Forest Lakes MSTU Agenda 08/06/2019
August 6, 2019 Forest Lakes MSTU 1/1
AGENDA
AUGUST 6, 2019
I. CALL TO O RDER
II. A TTENDANCE
Advisory Committee:
Marianne Fanning – Chair (4/21/2022)
Barbara Bell – Vice Chair (4/21/2023)
Richard Barry (4/21/2022)
George E. Fogg (4/21/2020)
John Goody (4/21/2023)
Staff:
Michelle Arnold – Director
Dan Schumacher – Project Manager
Contractors:
Aaron Gross – Ground Zero Landscaping
Wendy Warren – Premier Staffing (Transcription)
II. APPROVAL OF A GENDA
III. APPROVAL OF M INUTES – J ULY 2, 2019
IV. CONTRACTOR R EPORTS
A. Ground Zero Landscaping – Aaron Gross
V. P ROJECT M ANAGERS R EPORT
A. MSTU By-Laws.
B. BUDGET REPORT.
C. Status Report:
1. Trees.
2. Roadway Signage.
3. Stormwater – Staff Gauges.
4. Light Pole re-numbering.
5. Replacement light pole – Woodshire Ln.
6. Code Enforcement.
D. Procurement:
1. RFQ – Wire Fence Repair.
VI. N EW B USINESS
VII. O NGOING B USINESS
VIII. P UBLIC C OMMENTS
IX. ADJOURNMENT
NEXT M EETING
S EPTEMBER 3, 2019 - 10:00 AM
F OREST L AKES C ONDO ASSOCIATION C LUBHOUSE
1058 F OREST LAKES D RIVE, N APLES, FL 34112
(239) 261-5497
FOREST
LAKES
ROADWAY AND DRAINAGE M.S.T.U.
ADVISORY COMMITTEE
3299 East Tamiami Trail - Suite 103, Naples, FL 34112
MINUTES
July 2, 2019 Forest Lakes MSTU 1/4
FOREST
LAKES
ROADWAY AND DRAINAGE M.S.T.U.
ADVISORY COMMITTEE
3299 East Tamiami Trail - Suite 103, Naples, FL 34112
MINUTES
JULY 2, 2019
I. CALL TO ORDER
Vice Chair Bell called the meeting to order at 10:01 A.M.
A quorum was established.
II. ATTENDANCE
Advisory Committee Marianne Fanning – Chair
Barbara Bell – Vice Chair
Richard Barry (Excused)
George Fogg
John Goody
Staff Michelle Arnold – Director (Excused)
Dan Schumacher - Project Manager
Contractors Aaron Gross - Ground Zero Landscaping
Wendy Warren – Premier Staffing
Community Attendees Doug Burnham – GM, Quail Run GC
III. APPROVAL OF AGENDA
Mr. Fogg moved to approve the Agenda for the Forest Lakes Roadway and Drainage M.S.T.U. as
presented. Second by Ms. Bell. Carried unanimously 4 - 0.
IV. APPROVAL OF MINUTES – JUNE 4, 2019
Ms. Bell moved to approve the minutes of the June 4, 2019 Forest Lakes Advisory Committee as
presented. Second by Mr. Goody. Carried unanimously 4 - 0.
V. CONTRACTORS REPORTS
A. Ground Zero Landscape Maintenance – Aaron Gross
Mr. Gross reported on landscape maintenance as follows:
Entry island Bougainvilleas were hand pruned.
The invasive Potato Vine, encroaching the Ficus tree by the golf course maintenance
building, was removed.
A replacement tree will be added to the Perimeter Tree Project List for the damaged
Yellow Elder removed on Forest Lakes Boulevard.
The Street Tree Project plantings will be installed in July 2019.
Mr. Schumacher will:
Provide a copy of the current “Street Tree Project List” to Ms. Bell.
Drive the perimeter streets to confirm the tree selection and planting locations with
Mr. Gross prior to installation.
MINUTES
July 2, 2019 Forest Lakes MSTU 2/4
VI. PROJECT MANAGERS REPORT
A. MSTU By-Laws
Mr. Schumacher alerted the members to a change in The Forest Lakes Roadway & Drainage
Municipal Service Taxing Unit (MSTU) Advisory Committee By-Laws verbiage in the copy
distributed for their review as follows:
Page 5, ARTICLE VII, Public Participation, Sections I-c and II – a.: from “…All persons
wishing to speak under public comment on items not on the Agenda must register with the
Staff liaison prior to this portion of the Agenda by completing a speaker’s slip) …,” to …
At the discretion of the Chair, all persons wishing to speak under public comment on
items not on the Agenda must register with the Staff liaison prior to this portion of the
Agenda by completing a speaker’s slip …).”
Mr. Fogg motioned to approve the “Forest Lakes Roadway & Drainage Municipal Taxing Unit
(M.S.T.U.)” By-Laws. Second by Mr. Goody. The motion passed with 3 votes in favor and
1 against. Ms. Bell opposed.
Mr. Goody motioned to rescind approval of the “Forest Lakes Roadway & Drainage Municipal
Taxing Unit (M.S.T.U.)” By-Laws. Second by Mr. Fogg. Carried unanimously 4 – 0.
During Committee discussion members expressed a preference to review the revisions to the
current By-Laws.
Mr. Schumacher will provide original and revised copies of the By-Laws to the Committee
for review prior to signature execution at the August 2019 meeting.
B. Budget Report
Mr. Schumacher presented the “Forest Lakes MSTU Fund 159, July 2, 2019” for FY19 noting:
FY19 Ad Valorem property tax revenue budget is $278,900.00, an increase of 6.18%.
Total revenue FY19 is $444,027.00 including investment interest, transfers and
contributions (minus a 5% reserve of $14,000).
Operating Expense Budget is $178,027.00 of which $49,545.50 is committed; $77,804.92
expended.
Unencumbered Operating Expense funds available are $50,675.58.
The Capital Outlay budget balance of $143,630.00, Line 35, will finance special projects
including tree, fencing and light pole replacement/repair and roadway signage.
Reserves of $23,100.00, line 42, are adequate.
Budget funds not expended in 2019 will “roll-over” to the FY-20 budget.
Upon termination of the bond payments in 2022, capital maintenance projects such as
drainage, sidewalks and street paving will be considered.
Total available balance for FY-19 is $219,323.00.
C. Status Report
1. Roadway Signage.
The list for street name and traffic sign identified for replacement is complete. The 25-mph
speed limit will be consistent throughout the community to comply with the standard limit
potentially enforceable by the Sheriff’s department.
A Request for Quote (RFQ) for the sign replacement and installation is advertised on BidSync,
the County’s internet-based quote solicitation system, with a July 16, 2019 response date. Two
MINUTES
July 2, 2019 Forest Lakes MSTU 3/4
local firms were also sent an Invitation to Bid. The quote results will be presented to the
Committee at the August 2019 meeting.
During Committee discussion, Mr. Fogg expressed opposition to the adoption of a 25-mph
speed limit and recommended a limit of 30 mph.
Mr. Schumacher will solicit professional opinions from the Sheriff’s and Traffic Operations
Departments for speed limit recommendations and update the Committee at the August 2019
meeting.
D. Procurement
1. Hart’s Electrical – 2nd Light Pole
A light pole, identical in style to the Turtle Lakes pole, is on order and will be installed in two
to three weeks.
E. Light Pole Re-Numbering.
Light pole renumbering on the north side of Forest Lakes Boulevard to eliminate numeric
duplication is complete.
Mr. Schumacher will paint over the old numbers and provide an updated map identifying
streetlight number designations to Committee members.
VII. NEW BUSINESS
None
VIII. ON GOING BUSINESS
A. Stormwater – Staff Gauges
Staff Gauges to measure water level and flow in the lakes can be purchased from Amazon at a
nominal cost of $40.00 each and data collection reviewed by the Stormwater Management.
The old gauge at the exit of Lake 5 will be replaced. Additional gauge installation at Lakes 15 and
16 and the weir will be considered.
Mr. Schumacher will meet with Mr. Burnham to determine viable locations for gauge
installation.
Agnoli Barber and Brundage
Representatives from Agnoli, Barber and Brundage (ABB) and Mr. Schumacher conducted a site
visit to view the weir. Results of the Gorden River Watershed Study are being prioritized and
ABB will get back to him with findings.
Mr. Schumacher will provide a copy of the Watershed Study to Advisory Committee members on
publication.
Collier County Watershed Restoration Project
Mr. Schumacher will consult Ms. Arnold regarding information obtained from Gary McAlpin,
Director, Collier County Coastal Zone Management, on qualification requirements for water
storage credits for the County’s Watershed Restoration Project and update the Committee at the
August meeting.
MINUTES
July 2, 2019 Forest Lakes MSTU 4/4
IX. PUBLIC COMMENTS
Lowell Hayes, 1055 Forest Lakes Drive, requested the M.S.T.U. provide drainage relief for water
accumulation adjacent to her condominium during storm events.
