Deficiencies Category 1: Capacity-limited by local pump capacity. Category 1: Capacity-limited by local pump capacity. Category 3: Capacity-limited by manifolded system Category 2: Capacity-Limited by down stream force mains Category 2: Capacity-Limited by down stream force main. Capacity-limited by local pump capacity

Improvement Description Upgrade LS with larger capacity pumps Upgrade LS with larger capacity pumps Upsize LS force main Upsize LS force main Upsize LS force main Upgrade LS with standby pump

Note: *Model evaluation determined that both existing pumps are required to convey existing flows. Installation of stand-by pump is recommended in the short term.

City of Fort Myers Final Sanitary Sewer Master Plan Section 6: Evaluation of Existing System

Malcolm Pirnie, Inc. 6-39

Legend

LS12

Lift Station Pump Upgrade Recommended Existing Lift Station Force Main Upgrade Recommended

o ew

e Av

Gravity Sewer Upgrade Recommended

LS7

Existing Wastewater Collection Network

Alderman St

g Ed

Central Plant

Marion St

Ballard Road LS

LS4 Michigan Ave

LS31

LS3 Indian St

LS6

LS44

Edison Ave

LS30

L u th

er K

ing

Jr. B

lvd

Ortiz Ave

Rockfill Road

Palm Ave

Mar tin

LS41

LS5

City of Fort Myers, Florida

Veronica Shoemaker Blvd

I-75

LS8

2,400

4,800

7,200 Feet

1 inch equals 2,400 feet

Sanitary Sewer Master Planning Services

December 2005

Central AWWTP Proposed Collection System Improvements

Figure 6.10

7.0 PROJECTED WASTEWATER FLOWS This section of the Master Plan Report summarizes the wastewater flow projections for the City of Fort Myers collection systems and the County flows that also contribute to the Cityâ&#x20AC;&#x2122;s two wastewater treatment plants. Rapid growth is projected for the downtown and eastern parts of the City. This analysis reveals the need for an additional East AWWTP to provide additional capacity for future projected flows. The flow projections presented in this section for the years 2009 and 2024 will be used in the future collection system model to evaluate improvements for the near term and long term planning horizons.

7.1

NEW DEVELOPMENTS

Several new residential and commercial/industrial developments have been planned and permitted for construction within the City limits. The locations of the proposed developments are shown in Figure 7.1.

The estimated sewer flows are

calculated based the number of units or the square footage based on the assumptions in Table 7.1.

Table 7.1: Average Daily Flow Assumptions for New Residential and Commercial Developments Demand Type

Multiplier

Units

gallons/capita/day

2.4

persons/unit

180

gallons/unit/day

gallons/capita/day

2.0

persons/unit

150

gallons/unit/day

Commercial/Industrial

2500

gallons/acre/day

Commercial/Industrial

1000

gallons/unit/day

Hotel/Motel

100

gallons/room/day

School

gallons/student/day

Single Family Residential

Multi Family Residential

City of Fort Myers Final Sanitary Sewer Master Plan Section 7: Projected Wastewater Flows

Malcolm Pirnie, Inc. 7-1

Legend

New Users

6022 39

78 9 645 2 10

70 76 38

29 27 34 26

56 17

44 21

6 62 49

28 63

69 19 68

12 23

45 55

13 25

57 50

32 71

14 40

61 53

20 8 7 75 77 24

16 35

52 51 58 36

41-JJ TAYLOR DISTRIBUTING

1-AIRPORT WOODS

42-LAREDO LAKES

2-ALTA MAR

43-LEE BLVD 130/ OLYMPIA PT

3-APEX/PUBLIX

44-LEE BOULEVARD PLAZA

4-ARBORWOOD

45-LENNAR HOMNES/MATERA

5-BEAU RIVAGE

46-LOFTON'S ISLAND

6-BERKSHIRE

47-LOWES

7-BERNWOOD TRACE APARTMENTS

48-MAJORICA LAKES

8-BERNWOOD COMMERCIAL LAKESIDE SHOPPES

49-MARINERS LANDING

9-BILLY'S CREEK CONDOS

50-MCGREGOR OAKS TOWNHOMES

10-CARBONELL COMMERCIAL

51-METRO ANNEX

11-CASA LA LINDA

52-METRO BLESENA

12-CHALLENGER 32

53-METRO BUSINESS PARK

13-CHALLENGER 33

54-MICHIGAN MARSH PLAZA

14-COLONIAL CENTER

55-O'BRIEN AUTO DEALERSHIP

15-COLONIAL COUNTRY CLUB

56-ORCHARD

16-COLONIAL PLANTATION

57-PALMER PRESCHOOL

17-COLONIAL PLAZA

58-PALOMINO REFLECTON LAKES

18-COLONIAL PROPERTIES DRI

59-PARKER PASEO

19-COVE AT METRO PARK II

60-PRIMA LUCE

20-COVE AT SIX MILE CYPRESS

61-PROPOSED RESIDENTIAL

21-CVS DRUG STORE

62-PROVINCE PARK

22-CYPRESS CLUB

63-RESIDENCES AT EDISON MALL

23-CYPRESS PALMS

64-RIVIERA

24-CYPRESS POINT COMMERCIAL

65-SHERWOOD

25-CYPRESS WOODS

66-SOUTHERN HOMES MAIN STREET

26-EASTWOOD

67-PELICAN PRESERVE

27-EDISON FORD PLAZA

67-SUN CITY/ PELICAN PRESERVE

28-EKONOMOU TOWNHOUSE

68-TRANQUILITY

29-FIRST RIVER CONDO

69-THE SHOPS AT METRO PARK

30-FOREST LAKE

70-VUE EDISON SAILING CLUB

31-FORUM DRI

71-WALMART AT COLONIAL

32-GOLDEN CORRAL RESTAURANT

72-WALMART AT PAGE FIELD

33-HAWKS LANDING

73-WATERMEN AIRSIDE PLAZA

34-HERITAGE LAKES

74-WATERMEN DANIELS ANNEX

35-HERITAGE PALMS

75-WATERMEN DEVELOPMENT

36-HERITAGE PALMS ESTATES

76-WEST FIRST ST - SULIVAN

37-HIBISCUS & ISLES ISLAND

77-WINKLER 39

38-HIGH POINTE PLACE

78-YACHT CLUB OASIS

39-HOTEL MONACO

79-ZEMEL SOUTH

40-INTERNATIONAL COLLEGE

City of Ft. Myers Sanitary Sewer Master Plan

New Development Locations

Figure 7.1 December 2005

The estimated average daily sewer flows for each development are listed in Appendix D. For the future population and sewer flow estimation, it will be assumed that the developments will all be completely constructed by the year 2014. Table D.1 in Appendix D lists the estimated percent completion that is assumed by the year 2009.

7.2

POPULATION PROJECTIONS

The Community Development Department (CDD) has completed the population projections for the existing urban reserve of the City.

The report titled Future

Resident/Seasonal Population Projections and Allocation of Populations into Service Sub Areas for the City of Fort Myers, Florida Including a Description of Methodology, prepared by the City Planning Department is included as Appendix E. The CDD has divided the urban reserve of the City into 29 subareas called User Defined Area Program (UDAP) areas. Figure 7.2 shows the UDAP areas. The projections are based on previous U.S. Census estimates, maximum build out densities, and additional information that the CDD receives from new development applications. The final projected growth trend values in the Sub-Area Population Forecasts: Adjusted Maximum Density spreadsheet are used to predict future wastewater flows in each of the UDAP areas, and were also used for calculation of future water demands included in the Water Master Plan. Each UDAP area is assigned a growth trend that can be multiplied by the existing population to return a projected population in 10 years, as shown in the following equation:

Population in (n) years = (Existing Population) * (Growth Trend)^(n/10)

The future population calculations should also include the additional population from the residential units for the new developments, assuming the persons per unit listed in Table 7.1, and a 12% vacancy rate. Table 7.2 shows the population projections estimated from the from the growth trends in the CDD report and the new development data. The growth trends were lowered or adjusted to 1.00 for the UDAP areas that had significant new development, to keep from overestimating the future population City of Fort Myers Final Sanitary Sewer Master Plan Section 7: Projected Wastewater Flows

Malcolm Pirnie, Inc. 7-2

Legend Modeled Lift Station Central Plant South Plant

503

501

505

LS12

502 001 a Be

506 LS7

018

014Michigan Ave

LS31

523

LS3

012

Cleveland Ave

LS2

Mar tin

602

LS6

011

L u th

er K

LS5

ing

Jr. B

lvd

LS44 LS41

LS30

009

524

015

013

Palm Ave

002

Ortiz Ave

Ballard Road LS

LS4

I-75

lm Pa

ve hA

LS8

010 007

LS10

Hanson Street

016 Metro Pky

008 LS1

003 Fowler Ave

LS15

LS54

LS24

or A

LS9

LS39 LS16

LS68

017

Winkler Ave LS55

006

004

Mc Gre g

507

LS34

LS106

LS27 TREELSLS112

LS35 Colonial Ave LS92

LS23

511

525

Six M

ile

Pky

005

6,000

12,000

18,000 Feet

1 inch equals 6,000 feet

City of Fort Myers, Florida Sanitary Sewer Master Planning Services

December 2005

Fort Myers UDAP Neighborhoods

Figure 7.2

UDAP

Table 7.2: Population Projection based on Growth Trends and New Development Data Additional Population 2000201020142020Population from 2010 2014 2020 2030 New Development Growth Growth Growth Growth and Annexation 2000 2009

2024

1.00

0.98

2,343

3,753

4,924

6,021

1.05

3.50

3.07

1.50

4,810

2,439

6,505

14,549

1.01

1,891

1,908

1,937

1.00

1.06

1,447

2,553

3,276

4,153

1.13

359

6,296

7,208

8,801

1.00

0.91

535

3,825

4,093

4,016

0.87

3,904

3,444

2,795

1.03

3,178

3,264

3,412

0.81

2,412

1,995

1,455

0.89

370

333

280

0.79

1,870

1,513

1,062

0.69

468

335

192

0.89

1,604

1,444

1,213

1.18

1.17

1.18

564

655

832

1.00

0.86

2,279

1,960

1.00

1.01

10,415

4,367

9,233

14,873

1.00

2.25

34,203

129

21,913

34,493

1.00

0.98

513

5,509

5,765

5,911

501

0.97

1,255

1,221

1,167

502

0.97

2,089

2,048

1,957

503

1.01

1,909

1,926

1,955

505

0.77

536

424

286

506

0.97

378

368

351

507

0.94

1,203

1,138

1,037

511

0.97

1,224

1,191

1,138

523

1.00

1.06

479

1,759

2,553

2,898

524

1.00

0.95

1,340

2,128

3,070

3,502

525

1.00

2.25

9,388

1,304

7,618

12,322

602

0.85

1,998

2,453

2,080

65,831

63,194

104,098

136,646

Total

City of Fort Myers Final Sanitary Sewer Master Plan Section 7: Projected Wastewater Flows

Malcolm Pirnie, Inc. 7-3

Figure 7.3 shows the projected population through the year 2024. The resulting annual growth rates are 5.7% per year from 2000-2009, and 1.8% per year from 20092024. Figure 7.3 Projected Population 160,000 140,000 120,000

1.8% Annual Growth Rate

Population

100,000 80,000

5.7% Annual Growth Rate

60,000 40,000 20,000 2000

2003

2006

2009

2012

2015

2018

2021

2024

Year

7.3

WASTEWATER PROJECTIONS

7.3.1 Projection Methodology The 2002 wastewater flows are calculated using the Cityâ&#x20AC;&#x2122;s projected water demands. The projected sewer flows, were initially estimated by multiplying the 2003 water use for each UDAP neighborhood 97 percent, which is the percentage of average annual wastewater flows for 2002 compared to the potable water usage in 2003. Adjustments in the 2002 wastewater flow were made based on the model calibration data to account for increases in water demand that are not reflected in the population projections. Additional wastewater flow was incorporated based on the connection of existing populated areas that are not currently served by the Cityâ&#x20AC;&#x2122;s system, and by additional new City of Fort Myers Final Sanitary Sewer Master Plan Section 7: Projected Wastewater Flows

Malcolm Pirnie, Inc. 7-4

development in areas that do not have existing sewer usage.

This additional flow

accounts for future growth areas, such as the downtown redevelopment project (UDAP 002), the Belle Vue-Dunbar annexation area (UDAP 15 and 16, 523, 524, 602), and the residential growth in the East planning area (UDAP 017) ad the other planned development through out the City. It is assumed that 50 percent of the Belle Vue-Dunbar flows will be transferred to the City by 2009, with complete turn over by 2024.

7.3.2

Existing Flows

The City contributed approximately 2.97 mgd (42 percent) of the total 7.08 mgd to the South AWWTP and approximately 3.59 mgd (58 percent) of the total 6.20 mgd to the Central AWWTP in 2002. Lee County contributed the remainder of the flows to the South AWWTP and Central AWWTP. 7.3.3

Future Flows

Wastewater projections are prepared for 2009 and 2024, assuming that all of the future flows will be routed to the South and Central AWWTPs. Future dry weather flows from areas served by Lee County are assumed to increase until total flows from Lee County service areas equal the total reserved capacity at each plant. According to the current agreement between the City and the County, the County maintains a capacity of approximately 6.96 mgd (or 58 percent) at the South AWWTP and approximately 4.51 mgd (or 41 percent) at the Central AWWTP. Future County wastewater flows are developed by projecting existing flows to increase up to the maximum allocated capacity by 2024, as confirmed by the County. Table 7.3 summarizes the calculation methods that are used for projecting dry weather wastewater flows for each specific planning area. Table 7.4 and Table 7.5 show the projected wastewater flows for the South AWWTP and Central AWWTP, respectively, under the assumption that the future wastewater flows in UDAP 017 are split 60/40 between the South and Central AWWTPs during average flow and 50/50 during peak flow.

City of Fort Myers Final Sanitary Sewer Master Plan Section 7: Projected Wastewater Flows

Malcolm Pirnie, Inc. 7-5

Table 7.3: Dry Weather Flow Projection Methods Planning Area

Calculation Method

UDAP 007, 008, 009, 010, 011, 012, 013, 501, 502, 503, 504, 505, 506, 507, 511

Population growth trend only

UDAP 001, 002, 003, 004, 005, 006, 014, 015, 017, 018, 525

Population growth trend plus additions from planned developments.

UDAP 015, 016, 523, 524, 602

Population growth trend plus additions from planned developments and from Belle Vue Dunbar annexation areas

Lee County – South AWWTP Lee County – Central AWWTP

Population growth trend projected to equal County’s total WWTP reserved capacity in 2024

Table 7.4: Projected AADF Wastewater Flows for the South AWWTP

UDAP Growth Trend (per 10 years)

Flow From New Existing Developments and WastewaterA Belle Vue-Dunbar ADF (MGD) (MGD)

Future Wastewater AADF (MGD)

UDAP

20002010

20102014

20142020

20202030

2002

2009

2024

2009

2024

003

1.01

0.22

0.00

0.22

004

1.00

1.06

0.38

0.06

0.12

0.44

0.52

005

1.13

0.64

0.02

0.04

0.72

0.88

006

1.00

1.01

0.91

0.02

0.05

0.94

0.97

007

0.87

0.38

0.00

0.34

0.28

008

1.03

0.09

0.00

0.10

016

1.00

1.01

0.14

0.35

0.78

0.49

0.92

017

1.00

2.25

0.01

1.08

1.62

1.09

1.64

507

0.94

0.06

0.00

0.06

511

0.97

0.01

0.00

0.01

525

1.00

2.25

0.12

0.58

0.87

0.70

1.13

2.97

2.12

3.48

5.10

6.73

4.10

4.48

5.42

7.07

9.58

12.15

Total City County South

1.135

Total South

City of Fort Myers Final Sanitary Sewer Master Plan Section 7: Projected Wastewater Flows

Malcolm Pirnie, Inc. 7-6

Table 7.5: Projected AADF Wastewater Flows for the Central AWWTP

UDAP Growth Trend (per 10 years)

Flow From New Existing Developments and WastewaterA Belle Vue-Dunbar ADF (MGD) (MGD)

Future Wastewater AADF (MGD)

UDAP

20002010

20102014

20142020

20202030

2002

2009

2024

2009

2024

001

1.00

0.98

0.48

0.100

0.200

0.583

0.673

002

1.05

3.50

3.07

1.50

0.83

0.360

0.443

1.220

3.729

003

1.01

0.05

0.000

0.055

0.056

006

1.01

0.02

0.000

0.025

0.019

0.044

007

0.87

0.25

0.000

0.229

0.186

008

1.03

0.30

0.000

0.303

0.317

009

0.81

0.36

0.000

0.307

0.224

010

0.89

0.04

0.000

0.091

0.041

0.126

011

0.79

0.15

0.000

0.008

0.127

0.098

012

0.69

0.05

0.000

0.042

0.024

013

0.89

0.18

0.000

0.001

0.165

0.139

014

1.18

1.17

1.18

0.05

0.000

0.060

0.076

015

1.00

0.86

0.21

0.005

0.027

0.217

0.210

016

1.00

1.01

0.14

0.215

0.430

0.360

0.577

017

1.00

2.25

0.00

0.980

1.570

0.985

1.583

018

1.00

0.98

0.41

0.030

0.061

0.442

0.464

523

1.00

1.06

0.04

0.089

0.187

0.133

0.234

524

1.00

0.95

0.00

0.070

0.118

0.070

0.118

602

0.85

0.01

0.088

0.176

0.096

0.182

3.60

1.938

3.187

5.456

9.060

2.61

2.815

3.319

6.20

8.272

12.379

Total City County Central

1.116

Total Central

The projected AADF for the City and the County at the Central and South AWWTPs are summarized in Table 7.6 below.

City of Fort Myers Final Sanitary Sewer Master Plan Section 7: Projected Wastewater Flows

Malcolm Pirnie, Inc. 7-7

Table 7.6: Projected Annual Average Daily Flows 2002 (actual)

2009

2024

7.07

9.58

12.15

City Flows

2.97

5.10

6.73

County Flows

4.10

4.48

5.42

6.20

8.27

12.38

City Flows

3.60

5.46

9.06

County Flows

2.61

2.82

3.32

South AWWTP

Central AWWTP

7.4

ASSESSMENT OF ADDITIONAL CAPACITY REQUIREMENTS

Projected wastewater flows presented in Section 7.2 clearly show that additional treatment capacity is required. Both the South and Central AWWTPs currently have no available space onsite for construction of additional treatment units. Additional capacity, however, must be added to handle the projected future wastewater flows. This section presents the approximate dates in which the capacities at both the South AWWTP and Central AWWTP will be exceeded based on the projected three-month rolling average daily flow. The FDEP uses the maximum three-month rolling average daily flow (TMRADF) to determine the timeframe in which a utility must expand their treatment capacity [FAC 62-600.405(8)]. The historical maximum TMRADFs from 1998 to 2002 are shown below in Table 7.7. When the projected TMRADF is expected to exceed the permitted capacity of the treatment plant, the plant must be expanded. The average of the maximum TMRADF to AADF ratios, shown in Table 7.7, is 1.283 for the South AWWTP and 1.358 for the Central AWWTP. Table 7.8 shows the projected maximum TMRADF.

City of Fort Myers Final Sanitary Sewer Master Plan Section 7: Projected Wastewater Flows

Malcolm Pirnie, Inc. 7-8

Table 7.7: Historical Maximum TMRADFs Maximum TMRADF (mgd)

AADF (mgd)

Year

Maximum TMRADF AADF

South AWWTP 1998

6.96

8.33

1.20

1999

6.92

8.5

1.23

2000

6.52

8.2

1.26

2001

6.79

10.07

1.48

2002

7.07

8.83

1.25

Central AWWTP 1998

7.79

9.66

1.24

1999

6.94

9.44

1.36

2000

5.72

7.56

1.32

2001

6.36

9.92

1.56

2002

6.21

8.12

1.31

Table 7.8: Projected Maximum TMRADF 2002

2009

2024

9.07

12.30

15.59

City Flow

3.81

6.54

8.64

County Flow

5.27

5.75

6.96

Central AWWTP

8.42

11.23

16.81

City Flow

4.88

7.41

12.30

County Flow

3.54

3.82

4.51

South AWWTP

Figure 7.4 shows the projected maximum TMRADFs for the Central and South AWWTPs. Based on these flow projections, the projected maximum TMRADF will exceed the capacity of the South AWWTP and the Central AWWTP by 2008.

City of Fort Myers Final Sanitary Sewer Master Plan Section 7: Projected Wastewater Flows

Malcolm Pirnie, Inc. 7-9

Figure 7.4: Projected Plant Maximum TMRADF 18 16 14

Flow (mgd)

12 10 8 6 4 2 0 2002

2004

2006

2008

2010

2012

2014

2016

2018

2020

2022

2024

Year South AWWTP Projected Maximum TMRADF South AWWTP Permit Capacity South AWWTP Projected Permit Exceedance

Central AWWTP Projected Maximum TMRADF Central AWWTP Permit Capacity Central AWWTP Projected Permit Exceedance

The corresponding AADF that should not be exceeded for the South and Central AWWTP, based on the factors calculated in Table 7.7, are 9.35 mgd and 8.10 mgd, respectively. The AADF values can be monitored by operations staff. As they begin to approach these values, the plants are in danger of exceeding their permitted capacity. According to the current interlocal agreement between the City and County (as discussed in Section 3.3), the City maintains a maximum three-month rolling average daily flow allocation of 5.04 mgd and 6.49 mgd at the South AWWTP and the Central AWWTP, respectively, which translates to an approximate AADF allocation of 3.93 mgd and 4.78 mgd. Figure 7.5 illustrates that the City will exceed their approximate AADF allocation by 2006 for the Central AWWTP and by 2005 at the South AWWTP.

City of Fort Myers Final Sanitary Sewer Master Plan Section 7: Projected Wastewater Flows

Malcolm Pirnie, Inc. 7-10

Figure 7.5: Projected City AADF for the South and Central AWWTPs 10 9 8

AADF (mgd)

7 6 5 4 3 2 1 0 2002

2004

2006

2008

2010

2012

2014

2016

2018

2020

2022

2024

Year South AWWTP City AADF South AWWTP City Flow Allocation South AWWTP Projected Allocation Exceedance

7.5

Central AWWTP City AADF Central AWWTP City Flow Allocation Central AWWTP Projected Allocation Exceedance

IMPLEMENTATION OF ADDITIONAL CAPACITY REQUIREMENTS

As per FAC 62-600.405(8), the City must meet planning, design, construction, and start-up deadlines to increase treatment capacity before the TMRADF is projected to exceed the permitted capacity. These deadlines are summarized below in Table 7.9. Table 7.9: Deadlines for Design, Construction, and Start-Up South AWWTP

Central AWWTP

Begin planning and preliminary design (5 years)

2003

Begin preparing design documents and specifications (4 years)

2004

Submit a Construction Application (3 years)

2005

Obtain an operations permit (6 months)

2007

Begin Operation

2008

Deadlines as per FAC 600.405(8)

City of Fort Myers Final Sanitary Sewer Master Plan Section 7: Projected Wastewater Flows

Malcolm Pirnie, Inc. 7-11

As shown above, additional capacity must be added to handle the projected future wastewater flows. Planning and preliminary design for additional treatment capacity should have begun in 2003 for the Central AWWTP and the South AWWTP. The new treatment facility should become operational by 2008, allowing the Central and South AWWTPs to begin diverting their flows at that time. A potential location for the new treatment facility may be East of Interstate-75, along Buckingham Road. Under a separate contract with the City, Malcolm Pirnie completed a desktop evaluation of the Central AWWTP and the South AWWTP to determine whether additional treatment capacity could be achieved through minor biological process adjustments. The determination was made that the Central AWWTP would not be able to achieve additional treatment capacity, and the South AWWTP could achieve an additional 2 mgd of treatment capacity with the addition of a clarifier.

The study

concluded, however, that additional onsite testing would be necessary to confirm these results, and determine the exact amount of additional capacity, if any, that could be achieved. The construction of a new clarifier and implementation of a treatment capacity increase would require time for additional study, design, permitting, and construction. Due to the City’s urgency and the uncertainty involved in proceeding with the additional onsite testing, it was recommended to assume that all effort and funding should be applied to constructing additional capacity at a new East location, where a large portion of the City’s growth is occurring. The City is also exploring the possibility of routing approximately 1.43 mgd of flows from the proposed Arborwood, Reflection Isles, Paseo, Airport Woods and Watermen Residential and Watermen Airside Plaza developments to the County’s Gateway Wastewater Treatment Plant. This plant is currently in the process of being expanded, and the County has verbally extended an offer of 2 mgd of treatment capacity for City flows, which will be available in 2008. The flow projections show that this will only delay the need for a New East AWWTP by one year to 2009. If additional flows are not diverted the Gateway Plant, it is recommended that planning and preliminary design of a new plant follow the deadlines presented in Table 7.9. Table 7.10 shows the projected quantity of flow that could be sent to the County’s Gateway plant.

City of Fort Myers Final Sanitary Sewer Master Plan Section 7: Projected Wastewater Flows

Malcolm Pirnie, Inc. 7-12

Table 7.10: Projected AADF Wastewater Flows for the Countyâ&#x20AC;&#x2122;s Gateway AWWTP

7.6

UDAP

Future AADF Wastewater Flow (MGD) 2024

017

1.43

Total City Flow

1.43

Total Flow to the Gateway AWWTP

1.43

REALLOCATION OF FLOW TO THE GATEWAY WWTP AND EAST AWWTP As discussed earlier, the need for additional treatment capacity will be required in

2005 and 2006 as the City reaches their maximum reserved capacity at both the Central and South AWWTPs, respectively. Also, the projected maximum TMRADF for the South and Central AWWTPs will exceed the overall plant capacity by 2008. The City maintains acerage in several potential locations in the East Planning Area where a new AWWTP could be constructed, since the majority of the growth is expected in this portion of the City. Therefore, 100 percent of the 2024 future wastewater flow produced in UDAP 017 will be conveyed to the new East plant. Additionally, City flows from UDAP areas 016, 523, 524, and 525 and County flows that are east of Interstate 75 and the six mile cypress slough will be routed to the East AWWTP. With the addition of a new East AWWTP, the flow from UDAP 017, and portions of UDAP 016, 525, 524, and 525 contributing to the South and Central AWWTPs (shown in Table 7.4 and Table 7.5), in 2024 will be routed to the East AWWTP. Some of the projected County flows for the South and Central AWWTP will also be re-routed to the new East AWWTP. Table 7.11 shows the projected wastewater flows for the new East AWWTP that were previously projected for the South and Central AWWTPs. The reallocation of City and County flows to the new East AWWTP are shown graphically in Figure 7.6.

City of Fort Myers Final Sanitary Sewer Master Plan Section 7: Projected Wastewater Flows

Malcolm Pirnie, Inc. 7-13

Legend UDAPs

Service Area Central AWWTP 503

South AWWTP 501

East AWWTP

LS12

lm Pa

Gateway AWWTP

a Be

505

d Blv ch

502

001

506

LS7018

Modeled Lift Station Ballard Road LS

LS4

014 Michigan Ave

LS3

012

013

002

003 d

r Blv ego McG r

507

LS54

LS24

LS27

006

LS34 Winkler Ave

LS16 LS39 Colonial Blvd LS23

511

Ortiz Ave

010 Hanson St

LS10

LS15

004

LS41

LS5 LS8

008

LS9

LS44 LS30

016

LS68

017

LS55

LS106

TREELS LS112

LS35 LS92

525 005

Si x

ile

LS1

602 011 Edison Ave

Metro Pky

007

LS6

009

015

Pk y

Cleveland St

LS2

524

523

Martin Luther King, Jr. Blvd

Fowler St

South Plant

LS31

I-75

Central Plant

8,000

16,000

24,000 Feet

1 inch equals 8,000 feet

City of Fort Myers, Florida Sanitary Sewer Master Planning Services

December 2005

Reallocation of Flow to the East AWWTP and Gateway WWTP

Figure 7.6

Table 7.11: Projected AADF Wastewater Flows for the New East AWWTP

UDAP

Future AADF Wastewater Flow (MGD) 2024

016

0.76

017*

1.79

523

0.05

524

0.12

525

0.74

Total City Flow

3.47

County from Central

2.32

Total County Flow

2.32

Total Flow to the East AWWTP 5.79 * Note: This assumes 1.43 mgd AADF is diverted to the Gateway WWTP

A revised summary of the future AADF wastewater flows for the City and the County, assuming the addition of the East AWWTP and use of the Gateway WWTP, are presented in Table 7.12. The corresponding projected maximum TMRADFs are listed for the plants in Table 7.13. Table 7.12: Summary of Future AADF with Flows Diverted to Gateway WWTP and East AWWTP South AWWTP

2002 7.07 2.97 4.10 6.20 3.60 2.61

20081

20092

2024 9.25 3.83 5.42 8.06 7.07 1.00 5.79 3.47 2.32 1.43 1.43

9.22 8.80 9.01 7.68 City 4.79 4.37 4.53 3.20 County 4.43 4.43 4.48 4.48 Central AWWTP 7.98 7.60 7.77 5.06 City 5.19 4.81 4.95 4.22 County 2.79 2.79 2.82 0.84 East AWWTP 4.04 City 2.07 County 1.97 0.81 1.07 1.07 Gateway WWTP City 0.81 1.07 1.07 3 County All Plants 13.27 17.20 17.86 24.53 City 6.56 9.99 10.56 15.79 County 6.71 7.22 7.30 8.74 Note 1: Flows are shown before and after flows are diverted to the Gateway WWTP Note 2: Flows are shown before and after diverting flows to the East AWWTP Note 3: The Gateway AWWTP receives flows from the County’s service area; however County flows currently served by the City’s plants will not be re-routed there.

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Table 7.13: Summary of Future Maximum TMRADF with Flows Diverted to Gateway WWTP and East AWWTP

20081

2002

20092

2024

South AWWTP

9.07

11.83

11.28

11.47

9.86

11.86

Central AWWTP

8.42

10.83

10.34

10.65

6.87

10.95

5.25

7.53

East AWWTP

1.05 1.40 1.40 1.86 Gateway WWTP Note 1: Flows are shown before and after flows are diverted to the Gateway WWTP Note 2: Flows are shown before and after diverting flows to the East AWWTP

Figure 7.7 shows the revised AADF flow projections and plant capacities including the East AWWTP and the Gateway AWWTP.

Figure 7.7: Projected AADF Flows with Flows Allocated to the Gateway and East AWWTPs 10 9 8

Projected AADF (mgd)

7 6 5 4 3 2 1 0 2002

2004

2006

2008

2010

2012

2014

2016

2018

2020

2022

2024

Year

South AWWTP

Central AWWTP

East AWWTP

Gateway AWWTP

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Malcolm Pirnie, Inc. 7-15

Figure 7.8 shows the revised maximum TMRADF flow projections and plant capacities including the East AWWTP and the Gateway AWWTP. A decrease in flow for the South and Central AWWTPs is shown to occur in 2008 and 2009 after the Gateway AWWTP expansion is complete and the East AWWTP becomes operational, respectively. Figure 7.8: Projected Maximum TMRADF with Flow Allocated to the Gateway and East AWWTPs 18

Projected Maximum TMRADF (mgd) la la la

0 2002

2004

2006 2008 South AWWTP Central AWWTP East AWWTP Gateway AWWTP

2010

2012

2014

Year

2016 2018 2020 2022 South AWWTP Permit Capacity Central AWWTP Permit Capacity East AWWTP Proposed Permit Capacity Gateway Flow Allocation

2024

Figure 7.9 shows the projected flows for the proposed East AWWTP assuming that all projected flows will be diverted by 2009. This figure also shows the projected maximum TMRADF (assuming a factor of 1.30), and the proposed permit capacity of 8 mgd maximum TMRADF. If flows are not diverted to the Gateway WWTP, the AADF will be 1.43 mgd higher and the maximum TMRADF will be 1.86 mgd higher in 2024. The East Plant capacity will also need to be at least 2.0 mgd higher if flows are not diverted to the Gateway WWTP.

The East Plant could also be designed as an 8 mgd

plant expandable to 12 mgd to be flexible for both possibilities.

City of Fort Myers Final Sanitary Sewer Master Plan Section 7: Projected Wastewater Flows

Malcolm Pirnie, Inc. 7-16

The projected flows in Tables 7.12 and 7.13 and Figures 7.7, 7.8 and 7.9 assume that all of the areas shown in Figure 7.6 are shifted to the East AWWTP immediately when it comes online. However the City could choose to only divert a portion of these flows initially, and add additional flows as necessary to keep the Central and South AWWTPs below their permit capacities. This would lower the projected flows at the East plant. Figure 7.9 Projected Flows and Capacities at the East AWWTP 10

0 2009

2011

2013

2015

2017

East AWWTP Projected AADF East AWWTP Maximum TMRADF Permit Capacity

7.7

2019

2021

2023

East AWWTP Projected Maximum TMRADF

WASTEWATER PLANNING AREAS

Several areas within the collection system are expected to contribute an increased amount of wastewater flow over the next several years. This section defines the areas as they will be discussed in the remainder of the report, and summarizes the areas composition for the existing system as well as the future 2009 and 2024 models. The

City of Fort Myers Final Sanitary Sewer Master Plan Section 7: Projected Wastewater Flows

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wastewater planning areas developed for this Master Plan are described below and are shown in Figure 7.10.

7.7.1

City Planning Area for the South AWWTP

This classification describes those areas within the Cityâ&#x20AC;&#x2122;s service area that contribute wastewater flow to the South AWWTP. Table 7.14 summarizes the UDAP areas within this planning area and the corresponding percent contribution that each area supplies to the South AWWTP. Flows from UDAP 003, 006, 007, 008 and 016 are split between the South and Central AWWTP. For the future 2024 model, flows will be routed to the new East AWWTP instead of the South AWWTP for UDAP areas 016, 017 and 525.

Table 7.14: Flow Percentage from UDAP Area Contributing to South AWWTP

UDAP

Percent of UDAP Flow Contributing to South AWWTP 2002

2009

2024

004, 005, 507, 511

100%

003

80%

006

98%

007

60%

008

24%

016

50%

20%

017*

100%

53%

525

100%

33%

* Note: Some of UDAP 17 flows may be diverted to the Gateway Plant for 2009

7.7.2

City Planning Area for the Central AWWTP

This planning area describes the part of the Cityâ&#x20AC;&#x2122;s service area that contributes wastewater flow to the Central AWWTP. The UDAP areas within this planning area and the corresponding percent contribution that each area contributes to the Central AWWTP are shown in Table 7.15. Flows from UDAP 003, 006, 007, 008 and 016 are split between the South and Central AWWTP. For the future 2024 model, some of the flows City of Fort Myers Final Sanitary Sewer Master Plan Section 7: Projected Wastewater Flows

Malcolm Pirnie, Inc. 7-18

Legend UDAPs Central Plant-City Central Plant-Lee County 503

South Plant-City 501

South Plant-Lee County

lm Pa

a Be

d Blv

505

502

Proposed East

506

001 018

Proposed East-Lee County 014

Fowler St

011

602 Edison Ave

008

003

Winkler Ave

004

016

017

511

Pk y

Colonial Blvd

ile

525 005

Si x

McG r

ego

r Blv

507

006

Metro Pky

Hanson St

007

Ortiz Ave

010 Veronica Shoemaker Blvd

Cleveland St

009

015

Martin Luther King, Jr. Blvd

002

South Plant

523

013

012

Central Plant

524

Michigan Ave

I-75

Gateway Plant

8,000

16,000

24,000 Feet

1 inch equals 8,000 feet

City of Fort Myers, Florida Sanitary Sewer Master Planning Services

December 2005

City and County Planning Areas

Figure 7.10

will be routed to the new East AWWTP instead of the Central AWWTP for UDAP areas 016, 017 and 524. Table 7.15 Flow Percentage from UDAP Area Contributing to Central AWWTP

UDAP

Percent of UDAP Flow Contributing to Central AWWTP 2002

2009

2024

001, 002, 009, 010, 011, 012, 013, 014, 015, 018, 602

100%

003

20%

006

007

40%

008

76%

016

50%

28%

017*

47%

523

100%

75%

524

100%

* Note: Some of UDAP 17 flows may be diverted to the Gateway Plant for 2009

7.7.3

Downtown Planning Area

Many modifications and additions are planned in the downtown area as part of the Cityâ&#x20AC;&#x2122;s downtown redevelopment project intended to bring new growth and development downtown.

Construction of several new high-rise condominium buildings is being

planned, which is estimated to triple the water demand and wastewater production rate once complete (Downtown Redevelopment Master Plan Capacity Analysis Report, July 2003). This area is also designated as Phase VII of the sewer main replacement project. UDAP area 002 represents the downtown area. Wastewater flow from this area of the City is collected and treated at the Central AWWTP (as shown in Table 7.15). Due to the amount of future growth expected in this area, this Master Plan represents the downtown area as a separate planning area to evaluate the impacts that future flows from this area will have on the downstream sewer conveyance system.

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7.7.4

East Planning Area

The East Planning area includes all of the future sewered areas that are located east of Interstate 75 and the six Mile Cypress slough, and portions of UDAP areas 016, 533, 524, and 525. Several single and multi-family residential homes and associated commercial developments are being planned in this area represented by UDAP 017. As shown in Table 7.14, UDAP 017 currently contributes all of its flow to the South AWWTP. However, it is assumed that due to decreasing available capacity at the South AWWTP, the flow will be split between the South and Central AWWTPs by 2009. Table 7.16 shows that 100-percent of the allocation for UDAP 524 will flow to a new East AWWTP for the 20 year flow projections. A potion of the flows for UDAP 016, 523, and 525 will also be allocated to the East AWWTP for the 2024 model. For UDAP 017 a portion of the flows may be diverted to the Gateway WWTP for 2009 and 2024.

Table 7.16 Flow Percentage from UDAP Areas Contributing to New East AWWTP

UDAP

Percent of Flow Contributing to East AWWTP 2002

2009

2024

016

52%

017*

56%

523

25%

524

100%

525

67%

* Note: Some of UDAP 17 flows may be diverted to the Gateway Plant for 2009

Table 7.17 Flow Percentage from UDAP Areas Contributing to Gateway WWTP

UDAP 017*

Percent of Flow Contributing to East AWWTP 2002

2009

2024

0%*

44%

* Note: Some of UDAP 17 flows may be diverted to the Gateway Plant for 2009

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7.7.5

City Planning Area for the Gateway WWTP

The flows from Reflection Isles, Paseo, Arborwood, Airport Woods Watermen Residential and Waterman Airside Plaza developments may be diverted to the Gateway WWTP. These flows will be split between the Central and South AWWTPs before 2009 and will be sent to the East AWWTP if they are not sent to the Gateway WWTP.

7.7.6

Lee County Planning Area for the South AWWTP

This planning area, outside of the Cityâ&#x20AC;&#x2122;s urban reserve boundary, includes the area currently served by Lee County that contributes flow to the South AWWTP.

7.7.7

Lee County Planning Area for the Central AWWTP

The Lee County area contributing flow to the Central AWWTP is classified under this planning area. Some of this service area is projected to be diverted to the East AWWTP by 2024. This would require the City to increase their flow allocation at the Central AWWTP and provide the County with a new flow allocation at the East AWWTP.

7.7.8

Lee County Planning Area for the East AWWTP

For the purpose of this report the flows for the Lee County service area that are east of Interstate 75 will be routed to the East AWWTP for the future 2024 Model. If these County flows are not diverted to the East AWWTP, additional City flows will need to be diverted to the East AWWTP to keep the projected flows at the Central AWWTP below its permitted capacity.

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8.0 EVALUATION OF PROPOSED FUTURE CONDITIONS

The wastewater flow projections summarized in Section 7 were incorporated into the calibrated model for use in estimating the effects of proposed development on the South and Central collection systems. The collection system model was then used to analyze the Cityâ&#x20AC;&#x2122;s existing system incorporating future development under wet-weather conditions, identify system deficiencies, and size recommended improvements for 5-year and 20-year future scenarios. This section describes the process used to formulate the future models, the performance criteria developed to determine where improvements may be necessary, and the results of the future condition analysis. This section does not include the evaluation of the forcemain and lift station sizing for the area that we are assuming will be sending flows to the Gateway WWTP. These results are discussed in the Force Main and Lift Station Recommendations for the Future Development in Southeast City of Fort Myers, Florida report provided as Appendix G.

8.1

MODELING OF FUTURE CONDITIONS For this Sanitary Sewer Master Plan, wastewater projections, future conditions

models, and improvements were developed to address near-term (5-year; 2009) and longterm (20-year; 2024) system deficiencies. Projected development scenarios for 2009 and 2024 were developed and incorporated into the model. In addition, existing ongoing master plans and designs were incorporated into the base future (2009) model to address upgrades currently being planned.

8.1.1

Future 2009 Scenario Development

The base future (2009) collection system model was developed using the existing calibrated model as the base. Figure 7.10 shows the proposed 2009 service area for the South and Central AWWTPs, including both City-served and Lee County-served areas. This future service area boundary was developed based upon the Cityâ&#x20AC;&#x2122;s urban reserve

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boundary, new development information provided by the City, and GIS information, and existing system maps provided by Lee County. The 2009 model included the following ongoing master plans as part of the baseline future model:

Downtown Redevelopment Master Plan: This area is Phase VII of the Sewer Main Replacement Program, and is being designed by DRMP, Inc and TKW Inc. This area is expected to grow significantly due to considerable redevelopment efforts. Redevelopment projects include construction of several condominium buildings, addition of streetscaping, and replacement of many water mains and sewers. The model includes the recommended upgrades to lift stations 3 and 4, upgrades to the First Street gravity sewer, and an upgrade to the lift station 3 force main. Construction of these collection system improvements should be completed by the end of 2006.

Phase III-C Sewer Main Replacement: This phase of the Sewer Main Replacement Program is being designed as part of a mini master plan by Johnson Engineering. The improvements in this area consist of upgrades to lift station 5, upgrades to the local force mains serving lift stations 5 and 8, and upgrades to the manifolded force main downstream of lift stations 5 and 8. Construction of these collection system improvements should be completed by the end of 2005.

Phase IV Sewer Main Replacement: This phase of the Sewer Main Replacement Program is being designed as part of a mini master plan by Hole Montes, Inc. Three areas have been studied and the resultant master plans have been incorporated into the baseline future model. These areas affect primarily lift stations 1, 2, 9, 10, and 15. Several new lift stations are being designed and constructed to relieve the lift stations listed. Construction of these collection system improvements should be completed by the end of 2007.

In addition to the mini-master plan improvements listed above, future City flows from UDAP 017 were adjusted and incorporated in this current Master Plan. UDAP 017, in the eastern portion of the City, currently contributes all of its flow to the South AWWTP. However, it is assumed that due to decreasing reserve capacity at the South AWWTP, the flow will be split between the South and Central AWWTPs by 2009. The 2009 model results reflect the split of UDAP 017 flows between the South and Central AWWTPs. Beyond the 5-year planning period, as growth continues, it is estimated that a third, eastern treatment plant will be necessary.

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The 2009 base model includes the following upgrades that the City is planning in the near-term and assumes that these are in-place under the 2009 scenario:

The replacement of the force main section on Hill Avenue./Golfview Avenue from Princeton Street east to Cleveland Avenue from the existing 14-inch to a 12-inch.

A 16-inch force main from Ortiz Avenue, across Billy's Creek, and west along Marion Street to the Central AWWTP to alleviate the flow loading on the Ballard Road gravity sewer.

An associated 2500 gpm capacity Marion Street lift station at Ortiz Avenue and Ballard Road is assumed to be installed as part of the Marion Street force main construction project prior to 2009. This list station can be expanded in the future to 5600 gpm capacity to assist in pumping County flows to the East plant.

An additional 16-inch diameter force main along Omni Blvd from the northend of Cypress loop to State Road 82 and a flap valve at Colonial and Omni to allow flows from the South collection system to be routed to the Central collection system.

Collection system design upgrades occurring in the Southeast service area.

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8.1.2

Future 2024 Scenario Development

The future 2024 scenario models were formulated using the 2009 models as the platform, including the potential routing of flow to the County’s Gateway plant. Any recommended upgrades resulting from the 2009 simulations were incorporated into the corresponding 2024 model. The 2024 model was initially run with all of the future flows being routed to the South and Central AWWTPs, however, the existing piping infrastructure was not adequate to convey the flows to the plants. As a result, nearly all of the major transmission force mains required upgrading.

These results, assuming all

flows are routed to the South and Central plants, are presented as the worst-case. Alternatively, a second scenario of the 2024 model includes the routing of a portion of the flow to a third wastewater treatment plant, in addition to the routing of flow to the County’s Gateway WWTP. As discussed in Section 7, the need for additional treatment capacity will be required in 2009 when the three-month average daily flow exceeds the plant capacity for the Central and South plants. Therefore, the 2024 model scenario assumes a third treatment plant will be operational. Since a large portion of the growth is expected to occur in the East Planning Area and the City maintains available acreage in that area, it is assumed that this will be the location of a new WWTP. Therefore, 100 percent of the wastewater flow produced in the East planning area (UDAP 017) in the 2024 future scenario will be conveyed to the new East WWTP. In addition, a portion of flows produced in UDAP 016, 523, 524, and 525, as well as County flows that are east of I-75 and the six mile cypress slough are projected to be conveyed to the new East WWTP in the 2024 future scenario, to assure that the Central and South AWWTPs do not exceed their permitted capacity. The reallocation of a portion of the flow from the South and Central AWWTPs to the new East WWTP in the 2024 scenario will affect a few of the City’s existing lift stations. In particular, lift stations 41, 44, and 69 in the Central collection system and lift stations 68, 92, and 106 in the South collection system will be routed to the East WWTP in 2024. With the addition of the new East WWTP, the flows from UDAP 016, 017, 523, 524, 525, and a portion of County flows contributing to the South and Central AWWTPs will be eliminated in 2024.

