Agenda 08/26/2025 Item #16B 4 (Resolution - The condemnation of fee simple interests in land necessary for construction of stormwater ponds for the expansionof the Wilson Blvd to 4-lands)8/26/2025
Item # 16.13.4
ID# 2025-2217
Executive Summary
Recommendation to approve and adopt a Resolution authorizing the condemnation of those fee simple interests in land
necessary for the construction of stormwater ponds required for the expansion of Wilson Boulevard from two lanes to
four lanes between Golden Gate Boulevard and Immokalee Road. (Project No. 60229). Estimated fiscal impact: $2.5
million.
OBJECTIVE: To acquire the land necessary for the construction of stormwater ponds for the widening of Wilson
Boulevard between Golden Gate Boulevard and Immokalee Road, Project No. 60249 (the Project).
CONSIDERATIONS: The Project will expand the subject segment of Wilson Boulevard from two lanes to four lanes,
provide sidewalks, a shared -use pathway, bike lanes, drainage and related improvements. Construction is not scheduled
in the County's Five -Year Work Program. However, the availability of undeveloped five -acre pond site properties on
the Project corridor is limited and will decrease with future development. If the County is required in the future to select
less desirable pond sites due to preferred sites being developed, acquisition, design, construction and maintenance costs
will increase. Accordingly, it is in the County's best interest to acquire these pond sites now.
Prior to initiating eminent domain proceedings, Section 73.015, Florida Statutes, requires a condemning authority to
attempt to negotiate in good faith with the fee owners of the properties to be acquired; provide them with a written offer,
and, if requested, a copy of the appraisal report upon which an offer is based; and attempt to reach an agreement
regarding the amount of compensation to be paid for the parcel. The adoption of the attached resolution will provide
staff with the Board's authorization to make purchase offers based upon the appraised value of the proposed pond sites,
as determined by state -certified real estate appraisers, consistent with the requirements of Section 73.015, Florida
Statutes. Purchase agreements will then be presented to the Board for approval. Condemnation proceedings will only be
filed where agreements cannot be negotiated or where parcels cannot be closed due to title issues.
The Board's professional Transportation Engineering Division staff and consultants have considered various factors
during the design of the Project, including alternative alignments; public health, safety and welfare; long range planning
needs; environmental impacts; and cost. The attached Pond Siting Report, dated June 16, 2025, was prepared by Jacobs,
the County's engineering design consultants and is incorporated into this Executive Summary. Staff recommends that
with the Board's review of the Pond Siting Report, this Executive Summary and the back-up documentation, and
approval of the proposed Resolution, the Board finds that fee simple interests in the land as depicted in the legal
descriptions attached to the Condemnation Resolution represent the most feasible location for construction of the pond
sites required as part of the Project. Staff further recommends that the Board make a finding that it is necessary to
acquire, by condemnation, the fee simple interests in land specified on each legal description attached to the
Condemnation Resolution.
In addition to the direct cost of the fee simple parcels required for construction of the ponds, the County is also required,
where applicable, to pay all expenses for title work, real estate appraisals, and those expenses related to condemnation,
when necessary, such as property owner attorney fees and expert witness fees, as required by Sections 73.091 and
73.092, Florida Statutes. These costs are included in the estimated fiscal impact below. To the extent settlements are
achieved in lieu of litigation, these costs will be reduced significantly.
This item is consistent with the Collier County strategic plan objective to design and maintain an effective transportation
system to reduce traffic congestion and improve the mobility of our residents and visitors.
FISCAL IMPACT: The fiscal impact associated with this item is estimated to be $2.5million. The primary funding
source for the acquisition of right of way is through Road Impact Fee District Fund (3094), Wilson Boulevard from
Golden Gate Boulevard to Immokalee Road Project (60229). Should impact fees not be sufficient, the secondary
funding source will be Road Construction Gas Tax Fund (3083) and Transportation Capital Fund (3081).
GROWTH MANAGEMENT IMPACT: This recommendation is consistent with the Long -Range Transportation Plan
and Objective 1 of the Transportation Element of the Collier County Growth Management Plan to maintain the major
roadway system at an acceptable Level of Service.
Page 1639 of 4682
8/26/2025
Item # 16.13.4
ID# 2025-2217
LEGAL CONSIDERATIONS: This item is approved as to form and legality and requires a majority vote for Board
approval. — CMG
RECOMMENDATIONS:
1. Approve the attached Condemnation Resolution;
2. Authorize the Board's Chairman to execute same on behalf of the Board; and
3. Authorize any budget amendments that may be necessary to implement the collective will of the Board as evidenced
by the adoption of the attached Resolution and the approval of this Executive Summary.
PREPARED BY: Michelle L. Sweet, ROW Coordinator, ROW Acquisition, Operations and Performance Management
Division.
ATTACHMENTS:
Project Location Map
Pond Siting Report
Presentation -Condemnation Resolution-60229 Wilson Blvd
Condemnation Resolution
Page 1640 of 4682
PROJECT LOCATION MAP
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.;acobs
Pond Siting Report
Wilson Boulevard Widening Design
Golden Gate Boulevard to Immokalee Road
June 16, 2025
4J Collier County
MI Page 1642 of 4682
Table of Contents
Introduction........................................................................................................................................................................3
Background......................................................................................................................................................................... 3
DesignCriteria....................................................................................................................................................................4
ExistingDrainage Patterns..............................................................................................................................................5
ProposedDrainage Patterns...........................................................................................................................................6
Basin1 Pond Site Requirements....................................................................................................................................9
Basin2 Pond Site Requirements.................................................................................................................................
12
Basin3 Pond Site Requirements..................................................................................................................................15
Basin4 Pond Site Requirements..................................................................................................................................21
Basin5 Pond Site Requirements..................................................................................................................................24
Basin6 Pond Site Requirements..................................................................................................................................29
EvaluationFactors..........................................................................................................................................................
33
Appendices
Appendix A: Wilson Boulevard Potential Pond Sites Exhibit...............................................................................41
Appendix B: Basin 3A and 313 Map and Photo Package........................................................................................42
Appendix C: Pond Site 4-2 Map and Photo Package.............................................................................................43
Appendix D: Pond Site 5-2 (Wet) Map and Photo Package................................................................................. 44
Appendix E: Wilson Boulevard Corridor ROW Impacts Exhibit............................................................................45
Appendix F: Pond Siting Report — Wilson Boulevard Corridor Study(2022)................................................... 46
Page 1643 of 4682
Pond Siting Report
Pond Siting Report
Wilson Boulevard Widening Design: (Basins 1- 6)
Date:
June 16, 2025
Project name:
Design Services for Wilson Blvd Widening
Contract No.:
22-8006
Purchase
4500225624
Order No.:
Client:
Collier County — Dennis McCoy, PE (PM)
Prepared by:
Jacobs
Introduction
Jacobs
Jacobs
5811 Pelican Bay Boulevard
Suite 305
Naples, FL 34108
Contact: Bill Gramer, PE, AICP
Email: Bill.Gramer@jacobs.com
Mobile: 239.860.4922
www.jacobs.com
This Pond Siting Report has been prepared to provide the background and supplemental
information necessary for the County acquisition of parcels for the purpose of constructing and
maintaining stormwater treatment pond sites for the Wilson Boulevard Widening Project,
which will widen Wilson Boulevard from an existing 2-lane rural facility to a 4-lane urban facility
from Golden Gate Boulevard to Immokalee Road.
Background
The Collier MPO 2040 Long Range Transportation Plan identified this existing 2-lane rural
section of Wilson Boulevard (from Golden Gate Blvd to Immokalee Rd) in the Needs Plan
(Needs Rank 51) as a 4-lane urban typical section.