Mr. Schumacher presented an overview of the M.S.T.U.’s duties and responsibilities’ noting it
reflects the common interest of the community. It is a County authority taxing all property owners
within the defined boundaries. Monies must be expended for the equal benefit of all those within the
M.S.T.U.
The Committee recommended Ms. Hayes consult the Forest Lakes Condominium Association Board,
the entity responsible for property maintenance, to seek a solution to her drainage issue.
X. ADJOURNMENT
There being no further business to come before the Committee, the meeting was adjourned
by the Chair at 11:32 PM.
NEXT MEETING: AUGUST 6, 2019 - 10:00 A.M.
FOREST LAKES CONDO ASSOCIATION CLUBHOUSE
1058 FOREST LAKES DRIVE, NAPLES, FL 34105
(239) 261-5497
FOREST LAKES ROADWAY AND DRAINAGE MSTU ADVISORY COMMITTEE
________________________________
Marianne Fanning, Chair
The Minutes were approved by the Committee on , 2019, as presented ____, or as
amended _______.
FOREST LAKES MSTU
FUND 159
August 6, 2019
FY-19 Vendor Item PO# Budget Commitments Expenditures
Budget
Remainder
1 CUR AD VALOREM TAX (278,900.00)$ -$ (263,015.86)$ (15,884.14)$
2 DEL AD VALOREM -$ -$ -$ -$
3 OVERNIGHT INTEREST -$ -$ (1,397.82)$ 1,397.82$
4 INVESTMENT INTEREST -$ -$ (4,143.03)$ 4,143.03$
5 INTEREST TAX COLLECTOR -$ -$ (126.93)$ 126.93$
6 REVENUE STRUCTURE (278,900.00)$ -$ (268,683.64)$ (10,216.36)$
7 CARRY FORWARD GEN (154,200.00)$ -$ (154,200.00)$
8 CARRY FORWARD OF ENCUMB AMT (24,927.00)$ -$ (24,927.00)$
9 TRANSFER FROM TAX COLLECTOR -$ -$
10 NEG 5% EST REV 14,000.00$ -$ 14,000.00$
11 TRANSFERS & CONTRIB (165,127.00)$ -$ -$ (165,127.00)$
12 TOTAL REVENUE (444,027.00)$ -$ (268,683.64)$ (175,343.36)$
13 ENGINEERING FEES 10,000.00$ -$ -$ 10,000.00$
14 ENGINEERING FEES OTHER 8,000.00$ -$ -$ 8,000.00$
15 INDIRECT COST REIMBURS Collier County Direct Pay 5,000.00$ -$ 5,000.00$ -$
16 INTERDEPT. PAYMENT Collier County Direct Pay 500.00$ -$ -$ 500.00$
Ground Zero Landscape Incidentals - FY19 4500191318 2,362.20$ 7,637.80$
Ground Zero Landscape Incidentals - FY18 4500184455 `
17 LANDSCAPE INCIDENTALS 12,688.00$ 2,362.20$ 7,637.80$ 2,688.00$
Ground Zero Grounds & Swales Maint - FY19 4500191318 22,055.00$ 32,945.00$
Mettauer Routine Lakes Maint - FY19 4500190382 -$ 2,625.00$ 3,675.00$
Florida Fountains Lake Fountain Maint. 4500193704 258.00$ 129.00$
Harts Electrical Replacement Light Poles 4500194954 6,658.44$ 6,281.56$
Ground Zero Grounds Maint - FY18 4500184455 -$ 1,913.00$
Ground Zero Swales Maint - FY18 4500183632 -$ 1,872.00$
18 OTHER CONTRACTUAL 99,677.00$ 31,596.44$ 46,815.56$ 21,265.00$
19 OTHER CONTRACTUAL Century Fence Co. Repairs for fence 450095232 10,000.00$ -$ 8,565.00$ 1,435.00$
20 ELECTRICITY FP&L Electricity Direct Pay 15,000.00$ 4,048.23$ 9,151.77$ 1,800.00$
21 WATER AND SEWER City of Naples Reclaimed Water Direct Pay 2,500.00$ 641.55$ 858.45$ 1,000.00$
22 RENT EQUIPMENT JM Todd Copier/Printer Lease (shared) 4500191080 300.00$ -$ 266.12$ 33.88$
23 INSURANCE GENERAL Collier County Insurance Direct Pay 300.00$ 75.00$ 225.00$ -$
24 SPRINKLER SYSTEM MAIN FIS Irrigation Parts 4500189928 1,500.00$ 320.39$ 179.61$ 1,000.00$
25 MULCH Forestry Resources Mulch 4500191049 1,000.00$ 1,000.00$ -$ -$
26 LIGHTING MAINTENANCE Harts Electric Light Pole Relamps 4500192777 5,562.00$ 1,271.48$ 3,728.52$ 562.00$
Juristaff, Inc. Transcriptionist 4500182118 -$ -$ 436.57$
Premier Staffing Transcriptionist 4500189934 -$ 1,082.86$ 1,917.14$
27 OTHER MISCELLANEOUS 3,500.00$ 1,082.86$ 2,353.71$ 63.43$
28 OFFICE SUPPLIES Staples Advantage Office Supplies 4500190280 300.00$ 163.46$ 36.54$ 100.00$
29 COPYING CHARGES JM Todd Monthly CPC (shared) 4500191081 300.00$ 111.66$ 188.34$ -$
SiteOne Landscape Fertilizer 4500191419 -$ 300.00$ -$
Florikan Fertilizer 4500189762 -$ -$ 382.50$
30 FERT HERB CHEM 1,500.00$ 300.00$ 382.50$ 817.50$
Golden Gate Trophy Name Plates for Committee VISA 243.00$
Sunshine Ace Adhesive Numbers for Light Poles VISA 70.23$
31 OTHER OPERATING SUPPLIES 200.00$ -$ 313.23$ (113.23)$
32 OTHER TRAINING 200.00$ -$ -$ 200.00$
33 OPERATING EXPENSE 178,027.00$ 42,973.27$ 85,702.15$ 49,351.58$
34 IMPROVEMENTS GENERAL Lykins Signtek Street & Traffic Signs 4500196430 150,100.00$ 5,848.00$ -$ 144,252.00$
35 CAPITAL OUTLAY 150,100.00$ 5,848.00$ -$ 144,252.00$
36 TRANS TO 111 UNINCOR 57,900.00$ -$ 57,300.00$ 600.00$
37 TRANS TO 112 UNINCOR 25,400.00$ -$ 25,400.00$ -$
38 TRANSFERS 83,300.00$ -$ 82,700.00$ 600.00$
39 Budget Trans from Appraiser 2,500.00$ -$ 2,092.78$ 407.22$
40 Budget Trans from Tax Collector 7,000.00$ -$ 5,910.98$ 1,089.02$
41 TRANSFERS CONST 9,500.00$ -$ 8,003.76$ 1,496.24$
42 RESERVES FOR FUTURE CONST 23,100.00$ -$ -$ 23,100.00$
43 RESERVES 23,100.00$ -$ -$ 23,100.00$
44 TOTAL EXPENDITURES 444,027.00$ 48,821.27$ 176,405.91$ 218,799.82$
176,394,909 FY-10 Final Taxable Value
145,888,273 FY-11 Final Taxable Value
132,933,552 FY-12 Final Taxable Value
129,715,669 FY-13 Oct Taxable Value
129,977,881 FY-14 Oct Taxable Value
140,171,072 FY-15 Oct Taxable Value
152,711,783 FY-16 Oct Taxable Value
165,722,702 FY-17 Oct Taxable Value
190,428,196 FY-18 Oct Taxable Value
202,132,375 FY-19 Oct Taxable Value
210,499,015 FY-20 July Estimate Taxable Value
4.14% Adj. FY-19 to FY-20
Operating Budget Summary Millage Summary
FY 20 FY 19 Debt Service Operations Total
Millage: 1.4052 1.3793 2.5948 1.4052 4.0000
Revenue: $295,793 $278,801 $546,200 $295,800 $842,000
Property Tax Summary
FY-20 July Estimate Taxable Value 210,499,015
GORDON RIVER IMPROVEMENTS
MASTER PLAN
&
GOODLETTE-FRANK ROAD STORMWATER
OUTFALL IMPROVEMENTS MODELING
UPDATE & FEASIBILITY ENGINEERING STUDY
FINAL
December 2018
Prepared for: Collier County Stormwater Management
17.A.2
Packet Pg. 423 Attachment: Forest Lakes MSTU Meeting Agenda & Backup - August 6, 2019 (9985 : Forest Lakes Roadway & Drainage MSTU - August 6,
Executive Summary
The Gordon River watershed consists of approximately 4,432 acres and is bounded by the
Crossings to the north, the Conservancy of Southwest Florida to the south, Airport Pulling Rd to
the east, and US 41 to the west. Various areas throughout the Gordon River Extension (GRE)
basin experience high water inundation conditions during heavy rainfall events. These areas
include the Country Club of Naples, Forest Lakes, Pine Ridge Industrial Park, Poinciana Village,
Golden Gate Parkway, and the properties west of GF Rd, north of Golden Gate Parkway, and
south of Pine Ridge Rd. A hydrologic/hydraulic modeling analysis was performed on the basin to
determine various solutions to eliminate or effectively reduce the inundation conditions. The
existing conditions model indicated a poorly maintained stormwater infrastructure serving the
GRE basin. After the modeling and analysis of various proposed scenarios, it is ABB’s
recommendation to implement the following eight improvements to relieve flooding scenarios
throughout the basin; the Golden Gate Parkway AMIL Gate Weir Replacement, Goodlette-Frank
Supplemental Outfall, Freedom Park Stormwater Pump Station, Freedom Park Bypass Ditch &
Spreader Swale, Goodlette-Frank Ditch Improvements, Solana/Burning Tree Box Culvert
Extension, Maintenance Access Road/ Seawall, and the Forest Lakes Rock Weir Replacement.