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8.1.3

Projected Flow Development

Figure 7.10 shows the delineation of individual planning areas within the overall system. In development of the future conditions models, these planning areas are further subdivided into model basins—those areas generating dry and wet weather flow for input into the modeled sewer system. Dry weather flow projections for the 2009 and 2024 scenarios are described in more detail in Section 7. For the 2009 and 2024 future conditions models, both for existing service area basins and future service area basins, the parameter set developed during calibration to existing conditions will be used for projecting wet weather flows. Use of this single parameter set to project wet weather flows for all future condition simulations introduces the following assumptions:

Future basins will have the same unit I/I response shown by the existing system. While this assumption may over-predict I/I early in the future basin’s design life, it provides a factor of safety for the sizing of future improvements.

Existing and proposed sewers and force mains will show no net reductions in I/I flows over the planning periods due to sewer rehabilitation or other improvement projects. This assumption also provides a factor of safety, as it assumes that any reductions achieved through rehabilitation are offset by deterioration in other parts of the system.

With pending CMOM regulations, the City is taking actions to control I/I flows within their collection system as part of their phased city-wide Water and Sewer Main Replacement Program. Therefore, it is likely that over time, the City will realize a net reduction in I/I flows. When this occurs, the effect will be to create capacity in the future system. This will in turn improve the level of service beyond the target being used to size system improvements in this master plan, and/or allow for additional growth beyond that projected for 2024.

8.1.4

Evaluation of Future Collection System Performance

Evaluation of future collection system performance consisted of applying the same performance criteria as was described previously in Section 6.3.2. To summarize, models were developed that incorporated the projected development for 2009 and 2024, City of Fort Myers Final Sanitary Sewer Master Plan Section 8: Evaluation of Proposed Future Improvements

Malcolm Pirnie, Inc. 8-5

and were simulated using the 10-year, 24-hour design storm to estimate system performance under extreme wet-weather conditions. The collection system was assumed to maintain a reasonable level of service when the model-predicted a water surface elevation (hydraulic grade line) that was greater than 2.0 feet from the ground surface (manhole rim elevation). Once an area of the system was determined to not meet the level of service, the area was further reviewed to determine the cause. Causes of level of service impairment within the collection system were determined based on the review of model results for the gravity pipes, force mains, and lift stations using the specific criteria outlined in Section 6.3.2. Once the system was reviewed and potential upgrades were determined, the following sizing criteria were applied:

Gravity pipes were sized to convey peak flow fully within the pipe (no allowable surcharge).

Force mains were sized to maintain a peak velocity of between 3.5 ft/s and 5 ft/s.

Lift stations were sized to pump the projected peak hourly influent flow.

Where lift stations were upgraded, local downstream force mains were evaluated for velocities greater than 7 ft/s. Force mains with velocities in exceedance of 7 ft/s were upgraded to maintain a peak velocity of 3.5 ft/s.

Potential upgrades were then incorporated into the model to check their effectiveness, and were modified where necessary to meet the overall level of service goal within the collection system. The level of service criterion that was applied to the modeled backbone of the collection system (surcharge within 2.0 feet of the ground surface) may not provide an appropriate level of protection in the upstream collection system, where collector pipes can be shallower and closer to tributary properties. Because of the limitations of the model outlined in Section 5.2.3, the model results are less reliable for the collection system tributary to the modeled lift stations.

Final determination of recommended

upgrade sizes (pipe diameters and lift station capacities) will involve a detailed analysis of the local area to better understand the collection system responses. City of Fort Myers Final Sanitary Sewer Master Plan Section 8: Evaluation of Proposed Future Improvements

Malcolm Pirnie, Inc. 8-6

8.2

2009 MODEL The 2009 model was simulated under the design storm conditions to determine

the collection system response and the effects of the projected development. This section documents the results of the 2009 simulations and presents recommendations for improvements to meet level of service goals for 2009. As part of this 2009 assessment, current deficiencies in the existing system under existing flows (identified in Section 6.6) that remained after implementation of the existing ongoing master plans were also addressed.

The improvements outlined in this section were assigned the following

priorities: Â&#x192;

Short-term: Improvements necessary to address deficiencies in the existing collection system in order to convey both existing and projected future flows.

Â&#x192;

2009: Improvements necessary to upgrade the collection system to convey projected 2009 wastewater flows.

8.2.1 Evaluation of Projected 2009 Conditions on Collection System Figure 8.1 summarizes the results of the design storm simulations for the 2009 projected development in the South AWWTP collection system. Figure 8.2 presents the same results for the Central AWWTP collection system.

These figures show the

components of the system that are capacity limited and/or undersized based on the 10year 24-hour design storm. In general, areas that were identified as capacity limited or undersized under peak flow conditions for the existing system were worse for 2009 model simulation. Lift Stations 4 and 5 were identified in the existing system analysis as capacity limited, but were improved in the 2009 model as a result of the Phase VII sewer main replacement upgrades. Therefore, Lift Stations 4 and 5 in the Central AWWTP system are not projected to need capacity upgrades in addition to the upgrades they will receive as part of Phase VII sewer main replacement project.

City of Fort Myers Final Sanitary Sewer Master Plan Section 8: Evaluation of Proposed Future Improvements

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South St

LS2

Linart St Hanson St

I-75

Ortiz Ave

Canal St

LS10 Braman Ave

LS1

Hill Ave

LS15 LS68 LS24

Legend

LS34

Lift Station n lo Co

LS35

r lD ia

Surcharged Lift Station LS106

Proposed Lift Station

r Blv

Existing Lift Station

ego McG r

LS112 Treeline LS

LS16

LS27

Metro Pky

LS55

LS39

e Av

Palm Ave

Fowler St

LS9

l er i nk W

LS54

LS92 LS23

138 262

Manholes Surcharged Manhole

230

Existing Manhole

Gravity Sewers/Force Mains Gravity Sewer: Capacity-Limited Existing Gravity Sewer

Six M

ile

Pky

Force Main Velocity: >7 ft/s

Maple Dr

City of Fort Myers, Florida

2,500

5,000

7,500 Feet

Force Main Velocity: 4-7 ft/s Force Main Velocity: <4 ft/s South Plant

1 inch equals 2,500 feet

Sanitary Sewer Master Planning Services

December 2005

2009 Simulation Results - South AWWTP

Figure 8.1

Legend Lift Station Surcharged Lift Station LS12

Proposed Lift Station

Tice St

145 lm Pa

a Be

d Blv

Existing Lift Station

427

Manholes Surcharged Manhole

LS7

Existing Manhole

Gravity Sewers/Force Mains

Marion St

Ballard Road LS

389 187575

370 381 387

371

LS4

Gravity Sewer: Capacity-Limited

Ballard Rd

382

Marion Street LS 468

600

601

Existing Gravity Sewer

152

LS31

Force Main Velocity: >7 ft/s h Mic

LS3

i ga ve nA

Force Main Velocity: 4-7 ft/s Force Main Velocity: <4 ft/s

Martin Luther King, Jr. Blvd Rockfill Rd

181

LS6

583

LS44

494 166

Edison Ave

Central Plant

584

Imm

LS41

5007

ok a

lee

LS30

LS5 LS8

Buckingham Rd

357 Canal St

LS631

I-75

Linart Ave

City of Fort Myers, Florida

Ortiz Ave

LS5040

LS7001

Colonial Blvd

3,000 l er i nk W

6,000

e Av

1 inch equals 3,000 feet

9,000 Feet Six Mile Pky

Palm Ave

Veronica Shoemaker Blvd

Hanson St

Sanitary Sewer Master Planning Services

December 2005

2009 Simulation Results - Central AWWTP

Figure 8.2

8.2.2

2009 Proposed Upgrades

Two sets of 2009 model results present the collection system upgrades before and after the Gateway plant is online. The initial scenario presents the collection system upgrades when flows are treated only at the Central and South AWWTPs. This first scenario assumes the Treeline master lift station is installed prior to 2009. The second scenario presents the collection system upgrades when flows are routed to the Countyâ&#x20AC;&#x2122;s Gateway plant, in addition to the Cityâ&#x20AC;&#x2122;s Central and South plants. Figure 8.3 and Figure 8.4 present the recommended improvements for the South AWWTP gravity collection system and the South AWWTP lift station/force main system, respectively, when flows are treated only at the Central and South plants. Figure 8.5 and Figure 8.6 present the South AWWTP collection system improvements needed when flows are also routed to the Gateway plant. The recommended upgrades to the South AWWTP collection system gravity sewers and transmission force mains, based on projected 2009 development and 10-year 24-hour storm event analyses, are also presented in Tables 8.1 and 8.2. The recommended upgrades to the South AWWTP collection system lift stations are summarized in Table 8.3. Lift station upgrades include both short-term and 2009 improvements consisting of pump modifications and force main upsizing to convey projected flows at a velocity below 7 ft/s. The gravity sewer, force main, and lift station improvements listed below generally apply to both the with and without Gateway WWTP scenarios, while those noted with an asterisk are only necessary with the Gateway WWTP scenario and should be implemented before flows can be sent to the Gateway WWTP.

City of Fort Myers Final Sanitary Sewer Master Plan Section 8: Evaluation of Proposed Future Improvements

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04040961

NORTH DR

Proposed 66-inch Gravity Sewer

NEWPORT Proposed 48-inch Gravity Sewer CT Existing Wastewater Collection Network

4110175 4110177

MERRIMACK CT LOWELL

AMHERST CT

O DELE

South Plant

WTR TRANS MAINS 1-0001

Legend

KENSINGTON

PH III WATER 1-0048

Gravity sewer can operate as two parallel lines (using existing in-place gravity sewer), or it can be installed as new single gravity sewer.

SOUTH

04040961

CT GLOUCESTER

HAMPTON

FRAMINGHAM CT JAMESTOWN IPSWITCH CT

WEST DRIVE

BARKLEY CIRCLE

WTR TRANS MAINS 1-0001

CIRCLE

STARS SOCCER 5-0005

PAGE M

6-0016 0

150

City of Fort Myers, Florida

300

600

900 Feet

1 inch equals 300 feet

Sanitary Sewer Master Planning Services

2009 Recommended Improvements - South AWWTP Gravity Collection System without Gateway WWTP

December 2005 Figure 8.3

South St

LS2

Linart St Hanson St

I-75

Ortiz Ave

Canal St

LS10 Braman Ave

LS1

Hill Ave

Central AWWTP System Connection Point

LS15 LS68 LS24 LS34

n lo Co

LS35

r lD ia

LS106

LS112 Treeline LS

McG r

ego

r Blv

LS16

LS27

Metro Pky

LS55

LS39

e Av

Palm Ave

Fowler St

LS9

l er i nk W

LS54

LS92

Legend

LS23

Recommended Lift Station Pump Upgrade - 2009 Recommended Lift Station Pump Upgrade - Short Term Existing Lift Station Proposed 10-inch Force Main

Proposed 20-inch Force Main

Six M

ile

Pky

Proposed 12-inch Force Main

Maple Dr

City of Fort Myers, Florida

2,500

5,000

7,500 Feet

1 inch equals 2,500 feet

Proposed 36-inch Force Main Existing Wastewater Collection Network South Plant

Sanitary Sewer Master Planning Services

2009 Recommended Improvements - South AWWTP Lift Station/Force Main System without Gateway WWTP

December 2005 Figure 8.4

04040961

NORTH DR

Proposed 66-inch Gravity Sewer

NEWPORT Existing Wastewater Collection Network CT South Plant

4110175 4110177

MERRIMACK CT LOWELL

AMHERST CT

O DELE

Proposed 48-inch Gravity Sewer

WTR TRANS MAINS 1-0001

Legend

KENSINGTON

SOUTH

CT GLOUCESTER

HAMPTON

FRAMINGHAM CT JAMESTOWN

04040961

Lee County Inflow Connection Point

PH III WATER 1-0048

IPSWITCH CT

WEST DRIVE

BARKLEY CIRCLE

WTR TRANS MAINS 1-0001

CIRCLE

STARS SOCCER 5-0005

PAGE M

6-0016 0

150

City of Fort Myers, Florida

300

600

900 Feet

1 inch equals 300 feet

Sanitary Sewer Master Planning Services

2009 Recommended Improvements - South AWWTP Gravity Collection System with Gateway WWTP

December 2005 Figure 8.5

South St

LS2

Linart St Hanson St

I-75

Ortiz Ave

Canal St

LS10 Braman Ave

Central AWWTP System Connection Point LS1

Hill Ave

LS15 LS68 LS24 LS34

n lo Co

LS16

LS27

r lD ia

LS106 LS112 Treeline LS

McG r

ego

r Blv

LS35

Metro Pky

LS55 LS39

e Av

Palm Ave

Fowler St

LS9

l er i nk W

LS54

LS92 LS23

Legend Recommended Lift Station Pump Upgrade - 2009 Recommended Lift Station Pump Upgrade - Short Term Existing Lift Station

Proposed 12-inch Force Main

Six M

ile

Pky

Proposed 10-inch Force Main

Maple Dr

City of Fort Myers, Florida

2,500

5,000

7,500 Feet

1 inch equals 2,500 feet

Proposed 36-inch Force Main Existing Wastwater Collection Network South Plant

Sanitary Sewer Master Planning Services

2009 Recommended Improvements - South AWWTP Lift Station/Force Main System with Gateway WWTP

December 2005 Figure 8.6

Table 8.1 Proposed 2009 South AWWTP Gravity Sewer Improvements Original Diameter (in.)

Proposed Diameter (in)

Length (ft)

Deleon Street

1,413

Short-term

South Drive

1,181

Short-term

Upstream of influent wet well

246

Improvement Description

Priority

South AWWTP Influent Gravity Sewer

Short-term

South AWWTP Influent Gravity Sewer South AWWTP Influent Gravity Sewer

Street Location

Total

2,840

Table 8.2 Proposed 2009 South AWWTP Force Main Improvements Improvement Description

Priority

Street Location

Original Diameter (in.)

Proposed Diameter (in)

Length (ft)

Colonial Boulevard Transmission Main

2009

Discharge to GS at Deleon Street. / Colonial Boulevard.

217

Treeline Blvd Transmission Main*

2009

from Treeline LS to Colonial Blvd.

3,612

East Colonial Blvd Transmission Main*

2009

Colonial Blvd. and Treeline Blvd.

1,240

Total Note: * Improvement only necessary before flows can be sent to the Gateway WWTP.

City of Fort Myers Final Sanitary Sewer Master Plan Section 8: Evaluation of Proposed Future Improvements

5,069

Malcolm Pirnie, Inc. 8-9

Table 8.3 Proposed 2009 South AWWTP Lift Station and Force Main Improvements Proposed Pump Capacity (gpm)

Existing Force Main Diameter (in)

Velocity > 7 ft/s

Proposed Force Main Diameter (in)

Proposed Force Main Length (ft)

Upgrade LS with larger capacity pumps

1,310

Yes

1,188

2009

Upgrade with higher head pumps

1,160

LS 27

2009

Upgrade LS with larger capacity pumps

920

LS 34

Short-term

Upgrade LS with larger capacity pumps

940

LS 35*

2009

Upgrade LS with larger capacity pumps

660

LS 39

2009

Upgrade LS with larger capacity pumps

690

LS 68*

2009

Upgrade with higher head pumps

550

LS 92

2009

Upgrade with higher head pumps

740

Yes

2,520

Lift Station

Priority

LS 23

Short-term

LS 24

Improvement Description

Upgrade with higher head 720 8 Yes 10 5,400 pumps Note: * Improvement only necessary before flows can be sent to the Gateway WWTP. ** Lift Station not included in existing analysis due to low flows. Future development has caused significant wastewater flows for 2009 analysis.

LS 112**

2009

City of Fort Myers Final Sanitary Sewer Master Plan Section 8: Evaluation of Proposed Future Improvements

Malcolm Pirnie, Inc. 8-10

Legend Proposed 15-inch Gravity Sewer Proposed 18-inch Gravity Sewer Tice St

Proposed 21-inch Gravity Sewer lm Pa

a Be

lvd hB

Proposed 36-inch Gravity Sewer Existing Wastewater Collection Network Central Plant

Marion St

Ballard Rd

h Mic i ga ve nA

Rockfill Rd

Martin Luther King, Jr. Blvd

Edison Ave

Imm

ok a

lee

Buckingham Rd Canal St

I-75

Linart Ave

City of Fort Myers, Florida

Ortiz Ave

South AWWTP System Connection Point Colonial Blvd

3,000 l er i nk W

6,000

e Av

1 inch equals 3,000 feet

9,000 Feet Six Mile Pky

Palm Ave

Veronica Shoemaker Blvd

Hanson St

Sanitary Sewer Master Planning Services

2009 Recommended Improvements - Central AWWTP Gravity Collection System without Gateway WWTP

December 2005 Figure 8.7

Legend Recommended Lift Station Pump Upgrade - 2009 Recommended Lift Station Pump Upgrade - Short Term LS12

Tice St

Existing Lift Station lm Pa

a Be

lvd hB

8-inch Force Main 10-inch Force Main 12-inch Force Main

LS7

Existing Wastewater Collection Network Marion St

Central Plant Ballard Road LS

Ballard Rd

LS4

Marion Street LS LS31 h Mic

LS3

i ga ve nA

Rockfill Rd

Martin Luther King, Jr. Blvd

LS6

LS44 Edison Ave

Imm

LS41

ok a

lee

LS30

LS5 LS8

LS631

Buckingham Rd Canal St

I-75

Linart Ave

City of Fort Myers, Florida

Ortiz Ave

LS5040

LS7001

Colonial Blvd

3,000 le i nk W

6,000

ve rA

1 inch equals 3,000 feet

9,000 Feet Six Mile Pky

Palm Ave

Veronica Shoemaker Blvd

Hanson St

South AWWTP System Connection Point

Sanitary Sewer Master Planning Services

2009 Recommended Improvements - Central AWWTP Lift Station/Force Main System without Gateway WWTP

December 2005 Figure 8.8

Legend Proposed 15-inch Gravity Sewer Proposed 18-inch Gravity Sewer Proposed 21-inch Gravity Sewer

Tice St

lm Pa

a Be

d Blv

Proposed 36-inch Gravity Sewer Existing Wastewater Collection Network Central Plant

Marion St

Ballard Rd

h Mic i ga ve nA

Rockfill Rd

Martin Luther King, Jr. Blvd

Edison Ave

Imm

ok a

lee

Buckingham Rd Canal St

I-75

Linart Ave

City of Fort Myers, Florida

Ortiz Ave

South AWWTP System Connection Point Colonial Blvd

3,000 l er i nk W

6,000

e Av

1 inch equals 3,000 feet

9,000 Feet Six Mile Pky

Palm Ave

Veronica Shoemaker Blvd

Hanson St

Sanitary Sewer Master Planning Services

December 2005

2009 Recommended Improvements - Central AWWTP Gravity Collection System with Gateway WWTP

Figure 8.9

Legend Recommended Lift Station Pump Upgrade - 2009 Recommended Lift Station Pump Upgrade - Short Term LS12

Tice St

Existing Lift Station lm Pa

a Be

lvd hB

Proposed 8-inch Force Main Proposed 10-inch Force Main Proposed 12-inch Force Main

LS7

Existing Wastewater Collection Network Marion St

Central Plant Ballard Road LS

Ballard Rd

LS4

Marion Street LS LS31 h Mic

LS3

i ga ve nA

Rockfill Rd

Martin Luther King, Jr. Blvd

LS6

LS44 Edison Ave

Imm

LS41

ok a

lee

LS30

LS5 LS8

LS631

Buckingham Rd Canal St

I-75

Linart Ave

City of Fort Myers, Florida

Ortiz Ave

LS5040

LS7001

South AWWTP System Connection Point Colonial Blvd

3,000 l er i nk W

6,000

e Av

1 inch equals 3,000 feet

9,000 Feet Six Mile Pky

Palm Ave

Veronica Shoemaker Blvd

Hanson St

Sanitary Sewer Master Planning Services

December 2005

2009 Recommended Improvements - Central AWWTP Lift Station/Force Main System with Gateway WWTP

Figure 8.10

Similar recommendations for the Central AWWTP gravity collection system and lift station/force main system, needed when flows are only sent to the Central and South plants, are shown in Figure 8.7 and Figure 8.8, respectively, based on projected 2009 development and 10-year 24-hour storm analyses. Figure 8.9 and Figure 8.10 present the recommendations for the Central collection system when flows are routed to the Gateway plant.

The recommended improvements for the Central AWWTP gravity

sewers for both the before and after Gateway plant scenarios are shown in Table 8.4. The

Ballard

Road

gravity

sewer

improvements

were

eliminated

from

the

recommendations due to the fact that these improvements are only necessary prior to operation of the East plant. In addition, the Ballard Road upgrades were based on assumed future County flows, which are conservative and may have resulted in unnecessary gravity sewer upgrades. Approximately 20,855 feet of gravity sewer have been recommended for upgrade. No transmission force main improvements for the Central system are necessary for 2009. Table 8.4 Proposed 2009 Central AWWTP Gravity Sewer Improvements Priority

Street Location

Original Diameter (in.)

Proposed Diameter (in)

Length (ft)

Edgewood Avenue Gravity Sewer

Short-term

Edgewood Avenue and Princess Street

3,750

Michigan Avenue Gravity Sewer

Short-term

Michigan Avenue from Zapato Street to Markland Avenue

2,274

Michigan Avenue Gravity Sewer

Short-term

3,294

Palm Avenue Gravity Sewer

Short-term

8,426

Palm Avenue Gravity Sewer

Short-term

1,290

Rockfill Road Gravity Sewer

Short-term

1,093

Rockfill Road Gravity Sewer

Short-term

728

Improvement Description

Michigan Avenue from Veronica Shoemaker to Raleigh Street Palm Avenue north of Canal Street to Indian Street and High Street Indian Street and Raleigh Street to Raleigh Street and Apache Street Rockfill Road and Ormond Avenue Rockfill Road north of Edison to Edison Avenue (influent to LS 44)

Total

City of Fort Myers Final Sanitary Sewer Master Plan Section 8: Evaluation of Proposed Future Improvements

20,855

Malcolm Pirnie, Inc. 8-11

The recommended lift station improvements are listed in Table 8.5. Several lift stations have been recommended as needing either capacity upgrades or downstream force main upgrades to address both existing and projected 2009 conditions.

The

downstream force main upgrade noted for lift station 44 is a 12-inch; however, once the East WWTP is constructed this force main will be oversized. Therefore, the option exists to accelerate the improvements along Rockfill Road and Martin Luther King Jr. Blvd., in preparation for the third treatment plant, and send flows to the Marion Street lift station in the interim. The Ballard Road lift station is projected to require an upgrade to convey future 2009 flows during a 24 hour 10 year storm event. However, with City flows being routed through the Marion forcemain and master lift station, and with the East plant due to go online later in 2009, the 2009 improvements would only serve useful for a few years. Therefore, it is determined that the Ballard Road lift station improvements are not crucial, since the modeled flows are likely higher than may be realistically delivered. Monitoring of flows contributing to this station should be conducted in order to better define the sources of inflow. Instead, the City should begin immediate design of the planned pumping station at Ortiz Avenue and Ballard Road for pumping of County flows to the East plant.

City of Fort Myers Final Sanitary Sewer Master Plan Section 8: Evaluation of Proposed Future Improvements

Malcolm Pirnie, Inc. 8-12

Table 8.5 Proposed 2009 Central AWWTP Lift Station and Force Main Improvements

Lift Station

Priority

Improvement Description

Proposed Pump Capacity (gpm)

Existing Force Main Diameter (in)

Velocity > 7 ft/s

Proposed Force Main Diameter (in)

Proposed Force Main Length (ft)

LS 6*

Short-term

Upgrade LS with larger capacity pumps

1,420 (1,220)

Yes

801

LS 12

Short-term

Upgrade LS with larger capacity pumps

1000

LS 30

Short-term

Upsize LS with higher headhigher capacity pumps

500

LS 41*

Short-term

Upgrade LS with higher headhigher capacity pumps

690 (540)

Yes

9,340

LS 44

Short-term

Upgrade LS with higher headhigher capacity pumps

1,514

Yes

10,000

LS 5040

2009

New LS at the Forum

420

N/A

LS 7001

2009

New LS and collector force main at Colonial Blvd and SR 82

540

N/A

Yes

4,359

LS 631

2009

New LS and upgraded collector force main on Buckingham Rd

640

Yes

4,367

Note: * Lift Station proposed pump capacity based on 2024 model results (2009 model capacity shown in parenthesis). One upgrade recommended using 2024 sizing timed to occur in 2009.

City of Fort Myers Final Sanitary Sewer Master Plan Section 8: Evaluation of Proposed Future Improvements

Malcolm Pirnie, Inc. 8-13

8.2.3

Evaluation of Projected 2009 Conditions on Treatment Plants

As stated previously, the 2009 model assumes the flows generated from the East planning area (UDAP 017) are split between the South and the Central AWWTPs. Model simulations indicate that under this scenario approximately 46 mgd and 44 mgd are projected to be delivered to the South and Central AWWTPs, respectively, before any improvements are made to address projected deficiencies in the collection systems. Simulations indicate that once the collection systems in both the South and Central service areas are upgraded to remove capacity limitations and convey these projected flows at the desired level of service, the South AWWTP will receive 49 mgd and the Central AWWTP will receive 49 mgd. Under the scenario which includes routing of flow to the County’s Gateway WWTP, the model simulations indicate that approximately 46 mgd and 43 mgd are projected to be delivered to the South and Central AWWTPs, respectively, before any improvements are made. Simulations indicate that once the collection systems in both the South and Central service areas are upgraded, the South AWWTP will receive 48 mgd and the Central AWWTP will receive 49 mgd. Given the limitations of the flow projections outlined in Section 7, these projected peak flows delivered to the treatment plants are conservative. These projected flows are likely higher than would be realistically seen under future conditions because:

The effects of the collection systems tributary to the modeled lift stations were not modeled; therefore the flows are not attenuated as much as they are likely to be in the real system.

The design storm simulations assume that the rainfall effects the system uniformly (same timing and intensity applied to the entire modeled area). In reality, it is unusual for a large storm to fall uniformly over a large area, meaning that it is unlikely that the entire system would be subjected to the same rainfall intensity at the same time.

The projections for County flows conservative. The County flow rates are weighted to be conservative in order to minimize the risk of underpredicting County impacts.

City of Fort Myers Final Sanitary Sewer Master Plan Section 8: Evaluation of Proposed Future Improvements

Malcolm Pirnie, Inc. 8-14

8.3 2024 MODEL The 2024 base model includes recommended upgrades to address deficiencies identified from the existing system and 2009 model evaluations.

This model also

includes re-routing of projected flows from existing areas currently within the South or Central AWWTP, as well as anticipated flows from new developments in Lee County primarily east of I-75, to the proposed East WWTP. Projected flows to the proposed East WWTP were developed as described in Section 7.5. The flow anticipated from new developments that are currently not served by a pump station were routed through a model pump station sized to pump the projected average daily flow plus the wet weather flow up to a peaking factor of 3.7. This peaking factor of 3.7 was developed from the results of the existing system analysis for the South and Central AWWTPs that were presented in Section 6, which indicated that those plants currently have peaking factors of 3.4 and 3.9, respectively, for the 10-year 24-hour storm. The flows anticipated from the developments upstream of the Treeline Master Lift Station were limited by agreement with the developers to a peaking factor of 3.5. These peaking factor limits assume that new pump stations in the East service area will control peak flows into the transmission system, and that I/I levels in this area will be representative of I/I levels estimated throughout the existing South and Central collection systems. Achieving these I/I levels also assumes that the City will engage in effective I/I inspection and enforcement programs.

These could include inspection programs,

building codes for new developments limiting I/I, and surcharge fees imposed on developments exceeding prescribed peaking factor levels. The 2024 model includes the Marion Street lift station as an existing lift station since it will need to be operable when East Plant goes online. Upgrade of the expandable Marion Street lift station is recommended in 2024 to convert it into a County flow pumping station to convey flows to East Plant. Monitoring of the County flows and coordination with the Countyâ&#x20AC;&#x2122;s ongoing Master Plan should be conducted to better define infrastructure requirements for the future East Plant collection system. The 2024 model was simulated under the design storm conditions to determine the effects of the projected 2024 development on the collection system response. This

City of Fort Myers Final Sanitary Sewer Master Plan Section 8: Evaluation of Proposed Future Improvements

Malcolm Pirnie, Inc. 8-15

section documents the results of the 2024 simulations and presents recommendations for improvements to meet the level of service goals for 2024.

8.3.1 Evaluation of Projected 2024 Conditions on Collection System - WorstCase: All Flows Routed to South and Central AWWTPs The 2024 model was initially run with all of the future flows being routed to only the South and Central AWWTPs, but as expected the existing piping infrastructure was not adequate to convey the 2024 flows to the South and Central plants. In addition, the modeled peak influent flows to the South and Central plants reach approximately 50 mgd and 44 mgd, respectively. Table 8.6 through Table 8.9 present the major deficiencies that were noted in the collection system.

Table 8.6 South AWWTP Gravity Sewer and Force Main Performance Description

Street Location

Capacity-Limited Gravity Sewers South AWWTP Influent Gravity Deleon St and South Drive, east of Sewer Ipswitch Ct South AWWTP Influent Gravity Upstream of the influent wet well Sewer Lift Station Force Mains with Peak Velocity > 7 ft/s Jefferson Ave, just west of LS 9 Force Main Princeton St Transmission Force Mains with Peak Velocity > 7 ft/s Treeline Ave/Sun City Blvd, north Treeline Transmission Main of junction with 16-inch LS 106 force main East Colonial Blvd Transmission Colonial Blvd, between Omni Blvd Main and Treeline Ave/Sun City Blvd

Proposed 2009 Diameter (in)

Length (ft)

2,033

246

102

3,612

4,632 Total

10,625

Table 8.7 South AWWTP Node and Manhole Performance Description Surcharged Lift Stations Surcharged Manholes

Number 4 0

City of Fort Myers Final Sanitary Sewer Master Plan Section 8: Evaluation of Proposed Future Improvements

Location LS 35, LS 68, LS 92, and LS 112 None

Malcolm Pirnie, Inc. 8-16

Table 8.8 Central AWWTP Gravity Sewer and Force Main Performance Description

Street Location

Capacity-Limited Gravity Sewers Edgewood Ave, between Seminole Ct and Princess Edgewood Gravity Sewer Ct Edgewood Ave, between Princess Ct and Freemont Edgewood Gravity Sewer St; Freemont St east to Short St Marion St between Rose Ave and Veronica Marion St Gravity Sewer Shoemaker Blvd Billy Creek Gravity Sewer Marion St, south to King St, and west to E St Billy Creek Gravity Sewer Billy Creek crossing (parallel sewers) Billy Creek Gravity Sewer South of Billy Creek in the Fort Myers Cemetery First St Gravity Sewer First St, between Hough St and Woodford Ave Michigan Ave Gravity Michigan Ave, between Markland Ave to Veronica Sewer Shoemaker Blvd Michigan Ave Gravity Michigan Ave, between Henderson Ave and Sewer Raleigh St Hanson St Gravity Sewer Hanson St, between Fowler St and Evans Ave Rockfill Rd, north of Edison, to Edison Ave Rockfill Rd Gravity Sewer (influent to LS 44) Palm Avenue Gravity Palm Ave, between Canal St and South St Sewer Palm Avenue Gravity Palm Ave, between Edison Ave and Indian St Sewer Palm Avenue Gravity Raleigh St, between Indian St and Michigan Ave Sewer 36-inch Raleigh St Gravity Raleigh St at Hanby Ct Sewer Ballard Rd, between Ortiz Ave and Markland Ave Ballard Rd Gravity Sewer (influent to Ballard Rd LS) Ballard Rd, between Veronica Shoemaker Blvd and Ballard Rd Gravity Sewer Markland Ave (influent to the Ballard Rd LS) Lift Station Force Mains with Peak Velocity > 7 ft/s From LS 4 along Cranford Ct and Michigan Ave to LS 4 Force Main Raleigh St LS 31 Force Main Michigan Ave, west of Zapato St LS 8 Force Main Canal St, west of Industrial Ave LS 5 and 8 Manifolded FM Canal St, east of Industrial Ave Transmission Force Mains with Peak Velocity > 7 ft/s Omni Blvd Force Main Omni Blvd, south of State Route 82

City of Fort Myers Final Sanitary Sewer Master Plan Section 8: Evaluation of Proposed Future Improvements

Proposed Diameter (in)

Length (ft)

1207

5118

331

30 24 30 24

1142 204 791 383

1601

1253

840

1805

3901

1290

252

7,259

1,159

3,704

6 14 14

377 187 400

10 Total

1,880 35,130

Malcolm Pirnie, Inc. 8-17

Table 8.9 Central AWWTP Node and Manhole Performance Description Surcharged Lift Stations

Number 7 9

Surcharged Manholes 10

Locations LS 4, LS 7, Ballard Rd LS, LS 5040, LS, 7001, and LS 631, and Marion Street LS Ballard Rd Gravity Sewer between Ortiz Ave and just west of Indian Ave First St Gravity Sewer from Hough St to Cranford Ct (to LS 4)

Therefore, the 2024 model assumes that a third wastewater treatment plant will be built to handle the increased flow, since this option would be more practical for the City as opposed to upgrading a majority of the collection system to handle the higher 2024 flows.

8.3.2 Evaluation of Projected 2024 Conditions on Collection System Figure 8.11 summarizes the results of the design storm simulations for the 2024 projected development in the South AWWTP collection system. Figure 8.12 presents the same results for the Central AWWTP collection system. Figure 8.13 displays the results for the new East WWTP collection system. These figures show the components of the collection systems that are capacity limited and/or undersized based on the 10-year 24-hour design storm. In general, areas that were improved to meet projected flows resulting from 2009 development with the 10-year, 24-hour storm will be adequate to convey projected 2024 flows without significant level of service concerns. Small reaches of force main in the Central AWWTP and new East WWTP collection system will need to be improved by 2024, along with select lift stations, to accommodate 2024 flows.

8.3.3 Proposed Upgrades Based on the anticipated 2024 development and the 10-year 24-hour storm analyses, no improvements are recommended for the South AWWTP collection system. The gravity sewer and lift station/force main systems are adequate to convey projected 2024 flows without significant level of service concerns. For the Central AWWTP, based on the anticipated 2024 development and the 10year 24-hour design storm analyses, collection system improvements are necessary for City of Fort Myers Final Sanitary Sewer Master Plan Section 8: Evaluation of Proposed Future Improvements

Malcolm Pirnie, Inc. 8-18

Legend South St

Lift Station Surcharged Lift Station

LS2 Canal St

Existing Lift Stations Linart St

Manholes Hanson St

Surcharged Manhole

LS10

Existing Lift Station

Braman Ave

Gravity Sewers/Force Mains Gravity Sewer: Capacity-Limited Existing Gravity Sewer

LS1

Force Main Velocity: >7 ft/s Hill Ave

LS15

Force Main Velocity: <4 ft/s South Plant

LS24

LS9

LS54

l er i nk W

e Av

McG r

ego

r Blv

LS34

Palm Ave

Fowler St

Force Main Velocity: 4-7 ft/s

LS55

LS16 LS35

r lD ia

Metro Pky

LS27

LS39

n lo Co

LS23

City of Fort Myers, Florida

2,500

5,000

7,500 Feet

1 inch equals 2,000 feet

Sanitary Sewer Master Planning Services

December 2005

2024 Simulation Results - South AWWTP

Figure 8.11

AVE

CENTER ST

FLORIDA AVE

CAROLINA AVE

ORTIZ AVE

IONE

THOMAS

TAMIE LN

04 08 0 90 3A

NUNA AVE

DELLANA LN

ORTIZ AVE

CAYCE LN

JARMILA LN

ZANA DR

HAMILTO N DR.

GRANADA

RD LAKE

GOLDEN

I-75

APOLLO DR

GOLDEN

HEIMAN AVE

POINSETTIA LN

LAKE DR

EL LARGO

RICO PL

NUNA

LA PLAZA

AVE

INDI ANA

KINGS MAN CIR

AV E

ORTIZ AVE

Force Main Velocity: <4 ft/s

CORNING CT

LAREDO DR LAREDO AVE

Central Plant

RIGHT OF WAY

LAKE

A.A.S UNSHINE STORAGE 1-0035

HIGH COTTON LN LOOP S BACK TO MI CHI GAN LINK OF F SIT

AD 82

ER KIN G

SA D 220 00 09

B LV

AVE

CFM FIRE TRAINING CENTER

INT

DIV ID E ND

ST AT E 6- 00 PA R K8 05 (SA 2 D 1 4) 6- 00

PARK

PALM BEACH

INT ER ST AT E PAR K 8 2 06 08 0 10 7 & 6 -0 0 05

UT H

OK AL EE

WATTS RD

ER O

IN L

1-0015

2- 00

ORTIZ AVE

WELLFIELD 1-0015

STATE ROAD 80B

JACKSONVILLE ST

MA RT

CFM NURSERY

IM M

AVE

MIAMI

ROCKFILL RD

04 08 1 00 3

FLINT DR

BARDEN ST

TOWELS RD

DUPREE ST

04080954

DAYTONA AVE

STA T

DRIVE

PUBLIC WORKS CENTER

TAMPA ST

SIMON

1-0059

OL D

AVE PANTROPI C 1-0043

2-0009

E UT IL . 2- 00 2 0

OFFSITE UTIL. 2-0020

1- 00

ST DUPREE

AZTEC DR

4110111

BARTOW

HES

AVE

99 60

I MM

S M ART O KAL EE RD 14

E R O

1- 00

SUNTRUST

LS30 DR.

AVE

LAKELAND

MINNESOTA 6-0058 HABITAT VILLAGE DR.

LEE CO. STOCKADE 1-0005 02010604

CLEARWATER

AVE FO RC

I B LV D

AMBRY LN

OFFSITE UTIL 2-0020

AVE

STA T

WAUSAU CT

MAYFLOWER

JEAN MARIE LN

6-0058

SUNTRUST DR. FORT MYERS ESTATES SEWAGE LIFT S TA TI ON 04030253

THERMACYLCE 6-0043

SEBRING

AVE

OCALA

HAINES CITY

OM N

CAPRI DR

JOYCE LN

AVE

04 08 1 00 3

EDISON

DUNBAR MIDDLE SCHOOL

5-0010

AVE TRANSMI SSION MA INS FOR FINISHE D RAW & REJECT WATER

SANFORD

CONTINUES TO OLD WELL FI ELD

AVE

04 03 0 70 2

KATHERINE

VERONICA S SHOEMAKER BLVD

STELLA

MANASSAS CT

CUMMINS CT

ARCADIA RD

41 10 2 08

SABAL PALM BLVD

BIGHAT TRUCK TERMINAL 6-0065

3' NORTH OF DITCH BANK

DAVIS

BAKER BLVD

MITCHEL

HALE CT 4- 00 1 9

MID

AVE

EDWARDO

AVE

AVE UTANA

CK S BA VD OP . BL L.K M.

FLEAMASTERS

MINNESOTA DR

AVE

WRIG HT

CIRCLE

CASTLEBAR

VARIO U S NEI GH B WM R EPLA C PHASE I 1 - 00 18

CLOTI

OFFSITE UTIL. 2-0020

NICK DR

CLERMONT ST

FRANKLIN

WAY

SOUTH

DORA

SOUTH

Force Main Velocity: 4-7 ft/s

CONTINUES TO OLD WELL FI ELD

HIGH LANDS

WILLIN ST.

EASTERN INDUS TRIAL PARK 06080201

04081003

HEND ERSON

DOR A

HOWELLS CIRCLE DR DORIS ST

WINDSOR DR

AVE HART ELK

ST D

LAR E

SOUTHERN WINE AND SPIRITS 6-0061

AVE

PAULDO ST

PRINCE ST

FRAN KLIN

NUNA AVE

LYNNEDA DR

WOOD AVE

PROSPECT

ADAMS

NEW YORK AVE

AVE

LDE ST A

ST C

6-0004

6-0074

150' DRAINAGE

SHIRLEY RD

WILLARD

Force Main Velocity: >7 ft/s

WHEATON CT

CFM

FRAN KLIN

WILMA AVE

AVE

FAIRVIEW

SUMTER DR

ROANOKE MARSH AVE

ALPHA LN

CHARLOTTE

GLENBORO AVE

ZAPATO ST PALMDALE CT

MEADOR CT

MARKLEY CT

ELAN CT

GLENWAY CT

AQUARIUS CT N

VERONICA S SHOEMAKER BLVD

JOHNSON AVE

41 10 1 97 FA IRVI EW WT R

FAIRVIEW AVE

1- 00 1 8

MELODY

ROSEMONT DR

MARSH AVE

CREEK LOOP

CREEK LP WHITEHEAD

BENT DEMERY

MEADOW

AVE LAND MARK

LURA ST

DIEGO ST N EBENEZER CT

AVE

MARYLAND STARNES

BEN ST

DAVIS ST HENDERSON AVE

FORD ST

PAULDO

BROWN

FRENCH ST

FOUNTAIN

CARVER AVE

CUBA ST

ST GHT WRI

AVE

F. R.I . MULCHI NG

ARMSTRONG

HOPE GARDENS 6-0036

INDUS TRIAL

WATER PLANT

CANAL

LO OP

ROAD

CANAL

CANAL ST

CRANFORD

MARSH AVE

AVE

PINE ST

OLEANDER

BALLARD

LS #7 41 10 0 98

POLK

LURAY BERT DR

41 10 1 28 2- 00 3 0

41 10 0 03

MOHAWK FRENCH

DELAWARE

FOUNTAIN HENDERSON

LS31

ST E

BASSIE CT

CT ELLINGTON

Existing Gravity Sewer

SQUIRREL HILL

RIGHT OF WAY

150' DRAINAGE

DUNBAR INCUBATION 5-0001

SEE I NCUBATOR DRAWINGS

AMERICAN

4-0025

WILLARD

JEFFCOTT

Future County Inflow Connection

ST B

03021102

CDBG GRA NT 2 PHASE 3

AVE

PALM AVE

AVE EVANS

41 10 0 35

FAIRVIEW

VAN BUREN

ST BUREN VAN

ST ALDERMAN

AVE

VERONICA S SHOEMAKER BLVD ST

TURNER FLORAL

BROOKHILL DR

ST LOCKWOOD

LIVE OAK DR PAWNEE AVE

FORD ST

COX ST

WRIGHT ST

VERONA ST

HIGH ST

PAULDO ST

VERONICA S SHOEMAKER BLVD

KENTUCKY AVE

GARDENIA AVE

BIL LY 'S RALEIGH ST

ST HIGH ST

BILLIES

79 00

L C S

VELASCO ST

KNIGHT ST

LILLIE ST

AVE PALM

ROSE

AVE

TERRY

SHORT

"E" ST

AVE

WILLIAMS

20 ' DR AIN EASE.

SEABOARD

RIVERSIDE 1- 00 0 8

ALLEN ST

EAST

ON FR IER S ST D 6-

SE AB OA R ST

S GALAXY DR.

RETIREMENT VILLAGE

AVE

ORMOND

PROG RESS

41 10 1 38

04 07 0 20 2

GRAND 41 10 0 35

DIXIE PKWY

41 10 0 30

PALM

EVANS

1- 00 5 2

ALICIA 41 10 0 29

AVE

AVE PALM

FOWLER

EVANS

JACKSON

41 10 1 38

DRAI NAG E

GR AND AVE.

41 10 1 08

AVE 04 10 1 11 4

DIXIE PKWY

AV E

1- 00 1 0 3 0 95 02

AVE CRANFORD

AVE

BRO ADW AY I II 3- 00 0 6

BROADWAY

MONROE ST

AVE

COTTAGE ST

04 01 0 10 1

CENTRAL

ROYAL

FOREST ST

CLEVELAND

AVE

CLIFFORD ST

LANE

BL VD ST CONGRE SS

COL UMBUS

C CITY OF FT MYE RS SEWER IMPROV PROGRAM 04040950 & 2-0005 04030956 ADAPT CENTER AT LARC 1-0027

HIGHLAND

HANSON ST

6,000 Feet

06090701 8-0010

CIR.

HANSON ST

VINCE SMITH DR.

OMNI INTERSTATE PARK 6-0024

I-75

1- 00 5 7

HANS ON ST WATER LINES 4110203

4,000

2,000 FORD ST

PALM AVE

AVE INDUS TRIAL

AVE

POWELL ST

AVE

2-0031

CRANFORD

LEE MIDDLE SCHOOL 6-0049

MORADO ST

AVE

MAPLE COCOS

AVE

41 10 1 61

MEADOW

AVE

LINHART

EVANS

AVE

POWELL DR

MAPLE

FOWLER ST

41 10 0 17

AVE

CENTRAL

MONTCLAIRE

AVE 41 10 1 32

MAPLE

JACKSON ST

BROADWAY

41 10 0 35

WILSON ST

03 05 0 25 5

LINHART

HANSON

AVE

VISTA CT

4110127 2-0021

SAN RAFAEL CT

CORONADO

SUNSET

FERDINAND CT

NELSON ST

SANDERS ST

AVE

HANSON

GRAND AVE

KURTZ ST MAPLE ST WALTMAN ST

CALVIN BLVD

AVE

MAPLE

HIGHLAND

CANAL

JOHNSON ACLF 1-0040

MCCANN ST

MAPLE HOLLY

MANUEL DR MAGNOLIA ST

BLVD

CHARLES

HACIENDA

4110017

IO LA GL AD

1- 00 1 0

DR PH I II SEWER 2 -0 0 39

KATHERINE

CANAL

4110051

8-0011

ST F RAN CIS XAVIE R 6- 00 5 6

04 10 1 11 8 CL EVEL AND B/W BRID GE APPR OAC H

VA R D AV E

BRE

1- 00 1 6

ALTAMONT AVE

AVE EUCLID

HARVARD

LAWN

-1 4A

R O G E MA RL YN CORTEZ BLVD

GLADIOLA

ITA ST

BO N 2- 00 3 3

BLVD

WA Y IA VA L ENC

AV E

4110044

City of Fort Myers, Florida COCONUT

HEITMAN ST

ST ST FI R

ST W E

D BL V

4 25 0 07 04

M cG R

ST -1 4A

3- 00

)

HOU STO N

-1 3A

IV E RD R SHR 3 0 95 04 02

CARLTO N

ZAR

AVE

HANDY CT

PHII I WATER 1-0048

8-0011

ALC A

STELLA

BRANCH

LINHART

AV E

STELLA

KATHERINE 1-0048

AVE

STARS COMP LEX

4110176

ALHAMBRA

4110176 WATER

AVE

LUCILLE

FAIRVIEW

BLVD

0 90

STELLA

LEE MEMORIAL HOSPITAL

EL 'S

JEFFCOTT

AVE

2A-0002

AVE AVE

MAN U

LS5

LOUISE

EUGENIA

MARS ST

N GALAXY DR.