The Collier MPO 2045 Long Range Transportation Plan identified this existing 2-lane rural
section of Wilson Boulevard (from Golden Gate Blvd to Immokalee Rd) in the Existing Plus
Committed (E+C) Roadway Project network (Map ID 100) as a 4-lane urban typical section.
In 2022, Collier County initiated the Wilson Boulevard Corridor Study (Study) to evaluate future
corridor improvements to widen Wilson Boulevard North (Wilson Boulevard), from Golden Gate
Boulevard (CR 876) to Immokalee Road (CR 846) from a two-lane undivided facility to a four -
lane divided roadway with curb and gutter with a "closed" (stormwater inlets, pipes, ponds)
drainage system.
As part of the Study, a preliminary Pond Siting Report (see Appendix F) was prepared which
evaluated the stormwater recommendations and options for Collier County on the type, design,
and location of the stormwater management facilities for the proposed improvements. The
preliminary Pond Siting Report identified a minimum of 6 drainage basins required for the
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Pond Siting Report
Jacobs
project, with a combination of wet and dry ponds needed. Please refer to Appendix F for all
relevant basin and pond volume requirements and calculations.
In August 2023, Collier County entered into a service agreement with Jacobs Engineering Group
(Jacobs) for the Design Services for Wilson Blvd Widening (Contract No. 22-8006, Project No.
60229). As part of the design process, a Final Pond Siting Report will be prepared and delivered
(typically after 30% submittal). However, due to continuous development along the project
corridor, multiple potential pond sites are becoming unavailable. To expedite obtaining the
required pond sites for the widening project, Jacobs had begun evaluating and identifying
potential pond sites on a basin -by -basin basis that meet the project design criteria.
Four previous technical memorandums have been provided to the County that focused on a
single basin and its necessary parcel acquisition(s):
■ Basin 1 Technical Memorandum (sent March 12, 2024) — Pond Site obtained
■ Basin 2 Technical Memorandum (sent January 29, 2024) — Pond Site obtained
■ Basin 4 Technical Memorandum (sent July 26, 2024)
■ Basin 5 Technical Memorandum (sent July 26, 2024)
This Pond Siting Report provides a pond site evaluation for Basin 3 and Basin 6, as well as
consolidates the information from the four previous memos into one document for streamlined
access and documentation.
Note: Basin 6 (from 22nd Ave NW/NE to Immokalee Road) will be included in this pond siting
report, but no recommendation will be made at this time. The Immokalee Road 8-Lane
Widening project and the planned St. John Paul II Parish (approximately 42 acres) development
at the southwest corner of Wilson Boulevard and Immokalee Road will reconfigure the existing
Immokalee Road Pond 7. It is anticipated that this pond will be reconstructed and utilized as a
joint -use pond for the Church Site, the planned 8-lane widening of Immokalee Road and the
widening improvements to Wilson Boulevard located within Basin 6.
The agreement with the County and the proposed Church for a redesigned joint -use Pond 7 has
not been finalized at this time. Therefore, if an agreement cannot be reached, an additional
parcel will be required for a pond site in the future for Basin 6. This will require an addendum
to this Pond Siting Report identifying the preferred pond site.
An overall site area map exhibit of Wilson Boulevard Potential Pond Sites is provided in
Appendix A.
Design Criteria
The existing Wilson Boulevard corridor drains to the Cypress and Corkscrew Canals within the
North Golden Gate Basin (Water Basin Identification (WBID) 3278S), which is in the Big Cypress
area of Collier County and within the jurisdiction of the South Florida Water Management
District (SFWMD). The preliminary design of stormwater management systems for this project
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Jacobs
is regulated by the rules and criteria set forth by SFWMD and the Florida Department of
Environmental Protection (FDEP). This section outlines the requirements to meet water quality
and quantity standards.
North Golden Gate Sub -Basin (WBID 32785) is impaired for dissolved oxygen, with total
nitrogen as the causative pollutant. Although there is not a current Total Maximum Daily Load
or Basin Management Action Plan established, additional protective measures must be
incorporated into the project improvements to provide reasonable assurance that the
proposed discharge will not cause or contribute to violations of state water quality standards.
Retention, detention, or a combination of both in the overall system have the following
volumetric requirements:
■ Wet detention volume provided for the greater of the first 1 inch of runoff over the
drainage area or 2.5 inches of runoff over the impervious area (excluding water bodies)
■ Dry detention volume provided equal to 75 percent of referenced amounts for wet
detention
■ Retention volume provided equal to 50 percent of the referenced amounts for wet
detention
Additional protective measures required by SFWMD include a site -specific pollutant loading
analysis and an additional 50 percent water quality treatment volume.
Existing Drainage Patterns
The existing Wilson Boulevard typical section is a two-lane undivided rural roadway. Runoff
from the roadway drains to roadside ditches that ultimately discharge to the nearby canals,
directly or via side streets. Approximate onsite basin divides were developed based on canal
locations, drainage structures, 12-digit hydrologic unit sub -basin maps, 2-foot LIDARI contour
elevations, and the Collier County Stormwater Management Facilities GIS database.
Basins 1 and 2 (from Golden Gate Boulevard to Cypress Canal)
Wilson Boulevard, from Golden Gate Boulevard to Cypress Canal, is within the Curry Island
Drain sub -basin and generally drains north to the Cypress Canal. Although some adjacent
properties appear to include depressional or wetland areas, the roadside ditches provide
continuous conveyance within the existing ROW to the Cypress Canal. According to LIDAR
contours, existing Wilson Boulevard elevations range between 12 and 14 feet.
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Pond Siting Report
Basins 3, 4, 5, and 6 (from Cypress Canal to Immokalee Road)
Jacobs
North of the Cypress Canal to Immokalee Road, Wilson Boulevard is located along the boundary
between two sub -basins, Curry Island Drain (to Curry Canal) to the west and Horsepen Slough
(to Corkscrew Canal) to the east. Wilson Boulevard is approximately 1 mile east of Curry Canal
and 3/8 of a mile west of Corkscrew Canal. To minimize impacts to existing residential
driveways and reduce costs, the Corkscrew Canal will be proposed (to SFWMD) as the preferred
outfall canal for basins 3, 4, 5, and 6. In this segment, Wilson Boulevard is traversed by nine side
streets (10th Avenue to 24th Avenue) that extend west and east, terminating at the Curry and
Corkscrew Canals, respectively. Because there are no existing side drains at the traversing side
streets that would continue conveyance along Wilson Boulevard north -south, each side street
crossing serves as a natural drainage divide and discharge point and conveys water to the west
and east into their respective canals. For purposes of this evaluation, Wilson Boulevard from
Cypress Canal to Immokalee Road was sub -divided into four basins, with divides at 14th
Avenue, 18th Avenue, and 22nd Avenue.
Basin 3 (from Cypress Canal to 14th Avenue)
The existing Wilson Boulevard profile contains primarily flat slopes in this area and has an
elevation near 12 feet.
Basin 4 (from 14th Avenue to 18th Avenue)
The existing Wilson Boulevard profile contains primarily flat slopes in this area and has
elevations between 12 and 12.5 feet.
Basin 5 (from 18th Avenue to 22nd Avenue)
The existing Wilson Boulevard profile contains primarily flat slopes in this area and has
elevations between 12 and 13 feet.
Basin 6 (from 22nd Avenue to Immokalee Road)
North of 22nd Avenue, the existing Wilson Boulevard profile elevations increase from 13 to 14
feet near 24th Avenue, and up to 15 feet at the tie-in with Immokalee Road.