The implementation of the proposed improvements provided a flood area reduction of
approximately 400 acres within the basin. A cost benefit analysis for the proposed
improvements is included within this document.
17.A.2
Packet Pg. 424 Attachment: Forest Lakes MSTU Meeting Agenda & Backup - August 6, 2019 (9985 : Forest Lakes Roadway & Drainage MSTU - August 6,
IIntroduction ..................................................................................................................................... 1
Model Information ........................................................................................................................... 1
Existing Conditions ........................................................................................................................... 3
Section A ...................................................................................................................................... 3
Section B ...................................................................................................................................... 3
Section C ...................................................................................................................................... 4
Section D ...................................................................................................................................... 5
Section E ...................................................................................................................................... 5
Section F....................................................................................................................................... 6
Section G ...................................................................................................................................... 6
Section H ...................................................................................................................................... 7
Section I ....................................................................................................................................... 8
Section J ....................................................................................................................................... 8
Section K ...................................................................................................................................... 8
Proposed Conditions ........................................................................................................................ 9
Section E .................................................................................................................................... 10
Supplemental Outfall.................................................................................................................. 11
Section H .................................................................................................................................... 12
Section J/ Section K .................................................................................................................... 14
Section G .................................................................................................................................... 16
Section B .................................................................................................................................... 17
Section C .................................................................................................................................... 18
Section F..................................................................................................................................... 19
Results & Conclusions .................................................................................................................... 20
17.A.2
Packet Pg. 425 Attachment: Forest Lakes MSTU Meeting Agenda & Backup - August 6, 2019 (9985 : Forest Lakes Roadway & Drainage MSTU - August 6,
AAppendix A. - Exhibits
Exhibit 1. Gordon River Extension Project Sections & Construction Phasing Sequence
Exhibit 2. Gordon River Extension Drainage Basin Map
Exhibit 3. Gordon River Extension Road Crown Elevation Map
Exhibit 4. LIDAR Map
Exhibit 5. Link & Node Map
Link & Node Map Overview (Sheet 1 of 11)
Link Map - Section 1 (Sheet 2 of 11)
Link Map - Section 2 (Sheet 3 of 11)
Link Map - Section 3 (Sheet 4 of 11)
Link Map - Section 4 (Sheet 5 of 11)
Link Map - Section 5 (Sheet 6 of 11)
Node Map - Section 1 (Sheet 7 of 11)
Node Map - Section 2 (Sheet 8 of 11)
Node Map - Section 3 (Sheet 9 of 11)
Node Map - Section 4 (Sheet 10 of 11)
Node Map - Section 5 (Sheet 11 of 11)
Exhibit 6. 25YR 3DAY - Node Max Stages - Existing Conditions
Section 1 (Sheet 1 of 5)
Section 2 (Sheet 2 of 5)
Section 3 (Sheet 3 of 5)
Section 4 (Sheet 4 of 5)
Section 5 (Sheet 5 of 5)
Exhibit 7. Gordon River Extension Vegetation Map
Exhibit 8. Capacity of Gordon River/Preserve Area Through Section D
Exhibit 9. Poinciana Village Outfall Branch Section Locations
Section Locations (Sheet 1 of 2)
17.A.2
Packet Pg. 426 Attachment: Forest Lakes MSTU Meeting Agenda & Backup - August 6, 2019 (9985 : Forest Lakes Roadway & Drainage MSTU - August 6,
Cross Sections (Sheet 2 of 2)
Exhibit 10. AMIL Gate Weir Replacement (E.1)
Exhibit 11. Goodlette Frank Supplemental Outfall
Goodlette Frank Supplemental Outfall (Sheet 1 of 4)
Goodlette Frank Box Culvert 2-A (Sheet 2 of 4)
Goodlette Frank Linear Pond 2-B (Sheet 3 of 4)
Goodlette Frank Outfall Weir 2-C (Sheet 4 of 4)
Exhibit 12. Freedom Park Stormwater Pump Station (H.1)
Overview (Sheet 1 of 2)
Aerial & Plan View (Sheet 2 of 2)
Exhibit 13. Freedom Park Bypass Ditch & Spreader Swale (H.2)
Plan View (Sheet 1 of 2)
Section View (Sheet 2 of 2)
Exhibit 14. Goodlette Frank Ditch Improvements (J/K.1)
Ohio Dr to Golden Gate Parkway J/K.1 (Sheet 1 of 6)
Ohio Dr & Ridge St Ditch Improvements (Sheet 2 of 6)
Creech Rd Culvert & Ditch Improvements (Sheet 3 of 6)
26th Ave Ditch & Culvert Improvements (Sheet 4 of 6)
22nd Ave Ditch & Culvert Improvements (Sheet 5 of 6)
Coastland Center Mall Ditch & Naples High School Culvert (Sheet 6 of 6)
Exhibit 15. Solana/Burning Tree Box Culvert Extension (G.1)
Exhibit 16. Maintenance Access Road/Seawall (B.1)
Exhibit 17. Forest Lakes Rock Weir Replacement (C.1)
Exhibit 18. 25YR 3DAY - Node Max Stages - All Proposed Improvements & Goodlette-
Frank Ditch Improvements
Section 1 (Sheet 1 of 5)
Section 2 (Sheet 2 of 5)
17.A.2
Packet Pg. 427 Attachment: Forest Lakes MSTU Meeting Agenda & Backup - August 6, 2019 (9985 : Forest Lakes Roadway & Drainage MSTU - August 6,
17.A.2
Packet Pg. 428 Attachment: Forest Lakes MSTU Meeting Agenda & Backup - August 6, 2019 (9985 : Forest Lakes Roadway & Drainage MSTU - August 6,
1
Introduction
Collier County entered into contract with Agnoli, Barber, & Brundage (ABB) for the development of a
stormwater improvements master plan for the Gordon River Extension (GRE) basin. The Gordon River
originates north of Pine Ridge Industrial complex and ultimately outfalls into the Naples Bay. The goal of
this master plan was to develop a conceptual design for necessary improvements along the Gordon
River that would help remedy flood prone areas within the basin. During the process of developing the
hydrologic-hydraulic model, Hurricane Irma hit Southwest Florida and caused significant flooding
throughout the basin. Some homes flooded and many streets were submerged for days after the storm
event. Historic flooding within the basin in conjunction with the impact of Hurricane Irma resulted in a
slight change in direction for scope items in this master plan. Additional focus was given to expand the
existing model for the Goodlette-Frank Rd (GF Rd) ditch and its neighboring communities. The outfall
location of the Gordon River was extended further south between the Naples Zoo and the Conservancy
of Southwest Florida. An additional outfall from GF Rd was also included to connect to the Gordon River
between the Naples Zoo and the Conservancy to increase the accuracy of the basin modeling. A
separate work order arose for the update of the GF Rd ditch portion of the existing model and
improvements conceptual design. However, both the Goodlette-Frank Road Stormwater Outfall
Improvements and Gordon River Improvements Master Plan projects were modeled simultaneously to
create the most accurate analysis of the Gordon River Basin, both projects are addressed in this report.
For ease of reference, both the Goodlette-Frank Road Stormwater Outfall Improvements and Gordon
River Improvements Master Plan projects have been broken down into sections in the Gordon River
Extension Project Sections & Construction Phasing Sequence (Exhibit 1.) in Appendix A. The Gordon River
Extension Drainage Basin Map (Exhibit 2.) illustrates the Gordon River Extension Basin, all of its sub-
basins, each sub-basin’s runoff area, and the approximate locations of each sub-basins outfall.