Marion Road LS

POINSETTIA

Gravity Sewer: Capacity Limited

MARS ST

BRYDEN DR

ROYAL PALM BLVD

SOUP KI TCHEN

COLN

LIN

AVE

DOMINGO DR LA CASA

VARIOUS NEI GHBORHOOD WATER MAIN REPLACEMENT PHASE I 1-0018

BALLARD

D OA

E AV

EASTLAND ST

MA RTIN LUTHER KING JR. BLVD PEVANS TO MICHIGAN

IL R RA

EL ON

JEFFCOTT

41 10 1 34

1-0066

BA R C

DALE ST

4110121 JEFFCOTT

AVE

1-0047

DORA/CENTRAL 4110121

SOUTH

'C'

DIANA

CIR

AVE

JUPITER RD

MICHIGAN ST

OFFSITE UTIL. 2-0020

'A' ST

PHII I WATER 1-0048

BLVD

STATE FARMERS MARKET 6-0040

DORA

CATALINA

MICHIGAN

AVE

OHIO

FRANKLIN

4110031

DORA

DIOCES E OF VENICE 2-0035

'B' ST

DALE ST

MARIA

'S ER OP CO CT VE

AVE

MARKET

EDISON

SALV ATION ARMY 1-0038

FRANKLIN

WILLIAMS

2-0028

NOGALES

OFFSITE UTIL. 2-0020

APACHE

E AV

DRIVE

8-0011

BROADWAY EDISON-VI CTORIA 4-0012

CLARA

MANOR

HILLSBORO ST

04050956 PSEWAGE PIMPROVMENT PROGRAM

SKIPTON

BUFFER AREA 150' DRAINAGE RIGHT OF WAY

CEMETERY

ECONOMY ST

Ballard Road LS MARKLAND

BALLARD ROAD

AVE

EDISON

RETENTI ON AREA

WILLARD

SOUTH ST

PRICE

LAFAYETTE

1A-0002 & 6A-0001

W NE

LS6 LAFAYETTE

4110030

NE LA

AVE

R O

DOUGLAS

AVE

THOMAS

PARKI NG ARE A

FRANKLIN

AVE

BALLARD RD

MARKET

2-0022

W.FIRST/EDISON 1-0030

PRISCILLA LN

MA RT IN LU T HER KIN G JR. BL VD PEVANS T O M ICH IG AN

DUNBAR

BLAKE

AVE

2-0022

LINCOLN

ST CHARLES

4110201

1-0030

LANTANA ST

MICHIGAN

LAFAYETTE

4110144

AVE

LYNNWOOD CORDOVA

ALMERIA

AL CAZA R

OA K

LINHART AVE BAR CELO

OR E

D 1-0019 O O W COR TEZ BLVD

8-0005

LAFAYETTE

AVE

LLEWELLY N

FT MYERS HIGH SCHOOL

RIO AVE

8-0011

PARKI NG ARE A

POINSETTIA

04030909

FRANCIS BOURKE

Gravity Sewers/Force Mains

LUCKETTE

NEW YORK AVE

DETROIT

VIEW

GREEN

HUNTERS

8-0011

BLVD

LY N

AV E

CRAWFORD

CROSS

2-0005 PHII I WATER 1-0048

N SA

BILLY'S CRE EK MA INTENANCE 3-0016

OFFSITE UTIL. 2-0020

ARN OL D

LUCIA

6-0053

Existing Manhole

NOTTINGHAM

CRAWFORD

EE K

YOUMAN

AV E

Surcharged Manhole

NEW YORK AVE

CIR

Manholes

GARY DR

BILLY CREEK DR

CAMPBELL ACRES UNI T 1 DWGS

VARIOUS NEI GHBORHOOD WATER MAIN REPLACEMENT PHASE I 1-0018

6-0053

BILLY CREEK RD

JEANIE LN

VE N A

R MA

BROADWAY EDISON-VI CTORIA 4-0012

VIST A

1-0048

FORT MYERS CEMETERY

BLOUNT

PHII I WATER 1-0048

KERNEY ST

LARMIE

4110064

HOOPLE

41 10 9

PLACE

K TR IC

GTO

PEARL ST

2-0021

MARION ST

Existing Lift Station

ORTIZ CIR

N BE

KING ST

HANBY

1-0024

4110074

AVE "A"

VICTORIA AVE

TORONTO CT

ARCHIE LN

150' DRAINAGE RIGHT OF WAY

DEL

2-0033

EL S

PR A

POINCIANA

A COR DOV

M AR

IMAGINARIUM 5-0008 1-0067

E LIN R T R L AS C CO S

MA NU

AV E

DISCOUNT AUTO PARTS

LIBERTY ST

PHII I WATER 1-0048

04030105 GLOB AL WHOLESALE MOTOR COMPA NY 6-0066

EUCLID

ARDM

SA N

UNION ST

PEARL POINCIANA CT

K LIN

EDISON BRI DGE 6-0052

WHI TEHEAD CREEK 6-0053

Y 'S

TROY

04050956 PSEWAGE PIMPROVMENT PROGRAM

IN ARL

BELMONT

BELL

2-0021

BELMONT

PRIVA TE L S OR ANG E G RO VE T R . PA RK

N1 1- A-0 0 01 -7 4

N ZA

Surcharged Lift Station

N VE

M O

VARIOUS NEI GHBORHOOD WATER MAIN REPLACEMENT PHASE I 1-0018

AVE

4110156 SWR EXT

M O

AV E

2-0021

MADISON

K EE

BILLY BOWLEG'S PARK

MA DISON WATER 4110006A

LS7

DR MARTIN LUTHER KING JR BLVD

NEWS -PRESS @ FOWLER 2-0025

VICTORIA

EDISON ME NL O

LEMON

EDISON BRIDGE 6-0052

6-0072

PEARL

AVE

Lift Stations DEAN ST

AVE

IG A

02010706

4110107

BLOUNT

GIBSON CIR

AVE

H MIC

ECONOMY ST ST

LORA ST

LORA

6-0034

SCOTT

VARIOUS NEI GHB WM REPLA C PHASE I 1-0018

WASHINGTON

AVE

4110016

4110010

HAITI AN BAPTIST CHURCH

AVE

WOODSIDE

DESOTO

LS #7 4110098

MADISON

CITY-COUNTY INTERCONNE CT

AVE

CIR

HM ON

02010705

EDISON/FORD FI RE

SITE PLAN 02010709

T SU

PROTECTION MASTER PLAN

LA RC

GUAVA

ORANGE 4110063

BLK A

PHII I WATER 1-0048

INDIAN ST

LIME

DRAI NAGE EA SM'T O.R.502 PG.1939

AVE

PECK

'C' ST

TA X COLLECTOR 56-91

LEE CO. CONST. COMP LEX 06090551 3-0009

EDISON BRI DGE 6-0052

MANGO

IL LIN O IS AV E

EDISON/FORD

AL TA

)

5 25 0 EA 05 A R 03 R FO

W AT PR ER O JE M A RS C T IN T /E B- EX W T. DI SO ES T N

T TO

Y WA

G IN AV IA E

Y W

N O

HOLIDAY I NN SUN SPRE E 1-0039

VIR

LIF

2-0033 SHT 19

M.L.K. BLVD

29/

ST O PS OM TH

M O

W IL

E 4 E R T -0 02 S T 3, 3 S I R 0 04 F 2T S 8, E W 00 6 1-

N MO

N AI M

SECOND

ORANGE E AV

KUNZE

2-0031

LM PA

JURSINS KI 1-0044

. T .CH 7 AP 0 01 T B 5/ 1FI RS 0 25 07 04

O BR

IT HE

LEY

AVE

16" FM 04020255

MA NGO 4110027

D U FO

L YA RO

O M

IN MA

IR TH

ND CO SE

GUAVA EVANS-PALM 4110001

MANGO

ND HE

0 24

ON HM T S

O KS

04 3- 00 0 5 3- 00 0 6 3- 00

HE N T

1900 CLFFORD ST. FI ELD VERIFED WM 7' OFF EOP

RIC

0 11

E AV

1 77

VD BL 35'

80 SR Y IT IL N UT IO AT L OC

2-0021

4110018 4110011

4110016

BELL

MARION

PHII I WATER 1-0048

E LE

PARK

VARIOUS NEI GHB WM REPLA C PHASE I 1-0018

WASHINGTON

AVE

MADISON

IROQUOIS AVE

DESOTO

2-0021

LM PA

4110094

80 N SR IT Y IO IL AT UT L OC

M12-W-0001-94 4-0006

APACHE GUAVA

AVE

GREENWOOD

2-0021

H DESOTO AVE W AC 2-0021 AVE W BE WASHINGTON AV

TERRY

CENTRAL PLA NT 04050909

D AN SL E AV

CHEROKEE

AVE

DESOTO

MARION

EDISON BRI DGE 6-0052

JA C

AN DE

ITM HE

FIR

AL TA

Y BA

LS3

R LE

0 24

W FO

CDBG GRANT 3 PHASE I

SR-80 W&S REPLAC FREMONT-PROS PECT 6-0035

WOODSIDE

VD BL

SR-80 W&S REPLAC FREMONT-PROS PECT 6-0035

AVE

SECOND

H UG HO

E AV T D 1S F OR & OD 2 ND 9 O 3 W T W 6- 00

IEW YV BA CT

D AR

VE RI

161

2-0022

0 55

AV GR DR IVE 3 EA RDS 8 0 AR WA 2- 00 ED

W ED

0 75

ON AL AV ST

AS VIV

0 75

IA TT E SE AV

ON AT 81 ER SH . 6 82 DR

D AR

AVE

AD RO

W ED

2-0021

STEWARD DR

AVE

GLENWOOD

Y EZ LN

IN M SE

WINK-TV STATION 1-0025

DEAN PARK 2-0013

MICHIGAN

VD BL WALGREENS PALM BEACH 1-0031 SR-80 W&S REPLAC FREMONT-PROS PECT 6-0035

H AC BE

AUT O Z ON E 6- 00 5 5

E AV

2-0005

PHII I WATER 1-0048

R PA

SW AV GR IV E 3 DR EA S AR RD 0 8 A W 2- 00

IN PO

RD FO OD E WO AV

Legend

HOLLY RD

DELHAM ST

E BR

OL D3 0" OU TF AL L 2- 00 05

PROVIDENCE

ME HO PL

F AN CR CT

TO EL SH CT

G-101 FI

T RS

IL RA

EY RN HA PL

GE ID 9 ) B R 73 O N AD IS O ED E R T TA

ID BR EDISON BRIDGE 6-0052

EDGEWOOD ELEM 6-0050

ER MM CO

E G ) ID 9 R 3 B 7 N AD O O IS R ED TE TA

ER RIV EE ) CH 45 AT AD AH RO OS LO TE CA TA (S

EDISON BRIDGE 6-0052

E LL

4110011

55 VAC. OR BK0 3 31 0 PG 39

OV RL KA ST

HIGHLANDS

G-108

G-105

G-104 5000

LM PA

H AC BE

IL SA IN A N RI 3 MA 00 5 1-

TS ER AT EN M W 53 O VE 95 3 0 19 PR 08 IM 04

IN M SE

SIP

E LL BE T ISA S PALM BEACH LANDINGS 100-85 SEWER OUTFALL & DRAINAGE 100-85

0 75

E AV

IN M SE

1-0010

0 19

S VA EL

E AV

TICE ST

TE ES

E AV

2-0021

E AV

N PO

G ED

PALM BEACH LANDINGS 100-85

SS CE

D IT

E AV

THE RIVER 6-0042

L JU

R TA

IO ER

ROYALSTON 20' DRAINAGE EASEM ENT

LS4

COTTON DR 00

IN M SE

ARMEDA

D SI

P SU

0 90

ST ROAD 80 FDOT PALM BEACH LANDINGS 100-85

7 0 75 LS 4 04 @ 04 G N PI PI

LM PA

P IE

ES M JA ST

LIC

O M EE

ST EA

60' DRAINAGE EASEM ENT

E AV D

IN PR ST

EW VI

E AC TR

B PU

2-0021 4110123

ER RIV

IS E.

R ST D EA E R RIV

VARIOUS NEI GHB WM REPLA C PHASE I 1-0018

G ED

W NE

0 33

LIN

ST EA

E AV

ER RIV

A ST

L CA

H SA

C AT

RIV

E AV

IE SS BE

EDGEWOOD AVE 41

AD RO

IL RA

MANNING AVE

SIS

IN AR ND MA

RO CA

R VE WA

LS12

R TY

MIS

IN RA

1 inch equals 2,000 feet

CRAG ST

CYP RES MEADOW

WALPEAR RD

LO O P

RO AD

ANIMATI ONS

Sanitary Sewer Master Planning Services

December 2005

2024 Simulation Results - Central AWWTP

Figure 8.12

SAD EM 20 AI N & WAT 04 02 1 07 ER 8 & M AIN 2 -0 0 09

Legend Future County Inflow Connection

Lift Stations Surcharged Lift Station Existing Lift Station h Mic

Manholes

i ga ve nA

Surcharged Manhole Martin Luther King, Jr. Blvd Rockfill Rd

Existing Manhole

Gravity Sewers/Force Mains Gravity Sewer: Capacity-Limited

LS44

Existing Gravity Sewer

Blvd

LS41

Om ni

Force Main Velocity: >7 ft/s

Buckingham Rd

LS631

Force Main Velocity: 4-7 ft/s I-75

Force Main Velocity: <4 ft/s Ortiz Ave

East AWWTP

LS5040

LS7001

Colonial Blvd

l er i nk W

e Av

Six Mile Pky

LS68

LS106 LS112

LS92

City of Fort Myers, Florida

3,000

6,000

9,000 Feet

1 inch equals 3,000 feet

Sanitary Sewer Master Planning Services

December 2005

2024 Simulation Results - East AWWTP

Figure 8.13

the force main/lift station system. The Central AWWTP gravity sewer system was determined to be adequate for the 2024 conditions.

Figure 8.14 presents the

recommended improvements for the Central AWWTP lift station/force main system. Table 8.10 summarizes the recommended upgrades to the Central AWWTP collection system transmission force mains and the collection system lift stations, respectively. Lift station 4 is recommended as needing an upgrade to approximately 5,000 feet of downstream force main, to accommodate projected 2024 conditions. Table 8.10 Proposed 2024 Central AWWTP Lift Station Improvements

Lift Station

LS 4

Improvement Description

Upsize LS force main

Proposed Pump Capacity (gpm)

Existing Force Main Diameter (in)

N/A

16 - 18

Velocity > 7 ft/s

2009 Proposed Force Main Diameter (in)

2024 Proposed Force Main Diameter (in)

2024 Proposed Force Main Length (ft)

Yes

N/A

5,079

The reallocation of a portion of the flow from the South and Central AWWTPs to the new East WWTP in the 2024 scenario will affect the lift station and force main collection system in the eastern part of the City. Figure 8.15 presents the recommended improvements for the East WWTP collection system based on anticipated 2024 development and 10-year 24-hour storm analyses. The future County inflow locations that will contribute flow to the East WWTP are shown. County flows from the area east of Interstate 75 that was previously routed to the Central AWWTP will enter the East collection system model at the intersection of Ballard Road and Ortiz Avenue. Table 8.11 and Table 8.12 summarize the recommended upgrades to the East WWTP collection system transmission force mains and the lift stations, respectively. Approximately 26,242 feet of existing force main have been recommended for upgrade by 2024. Nearly 12,087 feet of new force main (including 2009 proposed force mains), ranging in size from 16-inch to 42-inch inches in diameter, will be needed to convey the future flows to the proposed East WWTP .

City of Fort Myers Final Sanitary Sewer Master Plan Section 8: Evaluation of Proposed Future Improvements

Malcolm Pirnie, Inc. 8-19

ROYALSTON PALM BEACH LANDINGS 100-85

Legend

HIGHLANDS

20' DRAINAGE EASEMENT

VAC. OR BK03310 PG3955

1-0010

ER MM CO

1-0010

2 /11

AVE

Y' S BI LL RALEIGH ST

ST HIGH ST

L S

RD AB

DEAN PARK 2-0013

HANBY

KUNZE

CENTRAL PLANT 04050909

E OD

/2 29

OL D 30 OU TF A " LL 2-0 00 5

A SL

BILLIES

80 SR T Y ILI UT ON TI CA

7 55

WINK-TV STATION 1-0025

S SY S R TE EN T A M W E V 53 53 19 R O 80 9 P IM 040

' 35

FO AN CR CT LS4

MARION

WILLIAMS

IL SA IN NA MA A RI 3 M 0 05 1-

0 04

1-0008

EAST

N SO FR IE R

E LL BE T S PALM BEACH LANDINGS 100-85 SEWER OUTFALL & DRAINAGE 100-85

ISA

Central Plant

M12-W-0001-94 4-0006

ALLEN ST

RIVERSIDE

100-85

Existing Wastewater Collection Network

SEABOARD

PALM BEACH Proposed 24-inch Force Main LANDINGS

20' DRAIN EASE.

Existing Lift Station

OFFSITE UTIL. 2-0020

2-0022

SECOND

CDBG GRANT 3 PHASE I

1-0010

AVE

MICHIGAN

SECOND 16" FM 04020255

APACHE PHIII WATER 1-0048 GUAVA EVANS-PALM 4110001

GUAVA

MANGO MANGO

MANGO 4110027

INDIAN ST 150

300

600

900 Feet

ST City of Fort Myers, Florida LIME

1-0024 1 inch equals 500 feet

Sanitary Sewer Master Planning Services

2024 Recommended Improvements Central AWWTP Lift Station/Force Main System

ECONOMY ST December 2005 Figure 8.14

Legend Recommended Lift Station Pump Upgrade Existing Lift Station

Marion Road LS

Proposed 10-inch Force Main

Future County Inflow Connection Proposed 16-inch Force Main h Mic i ga

Martin Luther King, Jr. Blvd Rockfill Rd

Proposed 30-inch Force Main

ve nA

Proposed 24-inch Force Main

Proposed 42-inch Force Main Existing Wastewater Collection Network

LS44

East AWWTP

Om ni

Blvd

LS41

LS631

Ortiz Ave

I-75

Buckingham Rd

LS5040

LS7001

Colonial Blvd

l er i nk W

e Av

Six Mile Pky

LS68

LS106

LS112

LS92

City of Fort Myers, Florida

3,000

6,000

9,000 Feet

1 inch equals 3,000 feet

Sanitary Sewer Master Planning Services

December 2005

2024 Recommended Improvements - East AWWTP Lift Station/Force Main System

Figure 8.15

Table 8.11 Proposed 2024 East WWTP Force Main Improvements Improvement Description East WWTP Influent Force Main East Colonial Blvd Transmission Main East Colonial Blvd Transmission Main Ortiz Ave Transmission Main State Road 82 Transmission Main State Road 82 Transmission Main State Road 82 Transmission Main

Street Location Colonial Boulevard. Ext. to East WWTP Colonial Blvd between Omni Blvd to Treeline Ave Colonial Blvd Ext east of Treeline Ave Ortiz Avenue north of Dr. Martin Luther King Jr. Boulevard State Rd 82 just west of Ortiz Ave State Rd 82 between Ortiz Ave and Buckingham Rd State Rd 82 between Buckingham and Colonial Blvd Ext

Total

City of Fort Myers Final Sanitary Sewer Master Plan Section 8: Evaluation of Proposed Future Improvements

2009 2024 2024 Existing Proposed Proposed Upgrade Diameter Diameter Diameter Length (in.) (in) (in) (ft) N/A

N/A

5,883

4,632

N/A

5,210

6,231

N/A

994

11,020

N/A

4,359 38,329

Malcolm Pirnie, Inc. 8-20

Table 8.12 Proposed 2024 East WWTP Lift Station Improvements

Lift Station

Improvement Description

Proposed Pump Capacity (gpm)

Existing Force Main Diameter (in)

Velocity > 7 ft/s

2009 Proposed Force Main Diameter (in)

2024 Proposed Force Main Diameter (in)

2024 Proposed Force Main Length (ft)

LS 44

Upgrade LS force main (to the north)

1,120

N/A

Yes

N/A

1,847

LS 68

Upgrade LS with higher head pumps

800

N/A

LS 92

Upgrade LS with higher head pumps

860

LS 112

Upgrade LS with higher head pumps

900

N/A

LS 5040

Upgrade LS with larger capacity pumps

680

N/A

LS 7001

Upgrade LS with larger capacity pumps

810

N/A

LS 631

Upgrade LS with larger capacity pumps

1,200

N/A

Yes

4,367

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8.3.4 Evaluation of Projected 2024 Conditions on Treatment Plants The 2024 model assumes the flows generated from the East planning area (UDAP 017) will be conveyed to a new treatment plant that will go online after 2009. Further, because projected flows to both the South and the Central AWWTP will exceed permitted capacities prior to 2024 even with the removal of UDAP 017, selected areas in the eastern portion of the South and Central AWWTP service areas will also be re-routed to the new East WWTP (UDAP 016, 524, 525, and County flows east of I-75). Model simulations indicate that once the collection systems in both the Central and South service areas are upgraded to remove capacity limitations and convey these projected flows at the desired level of service, the South AWWTP will receive approximately a peak flow of 51 mgd and the Central AWWTP will receive a peak flow of 47 mgd. Model projections indicate that a peak flow of 30 mgd will be conveyed to the new East WWTP. These projected peak flows delivered to the treatment plants are conservative and are likely higher than would be realistically seen under these conditions due to the same reasons outlined in Section 8.2.3. The City should continue to monitor the influent flows to each treatment plant in order to assure that the peak treatment capacities of the treatment plants are not exceeded. If the AWWTPs begin to see increased flows that approach their peak treatment capacities, the City should explore modifications to their interlocal agreement to limit peak flows from the County.

City of Fort Myers Final Sanitary Sewer Master Plan Section 8: Evaluation of Proposed Future Improvements

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9.0 COST EVALUATION OF PROPOSED IMPROVEMENTS This section discusses the costs associated with the wastewater collection system and treatment infrastructure improvements. The costs are summarized for the 5-year and 20-year future dates by the following categories: • • •

9.1

Lift Station Operational Improvements System Gravity Sewer and Force Main Improvements Treatment Upgrade Improvements

EXISTING CIP BUDGETED IMPROVEMENTS The existing Capital Improvements Plan lists several projects for Lift Station

improvements, gravity sewers and force mains, wastewater treatment, and master plan and sewer main replacement program projects. Some of these projects are budgeted as existing projects, and others are near-term or long-term improvements

9.1.1 Lift Station Operational Improvements Table 9.1 lists the Lift Station projects that are listed in the City’s CIP. Additional Lift Stations have not been budgeted as near-term improvement projects; however several Lift Stations also have long term improvements funds budgeted also. Our existing system model evaluation also showed the need to upgrade Lift Station 35.

9.1.2

Collection System Gravity Sewer and Force Main Improvements

The projects related to gravity sewer and force main improvement are listed in Table 9.2. The “Ortiz/SR82 – Edison – Franklin Force Main” funds could be used for the “Rockfill Road Gravity Sewer” improvement shown in Table 9.6 and the “LS 30 Force Main” “LS 41 Force Main” and “LS 44 Force Main” improvements shown in Table 9.7. The City has some money budgeted for “Miscellaneous Sewer Rehabilitation” Citywide manhole Rehabilitation for current, short-term and long-term improvements. These near-term and long-term funds could be used for the improvements listed in Table 9.6 and Table 9.9.

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Table 9.1 Lift Station Improvements Listed on the City’s Existing CIP Lift Station Improvements

Current Improvement Projects

Near-Term Improvements (2005-2009)

Long-Term Improvements (2010 – 2024)

Lift Station # 12

$ 20,818

$ 30,000

Lift Station # 14

$ 42,551

$ 30,000

Lift Station # 20

$ 26,716

Lift Station # 21

$ 11,201

$ 30,000

Lift Station # 33

$ 40,792

$ 30,000

Lift Station # 35

$ 10,054

$ 30,000

Lift Station # 36

$ 13,108

$ 30,000

Lift Station # 37

$ 50,000

$ 30,000

Lift Station # 39

$ 35,995

Lift Station # 42

$ 50,000

$ 30,000

Total Budgeted LS Improvements

$301,235

$240,000

Table 9.2 Gravity and Force Main Improvements listed on the City’s Existing CIP Gravity Sewer and Force Main Improvements

Current Improvement Projects

Near-Term Improvements (2005-2009)

Miscellaneous Sewer Rehabilitation

289,062

Pumping Station #2 Force Main Replacement

1,193,819

Ortiz/SR82-Edison-Franklin Force Main

330,000

Citywide Manhole Rehabilitation

Sewer Cleanout Program

Total Gravity Sewer and Force Main Improvements

600,000

30,000

$ 1,575,000

157,946

600,000

750,000

50,000

100,000

250,000

$ 2,020,827

200,000

Long-Term Improvements (2010 – 2024)

$ 2,475,000

$ 1,630,000

9.1.3 Treatment Plant Upgrade Improvements The City has several current and near-term projects listed as Capital Improvement Projects, which are listed in Table 9.3. This Master Plan did not include the evaluation of the City’s existing treatment plants for improvements. The model evaluations for the existing and future scenarios do indicate that additional volume and pumping capacity may be needed at the South AWWTP and Central AWWTP influent wet wells for additional storage and pumping capacity during extreme storm events, however the

City of Fort Myers Final Sanitary Sewer Master Plan Section 9: Cost Evaluation of Proposed Improvements

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assumptions and conservative factors used in the model may have exaggerated the peak flows at the plants. Additional investigation on the plant wet wells should be completed before a recommendation to upgrade the wet wells is made.

Table 9.3 Treatment Plant Upgrade Improvements listed on the Cityâ&#x20AC;&#x2122;s Existing CIP Current Improvement Projects

Near-Term Improvements (2005-2009)

Long-Term Improvements (2010 â&#x20AC;&#x201C; 2024)

On-Site Disinfection-CWWTP

3,947,365

Grit Removal System CWWTP

407,495

88,552

240,000

100,000

Chemical Storage Building CWWTP

66,000

Influent Pump Equipment Overhaul CWWTP

75,000

Internal Recycle Pump Replacement CWWTP

147,000

Odor Control Improvements-SWWTP

14,192

On-Site Disinfection Tank-SWWTP

4,073,883

Effluent Pump Replacement-SWWTP

195,000

Grit Removal System SWWTP

407,555

Laboratory Automatic Analyzer SWWTP

75,000

88,552

94,856

122,000

Facility Roof Restoration SWWTP

58,263

80,000

Chemical Storage Building

66,000

Influent Pump Equipment Overhaul SWWTP

75,000

Total Wastewater Plant Improvements

$ 10,219,713

$ 1,339,980

Wastewater Plant Upgrades

Polymer Storage/Feed System Replacement CWWTP Return Activated Sludge Pump Upgrade CWWTP Nitrification Gearbox Rebuild/Replacement CWWTP

Polymer Storage/Feed System Replacement SWWTP Nitrification Gearbox Rebuild/Replacement (2) SWWTP

City of Fort Myers Final Sanitary Sewer Master Plan Section 9: Cost Evaluation of Proposed Improvements

551,240

122,000

464,740

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9.1.4

Master Plan and Sewer Main Replacement Program Improvements

The City is in the process of implementing a City-wide Sewer Main Replacement Program as discussed previously in Section 3. Each phase includes a mini-master plan evaluation, design, and construction. Phases I, II and III of the program have been completed. Phases IIIC, IV and VII are currently under design and construction to be completed in 2006, 2008, and 2007 respectively. Phases V and VII have not been started, but are scheduled for completion in 2010. The extent of improvements to be made for those phases is not known at this time, and is not budgeted in the City’s existing CIP. Any improvements recommended in this report that are located in the remaining Phased areas will be noted as such in the subsequent improvements recommendation sections. The City is also having this Sanitary Sewer Master Plan completed to evaluate their collection system and projected capacity growth for the City as a whole. These Sewer Main Replacement Project Phases and the Sanitary Sewer Master Plan are budgeted in the City’s existing CIP and listed below in Table 9.4. Table 9.4 Master Plan and Sewer Main Replacement Program Projects Listed on the City’s Existing CIP Current Near-Term Master Plan and Sewer Main Replacement Improvement Improvements Program Projects Projects (2005-2009) Citywide Sewer Main Replacement Program, $ 8,148,237 $ 11,723,140 Phase III Citywide Sewer Main Replacement Program, $ 637,140 $ 19,064,720 Phase IV Citywide Sewer Main Replacement Program, $ 6,582,841 $ 13,100,000 Phase VII / Downtown Redevelopment Water/Sewer PH I,II,III Sanitary Sewer System Master Plan Update Total Master plan and Sewer Main Replacement Program Projects

9.2

274,693

$15,642,911

$43,887,860

Long-Term Improvements (2010 – 2024) $

COST EVALUATION OF IMPROVEMENTS TO BE COMPLETED BY 2009 Approximately $71,212,000 of improvements was determined by the future

collection system modeling and future flow projections to be needed by the end of 2009:

City of Fort Myers Final Sanitary Sewer Master Plan Section 9: Cost Evaluation of Proposed Improvements

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Lift Station Gravity Sewer Force Main Treatment Upgrades

$633,000 $2,533,000 $4,686,000 $63,360,000

9.2.1 Determination of Short-Term and 2009 Improvements and Priority The improvements listed as “Short-Term” priority improvements were based on the deficiencies determined by the existing collection systems evaluations.

The

improvements listed as short-term improvements were made to the existing system model as well as the improvement included in the Phase IIIC, VII and IV of the Sewer Main Replacement Program Projects. Additional deficiencies were determined by running the future 2009 model with the future projected sewer flows for 2009. These deficiencies are listed as having a priority “2009”, which means that they should be completed by 2009, and should have lees scheduling priority than the “Short-Term” priority improvements.

9.2.2

Basis of Costs

The costs provided in this Master Plan are calculated in 2004 dollars. All Costs include a 10 percent engineering design fee and 20 percent contingency. Lift Station costs are calculated assuming $15,000 per mgd of pumping capacity plus $10,000 per Lift Station for instrumentation and controls. The sewer and force main piping costs are prepared by using $4.00 per inch diameter per foot length, with an additional $1.00 per inch diameter per foot for valves and bends.

All values are rounded up to the nearest

$1,000. The cost for the new East AWWTP is calculated as $6 per gallon of permitted capacity.

The costs for the reclaimed production facility upgrades at the Central

AWWTP and South AWWTP are included in the Reclaimed Water Master Plan and are not repeated in this report.

9.2.3

Lift Station Operational Improvements

The future 2009 modeling effort identified $633,000 in improvements to Lift Stations in the South AWWTP collection system and $249,000 in improvements for the Central AWWTP collection system for a total of $384,000 in Lift Station improvements.

City of Fort Myers Final Sanitary Sewer Master Plan Section 9: Cost Evaluation of Proposed Improvements

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These improvements include costs for the new proposed lift stations. These improvements are shown below in Table 9.5. Table 9.5 Proposed 2009 Lift Station Improvements (in 2004 dollars) Lift Stations

Priority

Proposed Pump Capacity (gpm)

South AWWTP Collection System Upgrade LS 23 with larger capacity pumps Short-term 1,310 Upgrade LS 34 with larger capacity pumps Short-term 940 Upgrade LS 24 with higher head pumps 2009 1,160 Upgrade LS 27 with larger capacity pumps 2009 920 Upgrade LS 68 with larger capacity pumps 2009 730 Upgrade LS 92 with larger capacity pumps 2009 740 Total South AWWTP Collection System

Cost

$51,000 $41,000 $47,000 $40,000 $35,000 $35,000 $249,000

Central AWWTP Collection System Upgrade LS 6 with larger capacity pumps* Short-term 1,420 Upgrade LS 12 with larger capacity pumps Short-term 1,000 Upsize LS 30 with higher head higher capacity pumps Short-term 500 Upsize LS 41 with larger capacity pumps* Short-term 690

$33,000

Upsize LS 44 larger capacity Pumps

Short-term

1,514

$57,000

New LS at Ortiz Ave and Ballard New LS 7001 at Colonial Blvd and SR 82*

Short-term

2,500

$85,000

2009

810

$37,000

New LS 631 on Buckingham Rd*

2009 1200 Total Central AWWTP Collection System

Total 2009 Lift Station Improvements * Size increased for future transmission needs to the East WWTP

$54,000 $42,000 $28,000

$48,000 $384,000 $633,000

The Lift Station 35 upgrade is listed as a current project in the Cityâ&#x20AC;&#x2122;s existing CIP. The Ballard Road Lift Station is located in the Phase V Sewer Main Replacement Program area, therefore the City may wish to complete one pump replacement rapidly, and wait to complete the second pump replacement as part of the phased improvements.

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9.2.4 Collection System Gravity Sewer and Force Main Improvements Approximately $2,533,000 of gravity sewer and $4,686,000 of force mains improvements were determined by the existing and future 2009 models, which are listed in Table 9.6 and Table 9.7. These improvements are summarized for the South and Central AWWTP collection systems. The Ballard Road Gravity Sewer and the Michigan Avenue Gravity Sewer improvements listed above are located in the area designated as Phase V of the Sewer Main Replacement Program. The City could wait and include these improvements as part of the Phase V project. The Rockfill Road Gravity Sewer improvements may be able to be made as part of the currently budgeted “Ortiz/SR82-Edison-Franklin Force Main” CIP Project. The City has budgeted funds for the budgeted “Ortiz/SR82-Edison-Franklin Force Main” CIP Project, which should provide the improvements to upsize the Lift Station 30, Lift Station 41, and Lift Station 44 force mains. The City should check to be sure that the design for this project provides pipe diameters that are at least as large as the diameters listed above.

9.2.5 Treatment Upgrade Improvements The new East AWWTP was not included in the 2009 model; however the costs associated with the design and construction of the plant need to be included in the 2009 timeframe. This report assumes that the new East AWWTP will need to have 8 mgd of capacity and will be expanded to 12 mgd by 2019. The cost of the new 8 mgd plant will be approximately $63,360,000.

City of Fort Myers Final Sanitary Sewer Master Plan Section 9: Cost Evaluation of Proposed Improvements

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Table 9.6 Proposed 2009 Gravity Sewer Improvements (in 2004 dollars) Improvement Description

Priority

Proposed Diameter (in)

Length (ft)

Cost

South AWWTP Collection System South AWWTP Influent Gravity Sewer Deleon Street

Short-term

South AWWTP Influent Gravity Sewer South Drive

Short-term

South AWWTP Influent Gravity Sewer Upstream of influent wet well

Short-term

1,414 $448,000

1,181 $375,000

Total South AWWTP Collection System

246 2,841

$108,000 $931,000

Central AWWTP Collection System Edgewood Avenue Gravity Sewer Edgewood Avenue and Princess Street Michigan Avenue Gravity Sewer - Michigan Avenue from Zapato Street to Markland Avenue Michigan Avenue Gravity Sewer - Michigan Avenue from Veronica Shoemaker to Ford Street Palm Avenue Gravity Sewer - Indian Street and Raleigh Street to Raleigh Street and Apache Street Rockfill Road Gravity Sewer - Rockfill Road and Ormond Avenue

Short-term

3,750 $446,000

Short-term

2,274 $226,000

Short-term

3,294 $392,000

Short-term

1,289 $307,000

Short-term

1,093 $130,000

Rockfill Road Gravity Sewer - Rockfill Road north of Edison to Edison Avenue Short-term 21 (influent to LS 44) Total Central AWWTP Collection System

12,428

$101,000 $1,602,000

Total 2009 Gravity Sewer Improvements

15,269

$2,533,000

City of Fort Myers Final Sanitary Sewer Master Plan Section 9: Cost Evaluation of Proposed Improvements

728

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Table 9.7 Proposed 2009 Force Main Improvements (in 2004 dollars) Improvement Description

Upsize LS 23 force main

Priority

Proposed Diameter (in)

South AWWTP Collection System Short-term 12

Colonial Boulevard Transmission Main Discharge to 30-inch GS at Deleon Street/Colonial Boulevard.

2009

Upsize LS 92 force main

2009

Total South AWWTP Collection System Central AWWTP Collection System Buckingham Road Transmission Main Short-term 8 State Road 82/ Buckingham Road Force Main

Length (ft)

Cost

1,188

$95,000

217

$52,000

2,520 3,925

$167,000 $314,000

4,367

$231,000

Upsize LS 41 force main

Short-term

9,340

$617,000

Upsize LS 44 force main

Short-term

10,000

$792,000

Omni Boulevard Transmission Main Omni Boulevard south of State Road 82

Short-term

1,880

$199,000

New Marion Street Force Main

Short-term

14,100

$1,489,000

2009

4359

$691,000

2009

4367

$289,000

2009

801

$64,000

49,214 53,139

$4,372,000 $4,686,000

New force main along SR 82 from Colonial Boulevard to Buckingham road (LS 7001)* New force main along Buckingham Road from the Lee County Resource Recovery Facility to SR 82* Upsize LS 6 force main

Total Central AWWTP Collection System Total 2009 Force Main Improvements * Size increased for future transmission needs to the East WWTP

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9.3

COST EVALUATION OF IMPROVEMENTS TO BE COMPLETED BY 2024 Approximately $39,783,000 of improvements was determined by the future

collection system modeling and future flow projections to be needed by the end of 2024:

Lift Station Gravity Sewer Force Main Treatment Upgrades

$372,000 $0 $7,731,000 $31,680,000

9.3.1 Determination of 2024 Improvements and Priorities The 2024 model was developed by re-routing the flows as per the new allocation areas for the South, Central, and East AWWTP and applying the projected 2024 flows. The improvements listed as “East AWWTP Connection” priority improvements will need to be completed to convey flows to the new East AWWTP. These pipes and Lift Stations were sized based on the 2024 model and flow projections, but will need to be completed as soon as the City can provide budget the improvements. We recommend that the City prioritize some of these improvements as 2009 improvements to begin to divert flows to the East AWWTP by the end of 2009. The remainder of the improvements is listed as having a priority “2024”, which means that they should be completed by 2024, and should have less scheduling priority than the “East AWWTP Connection” priority improvements.

9.3.2

Basis of Costs

The costs for the 2024 improvements are calculated using the same assumptions as described in Section 9.2.2.

9.3.3 Lift Station Operational Improvements The future 2024 modeling effort identified $52,000 in improvements to Lift Stations for the Central AWWTP collection system and $320,000 in improvements for the East AWWTP collection system, for a total of $372,000 in Lift Station improvements. These 2024 improvements are shown below in Table 9.8.

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Table 9.8 Proposed 2024 Lift Station Improvements (in 2004 dollars)

Lift Stations

Priority

Upgrade LS 4 with a 3rd duty pump

Central AWWTP 2024

Proposed Pump Capacity (gpm)

Cost

1,350

$ 52,000

Total Central SAWWTP Collection System

$ 52,000

East AWWTP Upgrade LS at Ballard Rd and Ortiz Ave

2024

5,600

$173,000

Upgrade LS 68 with higher head pumps

2024

800

$37,000

Upgrade LS 112 with higher head pumps

2024

900

$39,000

Upgrade LS 5040 (Forum) with larger capacity pumps

2024

680

$33,000

Upgrade LS 92 with larger capacity pumps

2024

860

$38,000

Total East AWWTP Collection System Total 2024 Lift Station Improvements

$320,000 $372,000

9.3.4 Collection System Gravity Sewer and Force Main Improvements No gravity sewer deficiencies were determined for the gravity sewers modeled in the future 2024 collection system models. Approximately $7,731,000 of force mains improvements were determined by the future 2024 model, which are listed in Tables 9.9 below. These improvements are summarized for the Central and East AWWTP collection systems. The force mains listed as having a priority of â&#x20AC;&#x153;2024â&#x20AC;? could replace the mains that will be existing force mains, or could be installed as parallel smaller diameter mains. The City should monitor the velocities and pressures in the existing mains in these locations to determine when they will need to be improved.

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Table 9.9 Proposed 2024 Force Main Improvements (in 2004 dollars) Improvement Description

Priority

Proposed Diameter (in)

Length (ft)

Cost

Central AWWTP LS 4 Force Main

2024

Total Central AWWTP Collection System

5,079

805,000

5,079

805,000

East AWWTP East AWWTP Influent Force Main Colonial Boulevard Extension to East AWWTP Colonial Boulevard from Treeline Avenue to Omni Boulevard Colonial Boulevard from Treeline Avenue to SR 82 State Road 82 Transmission Main State Rd 82 just east of Ortiz Avenue Ortiz Avenue Transmission Main Ortiz Avenue north of Dr. Martin Luther King Jr. Boulevard State Road 82 Transmission Main â&#x20AC;&#x201C; Ortiz Avenue to Colonial Boulevard

9.3.5

East AWWTP Connection

5,883

$1,631,000

4632

$734,000

5210

$1,032,000

2024

994

$105,000

2024

6,230

$987,000

2024

15,379

$2,437,000

Total East AWWTP Collection System

38,328

$6,926,000

Total 2024 Force Main Improvements

43,407

$7,731,000

East AWWTP Connection East AWWTP Connection

Treatment Upgrade Improvements

The flow projections project that the East AWWTP will need to be expanded from 8 to 12 mgd by 2024. The cost for this expansion is estimated to be approximately $31,680,000.

City of Fort Myers Final Sanitary Sewer Master Plan Section 9: Cost Evaluation of Proposed Improvements

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10.0 SUMMARY OF CONCLUSIONS AND RECOMMENDATIONS This section provides a summary of the findings and conclusions of this Master Plan Report. The collection system recommendations and planning considerations are also summarized with the final cost estimate for the recommended improvements.

10.1

FINDINGS AND CONCLUSIONS The findings and conclusions of this Sewer Master Plan have been determined

from studying all of the available data from the City on the wastewater collection system. This report has been reviewed in depth by City staff for accuracy and correctness of all dates, times, and projection assumptions.

10.1.1 Regulatory Summary This Master Plan explored the existing and future regulatory requirements that apply to the City’s collection and treatment of wastewater, as well as the discharge of wastewater effluent to both surface water and for use as reclaimed water. Existing regulations and permitting requirements were reviewed for the NPDES program, TMDL limitations, and pollutant loadings to Class III marine water bodies, design standards for wastewater collection and transmission systems, and the implementation requirements for reclaimed water. Future regulations including the new CMOM rule was also reviewed. NPDES permits establish specific discharge limits, monitoring and reporting requirements, and may also require facilities to undertake special measures to protect the receiving surface water. Certain surface waters, once denoted as “impaired,” require that TMDLs be set to determine the maximum amount of a pollutant that it can assimilate without causing exceedances of water quality standards. The City may be required to limit the amount of nutrients, fecal/total coliforms, or mercury within the plant effluent, if the Caloosahatchee River becomes a surface water body on the State’s “impaired” list. Class III waters are designated as those that promote recreation, propagation, and maintenance of a healthy, well-balanced population of fish and wildlife. Both the Central and South AWWTPs discharge their treated effluent to the Caloosahatchee River, which

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is a Class III marine water body. The effluent parameters applicable to Class III marine waters and their corresponding reporting limitation and monitoring frequencies are contained in Section 2. Chapter 62-604 of the FAC contains minimum design and operation and maintenance standards for domestic wastewater collection and transmission systems. Sewers and force mains must be constructed at least ten feet horizontally from water mains and at least three feet horizontally from any existing or proposed reclaimed water line. Smaller horizontal separation distances for sewers may be approved if one of the following conditions is met: (1) the crown of the sewer is installed at least 18 inches below the invert of the potable water line, (2) the sewer is encased in watertight carrier pipe or concrete, (3) both the sewer and the water main are constructed of slip-on or mechanical joint pipe complying with public water supply design standards and pressure tested to 150 psi to assure water tightness. The DEP and the SFWMD require municipalities, through their water supply and wastewater plant operations permits, to achieve 100 percent reclaimed water usage. The City currently produces approximately 1.0 mgd of reclaimed water and plans to expand reclaimed water production to 15.0 mgd from their combined City/County Advanced Wastewater Treatment Plants. Reclaimed water use will be implemented for irrigation in City parks, golf courses, and new residential developments.

The City will also be

required to participate in designing a regional reclaimed water distribution system. The proposed CMOM rule is currently undergoing the EPA review process and although various changes will be implemented in the final rule, the general intent is expected to remain the same. As currently proposed in the CMOM rules, all sanitary sewer collection systems will be required to have their own NPDES permit.

10.1.2 Historic and Projected Wastewater Flows As the number of residential and commercial developments increase in the area, the production of wastewater increases. The existing and projected population for 2000, 2010, 2020, and 2030 are shown below in Table 10.1.

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Table 10.1: Summary of Population Projections Year CDD Population Estimates

2000

2010

2020

2030

65,831

63,194

104,098

136,646

The actual and projected AADF for the City and the County at the Central and South AWWTPs are summarized in Table 10.2.