Proposed Drainage Patterns
The Wilson Boulevard proposed typical section consists of four 11-foot-wide lanes with 5-foot-
wide bike lanes, curb and gutter, a 6-foot-wide sidewalk on the west side of the road, a 10-foot-
wide pathway on the east side of the road, a 22-foot-wide grassed median, and grassed ditches
on each exterior of the road for a total 165-foot proposed ROW Easement (ROW) width. The
proposed exterior ditches would maintain existing offsite drainage patterns within the ROW by
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Pond Siting Report
Jacobs
maintaining the hydraulic connections to the existing side street ditches. Runoff from the
proposed roadway would drain to a closed storm sewer system along the proposed curb and
gutter and conveyed to the proposed pond sites for water quality treatment and water quantity
attenuation. The ponds will also serve as floodplain mitigation.
Where feasible, two or more potential pond sites were identified within each basin based on a
variety of factors including basin -specific estimated storage volume requirements,
environmental conditions, soil conditions, site elevations (GIS contour elevations), discharge
points, tailwater conditions, and physical impacts to existing infrastructure.
Note: Sites that would impact occupied residential properties or public water supply wellheads
were removed from consideration.
Appendix A includes the proposed basin divides and potential pond site locations.
Basin 1 (from Golden Gate Boulevard to 0.55 miles north along Wilson Blvd N)
Proposed pond sites for Basin 1 would outfall north directly to the Cypress Canal. Two potential
pond sites were identified for Basin 1 in the Study to avoid impacts to numerous water supply
wells and minimize distance to the canal. Piped conveyance systems to and from the potential
Basin 1 pond sites would be located within the Wilson Boulevard ROW.
Basin 2 (from 0.55 miles south of Cypress Canal to Cypress Canal)
Proposed pond sites for Basin 2 would outfall north directly to the Cypress Canal. Four potential
pond sites were identified for Basin 2 in the Study to avoid impacts to numerous water supply
wells and minimize distance to the canal. Piped conveyance systems to the potential Basin 2
pond sites would be located within the Wilson Boulevard ROW and/or easements should the
location of the proposed ponds not be adjacent to Wilson Boulevard. The Pond 2 outfall pipes
to the Cypress Canal will be located within the Wilson Boulevard ROW.
Basin 3 (from Cypress Canal to 14th Avenue)
Depending on the pond site location, Basin 3 could outfall directly south to the Cypress Canal or
east to the Corkscrew Canal. Three potential pond sites were identified in the Study. Piped
conveyance systems to the potential Basin 3 pond sites would be located within the Wilson
Boulevard ROW, and possibly along easements within the side streets should the location of the
proposed ponds not be adjacent to Wilson Boulevard. The Pond 3 outfall conveyance pipes
could be located either within proposed Wilson Boulevard ROW or within easements along
10th Avenue NE to Cypress Canal or 12th Avenue NE to Corkscrew Canal.
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Pond Siting Report
Basin 4 (from 14th Avenue to 18th Avenue)
Jacobs
Proposed pond sites for Basin 4 outfall directly to the Corkscrew Canal. Two potential pond
sites were identified in the Study along the Cypress Canal and side streets, away from the public
water supply wells. Depending on the pond site location, piped conveyance systems to and
from the potential Basin 4 pond sites would be located within the Wilson Boulevard ROW and
possibly along easements within either 16th Avenue NE to the Corkscrew Canal or Jung
Boulevard E to the Corkscrew Canal.
Basin 5 (from 18th Avenue to 22nd Avenue)
Proposed pond sites for Basin 5 outfall directly to the Corkscrew Canal. Five potential pond sites
(both wet and dry) were identified in the Study along Wilson Boulevard and side streets.
Depending on the pond site location, piped conveyance systems to the potential Basin 5 pond
sites would be located within the Wilson Boulevard ROW and possibly along easements within
the nearby side streets. The Pond 5 outfall pipes would be located within easements either
along 18th Avenue NE to Corkscrew Canal or 20th Avenue NE to Corkscrew Canal.
Basin 6 (from 22nd Avenue to Immokalee Road)
Proposed pond sites for Basin 6 outfall directly to the Corkscrew Canal. Four potential pond
(both wet and dry) sites were identified in the Study along Wilson Boulevard and side streets,
away from the Immokalee Road frontage. Depending on the pond site location, piped
conveyance systems to the potential Basin 6 pond sites would be located within the Wilson
Boulevard ROW and possibly along easements within the nearby side streets. The Pond 6
outfall pipes would be located within easements either along 22nd Avenue NE to Corkscrew
Canal, 24th Avenue NE to Corkscrew Canal. Note: If a joint -use Pond 7 is deemed feasible,
discharge will be to the Cocohatchee Canal through the existing outfall pipe.
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Page 1649 of 4682
Pond Siting Report
: ,acobs
Basin 1
From Golden Gate Blvd to approximately 0.55 miles north of
Golden Gate Blvd along Wilson Blvd
Attachment 1: Wilson Boulevard Potential Pond Sites Exhibit (Basin 1)
Ili
li 1 lk Potential Pond Pond Site
Parcek Line
-Basins
identified Parcel Cptlnt
Legend
Well HousVVault
-100 R Well House Buffer
9--d" �
Low Point
• High Pant
Jacobs Engineering Group Inc.
County
Acquired
Pond Site 1-3
Jacobs
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9
Page 1650 of 4682
7
Pond Siting Report Saco S
Basin 1 Pond Site Requirements
Basin 1 limits: From Golden Gate Blvd to approximately 0.55 miles north of Golden Gate Blvd
along Wilson Blvd.
Based on the Design Criteria and the amount of needed treatment and attenuation for the
proposed amount of impervious area, the need for an approximate 4 Acre Pond Site has been
identified for Basin 1.
The proposed pond sites for Basin 1 would outfall north directly to the Cypress Canal. Two
potential pond sites were identified for Basin 1 to avoid impacts to numerous water supply
wells and minimize distance to the canal. The preferred pond site from the Study is no longer
viable due to development. An additional alternative was identified during design. Piped
conveyance systems to the potential Basin 1 pond sites would be located within the Wilson
Boulevard ROW. The Pond 1 outfall pipes to the Cypress Canal may be located within the
Wilson Boulevard ROW.
Recommendation
Jacobs identified 2 viable options for Basin 1 (see Attachment 1):
Pond Site 1-1: Consisting of Parcel Numbers 246 and 247 (Total 4.52 Acres)
Pond Site 1-3: Consisting of Parcel Numbers 241 and 242 (Total 4.51 Acres)
Pond Site 1-3 was selected as the preferred alternative due to less anticipated wetland impacts.
Additionally, the two tracts comprising Pond Site 1-3 are controlled entirely by one person who
owns one of the tracts and controls the trust that owns the second tract, whereas Pond Site 1-1
consists of two owners.
The parcels identified for Pond Site 1-3 are required for a stormwater pond in Basin 1, and
Jacobs requested the County acquire these parcels to accommodate the stormwater
treatment and attenuation needed for the Wilson Boulevard Widening Project.
Note: The County has acquired the parcels for Pond Site 1-3.