Model Information
The existing conditions model was updated from the August 2015 model developed for the Hydrologic
Modeling Summary – Gordon River Extension by ABB. XP Stormwater & Wastewater Management
Model (XPSWMM) is the hydrologic and hydraulic modeling software used to model the GRE basin. All
elevation information was input into the model in the National Geodetic Vertical Datum of 1929 (NGVD
29). Furthermore, the LIDAR Map (Exhibit 4.) data was converted from the North American Vertical
17.A.2
Packet Pg. 429 Attachment: Forest Lakes MSTU Meeting Agenda & Backup - August 6, 2019 (9985 : Forest Lakes Roadway & Drainage MSTU - August 6,
2
Datum of 1988 (NAVD 88) to NGVD 29 prior to input into the model. The various rainfall events
simulated within each model are provided in the table below:
Storm Event Total Rainfall (in)
10 Year - 3 Day 9.51
25 Year - 3 Day 11.55
The August 2017 rainfall event prior to Hurricane Irma and the associated stage data was used for the
model calibration. Furthermore, the existing conditions model was calibrated according to the road
crown elevations, edge of pavement, and highwater marks presented in the Gordon River Extension
Road Crown Elevation Map (Exhibit 3.) in Appendix A. All stormwater structures in the existing
conditions model were updated either from Collier County’s Stormwater GIS or survey data. Survey data
was collected along the Gordon River from north of Pine Ridge Rd, approximately 360ft south of J&C
Blvd, down to Golden Gate Pkwy, along the GF Rd ditch from Pine Ridge Rd down to Fleischman Park,
through the Conservancy of Southwest Florida outfall into the Gordon River, and through the Freedom
Park ditch outfall into the Gordon River. The existing condition model’s natural cross-sections were
updated with the recent survey data.
A canal is located on the west side of GF Rd to the east of Fleischmann Park. Flow from this canal can
either continue further south along GF Rd or under GF Rd to the outfall at the Conservancy through
triple ellipse pipes. It should be noted that modeling south of this canal is not part of this project’s
boundary and was not included in the modeling effort. The Gordon River continues further south than
what is depicted in the Gordon River Extension Drainage Basin Map. Furthermore, additional outfalls
into the Gordon River exist from GF Rd. For modeling purposes all runoff leaving the canal at
Fleischmann Park is directed through the triple ellipse pipes that convey stormwater east to the Gordon
River.
The Link & Node Map (Exhibit 5.) provides a location of each link and node in the existing conditions
model for ease of reference. Nodes may physically represent manholes, inlets for a catchment, a
junction of links, a pond, an outfall, or provide storage. Links represent open channels, closed conduits,
pumps, weirs, orifices, or other special structures between two nodes.
17.A.2
Packet Pg. 430 Attachment: Forest Lakes MSTU Meeting Agenda & Backup - August 6, 2019 (9985 : Forest Lakes Roadway & Drainage MSTU - August 6,
3
Existing Conditions
Refer to Exhibit 1. for the discussion of the following existing conditions. Exhibit 6. depicts the existing
conditions node maximum stages for the 25 Year – 3 Day storm events. In addition, the node and link
results are provided in table format in Appendix B. for the 25 Year - 3 Day storm event.
Section A
Section A is defined as the area in the upper Gordon River North of Pine Ridge Rd from
approximately 360 ft south of J&C Blvd to Pine Ridge Rd. This section is bordered by the Pine Ridge
Industrial Park to the east, the Crossings, and Autumn Woods communities to the west. This area
has the potential for a large conveyance, but also serves sub-basins with a large percentage of
impervious area. Maintenance is challenging within this section since access easements only exist to
the rivers top of bank, therefore, maintenance must be performed by boat. The channel bottom is
shallow and the storage volume has been compromised by silt and vegetation growth. There may be
potential to widen the easement in this area and create a maintenance access road. The main
concern for this basin is maintenance and dredging, downstream improvements will lower its stages
and lessen flooding potential.
Section B
Section B spans the Gordon River from Pine Ridge Rd to the southern property line of the Forest
Lakes community, just upstream of the Forest Lakes rock weir. This section passes all flows from
Section A, in addition to the runoff from approximately half of the Country Club of Naples and all of
the Forest Lakes communities. The Forest Lakes community stormwater management system was
implemented prior to the water management regulations set forth by the South Florida Water
Management District. The community was built at a lower elevation than that of the newly
developed surrounding areas and has experienced street flooding issues for the past 40 years. The
original design of the Forest Lakes community through this portion of the Gordon River are shown in
plans by Black, Crow, & Eidsness, Inc. (1976) and indicate that three earthen dams exist, decreasing
in elevation from north to south. Furthermore, a lake exists upstream of each earthen berm where
water pools prior to flowing downstream. This water must stage up above each earthen berm and
flow through a drastically constricted channel (downstream of the berm) to flow south. These three
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berms create a cascading system in series that reduces the amount of conveyance possible through
the river.
The Gordon River is covered by a drainage easement through this section which can be seen on the
Gordon River Extension Vegetation Map (Exhibit 7.), the western bank of the river provides roughly
ten feet between the easement and the top of bank. The eastern bank of the Gordon River borders
residential properties and contains many boat docks and river access points. Exhibit 7. also indicates
the extent of exotic vegetation overgrowth on the western bank of the river. This overgrowth
consists primarily of Brazilian pepper that further constricts the channel and increases the difficulty
of maintaining this section of the river.
Section C
Section C of the Gordon River runs from the southern property line of Forest Lakes community to
the southern property line of the Royal Poinciana Golf Course. This reach is bordered by the
Country Club of Naples, Royal Poinciana Golf Course, Hole-in-the-wall, and Wilderness. The Forest
Lake rock weir is located at the north end of this section (pictured below).
The current rock weir spans the channel at approximately 40 feet long with a weir crest elevation of
6.0 ft NGVD. Since the rock weir is essentially an earthen berm and not an operable water control
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structure, all upstream flow must stage up to 6.0 ft NGVD and constrict to a 40-foot-wide channel to
continue downstream. The Forest Lakes community is considered to be low-lying and has had
historical flooding issues with this weir in place, it is suspected that the weir elevation does not
provide enough freeboard in comparison with the community’s average grade.
The channel section downstream of the rock weir was recently improved with rip-rap protection and
this increased conveyance downstream. However, by comparison with the rest of the Gordon River,
it is not only too narrow but also too high in elevation. Current flow conditions or any proposed
improvements upstream that increase the flow will be throttled through this portion of the river.
South of the Royal Poinciana bridge, the river widens and runs along the Royal Poinciana golf course
where it serves as a water quality treatment area with undulating natural banks, littoral plantings,
and native vegetation. Silt build up is evident through this water quality area thereby limiting the
channel capacity.
Section D
Section D incorporates the southern property line of Royal Poinciana Golf Course to the north side
of Golden Gate Parkway. It is bordered by the Wilderness community to the west, a large natural
area to the east in the Estuary at Gray Oaks, and Freedom Park to the southwest. Although the
channel banks are shallow through this section of the river, this preserve area accommodates a
greater flow capacity. Exhibit 8. illustrates the capacity of the Gordon River through section D. The
black hatched area in the enlarged section view represents the 25 Year – 3 Day modeled maximum
stage through this cross-section. The green hatch represents the equivalent modeled cross-sectional
area that extends through the floodplain. The XPSWMM software uses vertical “glass walls” to
contain flow and stack up within the cross-section rather than spilling out over the sides and
becoming a source of model error. Since the stacking up of flow is not realistic, the equivalent area
was used to depict a more realistic stage through this section of the river. The approximate 25 Year
– 3 Day stage is 5.23 ft NGVD, based on the floodplain storage/capacity in this section, it has been
determined that no additional capacity is needed.
Section E
Section E is tidally influenced, and spans from Golden Gate Parkway to the outfall at the
Conservancy. This section of the Gordon River is bordered by the Naples Zoo and the Conservancy to
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the west, and the Bears Paw community to the east. Four, 10 ft x 10 ft box culverts exist under
Golden Gate Parkway just upstream of the existing AMIL gate. The box culverts are sufficiently sized
to accommodate the flow in the river, however, they are susceptible to clogging during heavy wind
and rain events by downed trees and debris. The existing AMIL Gate weir is outdated and in
disrepair. The conveyance of the weir is not sufficient during heavy rain events and is a source of
flooding in upstream communities. The design was originally meant to adjust automatically, allowing
water out when needed and restricting backflow. However, County staff chains the gate open and
manually lifts it out of the water to allow more conveyance in emergency situations. The AMIL Gate
is the primary outfall structure for the entire GRE basin, if this structure can’t pass the necessary
peak flow, all upstream basins will continue to experience flooding issues.