Table 10.3 shows the projected

maximum TMRADF. The FDEP requires that the plant be expanded when the projected TMRADF is expected to exceed the permitted capacity of the treatment plant. The projected maximum TMRADF will exceed the capacity of the South AWWTP and the Central AWWTP by 2008. Table 10.2: Projected Annual Average Daily Flows Year 2002 2009 2024 South AWWTP 7.07 9.58 12.15 City Flows 2.97 5.10 6.73 County Flows 4.10 4.48 5.42 Central AWWTP City Flows County Flows

6.20 3.60 2.61

8.27 5.46 2.82

Table 10.3: Projected Maximum TMRADF 2002 2009 South AWWTP 9.07 12.30 City Flow 3.81 6.54 County Flow 5.27 5.75 Central AWWTP 8.42 11.23 City Flow 4.88 7.41 County Flow 3.54 3.82

12.38 9.06 3.32

2024 15.59 8.64 6.96 16.81 12.30 4.51

The need for additional treatment capacity will be required in 2005 and 2006 as the City reaches their maximum reserved capacity at both the Central and South AWWTPs, respectively. Since the majority of the growth is expected to occur in the East Planning Area and the City maintains available acreage in that area, it is assumed that this will be the location of a new AWWTP, fully operational by the end of 2009. Therefore, 100 percent of the 2024 future wastewater flow produced in the East planning area will be conveyed to the new East AWWTP. In addition, the City is exploring the possibility of routing approximately 1.43 mgd of flow from the eastern side of the City to the City of Fort Myers Final Sanitary Sewer Master Plan Section 10: Summary of Conclusions and Recommendations

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County’s Gateway Wastewater Treatment Plant. Table 10.4 summarizes the wastewater flow projections, incorporating a new East AWWTP and use of the County’s Gateway WWTP.

Table 10.4: Summary of Future AADF with Flows Diverted to Gateway WWTP and East AWWTP 2002 20081 20092 2024 South AWWTP 7.07 9.22 8.80 9.01 7.68 9.25 City 2.97 4.79 4.37 4.53 3.20 3.83 County 4.10 4.43 4.43 4.48 4.48 5.42 Central AWWTP 6.20 7.98 7.60 7.77 5.06 8.06 City 3.60 5.19 4.81 4.95 4.22 7.07 County 2.61 2.79 2.79 2.82 0.84 1.00 East AWWTP 4.04 5.79 City 2.07 3.47 County 1.97 2.32 0.81 1.07 1.07 Gateway WWTP 1.43 City 0.81 1.07 1.07 1.43 County3 All Plants 13.27 17.20 17.86 24.53 City 6.56 9.99 10.56 15.79 County 6.71 7.22 7.30 8.74 Note 1: Flows are shown before and after flows are diverted to the Gateway WWTP Note 2: Flows are shown before and after diverting flows to the East AWWTP Note 3: The Gateway AWWTP receives flows from the County’s service area; however County flows currently served by the City’s plants will not be re-routed there.

10.1.3 Assessment of Existing Collection System The collection system was evaluated under projected 10-year, 24-hour design storm flow conditions to determine those areas of the system that require remedial action. The collection system components were assumed to be “surcharged” if the modelpredicted maximum water surface elevation was less than 2.0 feet from the ground surface. Gravity sewers were designated as capacity-limited when the projected design storm peak flows exceeded the estimated capacity of the sewer and the pipe was surcharged. Lift stations predicted to surcharge were also considered to be capacity limited; however capacity limitation Category (1, 2, or 3) was dependant on the downstream force main conditions.

City of Fort Myers Final Sanitary Sewer Master Plan Section 10: Summary of Conclusions and Recommendations

Malcolm Pirnie, Inc. 10-4

Table 10.5 and Table 10.6 summarize the existing system deficiencies observed during wet weather conditions at the South AWWTP. Similar results are presented in Table 10.7 and Table 10.8 for the Central AWWTP. Table 10.5: Proposed Lift Station Improvements for the South AWWTP Pump Station ID

Existing System Deficiencies

Improvement Description

LS 9

Category 2: Capacity-Limited by down stream force main

Upsize LS force main

LS 23

Category 1: Capacity-limited by local pump capacity

Upgrade LS with larger capacity pumps

LS 34

Category 1: Capacity-limited by local pump capacity

Upgrade LS with larger capacity pumps

Table 10.6: Proposed Gravity Sewer Improvements for the South AWWTP Description

Street Intersection

Diameter (in)

Length (ft)

Gravity Sewers SAWWTP Influent Gravity Sewer

Deleon Street

1,414

SAWWTP Influent Gravity Sewer

South Drive

1,181

246

SAWWTP Influent Gravity Sewer

Upstream of influent wet well

Total

City of Fort Myers Final Sanitary Sewer Master Plan Section 10: Summary of Conclusions and Recommendations

2,841

Malcolm Pirnie, Inc. 10-5

Table 10.7: Proposed Lift Station Improvements for the Central AWWTP Pump Station ID

Existing System Deficiencies

Improvement Description

LS 7

Category 1: Capacity-limited by local pump capacity.

Upgrade LS with larger capacity pumps

LS 12

Category 1: Capacity-limited by local pump capacity.

Upgrade LS with larger capacity pumps

LS 30

Category 3: Capacity-limited by manifolded system

Upsize LS force main

LS 41

Category 2: Capacity-Limited by down stream force mains

Upsize LS force main

LS 44

Category 2: Capacity-Limited by down stream force main.

Upsize LS force main

Ballard Road

Category 1: Capacity-limited by local pump capacity

Upgrade LS with two additional pumps

Table 10.8: Proposed Gravity Sewer and Force Main Improvements for the Central AWWTP Diameter Description Street Intersection Length (ft) (in) Gravity Sewers Edgewood Avenue GS

Edgewood Ave and Princess Street

3,750

Marion Street GS

Marion Street from Polk Street to Luray Avenue

1,010

Marion Street GS

Marion St from Rose Ave to Veronica Shoemaker

1,138

Marion Street GS

Marion Street and Veronica Shoemaker Boulevard

1,329

Michigan Avenue GS

Michigan Ave from Zapato St to Markland Ave

2,274

Michigan Avenue GS

Michigan Ave from Veronica Shoemaker to Ford St

3,294

Palm Avenue GS

Palm Ave north of Canal St to Indian St and High St

8,425

Palm Avenue GS

Indian St and Raleigh St to Raleigh St and Apache St

1,289

Rockfill Road GS

Rockfill Road and Ormond Avenue

1,093

Rockfill Road GS

Rockfill Road north of Edison to Edison Avenue (influent to LS 44)

728

Total

31,853 Transmission Force Mains

Buckingham Road Transmission Main Total

State Road 82/ Buckingham Road Force Main

City of Fort Myers Final Sanitary Sewer Master Plan Section 10: Summary of Conclusions and Recommendations

4,367 4,367

Malcolm Pirnie, Inc. 10-6

10.2

RECOMMENDATIONS The Cityâ&#x20AC;&#x2122;s existing collection system was analyzed to identify system deficiencies

and size recommended improvements for 5-year and 20-year future scenarios. This section presents recommendations on future collection system modeling, planning considerations, and a cost summary of the 2009 and 2024 recommendations.

10.2.1 Collection System Model Recommendations The HydroWorksTM software is a dynamic modeling software that allows for simulation under both gravity and pressure flow conditions. The current model is termed to be Phase I, including only a representative number of the lift stations, larger force mains, and gravity sewer pipelines. For a more detailed collection system model, updates and extensions of the existing model are recommended. The flow calibration of the model could only be performed to the total downstream flow at the wastewater treatment plants. Flow data should be collected within both the gravity system as well as at the lift stations. These data will provide a better understanding of wet weather issues, including the distribution of flows in the system and identification of local issues. Attribute data for some force mains and gravity sewers included in the model were based on reasonable assumptions. As the City applies the model for a more detailed analysis, these assumptions should be verified as necessary. The influent pipes upstream of tributary lift stations were represented with approximations in the model, as their only purpose was to load predicted flows into the modeled lift stations.

Ultimately, a better representation of the collection system

upstream of the lift stations will allow for a better analysis of local conditions and an overall better characterization of the collection system responses. The City could use the model in the future to analyze and investigate the operation of the collection system and the lift station/force main system.

Model

capabilities would allow simulations to determine piping costs, and for evaluation of sanitary safety concerns within the collection system. Ongoing updates and extensions of

City of Fort Myers Final Sanitary Sewer Master Plan Section 10: Summary of Conclusions and Recommendations

Malcolm Pirnie, Inc. 10-7

the existing model are recommended in order to provide a more robust planning tool for ongoing CIP decisions.

10.2.2 Planning Considerations The City should continue to track annual wastewater production rates and compare them to the projections in this report. If growth occurs faster or slower than the recommended rate, the implementation of the proposed improvements should be adjusted accordingly. According to the flow projections in this report, the City will exceed their AADF allocation in 2006 for the Central AWWTP and in 2005 at the South AWWTP. Additionally the projected maximum TMRADF for the Central and South AWWTPs is expected to exceed their permit capacities in 2008. As the treatment plants begin to receive increased flows that approach their permitted treatment capacities, the City should plan for additional treatment capacity, or should modify their interlocal agreement to limit influent flows from the County. Currently the Cityâ&#x20AC;&#x2122;s interlocal agreement limits County flows on an annual average basis; however, the regulatory agency enforces plant expansion based on when the maximum three-month average daily flow exceeds the permitted plant capacity. Therefore, the City should renegotiate the interlocal agreement to limit the County to a maximum threemonth average daily flow and not an annual average quantity. Accurate measurement of the Countyâ&#x20AC;&#x2122;s flows contributing to the Central and South plants should also be conducted to ensure that the agreement is properly being upheld. The City has expressed that the Central and South AWWTP cannot be expanded at their existing locations. Therefore, the City should plan for construction of a new wastewater treatment plant, preferably in the growing East Planning area. Capacity at the Gateway WWTP will become available to the City in 2008 and routing of 2.0 mgd will only delay the need for a New East AWWTP by one year to 2009. Planning and preliminary design should begin now for a new East AWWTP with a proposed permit capacity of 8 mgd maximum TMRADF to become operational by 2009. If flows are not diverted to the Gateway WWTP, the East plant capacity will need to be higher. It is recommended that the East plant be designed as an 8 mgd plant expandable to 12 mgd. City of Fort Myers Final Sanitary Sewer Master Plan Section 10: Summary of Conclusions and Recommendations

Malcolm Pirnie, Inc. 10-8

Table 10.9 lists the cost in 2004 dollars for the proposed treatment improvements recommended in this report.

Table 10.9: Summary of Capital Improvement Costs for Treatment Upgrades Treatment Upgrades 2009 - 8 mgd treatment plant 2024 - 8 to 12 mgd expansion

2004 Dollars $63,360,000 $ 31,680,000

10.2.3 Wastewater Collection System Improvements Future conditions models and improvements were developed to address near-term (5-year; 2009) and long-term (20-year; 2024) system deficiencies. The City should provide funding for additional collection system improvements, such as lift station improvements, gravity sewer upgrades, and force main piping improvements. Summaries of the costs recommended lift station, gravity sewer, and force main improvements and corresponding costs for 2009 and 2024 are presented in Tables 10.10 and 10.11, respectively. Table 10.10: Summary of Capital Improvement Costs for 2009 Collection System Improvements Lift Station Improvements Gravity Sewer Improvements Force Main Improvements

2004 Dollars $ 633,000 $ 2,533,000 $ 4,686,000

Table 10.11: Summary of Capital Improvement Costs for 2024 Collection System Improvements Lift Station Improvements Gravity Sewer Improvements Force Main Improvements

2004 Dollars $ 372,000 $ 0 $ 7,731,000

The collection system improvements include the rerouting of flows from the Central and South Collection Systems to the new East treatment plant. Flows were identified based on their proximity to the proposed plant. This report assumes that some of the future County flows that route to the Central Plant be rerouted to the East

City of Fort Myers Final Sanitary Sewer Master Plan Section 10: Summary of Conclusions and Recommendations

Malcolm Pirnie, Inc. 10-9

Treatment facility. If flows from the County are not diverted, additional City flows will need to be identified and diverted to avoid exceeding the Central AWWTP permit capacity in the future. Also, if County flows are not diverted, the existing 30-inch diameter Ballard Road gravity sewer will need to be upgraded to a 48-inch diameter gravity sewer, and the 16-inch diameter force main along Ortiz Avenue will not need to be increased in size to 24-inch diameter force main.

City of Fort Myers Final Sanitary Sewer Master Plan Section 10: Summary of Conclusions and Recommendations

Malcolm Pirnie, Inc. 10-10

Table A.1 1988 Sewer Master Plan Report Recommendations EXISTING FACILITY IMPROVEMENTS For completion by 1988-90

Project No. 100 101 102 103 104 105 107 108 109 110 111 112 113 114 115 118 122 123 124 125 126 127 128 129 130 131 132 133 134 135 138 139 140 141 142 143 145

Service Area 34 35 35 2 2 15 20 20 20 20 7 7 CPN 12 12 36 8 6 30 30 30 28 28 31 CSE 3 3 3 3 30 34 34 35 10 16

Description 12" Force Main 10" Force Main 14" Force Main Replace 8" GS in Sunset Road south from Sunset Place Replace 18" GS in Alhambra Dr west from McGregor Blvd. Replace 8" GS in Roosevelt Ave, b/w Winkler and Arthur New PS #20 at 1250 gpm 10" Force Main 14" Force Main Construct new 8" GS parallel to Windsor Dr Upgrade PS #7 to 1063 gpm Construct new 8" FM #7 from PS #7 to new FM #20 from PS #20 Replace 8" GS on Desoto Avenue east from Polk St Replace 8" GS on Mandarin Drive north from Manning Avenue Upgrade PS #12 to 504 gpm Upgrade PS #36 to 190 gpm Palm Beach, 10" GS Replace 10" GS from FM #5 (actually SA8, Katherine St) Replace Cranford St/Edison Ave GS New PS #30 at 1100 gpm Construct new 12" FM #30 to Kichigan Avenue Extend 6" FM #44 to New PS #30 Upgrade PS #28 to 508 gpm and connect to new FM 8" FM Replace existing FM #31 with 8"FM Michigan, 18"GS Slipline 8" GS S. of Llewellyn Drive between MM #3337 & #3343 Slipline 8" GS S. of Marilyn St between Llewellyn Dr & Houston St Slipline 12" GS on Hendry St between Main St & First ST Upgrade PS #3 to 2781 gpm Extend new 8" GS to PS #30 Upgrade PS #34 to 1183 gpm Reroute PS #5 to SWWTP Upgrade PS #35 to 780 gpm and reroute to 24" FM on Colonial Blvd chemically grout 21" gravity sewer on Coronado Rd east from Cortes New 24" FM from metro Parkway to Evans PS 27 FM Upgrade PS #15 to 355 gpm

Projected Construction Cost $ 239,000 $ 3,000 $ 326,000 $ 51,000 $ 100,000 $ 36,000 $ 282,000 $ 208,000 $ 364,000 $ 86,000 $ 163,000 $ 72,000 $ 54,000 $ 17,000 $ 43,000 $ 76,000 $ 76,000 $ 277,000 $ 208,000 $ 433,000 $ 195,000 $ 80,000 $ 233,000 $ 286,000 $ 26,000 $ 152,000 $ 117,000 $ 20,000 $ 29,000 $ 233,000 $ 50,000 $ 244,000 $ 28,000 $ 163,000

Engineering Legal Admin (25%) $ 60,000 $ 1,000 $ 82,000 $ 13,000 $ 25,000 $ 9,000 $ 71,000 $ 52,000 $ 91,000 $ 22,000 $ 41,000 $ 18,000 $ 14,000 $ 4,000 $ 11,000 $ 19,000 $ 19,000 $ 69,000 $ 52,000 $ 108,000 $ 49,000 $ 20,000 $ 58,000 $ 72,000 $ 7,000 $ 38,000 $ 29,000 $ 5,000 $ 7,000 $ 58,000 $ 13,000 $ 61,000 $ 7,000 $ 41,000

$ $ $ $ $ $ $ $ $ $ $ $ $ $ $ $ $ $ $ $ $ $ $ $ $ $ $ $ $ $ $ $ $ $

Projected Total Project Cost 347,000 5,000 473,000 70,000 145,000 52,000 409,000 302,000 528,000 125,000 237,000 104,000 79,000 24,000 63,000 110,000 110,000 401,000 302,000 628,000 283,000 116,000 338,000 415,000 38,000 220,000 169,000 29,000 42,000 338,000 73,000 354,000 41,000 237,000

$ $

178,000 15,000

$ $

1,032,000 87,000

1,439,000

8,326,000

Total Cost = $ Appendix A

City of Fort Myers Sanitary Sanitary Sewer Master Plan

Contingencies (20%) $ 48,000 $ 1,000 $ 65,000 $ 10,000 $ 20,000 $ 7,000 $ 56,000 $ 42,000 $ 73,000 $ 17,000 $ 33,000 $ 14,000 $ 11,000 $ 3,000 $ 9,000 $ 15,000 $ 15,000 $ 55,000 $ 42,000 $ 87,000 $ 39,000 $ 16,000 $ 47,000 $ 57,000 $ 5,000 $ 30,000 $ 23,000 $ 4,000 $ 6,000 $ 47,000 $ 10,000 $ 49,000 $ 6,000 $ 33,000 By city crew 712,000 $ 142,000 60,000 $ 12,000

5,742,000

1,149,000

Page 1

Table A.1 1988 Sewer Master Plan Report Recommendations SYSTEM EXPANSION For completion by 1992

Project No. 200 201 202 203 205 206 207 208 209 216 217 218 219 220 221 227 228 229 230 231

Service Area 17C 17C MP MP 18A 18A 18B 18B 18B 17A 17A 19A 19A 17B 17B 15B 15B 15A 15A 15A

Projected Construction Cost $ 204,000 $ 4,000 $ 278,000 $ 252,000 $ 191,000 $ 52,000 $ 416,000 $ 416,000 $ 128,000 $ 248,000 $ 391,000 $ 81,000 $ 34,000 $ 516,000 $ 270,000 $ 475,000 $ 218,000 $ 52,000 $ 181,000 $ 105,000

Description New PS #17C at 1000 gpm 14" FM New MP PS at 1170 gpm and 10" FM New MP PS at 1170 gpm and 10" FM New PS #18A at 90 gpm 16" FM New PS at 18B1 at 2400 gpm New PS at 18B2 at 2400 gpm 14" FM New PS #17A at 1385 gpm 12" FM New PS #19A at 215 gpm 6" FM from new PS 19A New PS #17B at 3429 gpm 18" FM south to Winkler Road New PS #15B at 2986 gpm 16" FM 10" FM New PS #15A at 823 gpm 16" FM

Total Cost = $

4,512,000

Contingencies at 20% $ 41,000 $ 1,000 $ 56,000 $ 50,000 $ 38,000 $ 10,000 $ 83,000 $ 83,000 $ 26,000 $ 50,000 $ 78,000 $ 16,000 $ 7,000 $ 103,000 $ 54,000 $ 95,000 $ 44,000 $ 10,000 $ 36,000 $ 21,000

Engineering Legal Admin Financial at 25% $ 51,000 $ 1,000 $ 70,000 $ 63,000 $ 48,000 $ 13,000 $ 104,000 $ 104,000 $ 32,000 $ 62,000 $ 98,000 $ 20,000 $ 9,000 $ 129,000 $ 68,000 $ 119,000 $ 55,000 $ 13,000 $ 45,000 $ 26,000

$ $ $ $ $ $ $ $ $ $ $ $ $ $ $ $ $ $ $ $

Projected Total Project Cost 296,000 6,000 404,000 365,000 277,000 75,000 603,000 603,000 186,000 360,000 567,000 117,000 50,000 748,000 392,000 689,000 317,000 75,000 262,000 152,000

6,544,000

$ $ $ $ $ $ $ $

Projected Total Project Cost 157,000 23,876,000 21,402,000 400,000 220,000 53,000 203,000 383,000

902,000

1,130,000

For completion by 1997

Project No. 300 301 302 303 308 309 310 311 Appendix A

Service Area 17C South East 18A WF WF 28 31

Description Upgrade PS #14C to 2042 gpm Add 12 MGD Capacity at SWWTP Construct new 10 MGD East WWTP Upgrade PS #18A to 2901 gpm New PS #WF at 611 gpm Construct new 8" FM from WF Service Area to PS #17A 2100 L.F. Construct new 8" G.S. to south portion of service area 28 Construct new 8" G.S. to south portion of service area 31

Projected Construction Cost $ 108,000 $ 16,466,000 $ 14,760,000 $ 276,000 $ 152,000 $ 37,000 $ 140,000 $ 264,000

City of Fort Myers Sanitary Sanitary Sewer Master Plan

Contingencies at 20% $ 22,000 $ 3,293,000 $ 2,952,000 $ 55,000 $ 30,000 $ 7,000 $ 28,000 $ 53,000

Engineering Legal Admin Financial at 25% $ 27,000 $ 4,117,000 $ 3,690,000 $ 69,000 $ 38,000 $ 9,000 $ 35,000 $ 66,000

Page 2

Table A.1 1988 Sewer Master Plan Report Recommendations Total Cost = $

32,203,000

6,440,000

8,051,000

46,694,000

For completion by 2005 or Later

Project No. 400 401 402 406 410 411 412

Service Area 27 34 35 MP 18B 17A 17A

Description Upgrade PS #27 to 2346 gpm Upgrade PS #34 to 1417 gpm Upgrade PS #35 to 1330 gpm Upgrade PS #55 to 1170 gpm Parallel 24" FM Upgrade PS #17A to 2807 gpm New 16" FM to Ortiz Blvd

Projected Construction Cost $ 312,000 $ 26,000 $ 66,000 $ 18,000 $ 5,244,000 $ 210,000 $ 286,000 Total Cost = $

Appendix A

City of Fort Myers Sanitary Sanitary Sewer Master Plan

6,162,000

Contingencies at 20% $ 62,000 $ 5,000 $ 13,000 $ 4,000 $ 1,049,000 $ 42,000 $ 57,000

Engineering Legal Admin Financial at 25% $ 78,000 $ 7,000 $ 17,000 $ 5,000 $ 1,311,000 $ 53,000 $ 72,000

$ $ $ $ $ $ $

Projected Total Project Cost 452,000 38,000 96,000 27,000 7,604,000 305,000 415,000

8,937,000

1,232,000

1,543,000

Page 3

Table A.2 1993 Sewer Master Plan Report Recommendations

Proposed Six-Year Sewer Replacement Program Phase 1 Phase 2 Phase 3 Phase 4 Phase 5 Phase 6

$ $ $ $ $ $

1,640,000 3,720,000 5,270,000 4,100,000 3,900,000 3,700,000

Total =

22,330,000

Proposed Capital Improvement Plan (includes only major recommendations) 1993/1994 - Measure City and County individual influent flows. - Construct SR 80 sewer and water improvements b/w Fremont and Prospect. - Design Phase 1 of the Sewer Replacement Program. 1994/1995 - Construct Phase 1 of the Sewer Replacement Program. - Design Phase 2 of the Sewer Replacement Program. - Implement two central stations on manifolded force main (near Fort Myers Country Club and near intersection of Ortiz and Colonial). - Replace/rebuild manholes and services on insituformed mains on Terry Ave. and Marion Street. 1995/1996 - Construct Phase 2 of the Sewer Replacement Program. - Design Phase 3 of the Sewer Replacement Program. - Update pump stations 7 (from 550 to 2700 gpm) and 20 (from 800 to 1600 gpm). - Replace/rebuild manholes and services on insituformed mains on Shiver Dr. and Poinciana Ave. 1996/1997 - Construct Phase 3 of the Sewer Replacement Program. - Design Phase 4 of the Sewer Replacement Program. - Update pump stations 23 (from 240 to 850 gpm) and 24 (from 800 to 1300 gpm). - Replace/rebuild manholes and services on insituformed mains on Indian St, Wright St, Dora St, Evans Ave.

Appendix A

City of Fort Myers Wastewater Master Plan

Page 1

Table A.2 1993 Sewer Master Plan Report Recommendations

Proposed Capital Improvement Plan (cont.) (includes only major recommendations) 1997/1998 - Construct Phase 4 of the Sewer Replacement Program. - Design Phase 5 of the Sewer Replacement Program. - Rebuild pump stations 27 (from 275 to 1300 gpm), 30 (from 250 to 3550 gpm), 34 (from 270 to 1650), and 35 (from 250 to 850). - Replace/rebuild manholes and services on insituformed mains on Valencia Way, Alhambra Dr, McGregor Blvd, Plumosa Dr, Sunset Pl. 1998/1999 - Construct Phase 5 of the Sewer Replacement Program. - Design Phase 6 of the Sewer Replacement Program. - Rebuild pump stations 44 (from 300 to 3200 gpm), 55 (from 1020 to 5300 gpm), 60 (from 115 to 250), and 5 (from 500 to 800). 1999/2000 - Construct Phase 6 of the Sewer Replacement Program. - Rebuild pump stations 9 (from 410 to 550 gpm), 12 (from 440 to 500 gpm), 23 (from 240 to 850), and 53 (from 270 to 350). 2000/2001 - Remove force main from PS #3 to PS #4 and build main extension for PS #3 directly to Central AWWTP. - Rebuild pump stations 7 (from 550 to 2700 gpm), 17 (from 100 to 120 gpm), and 41 (from 600 to 2010). - Rebuild pump stations 65 (from 430 to 750 gpm), 66 (from 180 to 500 gpm), and 64 (from 385 to 700). 2001/2002 - Rebuild pump stations 67 (from 390 to 650 gpm), 70 (from 230 to 350 gpm), and 8 (from 2650 to 2900). - Design and construct Central Pump Station No. "A" in the vicinity of the Fort Myers Country Club. 2002/2003 - Design and construct Central Pump Station No. "B" in the vicinity of the Ortiz Ave. and Colonial Blvd.

Appendix A

City of Fort Myers Wastewater Master Plan

Page 2

DEPARMENT OF ENVIRONMENTAL PROTECTION DISCHARGE MONITORING REPORT - PART A FACILITY NAME: MAILING ADRESS:

City of Fort Myers P.O. Drawer 2217 Fort Myers, Fl 33902

FACILITY: LOCATION:

Fort Myers Central WWTF 1501 Raleigh Street Fort Myers, Fl 33901 Lee

COUNTY

PERMIT NUMBER: LIMIT: CLASS SIZE: GMS ID NO.:

FL0021261 Final Major 5236M02191

MONITORING GROUP NUMBER: PLANT SIZE/TREATMENT TYPE: NO DISCHARGE FROM SITE:

D-001 IA

MONITORING PERIOD: PARAMETER

Quantity or Loading

FLOW

Sample Measurement

PARM Code 50050 Mon. Site No. EFF-01

Units

REPORT: GROUP: GMS TEST SITE NO:

From:

Quality of Concentration

Monthly Domestic

To: Units

No Ex.

Frequency of Analysis

Sample Type

Continuous

N/A

**************

MGD

**************

Continuous

Flow meters and totalizers

**************

mg/L

5/7

24HC

mg/L

5 days/Week

24-hour FPC

Permit Requirement

11.0 Mo. Avg.

**************

MGD

**************

BOD Carbonaceous 5 day, 20C

Sample Measurement

**************

PARM Code 80082 Mon. Site No. EFF-01

Permit Requirement

**************

20.0 An. Avg.

**************

lb/day

mg/L

5/7

24HC

40.0 Weekly Avg.

60.0 Maximum

mg/L

5 days/Week

24-hour FPC

**************

mg/L

5/7

24HC

**************

mg/L

5 days/Week

24-hour FPC

mg/L

5/7

24HC

mg/L

5 days/Week

24-hour FPC

BOD Carbonaceous 5 day, 20C

Sample Measurement

PARM Code 80082 Mon. Site No. EFF-01

Permit Requirement

2295.0 Mo. Avg.

**************

lb/day

25.0 Mo. Avg.

Sample Measurement

**************

Permit Requirement

**************

Solids, Total Suspended

Sample Measurement

**************

lb/day

PARM Code 00530 Mon. Site No. EFF-01

Permit Requirement

2754.0 Mo. Avg.

**************

lb/day

Solids, Total Suspended PARM Code 00530 Mon. Site No. EFF-01

30.0 Mo. Avg.

20.0 An. Avg.

45.0 Week. Avg.

60.0 Maximum

I Certify under penalty of law that I have personally examined and am familiar with the information submitted herein; and base on my inquiry of those individuals immediately responsible for obtaining the information, I believe the submitted information is true, accurate and complete. I am aware that there are significant penalties for submitting false information including the possibility of fine and imprisonment Name/Title of Principal Executive Officer or Authorized Agent

Signature of Principal Executive Officer or Authorized Agent

Telephone No

Date(y/m/d)

(941) 332-6850

ALBERT ABDO / PUBLIC WORKS DIRECTOR COMMENT AND EXPLANATION OF ANY VIOLATIONS (Reference all attachements here): (Attach additional sheets if necessary.)

Appendix B

City of Fort Myers Sanitary Sewer Master Plan

Page 1

DEPARMENT OF ENVIRONMENTAL PROTECTION DISCHARGE MONITORING REPORT - PART A (CONTINUED) PERMITTEE NAME:Fort Myers Central AWWTF

PARAMETER

Quantity or Loading

pH PARM Code 00400 Mon. Site No. EFA-01

Coliform, Fecal PARM Code 74055 Mon. Site No. EFA-01

Total Residual Chlorine (for disinfection) PARM Code 50060 Mon. Site No. EFA-01

Total Residual Chlorine (for Dechlorination) PARM Code 50060 Mon. Site No. EFD-01

Nitrogen, Total PARM Code 00600 Mon. Site No. EFF-01

Phosphorus, Total (as P) PARM Code 00665 Mon. Site No. EFF-01

PERMIT NUMBER:FL0021261

MONITORING GROUP NUMBER: D-001

Frequency of Analysis

Sample Type

s.u.

Continuous

N/A

8.5 Maximum

s.u.

Continuous

Meter

**************

#/100ml

5/7

GRAB

**************

#/100ml

5 Days/week

GRAB

#/100ml

5/7

GRAB

Units

Quality of Concentration

Units

**************

Sample Measurement

**************

Permit Requirement

**************

6.5 Minimum

Sample Measurement

**************

Permit Requirement

**************

Sample Measurement

**************

Permit Requirement

**************

Sample Measurement

**************

Permit Requirement

**************

Sample Measurement

**************

Permit Requirement

**************

Sample Measurement

200 Mo. Geo. Mean

**************

200 An. Avg.

No Ex.

400 90 Percentile

800 Maximum

#/100ml

5 Days/week

GRAB

**************

mg/L

Continuous

N/A

0.5 Minimum

**************

mg/L

Continuous

Meter

**************

mg/L

7/7

GRAB

**************

0.01 Maximum

mg/L

Daily

GRAB

**************

mg/L

5/7

24HC

Permit Requirement

**************

mg/L

5 Days/week

24-hour FPC

Sample Measurement

**************

lbs/day

mg/L

5/7

24HC

Permit Requirement

**************

275.0 Mo. Avg.

lbs/day

3.0 Mo. Avg.

6.0 Maximum

mg/L

5 Days/week

24-hour FPC

Sample Measurement

**************

mg/L

5/7

24HC

Permit Requirement

**************

mg/L

5 Days/week

24-hour FPC

Sample Measurement

**************

lbs/day

mg/L

5/7

24HC

Permit Requirement

**************

46.0 Mo. Avg.

lbs/day

mg/L

5 Days/week

24-hour FPC

0.5 Mo. Avg.

3.0 An. Avg.

4.5 Week Avg.

0.5 An. Avg.

0.75 Week. Avg.

1.0 Maximum

Signature of Principal Executive Officer or Authorized Agent

Telephone No

Date(y/m/d)

(941) 332-6850

ALBERT ABDO. / PUBLIC WORKS DIRECTOR COMMENT AND EXPLANATION OF ANY VIOLATIONS (Reference all attachements here): (Attach additional sheets if necessary).

Appendix B

City of Fort Myers Sanitary Sewer Master Plan

Page 2

DEPARMENT OF ENVIRONMENTAL PROTECTION DISCHARGE MONITORING REPORT - PART A (CONTINUED) PERMITTEE NAME:Fort Myers Central AWWTF

PARAMETER

PERMIT NUMBER:FL0021261

Quantity or Loading

Oxygen, Dissolved (DO)

Units

Quality of Concentration

Sample Measurement

**************

Permit Requirement

**************

4.0 Minimum

BOD. Carbonaseous 5 day, 20C Percent Removal

Sample Measurement

**************

PARM Code 80091 Mon. Site No. EFF-01

Permit Requirement

**************

Sample Measurement

**************

Permit Requirement

**************

MGD

**************

PARM Code 00300 Mon. Site No. EFD-01

Solids, Total Suspended Percent Removal PARM Code 81011 Mon. Site No. EFF-01

Flow (Influent) PARM Code 50050 Mon. Site No. INF-02

Sample Measurement G

Flow (Influent) PARM Code 50050 Mon. Site No. INF-02

Permit Requirement

11.0 An. Avg.

Sample Measurement P

MONITORING GROUP NUMBER: D-001

GRAB

**************

mg/L

Daily

GRAB

**************

Percent

1/30

Calculated

**************

Percent

Once per Month

Calculated

**************

Percent

1/30

Calculated

85.0 Min. Mo. Avg.

**************

Percent

Once per Month

Calculated

**************

Continuous

N/A

MGD

**************

Continuous

Flow Meters and Totalizers

**************

MGD

**************

Continuous

N/A

**************

Continuous

Flow Meters and Totalizers

**************

mg/L

5/7

24HC

**************

mg/L

5 Days/week

24-hour FPC

**************

mg/L

5/7

24HC

**************

mg/L

5 Days/week

24-hour FPC

Minutes

1/30

Calculated

Minutes

Once per Month

Calculated

Percent

1/30

Calculated

Percent

Once per Month

Calculated

5.0 Min. Daily Avg.

85.0 Min. Mo. Avg.

MGD

**************

BOD. Carbonaseous 5 day, 20C

Sample Measurement

**************

PARM Code 80082 Mon. Site No. INF-01

Permit Requirement

**************

Sample Measurement

**************

Permit Requirement

**************

Report Mo. Avg.

Sample Measurement

**************

Permit Requirement

**************

pH , % of Time Exceeding Limits

Sample Measurement

**************

PARM Code 72108 Mon. Site No. EFA-01

Permit Requirement

**************

pH Length of Excursion PARM Code 72107 Mon. Site No. EFA-01

Sample Type

7/7

**************

PARM Code 00530 Mon. Site No. INF-01

Frequency of Analysis

mg/L

Report Mo. Avg.

Solids, Total Suspended

No Ex.

**************

Permit Requirement

Units

Report Mo. Avg.

60.0 Maximum

1.0 Maximum

Signature of Principal Executive Officer or Authorized Agent

Telephone No

Date(y/m/d)

(941) 332-6850

ALBERT ABDO. / PUBLIC WORKS DIRECTOR COMMENT AND EXPLANATION OF ANY VIOLATIONS (Reference all attachements here): (Attach additional sheets if necessary).

Appendix B

City of Fort Myers Sanitary Sewer Master Plan

Page 3

DEPARMENT OF ENVIRONMENTAL PROTECTION DISCHARGE MONITORING REPORT - PART A (CONTINUED) Annual Monitoring PERMITTEE NAME:Fort Myers Central AWWTF

PERMIT NUMBER:FL0021261

PARAMETER

Quantity or Loading

MONITORING GROUP NUMBER: D-001 Quality of Concentration

No Ex.

Average

Maximum

Units

Minimum

Average

Maximum

Units

ALUMINUM (TOTAL RECOV)

Sample Measurement

**************

MNR

mg/L

PARM Code 01104 Mon Site No. EFD-01

Permit Requirement

**************

1.5 Maximum

mg/L

ANTIMONY (TOTAL RECOV)

Sample Measurement

**************

MNR

µg/L

PARM Code 01268 Mon Site No. EFD-01

Permit Requirement

**************

4300.0 Maximum

µg/L

Sample Measurement

**************

MNR

µg/L

Permit Requirement

**************

50.0 Maximum

µg/L

Sample Measurement

**************

MNR

#/100 ml

Permit Requirement

**************

800 Maximum

#/100 mL

Sample Measurement

**************

MNR

#/100 ml #/100 mL

ARSENIC (TOTAL RECOV) PARM Code 00978 Mon Site No. EFD-01

FECAL COLIFORM PARM Code 31616 Mon Site No. EFD-01

TOTAL COLIFORM PARM Code 31504 Mon Site No. EFD-01

Permit Requirement

CHROMIUM, HEX (TOTAL RECOV) Sample Measurement PARM Code 78247 I Permit Mon Site No. EFD-01 Requirement COPPER (TOTAL RECOV) Sample Measurement PARM Code 01119 I Permit Mon Site No EFD-01 Requirement DETERGENTS Sample Measurement PARM Code 38260 I Permit Mon Site No. EFD-01 Requirement IRON (TOTAL RECOV) Sample Measurement PARM Code 00980 I Permit Mon Site No. EFD-01 Requirement

**************

2400 Maximum

**************

MNR

µg/L

**************

50.0 Maximum

µg/L

**************

MNR

µg/L

**************

2.9 Maximum

µg/L

**************

MNR

mg/L mg/L

**************

0.5 Maximum

**************

MNR

mg/L

**************

0.3 Maximum

mg/L

Frequency of Analysis

Sample Type

1/360

Grab

Annual

Grab

1/360

Grab

Annual

Grab

1/360

Grab

Annual

Grab

1/360

Grab

Annual

Grab

1/360

Grab

Annual

Grab

1/360

Grab

Annual

Grab

1/360

Grab

Annual

Grab

1/360

Grab

Annual

Grab

1/360

Grab

Annual

Grab

Signature of Principal Executive Officer or Authorized Agent

Telephone No

Date(y/m/d)

(941) 332-6850

ALBERT ABDO. / PUBLIC WORKS DIRECTOR COMMENT AND EXPLANATION OF ANY VIOLATIONS (Reference all attachements here): (Attach additional sheets if necessary).

Appendix B

City of Fort Myers Sanitary Sewer Master Plan

Page 4

DEPARMENT OF ENVIRONMENTAL PROTECTION DISCHARGE MONITORING REPORT - PART A (CONTINUED) Annual Monitoring PERMITTEE NAME:Fort Myers Central AWWTF

PERMIT NUMBER:FL0021261

PARAMETER

Quantity or Loading

MONITORING GROUP NUMBER: D-001 Quality of Concentration

No Ex.

Average

Maximum

Units

Minimum

Average

Maximum

Units

Sample Measurement

**************

MNR

µg/L

Permit Requirement

**************

5.6 Maximum

µg/L

MERCURY (TOTAL RECOV)

Sample Measurement

**************

MNR

µg/L

PARM Code 71901 Mon Site No. EFD-01

Permit Requirement

**************

0.025 Maximum

µg/L

Sample Measurement

**************

MNR

mg/L

Permit Requirement

**************

REPORT Maximum

mg/L

CHLORIDES (TOTAL RECOV)

Sample Measurement

**************

MNR

mg/L

PARM Code 00940 Mon Site No. EFD-01

Permit Requirement

**************

REPORT Maximum

mg/L

Sample Measurement

**************

MNR

mg/L mg/L

LEAD (TOTAL RECOV) PARM Code 01114 Mon Site No. EFD-01

AMMONIA, (UNIONIZED) PARM Code 00612 Mon Site No. EFD-01

FLUORIDE PARM Code 00951 Mon Site No. EFD-01

SPECIFIC CONDUCTANCE PARM Code 00095 Mon Site No. EFD-01

NICKEL (TOTAL RECOV) PARM Code 01074 Mon Site No. EFD-01

SILVER (TOTAL RECOV) PARM Code 01079 Mon Site No. EFD-01

ZINC (TOTAL RECOV) PARM Code 01094 Mon Site No. EFD-01

Permit Requirement

**************

5.0 Maximum

Sample Measurement

**************

MNR

Micromhos/cm

Permit Requirement

**************

REPORT

Micromhos/cm

Sample Measurement

**************

MNR

µg/L

Permit Requirement

**************

8.3 Maximum

µg/L

Sample Measurement

**************

MNR

µg/L µg/L

Permit Requirement

**************

2.3 Maximum

Sample Measurement

**************

MNR

µg/L

Permit Requirement

**************

86.0 Maximum

µg/L

Frequency of Analysis

Sample Type

1/360

Grab

Annual

Grab

1/360

Grab

Annual

Grab

1/360

Grab

Annual

Grab

1/360

Grab

Annual

Grab

1/360

Grab

Annual

Grab

1/360

Grab

Annual

Grab

1/360

Grab

Annual

Grab

1/360

Grab

Annual

Grab

1/360

Grab

Annual

Grab

Signature of Principal Executive Officer or Authorized Agent

Telephone No

Date(y/m/d)

(941) 332-6850

ALBERT ABDO. / PUBLIC WORKS DIRECTOR COMMENT AND EXPLANATION OF ANY VIOLATIONS (Reference all attachements here): (Attach additional sheets if necessary).

Appendix B

City of Fort Myers Sanitary Sewer Master Plan

Page 5

DEPARMENT OF ENVIRONMENTAL PROTECTION DISCHARGE MONITORING REPORT - PART A (CONTINUED) Annual Monitoring PERMITTEE NAME:Fort Myers Central AWWTF

PERMIT NUMBER:FL0021261

PARAMETER

Quantity or Loading

MONITORING GROUP NUMBER: D-001 Quality of Concentration

No Ex.

Frequency of Analysis

Sample Type

1/360

Grab

Annual

Grab

1/360

Grab

Annual

Grab

1/360

Grab

Annual

Grab

1/360

Grab

Annual

Grab

1/360

Grab

Average

Maximum

Units

Minimum

Average

Maximum

Units

Sample Measurement

**************

MNR

mg/L

Permit Requirement

**************

5.0 Maximum

mg/L

CHLORODIBROMOMETHANE

Sample Measurement

**************

MNR

**************

µg/L

PARM Code 34306 Mon Site No. EFD-01

Permit Requirement

**************

34.0 MAX ANNUAL AVG

**************

µg/L

DICHLOROBROMOMETHANE

Sample Measurement

**************

MNR

**************

µg/L

PARM Code 32101 Mon Site No. EFD-01

Permit Requirement

**************

22.0 MAX ANNUAL AVG

**************

µg/L

Sample Measurement

**************

MNR

**************

µg/L

Permit Requirement

**************

470.8 MAX ANNUAL AVG

**************

µg/L

Sample Measurement

**************

MNR

PPT

Permit Requirement

**************

Report

PPT

Annual

Grab

Sample Measurement

**************

Permit Requirement

**************

Sample Measurement

**************

Permit Requirement

**************

Sample Measurement

**************

Permit Requirement

**************

Sample Measurement

**************

Permit Requirement

**************

OILS AND GREASES PARM Code 00552 Mon Site No. EFD-01

CHLOROFORM PARM Code 32106 Mon Site No. EFD-01

SALINITY PARM Code 00480 Mon Site No. EFD-01

Signature of Principal Executive Officer or Authorized Agent

Telephone No

Date(y/m/d)

(941) 332-6850

ALBERT ABDO. / PUBLIC WORKS DIRECTOR COMMENT AND EXPLANATION OF ANY VIOLATIONS (Reference all attachements here): (Attach additional sheets if necessary).

Appendix B

City of Fort Myers Sanitary Sewer Master Plan

Page 6

DEPARMENT OF ENVIRONMENTAL PROTECTION DISCHARGE MONITORING REPORT - PART A When completed mail this report to: Department of Environmental Protection, Wastewater Facilities Management Section, MS 3551, 2600 Blair Stone Road, Tallahassee, FL 32399-2400

FACILITY NAME: MAILING ADRESS:

City of Fort Myers P.O. Drawer 2217 Fort Myers, Fl 33902

FACILITY: LOCATION:

Fort Myers Central WWTF 1501 Raleigh Street Fort Myers, Fl 33901 Lee

COUNTY

PERMIT NUMBER: LIMIT: CLASS SIZE: GMS ID NO.:

FL0021261 Final Major 5236M02191

MONITORING GROUP NUMBER: PLANT SIZE/TREATMENT TYPE: NO DISCHARGE FROM SITE:

D-001 IA

MONITORING PERIOD: PARAMETER

Quantity or Loading

Units

REPORT: GROUP: GMS TEST SITE NO:

From:

To:

Quality of Concentration Units

LC50 STATRE 96HOUR ACUTE Ceriodaphnia dubia(Routine)

Sample Measurement

PARM Code TAN3B Mon Site No. EFD-01

Permit Requirement

LC50 STATRE 96HOUR ACUTE Ceriodaphnia dubia(additional)

Sample Measurement

PARM Code TAN3B Mon Site No. EFD-01

Permit Requirement

LC50 STATRE 96HOUR ACUTE Cyprinella leedsi(Routine)

Sample Measurement

PARM Code TAN6H Mon. Site No. EFD-01

Permit Requirement

LC50 STATRE 96HOUR ACUTE Cyprinella leedsi(Additional)

Sample Measurement

PARM Code TAN6H Mon. Site No. EFD-01

Permit Requirement

**************

MNR

**************

100 Minimum

**************

MNR 100 Minimum MNR

**************

100 Minimum

**************

MNR

**************

100 Minimum

**************

Toxicity Domestic

percent

No Ex. 0

percent percent

percent percent percent

Frequency of Analysis

Sample Type

1/180

Grab

semi-annual

4 grabs/ 24 hour

As needed

As required by the permit

As needed

As required by the permit

1/180

Grab

semi-annual

4 grabs/ 24 hour

As needed

As required by the permit

As needed

As required by the permit

Signature of Principal Executive Officer or Authorized Agent

Telephone No

Date(y/m/d)

(941) 332-6850

ALBERT ABDO. / PUBLIC WORKS DIRECTOR COMMENT AND EXPLANATION OF ANY VIOLATIONS (Reference all attachements here): (Attach additional sheets if necessary.)