Jacobs Engineering Group Inc. 10
Page 1651 of 4682
Pond Siting Report
Parcel No. 37280400008 (241) Property Appraiser:
Prap a rty 5u m mary
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CIO OFFICE OF THE CTY ATrORNET Y•Y
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Latest Sales History 2024 Certified Tarr Roll
Np,•••8e -Pp�pr^Fmeunt Land wlua •'w•••'p•• $125.625
OVj3W24 6360144 !0 I_I Impa_ v- SO t
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Parcel No. 37280360009 (242) Property Appraiser:
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Property Summary
Parcel Site Address Site Sim
ID 37280360009 Disclaim City NAPLES 20 34120
Note
COLLIERCOI1NW
C/O OFFICE OF THE CT7' ATTORNEY
3299 TAMIAMI TRAI L E o80G
b d
City NAPLES State FL Zip 34112
Map Na. Strap No. Section Township Range Acres `Est mated -
4CO3 3301DO SO4CO3 3 49 27 2.34
Legal GOLDEN GATE EST UNIT 14 N 15GFr OF TR 5
Ailla o 87 M_llage Rat,.0 •C.1-1.t—
Sub./Condo 330100 - GOLDEN GATE EST UNIT 14 School Other Total
Use Cade O 0 - VACANT RESIDENTIAL 4.3132 5.7568 10.07
Latest Sales History 2024 Certified Tax Roll
Iaar.nsa�,.,.�. ..ro nn�e..zirtvl Is.r .� se1
Gate Beak -Page Amount l Land Val S 146,250'
04/29/24 6360-175 So
l,1 Improved Value S 0
04/30/21 5939-385d $66.00, t-1 Market Value S146,250
04/11/18 5497-1212 5 0
r-1 10Y. Non-Homertead C_
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Jacobs Engineering Group Inc.
: ,acobs
Page 1652 of 4682
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Pond Siting Report
Basin 2 Pond Site Requirements
Jacobs
Basin 2 limits: Approximately 0.55 miles south of Cypress Canal to Cypress Canal.
Based on the Design Criteria and the amount of needed treatment and attenuation for the
proposed amount of impervious area, the need for an approximate 4 Acre Pond Site has been
identified for Basin 2.
The proposed pond sites for Basin 2 would outfall directly to the Cypress Canal. Four potential
pond sites were identified for Basin 2 in the Study to avoid impacts to numerous water supply
wells and minimize distance to the canal. Two of those proposed pond sites are no longer
available due to development.
Piped conveyance systems to the potential Basin 2 pond sites would be located within the
Wilson Boulevard ROW. The Pond 2 outfall pipes to the Cypress Canal may be located within
the Wilson Boulevard ROW.
Recommendation
Jacobs identified 2 viable options for Basin 2 (see Attachment 2):
• Pond Site 2-1: Consisting of Parcel Numbers 290RDUE2 and 292RDUE1 (Total 4.52 Acres)
• Pond Site 2-2: Consisting of Parcel Numbers 278 and 279 (Total 4.31 Acres)
Pond Site 2-2 was selected as the preferred alternative due to reduced anticipated wetland
impacts. Additionally, Pond Site 2-2 is owned entirely by a single owner, whereas Pond Site 2-1
consists of two owners (a "lot split" request has been filed for parcel 290RDUE2, Application
No. PL20230000853).
The parcels identified for Pond Site 2-2 are required for a stormwater pond in Basin 2, and
Jacobs requested the County acquire these parcels to accommodate the stormwater
treatment and attenuation needed for the Wilson Boulevard Widening Project.
Note: The County has acquired the requested parcels for Pond Site 2-2.
Jacobs Engineering Group Inc.
13
Page 1654 of 4682
Pond Siting Report
Parcel No. 37118720106 (278) Property Appraiser:
Jacobs
Fampertyr Summary
Parcel Site Address r� Site site
III 37118720106 Disclaimer ,= City NAPLES Zone 34129�
Note
Name/ COLLIER COUNTY
Address
C/O OFFICE OF COUNTY ATTORNEY
3299 TAMIAMI TRAIL EAST #a00
City NAPLES
State FL Zip 34112
Map No. Strap N. Section Township Range Acres 'Estimated
4C04 32SUO 13214CO4
4 49 27 2.58
Legal GOLDEN GATE EST UNIT 11
Sl/2 OF TRACT 132
MAi a O 87
Millwall t.0 •Calculations
SuhJCcndo 3286DO- GOLDEN GATE EST UNIT II School Other Total
Use Cade O 0 - VACANT RESIDENTIAL
4.3132 5.7568 10.07
Latest Sales History
2024 Certified Tax Roll
(Nnl all Sales are lizt- a.. 1. Conri4ealialily)
(—jert to Chaag.)
Date 8eok-Page Amourd
Land Value S 196,080
03/25/24 6354-1412 5 0
(+) Unproved Value $ 0
11/26/14 5098-181 S 0
(_) Market Value $ 196,080
-) 10°k Non -Homestead Cap 5115,473 ,
Parcel No. 37118720009 (279) Property Appraiser
Parcel ID D37118720009 SiteisAddclress
aimer
Vt
Name) COLLIERCOUNTY
Address
C/O OFFICE OF COUNTY ATTORNEY
3299 TAMIAMI TRAIL EAST 4800
City NAPLES
Slate FL Zip 14112
Map No. Strap Ne. Section
Township Range Acres, 'Estimated I
4C04 32960D 132 04C04 4
49 27 2.58
Legal GOLDEN GATE EST UNIT 11 N7/2
OF TRACT 132
AillaaO 87
Millaee RatesO'Calculations
SuhJC ndo 328600 - GOLDEN GATE EST UNIT 11 School Other Total
Use Code 0- VACANT RESIDENTIAL
4.3132 6.7568 10.07
Latest Sales History
2024 Certified Tax Roll
(- a — a,. „ �« to .� .� a��m
Is.a . c ..)
Date Book -Page Amount
land Value $ 196,080
03/25/24 6354-1412 so
(«7 Improeed Value 5 0
1112GY14 5090-193 SO
0B/03/98 Z482-213 5 0
f=7 Market Valve 4196,080
04/14)95 2049-42 S0
[-) 10%Non -Homestead Cap S115.473 s
Jacobs Engineering Group Inc.
14
Page 1655 of 4682
■
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7
Pond Siting Report oaco s
Basin 3 Pond Site Requirements
Basin 3 limits: Wilson Blvd N from Cypress Canal to 1411 AVE NW/NE.
Due to the construction of Vanderbilt Beach Road Extension (VBRX) and the existing drainage
trunklines which cross Wilson Boulevard, Basin 3 has been split into two subbasins: Basin 3A
(from Cypress Canal to VBRX) and Basin 3B (from VBRX to 14t" Ave NW/NE).
Basin 3A
Basin 3A limits are from Cypress Canal to VBRX.
Two potential pond sites were identified for what is now Basin 3A in the Study to avoid impacts
to numerous water supply wells and minimize distance to the canal. A third option was
explored for this Pond Siting Report: Expanding the VBRX Wet Pond 3BN to Parcel 315.
Jacobs recommends routing the water into the southern VBRX Wet Pond 3BS. VBRX Wet Pond
3BS and Wet Pond 3BN are connected with an equalizer pipe (see Figure 3-1). These wet ponds
are near their capacity; therefore, Jacobs recommends acquiring Parcel 315 just north of the
northern pond (Wet Pond 3BN) to expand the Wet Pond 3BN's treatment and attenuation
capacities. The existing discharge pipes from VBRX will be utilized for these ponds which will
result in significant cost savings for the project.
Note: A permit modification to the VBRX project will be required.
Figure 3-1
Jacobs Engineering Group Inc.
ff:
Page 1657 of 4682
Pond Siting Report
Jacobs
Based on the Design Criteria and the amount of needed wet detention and dry detention pre-
treatment and attenuation for the proposed amount of impervious area, the need for an
approximate 3 acre wet or dry pond site has been identified for Basin 3A.