Section F
The Royal Poinciana Swale runs from Coach House Lane and Poinciana Drive/Bolero Way, and
outfalls into the main river on the east side at the southern Royal poinciana property line. It is
bordered by Coco Lakes and Royal Poinciana Golf Course. The swale runs through the Coach House
Lane community and is undersized. It frequently causes local street flooding in the Poinciana Village
community. There is no additional area for swale excavation or expansion behind some of the
homes in the area. Detailed survey information is needed within this area to determine precise
channel limitations. The Poinciana Village Outfall Branch Section Locations (Exhibit 9.) highlights the
existing cross sections in this area. These cross sections were modeled to assess the existing 5 Year
and 10 Year storm capacity. The existing volume within the section is approximately 290,000 cf and
has an average cross-sectional area of 47 sf. The existing channel can accommodate approximately
81% of a 10 Year – 3 Day storm event. To provide a 10 Year – 3 Day storm event level of service
within the channel, an additional 11 sf of cross-sectional area, or 70,000 cf of storage is needed
along the 6,070 ft long channel. A 10 Year – 3 Day storm event level of service would require a total
cross-sectional area of 58 sf with a peak flow of 18 cfs.
Section G
Section G runs along the north side of Solana Road and Burning Tree Drive and includes the area
from the west side of GF Rd to the outfall into the Gordon River. It is bordered by the Country Club
of Naples community and the Royal Poinciana Golf Course entrance. Currently, this section acts as
an outfall intercept, funneling water from the northwest side of the basin into the Gordon River. At
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the northwest corner of GF Rd and Solana Dr, flow from the GF Rd ditch is split, either continuing
south through a 24in RCP, or continuing east through a 76in x 48in ERCP. This drastic difference in
pipe size indicates that flow from the northwest portion of the GRE basin is intended to be
accommodated predominantly by section G. Flow continues east through a 4 ft x 8 ft box culvert,
triple 36 in RCP at Burning Tree Drive, through a double 48in RCP, and finally outfalls into a natural
channel that flows into the Gordon River. Flow conveyance through section G is constricted at
Burning Tree Dr due to the transition from the box culvert to the triple 36in RCP and double 48in
RCP further downstream. This section is causing unnecessary staging and flooding upstream along
the west side of GF ditch. Furthermore, the Country Club of Naples community experiences
significant flooding due to this constriction.
Section H
Section H initiates at the box culvert under GF Rd, extends through the Freedom Park ditch, and
ultimately outfalls into the Gordon River. Flow is introduced to Freedom Park via the GF Rd ditch
that accommodates runoff from the western sub-basins in the GRE. Once the stormwater flows
through the 6 ft x 12 ft box culvert, it can enter Freedom Park by two routes. The stormwater can
either be pumped into Pond A, by the park’s stormwater pump station, or it can flow over the
fabriform weir (weir crest elevation 6.0 ft NGVD), through the ditch, and ultimately outfall into the
Gordon River. Water that is introduced into the park by the pump station will continue through a
treatment train prior to its ultimate outfall into the Gordon River. Currently, the Freedom Park ditch
is undersized and extremely overgrown. Approximately 2,000 ft downstream of the weir, the ditch is
no longer defined. From here, all flow from the ditch continues to the Gordon River by overland
flow. Historically, flows could freely pass through the Freedom Park ditch. In recent years, the
Freedom Park Water Quality Treatment Improvements included the addition of the stormwater
pump station and the fabriform weir. Since the implementation of these improvements, flow has
since been restricted and reduced the ability to accommodate the runoff from the western sub-
basins along the GF ditch. Freedom Park is a valuable resource to provide water quality treatment,
stormwater storage, and conveyance for the northwest section of the GRE basin; unfortunately, it is
being under-utilized.
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Section I
Section I is comprised of the stormwater conveyance on the west side of GF Rd, starting north of
Pine Ridge Rd and ending at Solana Rd. This portion of the GF ditch drains various communities to
the north of Pine Ridge Rd and to the west of the ditch. Four road crossings are included within this
section of the GF ditch; Pine Ridge Rd, Pompei Ln, Granada Blvd, and Solana Rd. Flow from the GF Rd
ditch is split at the northwest corner of GF Rd and Solana Dr, just after the 66in RCP. This flow can
continue further south through a 24in RCP, or continuing east, along Solana Rd through a 76in x 48in
ERCP. The majority of the flow will continue east along Solana Rd, and is described further in section
G above.
Section J
Section J includes the stormwater conveyance on the west side of GF Rd, starting at Solana Rd and
ending at the box culvert that enters into Freedom Park. This portion of the GF ditch drains various
communities to the west of the ditch, in addition to, the portion of flow that continues south from
section I. These communities are prone to flooding as depicted by the high water marks shown in
Exhibit 3. Four road crossings are included within this section of the GF ditch; Ohio Dr, Ridge St,
Creech Rd, and 26th Ave N. Currently, 48in RCPs run under both Ohio Dr and Ridge St. These 48in
RCPs constrict the flow downstream, thereby, preventing water to exit the western sub-basins. As
part of the West G-F Road Area Joint Stormwater-Sewer Project, 4ft x 11 ft box culverts are to
replace both 48in culverts. Further downstream, flow is constricted by a 54in RCP at Creech Rd and
triple 36in RCPs at 26th Ave N. In addition, the existing GF ditch bottom is not uniform, does not
provide enough capacity, and the inverts along this section are not configured to provide positive
drainage downstream. To remedy flooding problems within the western sub-basins, these
aforementioned issues need to be addressed.
Section K
Section K includes the stormwater conveyance on the west side of GF Rd, starting at the box culvert
that enters into Freedom Park and ending at the outfall into the Gordon River through the
Conservancy of Southwest Florida. This portion of the GF ditch drains a community to the west of
the ditch, Naples High School, a portion of Golden Gate Parkway, a portion of GF Rd, the Coastland
Center mall, Fleischmann Park, and the portion of flow that continues south from section J that is
not accommodated by Freedom Park. This section of the GF ditch plays a major role in the flooding
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events of the upstream sub-basins that rely upon outfalling into the ditch. Through section K,
Golden Gate Parkway typically experiences ponding during heavy rainfall events. Flow is constricted
through this section by the double 36in pipes that exist under both 22nd Ave N and an unmarked-
grassed crossing to the east of Naples High School. Similar to section J, the existing GF ditch bottom
is not uniform, does not provide enough capacity, and the inverts along this section are not
arranged to provide positive drainage downstream.
Proposed Conditions
To analyze the proposed impact on the GRE basin, each proposed model scenario was compared to the
existing conditions model (refer to Appendix C.). The tables provided in Appendix C. compare the
average stage reduction within each project section. The average stage reduction is a comparison of the
difference in average stage between the existing conditions and the proposed scenarios for each
modeled storm event. A positive value indicates a stage reduction whereas a negative value indicates an
increase in stage. In addition, this information was incorporated into chart format in Appendix D. that
shows the impact of all modeled scenarios per each project section. These charts further illustrate the
benefit of each scenario on a specific area within the basin. The proposed scenarios considered are
provided below:
1. AMIL Gate Weir Replacement
2. Goodlette-Frank Supplemental Outfall & AMIL Gate Weir Replacement
3. Freedom Park Stormwater Pump Station & AMIL Gate Weir Replacement
4. Freedom Park Bypass Ditch & Spreader Swale & AMIL Gate Weir Replacement
5. Goodlette-Frank Ditch Improvements & AMIL Gate Weir Replacement
6. Solana/Burning Tree Box Culvert Extension & AMIL Gate Weir Replacement
7. Maintenance Access Road/ Seawall & AMIL Gate Weir Replacement
8. Forest Lakes Rock Weir Replacement & AMIL Gate Weir Replacement
9. All Proposed Improvements & Goodlette-Frank Ditch Improvements (NO Pump
Station)
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Priority Phase I - Section E
To remedy the issues experienced with the existing AMIL Gate located south of Golden Gate Pkwy, a
new, fully automated, bottom-hinged crest gate is proposed in its place. Please refer to Exhibit 10.
AMIL Gate Weir Replacement (E.1) for structure detail and section views in addition to the structure
specifications table provided below.
AMIL Gate Weir Replacement Structure Specifications
Description Value Units
Total Weir Length 80 ft
Weir Structure Crest Elevation 3.5 ft (NGVD)
Structure/Channel Bottom Elevation -6 ft (NGVD)
Type of Gate Bottom Hinged Crest Gate --
Number of Gates 2 ea
Operation Fully Automated
Crest Gate Length (ea) 25 ft
Crest Gate Height (ea) 7 ft
Crest Gate Invert Elevation -3.5 ft (NGVD)
Refer to the AMIL Gate Weir Replacement Exhibit for additional information & structure locations.
The existing AMIL Gate controls the tailwater for the entire GRE basin. Therefore, if more flow was
able to be successfully passed through the proposed weir, it would drastically improve flooding
issues of upstream sub-basins. Referring to the 25YR – 3DAY stage reduction table, max water stages
were reduced in project sections C-H due to the implementation of the proposed weir replacement.
Since the proposed crest gates are hinged at the bottom, the weir crest elevation can vary from -3.5
ft NGVD (fully open) to 3.5 ft NGVD (fully closed). Therefore, the crest gates can easily maintain or
relieve the varying upstream stages that fluctuate throughout the year or be set to an elevation to
prevent backflow/saltwater intrusion. The full automation provides faster and easy manipulation of
the weir elevations remotely, thereby saving time during urgent flooding scenarios. A floating debris
boom is recommended upstream of Golden Gate Parkway to prevent clogging and debris build up in
the box culverts during heavy wind and rain events. Maintenance related activities will use the
existing access area.