Appendix B

City of Fort Myers Sanitary Sewer Master Plan

Page 7

FACILITY NAME: MAILING ADRESS:

City of Fort Myers P.O. Drawer 2217 Fort Myers, Fl 33902

FACILITY: LOCATION:

Fort Myers Central WWTF 1501 Raleigh Street Fort Myers, Fl 33901 Lee

COUNTY

PERMIT NUMBER: LIMIT: CLASS SIZE: GMS ID NO.:

FL0021261 Final Major 5236M02191

MONITORING GROUP NUMBER: PLANT SIZE/TREATMENT TYPE: NO DISCHARGE FROM SITE:

D-001 IA

MONITORING PERIOD: PARAMETER

Quantity or Loading

Units

REPORT: GROUP: GMS TEST SITE NO:

From:

To:

Quality of Concentration Units

LC50 STATRE 96HOUR ACUTE Mysidiopsis Bahia (Routine)

Sample Measurement

PARM Code TAN3E Mon Site No. EFD-01

Permit Requirement

LC50 STATRE 96HOUR ACUTE Mysidiopsis Bahia (Additional)

Sample Measurement

PARM Code TAN3E Mon Site No. EFD-01

Permit Requirement

LC50 STATRE 96HOUR ACUTE Menidia Beryllina (Routine)

Sample Measurement

PARM Code TAN6B Mon. Site No. EFD-01

Permit Requirement

LC50 STATRE 96HOUR ACUTE Menidia Beryllina (Additional)

Sample Measurement

PARM Code TAN6B Mon. Site No. EFD-01

Permit Requirement

**************

MNR

**************

percent

**************

100 Minimum

**************

percent

**************

MNR

**************

100 Minimum

**************

MNR

**************

100 Minimum

**************

MNR

**************

100 Minimum

**************

Toxicity Domestic

percent

No Ex. 0

percent percent

percent percent percent

Frequency of Analysis

Sample Type

1/180

Grab

semi-annual

4 grabs/ 24 hour

As needed

As required by the permit

As needed

As required by the permit

1/180

Grab

semi-annual

4 grabs/ 24 hour

As needed

As required by the permit

As needed

As required by the permit

Signature of Principal Executive Officer or Authorized Agent

Telephone No

Date(y/m/d)

(941) 332-6850

ALBERT ABDO. / PUBLIC WORKS DIRECTOR COMMENT AND EXPLANATION OF ANY VIOLATIONS (Reference all attachements here): (Attach additional sheets if necessary.)

Appendix B

City of Fort Myers Sanitary Sewer Master Plan

Page 8

FACILITY NAME: MAILING ADRESS:

City of Fort Myers P.O. Drawer 2217 Fort Myers, Fl 33902

FACILITY: LOCATION:

Fort Myers Central WWTF 1501 Raleigh Street Fort Myers, Fl 33901 Lee

COUNTY

PERMIT NUMBER: LIMIT: CLASS SIZE: GMS ID NO.:

FL0021261 Final Major 5236M02191

MONITORING GROUP NUMBER: PLANT SIZE/TREATMENT TYPE: NO DISCHARGE FROM SITE:

R-001 IA

MONITORING PERIOD: PARAMETER

Quantity or Loading

Units

REPORT: GROUP: GMS TEST SITE NO:

From:

To:

Quality of Concentration Units

Flow

Sample Measurement

PARM Code 50050 Mon. Site No. EFF-02

Monthly Domestic

**************

MGD

**************

No Ex.

Frequency of Analysis

Sample Type

Continuous

N/A

Continuous

Flow meters and totalizers

Continuous

N/A

Permit Requirement

1.51 An. Avg.

**************

MGD

**************

Sample Measurement

#REF!

**************

MGD

**************

Permit Requirement

2.0 Mo. Avg.

**************

MGD

**************

Continuous

Flow meters and totalizers

BOD, Carbonaceous 5 day, 20C

Sample Measurement

**************

mg/L

5/7

Composite

PARM Code 80082 Mon. Site No. EFA-02

Permit Requirement

mg/L

5 Days/Week

24-hour FPC

mg/L

5/7

Composite

mg/L

5 Days/Week

24-hour FPC

mg/L

7/7

Grab

mg/L

Daily

Grab

Flow PARM Code 50050 Mon. Site No. EFF-02

BOD, Carbonaceous 5 day, 20C PARM Code 80082 Mon. Site No. EFA-02

Sample Measurement Permit Requirement

Solids, Total Suspended

Sample Measurement

PARM Code 00530 Mon. Site No. EFB-01

Permit Requirement

**************

20.0 An. Avg.

**************

#REF!

**************

30.0 Mo. Avg.

45.0 Week Avg.

60.0 Maximum

**************

#REF!

**************

5.0 Maximum

**************

Signature of Principal Executive Officer or Authorized Agent

Telephone No

Date(y/m/d)

(941) 332-6850

ALBERT ABDO. / PUBLIC WORKS DIRECTOR COMMENT AND EXPLANATION OF ANY VIOLATIONS (Reference all attachements here): (Attach additional sheets if necessary.)

Appendix B

City of Fort Myers Sanitary Sewer Master Plan

Page 9

FACILITY NAME: MAILING ADRESS:

City of Fort Myers P.O. Drawer 2217 Fort Myers, Fl 33902

FACILITY: LOCATION:

Fort Myers Central WWTF 1501 Raleigh Street Fort Myers, Fl 33901 Lee

COUNTY

PERMIT NUMBER: LIMIT: CLASS SIZE: GMS ID NO.:

FL0021261 Final Major 5236M02191

MONITORING GROUP NUMBER: PLANT SIZE/TREATMENT TYPE: NO DISCHARGE FROM SITE:

R-001 IA

MONITORING PERIOD: PARAMETER

Quantity or Loading

Units

REPORT: GROUP: GMS TEST SITE NO:

From:

To:

Quality of Concentration Units

Coliform, Fecal PARM Code 74055 Mon. Site No. EFA-02

Sample Measurement I

Permit Requirement

Total Residual Chlorine (For Disinfection)

Sample Measurement

PARM Code 50060 Mon. Site No. EFA-02

Permit Requirement

Sample Measurement

PARM Code 00400 Mon. Site No. EFA-02

pH. Length of Excursion PARM Code 72107 Mon. Site No. EFA-02

Permit Requirement Sample Measurement

Permit Requirement

pH. % of Time Exceeding Limits

Sample Measurement

PARM Code 72108 Mon. Site No. EFA-02

Permit Requirement

**************

Non Detectable (75 Percentile)

**************

Monthly Domestic

No Ex.

Frequency of Analysis

Sample Type

7/7

Grab

Daily

Grab

Continuous

N/A

**************

#/100ml

25 Maximum

**************

#/100ml

#REF!

**************

mg/L

**************

1.0 Min.

**************

mg/L

Continuous

Meter

**************

#REF!

**************

s.u.

Continuous

N/A

8.5 Maximum

**************

s.u.

Continuous

Meter

minutes

1/30

Calculated

minutes

Once/Month

Calculated

Percent

1/30

Calculated

Percent

Once/Month

Calculated

**************

6.0 Minimum

**************

60.0 Maximum

1.0 Maximum

Signature of Principal Executive Officer or Authorized Agent

Telephone No

Date(y/m/d)

(941) 332-6850

ALBERT ABDO. / PUBLIC WORKS DIRECTOR COMMENT AND EXPLANATION OF ANY VIOLATIONS (Reference all attachements here): (Attach additional sheets if necessary.)

Appendix B

City of Fort Myers Sanitary Sewer Master Plan

Page 10

DAILY SAMPLE RESULTS-PART B

Permit Number: Monitoring Period

Flow (MGD)

FL0021261

Three Month Average Daily Flow:

From:

Flow (MGD)

To:

Flow (MGD)

CBOD5 (mg/L)

(TMADF/Permitted Capacity)x100:

CBOD5 (mg/L)

TSS (mg/L)

pH (Max)

pH (Min)

pH (Max)

Code

50050

80082

00530

00400

Mon. Site

EFF-01

EFF-02

INF-02

EFA-02

EFF-01

INF-01

EFB-01

EFF-01

INF-01

EFA-01

EFA-02

12.05

0.76

10.75

0.8

1.9

105

0.6

4.1

7.3

7.1

7.3

10.56

0.88

9.78

2.0

4.5

0.8

4.2

7.3

7.0

7.3

10.09

0.76

9.13

1.2

7.3

7.0

7.4

9.68

0.81

8.87

1.0

7.3

7.2

7.4

9.43

0.62

7.69

0.8

3.2

122

0.7

8.0

102

7.4

7.2

9.24

0.55

8.17

0.8

1.8

111

0.3

5.6

100

7.3

7.2

7.3

8.83

0.53

7.84

0.7

2.1

151

0.7

5.7

122

7.3

7.2

7.3

8.40

0.86

7.63

0.9

2.6

171

0.3

5.6

119

7.3

7.1

7.4

8.23

1.03

7.57

0.9

2.4

231

0.6

5.2

206

7.3

7.0

7.4

7.47

0.95

7.29

0.2

7.4

7.0

7.3

7.84

0.89

7.39

0.4

7.4

6.8

7.4

7.97

0.88

7.10

1.1

4.6

131

1.0

10.8

109

7.3

6.9

7.3

7.49

1.00

7.13

1.2

1.6

166

0.4

5.5

224

7.3

6.9

7.3

7.16

1.01

7.03

1.5

2.7

197

1.0

6.4

155

7.2

6.9

7.4

7.01

1.07

6.89

1.0

4.5

239

0.7

9.1

288

7.2

6.7

7.4

6.94

1.02

6.79

1.3

3.2

389

0.7

6.7

446

7.2

6.9

7.3

6.27

1.00

6.38

0.7

7.4

6.9

7.3

6.64

0.90

6.67

1.7

7.5

6.9

7.4

6.80

0.82

6.38

1.1

2.5

154

1.4

5.1

116

7.2

6.9

7.2

6.63

0.76

6.48

1.3

2.7

210

0.9

5.2

153

7.1

6.8

7.2

6.37

0.81

6.29

1.5

3.7

256

1.2

6.5

248

7.5

7.0

7.3

6.12

1.10

6.31

1.7

3.7

289

1.3

6.6

258

7.4

7.0

7.4

6.34

1.07

6.22

1.3

2.9

233

1.6

4.7

227

7.3

7.2

7.3

6.30

1.07

6.14

1.2

7.2

6.9

7.3

6.38

1.00

6.32

1.7

7.2

6.8

7.3

6.12

1.07

6.41

0.9

1.8

147

1.2

6.8

130

7.3

6.7

7.2

6.40

1.09

6.17

0.8

2.2

212

1.9

7.1

163

7.6

6.8

7.3

5.54

1.22

6.17

1.3

2.6

251

1.5

6.2

297

7.2

6.8

7.2

5.41

0.99

6.45

1.7

2.7

363

2.0

5.6

441

7.3

6.8

7.4

5.11

0.93

6.15

3.3

5.4

271

1.5

6.8

267

7.4

7.1

7.3

4.69

0.68

5.76

7.4

7.0

7.4

PLANT STAFFING: Day Shift Operator Evening Shift Operator Nigth Shift Operator Lead Operator

Class: Class: Class: Class:

1.5

A A B A

Type of Effluent Disposal or Reclaimed Water Reuse: Limited Wet Weather Discharge Activated: Yes:

Certificate No. Certificate No. Certificate No. Certificate No.

3351 7916 9029 7178

Name: Name: Name: Name:

L.S. Davis Henri Lafenetre David Harris Mario Curiel

Surface Water Discharge/Industrial, Public Access & Land Application System No: Not Applicable: X If yes, cumulative days of wet weather discharge:

*attach additional sheets if necessary to list all certified operators

Appendix B

City of Fort Myers Sanitary Sewer Master Plan

Page 11

DAILY SAMPLE RESULTS-PART B

Permit Number: Monitoring Period

pH (Min)

FL0021261 From:

Fecal Coliform Bacteria (#/100ml)

To:

Fecal Coliform Bacteria (#/100ml)

TRC (For TRC (For Disinfect.) Disinfect.) mg/L mg/L

TRC(For Dichlor.) (mg/L)

Three Month Average Daily Flow:

N/A

(TMADF/Permitted Capacity)x100:

N/A

Nitrogen, Nitrogen, Total Total (lbs.) (mg/L)

Turbidity (ntus)

Oxigen, Phosphoro Phosphoro Dissolved us, Total us, Total (DO) (mg/L) (lbs.) (mg/L)

Code

00400

74055

50060

00600

00700

00665

00300

Mon. Site

EFA-02

EFA-01

EFA-02

EFA-01

EFA-02

EFD-01

EFF-01

EFB-01

EFF-01

EFD-01

7.1

<1.0

<1.00

1.2

2.1

<0.001

1.49

150

1.5

0.03

6.4

7.1

<1.0

<1.00

1.9

2.3

<0.001

1.25

110

1.5

0.03

5.5

7.2

<1.00

1.4

1.6

<0.001

1.3

7.1

<1.00

2.0

1.8

<0.001

1.1

7.0

<1.0

<1.00

2.8

<0.001

1.81

142

1.3

0.05

5.4

7.0

<1.0

<1.00

2.8

3.0

<0.001

1.75

135

1.4

0.04

5.9

7.1

<1.0

<1.00

2.7

5.0

<0.001

2.49

183

1.5

0.06

6.3

7.0

<1.0

<1.00

1.3

2.0

<0.001

1.90

133

1.6

0.03

6.7

7.1

<1.0

<1.00

1.9

<0.001

1.43

1.7

0.02

6.2

7.1

<1.00

2.3

3.0

<0.001

1.8

7.2

<1.00

1.4

1.9

<0.001

1.6

6.9

<1.0

<1.00

1.4

3.2

<0.001

1.33

1.7

0.06

6.3

7.0

<1.0

<1.00

1.1

3.8

<0.001

1.17

1.6

0.03

5.7

7.0

<1.0

<1.00

1.0

2.7

<0.001

1.27

1.8

0.05

5.4

7.1

<1.0

<1.00

1.2

2.0

<0.001

1.38

2.0

0.08

6.0

7.0

<1.0

<1.00

1.3

2.5

<0.001

1.99

115

2.1

0.06

6.2

7.1

<1.00

1.0

2.6

<0.001

2.9

7.2

<1.00

2.1

2.3

<0.001

2.4

7.1

<1.0

<1.00

1.5

2.9

<0.001

1.82

7.1

<1.0

<1.00

1.0

2.0

<0.001

7.0

<1.0

<1.00

1.4

2.2

<0.001

7.1

<1.0

<1.00

2.6

7.0

<1.0

<1.00

2.6

7.0

<1.00

6.8

7.0

27 28

5.8 5.2

6.0 6.4

5.5 5.8

103

2.3

0.04

5.7

1.22

2.2

0.04

5.1

3.51

186

2.6

0.05

5.8

<0.001

4.38

224

2.9

0.11

6.2

2.9

<0.001

4.28

226

2.9

0.07

5.9

1.6

3.2

<0.001

2.9

<1.00

1.6

3.6

<0.001

2.8

<1.0

<1.00

1.2

<0.001

1.68

2.7

0.05

6.4

7.0

<1.0

<1.00

0.9

2.0

<0.001

1.81

2.7

0.10

5.4

7.0

<1.0

<1.00

1.6

2.4

<0.001

1.72

1.7

0.08

5.4

6.9

<1.0

<1.00

3.9

2.0

<0.001

2.52

114

2.5

0.02

5.8

7.1

<1.0

<1.00

2.9

2.2

<0.001

3.39

144

2.4

0.03

5.9

6.8

<1.00

1.2

2.1

<0.001

PLANT STAFFING: Day Shift Operator Evening Shift Operator Nigth Shift Operator Lead Operator

Class: Class: Class: Class:

A A B A

Type of Effluent Disposal or Reclaimed Water Reuse: Limited Wet Weather Discharge Activated: Yes:

Certificate No. Certificate No. Certificate No. Certificate No.

5.6 6.3

2.8

3351 7916 9029 7178

Name: Name: Name: Name:

6.4

L.S. Davis Henri Lafenetre David Harris Mario Curiel

Surface Water Discharge/Industrial, Public Access & Land Application System No: Not Applicable: X If yes, cumulative days of wet weather discharge:

*attach additional sheets if necessary to list all certified operators

Appendix B

City of Fort Myers Sanitary Sewer Master Plan

Page 12

GROUNDWATER MONITORING REPORT-PART D Facility Name: City of Fort Myers Central AWWT Permit Number: FL0021261 Monitoring Period From: Date Sample Obtained: Was the wll pumped before sampling? Yes X

Parameter

Water Level Relative to MSL Nitrate, (as N) Soids, Total Dissolved(TDS) Chloride (as Cl) Coliform, Fecal pH Sulfate, Total Specific Conductance Sodium, Total Recoverable Total Trihalomethanes

Monitoring Location Site Number: Well type: Ground Water Class:

To:

TP-1 Background G-II

PARM Code

Sampling Methods

Samples Filtered(Y/N)

Preservatives Added

Analysis Method

82545 00620 70295 00940 74055 00400 00945 00095 00923 82080

N/A Grab Grab Grab Grab Grab Grab Grab Grab Grab

N/A N N N N N N N N N

N/A H2SO4 None None None None None None HNO3 NaSO3

DEPSOP EPA 353.2 EPA 160.1 SM4500C1-B SM9222D DEPSOP EPA 375.4 DEPSOP EPA 200.7 EPA 524.2

Analysis Result/Units

Detection Limits/Units

.1 feet 0.05 mg/L 5 mg/L 10 mg/L 1 col/100 mL 0.01 SU 1 mg/L 0.1 umhos/cm 0.350 mg/L 0.0005 mg/L

Comments and explanations:

Appendix B

City of Fort Myers Sanitary Sewer Master Plan

Page 13

GROUNDWATER MONITORING REPORT-PART D Facility Name: City of Fort Myers Central AWWT Permit Number: FL0021261 Monitoring Period From: Date Sample Obtained: Was the wll pumped before sampling? Yes X

Parameter

Water Level Relative to MSL Nitrate, (as N) Soids, Total Dissolved(TDS) Chloride (as Cl) Coliform, Fecal pH Sulfate, Total Specific Conductance Sodium, Total Recoverable Total Trihalomethanes

Monitoring Location Site Number: Well type: Ground Water Class:

To:

TP-2 Intermediate G-II

PARM Code

Sampling Methods

Samples Filtered(Y/N)

Preservatives Added

Analysis Method

82545 00620 70295 00940 74055 00400 00945 00095 00923 82080

N/A Grab Grab Grab Grab Grab Grab Grab Grab Grab

N/A N N N N N N N N N

N/A H2SO4 None None None None None None HNO3 NaSO3

DEPSOP EPA 353.2 EPA 160.1 SM4500C1-B SM9222D DEPSOP EPA 375.4 DEPSOP EPA 200.7 EPA 524.2

Analysis Result/Units

Detection Limits/Units

.1 feet 0.05 mg/L 5 mg/L 10 mg/L 1 col/100 mL 0.01 SU 1 mg/L 0.1 umhos/cm 0.350 mg/L 0.0005 mg/L

Comments and explanations:

Appendix B

City of Fort Myers Sanitary Sewer Master Plan

Page 14

GROUNDWATER MONITORING REPORT-PART D Facility Name: City of Fort Myers Central AWWT Permit Number: FL0021261 Monitoring Period From: Date Sample Obtained: Was the wll pumped before sampling? Yes X

Parameter

Water Level Relative to MSL Nitrate, (as N) Soids, Total Dissolved(TDS) Chloride (as Cl) Coliform, Fecal pH Sulfate, Total Specific Conductance Sodium, Total Recoverable Total Trihalomethanes

Monitoring Location Site Number: Well type: Ground Water Class:

To:

TP-3 Compliance G-II

PARM Code

Sampling Methods

Samples Filtered(Y/N)

Preservatives Added

Analysis Method

82545 00620 70295 00940 74055 00400 00945 00095 00923 82080

N/A Grab Grab Grab Grab Grab Grab Grab Grab Grab

N/A N N N N N N N N N

N/A H2SO4 None None None None None None HNO3 NaSO3

DEPSOP EPA 353.2 EPA 160.1 SM4500C1-B SM9222D DEPSOP EPA 375.4 DEPSOP EPA 200.7 EPA 524.2

Analysis Result/Units

Detection Limits/Units

.1 feet 0.05 mg/L 5 mg/L 10 mg/L 1 col/100 mL 0.01 SU 1 mg/L 0.1 umhos/cm 0.350 mg/L 0.0005 mg/L

Comments and explanations:

Appendix B

City of Fort Myers Sanitary Sewer Master Plan

Page 15

Chapter 26

PUBLIC FACILITIES*

*Cross references: Procedure for conveyance of city property, § 2-29; code enforcement procedures, § 2-156 et seq.

ARTICLE III. SANITARY SEWER SYSTEM* *Cross references: Utilities, Ch. 18; sanitary sewer system rates and charges, § 18-76 et seq.

DIVISION 1. GENERALLY Sec. 26-81. Elevation of sewers and/or septic tank. Before any building permit for any proposed building can be issued by the city, the elevation of the septic tank and/or the city sewerage system must be established, determined and fixed by duly designated representatives of county health and/or city public works departments. (GMC § .010(C)(5))

Sec. 26-82. Unlawful tapping of line. It shall be unlawful for any person to install, tap, cut or otherwise use any line branch or part of sanitary sewerage system or utility without a written permit issued by the public works department of the city and without payment of all rates and charges required by the city for the use of such utility. (GMC § .010(C)(6)) Secs. 26-83--26-90. Reserved.

DIVISION 2. CONNECTIONS Sec. 26-91. Authority. The city council has the authority under F.S. §§ 163.3164 and 166.021 and the case law of the courts of the state to enact impact fees to pay for future capacity to meet the needs of the citizens for sewer and water improvements. (GMC § .010(C)(1)(a))

Sec. 26-92. Connection of city sewer service. The city shall install and extend lateral sewer line connections from available sewer mains in adjacent streets or easements to private property lines. A connection fee shall be payable to the city in advance for such connection. This connection fee represents the estimated capital cost of the system capacity utilized by the new connection and service installation (not to exceed fifty (50) feet in length). The capital cost of the sewer system's capacity is calculated per equivalent residential connection (ERC), which is defined as an average flow of two hundred fifty (250) gallons per day (GPD). The property owner shall be billed for the actual cost of labor and materials for any additional lateral sewer line. City of Fort Myers Sanitary Sewer Master Plan

Page 1

Appendix C Code of Ordinances, Chapter 26, Article III

(GMC § .010(C)(1)(b); Ord. No. 2636, § 1, 4-6-92)

Sec. 26-93. Sewer impact fee. Upon issuance of each sewer connection permit, an impact fee plus an administrative fee equal of two and three tenths (2.3) percent of the water impact fee shall be charged. No impact fee credits may be applied toward administrative fees. The sewer impact is computed as follows: Residential Class TABLE INSET: ERC Equivalent

Treatment Capital Cost/ERC

Transmission Capital Cost/ERC

Impact Fee per Unit

Single-family dwelling

1.000

($1,221

$745)

$1,966

Duplex, triplex, townhouse and apartment

.857

( 1,221

745)

1,685

Mobile home

.714

( 1,221

745)

1,404

Nursing units

.440

( 1,221

745)

865

Nonnursing units

.486

( 1,221

745)

955

Adult congregate living facility

Commercial/Industrial Class Impact fee by meter size as follows: TABLE INSET: Meter Size (Inches)

Ratio to 5/8"× 3/4" Meter

Meter Capacity in GPM

Treatment Cost/ERC

Impact Charge Total

Transmission Cost/ERC

3/4× 5/8

1.00

($1,221

$745)

$ 1,966

2.67

( 1,221

745)

5,249

1 1/2

5.33

( 1,221

745)

10,479

120

8.00

( 1,221

745)

15,728

250

16.67

( 1,221

745)

32,773

350

23.33

( 1,221

745)

45,867

700

46.67

( 1,221

745)

91,753

1,200

80.00

( 1,221

745)

157,280

City of Fort Myers Sanitary Sewer Master Plan

Page 2

Appendix C Code of Ordinances, Chapter 26, Article III

The property owners shall additionally be billed for the actual cost of labor and material for all service connections longer than fifty (50) feet, which must be paid by the owner to the city before city sewer service is supplied. (GMC § .010(C)(1); Ord. No. 2640, § 5, 8-17-92; Ord. No. 2915, § 2, 10-4-99; Ord. No. 3051, § 3, 3-4-02)

Sec. 26-94. Reserved. Editor's note: The Growth Management Code, § .010(C)(1), adopted September 18, 1989, outlining a schedule of impact fees for sewer customer, and designated as section 26-94, was deleted in its entirety by section 6 of Ord. No. 2640, adopted August 17, 1992. Cross references: Sanitary sewer system rates and charges, § 18-76 et seq. Impact fee imposed.

Sec. 26-95. Allocation of funds; fee report adopted. (a) Revenues from section 26-94 shall be allocated upon receipt thereof into an impact fee escrow account (sewer) and shall be used semiannually to aid in the retirement of the portion of bonds associated with excess capacity and for such other sewer plants and main line capital improvements as the city council may approve. (b) The "Water and Wastewater Impact Fee Study" prepared by Burtin and Associates, dated February 1992, is hereby adopted and made a part hereof for allocation of water and sewer capital costs. A copy of the same executed by the mayor and attested by the clerk and a copy shall be placed on file in the office of the city clerk. (GMC § .010(C)(1)(c); Ord. No. 2640, § 7, 8-17-92)

Sec. 26-96. Sewer impact fees; credits and exemptions. (a) Sewer impact fees. No building permit may be issued for any development until the appropriate impact fee has been paid in full. (1) Except as provided in subsections a. and b. below, no building permit may be issued for any development until the appropriate impact fee has been paid in full. The waiver of any sewer impact fees must be consistent with, and shall not violate, any bond covenants made by the city. a. Notwithstanding any provisions herein to the contrary, imposition of sewer impact fees is waived for all construction in that area as shown on the certain map entitled "Impact Fees Exemption Areas," dated November 1995, on file in the office of the city clerk. b. As provided herein, standardized application forms for waivers of sewer impact fees for construction of new residential dwellings in the city limits developed and approved by resolution of the city council shall continue to be accepted and thereafter processed to finality until September 30, 2011. After September 30, 2011 the city shall no longer accept or process application forms for waivers of sewer impact fees. 1. Review and approval of any sewer impact waiver shall include a determination of an increase in net revenues to the city and must clearly calculate the amount and type of impact fees to be waived. 2. Additionally, for items c.3. and 4. below, the application for waiver of sewer impact fees shall indicate that such waiver is expected to substantially advance redevelopment, urban infill, availability of affordable housing, or economic development within the city.

City of Fort Myers Sanitary Sewer Master Plan

Page 3

Appendix C Code of Ordinances, Chapter 26, Article III

3. The approval of impact fee waivers as set forth in subsections (a)(1)c.1. and 2. are subject to payment of two and three-tenths (2.3) percent of the amount of impact fees waived for administrative fees. c. Upon complete application made prior to September 30, 2011, sewer impact fees may continued to be waived for construction of new residential dwellings in the city limits in the following manner: 1. Projects which simultaneously seek both a building permit and a sewer impact fee waiver for construction of a new residential dwelling, shall be reviewed administratively and timely approved or denied, by the building official and public works director, using the criteria and requirements identified. An appeal of any decision of the building official and public works director by the party seeking the waiver may be made to the city council within thirty (30) days of a written determination by the building official and public works director. 2. Every application for a waiver of sewer impact fees, except those made concurrently with a building permit application, shall be contingent upon the record owner entering into an agreement prepared by the city attorney and approved by the city council, memorializing the terms and conditions thereof within ninety (90) days of approval of the waiver application by the city. Unless otherwise provided for in an agreement authorized herein for a phased development, failure to lawfully secure a building permit and commence construction as provided herein prior to September 30, 2011 and to continue construction in good faith to substantial completion, shall cause the waiver to expire without necessity of further notice and be of no further force and effect. Upon the expiration of any sewer impact fee waiver, any construction of new residential dwellings shall be subject to the payment of any sewer impact fees or charges then in effect. 3. Persons seeking a waiver of sewer impact fees in advance of applying for building permits may do so provided, that each application for waiver of sewer impact fees reasonably demonstrates construction is imminent, that building permits for all residential units will be issued for and construction will commence within two (2) years of approval of said waiver, but in no event later than September 30, 2011, and identify with specificity the location, nature and scope of the project. 4. The developer of a project which requires phasing of development and which necessitates the issuing of building permits over a period of time may also seek to secure a covenant that will honor the waiver granted for a period not to extend beyond September 30, 2011, notwithstanding a change in policy or amendment to ordinance that removes the opportunity to seek waivers as provided herein or would otherwise impose sewer impact fees on that portion of such a project for which construction had not commenced. In addition to all other provisions of this section, a covenant shall be included in the agreement prepared by the city attorney as required by this section. Failure to lawfully secure building permits and commence construction as provided in this subsection (4) within two (2) years, from the date of the approval of the application by the city, but in no event later than September 30, 2011, and to continue construction in good faith thereafter, shall cause the waiver to expire without necessity of further notice and be of no further force and effect. Application for a waiver authorized to be administratively granted in subsection 1 may be accepted or processed until September 30, 2011. No application for a waiver granted pursuant to subsection 2. or 3. hereof shall be accepted or processed after September 30, 2009. (2) After September 30, 2011 the city council has determined that, except for construction in that area shown on the certain map entitled "Impact Fees Exemption Areas" dated November 1995, on file in the office of the city clerk, the city shall no longer waive or agree to waive any sewer impact fees. However, as provided herein, the city will continue to accept and thereafter process all timely and complete applications for waivers of sewer impact fees through September 30, 2011 and will honor each waiver granted and each agreement memorializing the terms and conditions thereof in the manner provided in the foregoing subsection (1) hereof.

City of Fort Myers Sanitary Sewer Master Plan

Page 4

Appendix C Code of Ordinances, Chapter 26, Article III

(3) Any new use that locates in an existing building shall be exempt from payment of additional impact fees, if at the time of the reoccupancy, the building is at least one (1) year old from the original certificate of occupancy. (b) Credits. (1) No credit shall be given for treatment facilities, site-related improvements or service lines. All other capital improvements for sewer lines included in the most recent sewer impact fee study as transmission facilities may generate impact fee credits in amounts to be established pursuant to subsection (2) of this section. The right to determine whether an improvement will be accepted for credit purposes lies exclusively with the city as well as the right to determine whether the value of the improvement will be approved for credit purposes. (2) When a person requests that a credit(s) be created for sewer impact fees, he shall submit a project description in sufficient detail and with complete cost estimates prepared by qualified professionals so to enable the public works department to verify the cost estimates and thereby determine the amount of credit the mayor may approve administratively for sewer lines which are required to be constructed pursuant to the growth management code. The public works department retains the right to independently determine the amount of credit to be approved or recommended by securing other engineering and construction cost estimates for those improvements. The amount of the credit, if approved, shall be the cost of the transmission facility constructed. (3) Credits for construction shall be created when the construction is completed and accepted by the city for maintenance or when the fee payer posts security (see section 28-69, for types and procedures for posting security), for the costs of such construction; or credits may be created from the establishment of special assessment districts. The amount of such credit shall be based on the percentage of assessments paid. (c) Utilization of sewer impact fee credits, exemptions or transfer of credits. (1) Impact fee credits may be applied to a portion or all of the sewer impact fees. (2) Exemptions or credits must be claimed by the feepayer at the time of the application for a building permit. (3) Feepayers applying to use their credits shall submit sufficient documentation with their building permit application to the public works department to determine if and how much [many] credits are due. (4) Ownership of credits shall not constitute or create a right to utilize system capacity. By accepting and using these impact fee credits, the developer is acknowledging that the credits issued constitutes full remuneration for the contribution of the asset, and waives any and all claims against the city for said contribution. (5) Transfer of credits. a. Sewer impact fee credits shall be in transferable form, and may be sold, assigned, or otherwise conveyed as set forth in the public works administrative procedures. They may be used to pay or otherwise offset sewer impact fees required by this chapter so long as the credits are used in the city were they are earned. b. Unless a longer period is specifically authorized by the city council, such transferable credits must be used within ten (10) years of the date they are created, which date is the date the improvements were accepted by city council and recorded in the city clerk's office. If, during this period, sewer impact fees are increased, unused transferable credits shall also be increased in the same percentage that the fee prescribed in this chapter has increased over the fee which was prescribed on the date when the transferable credit was created, rounded to the nearest dollar. If however, sewer impact fees are decreased, unused transferable credits shall not decrease in value. Credits not used during this period shall be canceled. c. Any person who accepts credits in exchange for improvements does so subject to the limitations on the use, duration, non-refund provisions and other restrictions prescribed in this chapter. City of Fort Myers Sanitary Sewer Master Plan

Page 5

Appendix C Code of Ordinances, Chapter 26, Article III

(d) Deferrals. Developers of multifamily housing projects may defer payment of the city's impact fees if the projects are receiving federal, state or local government affordable housing funding assistance in the form of loans, grants or tax credits, until such time prior to the certificate of occupancy being issued. (GMC ยง .010(C)(1)(d); Ord. No. 2600, ยง 1, 8-19-91; Ord. No. 2640, ยง 8, 8-17-92; Ord. No. 2689, ยง 2, 6-21-93; Ord. No. 2769, ยงยง 3, 4, 12-4-95; Ord. No. 2781, ยง 6, 7-15-96; Ord. No. 2905, ยง 3, 621-99; Ord. No. 2941, ยง 2, 2-22-00; Ord. No. 3051, ยง 4, 3-4-02; Ord. No. 3174, ยง 2, 1-20-04)

Sec. 26-97. Petitions for connections in unserved areas. Where an area is presently unserved by sewer mains and the owners of fifty-one (51) percent of the lots in the area petition for sewerage service, and the city council determines such service to be feasible, and twenty-five (25) percent of the lot owners agree to pay in advance, the fee payable to the city for each connection shall be as provided in sections 26-92 through 26-96. (GMC ยง .010(C)(2)) Secs. 26-98--26-108. Reserved.

City of Fort Myers Sanitary Sewer Master Plan

Page 6

Appendix C Code of Ordinances, Chapter 26, Article III

DIVISION 3. INDUSTRIAL PRETREATMENT REGULATIONS* *Editor's note: Ord. No. 3132, § 1, adopted Aug. 18, 2003, amended Ch. 26, Art. III, Div. 3 in its entirety to read as herein set out. Prior to amendment, Ch. 26, Art. III, Div. 3, §§ 26-109--26-125, pertained to similar subject matter and derived from Ord. No. 2613, § 2, adopted Sept. 3, 1991.

Sec. 26-109. Definitions. For the purpose of this division, the following phrases and words shall have the meanings assigned, except in those instances where the content clearly indicates a different meaning: Approval authority means the Florida Department of Environmental Protection (FDEP). Authorized representative of an industrial user means: (1) A president, secretary, treasurer, or vice-president of a corporation conducting a principal business function or any person authorized to perform policy or decision making functions for the corporation. (2) A manager of one (1) or more manufacturing, production or operation facilities employing more than two hundred fifty (250) persons or having a gross annual sales or expenditure exceeding twenty-five million dollars ($25,000,000.00) if authority to sign documents has been assigned or delegated to the manager in accordance with corporate procedures. (3) A general partner or proprietor if the industrial user is a partnership or sole proprietorship respectively. (4) A duly authorized representative of a person indicated in a, b or c above, if authorization has been made in writing on a prescribed authorization form submitted to the public works director. Bio-hazardous waste means any solid or liquid waste which may present any threat of infections to humans including, but not limited to, non-liquid human tissue and body parts, laboratory and veterinary wastes, discarded sharps, human blood, blood products and body fluids, bandages, gauzes or super-saturated sponges containing blood or body fluids from areas such as, but not limited to operating rooms, delivery rooms, trauma centers, emergency rooms or autopsy rooms. Other such devices which, after rinsing, retain visible blood adhering to inner surfaces such as intravenous tubing, hemodialysis filters and catheters. Carbonaceous biochemical oxygen demand (CBOD 5 ) means the quantity of oxygen utilized in the carbonaceous biochemical oxidation of organic matter present in water or wastewater, reported as a five-day value determined using approved methods. Chemical oxygen demand (COD) means the quantity of oxygen required to satisfy the carbon in a wastewater sample as determined by chemical oxidation of the waste with a strong oxidation agent-acid solution. Clean Water Act (CWA) means 33 United States Code (U.S.C.) 1251 et seq., commonly known as the Federal Water Pollution Control Act, as may be amended from time to time. Conventional pollutant means BOD, COD, nitrogen, phosphorus; suspended solids; pH and fecal coliform bacteria; and any additional pollutant identified in the POTW national pollution discharge elimination system (NPDES) permit where the POTW is designed to treat such pollutants to the degree required by the POTW NPDES permit. Control authority means the public works director or designee. Department means the public works department shall have jurisdiction and cognizance over the POTW of the city and all matters relating to the use, management, operation and maintenance thereof. Direct discharge means the discharge of treated or untreated wastewater into the waters of the state.

City of Fort Myers Sanitary Sewer Master Plan

Page 7

Appendix C Code of Ordinances, Chapter 26, Article III

Environmental Protection Agency (EPA) means an agency of the United States or where appropriate the term may also be used as a designation for the administrator or other duly authorized official of said agency. Floatable oil means oil, fat or grease in a physical state such that it will separate, by gravity, from wastewater by treatment in an approved pretreatment facility, device or mechanism. Grab sample means a sample which is taken from a waste stream on a one (1) time basis with no regard to the flow in the waste stream and without consideration of time. Hazardous substance means any toxic pollutant listed or designated pursuant to Section 307(a), Section 311(b)(2)(A) or Section 102, CWA; any hazardous air pollutant listed under Section 112, Clean Air Act; any imminently hazardous chemical substance or mixture with respect to which the public works administrator has taken action pursuant to Section 7 of the Toxic Substance Control Act (40 C.F.R. 712 and 716); any substance listed under Superfund in 40 C.F.R. 116, 117 or 302; any material having the characteristics identified under or listed pursuant to Section 3001 of Resource Conservation and Recovery Act (RCRA) and listed in 40 C. F. R. 261. Holding tank waste means any waste from holding tanks such as vessels, chemical toilets, campers, trailers and vacuum-pump tank trucks. Incompatible pollutant means a waste constituent which interferes with the operation and performance of the POTW. Indirect discharge means the discharge or production of non-domestic pollutants from any source regulated under Section 307(b), (c) or (d), CWA (33 U.S.C. 1317) into the POTW. Industrial user means a source of indirect discharge. Industrial waste means the liquid waterborne pollutants resulting from processes or operations employed in industrial establishments, as defined in the Standard Industrial Classification Manual, (SIC) 1972, Office of Management and Budget of the Federal Government, as amended and supplemented, under the following divisions: (1) Division A: Agricultural, forestry and fishing; (2) Division B: Mining (3) Division D: Manufacturing (4) Division E: Transportation, communication, electric gas and sanitary service; (5) Division I: Services Industrial wastewater discharge permit (IWDP) means a permit issued by the city authorizing the discharge of industrial wastewater into the POTW by a significant industrial user. Interference means inhibition or disruption of the POTW processes or operations which contribute to a violation of any requirement of the city NPDES permit. The term includes prevention of sewage sludge use or disposal by the POTW in accordance with Section 405, CWA (33 U.S.C. 13-15) or any criteria, guidelines, or regulations developed pursuant to the Solid Waste Disposal Act, 42 SC 6901 et seq. (SWDA), the Clean Air Act, the Toxic Substance Control Act or more stringent state criteria applicable to the method of disposal or use employed by the POTW. Lower explosive limit (LEL) means the minimum concentration of combustible gas or vapor in air that will ignite. Maximum allowable concentration (MAC) means the maximum permitted amount of a specified pollutant in a volume of water or wastewater. National categorical pretreatment standard or pretreatment standard means any regulation containing pollutant discharge limits promulgated by the EPA in accordance with Section 307(b) and (c), CWA (33 U.S.C. 1347) which applies to a specific category of industrial users. National pollution discharge elimination system (NPDES) permit means any permit or equivalent document or requirements issued by the federal or state water pollution control agency to regulate the discharge of pollutants from the POTW pursuant to Section 402, CWA (33 USC 1342).

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National pretreatment standard or pretreatment standard means any regulation containing pollutant discharge limits promulgated by EPA in accordance with Section 307(b) and (c), CWA (33 U.S.C. 1347) which applies to industrial users. New source means any building, structure, facility or installation from which there is or may be a discharge of pollutants, the construction of which commenced after the publication of proposed pretreatment standards under Section 307(c), CWA which will be applied to such source if such standards are thereafter promulgated in accordance with that section. This definition shall include all provisions included in the definition in 40 C.F.R. 403.3(k). Nonindustrial user means a user of the POTW not in the industrial user classification as defined herein. Notice of violation (NOV) means a written notice informing a user that a violation of this division has occurred. Notify means contact by telephone, in person or via certified United States Mail, return receipt requested as specified in this division. Pass through means a discharge that exits from the POTW to the receiving waters of the city or to the reclaimed water system sludge or deep well injection system in quantities or concentrations which, alone or in conjunction with the discharge or discharges from other sources, is a cause of a violation of any requirement of any permit held by the POTW including an increase in the magnitude or duration of the violation. Person means individuals, firms, associations, joint ventures, partnerships, estates, trusts, business trusts, syndicates, fiduciaries, corporations and all other groups or combinations. pH means a quantitative expression for acidity or alkalinity of an aqueous solution. Theoretically pH=log (base 10) pH, where pH is the concentration of hydrogen ions in grams per liter. Scale ranges from 0 to 14, pH 7 being neutral, less than 7 acid, more than 7 alkaline. Pollutant means any dredged soil, solid waste, incinerator residue, sewage, garbage, sewage sludge, munitions, chemical waste, biological material, radioactive material, heat, wrecked or discharged equipment, rock sand, cellar dirt and industrial, municipal and agricultural waste discharged into water. Pollution means the man made or man induced alteration of the chemical, physical, biological or radiological integrity of water. Premises means a parcel of real estate or portion thereof including any improvements thereon which is determined by the control authority to be a single user for the purposes of receiving, using and paying for sewer services. Pretreatment means the reduction of the amount of pollutants, the elimination of pollutants, or the alteration of the nature of pollutant properties in wastewater to or in lieu of discharging or otherwise introducing such pollutants into a POTW. The reduction or alteration of the nature of pollutant properties in wastewater, to or in lieu of discharging or otherwise introducing such pollutants into a POTW. The reduction or alteration can be obtained by physical, chemical or biological processes or process changes by other means, except as prohibited by 40 C.F.R. 403.6(d). Pretreatment requirement means any substantive or procedural requirement related to pretreatment, other than a national pretreatment standard imposed on an industrial user. Pretreatment review committee means a panel made up of the following individuals whose main function is to review user appeals relating to IWDP issues, chief building inspector or designee, public works director, pretreatment officer, superintendent and city attorney or designee. Publicly owned treatment works (POTW) means a treatment works as defined by Section 212, CWA, (33 U.S.C. 1292) which is owned by the city, any devices and systems used to pump, store, treat, recycle and reclaim municipal sewage or industrial wastes of a liquid nature, public sewers that convey wastewater to the POTW treatment plant, not including pipes, sewers or other conveyances not connected to a facility providing treatment, and any sewers that convey

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wastewaters to the POTW from persons outside the city who are users of the POTW by contract or agreement with the city. Public works director means the person designated by the city to administrate the activities the public works department, supervise the operation of the POTW, maintain records of such operation, prepare operating budgets and make recommendations to city council concerning activities within his responsibility and authority. The public works director shall comply with all applicable public participation requirements of Section 101(e) of the CWA and 40 Code of Federal Regulations (CFR), Part 25 in the enforcement of National Categorical Pretreatment Standards. Reclaimed water means water, which as a result of treatment of waste, is suitable for direct beneficial use or a controlled use that would not occur otherwise. Reclaimed water system means the reclaimed water including any pipes, tanks and other apparatus used to collect, store, distribute or supply reclaimed water to its destination. Reclaimed water system is part of the POTW. Replacement costs means expenditures for obtaining and installing equipment, accessories or appurtenances necessary to retain design capacity and performance of the POTW throughout the jurisdiction of the city. Shall means mandatory; may means permissive. Significant industrial user (SIU) means any industrial or commercial user, except as provided in (g) below of the POTW who: (1) Has a SIC code for which the national categorical pretreatment standards apply; or (2) Has a discharge flow of twenty-five thousand (25,000) gallons or more per average work day of process water (excluding sanitary, non-contact cooling and boiler blow down wastewater) to the POTW; or (3) Has an average consumption of potable water of twenty-five thousand (25,000) gallons or more per day, but excluding condominiums and purely domestic sanitary, non-contact cooling and boiler blow down wastewater. (4) Contributes a waste stream which makes up five (5) percent or more of the average dry weather hydraulic or organic (CBOD, total suspended solids (TSS), etc.) capacity of the treatment plant; or (5) Has in its waste toxic or priority pollutants as defined pursuant to Section 307, CWA; or (6) Has a discharge which, in the judgment of the control authority or the Florida Department of Environmental Protection may reasonably be expected to have a significant adverse impact either singly or in a combination with other contributing industries, on the wastewater treatment system, the quality of sludge, the reclaimed water quality or air emissions generated by the system or has the potential to endanger the POTW workers. (7) Upon finding that an IU meeting the criteria in b, c, d, e or f above has no reasonable potential for adversely affecting the POTW operation or for violating any pretreatment standard or requirement, the control authority may at any time, on its own initiative or in response to a petition received from an industrial user, and in accordance with Rule 62-625.500(2)(e), FAC; determine that such industrial user is not a significant industrial user. Significant non-compliance (SNC) means an industrial user shall be deemed to be in significant noncompliance when any one (1) or more of the following criteria are satisfied: (1) Sixty-six (66) percent or more of the wastewater samples exceed the same pretreatment standard over a six-month period by any magnitude; or (2) Thirty-three (33) percent or more of the wastewater samples exceed the same pretreatment standard by more than the technical review criteria (TRC) in a six-month period; or for conventional pollutants, TRC = 1.4 or forty (40) percent over the limit. For all other pollutants, TRC = 1.2 or twenty (20) percent over the limit.