Recommendation — Basin 3A
Jacobs identified 3 viable options for Basin 3A (see Attachment 3):
• Basin 3A Pond Site 3-1: (Total 4.53 Acres)
• Basin 3A Pond Site 3-2: Consisting of Parcel Number 295 (Total 4.38 Acres)
• Basin 3A VBRX Pond 3BN Expansion: Consisting of Parcel No. 37549320007 (Parcel
315) (Total 2.5 Acres)
Basin 3A VBRX Pond 3BN Expansion (Parcel 315) was selected as the alternative due to reduced
anticipated wetland impacts, the cost savings by utilizing an already constructed discharge pipe
(from VBRX), and the increased amount of stormwater storage achieved by expanding an
existing pond versus constructing a new pond with berms, slope tie -downs, etc. This parcel is
located along Wilson Boulevard and adjacent to an existing pond. Additionally, no permits have
been filed recently to construct residential homes on this parcel.
The parcel identified for Basin 3A is required for wet detention stormwater ponds in Basin 3,
and at this time Jacobs is requesting the County acquire this parcel to accommodate the
stormwater treatment and attenuation needed for the Wilson Boulevard Widening Project.
Parcel 37549320007 (315) Property Appraiser:
-Ell
e,slr
Jacobs
Jacobs Engineering Group Inc.
Parcel Site Address
37549320OD7 �.:
Site
NAPLES
Site
zone 34120
ID Disclaimer
Ci}�
Note
Name 1 MACIAS JR. FLIBERTO=& NANCY
Address
6961 LIVINGSTON WOODS LN
City NAPLES
State FL
zip 34109
Map No. Strap No. Section
Township Range
Acres *Estimated
3C33 3316001310303 33
48 27
2.34
Legal GOLDEN GATE EST UNIT 19 S 150FT OF TR 131
W"lage 290 MillageRatesO *Calculations
Area A
Sub./Condo 331600 -GOLDEN GATE EST UNIT 19 School Other Total
Use Cede • 0 - VACANT RESIDENTIAL 4.3132 7.8438 12.157
Latest Sales History 2024 Certified Tax Roll
(Nor a115a1es are listed due lu Confidentiality) (Subpe l L. Change)
Date Book -Page Amount Land Value $ 117,000
01/12/89 1408-1022 $10.000 w Improved Value so
17
Page 1658 of 4682
Pond Siting Report
Basin 3B
: ,acobs
Basin 3B limits are from VBRX to 14th Ave NW/NE. The proposed expanded VBRX wet ponds
system will be unable to treat and attenuate both Basin 3A and Basin 3B. Therefore, Jacobs
identified the need for an additional parcel for a stormwater treatment pond.
Based on the Design Criteria and the amount of needed wet detention and dry detention pre-
treatment and attenuation for the proposed amount of impervious area, the need for an
approximate 3-acre wet or dry pond site has been identified for Basin 3B.
The proposed pond sites for Basin 3B would outfall directly to the Corkscrew Canal. Jacobs will
explore the possibility of utilizing the existing VRBX discharge pipes to the Corkscrew Canal,
which may result in significant cost savings.
One potential pond site (Pond Site 3-3) was identified for what is now designated Basin 3B
during the Corridor Study. A permit for constructing a single-family residence was issued on
December 31, 2024 (PRFH20240937730) on one of the parcels for the proposed pond site. As a
result, Jacobs identified an alternative pond site (Pond Site 3-4) at the northeastern parcel at
the intersection of VBRX and Wilson Blvd.
Piped conveyance systems to the potential Basin 3B pond site as well as outfall pipes to the
Corkscrew Canal would be located within the Wilson Blvd ROW and VBRX ROW (existing
discharge pipe).
Recommendation - Basin 3B
Jacobs identified 1 viable option for Basin 3B (see Attachment 3):
• Basin 3B Pond Site 3-4: Consisting of Parcel Numbers 37490400102 (Parcel 313)
(Majority of which County acquired for VBRX project) and Parcel No. 37490400005
(Parcel 314) (Approx. 3 Acres)
Basin 3B Pond Site 3-4 was selected due to the elimination of the viability of Pond Site 3-3 due
to the recently issued construction permit. Additionally, this parcel site is located near a major
intersection (Wilson Blvd and VBRX), where a pond site is preferred versus the construction of a
home due to access and safety reasons. Jacobs will explore the possibility of utilizing the
existing outfall pipe from the VBRX project for Wet Pond 3BS and 3BN, potentially saving the
County money.
The parcels identified for Basins 3B are required for wet detention and/or dry detention
stormwater ponds in Basin 3, and at this time Jacobs is requesting the County acquire these
parcels to accommodate the stormwater treatment and attenuation needed for the Wilson
Boulevard Widening Project.
Jacobs Engineering Group Inc.
18
Page 1659 of 4682
Pond Siting Report
: ,acobs
Parcel 37490400005 (Parcel 314) Property Appraiser:
parcel 374904C0005 Site Address
ID 'Disclaimer w
Name/
Address GARCIA, ERNESTINA
841 4TH ST SE
Map Na. Strap No. Seaian Township Range Acres ^fstfmated
3C34 331300503C34 34 48 27 2.58
Legal fiOLDENUTEESTUNITUN165FTOFT115
M=11age 290 MiRage RatnO `Calculations
Area O _
Sub./Condo 1313DO-GDLDEN GATE EST UNIT 18 56ao1 Other Total
Use Cade 0- VACANT RESIDENTIAL 4.3132 7.8436 12.157
Latest Sales History 2024 Certified Tax Roll
Ir✓m an sale: are ertea aye m co�ea:�t��i„yr ,aunlNs m cn,�g.1
Date Beak -Page Amount Land Valve $ 129,000
D6115/18 5522-1901 $ 120.000 Improved Value S 0
D611511B 5222-1903 S D --
11l2Dl14 5101-683 5 D L=) Market Value $ 129,000
„016a3 - Ncn Homestead Cels 553A52
Field visits were conducted on the properties for Basins 3A and 3B, and the map and photo package
is appended at the end of this report (see Appendix B).
Jacobs Engineering Group Inc.
19
Page 1660 of 4682
Pond Siting Report
Jacobs
Parcel 37490400102 (Parcel 313) Property Appraiser
Site
Parcel 37490400102 Addis � S"' NAPLES
IO 'Discla,mer C
Name GARCIA, ERNESTINA
Address
941 4TH ST SE
City NAPLES
State FL Zip 34117
Map No. Strap No. Section
Township Range Acres -Estimated
3C34 33130051304 34
48 27 2.58
Legal GOLDEN GATE EST UNIT 19 S
1651T OF TR5
A,l�agOe 290
Wllage RatesO'Calcalatioas
Sul,JCondo 331300 -GOLDEN GATE EST UNITIS School Other Total
Use Code O 0 -VACANT RESIDENTIAL
4.3132 7.8438 12.157
Latest Sales History
2024 Certified Tax Roll
I—m sales a:e °ned aye m co�re.m„I�n�
Date Sauk -Page Amount
Is�nren m cm�gel
Lana Value S44,600
06/15/18 5522-1903 50 1,1
Improved Value SO
0615/18 5522. 1901 $120,000 1-1
Market Value S44,600
The County acquired a road right of way, drainage & utility easement over the southerly 100' of
this property for the VBRX project. The entire property, as well as the parcel just north, are
currently owned by the same owner. See below ROW map from the VBRX project.
D9 140E/IDaa
YI
N tlN2b.56
3751952°La]
i i
279
seas 324 RraRt=_R. suua�NE
I Du
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3149°49fi192 arF9Er: ae,aa' LT
oF,A T:°a3,po' FIT
92 BIBS 894 U95 BIBS fi9I 698
699
7D0 701 702 7D3 704 705
N89'31'10'E 18193,54'
Fr
VANDERBILT BEACH ROAD
a
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FFSEr: Ss°o' m COWEA eAs'
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ROW Map: Vanderbilt Beach Road Extension Project (May 08, 2023)
Jacobs Engineering Group Inc.