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Priority Phase II - Supplemental Outfall
The Goodlette Frank Supplemental Outfall is a new outfall proposed to connect the GF ditch to the
Gordon River. This outfall is proposed to be located south of Golden Gate Parkway in a 60 ft wide,
County owned, parcel along the northern boundary of the Naples Zoo. This new connection would
consist of box culvert improvements under Golden Gate Parkway and GF Rd, a linear pond
improvement, and a fixed crest weir that would outfall into the Gordon River. Refer to Exhibit 11.
for structure detail and section views, in addition to the structure specifications table provided
below.
Goodlette Frank Supplemental Outfall Structure Specifications
Description Value Units
Box Culvert Improvements (1)
Number of Box Culverts 2 ea
Box Culvert Height 5 ft
Box Culvert Width 12 ft
Goodlette Section
Box Culvert Length 370 ft
Upstream Invert Elevation 2.5 ft (NGVD)
Downstream Invert Elevation 2.25 ft (NGVD)
Box Culvert Weir Length 10 ft
Box Culvert Weir Elevation 4 ft (NGVD)
Zoo Section
Box Culvert Length 1,060 ft
Upstream Invert Elevation 2.25 ft (NGVD)
Downstream Invert Elevation 1.5 ft (NGVD)
Linear Pond Improvements (1)
Total Length of Linear Pond 890 ft
Linear Pond Cross-Section Shape Trapezoidal --
Bottom Width 20 ft
Depth 5 ft
Left Bank Side Slope 1:1 --
Right Bank Side Slope 2:1 --
Control Structure Improvements (1)
Type of Weir Fixed Crest --
Total Weir Length 33 ft
Weir Crest Elevation 2.7 ft (NGVD)
Structure/Channel Bottom Elevation -2 ft (NGVD)
Maintenance Access Path (1)
Maintenance Access Path Width 10 ft
Maintenance Access Path Length 1,803 ft
(1) Refer to the Goodlette Frank Supplemental Outfall Exhibits for additional information & structure locations.
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This supplemental outfall is proposed to pass the additional flows that are not accommodated by
Freedom Park. The next downstream connection between the GF ditch and the Gordon River is
through the Conservancy of Southwest Florida. However, the Conservancy outfall is densely
vegetated through its open channel, has a protected gopher tortoise preserve, and is not designed
to be a major outfall for the GRE basin. The proposed supplemental outfall will accommodate the
additional flows from GF Rd, the GF ditch, Naples High School, Golden Gate Parkway, the Coastland
Center mall, and flow from upstream sections. An access road is proposed to connect from GF Rd to
the control structure for maintenance of the supplemental outfall. Referring to the 25YR – 3DAY
stage reduction table, max water stages were reduced in project sections C-F, H, J, and K due to the
implementation of the proposed supplemental outfall and AMIL gate weir replacement. The stage
reduction seen in sections H, J, and K illustrate how critical the supplemental outfall is to alleviating
upstream flood stages. The success of other proposed projects within the GRE basin are contingent
upon its implementation.
Priority Phase III - Section H
The implementation of two improvements are proposed to achieve the full potential of Freedom
Park; the Freedom Park Stormwater Pump Station (H.1)(Exhibit 12.) and the Freedom Park Bypass
Ditch & Spreader Swale (H.2) (Exhibit 13.). Both improvements are necessary to satisfy Freedom
Park’s full capacity. The proposed pump station will supplement the existing pump station and
increase the stormwater entering the water quality treatment wetland system. The bypass ditch
concept was intended to provide capacity for all stormwater entering Freedom Park, this
assumption was to account for a non-functioning pump station due to loss of power. The bypass
ditch is proposed to be widened and introduce flow to the wetland through a 180ft long spreader
swale. The Freedom Park Bypass Ditch & Spreader Swale (H.2) improvement also includes the
replacement of the existing fabriform weir. Refer to Exhibit 12. and Exhibit 13. for structure detail
and section views, in addition to the structure specifications tables on the next page.
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Freedom Park Stormwater Pump Station Structure Specifications
Description Value Units
Pump Type Submersible --
Number of Pumps 2 ea
Pump Capacity, each 12,000 GPM
29 cfs
Discharge Pressure 7.52 ft (TDH)
Motor 54 HP
Pump No. 1 Start Elevation 3.3 ft
Pump No. 1 Stop Elevation 2.3 ft
Pump No. 2 Start Elevation 3.7 ft
Pump No. 2 Stop Elevation 2.3 ft
Refer to the Freedom Park Stormwater Pump Station Exhibit for additional information & structure locations.
Freedom Park Bypass Ditch & Spreader Swale Structure
Specifications
Description Value Units
Fabriform Weir
Weir Length 90 ft
Weir Crest Elevation 5 ft (NGVD)
Typical Bypass Ditch Dimensions (1)
Total Length of Bypass Ditch 2,030 ft
Bypass Ditch Cross-Section Shape Trapezoidal --
Bottom Width 28.5 ft
Depth 3.5 ft
Side Slopes 2:1 --
Typical Spreader Swale Dimensions (1)
Total Length of Spreader Swale 180 ft
Bottom Width Varies --
Depth 1.3 ft
Side Slopes 2:1 --
Spreader Swale Berm Elevation 2.3 ft (NGVD)
(1) Refer to the Freedom Park Bypass Ditch & Spreader Swale Exhibit for additional information & structure
locations.
The existing fabriform weir located at the entrance to the ditch is proposed to be removed. In addition, the bypass
ditch channel invert was lowered from existing conditions to convey more water through Freedom Park.
Referring to the 25YR – 3DAY stage reduction tables, max water stages were reduced in project
sections B-K for the Freedom Park Bypass Ditch and Spreader Swale/AMIL gate weir replacement
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scenario. The Freedom Park Stormwater Pump Station/AMIL gate weir replacement scenario
provided stage reduction for sections C-H, J, and K. The proposed pump station and AMIL gate weir
replacement had a greater impact on max stages through sections C-F. This indicates that more
water is being treated and retained by the interconnected wetlands, thereby relieving stages
through the Gordon River. The proposed bypass ditch/spreader swale and AMIL gate weir
replacement provided more benefit in stage reduction to sections H, J, and K. This result suggests
that the bypass ditch conveys more stormwater from the Goodlette ditch to the Gordon River.
Cumulatively, these improvements increase water quality treatment, stormwater storage, and
relieve flood stages throughout the GRE basin.
Priority Phase IV - Section J/ Section K
As part of the planned West G-F Road Area Joint Stormwater-Sewer Project, both 48in culverts
under Ohio Dr and Ridge St are to be replaced with box culverts. To prevent impacting this project
negatively, the 25 Year – 3 Day peak stage at Ohio Dr must not exceed 9.0 ft NGVD (per Collier
County). This stage was only achieved through one modeling scenario, the 25 Year – 3 Day All
Proposed Improvements & Goodlette-Frank Ditch Improvements (NO Pump Station). This modeling
scenario includes the following proposed improvements:
1. Goodlette-Frank Ditch Improvements
2. AMIL Gate Weir Replacement
3. Goodlette-Frank Supplemental Outfall
4. Freedom Park Stormwater Pump Station (turned off to simulate loss of power)
5. Freedom Park Bypass Ditch & Spreader Swale
6. Solana/Burning Tree Box Culvert Extension
7. Maintenance Access Road/ Seawall
8. Forest Lakes Rock Weir Replacement
Please refer to Exhibit 14. Goodlette Frank Ditch Improvements (J/K.1) for the proposed
improvements structure details and section views along Sections J and K. Additionally, the structure
specifications table is provided on the next page.
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Goodlette-Frank Ditch Improvements Structure Specifications
Description Value Units
Typical Ditch Improvement Dimensions (1)(2)
Number of G-F Improved Ditches 7 ea
Total Length of Ditch Improvements 5,700 ft
Ditch Cross-Section Shape Trapezoidal --
Bottom Width 20 ft
Depth 7 ft
Side Slopes 1:1 --
Slope Stabilization Fabric-form Concrete
Revetment --
Box Culvert Improvements (1)
Number of Box Culverts (3) 6 ea
Ohio Drive (4)
4'x12' Box Culvert Length 106 ft
Upstream Invert Elevation 3.84 ft (NGVD)
Downstream Invert Elevation 3.84 ft (NGVD)
Ridge Street (4)
5'x12' Box Culvert Length 106 ft
Upstream Invert Elevation 3.48 ft (NGVD)
Downstream Invert Elevation 3.48 ft (NGVD)
Creech Road
5'x12' Box Culvert Length 100 ft
Upstream Invert Elevation 3.4 ft (NGVD)
Downstream Invert Elevation 3.4 ft (NGVD)
26th Ave N
5'x12' Box Culvert Length 113 ft
Upstream Invert Elevation 2.99 ft (NGVD)
Downstream Invert Elevation 2.99 ft (NGVD)
22nd Ave N
5'x12' Box Culvert Length 135 ft
Upstream Invert Elevation 2.63 ft (NGVD)
Downstream Invert Elevation 2.63 ft (NGVD)
Section 5-B Box Culvert
5'x12' Box Culvert Length 30 ft
Upstream Invert Elevation 2.55 ft (NGVD)
Downstream Invert Elevation 2.55 ft (NGVD)
(1) Refer to Goodlette Frank Ditch Improvements Exhibits for additional information & box culvert locations.