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(3) Any violation occurs that the control authority may have reason to believe has caused, alone or in combination with other discharges, interference (e.g., slug loads) or pass through; or endangered the health of the POTW personnel or the public; or (4) A discharge occurs which causes imminent endangerment to human health/welfare or to the environment and resulting in the POTW use of its emergency authority to halt or prevent such a discharge; or (5) Failure to meet within ninety (90) days a compliance schedule milestone contained in an IWDP or compliance schedule such as, but not limited to, failure to start or complete construction, or attain final compliance by the compliance schedule date. (6) The SIU fails to provide required reports within thirty (30) days from the due date; or (7) The SIU fails to accurately report non-compliance; or (8) The SIU refuses to permit entry to the control authority for inspection, etc. as specified herein. Significant violation means any violation or group of violations of an industrial user IWDP which establishes a condition of significant non-compliance. Slug or slug loading means any pollutant released in a discharge at a flow rate or concentration which could cause interference with the operation of the POTW. Slug/spill containment plan means a detailed plan showing facilities and operating procedures to provide protection from accidental discharge. Standard industrial classification (SIC) means a classification pursuant to the Standard Industrial Classification Manual issued by the Executive Office of the President, Office of Management and Budget, 1987, as amended or supplemented. Standard methods means the laboratory procedures set forth in the latest edition, at the time of analysis, of "Standard Methods for the Examination of Water and Wastewater" prepared and published jointly by the American Public Health Association, the American Water Works Association and the Water Pollution Control Federation. Superintendent means the person designated by the public works director to directly supervise the operation of the POTW. Suspended solids means the total suspended matter that floats on the surface of, or is suspended in water, wastewater or other liquids and which is removable by laboratory filtering. Time proportional composite sample means a sample consisting of a minimum of eight (8) equal volume discrete portions collected at equal time intervals over the composite period. Toxic pollutant means any pollutant or combination of pollutants listed as toxic in regulations promulgated by the approval authority of the EPA under provisions of CWA 307(a) or other acts. Twenty-four-hour flow proportional sample means a sample consisting of several effluent portions collected during a twenty-four-hour period in which the portions of sample are proportionate to the flow and combined to form a representative sample. Unpolluted wastewater means any wastewater which is substantially free of pollutants and is discharged from the following: (1) Rain downspouts and drains; (2) Footing drains; (3) Storm and surface water drains; (4) Cooling water systems. Unpolluted wastewater shall contain, by definition, none of the following: (1) BOD in excess of ten (10) mg/l; (2) Suspended solids in excess of ten (10) mg/l; (3) Free of emulsified greases or oils; (4) Acids or alkalis; (5) Phenols or other substances imparting taste or odor in receiving waters; (6) Toxic or poisonous substances; (7) Noxious or odorous gases; City of Fort Myers Sanitary Sewer Master Plan

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(8) Temperature in excess of one hundred fifty (150) degrees Fahrenheit or 65.5 centigrade. Any wastewater judged by the DEP to be admissible to streams and watercourses under the jurisdiction of water quality established by said department for the particular stream or watercourse into which such unpolluted wastewater is to be discharged. User means any person, firm, corporation or governmental entity that discharges, causes or permits the indirect discharge of wastewater into the POTW. Waste means sewage and any and all other substances, liquid; solid; gaseous or radioactive, associated with human habitation or of human or animal origin or from any producing, manufacturing or processing operation of whatever nature, including such substances placed within containers of whatever nature prior to and for purposes of disposal. Wastewater means the liquid and water containing industrial or domestic wastes from dwellings, commercial buildings, industrial facilities, institutions and any other source, whether treated or untreated which is contributed to or permitted to enter the POTW. Wastewater constituents and characteristics means the individual chemical, physical, bacteriological and radiological parameters, including volume and flow rate and such other parameters that serve to define, classify or measure the contents, quality, quantity and strength of wastewater. Waters of the state means all streams, lakes, ponds, marshes, watercourses, waterways, wells, springs, reservoirs, aquifers, irrigation systems, drainage systems and all other bodies or accumulations of water, surface or underground, natural or artificial, public or private, which are contained within, flow through or border upon the state or any portion thereof. (Ord. No. 3132, ยง 1, 8-18-03)

Sec. 26-110. Purpose/policy. The purpose of this division is to establish limitations and prohibitions on the quantity and quality of wastewater which may be lawfully discharged into the POTW. Pretreatment of wastewater discharge will be required to achieve the goals established by this division and the CWA of 1977 as amended. The specific limitations set forth in sections 26-113 and 26-114 herein and other prohibitions and limitations of this division are subject to change as necessary to enable the city to provide efficient wastewater treatment to protect the public health and the environment and to meet requirements contained in the CWA and the general pretreatment regulations contained in 40 C.F.R. Part 403. The control authority shall administrate, implement and enforce the provisions of this division and shall periodically review the provisions and limitations to ensure that they are sufficient to protect the operation of the POTW, to enable the POTW to comply with applicable state and federal law, to provide a cost effective means of operation of the POTW, to provide cost effective opportunities to recycle and reclaim the POTW sludge and effluent, and to protect the public health and the environment. (Ord. No. 3132, ยง 1, 8-18-03)

Sec. 26-111. Objectives. Objectives shall include but are not limited to: (1) Preventing the introduction of pollutants into the POTW which will interfere with the operation of the POTW or contaminate the resulting sludge or reclaimed water; (2) Preventing the introduction of pollutants into the POTW which may pass through any treatment plant inadequately treated into receiving waters, injection wells, sludge, reclaimed water or the atmosphere or be incompatible with the POTW; City of Fort Myers Sanitary Sewer Master Plan

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(3) Improving the opportunity to recycle and reclaim wastewaters and sludge from the POTW; (4) Providing for the general operation of the POTW, and to regulate the users thereof the POTW, and the use of same; (5) Providing for the adequate cost recovery for the industrial pretreatment program; (6) Providing for the general health and welfare of both POTW employees and citizens of the city. (Ord. No. 3132, ยง 1, 8-18-03)

Sec. 26-112. Policy. The regulation of direct and indirect dischargers to the POTW through the issuance of IWDP to certain non-domestic users and through enforcement of general requirements for domestic users, determine wastewater volumes, constituents and characteristics, establish wastewater limitations and other criteria and provide that certain non-domestic users shall pre-treat waste, authorize procedures for the monitoring and enforcement of provisions and abatement of violations thereof, require permitted user self monitoring and reporting, assume that existing customer capacity will not be preempted and establish fees for the partial recovery of costs resulting from the administration of the program established herein. (Ord. No. 3132, ยง 1, 8-18-03)

Sec. 26-113. General prohibited discharges. No user shall contribute or cause to be contributed any wastewater which will interfere with the operation or performance of the POTW or otherwise pass through the POTW. These general prohibitions apply to users of the POTW whether or not the user is subject to national categorical pretreatment standards or any other national, state or local pretreatment standards or requirements. A user may not contribute the following substances to any POTW: (1) Liquids, solids or gases which by reason of their nature or quantity are or may be sufficient either alone or by interaction with other substances to cause fire or explosion hazard in the POTW or any conveying lines, including, but not limited to waste streams with a closed cup flashpoint of less than one hundred forty (140) degrees Fahrenheit/sixty (60) degrees centigrade, or be injurious in any other way to the POTW or the employees of the POTW. Prohibited materials include, but are not limited to, gasoline, kerosene, naptha, benzene, toluene, xylene, ethers, alcohols, ketones, aldehydes, peroxides, chlorates, perchlorates, bromates, carbides, hydrides, sulfides and any other substances which constitute a serious health hazard to humans, animals, plants or are sufficient to prevent entry into the POTW or its appurtenances for maintenance, inspection and repair. Solids or viscous substances which may cause obstruction to the flow in a sewer or other interference with the operation of the POTW. (2) Solid or viscous substances including, but not limited to, uncomminuted garbage or food waste with particles greater than one-half ( 1/2) inch in any direction, paper dishes, cups, milk containers, etc., either whole or ground by garbage grinders, animal guts or tissue, paunch manure, bones, hair, hides or fleshing, entrails, whole blood, feathers, ashes, cinders, sand, spent lime, stone or marble dust, metal, glass, straw shavings, grass clippings, rags, spent grains, spent hops, waste paper, wood, plastic, gas, tar, asphalt residues, residues from refining or processing of fuel or lubricating oil, mud or glass grinding or polishing wastes. (3) Storm water, surface water, ground water, roof runoff, subsurface drainage, yard drainage, uncontaminated cooling water, unpolluted industrial process waters, or any other unpolluted water to a sanitary sewer. City of Fort Myers Sanitary Sewer Master Plan

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(4) Waters or wastes containing substances which are not amenable to treatment only to such degree that the POTW effluent cannot meet the requirements of other agencies having jurisdiction over the discharge to the receiving waters. (5) Substance which may cause the POTW or any other product of the POTW, such as residue sludge or scum to be unsuitable for reclamation and reuse or to interfere with reclamation process. In no case shall a substance discharged to the POTW cause the POTW to be in noncompliance with sludge use or disposal criteria, guidelines or regulations developed under Section 405, CWA; any criteria, guidelines, or regulations affecting sludge use or disposal developed pursuant to the Solid Waste Disposal Act, CWA, Toxic Substance Control Act or state criteria applicable to sludge management method or reclaimed water from the wastewater treatment process. (6) Any substance which will cause the POTW to violate the NPDES and/or DEP permits or the receiving water quality standards or creating an adverse affect rendering the effluent unsuitable for reclamation. (7) Wastewater containing toxic pollutants in sufficient quantity, either singly or by interaction with other pollutants, to injure or interfere with any wastewater treatment process, constitute a hazard to humans or animals, create a toxic effect in the receiving waters of the POTW, or to exceed the limitations set forth in a categorical pretreatment standard. A toxic pollutant shall include, but not be limited to, any pollutant identified pursuant to Section 307(a), CWA. (Ord. No. 3132, ยง 1, 8-18-03)

Sec. 26-114. Specific prohibited discharges. (a) No person shall discharge or cause to be discharged materials, waters or wastes if it appears likely, in the opinion of the control authority, that such waste can harm either the sewers, sewer system or equipment, sewage treatment process or equipment, or have adverse affect on the receiving stream, or can otherwise endanger life, limb, public property or constitute a nuisance. The public works director shall, in forming his opinion as to the acceptability of these wastes, give consideration to such factors as the quantities of subject wastes in relation to flows and velocities in the sewers, materials of construction of sewers, nature of sewage treatment, process capacity of the POTW, degree of treatability of wastes in the POTW and other pertinent factors. Specific substances prohibited are: (1) Slugs. No person shall discharge any given constituent in a slug as defined in section 26109. (2) Maximum allowable ether solubles. Any water or wastes containing fats, wax, grease or oils, whether emulsified or not, in excess of four hundred (400) mg/l either soluble or containing substances which may solidify or become viscous at temperatures between thirty-two (32) degrees and one hundred forty (140) degrees Fahrenheit, zero (0) degrees and sixty (60) degrees centigrade. (3) Prohibition of acid and plating wastes. Waters or wastes containing strong acid wastes or concentrated plating solutions, whether neutralized or not, are prohibited. (4) Maximum pollutant concentrations. No person shall discharge sewage or wastewater in excess of the concentrations set forth in Table 1 unless: a. An exception has been granted the user under the provisions of section 26-114(g); or b. The IWDP of the user provides a special permit condition, a higher interim concentration level in conjunction with a requirement that the user construct a pretreatment facility or institute changes in operation and maintenance procedure to reduce the concentration of pollutants to levels not exceeding the standards set forth in Table 1 within a fixed period of time. Dilution of waste in an effort to reduce concentrations is prohibited.

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(5) Sludges. Any semi-liquid waste with a solid concentration in excess of 2500 (mg/1); residues left after treatment of petroleum oils; any semi-solid waste from a chemical process; mud from a drill hole in boring; sediment in a steam boiler; a precipitate from oils, such as the products from crankcase oils in engines or any liquid slurry of very fine solids with slime or mud like appearance. TABLE 1 TABLE INSET: Maximum Concentration (mg/l) (Time) Proportional Composite Sample

Parameter

Aluminum dissolved

86.20

Antimony (Sb)

0.50

Arsenic (As)

1.50

Barium (Ba)

2.50

Boron (B)

1.00

Cadmium (Cd)

1.60

Chloride (Cl)

390.00

Chromium-total (Cr)

4.41

Cobalt (Co)

5.00

Copper (Cu)

0.67

Cyanide (Cn)**

0.034

Fluoride (F)

104.8

Iron (Fe)

25.48

Lead (Pb)

1.72

Manganese (Mn)

0.50

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Mercury (Hg)

0.0008

Molybdenum

0.20

Nickel (Ni)

0.084

Phenols**

71.49

Selenium (Se)

0.25

Silver (Ag)

0.73

Titanium dissolved (Ti)

1.00

Zinc (Zn)

3.18

Total dissolved solids

1875.00

CBOD 5

*300.00/ 3100.00 max

COD

*600.00/ 6200.00 max.

TSS

*300.00/ 2600.00 max.

Total nitrogen (TKN)

*30.00/ 302.00 max.

Total Phosphorus

* 10.00/ 257.00 max. *100/ 400.00

Oil and Grease** MBAS

5.00 25.00

Total petroleum hydrocarbons

* Concentrations above this amount are subject to a surcharge in accordance with the high strength wastewater control charge schedule, Table 2 and other rate resolutions and ordinances that are applicable. ** Grab sample. TABLE 2 High Strength Wastewater Control Charge Schedule TABLE INSET:

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(a) CBOD 5 $16.82/100 pounds (for amounts in excess of 300 mg/l); (b) COD $8.41/100 pounds (for amounts in excess of 600 mg/l); (c) TSS $11.47/100 pounds (for amounts in excess of 300 mg/l); (d) Total nitrogen (TKN) $105.92/100 pounds (for amounts in excess of 30 mg/l); (e) Phosphorus (total) $309.97/100 pounds (for amounts in excess of 10 mg/l); (f) Oil and grease above 100 mg/l will be surcharged for CBOD 5 at the rate of $16.82/100 pounds. Note: This charge schedule is based upon the current operation and maintenance cost and is subject to annual review and adjustment. Individual dischargers will be evaluated as to the quantity, quality, character and treatability of wastes. (6) Prohibition of odor-causing substance. Any waters, or wastes containing odor producing substances are prohibited. Any water or waste that contains phenols in excess of 71.49 mg/l by weight are prohibited. Wastewater being discharged into the POTW shall have a minimum dissolved oxygen concentration of 3.0 mg/l. (7) Prohibition of radioactive wastes. Any radioactive wastes or isotopes as may exceed limits established by the control authority in compliance with applicable state or federal regulations. The radioactive isotopes I(131) and p(32) used at hospitals are not prohibited, if properly diluted at the source. (8) Prohibition of corrosive wastes. Any substance, acid, or alkaline that have corrosive properties capable of causing damage or hazard to structures, equipment, or personnel of the treatment works. Any water or waste having a pH lower than six (6.0) or higher than ten (10.0) free acids and alkalis of such waste must be neutralized. (9) Prohibition of hazardous substances. Any substance defined as hazardous in any federal, state or local regulation. (10) Prohibition of excessive waste concentration materials which exert or cause. a. Excessive discoloration (such as, but not limited to, dye wastes and vegetable tanning solutions) which is not removable by existing wastewater treatment plant processes. b. Any pollutant, including abnormal BOD, COD, suspended solids, phosphorus or nitrogen in such quantities as to cause interference in the POTW. (11) Any wastewater having a temperature which will inhibit biological activity in the POTW resulting in interference; but in no case, wastewater with a temperature at the introduction into the POTW which exceeds forty (40) degrees centigrade (one hundred four (104) degrees Fahrenheit). (b) Liquid waste transport, hauling and discharge. No person owning a vacuum truck or other liquid waste transport trucks shall discharge, directly or indirectly, such sewage into the POTW unless such person shall first have applied for and received a truck discharge operation permit from the superintendent. All applicants for a truck discharge operation permit shall complete such forms as required by the superintendent, pay appropriate fees and agree in writing to abide by the provisions herein and any special conditions or regulations established by the superintendent. The owners of such vehicles shall affix and display the permit number on the side of each vehicle used for such purposes. Such permits shall be valid for a period of one (1) year from the date of issuance, provided that such permit shall be subject to revocation by the superintendent for violation of any provision of this division or reasonable regulation established by the superintendent. Such permits shall be limited to the discharge of domestic sewage waste containing no industrial waste. The superintendent shall designate the locations and times where the contents of such trucks may be discharged and may refuse to accept any truckload of waste in his absolute discretion where it appears that the waste could interfere with the effective operation of the POTW or any sewer line or appurtenance thereto. City of Fort Myers Sanitary Sewer Master Plan

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(c) Other holding tank waste. No person shall discharge any other holding tank waste including portable toilet waste into the POTW unless he has received permission and has been issued a permit by the superintendent or unless allowed otherwise under the terms and conditions of the permit, permission must be secured for each separate discharge. The permit shall state the specific location of discharge, the time of day the discharge is to occur, the volume of the discharge and shall limit the wastewater constituents and characteristics of the discharge. Such user shall pay any applicable charges or fees and shall comply with the conditions of the permit issued by the superintendent. Provided, however, no permit will be required to discharge domestic waste from a recreational vehicle holding tank provided such discharge is made into an approved facility designed to receive such waste. (d) National categorical pretreatment standards. Certain industrial users are now or hereafter shall become subject to national categorical pretreatment standards promulgated by the EPA specifying quantities or concentrations of pollutants or pollutant properties which may be discharged into the POTW. All industrial users subject to a national pretreatment standard shall comply with all requirements of such standard and shall also comply with any additional or more stringent limitations contained herein. Compliance with the national pretreatment standards for existing sources subject to such standards or for existing sources which hereafter become subject to such standards shall be within three (3) years following promulgation of the standards unless shorter compliance time is specified in the standard. Compliance with national pretreatment standards for new sources shall be required upon promulgation of the standard, except where expressly authorized by an applicable national pretreatment standard. No industrial user shall increase the use of process water or in any way attempt to dilute a discharge as a partial or complete substitution for adequate treatment to achieve compliance with such standard. (e) State requirements and limitations. State requirements and limitations on discharges shall apply in any case where they are more stringent than federal requirements in limitations or those contained in this division. The city reserves the right to establish by regulation more stringent limitations or requirements from dischargers to the POTW, if deemed necessary to comply with the objectives set forth herein. (f) Dangerous discharge prevention and notification requirements. (1) Plan for accidental discharges. Each industrial user shall provide protection from accidental discharge of prohibited materials or other substances regulated herein. Any facilities necessary to prevent accidental discharge or prohibited materials shall be provided and maintained at the cost and expense of the owner or user. Upon request of the control authority, detailed plans showing facilities and operating procedures to provide this protection shall be submitted to the city for review and shall be approved by the public works director before construction of the facility. No new industrial user shall be permitted to introduce pollutants into the system until accidental discharge procedures have been approved by the control authority. Review and approval of such plans and operating procedures shall not relieve the industrial user from the responsibility to maintain the industrial user facility, as necessary to meet the requirements herein. (2) Telephone notification. Any person causing or suffering any discharge, whether accidental or not, which presents or may present an imminent or substantial endangerment to the health and welfare of persons, the environment or which is likely to cause interference with the POTW shall notify the public works director immediately. In the absence of the public works director, notification will be given to the city employee in charge of the POTW. (3) Written report. Within five (5) days following such occurrence, the user shall provide the public works director with a detailed written report describing the cause of the discharge and measures taken or to be taken by the user to prevent similar future occurrences. Such notification shall not relieve the user of any expense, loss, damage or other liability which may be incurred as a result of damage to the POTW, or any other damage to person or property; nor shall such

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notification relieve the user of any fines, civil penalties, or other liabilities which may be imposed by this regulation or other applicable law. (4) Notice to employees. A notice shall be permanently posted on the user bulletin board or other prominent place advising employees whom to call in the event of a dangerous discharge. Employers shall insure that all employees who make calls or suffer such a dangerous discharge to occur are advised of the emergency notification procedure. (g) Determination of exemptions. The public works director may grant an exemption to a discharge limitation or prohibition based on sound technical judgment provided that all of the following conditions are met: (1) The exemption does not create any upset, interference or pass through of the POTW. (2) The exemption is for a limited predetermined duration. (3) The exemption does not allow the user to exceed any state or federal discharge limitations. (4) The exemption must be provided in writing to the user prior to discharge above limits in Table 1. (Ord. No. 3132, ยง 1, 8-18-03)

Sec. 26-115. Grease trap/oil separator requirements. (a) All hospitals, nursing homes, jails, cafeterias and restaurants or any other establishments where food is handled or prepared for consumption or distribution shall be required to properly maintain all grease traps located on the premises. (b) Vehicle maintenance centers (recreational or otherwise) body shops, machine shops or any properties that store, and/or use petroleum based products, shall be required to properly maintain all grease trap/oil separators on the premises. (c) The owner or lessee of any premises or business referenced in section 26-115(a) [or] (b) where such grease trap/oil separator is located shall obtain from the city a maintenance card ("service record of grease interceptor"). This card shall be posted in a conspicuous manner and kept current at all times. (d) Upon notice and at reasonable times, the owner or proprietor of any property referenced in section 26-115(a) [or] (b) shall make each grease trap on the property open and available for internal inspection by the city. (Ord. No. 3132, ยง 1, 8-18-03)

Sec. 26-116. Required discharge approval. (a) When the control authority determines that a user is contributing to the POTW, any of the above enumerated substances, in such amounts as to interfere with the operation of the POTW, he shall: (1) Advise the user of the impact of the contribution on the POTW; and (2) Develop effluent limitation(s) for such user to correct the interference with the POTW. (b) No industrial waste shall be discharged, either directly or indirectly, into any sewer within the city without the prior approval of the control authority. (Ord. No. 3132, ยง 1, 8-18-03)

Sec. 26-117. Fees.

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(a) The applicable charges or fees shall be set forth to provide for the recovery of costs from users of the POTW for the implementation of the provision established herein. (b) The charges and fees include: (1) Reimbursement of costs of setting up and operating the city pretreatment program; (2) Monitoring, laboratory analyses, inspections and surveillance procedures; (3) Reviewing accidental discharge procedures and construction; (4) Permit applications; (5) Filing appeals; (6) Consistent removal by the city of pollutants otherwise subject to federal pretreatment standards; and or concentrations above the amounts subject to surcharges referenced in section 26-114. (7) Other fees, as the city may deem necessary, to carry out the requirements contained herein. These fees relate solely to the matters covered herein and are separate from all other fees charged by the city. (Ord. No. 3132, ยง 1, 8-18-03)

Sec. 26-118. Action against prohibited discharges and permitting. (a) General. If any waters or wastes are discharged or proposed to be discharged to the public sewers, which waters contain substances or possess the characteristics enumerated in section 26113 and section 26-114 and which, in the judgment of the control authority, may have a deleterious effect upon the POTW, processes, equipment or receiving waters or which otherwise create a hazard to life or constitute a public nuisance, the control authority may: (1) Reject the waste specified in this division. (2) Require pretreatment to an acceptable condition for discharge to the POTW. (3) Require control over the quantities and rates of discharge to an acceptable condition. (4) Require payment to cover the added cost of handling and treating the wastes not covered by existing taxes or sewer charges. The control authority shall have the authority to halt or eliminate, immediately and effectively, any actual or threatening discharge to the POTW which presents or may present an imminent or substantial endangerment to the health and welfare of persons, the environment or cause interference with the operation of the POTW. (b) IWDP. All users whose discharge may render them a SIU or whose discharge otherwise may be reasonably expected to have a deleterious impact on the POTW, as determined by the control authority, shall be required to apply for and obtain an IWDP. (c) Time limits for IWDP applications. Users required to obtain an IWDP shall apply in advance as follows: (1) New source industries shall apply for and obtain an IWDP at least ninety (90) days prior to connecting to or contributing to the POTW. (2) Existing users who become SIU subsequent to the promulgation of an applicable standard shall apply to the control authority for an IWDP at least ninety (90) days before the effective date of such applicable categorical standard. (3) Existing users who wish to add or change a process or operation which may make them SIU shall request a category determination from the control authority at least thirty (30) days prior to implementing the change and may be required to obtain an IWDP. (4) Through the ongoing industrial waste survey, which is an integral part of the pretreatment program, any existing unpermitted industrial or commercial user may be identified at any time by the control authority as a SIU and:

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a. Be required to complete an application for an IWDP within sixty (60) days of received notice; and b. Be subject to the city pretreatment program; and c. Be required to obtain an IWDP. (5) Temporary industrial users desiring to discharge pretreated groundwater or other process wastewater to the POTW, for a limited period of time, for a specific project, such as, but not limited to, dewatering of soil around underground storage tanks, underground storage tank replacement, decontamination of groundwater, soil, etc., shall apply for and obtain a temporary IWDP at least thirty (30) days prior to discharge to the POTW. These permits shall be issued or denied at the sole discretion of the control authority. The temporary user shall be required to disconnect all equipment, plumbing and sewer connection fixtures at the end of the permit period and return city fixtures to their original condition. (d) IWDP application. Any user required to obtain an IWDP shall submit to the control authority a completed application for an IWDP together with the required fee. The application shall include all information necessary to constitute baseline monitoring report as outlined in 40 C.F.R. 403.12(b). The user shall submit the prescribed evaluation and application forms containing, in units and terms appropriate for evaluation, all of the following information, as appropriate. New sources shall give estimates of the information requested in paragraphs (d)(4), (5) and (6) of this section: (1) Name, address, telephone number and location, (if different from the address) of applicant, owner of the premises from which industrial wastes are intended to be discharged and the name of an authorized representative duly authorized to act on behalf of the company; (2) A list of any environmental control permits held by or for the facility; (3) A description of the nature, average rate of production and SIC number of the operation(s) carried out by such industrial user. This description should include site plans, floor plans, mechanical and plumbing plans with sufficient detail to show all sewers, sewer connections and appurtenances on the premise of the user by size, location and elevation; (4) A report of all industrial process waste flows produced before and after pretreatment, if any, at said premises, including estimated time and duration of discharge, average daily and thirty-minute peak wastewater flow rates and daily, monthly and seasonal variations, if any, in gallons per day to the POTW from each of the following: a. Regulated process streams; and b. Other streams as necessary to allow use of the combined waste stream formula of 40 C.F.R. 403.6(e). The control authority may allow for verifiable estimates of these flows where justified by cost or feasibility considerations; (5) An identification of the known or suspected presence or absence of all pollutants in the discharge from each regulated process of the industrial user which are limited by city, state or national pretreatment standards. (6) The user shall take a sample of each regulated process flow and a sample of all other nondomestic wastewater flows within the their facility. Each sample shall be representative of daily operations and shall be taken according to 40 C.F.R. 403.6(b)(5)(iii) through (v). All samples shall be analyzed by a laboratory certified by Department of Health and Rehabilitative Services for environmental analysis, for all parameters limited by appropriate city, state or national pretreatment standards or as required by the control authority. All analyses shall be performed in accordance with procedures established by EPA pursuant to Section 304(g), CWA and contained in 40 C.F.R., Part 136, as amended. A copy of the contracting laboratory report of all analytical results shall be submitted to the control authority. Analytical results shall be reported as daily maximum or average concentrations or mass as required by the applicable standard or by the control authority. If an equivalent concentration limit has been calculated in accordance with any established pretreatment standard, this adjusted concentration limit shall also be submitted. City of Fort Myers Sanitary Sewer Master Plan

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(7) A statement signed by an authorized representative of the industrial user indicating the time, date and place of sampling and certifying that such sampling and analysis is representative of normal work cycles and expected pollutant discharges to the POTW. (8) A statement reviewed by an authorized representative of the industrial user and certified by a professional engineer licensed in the state indicating whether pretreatment standards are being or will be met on a consistent basis and if not, whether additional operation and maintenance procedures or additional pretreatment is required for the user to meet the pretreatment standards and requirements. The requirement for this statement may be waived at the discretion of the control authority for non-categorical users. (9) If additional pretreatment, operation and maintenance will be required to meet the pretreatment standards, then the application shall contain the shortest schedule by which the user will provide such additional pretreatment. The completion date in this schedule shall not be later than the compliance date established for the applicable pretreatment standard. The following conditions shall apply to this schedule: a. Increments of progress in the form of dates for the commencement and completion of major events leading to the construction and operation of additional pretreatment required for the user to meet the applicable pretreatment standards (e.g., hiring an engineer, completing preliminary plans, completing final plans, executing contract for major components, commencing construction, completing construction, etc.) shall be established; b. No increment referred to in subsection (9)a. shall exceed nine (9) months; c. Not later than fourteen (14) days following each date in the schedule and the final date for compliance, the user shall submit a progress report to the control authority including whether or not compliance with the increment of progress to be met was achieved on such date and, if not, the date on which it expects to comply with this increment of progress, the reason for delay and the steps being taken by the user to return the activities to the schedule established. (10) Each product produced by type, amount, process or processes and rate of production; (11) Type and amount of raw materials processed (average and maximum per day); (12) Number and type of employees, hours of plant operation and proposed or actual hours of operation for pretreatment system; (13) IWDP fees set forth in section 26-117 herein; (14) Any other information determined by the control authority to be necessary to evaluate the IWDP application; (15) Signed certification statement as printed in section 26-119(c)(7). (e) Incomplete applications. The control authority will act only on completed applications. Persons submitting incomplete applications shall be notified by the control authority within sixty (60) days that the application is deficient, the nature of such deficiency and shall be given thirty (30) days to correct the deficiency. If the deficiency is not corrected within the thirty (30) days, the control authority shall deny the IWDP and notify the applicant in writing of such action. (f) Evaluation of applications. Upon receipt of a complete application, the control authority shall review and evaluate all data furnished by the user and shall deny or issue the IWDP with appropriate conditions and requirements. (g) Applicant's right to object. Upon denial or receipt of the IWDP, the applicant shall have thirty (30) days to file in writing objections to the denial or any term or condition of the IWDP. If the applicant files no objections within this time, the IWDP is deemed to be accepted. (h) Appeal. (1) The public works director shall submit to the pretreatment review committee the proposed IWDP conditions and the applicants written objections thereto at a meeting of the committee. The pretreatment review committee shall schedule a hearing within ninety (90) days following the submission by the public works director of the proposed IWDP and written objections, unless such time be extended for just cause shown to resolve any disputed matters relevant to such IWDP. The public works director shall notify the applicant of the date, time, place and purpose of City of Fort Myers Sanitary Sewer Master Plan

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the hearing scheduled before the committee. The committee shall establish such special IWDP conditions as it deems advisable to insure compliance by the applicant with this division, applicable law or regulation and an IWDP will be issued to the applicant accordingly. (2) Special agreement variance. The pretreatment review committee may grant a variance from the permitting requirements for those industrial users with which the city executes an agreement providing for the city to construct and operate, at the cost of the industrial user, a pretreatment facility which is capable of achieving compliance with the limitations in wastewater set forth in section 26-114, the national categorical pretreatment standards and applicable state treatment requirements. The city may agree to share the costs of operation and construction of the pretreatment facility if it receives, in it's opinion, benefits to the POTW. Not withstanding anything to the contrary contained in this section, no industrial user shall add into the POTW any toxic pollutant as set forth in Appendix "B", 40 C.F.R., Part 403, or any pollutant that may interfere, pass through, or otherwise be incompatible with the POTW. (i) IWDP issuance. Issuance of an IWDP shall not relieve the user from complying with all other applicable state, federal and local laws and regulations. (j) IWDP requirements and restrictions. IWDP shall be expressly subject to all provisions of this division and all other applicable laws, regulations and user charges and fees established by the city. The requirements and restrictions in IWDP may include but shall not be limited to the following: (1) Limits on the characteristics, average and maximum allowable concentration of wastewater constituents; (2) Calculated limits on the mean and maximum mass emission rates or production based mass limitations or other appropriate limits on wastewater constituents; (3) Limits on the average and maximum rate and time of discharge or requirements for flow regulations and equalization; (4) Installation and maintenance by the user of suitable inspection and sampling facilities; (5) Pretreatment of industrial wastewater prior to discharge to the POTW; (6) Compliance schedules and compliance report requirements including submission dates; (7) Specifications for monitoring programs which may include sampling location (or locations, if more than one (1) process stream is involved), frequency and method of sampling, flow metering, number, types and standards for analytical tests reporting schedule; (8) Submission and certification statement of technical reports and periodic compliance reports to include information concerning volume, rate of flow, constituent concentrations, peak flow rates, production details, hours of operation, number of employees or other information; (9) Maintaining and retaining records relating to wastewater discharge, as specified by the city and affording city access thereto; (10) Notification to the city of any new introduction of wastewater constituents or any substantial planned change in production rate of twenty (20) percent or more in volume or character of the wastewater constituents being discharged to the POTW; (11) Notification to the city of slug or accidental discharges; (12) The installation of facilities or procedures to prevent and control accidental discharge and spills on the premises of the user; (13) Provisions concerning observed concentration violations of any of the analytical data contained in periodic compliance reports; (14) Provisions concerning the frequency of submission of certification statements for particular conditions of categorical regulations (e.g., control of total toxic organic (TTO); (15) The unit charge or schedule of user charges and fees for wastewater to be discharged to a POTW; (16) Effective and expiration dates and permit transfer requirements; (17) Other conditions as deemed appropriate by the control authority to ensure compliance with this division or other applicable laws or regulations. City of Fort Myers Sanitary Sewer Master Plan

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The permittee shall be responsible for all costs associated with satisfying IWDP conditions, requirements and restrictions. (k) IWDP modifications. The terms, conditions or requirements of any IWDP are subject to modification and change by the city during the term of the IWDP to accommodate changed conditions and as local, state, regional and federal laws, rules and regulations, and case decisions are modified or amended. (1) IWDP holders shall be notified of any proposed changes in their respective IWDP by the control authority at least sixty (60) days prior to the effective date change and shall be allowed to make comment relating to any of the proposed changes within thirty (30) days after notification of such proposed change by the city. Any change or new condition in an IWDP shall include a provision for a reasonable time schedule for compliance. (2) IWDP holders may petition the city for modification of their IWDP based on changed conditions. The petition must be filed with the control authority not more than two (2) business days after the user has reasonable basis to know that conditions will significantly change within the next calendar month. Such petition shall not relieve the IWDP holder of compliance with any existing IWDP conditions. The control authority shall review such petitions with such supporting data as he deems necessary and take appropriate action. If the control authority denies the petition, the IWDP holder may appeal the decision to the pretreatment review committee. If substantial changes are involved, the control authority may require the user to submit a new application for an IWDP. (3) Within nine (9) months of the promulgation of a new pretreatment standard, the IWDP shall be revised to require compliance within the time frame prescribed by such standard. Where a user, subject to a new pretreatment standard, has not previously submitted an application for an IWDP, as required by section 26-118(d), the user shall apply for an IWDP within ninety (90) days after the promulgation of an applicable pretreatment standard. In addition, the user with an existing IWDP shall submit to the control authority within ninety (90) days after promulgation of an applicable pretreatment standard the information required by paragraph(d)(5), (6), (7), (8) and (9)of this subsection. (l) Duration and renewal of IWDP. An IWDP shall be issued for a specified period of time, not to exceed three (3) years. To renew an IWDP, a user shall submit a completed renewal application form as prescribed by the city together with a renewal fee to the control authority not more than ninety (90) days nor less than thirty (30) days prior to the expiration of the current IWDP. Conditions governing the issuance of a renewal IWDP shall be the same, as those governing the issuance of a new IWDP. A temporary IWDP may be issued for a specified period of time, not to exceed one (1) year and shall not be renewable. (m) IWDP not transferable. An IWDP shall not be assigned, transferred or sold unless approved in writing by the control authority. Any attempted assignment, transfer or sale shall render the IWDP to be void and of no effect. (Ord. No. 3132, ยง 1, 8-18-03)

Sec. 26-119. Reporting requirements and retention of records for industrial wastewater permit holders. (a) Baseline monitoring report (BMR). A completed application for an IWDP shall contain more information than is required from a user for a BMR as defined in 40 C.F.R. 403.12(b)(1) through (7). The completed application shall be used by the city as the equivalent of a BMR. (b) Ninety-day compliance report. If the application for an IWDP (or BMR) contains a compliance schedule as provided for in section 26-118(d)(9), within ninety (90) days following the date for final compliance with applicable pretreatment standards or in the case of a new City of Fort Myers Sanitary Sewer Master Plan

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source, following commencement of the introduction of wastewater into the POTW, any user subject to pretreatment standards and requirements shall submit to the control authority a report containing the information described in section 26-118(d)(4) through (8) herein. (c) Periodic compliance reports. Permitted user shall submit periodic compliance reports to the control authority in accordance with the terms of their IWDP. All compliance reporting shall be in accordance with the following: (1) Copies of all approved periodic compliance forms attached to the IWDP (or alternative forms approved by the control authority shall be completed and submitted to the control authority. A copy of the analytical results received from the contracting laboratory shall be attached to the report. (2) The reports will be submitted during the specific months in which periodic compliance reporting is required by the IWDP of each user. This frequency shall equal or exceed federal requirements of 40 C.F.R. 403.12(3). At the discretion of the control authority, as applicable, and in consideration of such factors as local high or low flow rates, holidays, budget cycles, etc., the months may be altered during which the above reports are to be submitted. (3) Periodic compliance reports shall be submitted to the control authority within forty-five (45) days following each sampling event required by the IWDP. Reports submitted after the required date may result in initiation of demand monitoring by the city at the expense of the IWDP holder. (4) Industrial users shall complete each periodic compliance report utilizing data obtained through appropriate sampling and analysis performed during the period covered by the report, and representative of conditions occurring during the reporting period. The results of any additional discharge monitoring, whether or not required by the IWDP, shall be included in the report provided that the tests procedures approved by the EPA are used. (5) The control authority shall approve and include in the IWDP the location(s) at which the industrial user shall collect samples required for periodic compliance reports. Monitoring locations may be changed only after prior written permission by the control authority. (6) All analyses shall be performed by a laboratory certified by the Department of Health and Rehabilitative Services for environmental analysis in accordance with procedures established by the EPA under the provisions of Section 304(h), CWA (33 U.S.C. 1314(h)) and contained in 40 C.F.R. Part 136 and amendments thereto. Sampling shall be performed in accordance with the techniques approved by the EPA or the control authority and outlined in section 26-120. Where 40 C.F.R. Part 136 does not include a sampling or analytical technique for the pollutant in question or where the EPA determines that the Part 136 sampling and analytical techniques are inappropriate for the pollutant in question, sampling and analysis shall be performed using validated analytical methods or any other sampling and analytical procedures approved in writing by the EPA, the state or the control authority. (7) The permittee shall submit the following certification statement, signed by an authorized representative of the industrial user or his designee as provided for in paragraph (d) of this section. The exact wording of this statement shall be as follows: "I certify under penalty of law that this document and all attachments were prepared under my direction or supervision in accordance with a system designed to assure that qualified personnel properly gathered and evaluated the information submitted. Based on my inquiry of the person or persons who managed the system or those persons directly responsible for gathering the information, the information submitted is to the best of my knowledge and belief, true, accurate and complete. I am aware that there are significant penalties for submitting false information, including the possibility of fines and imprisonment for knowing violation". (8) If sampling, performed by an industrial user for a periodic compliance report, indicates a violation as defined herein, the user shall submit the report and shall notify the control authority within twenty-four (24) hours after becoming aware of the violation. The permittee shall repeat the sampling and analysis within thirty (30) days after becoming aware of the violation. These City of Fort Myers Sanitary Sewer Master Plan

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results shall be submitted to the control authority within forty-five (45) days following the sampling events. (d) Authorization of user's representative. An authorized representative of an industrial user may designate his signatory rights to another individual or position which has responsibility for the overall operation of the facility or overall responsibility for environmental matters for the user, if the authorized representative, of the industrial user submits a copy of the approved authorization form attached to the IWDP to the control authority. Should authorization no longer be current because a different individual or position has responsibility for the overall operation of the facility or overall responsibility for environmental matters for the user, an authorization form for the new representative or position must be submitted to the control authority. (e) Maintenance of records. Any user subject to the reporting requirements established in this section shall maintain records of all information resulting from any monitoring activities. Such records shall include for all samples: (1) The date, exact place, method and time of sampling, the names of the persons taking the samples, and the chain of custody of the samples; (2) The dates analyses were performed; (3) Who performed the analyses; (4) The analytical techniques or methods used; and (5) The results of such analyses. (f) Retention of records. Any user subject to the reporting requirements established in this section shall be required to retain for a minimum of three (3) years records of all submitted periodic compliance reports and any other such monitoring activities and/or analytical data pertaining to these reports (whether or not such monitoring activities are required by this section) and shall make such records available for inspection and copying by the control authority, state or EPA. This period of retention shall be extended during the course of any unresolved litigation regarding the industrial user or when requested by the control authority, the state or EPA upon reasonable notice to the permittee. (g) Confidentiality. Information and data on a user, obtained from reports, questionnaires, IWDP applications, permits and monitoring programs or from inspections shall be available to the public or other governmental agency without restriction unless the user specifically requests and is able to demonstrate to the satisfaction of the city that the release of such information would divulge information, processes or methods of production entitled to protection as trade secrets. (h) Reports from un-permitted users. All users not required to obtain a wastewater discharge permit shall provide appropriate reports as the control authority may require of the user. Those portions of any document which might disclose trade secrets or secret processes shall not to the extent allowable by law be made available to the public pursuant to Section 308(b), CWA. (Ord. No. 3132, ยง 1, 8-18-03)

Sec. 26-120. Sampling. Wherever sampling is required by the terms of this section or IWDP, such sampling shall be outlined in 40 C.F.R. 403.12(b)(5)(iii) through (vi). A minimum of four (4) grab samples must be used for pH, cyanide, total phenols, oil and grease, sulfide and volatile organics. For all other pollutants, twenty-four (24) hour composite samples must be obtained through flow proportional composite sampling techniques where feasible. The control authority may waive flow proportional composite sampling for any industrial user that demonstrates that flow proportional sampling is infeasible. Samples must then be obtained through time proportional composite sampling techniques or through the minimum of four (4) grab samples where the user demonstrates that this will provide a representative sample of the effluent being discharged.