20
Page 1661 of 4682
��Well House 34 - A
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■
Pond Siting Report
Basin 4 Pond Site Requirements
Basin 4 limits: Wilson Blvd N from 1411 AVE NW/NE to 1811 AVE NW/NE.
Jacobs
Based on the above Design Criteria and the amount of needed treatment and attenuation for
the proposed amount of impervious area, the need for an approximate 4-acre wet pond site
has been identified for Basin 4.
The proposed pond site for Basin 4 would outfall directly to the Corkscrew Canal along a side
street. Two potential pond sites were identified for Basin 4 during the Corridor Study to avoid
impacts to numerous water supply wells and minimize distance to the canal; however, both of
those sites are no longer viable due to recent permits filed for construction of a new home or
lot split permit requests. As a result, potential alternative sites were evaluated, and one feasible
site (Pond Site 4-2 (450POND): Parcel Number 37742200005) was identified for this pond siting
report. Piped conveyance systems to the potential Basin 4 pond site would be located within
the Wilson Boulevard ROW and either the Jung Blvd E or 18th AVE NE ROW. The Pond 4 outfall
pipes to the Corkscrew Canal may be located within either the Jung Blvd E ROW or the 18tb AVE
NE ROW.
An environmental field review indicated the presence of significant gopher tortoise
burrows/activity on Pond Site 4-2. Multiple field visits were conducted on the properties, and
the Pond Site 4-2 map and photo package is appended at the end of this report (see Appendix
C). A cost analysis of the anticipated gopher tortoise mitigation was conducted.
Our gopher tortoise mitigation costs findings are summarized below:
Gopher Tortoise Mitigation ($6,000/Tortoise, assuming 50% occupancy):
o Encountered 33 Potentially Occupied Adult Burrows (round up to 34 whole
burrows)
o Pond Site 4-2 Cost Estimate = $102,000 (34*6,000*.5 = $102,000)
Recommendation
Jacobs identified 1 viable option for Basin 4 (see Attachment 4):
• Pond Site 4-2 (450POND): Parcel Number 37742200005 (Total 4.65 Acres excluding
Jung Blvd E and 18t' AVE NE ROW)
Pond Site 4-2 was selected as the preferred pond site due to its availability and elimination of
all previous alternatives. Additionally, no permits have been filed recently to construct
residential homes on this parcel. Gopher Tortoise mitigation is anticipated with this parcel.
Jacobs Engineering Group Inc.
22
Page 1663 of 4682
Pond Siting Report
: ,acobs
The parcel identified for Pond Site 4-2 is required for a stormwater pond in Basin 4, and at
this time Jacobs is requesting the County acquire this parcel to accommodate the stormwater
treatment and attenuation needed for the Wilson Boulevard Widening Project.
Parcel 37742200005 (450POND) Property Appraiser:
Jacobs Engineering Group Inc. 23
Page 1664 of 4682
■
j�. - 1 E �. g. 3 VE 391ROVE _ =• 4pORDu }
it ;...:. IlR9UE 2Rpllf 3R 4kF� 3929M r 3921'iDuE 95RDVE - 901I/G17
ti 1365R UMDUE 377R1)71E_i=. 396
ti I r
1 381 R3LrE - I � � '
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Na 37CR.71JE 3i'lRDl1E. = 1.:4ifl7l:F .. ?i]•iRDD
369RD1E 3i.�/.E 3iLRDL�E 373RDU4: 31MR)1E 3R4Cc,71; aSSR3UE 34 E 94RDilE ^."CAI;: gp2R'J11E
• 3 7RD1F Rti9RDIJE
�'•S�' � 4C3R[JDE
DRY-
,, POND +'
�r
AT
451POND
fVJET POND
r
52POND
Pond Siting Report
Basin 5 Pond Site Requirements
Basin 5 limits: Wilson Blvd N from 18th AVE NW/NE to 22n' AVE NW/NE.
Jacobs
Based on the above Design Criteria and the amount of needed wet detention and dry detention
pre-treatment and attenuation for the proposed amount of impervious area, the need for an
approximate 4-acre wet pond site and approximate 2-acre dry pond site has been identified for
Basin 5.
The proposed pond sites for Basin 5 would outfall directly to the Corkscrew Canal. Five
potential pond sites were identified for Basin 5 during the Corridor Study to avoid impacts to
numerous water supply wells and minimize distance to the canal. However, one of those sites
are no longer viable (Pond Site 5-1) due to development, and another potential pond site's
(Pond Site 5-4) size has been reduced by half due to development. The preferred alternative
from the Corridor Study (Pond Site 5-2, consisting of a 5.28-acre wet pond site and a 2.18-acre
dry pond site) was selected for this Pond Siting Report. Piped conveyance systems to the
potential Basin 5 pond sites as well as outfall pipes to the Corkscrew Canal would be located
within the Wilson Boulevard ROW and the 18th AVE NE ROW.
An environmental field review indicated the presence of significant gopher tortoise
burrows/activity on Pond Site 5-2 (Wet, Parcel Numbers: 37742280009 (451POND) &
37743480002 (452POND)). Multiple field visits were conducted on the properties, and the Pond
Site 5-2 (Wet) map and photo package is appended at the end of this report (see Appendix D).
A cost analysis of the anticipated gopher tortoise mitigation was conducted.
Our anticipated gopher tortoise mitigation costs findings are summarized below:
• Gopher Tortoise Mitigation ($6,000/Tortoise, assuming 50% occupancy):
o Encountered 41 Potentially Occupied Adult Burrows (round up to 42 whole
burrows)
o Pond Site 5-2 (Wet) Cost Estimate = $126,000 (42*6,000*.5 = $126,000)
Recommendation
Jacobs identified 2 dry pond options and 2 wet pond options to accommodate both wet
detention and dry detention pre-treatment for Basin 5 (see Attachment 1):
• Pond Site 5-2 (Dry): Consisting of Parcel Number: 37740280001 (368POND) (Total 2.18
Acres excluding Wilson Blvd and 18' AVE NE ROW)
• Pond Site 5-2 (Wet): Consisting of Parcel Numbers: 37742280009 (451POND) (Total
2.64 Acres excluding 18' AVE NE ROW), and 37743480002 (452POND) (Total 2.64
Acres excluding 18th AVE NE ROW)
• Pond Site 5-3 (Wet): Consisting of Parcel Numbers 376 and 377
• Pond Site 5-4 (Dry): Consisting of Parcel Number 397
Jacobs Engineering Group Inc.
25
Page 1666 of 4682
Pond Siting Report
Note: Pond Site 5-3 (Wet) would have substantial impacts to
forested freshwater wetlands, Class III Waters, and require
additional floodplain compensation based on field visits and a
review of adjacent single-family construction permits filed for
the northern (parcel 380) and southern (parcel 373)
neighboring parcels (County permit no. PRFH20220418388 and
PRFH20230836105).
Jacobs did not recommend the alternative Pond Site 5-3 (Wet),
due to the significant costs of anticipated wetland mitigation,
anticipated floodplain compensation, and additional costs
associated with additional outfall pipes.
Note: Pond Site 5-2 (Dry) is needed to achieve the needed dry
detention treatment and attenuation requirements. Pond Site
5-2 (Dry) was selected over Pond Site 5-4 (Dry) due to the
proximity of Pond Site 5-2 (Wet) pond site, thus saving money
on discharge pipes. Both Pond Sites 5-2 (Dry) and Pond Site 5-4
(Dry) would require some wetland mitigation.