(2) All ditch inverts were lowered to coincide with the invert elevations of the corresponding box culverts & will now
provide positive drainage from Ohio Drive down to the Coastland Center Mall.
(3) Four box culverts are included under the Goodlette Frank Ditch Improvements. The Ohio Drive & Ridge Street box
culverts are included under the West G-F Road Area Joint Stormwater-Sewer Project.
(4) Included in the West G-F Road Area Joint Stormwater-Sewer Project. NOT included under the Goodlette Frank
Ditch Improvements.
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Upon review of the existing conditions through Sections J and K, it was evident that the GF ditch
bottom is not uniform, does not provide enough capacity, and the inverts along this section are not
configured to provide positive drainage downstream. Many sections of the ditch are constricted in
width and the ditch bottom/pipe inverts are too high in elevation. In addition, pipe sizes at road
crossing are too small to convey upstream flow. The ditch requires regrading and pipe crossings
must be replaced with box culverts to provide conveyance downstream. All proposed box culvert
and regraded ditch inverts were lowered to provide positive drainage in the downstream direction.
Refer to the structure specifications table above for proposed invert elevations. A model scenario
was run for the Goodlette Frank Ditch Improvements & AMIL Gate Weir Replacement only, this
scenario’s result was not able to achieve the 9.0 ft NGVD criteria at Ohio Dr. The stage reduction
table for this scenario further illustrates how improvement to the ditch alone will not solve all
flooding issues experienced in the GRE basin. It should be noted that without the implementation of
the five proposed improvements listed below, a peak stage at Ohio Dr less than, or equal to, 9.0 ft
NGVD is not attainable.
1. Goodlette-Frank Ditch Improvements
2. AMIL Gate Weir Replacement
3. Goodlette-Frank Supplemental Outfall
4. Freedom Park Stormwater Pump Station (turned off to simulate loss of power)
5. Freedom Park Bypass Ditch & Spreader Swale
Priority Phase V - Section G
Section G is a major conveyance for the stormwater runoff from the northwest portion of the GRE
basin and roughly half of the GF ditch. Substantial street and yard flooding within the County Club of
Naples is a result of undersized infrastructure along Solana Rd, GF Rd, and internally within the
Country Club of Naples Community. A 4ft x 11ft box culvert is proposed to replace the existing
infrastructure along Solana Rd, in addition to the 66in RCP along the west side of GF Rd. Please refer
to Exhibit 15. Solana/Burning Tree Box Culvert Extension (G.1) for structure detail and section views,
in addition to the structure specifications table provided on the next page.
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Solana/Burning Tree Box Culvert Extension Structure
Specifications
Description Value Units
Box Culvert Height 4 ft
Box Culvert Width 11 ft
Total Box Culvert Length 1961 ft
Refer to the Solana/Burning Tree Box Culvert Extension Exhibit for additional information & structure locations.
Refer to the 25YR – 3DAY stage reduction tables for the AMIL Gate Weir Replacement scenario and
the Box Culvert Extension/AMIL Gate Weir Replacement scenario for the following discussion. Since
the implementation of the box culvert extension is meant to convey more flow to the Gordon River,
increased stages in sections A-F are expected. This is supported by the stage reduction comparison
between the two model scenarios. The Box Culvert Extension/AMIL Gate Weir Replacement scenario
provides stage increase through sections A-C and stage reduction through sections D-F. However,
the AMIL Gate Weir Replacement scenario provides stage reduction to a greater extent through
sections D-F. This demonstrates more flow being conveyed to the Gordon River (sections A-F) due to
the box culvert improvement. Furthermore, the box culvert improvement provides stage reduction
to the Goodlette ditch (sections G-K) where the AMIL Gate Weir Replacement scenario does not.
This substantiates the importance of upsizing the box culvert to relieve flood stages throughout the
GRE.
Priority Phase VI - Section B
Various challenges exist through section B of the Gordon River. These challenges include flooding
throughout the Forest Lakes community, exotic vegetation overgrowth, maintenance access, and
constriction of the river due to the earthen berms and narrowed channel, resulting in capacity
reduction of the river. The proposed improvement structure details and section views can be seen in
Exhibit 16. Maintenance Access Road/Seawall (B.1). The proposed improvement includes a
maintenance access road/seawall along western bank, the entire length of section B. Improvements
also include removal of the earthen berms as well as the deepening and widening of the channel.
Improvement structure specifications are provided on the next page.
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Maintenance Access Road/ Seawall Structure Specifications
Description Value Units
Typical River Section Improvements
Total Length of River Improvements 3,655 ft
River Cross-Section Shape Trapezoidal --
Channel Invert Elevation -5 ft (NGVD)
Eastern Bank Side Slopes 4:1 from TOB --
2:1 to Bottom --
Western Bank Side Slopes 2:1 --
Maintenance Access Road Improvements
Total Length of Maintenance Access Road 3,742 ft
Total Width of Maintenance Access Road 10.6 ft
Total Length of Seawall 3,655 ft
Refer to the Maintenance Access Road/Seawall Exhibit for additional information & structure locations.
Limited by the existing drainage easement, the seawall and maintenance path will allow for regular
maintenance of the system while still allowing channel widening for additional flow capacity.
Furthermore, the access road will provide maintenance access to a proposed improvement
discussed in section C that follows. Referring to the 25YR – 3DAY stage reduction tables, max water
stages were reduced predominantly in project sections B and C.
Priority Phase VII - Section C
Since the Forest Lakes rock weir is essentially an earthen berm holding back flow and not an
operable water control structure, the implementation of the Maintenance Access Road/Seawall
(B.1) (in Section B) is limited to how much it will improve flooding issues. Therefore, a new, fixed
crest weir with removable sluice gates is proposed to replace the existing Forest Lakes rock weir to
relieve upstream stages. Please refer to Exhibit 17. Forest Lakes Rock Weir Replacement (C.1) for
structure detail and section views, in addition to the structure specifications table on the next page.
17.A.2
Packet Pg. 446 Attachment: Forest Lakes MSTU Meeting Agenda & Backup - August 6, 2019 (9985 : Forest Lakes Roadway & Drainage MSTU - August 6,
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Forest Lakes Rock Weir Replacement Structure Specifications
Description Value Units
Total Weir Length 150 ft
Weir Structure Crest Elevation 5.5 ft (NGVD)
Structure/Channel Bottom Elevation -1 ft (NGVD)
Type of Gate Sluice Gate --
Number of Gates 4 ea
Operation Manual --
Crest Gate Length (ea) 25 ft
Crest Gate Height (ea) 3.5 ft
Crest Gate Invert Elevation 2 ft (NGVD)
Refer to the Forest Lakes Rock Weir Replacement Exhibit for additional information & structure locations.
The northern sub-basins of the GRE are controlled by this existing rock weir. Therefore, if more flow
was able to be successfully passed through the proposed weir it would drastically improve flooding
issues of upstream sub-basins. Referring to the 25YR – 3DAY stage reduction table, max water stages
were reduced in project sections A and B due to the implementation of the proposed Forest Lakes
weir replacement. Since the proposed sluice gates are removable, the weir crest elevation can vary
from 2.0 ft NGVD (fully open) to 6.0 ft NGVD (fully closed). The gates can maintain or relieve the
varying upstream stages that fluctuate throughout the year or be set to an elevation to provide
storage during the dry season for irrigation. The weir structure is proposed in a “v” shape to provide
more weir length and increased flow downstream.
Priority Phase VIII - Section F
The extent of stage reduction through section F was analyzed for each modeled scenario and
summarized in the stage reduction tables in Appendix C. and the stage reduction charts in Appendix
D. The Section F Stage Reduction – 25YR 3DAY chart indicates that every modeled scenario provides
a stage reduction of at least 0.11 ft. Alternative channel improvements that should be considered
include the implementation of a 6 ft x 10 ft box culvert to provide additional capacity through the
current swale or a bypass outfall into the Royal Poinciana stormwater system.