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(Ord. No. 3132, ยง 1, 8-18-03)

Sec. 26-121. Pretreatment of wastes. (a) A user shall design, construct, operate and maintain such wastewater pretreatment facility whenever necessary to reduce or modify the user wastewater constituency to achieve compliance with the limitations in wastewater strength set forth by this division to meet applicable pretreatment standards or to meet any other wastewater condition or limitation contained in the IWDP. New sources shall install, have in operating condition and shall start up all pollution control equipment required to meet applicable pretreatment standards before beginning the discharge. (b) Plans, specifications and operating procedures for such wastewater pretreatment facilities shall be prepared and signed by a professional engineer registered in the state and shall be submitted to the control authority for review in accordance with accepted engineering practices. The control authority shall review said plans within sixty (60) days and make appropriate comments to the user. Prior to beginning construction of said pretreatment facility, the user shall secure building, plumbing or other permits that may be required by the city. The user shall construct said pretreatment facility within the time provided in the user IWDP. Following completion of construction the user shall provide the control authority with as built drawings to be retained by the control authority. Subsequent alterations or additions to such pretreatment or flow control facilities shall not be made without prior notice to the control authority. (c) The issuance of an IWDP shall not constitute approval by the city of a type, kind or capacity of a pretreatment installation and shall not relieve the user of the responsibility to comply with the requirements of the IWDP or the terms of this division. (Ord. No. 3132, ยง 1, 8-18-03)

Sec. 26-122. Entry, inspection and monitoring. (a) Entry. All users of the POTW shall allow the control authority and other duly authorized employees of the city bearing proper credentials and identifications access at all reasonable times to all parts of the premises for the purpose of inspection, observations, records examination, measurement, sampling and testing in accordance with the provisions of this division. The refusal of any user to permit the control authority entry to or upon the premises of the user for the purposes of inspection, sampling effluents or inspecting and copying records or performing such other duties as shall be required by this division shall constitute a significant violation of a condition of the user IWDP and the terms of this division. The control authority shall seek a warrant or use such other legal procedures as shall be advisable and reasonably necessary to discharge his duties. (b) Inspection. The city may inspect the facilities of any user to ascertain compliance with this chapter and all other requirements. During an inspection, the control authority may inquire as to the type of industrial processes used to determine the kind and source of discharge to the sewers or receiving waters or facilities for wastewater treatment. Records or information obtained by these inspections shall, in the same case of effluent data, be related to any applicable effluent limitations, toxic, pretreatment or IWDP condition and shall be available to the public. (c) Monitoring. The city shall schedule an industrial discharge monitoring program for users. This program shall consist of periodic determinations of the user wastewater discharge

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characteristics through the analysis of wastewater samples collected and analyzed by a state certified environmental laboratory(ies) using approved EPA methods. (d) Demand monitoring. Demand monitoring, inspection or surveillance of a user may be instituted by the city when: (1) A permittee reports a violation in a periodic compliance report; (2) A periodic compliance report is not submitted within the required time limit; (3) Any other circumstances which, in the opinion of the control authority, warrants such demand monitoring. Demand monitoring may continue until the violation or inconsistency has been corrected or the periodic compliance monitoring has been reported correctly. The cost of all demand monitoring, inspection and surveillance shall be paid by the user in accordance with section 26-117(b)(2) herein. (e) Monitoring operations. The control authority shall have the right to set up on the property of the user such devices as are reasonably necessary to conduct sampling inspection, compliance or demand monitoring and/or metering operations. (f) Monitoring facilities. The control authority may require any user to install and maintain at the users expense a suitable control manhole together with necessary approved meters, flow apparatus and other appurtenances in the building sewer and/or internal drainage systems to facilitate observation, sampling and measurement of the waste stream(s). Such facility(ies) shall be accessible, safely located and constructed in accordance with plans reviewed and accepted by the control authority. The monitoring facility(ies) shall be situated on the premises of the user unless the use of an existing monitoring facility on city property is acceptable to the control authority. (g) Liability. While performing the necessary work on private property referred to in this division, the control authority or duly authorized employees of the city shall observe all safety rules applicable to the premises established by the company, and the company, to the extent allowed by law, shall be held harmless for injury and death to the city employee(s), for intentional and/or negligent acts solely caused by the city employee(s), and the city shall indemnify the company against loss or damage to property by city employees and against liability claims and demands for personal injury and property damage asserted against the company and growing out of the gauging and sampling operation, except as such may be caused by negligence or failure of the company to maintain safe conditions and provided that nothing contained herein shall obligate the city to incur liability or pay claims in excess of the amounts and except as set forth in Chapter 768, Florida Statutes, or successor statute as may be applicable. (Ord. No. 3132, ยง 1, 8-18-03)

Sec. 26-123. Enforcement policy/response plan. (a) Evaluation. Whenever the control authority determines or has reasonable cause to believe that a discharge of wastewater has occurred in violation of the provisions of this division, the user IWDP or any other applicable law or regulation, he shall evaluate the violation as prescribed below. (1) If the control authority determines the violation does not constitute SNC and is minor in nature, he shall immediately telephone the user and try to resolve the issue. If the violation is not corrected within five (5) working days from the date of the telephone call, the control authority shall issue the user a notice of violation (NOV), as provided for in sub-section (2) below. (2) If the control authority determines the violation does not constitute SNC but is of a serious nature the control authority shall issue the user a notice of violation (NOV) stating the nature of the violations. Upon issuance of a NOV:

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a. Failure of the user to respond within ten (10) working days of the date of the NOV shall cause the control authority to immediately issue a notice of SNC as prescribed in subsection (3) below; b. If the user responds with an acceptable explanation for the violation or makes good a deficiency within the prescribed time, enforcement ceases at the discretion of the control authority. c. The user may request a thirty-day short term compliance schedule by outlining what steps will be taken to gain compliance. The control authority shall evaluate this request, modify it as he deems necessary and at his discretion, issue a short term user compliance schedule. If, during the thirty-day schedule, the user responds that further pretreatment is required to correct the discharge problem, the control authority shall issue a notice of SNC as prescribed in sub-section (3) below. If, after thirty (30) days the control authority determines the user to be in compliance, further enforcement ceases. If, after thirty (30) days, the control authority determines that compliance has not been achieved or no response has been received from the user, he shall issue a notice of SNC as prescribed in subsection (3) below; d. The user may respond that pretreatment is required to correct the discharge problem. In this case, the control authority shall issue a notice of SNC as prescribed in subsection (3) below. (3) If the control authority determines the violation is SNC he shall issue the user a notice of SNC stating the nature of the violation(s) and include the user in the EPA required annual listing of users in significant noncompliance with pretreatment standards in the local newspaper with the largest circulation. In response to this notice: a. Failure of the user to respond within ten (10) working days of the date of the notice shall cause the control authority to fine the user in the amount of five hundred dollars ($500.00) and issue a final schedule of compliance. b. The user may outline the necessary modifications required to gain compliance and request the control authority to issue an enforceable first schedule of compliance. c. If the user responds that it has not determined whether treatment is needed, the control authority shall issue an enforceable first schedule of compliance. (4) Once an industrial user has received an enforceable first schedule of compliance: a. If the user is out of compliance after completion of the compliance schedule, the control authority shall fine the user in the amount of five hundred dollars ($500.00) and issue a final schedule of compliance. b. If the user is in compliance after completion of the compliance schedule, enforcement actions cease. (5) Once a user has received a fine of five hundred dollars ($500.00) and a final schedule of compliance: a. Failure of the user to respond within ten (10) working days of the date of the notice shall cause the control authority to revoke the IWDP, terminate the user sewer service and impose a fine in a sum not to exceed one thousand dollars ($1,000.00) per day for every violation; b. If the user is not in compliance after completion of the compliance schedule, the control authority shall revoke the IWDP, terminate the user sewer service and impose a fine in a sum not to exceed one thousand dollars ($1,000.00) per day for every violation; c. If the user is in compliance after completion of the compliance schedule, the enforcement actions cease. (b) Violation notices. Failure of the control authority or his designee to provide any of the notices of violation referred to in subsection (a) above shall not in any way relieve the user from any consequences of a wrongful or illegal discharge. All notices of violation shall be issued to users by certified mail, return receipt requested or in person with signature of receipt required. (Ord. No. 3132, ยง 1, 8-18-03)

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Appendix C Code of Ordinances, Chapter 26, Article III

Sec. 26-124. Enforcement and abatement. (a) Malicious mischief. No person shall maliciously, willfully, or deliberately break, damage, destroy, uncover, deface or tamper with any structure, appurtenance or equipment which is part of the POTW or public works department. Any person violating this provision shall be subject to immediate arrest under charge of destruction of public property. (b) Public nuisance. Discharge of wastewater in any manner in violation of this division or any condition of an IWDP is hereby declared a public nuisance and shall be corrected or abated as provided herein. (c) Conciliation meetings. At any point before or during the enforcement action, the control authority may, but shall not be required to, invite representatives of the user to a conciliation meeting to discuss the violations and methods of correcting the cause of the violation. Such additional meetings as control authority deems advisable may be held to resolve the problem. If the user and control authority can agree to appropriate remedial and preventive measures, they shall commit such agreement to writing with provisions for a reasonable compliance schedule and the same shall be incorporated as a supplemental condition of the user IWDP. If an agreement is not reached through the conciliation process, the control authority shall continue with the enforcement policy as outlined in section 26-123 above and take such other actions as he deems advisable to insure user compliance with the department or other law or regulation. (d) Revocation of IWDP. Any IWDP issued under the provisions of this division is subject to be modified, suspended or revoked in whole or in part for cause shown including, but not limited to any one (1) of the following: (1) Violation of any terms or conditions of the IWDP or other applicable law or regulation; (2) Obtaining an IWDP by misrepresentation or failure to disclose, fully, all relevant facts; or (3) A change in any permitted user operating condition that requires either a temporary or permanent reduction or elimination of the permitted discharge. (4) When necessary to protect the public health, safety and welfare in accordance with the terms set forth in sub-section (i) of this section. (e) Citation to county court. The control authority may cite the user to county court for violation of any provision of this division. A violation of any condition of the user IWDP shall be deemed to be a violation of this division. (f) Injunctive relief. Upon approval of the city legal department, the control authority shall, in the name of the city, file in circuit court of county or such other court as may have jurisdiction, a suit seeking the issuance of an injunction, damages or other appropriate relief to enforce the provisions of this division or other applicable law or regulation. Suit may be brought to recover any and all damages suffered by the city as a result of any action or inaction of any user or other person who cause or suffers damage to occur to the POTW or for any other expense, loss or damage of any kind or nature suffered by the city. (g) Assessment of damages to users. When the discharge of waste causes an obstruction, damage or any other impairment to the facilities or any expense of whatever character or nature to the city, the control authority shall assess the expenses incurred by the city to clear the obstruction, repair damage to the facility and any other expenses or damage of any kind or nature suffered by the city. The control authority shall file a claim with the user or any other person causing or suffering said damages to occur seeking reimbursement for any and all expenses or damages suffered by the city. If the claim is ignored or denied, the control authority shall notify the city attorney to take such measures as shall be appropriate to recover for any expense or other damages suffered by the city. (h) Director may petition for federal or state enforcement. The public works director may petition the state or the EPA, as appropriate to exercise such methods or remedies as shall be available to such government entities to seek criminal or civil penalties, injunctive relief or such City of Fort Myers Sanitary Sewer Master Plan

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Appendix C Code of Ordinances, Chapter 26, Article III

other remedies as may be provided by applicable federal or state laws to insure compliance by industrial users of applicable pretreatment standards, to prevent the introduction of toxic pollutants or other regulated pollutants into the POTW or to prevent such other water pollution as may be regulated by state or federal law. (i) Emergency termination of service. In the event of an actual or threatened discharge to the POTW of any pollutant which in the opinion of the director presents or may present an imminent and substantial endangerment to the health and welfare of persons or cause interference with the POTW, the public works director or in his absence his designee, shall immediately notify the mayor of the nature of the emergency. The public works director shall also attempt to notify the industrial user or other person causing the emergency and request their assistance in abating same. Following consultation with the aforementioned officials of the city, or in their absence their designee, shall temporarily terminate the service of such user or users as necessary to abate the condition when such action appears reasonably necessary. Such service shall be restored by the public works director as soon as the emergency situation has been abated or corrected. (j) Public notification. The control authority shall annually publish in the largest daily newspaper of general circulation within the county, a list of the industrial users identified as being in significant non-compliance of pretreatment requirements or standards, as defined in the EPA Pretreatment Compliance Monitoring and Enforcement Guide, published on July 26, 1986, at least once during the twelve (12) previous months. The notification shall summarize any enforcement actions taken against the SIU(s) during the same twelve (12) months. (k) Affirmative defenses. Affirmative defenses shall apply as stated in F.A.C. 62-625.400(1)(b) (Ord. No. 3132, ยง 1, 8-18-03)

Sec. 26-125. Penalties. (a) Violations. Any person who is found to have violated any provisions of this division or any condition of IWDP issued hereunder, shall be, subject penalties and fines of five hundred dollars ($500.00) to one thousand dollars ($1,000.00) for each offense. Each separate violation shall constitute a separate offense and each day of violation shall constitute a separate violation. In addition to the penalties provided herein, the city may recover reasonable attorney fees, court costs, court reporter fees and other expenses of litigation by appropriate suit at law against the person found to have violated this division or the orders, rules, regulations and IWDP issued hereunder. (b) Falsifying information. Any person who knowingly makes any false statements, representation or certification in any application, record, report, plan or document filed or required to be maintained, pursuant to this division, or IWDP, or who falsifies, tampers with, or knowingly renders inaccurate any monitoring device or method required under this division, shall be subject to a penalty in an amount not to exceed one thousand dollars ($1,000.00). Each day on which a violation shall occur or continue shall be deemed a separate and distinct offense. (Ord. No. 3132, ยง 1, 8-18-03)

Sec. 26-125.1. Regulation of wastewater discharge from other jurisdictions. Such agreement must meet all current federal, state and local requirements for inter-municipal agreements. (Ord. No. 3132, ยง 1, 8-18-03)

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Appendix C Code of Ordinances, Chapter 26, Article III

DIVISION 4. EXTENSION OR EXPANSION* *Cross references: Sanitary sewer system, § 18-76 et seq.

Sec. 26-126. Approval and installation. An applicant may request extension or expansion of the sewer system in order to provide service to property. Through written formal agreement between the city and applicant, the requested facilities may be designed or installed by the city, or the applicant may make the design or installation. If the applicant makes either the design or installation, a licensed engineer must prepare the plans, and a state-certified contractor must make the installation. The engineer and contractor must be approved by the public works department in accordance with current city policies and requirements. The engineer's plans and final installation must be approved by the public works department in accordance with current city policies and requirements, at which time the applicant shall convey the installation to the city. (GMC § .010(C)(7)(a); Ord. No. 2636, § 2, 4-6-92)

Sec. 26-127. Size required. The city may stipulate, at its own discretion, that the system components to be expanded be oversized to meet the future sewer system needs, when such sizing exceeds the size required for the applicant. (GMC § .010(C)(7)(b))

Sec. 26-128. Funding. All administrative, design and construction costs of all requested and approved sewer system expansions must be borne by the applicant. If the city requires oversizing of the sewer transmission system, the city, at its own option, may grant credits pursuant to section 26-96. (GMC § .010(C)(7)(c); Ord. No. 2640, § 9, 8-17-92) Secs. 26-129--26-150. Reserved.

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Appendix C Code of Ordinances, Chapter 26, Article III

Lift Station Calibration Results LS 1: Rainfall vs. Pump Runtime 60 Totalizer Model

Pump Runtime (hrs)

0 0.00

0.50

1.00

1.50

2.00

2.50

3.00

3.50

Total Rainfall (in)

LS 2: Rainfall vs. Pump Runtime 50 Totalizer 45 Model 40

Pump Runtime (hrs)

35 30 25 20 15 10 5 0 0.00

0.50

1.00

1.50

2.00

2.50

3.00

3.50

Total Rainfall (in)

City of Fort Myers Sanitary Sewer Master Plan

Page 1

Appendix D Calibration Results

LS 3: Rainfall vs. Pump Runtime 45

Totalizer Model Totalizer2 Model2

Pump Runtime (hrs)

35 30 25 20 15 10 5 0 0.00

0.50

1.00

1.50

2.00

2.50

3.00

3.50

Total Rainfall (in)

LS 4: Rainfall vs. Pump Runtime 60 Totalizer Model

Pump Runtime (hrs)

0 0.00

0.50

1.00

1.50

2.00

2.50

3.00

3.50

Total Rainfall (in)

City of Fort Myers Sanitary Sewer Master Plan

Page 2

Appendix D Calibration Results

LS 5: Rainfall vs. Pump Runtime 45 Totalizer 40

Model

Pump Runtime (hrs)

35 30 25 20 15 10 5 0 0.00

0.20

0.40

0.60

0.80

1.00

1.20

1.40

1.60

Total Rainfall (in)

LS 6: Rainfall vs. Pump Runtime 100 Totalizer 90

Model

Pump Runtime (hrs)

70 60 50 40 30 20 10 0 0.00

0.50

1.00

1.50

2.00

2.50

3.00

3.50

Total Rainfall (in)

City of Fort Myers Sanitary Sewer Master Plan

Page 3

Appendix D Calibration Results

LS 7: Rainfall vs. Pump Runtime 60 Totalizer Model

Pump Runtime (hrs)

0 0.00

0.50

1.00

1.50

2.00

2.50

3.00

3.50

Total Rainfall (in)

LS 8: Rainfall vs. Pump Runtime 45 Totalizer 40

Model

Pump Runtime (hrs)

35 30 25 20 15 10 5 0 0.00

0.50

1.00

1.50

2.00

2.50

3.00

3.50

Total Rainfall (in)

City of Fort Myers Sanitary Sewer Master Plan

Page 4

Appendix D Calibration Results

LS 9: Rainfall vs. Pump Runtime 60 Totalizer Model

Pump Runtime (hrs)

0 0.00

0.50

1.00

1.50

2.00

2.50

3.00

3.50

Total Rainfall (in)

LS 10: Rainfall vs. Pump Runtime 30 Totalizer Model

Pump Runtime (hrs)

0 0.00

0.50

1.00

1.50

2.00

2.50

3.00

3.50

Total Rainfall (in)

City of Fort Myers Sanitary Sewer Master Plan

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Appendix D Calibration Results

LS 12: Rainfall vs. Pump Runtime 50 Totalizer 45

Model

Pump Runtime (hrs)

35 30 25 20 15 10 5 0 0.00

0.50

1.00

1.50

2.00

2.50

3.00

3.50

Total Rainfall (in)

LS 15: Rainfall vs. Pump Runtime 25 Totalizer Model

Pump Runtime (hrs)

0 0.00

0.50

1.00

1.50

2.00

2.50

3.00

3.50

Total Rainfall (in)

City of Fort Myers Sanitary Sewer Master Plan

Page 6

Appendix D Calibration Results

LS 16: Rainfall vs. Pump Runtime 40 Totalizer Model

Pump Runtime (hrs)

30 25 20 15 10 5 0 0.00

0.50

1.00

1.50

2.00

2.50

3.00

3.50

Total Rainfall (in)

LS 23: Rainfall vs. Pump Runtime 90 Totalizer 80

Model

Pump Runtime (hrs)

70 60 50 40 30 20 10 0 0.00

0.50

1.00

1.50

2.00

2.50

3.00

3.50

Total Rainfall (in)

City of Fort Myers Sanitary Sewer Master Plan

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Appendix D Calibration Results

LS 24: Rainfall vs. Pump Runtime 40 Totalizer Model

Pump Runtime (hrs)

30 25 20 15 10 5 0 0.00

0.50

1.00

1.50

2.00

2.50

3.00

3.50

Total Rainfall (in)

LS 27: Rainfall vs. Pump Runtime 45 Totalizer 40

Model

Pump Runtime (hrs)

35 30 25 20 15 10 5 0 0.00

0.50

1.00

1.50

2.00

2.50

3.00

3.50

Total Rainfall (in)

City of Fort Myers Sanitary Sewer Master Plan

Page 8

Appendix D Calibration Results

LS 30: Rainfall vs. Pump Runtime 50 Totalizer 45

Model

Pump Runtime (hrs)

35 30 25 20 15 10 5 0 0.00

0.50

1.00

1.50

2.00

2.50

3.00

3.50

Total Rainfall (in)

LS 31: Rainfall vs. Pump Runtime 45 Totalizer 40

Model

Pump Runtime (hrs)

35 30 25 20 15 10 5 0 0.00

0.50

1.00

1.50

2.00

2.50

3.00

3.50

Total Rainfall (in)

City of Fort Myers Sanitary Sewer Master Plan

Page 9

Appendix D Calibration Results

LS 34: Rainfall vs. Pump Runtime 60 Totalizer Model

Pump Runtime (hrs)

0 0.00

0.50

1.00

1.50

2.00

2.50

3.00

3.50

Total Rainfall (in)

LS 35: Rainfall vs. Pump Runtime 60 Totalizer Model

Pump Runtime (hrs)

0 0.00

0.50

1.00

1.50

2.00

2.50

3.00

3.50

Total Rainfall (in)

City of Fort Myers Sanitary Sewer Master Plan

Page 10

Appendix D Calibration Results

LS 39: Rainfall vs. Pump Runtime 40 Totalizer 35

Model

Pump Runtime (hrs)

30 25 20 15 10 5 0 0.00

0.50

1.00

1.50

2.00

2.50

3.00

3.50

Total Rainfall (in)

LS 41: Rainfall vs. Pump Runtime 50 Totalizer 45

Model

Pump Runtime (hrs)

35 30 25 20 15 10 5 0 0.00

0.50

1.00

1.50

2.00

2.50

3.00

3.50

Total Rainfall (in)

City of Fort Myers Sanitary Sewer Master Plan

Page 11

Appendix D Calibration Results

LS 44: Rainfall vs. Pump Runtime 45 Totalizer 40

Model

Pump Runtime (hrs)

35 30 25 20 15 10 5 0 0.00

0.50

1.00

1.50

2.00

2.50

3.00

3.50

Total Rainfall (in)

LS 54: Rainfall vs. Pump Runtime 120 Totalizer Model

Pump Runtime (hrs)

100

0 0.00

0.50

1.00

1.50

2.00

2.50

3.00

3.50

Total Rainfall (in)

City of Fort Myers Sanitary Sewer Master Plan

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Appendix D Calibration Results

LS 55: Rainfall vs. Pump Runtime 120 Totalizer Model

Pump Runtime (hrs)

100

0 0.00

0.50

1.00

1.50

2.00

2.50

3.00

3.50

Total Rainfall (in)

LS 68: Rainfall vs. Pump Runtime 20 Totalizer 18

Model

Pump Runtime (hrs)

14 12 10 8 6 4 2 0 0.00

0.50

1.00

1.50

2.00

2.50

3.00

3.50

Total Rainfall (in)

City of Fort Myers Sanitary Sewer Master Plan

Page 13

Appendix D Calibration Results

LS 92: Rainfall vs. Pump Runtime 20 Totalizer 18

Model

Pump Runtime (hrs)

14 12 10 8 6 4 2 0 0.00

0.50

1.00

1.50

2.00

2.50

3.00

3.50

Total Rainfall (in)

City of Fort Myers Sanitary Sewer Master Plan

Page 14

Appendix D Calibration Results

South AWWTP Calibration Results August 12-19, 2002 54-inch Influent Sewer to SAWWTP 0.00

30.0 Influent Hourly Data Calibration Result Rainfall Data

25.0

0.20

Flow (MGD)

20.0 0.60 15.0 0.80

1.00

10.0

1.20 5.0 1.40 0.0 8/12/2002

8/13/2002

8/14/2002

8/15/2002

8/16/2002

8/17/2002

8/18/2002

8/19/2002

8/20/2002

Date

August 19-26, 2002 54-inch Influent Sewer to SAWWTP 35

0.00

0.20

Influent Hourly Data Calibration Result

0.40

0.60

0.80 15

15-min Rainfall Depth

Flow (MGD)

Rainfall Data

1.00 10 1.20 5 1.40 0 8/19/2002

8/20/2002

8/21/2002

8/22/2002

8/23/2002

8/24/2002

8/25/2002

8/26/2002

8/27/2002

Date

City of Fort Myers Sanitary Sewer Master Plan

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Appendix D Calibration Results

15-min Rainfall Depth

0.40

August 26-30, 2002 54-inch Influent Sewer to SAWWTP 0.00

0.20 25

Influent Hourly Data Calibration Result

0.60 15 0.80

1.00

15-min Rainfall Depth

Flow (MGD)

0.40

Rainfall Data

1.20 5 1.40 0 8/26/2002

8/27/2002

8/28/2002

8/29/2002

8/30/2002

8/31/2002

9/1/2002

9/2/2002

9/3/2002

9/4/2002

Date

September 3-9, 2002 54-inch Influent Sewer to SAWWTP 0.00

0.20 25

Influent Hourly Data Calibration Result

0.60 15 0.80

1.00

15-min Rainfall Depth

20 Flow (MGD)

0.40

Rainfall Data

1.20 5 1.40 0 9/3/2002

9/4/2002

9/5/2002

9/6/2002

9/7/2002

9/8/2002

9/9/2002

9/10/2002

Date

City of Fort Myers Sanitary Sewer Master Plan

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Appendix D Calibration Results

September 9-13, 2002 54-inch Influent Sewer to SAWWTP 30.0

0.00

0.20 25.0

Flow (MGD)

20.0 0.60 15.0 0.80

10.0

1.00

Influent Hourly Data

5.0

15-min Rainfall Depth

0.40

1.20

Calibration Result Rainfall Data 0.0 9/9/2002

1.40

9/9/2002 9/10/2002 9/10/2002 9/11/2002 9/11/2002 9/12/2002 9/12/2002 9/13/2002 9/13/2002 9/14/2002 Date

September 13-19, 2002 54-inch Influent Sewer to SAWWTP 30

0.00

Influent Hourly Data

0.20

Calibration Result

Flow (MGD)

20 0.60 15 0.80

1.00

1.20 5 1.40 0 9/12/2002

9/13/2002

9/14/2002

9/15/2002

9/16/2002

9/17/2002

9/18/2002

9/19/2002

9/20/2002

Date

City of Fort Myers Sanitary Sewer Master Plan

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Appendix D Calibration Results

15-min Rainfall Depth

0.40

Rainfall Data

November 16-17, 2002 54-inch Influent Sewer to SAWWTP 35.0

0.00

0.20

30.0 Influent Hourly Data

Flow (MGD)

0.40

Rainfall Data 0.60

20.0

0.80 15.0 1.00 10.0 1.20 5.0 1.40 0.0 11/15/2002

11/15/2002

11/16/2002

11/17/2002

11/18/2002

11/19/2002

Date

City of Fort Myers Sanitary Sewer Master Plan

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Appendix D Calibration Results

15-min Rainfall Depth (in)

Calibration Result 25.0

Central AWWTP Calibration Results August 12-19, 2002 Summed Inflows to Screw Pumps at CAWWTP 0.00

30.0

Influent Hourly Data

25.0

0.20

Calibration Result 0.40

Flow (MGD)

20.0 0.60 15.0 0.80

1.00

10.0

15-min Rainfall Depth

Rainfall Data

1.20 5.0 1.40 0.0 8/12/2002

8/13/2002

8/14/2002

8/15/2002

8/16/2002

8/17/2002

8/18/2002

8/19/2002

8/20/2002

Date

August 19-26, 2002 Summed Inflows to Screw Pumps at CAWWTP 35.0

0.00

30.0

0.20 Influent Hourly Data 0.40

25.0

Flow (MGD)

Rainfall Data

0.60

20.0

0.80 15.0 1.00 10.0 1.20 5.0 1.40 0.0 8/19/2002

8/20/2002

8/21/2002

8/22/2002

8/23/2002

8/24/2002

8/25/2002

8/26/2002

8/27/2002

Date

City of Fort Myers Sanitary Sewer Master Plan

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Appendix D Calibration Results

15-min Rainfall Depth

Calibration Result

August 26-30, 2002 Outflow from Screw Pumps at CAWWTP 0.00

20.0 18.0

Influent Hourly Data

0.20

Calibration Result

16.0

Rainfall Data

0.40

0.60

12.0 10.0

0.80 8.0 1.00

15-min Rainfall Depth

Flow (MGD)

14.0

6.0 1.20

4.0 2.0

1.40 0.0 8/26/2002

8/27/2002

8/28/2002

8/29/2002

8/30/2002

8/31/2002

9/1/2002

9/2/2002

9/3/2002

9/4/2002

Date

September 3-9, 2002 Summed Inflows to Screw Pumps at CAWWTP 0.00

20.0 18.0

0.20 16.0 0.40

0.60

12.0 10.0

0.80 8.0 1.00 6.0 Influent Hourly Data 4.0

Calibration Result

1.20

Rainfall Data

2.0

1.40 0.0 9/3/2002

9/4/2002

9/5/2002

9/6/2002

9/7/2002

9/8/2002

9/9/2002

9/10/2002

Date

City of Fort Myers Sanitary Sewer Master Plan

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Appendix D Calibration Results

15-min Rainfall Depth

Flow (MGD)

14.0

September 9-13, 2002 Summed Inflows to Screw Pumps at CAWWTP 0.00

20.0 18.0

0.20 16.0 0.40

0.60

12.0 10.0

0.80 8.0 1.00

15-min Rainfall Depth

Flow (MGD)

14.0

6.0 Influent Hourly Data 4.0

Calibration Result

1.20

Rainfall Data

2.0

1.40 0.0 9/9/2002

9/9/2002 9/10/2002 9/10/2002 9/11/2002 9/11/2002 9/12/2002 9/12/2002 9/13/2002 9/13/2002 9/14/2002 Date

September 13-19, 2002 Summed Inflows to Screw Pumps at CAWWTP 0.00

20.0 18.0

Calibration Result

0.20

Influent Hourly Data

16.0

Rainfall Data 0.40

0.60

12.0 10.0

0.80 8.0 1.00 6.0 1.20

4.0 2.0

1.40 0.0 9/12/2002

9/13/2002

9/14/2002

9/15/2002

9/16/2002

9/17/2002

9/18/2002

9/19/2002

9/20/2002

9/21/2002

Date

City of Fort Myers Sanitary Sewer Master Plan

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Appendix D Calibration Results

15-min Rainfall Depth

Flow (MGD)

14.0

November 16-18, 2002 Summed Inflows to Screw Pumps at CAWWTP 25.0

0.00

Influent Hourly Data 20.0

Calibration Result

15.0

0.40

0.60

0.80 10.0 1.00

5.0

1.20

1.40 0.0 11/15/2002

11/15/2002

11/16/2002

11/17/2002

11/18/2002

11/19/2002

Date

City of Fort Myers Sanitary Sewer Master Plan

Page 22

Appendix D Calibration Results

15-min Rainfall Depth

Rainfall Data

Flow (MGD)

0.20

Table E.1 - Development Summary: Daily Sewer Flows and Estimates for Percent Completion by 2009 Number of Units Development Name Alta-Mar Airport Woods Apex/Publix Arborwood Beau Rivage Berkshire Bernwood Apartments Bernwood Commercial (Lakeside) Shoppes Billy's Creek Condos Carbonell Casa La Linda Challenger 32 Challenger 33 Colonial Center Subd. Colonial Golf & Country Club Colonial Plantation Colonial Plaza Colonial Properties DRI Cove at Metro Cove at Six Mile CVS Drug Store Cypress Club Cypress Palms Cypress Point Commercial Cypress Woods Eastwood Development Edison Ford Plaza Ekonomu First River Condos Forest Lakes Forum DRI Golden Corral Hawk's Landing Heritage Lakes Heritage Palms Appendix E Sanitary Sewer Master Plan

Single Family 2,678 836 96 1,058 543 430 830 1,400

Multiple Family 252 2,707 122 826 304 176 250 219 841 765 800 1,795 308 196 292 590 510 464 40 500 248 826 204 1,066 -

Square Footage Hotel 74 552 -

Office Commercial 120,000 170,000 6,250 139,000 16,800 6,700 55,000 300,000 525,000 12,852 22,248 487,872 115,000 6,000 209,500 10,381 215,000 Page 1 of 3

Retail 60,150 14,528 -

Industrial 700,000 269,000 100,000 100,000 -

Total Usage (gpd) 37,800 40,174 6,887 897,847 18,300 274,380 45,600 3,452 26,400 359 17,280 37,500 32,850 7,978 316,590 116,099 123,157 339,437 46,200 29,400 834 44,538 88,500 7,016 28,000 174,240 76,200 6,000 75,344 37,200 274,263 596 30,600 321,639 252,000

UDAP 1 17 17 17 2 16 525 525 18 14 18 525 525 525 17 525 17 16 16 525 17 2 525 525 525 16 2 4 2 16 17 525 5 17 525

% Complete by 2009 50% 100% 50% 60% 50% 50% 50% 50% 50% 50% 50% 50% 50% 50% 80% 50% 50% 50% 50% 50% 50% 100% 50% 50% 50% 50% 50% 50% 90% 50% 50% 100% 50% 50% 100%

Malcolm Pirnie, Inc.

Number of Units Development Name Heritage Palms Estates Hibiscus Isles High Point Place Hotel Monaco International College JJ Taylor Laredo Lakes Lee Blvd. 130/Olympia Point Lee Boulevard Plaza Lennar Homes/Matera Lofton Island Lowes Majorca Lakes Mariners Landing McGregor Oaks Townhomes Metro Annexation Metro Blaseno Metro Business Park Michigan Marsh Plaza O'Brien Dealership Orchard/Randy Henderson Development Palmer Pre-School Palomino - Reflection Isle Parker - Paseo Prima Luce Proposed Residential at Metro & Colonial Province Park Residence at Edison mall Rivieria (St. Tropez) Sherwood Southern Homes - Main Street Sun City/Pelican Preserve Tranquility The Shops at Metro Park Vue Walmart at Colonial Walmart at Page Field Appendix E Sanitary Sewer Master Plan

Single Family 287 143 200 300 422 369 10 245 1,100 -

Multiple Family 272 273 440 354 102 84 150 112 680 700 196 749 94 470 610 192 350 395 1,400 180 -

Square Footage Hotel 220 -

Office Commercial 13,000 129,000 55,000 4,500 145,600 8,268 7,564 18,800 11,770 16,992 39,000 Page 2 of 3

Retail 13,625 48,000 215,000 207,498

Industrial 73,529 454,331 162,785 38,000 -

Total Usage (gpd) 51,660 40,800 40,950 22,746 7,404 4,220 91,740 92,257 26,075 15,558 12,600 9,343 22,500 16,800 102,000 105,000 2,181 8,356 782 2,755 54,000 475 105,360 178,770 14,100 70,500 93,300 28,800 52,934 44,100 60,329 408,000 676 975 29,238 12,339 11,909

UDAP 525 523 2 2 16 524 524 17 17 4 2 17 524 6 4 525 525 525 15 525 17 6 17 17 2 525 16 6 2 17 16 17 16 525 2 525 5

% Complete by 2009 100% 50% 90% 100% 50% 50% 50% 50% 50% 50% 50% 50% 100% 50% 50% 50% 50% 50% 50% 50% 50% 50% 100% 100% 50% 50% 50% 50% 90% 80% 50% 50% 50% 50% 100% 100% 50%

Malcolm Pirnie, Inc.

Number of Units Development Name Waterman Airside Plaza Watermen - Daniels Annex. Watermen Development West First St. - Sullivan Winkler 39 Yacht Club/Oasis Zemel Total

Appendix E Sanitary Sewer Master Plan

Single Family 220 11,167

Multiple Family 800 272 374 309 1,079 24,938

Square Footage Hotel 375 1,221

Office Commercial 290,000 125,400 7,676 1,381,994 1,908,179

Page 3 of 3

Retail 558,801

Total Usage Industrial (gpd) 525,000 91,472 120,000 40,800 56,100 46,791 161,850 39,600 2,422,645 6,232,801

UDAP 17 17 17 2 525 1 17

% Complete by 2009 100% 100% 50% 90% 100% 50% 50%

Malcolm Pirnie, Inc.

FUTURE RESIDENT/SEASONAL POPULATION PROJECTIONS AND ALLOCATION OF POPULATIONS INTO SERVICE SUBAREAS FOR THE CITY OF FORT MYERS, FLORIDA INCLUDING A DESCRIPTION OF METHODOLOGY

PREPARED BY: CITY OF FORT MYERS PLANNING DEPARTMENT FEBRUARY 1987 UPDATED: JANUARY 1995 UPDATED WITH TAZ COMPARISON: MAY, 1997 UPDATED: DECEMBER 2003 "Preparation of this Document was aided through financial assistance received from the State of Florida under the Local Government Evaluation and Appraisal Report Assistance Program authorized by Chapter 93-206, Laws of Florida, and administered by the Florida Department of Community Affairs."

City of Fort Myers Wastewater Master Plan

Page 1

Appendix F City Population Projections

A DESCRIPTION OF METHODOLOGY CITY OF FORT MYERS URBAN RESERVE In accordance with Chapter 9J-5, Florida Administrative Code, the City of Fort Myers is required to base its comprehensive plan on resident and seasonal population estimates and projections. As no state data is available for the City to use other than the Bureau of Economic and Business Research (BEBR) estimates, this document represents the City of Fort Myers' description of its methodology used to generate the forecasts as well as estimates comparable to those generated by the BEBR. The City's methodology is defined in "Population Estimation and Projection Techniques" (Florida Department of Community Affairs, Division of Resource Planning and Management, Bureau of Local Resource Planning, December 1, 1986) as a "Ratio Methodology." The document also states that this method relies on a "parent" population and trend for comparative purpose. The advantage for the City in using this general method is that the State publishes County projections and recognizes medium range projections as the official forecasts. Another advantage for the City is that, with the immigration component and the ever changing boundaries for the City, the County statistics represent the most reliable historical data available from which to base forecasts. In order to define the ratio, or proportion, of County population growth the City will capture to the year 2030, the City has adopted an urban reserve area. This area includes the City limits and proposed future annexations which would both render its boundaries logical and provide the most efficient services to those areas. Historical trends were established using census data from 1960, 1970, 1980, 1990 and 2000 to determine both overall proportion and growth ratios for this urban reserve area. These trend lines were then fitted to the medium range BEBR projections for Lee County. The model used in preparing the trend lines is taken from Local Population and Employment Projection Techniques - Model 3 (1978, Center for Urban Policy Research, New Brunswich, New Jersey) by Michael Greenberg, Donald Krueckerberg, and Connie Michaelson. Their ratio trend technique assumes that the relationship of the minor entity (City of Fort Myers) will prevail in the future. The model first determines the last decade for which projections for the County have been input into the model. Growth rates are then calculated for the City and a mean found for the City from historical trends. The notation for the following equations are: C = county population t = base time period r = growth ratio for series k = city C* = unadjusted county population

i = state i d = last time period r = average growth ratio for a state or county for each growth series

j = county j g = growth series (h=high, m=medium) M = city population M* = unadjusted city population

The equations are as follows:

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Appendix F City Population Projections

Step One: To determine the last decade for which projections have been input, growth rates over each 10 year period, and a mean for future 10 year growth:

Step Two: To project to the year 2030 unadjusted projections for the City is computed as: ijk* Mt

ijk rt

ijk = r

ijk = Mt

jk ( M ), t = (d + 1, ....10) t-1

t = (2, .....d)

ijk M

k = (1, .....h) t-1

ijk r

ijk drt t=2 d-1

Step Three: The projections are then adjusted as follows: m ij* Ct

= ijkg

ijk* Mt k = 1

, t = (6, .... 10)

ijg ijk* =Ct x Mt i j* Ct

The projections assume that the growth trend will continue at a moderate rate with a slight decline in regards to proportion to Lee County. This scenario assumes the unincorporated reserve area and the vacant areas outside the 1960 boundary will grow independent of the core City growth. A disadvantage of this method is that only net population growth is observed. There may be no reason to assume that factors currently affecting the components of population will produce the pattern of net growth exhibited by the parent population. Another disadvantage is that the historic trends may not reflect future trends, and that the length of the historic trend affects the future growth trend. The vast supply of vacant land in the southern and eastern portions of the reserve area illustrate this potential hazard. The annexed lands will not develop at the same rate as the developed lands. Yet, with infrastructure in place and the area targeted for urban development, the land will eventually become part of the City pattern with regards to high density and commerce and the area's growth will be much faster than the developed portions.

City of Fort Myers Wastewater Master Plan

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Appendix F City Population Projections

City of Fort Myers Wastewater Master Plan

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Appendix F City Population Projections

BASE DATA FORT MYERS URBAN RESERVE 1960

1970

1980

1990

2000

City (1960)

20,424

26,814

27,590

28,883

27,787

Unincorp Reserve (1960)

4,383

20,182

24,633

30,671

34,696

Subtotal (1960 City & Unc Res)

24,807

46,996

52,223

59,554

62,483

Unincorp County

29,732

58,220

153,043

275,559

378,405

Lee County 54,539 105,216 205,266 335,113 440,888 Source: U.S. Census, 1960, 1970, 1980, 1990, 2000; projections are from BEBR medium range projections for Lee County, February, 1994. R VALUES 1960/1970

1970/1980

1980/1990

1990/2000

1.31

1.03

1.05

0.96

1.09

M1A

r (1960/2000)

M1B

4.60

1.22

1.25

1.41

2.12

M1 (1A & 1B)

1.89

1.11

1.14

1.05

1.30

1.99

2.63

1.80

1.32

1.93

1.95

1.63

1.32

1.71

UNADJUSTED FIGURES r

2000

2005

2010

2015

2020

2025

2030

M1A*

1.09

27,787

29,010

30,233

31,563

32,894

34,341

35,789

M1B*

2.12

34,696

54,119

73,543

114,713

155,883

243,149

330,415

M2*

1.93

378,405

555,103

731,801

1,073,519

1,415,238

2,076,090

2,736,942

C* 1.71 Note: M1A - City (1960 Boundaries) M1B - Remainder of City Urban Reserve M2 - Remainder of Lee County (other than Urban Reserve) C* - Lee County as summed by its counterparts

440,888

638,232

837,586

1,219,795

1,606,034

2,353,580

3,105,175

ADJUSTED PROJECTIONS (as previously described, adjustments were made to the unadjusted linear trends by fitting the figures proportionately to medium range BEBR projections - as according to the model) 2000

2005

2010

2015

2020

2025

2030

M1A

27,787

24,103

20,419

17,157

13,894

11,514

9,133

M1B

34,696

42,183

49,670

57,758

65,846

75,082

84,317

M1A + M1B

62,483

66,286

70,089

74,915

79,741

86,595

93,450

378,405

441,014

495,611

546,685

598,659

648,805

698,950

440,888

507,300

565,700

621,600

678,400

735,400

792,400

City of Fort Myers Wastewater Master Plan

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Appendix F City Population Projections

City of Fort Myers Wastewater Master Plan

Page 6

Appendix F City Population Projections

City of Fort Myers Wastewater Master Plan

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Appendix F City Population Projections

Sub-Area Housing Forecasts: Maximum Density

UDAP

TOTAL TOTAL MAXIMUM 90% HOUSING HOUSING HOUSING Capacity UNITS 1990 UNITS 2000 UNITS

1 2** 3* 4 5 6 7 8 9 10 11 12 13 14* 15 16*^ 17*** 18 501 502 503 505 506 507 511 523 524 525^ 602

1,635 2,191 788 1,121 2,725 2,241 2,259 1,241 1,352 183 1,008 266 718 188 912 353 0 2,040 498 766 832 285 167 588 647 610 739 77 857

Total

27,287

1,601 1,565 799 1,188 3,080 2,031 1,956 1,277 1,093 163 798 184 636 221 780 1,944 71 2,003 484 746 838 220 162 553 630 648 705 490 732 27,598

2,123 10,187 799 1,828 3,681 2,791 2,283 1,493 1,243 371 994 599 889 314 1,065 5,396 30,665 3,811 539 832 927 782 477 595 652 1,331 1,760 8,932 1,763 89,122

1,911 9,168 719 1,645 3,313 2,512 2,055 1,344 1,119 334 895 539 800 283 959 4,856 27,599 3,430 485 749 834 704 429 536 587 1,198 1,584 8,039 1,587 80,210

Growth Trend 19902000 0.98 2.25 1.01 1.06 1.13 0.91 0.87 1.03 0.81 0.89 0.79 0.69 0.89 1.18 0.86 2.25 2.25 0.98 0.97 0.97 1.01 0.77 0.97 0.94 0.97 1.06 0.95 2.25 0.85 1.12

Total Housing Unit Forecast 2010

2020

2030

1,568 3,521 799 1,259 3,481 1,841 1,694 1,314 884 145 632 127 563 260 667 4,374 160 1,967 470 727 846 170 157 520 613 688 673 1,103 625 31,848

1,535 7,923 799 1,334 3,516 1,668 1,466 1,353 714 129 500 88 499 305 571 5,396 359 1,931 457 708 855 131 152 489 597 731 642 2,481 534 37,866

1,503 10,187 799 1,414 3,551 1,512 1,270 1,367 577 115 396 61 442 314 488 5,396 809 1,896 444 689 863 101 148 460 582 777 612 5,581 456 42,811

Shaded area have reached 90% capacity; therefore the growth trend used afterward is 1.01 * If projected number exceeded maximum housing units, maximum housing units was used. ** The Downtown Redevelopment Plan encourages residential development. *** Neighborhood 017 had no housing units prior to the 2000 census; therefore, the growth trend for neighborhood 016 (a neighborhood with similar characteristics) was used. ^ When the growth rate exceeded 5, than a rate of 2.25 was used.

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Page 8

Appendix F City Population Projections

SPATIAL DISTRIBUTION OF HOUSING AND POPULATION SUB-AREA DISTRIBUTIONS Previously population projections have been compiled for the City of Fort Myers Urban Reserve Area. To distribute housing and the population of the City and Urban Reserve Area into the above defined neighborhoods, or service areas, a maximum density allowable model was developed as follows: MAXIMUM DENSITY MODEL This model was developed so areas in early phases of growth where no growth trends have been established can be projected more efficiently. After buildout figures are obtained, a ten year growth trend for housing units in each UDAP area is determined. The source for this data is the U.S. Bureau of the Census. The formula follows: 2000 HOUSING UNITS

1990 HOUSING UNITS

GROWTH TREND

The growth trend is applied to each base year, starting with 2000, until the year 2030. For those UDAP areas that have reached 90% buildout or which 90% of the maximum number of housing units have been developed, the growth rate is re-established at 1.01 (1 unit gain per hundred). Once the maximum number of units is developed, that number is held constant. An example follows: 2000 BASE YEAR HOUSING UNITS

City of Fort Myers Wastewater Master Plan

GROWTH TREND

Page 9

2000 HOUSING UNIT PROJECTION

Appendix F City Population Projections

The housing units are then converted to population using the following method: Household sizes (persons per household PPH) are derived from the U.S. Bureau of the Census for current UDAP areas. The vacancy rate is held at a rate of 12% (the average City rate). The formula follows: HOUSING UNITS FOR GIVEN YEAR

.9 (OCCUPANCY RATE)

PROJECTED PERSONS PER HOUSEHOLD FOR GIVEN YEAR

POPULATION FORECAST

Once unadjusted population projections are obtained, they are adjusted to fit the total population projections conducted for the Urban Reserve Area.

ADDITIONAL ASSUMPTIONS FOR HOUSING GROWTH In order to apply housing growth trends, standards and assumptions have been addressed. For the City UDAP areas, it is assumed that growth in the past 10 years is representative of the future growth expected through the year 2030. As stated previously, once a UDAP is 90% developed, then a 1.01 growth rate is substituted for the subarea growth rate. Also, certain areas designated for redevelopment were assumed to be built out by 2030 and the acreage was adjusted to provide for the increase or decrease in dwelling units expected. Approved Planned Unit Developments (PUD's) were inserted as additional dwelling units with no regard to acreage.