Jacobs
Pond Site 5-3: Forested
freshwater wetlands, Class III
Waters
We anticipate Pond Sites 5-2 (Wet) will share a drainage outfall pipe down 18th AVE NE with
Pond Site 5-2 (Dry) as well as with Pond Site 4-2, and all three ponds will share 1 single outfall
pipe to the Canal, minimizing impacts to residential driveways and existing infrastructure, thus
saving the County money on construction.
The parcels identified for Pond Site 5-2 (Wet) (451POND and 452POND) and Pond Site 5-2
(Dry) (368POND) are required for both a wet detention and dry detention stormwater pond
in Basin 5, and at this time Jacobs is requesting the County acquire these parcels to
accommodate the stormwater treatment and attenuation needed for the Wilson Boulevard
Widening Project.
Jacobs Engineering Group Inc.
26
Page 1667 of 4682
Pond Siting Report
: ,acobs
Parcel 37740280001 (368POND) Property Appraiser (Pond 5-2 (Dry)):
ParceDl 37740280001 AddSite ress NAPLES
`Disclaimer
Name / Address LESTER 11, CLARENCE SHELBY
4412 E FAIRFIELD ST
State AZ Zi 85205-
P 5201
Section Township Range Acres 'Estimated
27 48 27 2.81
Legal GOLDEN GATE EST UNIT 23 S 18DFT OF TR 3 OR 663 PG 761
MLIlage 290 Millage Rates O
Area O 'Ca cul lations
Sub./Condo 232800 - GOLDEN GATE EST UNIT School Other Tot.#
Use Code D 0 - VACANT RESIDENTIAL 4.3132 7.8438 12.157
Latest Sales History 2024 Certified Tax Roll
{Hof a115alanae�txe li;�layl =Ly) d (Subjeai le CM1aege)
Cee$
Date Book -Page Amount Land Value 175,625
09/01176 663-761 So (+7 Improved Value 5 0
{=7 Market Value $ 175.625
Parcel 37742280009 (451 POND) Property Appraiser (Pond 5-2 (Wet)):
5 it.
Par" 37742280009 Address � wry, NAPLES
'Discaimer
Name Address VANDER KLOOSTEP, MATT14EW
DAWN KATHLEEN VANDER IQDOSTER
11 ZEBULON PLACE
site
Zen
e 34120 I
'Note
City PALM COAST state FL Zip 32164
Map No. Strap No. Section Township Range Acres 'Estimated
3C27 332800 28 13C27 27 48 27 2.73
Legal GOLDEN GATE EST UNIT23E180FTOFTR28 I
Millage 290 Millage Ra�tesD
Area D •Ca cull ations
S.b./Cando z32600 -GOLDEN GATE EST UNIT School Other Tatal
Use Cade D 0 - VACANT RESIDENTIAL 4.3132 7.6438 12.157
Latest Sales History 2024 Certified Tax Roll
1�afaa5al�..en�aa�ero 1 fog 9.1 _
Ill
-k-Pag. Land Val. $170.6251
Date Bvok-Page Amount L _
08/D7l22 fi1fi3-777 $120. 00 t+7 Improved Value so'
i
01/26/99 2505-3242 90 (-) Market Value $170625':
Page 1668 of 4682
Pond Siting Report
Jacobs
Parcel 37743480002 (452POND) Property Appraiser (Pond 5-2 (Wet)):
5Xe 221 Pa ID 37743480D02 Address ABTH I=11"
VE
'Disclaimer NE
AdNadressme/ SPEE4 PROPERTIES LLC
2430 STH ST NE
Section Township Range Acres 'Estimated
27 48 27 173
Va 290
Sub./Condo z32800 - GOLDEN GATE EST UNIT
Use Cade O 0 - VACANT RESIDENTIAL
Latest Sales History
tNo al ConFitlentia YR eon
Date Book -Page Amount
01/08/24 6323-3962 50
2024 Certified Tax Roll
(s-n 1eo cNa )
Land Value S 17
(+} Improved Value
Jacobs Engineering Group Inc. 28
Page 1669 of 4682
Pond Siting Report
Basin 6
From 22" d Ave NW/NE to Immokalee Road
: ,acobs
Attachment 6: Wilson Boulevard Potential Pond Sites Exhibit (Basin 6)
. • tr - Ski -r . f.' -1' - - 4i — l
901RDU 4*TE IMIJEAS2Ai lE! 4i5V-0&E 416R6UE
�a � 425HDVE
ORbI] " •�1 Uq'Lkf It.'E42InC_'E 02R011� REM f
414ROIJE � !� �
c •:i ?ROUE 4k3E51 i
f - ..
Jacobs Engineering Group Inc
29
Page 1670 of 4682
Pond Siting Report
Basin 6 Pond Site Requirements
Basin 6 limits: Wilson Blvd N from 22nd AVE NW/NE to Immokalee Road.
Jacobs
Based on the above Design Criteria and the amount of needed treatment and attenuation for
the proposed amount of impervious area, the need for an approximate 3 to 4-acre wet pond
site has been identified for Basin 6, with the potential for dry detention treatment.
The intent of this Pond Siting Report is to identify the alternative pond sites in Basin 6;
however, Jacobs is not recommending to the County to acquire any pond site at this time due
to the planned Immokalee Road 8-Lane Widening project and the planned St. John Paul II Parish
(approximately 42 acres) development at the southwest corner of Wilson Boulevard and
Immokalee Road. These projects are evaluating the feasibility of reconfiguring the existing
Immokalee Road Pond 7 as a joint -use pond for the Church Site, the planned 8-lane widening of
Immokalee Road and the improvements to Wilson Boulevard in Basin 6. If a joint -use Pond 7 is
deemed feasible, discharge will be to the Cocohatchee Canal through the existing 48" outfall
pipe.
Note: The agreement with the County and the proposed Church for a redesigned joint -use Pond
7 has not been finalized at this time. Therefore, if an agreement cannot be reached, an
additional parcel(s) will be required for a pond site in the future for Basin 6. This will require
an addendum to this Pond Siting Report identifying the preferred pond site.
If needed for the Widening Project, the recommended pond site for Basin 6 would outfall
directly to the Corkscrew Canal along a side street. Three potential pond sites (one dual pond
site) were identified for Basin 6 during the Corridor Study to avoid impacts to numerous water
supply wells and minimize distance to the canal.
At this time, all parcels for the three alternatives remain undeveloped and available for
potential pond sites and no permits have been filed on the four parcel sites for construction of
a single-family home.
Piped conveyance systems to the potential Basin 6 pond site would be located within the
Wilson Boulevard ROW and either 22nd AVE NE ROW or 24th AVE NE ROW. The Pond 6 outfall
pipes to the Corkscrew Canal may be located within either 22nd AVE NE ROW or 24th AVE NE
ROW.
Recommendation
At this time, Jacobs does not recommend acquiring any potential pond site(s) in Basin 6 until
further exploration of the feasibility of utilizing the future redesigned Pond 7 from the
Immokalee Road 8-Lane Widening Project and St. John Paul II Parish Church Development.
When/if a pond site must be recommended for Basin 6, an addendum to this Pond Siting
Report will be provided to the County which recommends the preferred alternative.
Jacobs Engineering Group Inc.