17.A.2
Packet Pg. 447 Attachment: Forest Lakes MSTU Meeting Agenda & Backup - August 6, 2019 (9985 : Forest Lakes Roadway & Drainage MSTU - August 6,
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Results & Conclusions
Exhibit 18. depicts the All Proposed Improvements & Goodlette Frank Ditch Improvements scenario node
maximum stages for the 25 Year – 3 Day storm event. In addition, the node and link results are provided
in table format in Appendix B. for the 25 Year – 3 Day storm event for the All Proposed Improvements &
Goodlette Frank Ditch Improvements (NO Pump Station) scenario. Approximately one foot of clearance
is provided between the peak stage and the crown of the box culverts under Golden Gate Parkway in
the 25 Year – 3 day All Proposed Improvements & Goodlette Frank Ditch Improvements model.
Upon review of the stage reduction charts for each section, it is obvious that no one improvement will
be the remedy to all flooding issues experienced within the GRE basin. Cumulatively, however, stage
reduction is evident for all basin sections in the All Proposed Improvements & Goodlette Frank Ditch
Improvements (NO Pump Station) scenario. Over the years, the GRE basin has been built out with each
stormwater system being designed on a case-by-case basis, without consideration to the impact these
projects would have regionally. This master plan is meant to evaluate the basin on a comprehensive
level by providing improvements that will function cooperatively and be mutually beneficial to one
another. It is ABB’s recommendation that the following eight proposed improvements be
implemented.
1.) AMIL Gate Weir Replacement
The existing AMIL gate controls the outfall for the entire GRE basin and does not allow
enough flow to pass to relieve upstream flood stages. Without the implementation of
the AMIL Gate Weir Replacement, all upstream sub-basins will continue to experience
flooding issues.
2.) Goodlette-Frank Supplemental Outfall
The Conservancy of Southwest Florida swale is densely vegetated and not designed to
be a major outfall for the GRE basin. However, it is currently the only interconnect
serving the southwest sub-basins. The Goodlette Frank Supplemental Outfall will
provide sufficient capacity to handle flow not accommodated by Freedom Park, as
well as flow from Golden Gate Parkway to keep the road from inundation. If the
supplemental outfall is not implemented, Golden Gate Parkway and upstream sub-
basins will continue to flood.
17.A.2
Packet Pg. 448 Attachment: Forest Lakes MSTU Meeting Agenda & Backup - August 6, 2019 (9985 : Forest Lakes Roadway & Drainage MSTU - August 6,
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3.) Freedom Park Stormwater Pump Station
Freedom Park’s water quality treatment system is currently under-utilized. The
treatment system is limited by the small pump station that introduces stormwater
from the GF ditch into Freedom Park. Without the addition of the proposed pump
station, the full capacity and value of the treatment system will not be achieved.
Furthermore, flood stage relief will not be provided to the upstream sub-basins on the
northwest side of the GF ditch.
4.) Freedom Park Bypass Ditch & Spreader Swale
Flow is prevented from entering the Freedom Park ditch due to the existing fabriform
weir. Flow is further restricted due to the ditch being undersized, overgrown, and
undefined downstream. Without the replacement of the fabriform weir and
implementation of the expanded bypass ditch and spreader swale, the flow required
through Freedom Park to reduce flooding conditions in the upstream sub-basins is not
possible, specifically in neighborhoods near Ohio Dr. Furthermore, a larger stormwater
burden will be sent downstream, negatively impacting the southern sub-basin flood
stages.
5.) Goodlette-Frank Ditch Improvements
Improvements are proposed along the GF ditch from Ohio Dr down to the Coastland
Center Mall. Through this section, the ditch bottom is not uniform, does not provide
enough capacity, and the inverts along this section are not configured to provide
positive drainage downstream. Furthermore, pipe crossings within this section are
undersized and constrict flow. Without the proposed box culverts, regraded ditches,
and all culvert and ditch inverts being lowered to provide positive drainage,
neighborhoods near Ohio Dr will continue to flood, and a peak stage at Ohio Dr less
than, or equal to, 9.0 ft NGVD is not attainable.
17.A.2
Packet Pg. 449 Attachment: Forest Lakes MSTU Meeting Agenda & Backup - August 6, 2019 (9985 : Forest Lakes Roadway & Drainage MSTU - August 6,
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6.) Solana/Burning Tree Box Culvert Extension
Flooding in the northwest sub-basins along GF Rd and within the County Club of
Naples is a consequence of undersized infrastructure along Solana Rd and GF Rd. The
proposed box culvert extension is necessary to correct the inundation conditions seen
in the County Club of Naples community and the northwest sub-basins along GF Rd;
without it, these areas will continue to flood.
7.) Maintenance Access Road/ Seawall & 8.) Forest Lakes Rock Weir Replacement
The various challenges through this section of the Gordon River include historical
flooding issues throughout the Forest Lakes community, exotic vegetation
overgrowth, maintenance access, conveyance of flow downstream, and reduced
capacity of the river due to the earthen berms and narrowed channel. Without the
implementation of the rock weir replacement, the removal of the earthen berms, and
the deepening and widening of the channel, flooding issues throughout the Forest
Lakes community will continue. Furthermore, the maintenance access road/seawall is
necessary to provide the added capacity to the river by maximizing the bottom width
of the channel to its fullest extent. Without the access road/seawall, exotic vegetation
maintenance and maintenance access is unlikely and current conditions will worsen.
17.A.2
Packet Pg. 450 Attachment: Forest Lakes MSTU Meeting Agenda & Backup - August 6, 2019 (9985 : Forest Lakes Roadway & Drainage MSTU - August 6,
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To achieve the stages provided in Exhibit 18., each improvement must provide the flow capacity
presented in the Basin Improvements Flow Summary Table, below.
Basin Improvements Flow Summary Table - 25YR 3DAY
AMIL Gate Weir Replacement Minimum Required Flow Capacity (cfs)
Weir 322
Bottom Hinged Crest Gate No. 1 229
Bottom Hinged Crest Gate No. 2 229
Goodlette Frank Supplemental Outfall
Goodlette Section Box Culvert 220
Goodlette Section Weir 12
Zoo Section Box Culvert 220
Linear Pond 220
Supplemental Outfall Weir 220
Freedom Park Stormwater Pump Station
Proposed Pump No. 1 23
Proposed Pump No. 2 21
Total Required Flow Capacity 44
Freedom Park Bypass Ditch & Spreader Swale
276
Goodlette Frank Ditch Improvements
Improved Ditch (ea) 310
Ohio Drive Box Culvert 230
Ridge Street Box Culvert 299
Creech Road Box Culvert 299
26th Ave N . Box Culvert 299
22nd Ave N. Box Culvert 299
Section 5-B Box Culvert 299
Solana/Burning Tree Box Culvert Extension
209
Maintenance Access Road/ Seawall
Channel 964
Forest Lakes Rock Weir Replacement
Weir 698
Gate No. 1 102
Gate No. 2 102
Gate No. 3 102
Gate No. 4 102
17.A.2
Packet Pg. 451 Attachment: Forest Lakes MSTU Meeting Agenda & Backup - August 6, 2019 (9985 : Forest Lakes Roadway & Drainage MSTU - August 6,
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The Engineer’s Opinion of Probable Costs for the eight proposed improvements conceptual design is
provided in the table below. The breakdown of these costs are provided in Appendix E.
Conceptual Engineer's Opinion of Probable Costs
Improvement Total Cost
AMIL Gate Weir Replacement $ 4,506,000
Goodlette-Frank Supplemental Outfall $ 6,953,000
Freedom Park Stormwater Pump Station $ 1,944,000
Freedom Park Bypass Ditch & Spreader Swale $ 1,249,000
Goodlette-Frank Ditch Improvements $ 4,365,000
Solana/Burning Tree Box Culvert Extension $ 6,089,000
Maintenance Access Road/ Seawall $ 5,561,000
Forest Lakes Rock Weir Replacement $ 2,020,000
Total Cost of All Improvements $ 33,202,000
A Cost Benefit Analysis is also provided in Appendix E. and relates the volume of flooding reduced for
each dollar spent on the proposed improvement. This analysis can be used as a tool to relate the
improvements to each other while comparing their impact on stage reduction per dollar spent. It should
be noted that the improvements and their ability to function as presented depends on the replacement
of the AMIL gate weir first. Generally, the cost benefit analysis indicates a greater impact for
improvements with a larger upstream runoff area.
The recommended Gordon River Extension Project Sections & Construction Phasing Sequence for the
eight proposed improvements is shown in Exhibit 1. This is the recommended order of construction that
takes into account the current lifespan of the existing systems, constructability, stage reduction,
community impact during construction, operational demand (required ongoing maintenance), and the
cost benefit analysis.
17.A.2
Packet Pg. 452 Attachment: Forest Lakes MSTU Meeting Agenda & Backup - August 6, 2019 (9985 : Forest Lakes Roadway & Drainage MSTU - August 6,
17.A.2
Packet Pg. 453 Attachment: Forest Lakes MSTU Meeting Agenda & Backup - August 6, 2019 (9985 : Forest Lakes Roadway & Drainage MSTU - August 6,