City of Fort Myers Wastewater Master Plan

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Appendix F City Population Projections

Sub-Area Population Forecasts: Unadjusted Maximum Density Forecasts: UDAP

2000 Housing Units

12% Vacancy Rate

1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 501 502 503 505 506 507 511 523 524 525 602 Total

1,601 1,565 836 1,188 3,080 2,031 1,956 1,277 1,093 163 798 184 636 221 780 1,944 71 2,003 484 746 838 220 162 553 630 648 705 490 732 27,635

1,409 1,377 736 1,045 2,710 1,787 1,721 1,124 962 143 702 162 560 194 686 1,711 62 1,763 426 656 737 194 143 487 554 570 620 431 644 24,319

City of Fort Myers Wastewater Master Plan

2000 2000 Persons Population per Household 3,753 2,439 1,891 2,553 6,296 3,825 3,904 3,178 2,412 370 1,870 468 1,604 564 2,279 4,367 129 5,509 1,255 2,089 1,909 536 378 1,203 1,224 1,759 2,128 1,304 1,998 65,351

2.66 1.77 2.57 2.44 2.32 2.14 2.27 2.83 2.51 2.58 2.66 2.89 2.87 2.90 3.32 2.55 2.07 3.13 2.95 3.18 2.59 2.77 2.65 2.47 2.21 3.09 3.43 3.02 3.10 2.69

Page 11

Maximum Housing Units 2,123 10,187 799 1,828 3,681 2,791 2,283 1,493 1,243 371 994 599 889 314 1,065 5,396 30,665 3,811 539 832 927 782 477 595 652 1,331 1,760 8,932 1,763 89,122

Growth Trend 0.98 2.25 1.01 1.06 1.13 0.91 0.87 1.03 0.81 0.89 0.79 0.69 0.89 1.18 0.86 2.25 2.25 0.98 0.97 0.97 1.01 0.77 0.97 0.94 0.97 1.06 0.95 2.25 0.85 1.12

2010

2020

2030

3,675 3,598 3,524 5,487 12,346 27,777 1,917 1,944 1,971 2,706 2,868 3,039 7,117 8,044 9,092 3,466 3,142 2,847 3,380 2,927 2,534 3,270 3,365 3,463 1,950 1,576 1,274 329 293 261 1,480 1,172 928 324 224 155 1,421 1,258 1,115 663 779 916 1,949 1,667 1,426 9,825 22,106 49,738 291 655 1,473 5,409 5,311 5,214 1,219 1,185 1,152 2,034 1,981 1,929 1,923 1,937 1,951 414 319 246 366 356 345 1,131 1,064 1,001 1,192 1,160 1,130 1,869 1,985 2,109 2,030 1,937 1,848 2,934 6,602 14,855 1,707 1,458 1,245 73,489 93,259 144,559

Appendix F City Population Projections

Sub-Area Population Forecasts: Adjusted Maximum Density Forecasts: UDAP

2000 Housing Units

12% Vacancy Rate

1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 501 502 503 505 506 507 511 523 524 525 602 Total

1,601 1,565 836 1,188 3,080 2,031 1,956 1,277 1,093 163 798 184 636 221 780 1,944 71 2,003 484 746 838 220 162 553 630 648 705 490 732 27,635

1,409 1,377 736 1,045 2,710 1,787 1,721 1,124 962 143 702 162 560 194 686 1,711 62 1,763 426 656 737 194 143 487 554 570 620 431 644 24,319

City of Fort Myers Wastewater Master Plan

2.66 1.77 2.57 2.44 2.32 2.14 2.27 2.83 2.51 2.58 2.66 2.89 2.87 2.90 3.32 2.55 2.07 3.13 2.95 3.18 2.59 2.77 2.65 2.47 2.21 3.09 3.43 3.02 3.10 2.69

Page 12

Maximum Housing Units 2,123 10,187 799 1,828 3,681 2,791 2,283 1,493 1,243 371 994 599 889 314 1,065 5,396 30,665 3,811 539 832 927 782 477 595 652 1,331 1,760 8,932 1,763 89,122

Growth Trend 0.98 2.25 1.01 1.06 1.13 0.91 0.87 1.03 0.81 0.89 0.79 0.69 0.89 1.18 0.86 2.25 2.25 0.98 0.97 0.97 1.01 0.77 0.97 0.94 0.97 1.06 0.95 2.25 0.85 1.12

2010

2020

2030

3,675 3,598 3,524 5,487 12,346 18,518 1,917 1,944 1,971 2,706 2,868 3,039 7,117 8,044 9,092 3,466 3,142 2,847 3,380 2,927 2,534 3,270 3,365 3,463 1,950 1,576 1,274 329 293 261 1,480 1,172 928 324 224 155 1,421 1,258 1,115 663 779 916 1,949 1,667 1,426 9,825 9,923 10,022 291 655 1,473 5,409 5,311 5,214 1,219 1,185 1,152 2,034 1,981 1,929 1,923 1,937 1,951 414 319 246 366 356 345 1,131 1,064 1,001 1,192 1,160 1,130 1,869 1,985 2,109 2,030 1,937 1,848 2,934 6,602 14,855 1,707 1,458 1,245 73,489 81,076 95,583

Appendix F City Population Projections

TECHNICAL MEMORANDUM To:

Saeed Kazemi, City of Fort Myers Roger Robinson, City of Fort Myers Developers/Engineers: Banks Engineering: Barraco and Assoc. Centex Homes: CES: GL Homes: Johnson Engineering: Waterman Group: Stock Development:

Date: December 23, 2005

Ethan Ledford, Dave Underhill, Joe Whittle Drew Fitzgerald, Matt Jones, Chris van Bushirl John Landress Jay Hardman Patty Campbell, Andres Correa, Rick Elsner, Bill Fenno, Dick Norwalk, Mike Scisciani Dana Hume, Erik Howard, Jose Zaragoza Eddie Garcia Tom Masters

Copy:

Ed Balchon, MPI/TAM Steve Cook, MPI/NEW Suzy Folsom, MPI/TAM Gunilla Goulding, MPI/CIN Priti Shah, MPI/TAM

From:

Eric Harold, MPI/WDC

Re:

FINAL: Force Main and Lift Station Recommendations for the Future Development in Southeast City of Fort Myers, Florida

Construction of the several developments in the southeastern part of the City of Fort Myers Urban reserve will soon begin. The sanitary sewer collection system for the developments will be designed and constructed by the engineering firms and developers listed in Table 1.1. Table 1.1 List of Engineering Firms and Developers Development Arborwood Parcel A Arborwood Parcel B Arborwood Parcel C Arborwood Parcel D/E Waterman Residential Waterman Industrial/Commercial Paseo Reflection Isles

Engineer CES Johnson Engineering TBD Barraco and Associates Banks Engineering Banks Engineering Barraco and Associates Banks Engineering

Developer GL Homes Centex Homes Centex Homes Centex Homes Waterman Group Waterman Group Stock Development Engle Homes

Saeed Kazemi City of Fort Myers

December 23, 2005 Page 2 of 19

The City has requested that the developers present model data that verifies that the force mains and lift stations in the new developments have been sized adequately to convey sewage within the City’s existing collection system. The sizing must also take into account any other developments and areas that will be served by the City that will also use the same force mains. The completion of this modeling contains various complexities, including: • • • •

accounting for flows from the other adjacent developments accounting for rapid growth that will be occurring in other parts of the City distance of the new developments from the existing Wastewater Treatment Plant plans to reroute future flows to other Wastewater Treatment Plants

This report documents the results of modeling conducted to meet the City’s requirements for verified adequate sizing of proposed pump stations and force mains.

1. Introduction Malcolm Pirnie is currently finalizing the Sanitary Sewer Master Plan for the City of Fort Myers. The master plan included the modeling of the City’s existing collection system, and the determination of improvements that would be needed for the 5-year (2009) and 20-year (2024) future collection system. The future models included flows from the developments listed above; however the only component that was included in the model was the Treeline Master Lift Station (MLS). Several developers requested that Malcolm Pirnie complete a more detailed model analysis of the collection system that includes additional force mains and lift stations. The developers and Malcolm Pirnie met in March and May 2005 to discuss the scope of the proposed modeling effort. The City also contributed to the scope discussion and offered to award this work as a change order to Malcolm Pirnie, which would be reimbursed by the developers. The modeling completed for this report is intended to provide guidance to the developers for sizing the force mains and lift stations for the southeast portion of the City’s collection system. This does not represent a final design-level analysis. Upon the City’s approval, the developers will begin construction of the collection system to serve their developments. 1.1

Development Locations

The existing developments are located south of the Colonial Country Club and Pelican Preserve developments, north Daniels Parkway, west of the Gateway Development and east of the Six Mile Cypress Slough. The Paseo and Reflection Isles developments are

Saeed Kazemi City of Fort Myers

December 23, 2005 Page 3 of 19

located west of Interstate-75. Figure 1.1 shows the location of the developments within the City of Fort Myers city limits. 1.2

Base (Dry Weather) Sewer Flow Projections

The following residential, commercial and industrial wastewater generation rates were used to estimate future sewer flows: Residential Units Single Family Multi Family Commercial/Industrial

Wastewater Generation Rate 180 gpd/unit 150 gpd/unit 2500 gpd/ac

Table 1.2 summarizes the buildout sanitary flow estimates for each of the developments based on the wastewater generation rates described above. In addition, in keeping with results of the recently completed master plan, a groundwater infiltration allowance of 120 gallons per acre per day was included in the base dry weather flow estimates. This represents about half of what was used for the master plan, as it is assumed that this area is higher and less influenced by high groundwater conditions than the rest of the City. Table 1.2 Buildout Dry Weather Flow Projections (Note: Flows presented do not include GWI.)

Single Family 1,247 926 0 505 0 0

Multi Family 214 673 1,140 680 800 0

gpd 256,560 267,630 171,000 192,900 120,000 0

Industrial/ Commercial Flow gpd 0 0 0 9,757 0 91,472

900

135,000

30,044

165,044

0 369 422

0 749 196

0 178,770 105,360

40,174 0 0

40,174 178,770 105,360

3,469

5,352

1,427,220

171,446

1,598,666

Residential Units Location Arborwood Parcel A Arborwood Parcel B Arborwood Parcel C Arborwood Parcel D/E Waterman Residential Airside Plaza Other Arborwood Area Misc. Flows Airport Woods (Existing) Paseo Reflection Isles Total

Residential Flow

Total Flow gpd 256,560 267,630 171,000 202,657 120,000 91,472

Saeed Kazemi City of Fort Myers

1.3

December 23, 2005 Page 4 of 19

Force Mains and Lift Stations

Table 1.3 describes the force main transmission network proposed for the southeast area developments. Note that several reaches in this area were constructed prior to completion of this analysis. Those reaches are indicated as constructed on the table. Table 1.3 Model Force Main Description Force Main Name Treeline1A Treeline2A Treeline2B Treeline3A Treeline3B Treeline4A Treeline4B Treeline5 Treeline6 ParcelAS ParcelAN ParcelB Paseo Reflection

Description Daniels to the Arborwood Master Pump Station Location

Approved/ Proposed Proposed 12-inch

2006

Arborwood Master Pump Station to Arborwood Parcel A- South connection location

Constructed as parallel 12-inch diameter mains

2006

Arborwood Parcel A â&#x20AC;&#x201C; South connection location to Arborwood Parcel A- North connection location

Constructed as parallel 12-inch diameter mains

Arborwood Parcel A North connection location to Canal on Treeline connection location

Constructed as parallel 12-inch diameter mains

2006

Approved 20-inch

2006

Approved 20-inch

2006

Proposed 8-inch

2008

Proposed 8-inch

2006

Proposed 8-inch

2006

Approved 10-inch

2007

Proposed 6-inch

2007

Canal on Treeline connection location to Treeline MLS Treeline MLS to Sun City Center MLS connection location Arborwood Parcel A-South Pump Station to Treeline Arborwood Parcel A-North Pump Station to Treeline Arborwood Parcel B to Treeline Paseo Master Pump Station to 75 Canal FM Reflection Isle Master Pump Station to 75 Canal FM

Completion Date

2006 2006 2006 2006

75Canal

Reflection Isle Development to Treeline

Constructed as 16inch

2006

Gateway

Daniels to the Gateway Plant

Proposed 16-inch

2008

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December 23, 2005 Page 5 of 19

The following lift stations are proposed for this area, and were included in this analysis: • Arborwood Parcel A PS - South • Arborwood Parcel A PS - North • Arborwood Parcel B PS • Paseo Master Pump Station • Reflection Isles Master Pump Station • Arborwood Master Pump Station • Treeline Master Pump Station

2. Schedule of Completion 2.1

Development Build-out and Sewer Flow Projection Schedule

The development of the southeast area is progressing at a rapid pace with full buildout in the area projected to occur by 2015. Table 2.1 summarizes the proposed completion times for each development, based on information provided by each developer. Figure 2.1 shows the cumulative sanitary flow projections for each year through 2015 for the entire southeast area. As shown in Table 2.1 and Figure 2.1, the area will experience the most rapid growth between now and 2009, when the area will be at 80 percent buildout. The remainder of the area will develop until fully built-out by the year 2015. Table 2.1 Percent Complete for Southeast Developments % Completion for the Proposed Modeling Scenarios Location

2005

2006

2007

2008

2009

2010

2011

2012

2013

2014

2015

Arborwood Parcel A

17%

49%

80%

100%

Arborwood Parcel B

13%

31%

50%

69%

88%

100%

Arborwood Parcel C

18%

70%

100%

Arborwood Parcel D/E

25%

36%

48%

65%

83%

100%

Waterman Residential

25%

50%

75%

100%

33%

66%

100%

10%

20%

30%

40%

50%

60%

70%

80%

90%

100%

Paseo

38%

77%

100%

Reflection Isles

33%

67%

100%

Total

10%

32%

60%

81%

86%

91%

95%

98%

99%

100%

Waterman Industrial/Commercial Other Arborwood Area Misc. Flows Airport Woods (Existing)

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Figure 2.1 Projected Average Total Sewer Flows for this Study Area 1,800,000

Projected Average Sewer Flow (gpd)

1,600,000 1,400,000 1,200,000 1,000,000 800,000 600,000 400,000 200,000 2005

2006

2007

2008

2009

2010

2011

2012

2013

2014

2015

Year

3. Future Sewer Collection Scenarios The future collection scenarios that are modeled vary based on the force mains and lift stations that are proposed to be constructed, the flows that are projected and the location where the sewerage is transmitted to. The following model scenarios are simulated: • • • • •

Year 2006A – Flows before the Arborwood Pump Station is constructed, but before Treeline Master Pump Station, and all flows to the City’s South AWWTP. Year 2006B – Flows before the Arborwood Pump Station is constructed, but with Treeline Master Pump Station, and all flows to the City’s South AWWTP. Year 2008A – After Arborwood Pump Station, but before Treeline Master Pump Station with Arborwood Pump Station flows going to the City’s collection system (split at the Forum between the South and Central systems). Year 2008B – After Arborwood Pump Station, but before Treeline Master Pump Station with Arborwood Pump Station flows going to the Gateway’s WWTP. Year 2008C – After Arborwood Pump Station, but before Treeline Master Pump Station, with all East Side flows going to the Gateway’s WWTP.

Saeed Kazemi City of Fort Myers • • •

•

• •

December 23, 2005 Page 7 of 19

Year 2008D – After Arborwood Pump Station and with Treeline Master Pump Station with all East Side flows going to the City’s collection system (split at the Forum between the South and Central systems). Year 2014A – Buildout condition for all developments after both pump stations with all flows going to the City’s collection system and split between the Central and South systems. Year 2014B – Buildout condition for all developments after both pump stations with Arborwood Pump Station flows going to the Gateway’s collection system, and the Treeline Pump Station flows going to the City’s collection system for Central and South AWWTPs. Year 2014C – Buildout condition for all developments after both pump stations with Arborwood Pump Station flows going to the Gateway’s collection system, and the Treeline Pump Station flows going to the City’s collection system for the new East AWWTP. Year 2014D – Buildout condition for all developments after both pump stations are constructed with all flows going to the City’s collection system for the new East AWWTP. Year 2014E – Buildout condition for all developments, with all East Side flows conveying to the Gateway WWTP.

Figure 3.1 displays all of the facilities analyzed under for each of the scenarios described above. The following section describes scenarios in terms of their pump station service area. 3.1

Arborwood Master Lift Station

The Arborwood MLS will be constructed before Arborwood Parcels C and D/E produce sewer flows. This lift station will handle all flows from: • • • • • • •

Arborwood Parcel B (2008 and 2014 scenarios) Arborwood Parcel C Arborwood Parcel D/E Waterman Industrial/Commercial Waterman Residential Other Arborwood Area Misc. Flows Airport Woods

As noted above, this analysis assumes that flows from the Arborwood Parcel B development are routed to the Arborwood MLS. The current plans, however, are to route some flows through the Arborwood Parcel A North and South lift stations, as well as to retain the Parcel B lift station, with all flows ultimately discharged into the Treeline parallel force mains. This information was not provided in time to include in this

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analysis. Therefore, connection point heads can be obtained for this pump station from either of the Parcel A North or South connection point results. For 2008C and 2014E, flows from the Paseo and Reflection Isles developments will be pumped to the Arborwood Master LS. 3.2

Treeline Master Lift Station

The Treeline MLS will pump the combined flows from all of the developments in this study area. If the Arborwood Flows are sent to the Gateway WWTP, the Treeline Lift Station will only need to transmit flows from the following developments: • • • • 3.3

Arborwood Parcel A Arborwood Parcel B (2006B scenario) Paseo Reflection Isles Future Wastewater Treatment Location Options

The flows from the study area are currently routed to the South AWWTP, which is rapidly reaching its permitted capacity. The South AWWTP does not have the treatment or collection system capacity to handle all of the flows from this study area. In the 2006 scenario, the City is planning to convey all of the flows from this study area to the South AWWTP. We will assume that infrastructure has been completed by the 2008 model scenario such that flows will be split between the Central and South AWWTPs. The Central AWWTP is also reaching capacity rapidly, and will not be able to handle the increased flows at buildout of this service area. Therefore, the City will need to expand the South and Central AWWTP capacities and improve their collection systems, or will have route flows elsewhere. Two other possible treatment locations are the Lee County Gateway WWTP, and a proposed new East WWTP. Flows can be routed to the Gateway WWTP by 2008 and to the East AWWTP by 2009.

4. Model Simulation Parameters 4.1

Existing Collection System Models

Malcolm Pirnie is currently finalizing the Sanitary Sewer Master Plan for the City of Fort Myers. The master plan includes the modeling of the City’s existing collection system, and the determination of improvements that would be needed for the 5-year (2009) and 20-year (2024) future collection system. The future models included flows from the developments listed above; however the only component that was included in the model was the Treeline MLS.

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The updated master plan will include revised development projections throughout the City’s system as well as incorporate the detail in the southeast area developments. This analysis, however, was completed before the updated master plan was completed. Therefore, in order to account for the effects of the entire system on this area as well as proposed upgrades from the draft master plan, the scenarios described in Section 3 were simulated using the results of the draft master plan as the base model. Specifically, the analysis included the following: • •

4.2

For the 2006 and 2008 scenarios, the southeast area proposed facilities were analyzed assuming the 2009 proposed facilities in the City’s system were constructed. For the 2014 scenarios, the southeast area proposed facilities were analyzed assuming the 2024 proposed facilities in the City’s system were constructed. Peak Flow Calculation

The modeling methodology applied to the recently completed City of Fort Myers sanitary sewer master plan was applied to this analysis. Dry weather flows were simulated using the estimated flows provided by the developers, with an additional allowance for groundwater conditions observed during peak summertime flow conditions. This groundwater estimate was based on the calibrated groundwater conditions from the existing model. Specific base dry weather flow estimates were discussed in Section 1.2 above. The affect of wet weather inflow/infiltration (I/I) on the new system was modeled in addition to peak dry weather flows for the new developments. The area contributing wet weather flow to the new collection systems was calculated as a half-percent (0.5%) of contributing areas, excluding roads, ROW, parks, golf courses, or other nature areas that otherwise do not have the potential for contributing flow to the sewerage system. Estimates of this information were provided to Malcolm Pirnie for each of the areas contributing to the collection system. Wet weather flows from these proposed developments were simulated using the 10-year, 24-hour storm event developed for the sanitary sewer master plan model (total volume of 6- inches). The calibrated wet weather parameter set developed during the City of Fort Myers master plan was used to develop wet weather flows from the proposed developments. Along with ensuring consistency with the City’s model, this method also ensures that the pump stations and force mains are conservatively designed (i.e., designed for the future deteriorated collection system conditions). In order to prevent the potential for over-design of facilities, the estimated peak flows in the force mains and from the pump stations were limited to a peaking factor of 3.5 times the estimated average sewer flow, which is slightly higher than the average peak factor observed at the City’s Central and South wastewater treatment plants.

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5. Model Results Tables 5.1, 5.2, 5.3 and 5.4 summarize model predicted pump station design flows/heads (Table 5.1), predicted maximum pressures at selected connection points (Table 5.2), required force main diameters (Table 5.3), and predicted peak velocities (Table 5.4) for each of the eleven scenarios analyzed. These results represent the peak flow, hydraulic grade line (HGL), and velocity conditions expected during a 10-year, 24-hour storm event. The sections below describe the results of the simulations. The heads and pressures provided on Tables 5.1 and 5.2 represent the maximum HGL that the pumps would need to overcome. Reporting of pump maximum heads as total dynamic head (TDH; the difference in HGL upstream and downstream of the pump) can not be presented because this model does NOT reflect the actual configuration of influent piping, ground elevations, wet well diameters and pump on/off elevations. Therefore, reporting TDHs would be inaccurate and misleading. All pump maximum heads and connection point pressures represent HGL estimates in feet from mean sea level. To determine the design maximum TDH for the pumps, subtract the elevation of the bottom of the proposed wet well from the HGL. To determine the pressure in Pounds per square inch (psi) of the force main from the HGL, subtract the elevation of the force main from the HGL and divide by 2.31. 5.1

2006A Scenario (All flows to South AWWTP before Arborwood Master LS)

Figure 5.1 summarizes the peak HGL and velocity results for the 2006A scenario. Downstream HGLs from the City’s collection system result in the need for high head, low flow pumps for the initial development scenario. Pumps would be required to overcome from 190 to 240 feet in order to convey projected development flows to the South AWWTP. It appears that the early flow conditions will result in projected peak wet weather flow velocities in the already constructed parallel 12-inch diameter force mains along Treeline to be less than 1 fps. Even with only one in service, the force main will be oversized for projected flows. Due to excessively low velocities in this scenario, it is recommended that the following force mains be re-sized: • •

Treeline1A force main, assumed initially to be 12-inch diameter for conveying flows from the Airport Woods pump station to the parallel Treeline force mains, should be 6-inch diameter. ParcelAN force main, assumed initially to be 8-inch diameter for conveying flows from the Arborwood Parcel A North pump station to Treeline, should be 6 inches in diameter.

Saeed Kazemi City of Fort Myers •

5.2

December 23, 2005 Page 11 of 19

ParcelB force main, assumed initially to be 8-inches in diameter for conveying flows from the Arborwood Parcel B pump station to Treeline, should be 4 inches in diameter. 2006B Scenario (All flows to South AWWTP, before Arborwood Master Lift Station but with Treeline Master Lift Station)

Figure 5.2 summarizes the peak HGL and velocity results for the 2006B scenario. Downstream HGLs from the City’s collection system in the 2006A scenario indicated the potential need for the Treeline MLS to be constructed earlier than planned. This scenario assumes that the Treeline station will be constructed, which significantly reduces the projected HGLs for the early pump stations. Pumps would be required to overcome from 20 to 90 feet in order to convey projected development flows to the Treeline lift station. The Treeline station would need to overcome about 150 feet to convey flows from this area to the South AWWTP. As with the 2006A scenario, it appears that the early flow conditions will result in projected peak wet weather flow velocities in the already constructed parallel 12-inch diameter force mains along Treeline to be less than 1 fps. Due to excessively low velocities in this scenario, it is recommended that the following force mains be re-sized: • • •

5.3

Treeline1A force main, assumed initially to be 12-inches in diameter for conveying flows from the Airport Woods pump station to the parallel Treeline force mains, should be 6-inches in diameter. ParcelAN force main, assumed initially to be 8-inches in diameter for conveying flows from the Arborwood Parcel A North pump station to Treeline, should be 6 inches in diameter. ParcelB force main, assumed initially to be 8-inches in diameter for conveying flows from the Arborwood Parcel B pump station to Treeline, should be 4 inches in diameter. 2008A Scenario (Arborwood Master Lift Station only)

Figure 5.3 summarizes the peak HGL and velocity results for the 2008A scenario. This scenario assumes the Arborwood MLS is constructed and that all flows are conveyed to the City’s two existing treatment plants through a split near the Forum development. Without the Treeline MLS in operation, downstream HGLs from the City’s collection system result in the need for extremely high head, low flow pumps for the initial development scenario. Pumps would be required to overcome from approximately 300 to 350 feet in order to convey projected development flows to the South/Central AWWTPs. The projected flows during the 2008 period would result in peak wet weather flow velocities in the 12-inch diameter Treeline force main segments 2A/2B, 3A/3B, and 4A/4B) of between 2.3 and 3.2 fps. This indicates that flows during normal operating conditions are likely well below the necessary scour velocity. The 16-inch diameter force

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main already constructed along the canal (segment 75Canal) appears to be oversized for these conditions as well, with peak projected velocities of around 1 fps. Due to excessively low velocities in this scenario, it is recommended that the following force mains be re-sized: • •

5.4

ParcelAN force main, assumed initially to be 8-inches in diameter for conveying flows from the Arborwood Parcel A North pump station to Treeline, should be 6 inches in diameter. The proposed 10-inch diameter force main for the Paseo developments (segment Paseo) appears to be oversized for the projected developments under the 2008 conditions. An 8-inch diameter force main would be sufficient for this area. Scenario 2008B (Arborwood Master Lift Station to Gateway WWTP)

Figure 5.4 summarizes the peak HGL and velocity results for the 2008B scenario. This scenario assumes the Arborwood MLS is constructed and that all flows tributary to the Arborwood Master LS pumps to the Gateway treatment plant, with the rest of the flows downstream of Arborwood conveyed to the City’s two treatment plants. Under this scenario, only Treeline force main segments 3A/3B and 4A/4B would need to be in service, though the existing 12-inch diameter force mains would be significantly oversized to convey the projected flows (peak projected velocities are less than 1 fps). The force main to the Gateway WWTP would need to be 12-inches in diameter to convey the projected flows for this scenario. The proposed 10-inch diameter force main for the Paseo developments (segment Paseo) appears to be oversized for the projected developments under the 2008 conditions. An 8-inch diameter force main would be sufficient for this area. The 16-inch diameter force main already constructed along the canal (segment 75Canal) appears to be oversized for these conditions as well. ParcelAN force main, assumed initially to be 8-inches in diameter for conveying flows from the Arborwood Parcel A North pump station to Treeline, should be 6 inches in diameter. Without the Treeline MLS in operation but with the flows upstream of the Arborwood Master LS conveyed to Gateway, downstream HGLs from the City’s collection system still result in the need for extremely high head, low flow pumps for the initial development scenario. Pumps would be required to overcome from about 200 to 240 feet in order to convey projected development flows to the South/Central AWWTPs. The Arborwood Master LS would need to overcome an HGL of about 60 feet to convey flows to the Gateway treatment plant. 5.5

Scenario 2008C (All East Side flows to Gateway WWTP)

Figure 5.5 summarizes the peak HGL and velocity results for the 2008C scenario. This scenario assumes the Arborwood MLS is constructed and that all flows in the southeast development area will be tributary to the Arborwood Master LS, and that this station will

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pump all southeast flows to the Gateway treatment plant. Under this scenario, only Treeline force main segments 2A/2B, 3A/3B and 4A/4B would need to be in service, though the existing 12-inch diameter force mains would be significantly oversized to convey the projected flows (peak projected velocities range from less than 1 fps to 1.7 fps). The force main to the Gateway WWTP would need to be 16-inches in diameter to convey the projected flows for this scenario. The proposed 10-inch diameter force main for the Paseo developments (segment Paseo) appears to be oversized for the projected developments under the 2008 conditions. An 8-inch diameter force main would be sufficient for this area. The 16-inch diameter force main already constructed along the canal (segment 75Canal) appears to be oversized for these conditions as well. Finally, the ParcelAN force main, assumed initially to be 8-inches in diameter for conveying flows from the Arborwood Parcel A North pump station to Treeline, should be 6 inches in diameter. With all of the flows from the southeast area conveyed to the Arborwood Master LS and from there to Gateway, the Arborwood Master LS would need to overcome an HGL of about 115 feet to convey flows to the Gateway treatment plant. The remaining pump stations would face HGLs ranging from 29 to 55 feet. 5.6

Scenario 2008D (Arborwood Master Lift Station to the City through Treeline Master Lift Station)

Figure 5.6 summarizes the peak HGL and velocity results for the 2008D scenario. This scenario assumes the Arborwood MLS and the Treeline MLS are constructed and that all flows are conveyed to the City’s two existing treatment plants through a split near the Forum development. With the Treeline MLS in operation, required HGLs for the southeast developments are significantly reduced. Pumps would be required to overcome from about 30 to 50 feet in order to convey projected development flows to the Treeline MLS. The Treeline station would require pumps that can overcome nearly 330 feet in order to convey flows into the City’s system. The projected flows during the 2008 period would result in peak wet weather flow velocities in the 12-inch Treeline force main segments 2A/2B, 3A/3B, and 4A/4B) of between 2.3 and 3 fps. This indicates that flows during normal operating conditions are likely well below the necessary scour velocity. The 16-inch diameter force main already constructed along the canal (segment 75Canal) appears to be oversized for these conditions as well, with peak projected velocities of around 1 fps. Due to excessively low velocities in this scenario, it is recommended that the following force mains be re-sized: •

The proposed 10-inch diameter force main for the Paseo developments (segment Paseo) appears to be oversized for the projected developments under the 2008 conditions. An 8-inch diameter force main would be sufficient for this area.

Saeed Kazemi City of Fort Myers •

5.7

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The ParcelAN force main, assumed initially to be 8-inches in diameter for conveying flows from the Arborwood Parcel A North pump station to Treeline, should be 6 inches in diameter. 2014A Scenario (Arborwood Master LS and Treeline Master Lift Station to City’s collection system)

Figure 5.7 summarizes the peak HGL and velocity results for the 2014A scenario. This scenario assumes the Arborwood MLS is constructed and conveys flows to the Treeline MLS, with Treeline Master LS pumping into the City’s collection system (no East or Gateway treatment plants used). With the Treeline MLS in operation, required HGLs for the southeast developments are significantly reduced. Pumps would be required to overcome from about 50 to 100 feet in order to convey projected development flows to the Treeline MLS. The Treeline station would require pumps that can overcome nearly 400 feet in order to convey flows into the City’s system. With the buildout flows from Arborwood conveyed by the force mains along Treeline Avenue, both parallel 12-inch diameter force mains will be needed in all Treeline segments, with projected peak flow velocities ranging from 4.2 to 5.2 fps. The proposed 10-inch diameter force main for the Paseo developments (segment Paseo) appears to be oversized for the projected developments under the 2014 conditions. An 8inch diameter force main would be sufficient for this area. The 16-inch diameter force main already constructed along the canal (segment 75Canal) appears to be oversized for these conditions as well. Finally, the ParcelAN force main, assumed initially to be 8inches in diameter for conveying flows from the Arborwood Parcel A North pump station to Treeline, should be 6 inches in diameter. 5.8

2014B Scenario (Arborwood Master Lift Station to Gateway WWTP; Treeline Lift Station to the City’s Collection System)

Figure 5.8 summarizes the peak HGL and velocity results for the 2014B scenario. This scenario assumes the Arborwood MLS is constructed and that all Arborwood pumps to the Gateway treatment plant, with the rest of the flows downstream of Arborwood conveyed to the City’s two treatment plants via the Treeline MLS. With the Treeline MLS in operation, required HGLs for the southeast developments are significantly reduced. Pumps would be required to overcome from about 20 to 60 feet in order to convey projected development flows to the Treeline MLS. The Treeline station would require pumps that can overcome nearly 200 feet in order to convey flows into the City’s system. The force main to the Gateway WWTP will need to be sized to convey the peak projected flows from the Arborwood development. Existing projections for buildout flow and assumed wet weather flow (up to 3.5 times average daily flow) indicate that about 4.2 MGD will be conveyed to the Arborwood MLS. The force main to Gateway WWTP,

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then, would need to be 16 inches in diameter, with the predicted peak HGL that the Arborwood Master LS would need to overcome around 120 feet. For the 2014B scenario, without the flows from the Arborwood MLS only Treeline segments 3A/3B and 4A/4B would be required, and the model predicts that the parallel 12-inch diameter force mains will be oversized, as projected peak velocities range from 0.5 to 1.0 fps. The proposed 10-inch diameter force main for the Paseo developments (segment Paseo) appears to be oversized for the projected developments under the 2014 conditions. An 8inch diameter force main would be sufficient for this area. The 16-inch diameter force main already constructed along the canal (segment 75Canal) appears to be oversized for these conditions as well. Finally, the ParcelAN force main, assumed initially to be 8-inch diameter for conveying flows from the Arborwood Parcel A North pump station to Treeline, should be 6 inches in diameter. 5.9

2014C Scenario (Arborwood Master Lift Station to Gateway WWTP; Treeline Master Lift Station to East AWWTP)

Figure 5.9 summarizes the peak HGL and velocity results for the 2014C scenario. This scenario assumes the Arborwood MLS is constructed and conveys flows to the Gateway WWTP, while the rest of the flows downstream of Arborwood would be conveyed to the new East treatment plant via a new force main from the Treeline MLS. The results of the Arborwood Master LS to Gateway analysis is as described above for the 2014B scenario. This analysis assumes that the Treeline Lift Station as well as a significant portion of the eastern area of the Cityâ&#x20AC;&#x2122;s collection system pumps to the East plant. Under these conditions, a 36-inch diameter force main would be needed to convey a peak flow of approximately 24 MGD. The Treeline LS would need to overcome an HGL of approximately 115 feet. Appropriate sizing of the required peak flow for the new plant as well as the required force main size to convey the Treeline flows along with flows from UDAP areas 16 and 525, Colonial Country Club, Pelican Preserve and the Forum will be conducted during the update of the master plan model. The proposed 10-inch diameter force main for the Paseo developments (segment Paseo) appears to be oversized for the projected developments under the 2014 conditions. An 8inch diameter force main would be sufficient for this area. The 16-inch diameter force main already constructed along the canal (segment 75Canal) appears to be oversized for these conditions as well. Finally, the ParcelAN force main, assumed initially to be 8-inch diameter for conveying flows from the Arborwood Parcel A North pump station to Treeline, should be 6 inches in diameter.

Saeed Kazemi City of Fort Myers

5.10

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2014D Scenario (Arborwood Master Lift Station and Treeline Master Lift Station to East AWWTP)

Figure 5.10 summarizes the peak HGL and velocity results for the 2014D scenario. This scenario assumes the Arborwood MLS is constructed and conveys flows to the Treeline MLS. The Treeline Master LS then will pump to the new East plant, along with flows from UDAP areas 16 and 525, Colonial Country Club, Pelican Preserve and the Forum. In this scenario, the East AWWTP force main would need to be 36-inches in diameter to convey approximately 27 MGD. The Treeline LS would need to overcome an HGL of approximately 150 feet. Appropriate sizing of the required peak flow for the new plant as well as the required force main size to convey these areas to the East WWTP will be completed during the master plan model update. With the buildout flows from Arborwood conveyed by the force mains along Treeline Avenue, both parallel 12-inch diameter force mains will be needed in Treeline segments 2A/2B and 3A/3B, with projected peak velocities in the 12-inch parallel mains ranging from 4.2 to 5.2 fps. The proposed 10-inch diameter force main for the Paseo developments (segment Paseo) appears to be oversized for the projected developments under the 2014 conditions. An 8-inch diameter force main would be sufficient for this area. The 16-inch diameter force main already constructed along the canal (segment 75Canal) appears to be oversized for these conditions as well. Finally, the ParcelAN force main, assumed initially to be 8-inch diameter for conveying flows from the Arborwood Parcel A North pump station to Treeline, should be 6 inches in diameter. 5.11

2014E Scenario (All East Side Flows to Gateway WWTP)

Figure 5.11 summarizes the peak HGL and velocity results for the 2014E scenario. This scenario assumes the Arborwood MLS is constructed and that all flows in the southeast development area will be tributary to the Arborwood Master LS, with this station pumping all southeast flows to the Gateway treatment plant. Under this scenario, only Treeline force main segments 2A/2B, 3A/3B and 4A/4B would need to be in service, though the existing 12-inch diameter force mains would be significantly oversized to convey the projected flows (peak projected velocities range from 1 fps to just over 2 fps). The force main to the Gateway WWTP would need to be 18-inch diameter to convey the projected flows for this scenario. The proposed 10-inch diameter force main for the Paseo developments (segment Paseo) appears to be oversized for the projected developments under the 2014 conditions. An 8-inch diameter force main would be sufficient for this area. The 16-inch diameter force main already constructed along the canal (segment 75Canal) appears to be oversized for these conditions as well. Finally, the ParcelAN force main, assumed initially to be 8-inch diameter for conveying flows from the Arborwood Parcel A North pump station to Treeline, should be 6 inches in diameter.

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With all of the flows from the southeast area conveyed to the Arborwood Master LS and from there to Gateway, the Arborwood Master LS would need to overcome an HGL of about 150 feet to convey flows to the Gateway treatment plant. The remaining pump stations would face HGLs ranging from 30 to 75 feet.

6. Conclusion and Recommendations During the course of this project, the City began the process to purchase 2.0 MGD average daily flow capacity at the Gateway plant. Further, the City has issued an RFQ for the design of the new East AWWTP, which is scheduled to be built within the next four years. Finally, the City has expedited the design and construction of the Treeline MLS such that it will be constructed and come on-line within the next year. Therefore, the required design scenarios for the southeast area developments are those scenarios that include the Treeline MLS and assume that some of the development flows will be conveyed to the Gateway and East treatment plants. This eliminates the Design Scenarios 2006A, 2008A, 2008B, 2008C and 2014A. It is our recommendation that the future force mains and pump stations are designed with the flexibility to meet the flow and head conditions in the following possible scenarios: Short Term: Long Term:

2006B, 2008D, 2014B, 2014C, 2014D, 2014E.

Table 6.1 below summarizes the peak buildout flow and HGL conditions for the possible future scenarios for southeast developments. The highest flow/head conditions are highlighted in yellow. The City desires that the pump stations have the ability to convey to the City’s collection system under “worst case-scenarios,” such as if either or both the Gateway and East plants are offline. Therefore, the 2014A scenario will need to be considered in the overall designs. The Treeline MLS is going to require much higher horse power pumps for scenario 2014A than for the scenarios recommended above. We recommend that the engineers designing the Treeline MLS present the City with costs, feasibility, and preliminary design for a lift station meeting the pressures in the 2014A scenario, and allow the City to decide whether it should be designed to those high heads and still work under normal operating conditions.

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Table 6.1 Summary of Recommended Pump Station Design Flows and Maximum Hydraulic Grade Lines (HGLs) (Note: Peak flow in MGD; Maximum HGL in feet)

Lift Station

2006B Peak Max Flow Head

Airport Woods

0.45

0.21

0.51

0.32

0.50

0.15

0.57

0.75

0.37

0.49

2.38

4.24

122

4.24

122

4.25

6.49

147

0.81

150

4.14

327

2.25

201

2.25

114

6.49

147

Arborwood Parcel A PS North Arborwood Parcel A PS South Arborwood Parcel B Paseo Master Pump Station Reflection Master Pump Station Arborwood Master Pump Station Treeline LS

2008D Peak Max Flow Head

2014B Peak Max Flow Head

2014C Peak Max Flow Head

2014D Peak Max Flow Head

2014E Peak Max Flow Head

Not modeled separately, flows originate at the Arborwood MPS.

The force main to Gateway WWTP, should be 16 inches in diameter and the Arborwood MLS would need to be able to pump up to 4.25 MGD and a peak HGL of nearly 125 feet if the flows from the Arborwood Lift Station are conveyed to the Gateway WWTP. If the City decides to pursue the option 2014E to route the flows from Paseo and Reflection Isles flows to the Gateway WWTP, then the Arborwood Master LS would need to be able to pump up to 6.5 MGD and overcome a peak HGL of nearly 150 feet, and the force main to Gateway would need to be 18 inches in diameter. The remaining modeled force main diameters listed previously in Table 5.3 are recommended for future model scenarios except for the following: â&#x20AC;˘ â&#x20AC;˘

Treeline1A force main, assumed initially to be 12-inch diameter for conveying flows from the Airport Woods pump station to the parallel Treeline force mains during the 2006 scenarios, should be 6 inches in diameter. ParcelB force main, assumed initially to be 8-inch diameter for conveying flows from the Arborwood Parcel B pump station to Treeline during the 2006 scenarios, should be 4 inches in diameter.

Saeed Kazemi City of Fort Myers â&#x20AC;˘ â&#x20AC;˘

December 23, 2005 Page 19 of 19

ParcelAN force main, assumed initially to be 8-inch diameter for conveying flows from the Arborwood Parcel A North pump station to Treeline during all scenarios, should be 6 inches in diameter. The proposed 10-inch diameter force main from the Paseo development to the Reflection Isles (segment Paseo) appears to be oversized for the projected developments. An 8-inch diameter force main would be sufficient for this area.

emh/4476-009

Legend

I-75

Sanitary Sewer Basins - Lee County Sanitary Sewer Basins - City

Mar tin

e Av

er K

ing,

Jr. B

lvd

Ortiz Ave.

l er i nk W

L u th

Six M

ile P

Me t

Pk y

Colonial Blvd

7,000

14,000

21,000 Feet

1 inch equals 7,000 feet

City of Fort Myers, Florida Sanitary Sewer Master Planning Services

December 2005

City and County Service Areas

Figure 1.1

SOUTH COLLECTION SYSTEM - Hydraulic Grade Line (HGL) Analysis Figure H.1 HGL through the Colonial Blvd. Force Main 25 Winkler Ave & Ortiz Ave

LS 92 Inflow

Ford St: LS 55 Inflows & 12" Winkler Ave FM

LS 68 Inflow

Deleon St Force Main Junction

24" FM Discharge and LS 23 Inflow

Elevation (ft)

15 LS 35 Inflow

LS 27 Inflow

SAWWTP

Peak Flow HGL Low Flow HGL 5

Ground Elevation Pipe Elevations

0 25,000

20,000

15,000

10,000

5,000

Distance Upstream of SAWWTP (ft) City of Fort Myers Final Wastewater Master Plan

Page 1

Appendix H Hydraulic Grade Line Analysis

Figure H.2 HGL through the Deleon Street Force Main 60

Peak Flow HGL

Low Flow HGL Ground Elevation 40

Pipe Elevations

Elevation (ft)

30 LS 15 and 14' Carrel Rd FM Inflows

LS 10 Inflow

LS 2

LS 16 Inflow

LS 9 Inflow

LS 1 Inflow

Colonial Blvd 24" FM Force Main Discharge and LS Junction 23 Inflow

LS 39 Inflow

SAWWTP

0 18,000

16,000

14,000

12,000

10,000

8,000

6,000

4,000

2,000

-10

-20

Distance Upstream of SAWWTP (ft)

City of Fort Myers Final Wastewater Master Plan

Page 2

Appendix H Hydraulic Grade Line Analysis

Figure H.3 HGL through the Carrel Road Force Main 50

Peak Flow HGL Low Flow HGL

Ground Elevation Pipe Elevations

Elevation (ft)

Winkler Ave & Ortiz Ave

LS 92 Inflow

Ford St: LS 55 Inflows & 12" LS 68 Winkler Ave FM

Junction with LS 15 Inflows and Cortez/ Deleon St FM

Inflow

20 LS 54 Inflow

LS 34 Inflow

LS 24 Inflow

LS 9 Inflow

LS 39 Inflow

0 30,000

25,000

20,000

15,000

10,000

5,000

Distance Upstream of SAWWTP (ft)

City of Fort Myers Final Wastewater Master Plan

Page 3

Appendix H Hydraulic Grade Line Analysis

CENTRAL COLLECTION SYSTEM - Hydraulic Grade Line (HGL) Analysis Figure H.4 HGL through the Edgewood Avenue and Short Street Gravity Sewers 20.0

Edgewood Ave & Seminole Ct: 12'' FM Discharge

15.0

Marion St & Short St: LS 7 Inflow

CAWWTP

10.0

Elevation (ft)

Billy Creek Parallel Sewer Crossing 5.0

0.0 10,000

8,000

6,000

4,000

2,000

LS 12

-5.0

Peak Flow HGL Low Flow HGL Ground Elevation -10.0

Pipe Elevations

-15.0

Distance Upstream of CAWWTP (ft)

City of Fort Myers Final Wastewater Master Plan

Page 4

Appendix H Hydraulic Grade Line Analysis

Figure H.5 HGL through the Michigan Ave and Raleigh St Force Mains (from LS 3 and 4) 40.0 Peak Flow HGL Low Flow HGL Ground Elevation Pipe Elevations 30.0

Michigan Ave and Raleigh St: 18" Force Main

Elevation (ft)

20.0

LS 3

Fowler and First Sts: 16'' FM Discharge

CAWWTP

10.0 LS 4

0.0 9,000

8,000

7,000

6,000

5,000

4,000

3,000

2,000

1,000

-10.0

-20.0 Distance Upstream of CAWWTP (ft)

City of Fort Myers Final Wastewater Master Plan

Page 5

Appendix H Hydraulic Grade Line Analysis

Figure H.6 HGL through the Hanson St, Palm Ave, and Raleigh St Gravity Sewers 80

Peak Flow HGL

Low Flow HGL Ground Elevation Pipe Elevations

Elevation (ft)

30 Wilson St & Hanson St 20

Evans Ave & Canal St: LS 5 Inflow

LS 8

Canal St & Palm Ave: 6'' FM Discharge

Palm Ave & Edison Ave: Inflows from LSs 41, 44, and 30

Palm Ave & Lafayette St: LS 6 Inflow

Michigan Ave & Raleigh St: LS 31 Inflow

CAWWTP

0 16,000

14,000

12,000

10,000

8,000

6,000

4,000

2,000

-10 Distance Upstream of CAWWTP (ft)

City of Fort Myers Final Wastewater Master Plan

Page 6

Appendix H Hydraulic Grade Line Analysis

Figure H.7 HGL through the Edison and Ortiz Avenue Force Mains

Peak Flow HGL 100

Low Flow HGL Ground Elevation Pipe Elevations

Elevation (ft)

LS 41

Rockfill Rd and Ormond Ave: 6'' FM Discharge

LS 44

Clermont St and Capri Dr: Inflow from LS 31

Discharge to 24" Palm Ave Gravity Sewer

0 20,000

15,000

10,000

5,000

-20 Distance Upstream of CAWWTP (ft)

City of Fort Myers Final Wastewater Master Plan

Page 7

Appendix H Hydraulic Grade Line Analysis

Figure H.8 HGL through the Ballard Rd Collection System and Force Main 250.0

225.0

200.0 Peak Flow HGL Low Flow HGL 175.0 Ground Elevation Pipe Elevations

Elevation (ft)

150.0

125.0

100.0

75.0 Buckingham Community Park on SR 82

50.0

Old Immolakee Rd & Ortiz Ave

Ortiz Ave & Ballard Rd: 16" FM Discharge

CAWWTP

Ballard Rd LS 25.0

0.0 35,000

30,000

25,000

20,000

15,000

10,000

5,000

-25.0 Distance Upstream of CAWWTP (ft)

City of Fort Myers Final Wastewater Master Plan

Page 8

Appendix H Hydraulic Grade Line Analysis