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: ,acobs
Parcel 37740880003 (Parcel 404) Property Appraiser:
Site
Pa ID 37740880003 Address �� Gsittee NAPLES
'Disclaimer
Address
/ress HUYNH H NGUYEN & LIEN THI PHAM
REVOCABLE LIVING TRUST
530 102ND AVE N
site _
Zone34120
•NoYe
City NAPLES State FL Zip 34108-3209
Map No. Strap No. Section Township Range Acres 'Estimated
3C27 332800 10 03C27 27 48 27 2.81
Legal GOLDEN GATEESTUbUT23 N 1801FTOFTR 10 OR 1393 PG 1609
A=11�aO 290 Millage RatesO 'Cakulatians
Sub./Cando 332800 - GOLDEN GATE EST UNIT 23 Schoel Other Total
Use fade0 0- VACANT RESIDENTIAL 4.3132 7.6438 12.157
Latest Sales History 2024 Certified Tax Roll
�noi an sales eye linen eue rn connee .."'t lsu m c get
Data Book -Page Amount Land Value 5 175,625
12/06/22 6198-1T19 80 I�) Improved Value Sg
11
/09/^8 1393-1609 S12,900 I_I Market Value 5175,625
Parcel 37741760009 Property Appraiser:
Jacobs Engineering Group Inc.
Property SummaryProperty Detail- -
5ita , Site
Pa lee' 37741760009 Address ` � NAPLES Zone 34129
'Di'daim CRY Note
Name! SEGURA, ARCADID=&NIDUI
Address
4500 NW 192ND ST
City MIAWGARDENS State FL Zip 33055-2124
Map No. Strap No. Section Township Range Acres C ,,mated
3C27 332300 21 03C27 27 48 27 2.73
Legal GOLDEN GATE EST UNIT 23 W 1B0FT OF TR 21 OR 1312 PG 2002
A. 290 Mill— Rates O'Cal-ratlans
SuhJCondo 332800- GOLDEN GATE EST UNIT23 School Other Total
Use Cade O 0 - VACANT RESIDENTIAL 4.3132 7.8438 12.157
Latest Sales History 2024 Certified Tax Roll
lHar.��Sz�esarrRstMeuetutnnfieenlfanorl c,�ela�ror '.)
Date Book -Page Amount Land Value S 170,625
12/01/87 1312 2002 S 7,200 i,l Improved Value $ G
[-1 Market Value $170,625
31
Page 1672 of 4682
Pond Siting Report
: ,acobs
Parcel 37741440002 (Parcel 424) Property Appraiser:
Parcel 52
,
10 37741440002 Address
•Diarlab __
Name/ JOSE& MONICA DIAZ REV TRUST
Address
2230 18TH AVE NE
Sire Site
City NAPLES Zo 34120I
Not.
Section Township Range Acres °Estimated
27 48 27 5.15
Legal GOLDEN GATE EST UNIT 23 TR 15
MArIeaU 290
Mina eg RatesO 'Calc�lrtions
Sub./Condo 3328DO-GOEUEN GATE ESTUNTT23 School Other Total
Use CodeO 0- VACANT RESIDENf1AL
1.3132. 78438 12.157
Latest Sales History
2024 Certified Tax Roll
Irrara ..� — —t. o� M marl
(s� r uoa eel
Dave Book -Page Amwrrt
Land Value S321875�!
O6J28124 6377-1240 50
(_� Improved Valve SO
OSJ28/24 6377-1237 S 0
Markel Value $32187S
Parcel 37743920009 Property Appraiser:
Jacobs Engineering Group Inc.
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Page 1673 of 4682
Pond Siting Report
ROW Acquisition: Evaluation Factors
Project Purpose and Need
Jacobs
The primary purpose of the Wilson Boulevard widening project is to address population growth,
traffic congestion and lack of system connectivity in the Golden Gate Estates and eastern Collier
County areas. The project is needed to increase capacity along Wilson Boulevard and to
improve overall traffic circulation and connectivity in the Golden Gate Estates and eastern
Collier County areas.
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Jacobs Engineering Group Inc.
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Project Location Map
Jacobs
The following factors were considered prior to recommending the proposed project
improvements and determining the preferred typical section and needed ROW easements for
the roadway widening as well as the stormwater management:
1. Alternative Alignments
Capacity Need
The project is needed to relieve existing and future traffic congestion along Wilson Boulevard,
particularly between Immokalee Road, the Vanderbilt Beach Road Extension (VBRX) (under
construction), and Golden Gate Boulevard. Wilson Boulevard will function as an arterial north -
south collector in Golden Gate Estates area. While Wilson Boulevard currently operates at an
acceptable level of service (LOS), the 2021 AUIR notes that Wilson Boulevard has experienced a
10% to 20% increase in peak hour directional traffic volume since 2020. Furthermore,
preliminary traffic modeling indicates that, without the proposed improvements, Wilson
Jacobs Engineering Group Inc.
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Jacobs
Boulevard will be failing by 2045 in the segment between the future VBRX and Immokalee
Road.
The VBRX project extends Vanderbilt Beach Road from Collier Boulevard (CR 951) to 16th Street
Northeast and includes a new intersection at Wilson Boulevard (construction of VBRX is
estimated to be completed by 2026). The VBRX project provides additional east -west
connectivity and capacity in eastern Collier County and Golden Gate Estates area. VBRX is
expected to help relieve traffic congestion in the area, particularly along Golden Gate Boulevard
and the already congested Immokalee Road, which is a regional east -west facility that carries
traffic from eastern Collier County to 1-75 and Naples. When the VBRX project is complete,
traffic along Wilson Boulevard is expected to increase as travelers use the facility to access
VBRX as an alternative east -west route in the area.
System Connectivity Need
The project is needed to improve the overall traffic network and system connectivity in the
Golden Gate Estates and eastern Collier County area. Mobility in eastern Collier County is
constrained by conservation lands in the northeastern and southeastern parts of the County.
The area also is constrained by a canal system (South Florida Water Management District
[SFWMD] Golden Gate Canal Basin) created in Collier County during the 1960s to drain the
lands for residential development. The development resulted in residential lots that are 1 to 5
acres in size and are connected by a coarse grid of roads with few connecting cross streets, and
a canal system that traverses the residential grid. Most of the roadways in eastern Collier
County and Golden Gate Estates dead end at the canals, reducing overall mobility in the area.
North -South Roadway Alternatives
Currently, there are no north -south roadways east of Collier Boulevard that are wider than two
lanes in eastern Collier County today. Wilson Boulevard would be the first four -lane roadway
east of Collier Boulevard (approximately 5 miles to the east) and will provide additional north -
south capacity and connectivity in the area. The recent shoulder improvements and bridge
addition on 8tb St NE provided connectivity improvements in the area from Randall Boulevard
to Golden Gate Boulevard, but did not increase overall capacity. The planned shoulder
improvements and bridge addition on 16th St NE will provide connectivity improvements in the
area from Randall Boulevard to Golden Gate Boulevard but will not increase overall capacity.
The planned 4-lane widening of Everglades Boulevard from Oil Well Road to future VBRX (Phase
II) will increase capacity and improve connectivity in the area. All of these roadway
improvements have been considered during the preparation of the Wilson Boulevard Corridor
Study. The proposed roadway improvements are identified in the 2045 LRTP.
Wilson Boulevard Corridor Study
A corridor study was performed in 2022 (Wilson Boulevard Corridor Study) to evaluate
alternatives to widen Wilson Boulevard North (Wilson Boulevard), from Golden Gate Boulevard
(CR 876) to Immokalee Road (CR 846) from a two-lane undivided, rural facility to a four -lane
divided, urban roadway with curb and gutter with a "closed" (stormwater inlets, pipes, ponds)
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Jacobs
drainage system. The full version of the original study is available for review under the Collier
County Transportation Planning Section's past studies at:
https://www.colliercountyfl.gov/government/transportation-management-services/capital-
prolect-planning-impact-fees-and-program-management/transportation-planning-
section/planning-studies
Wilson Boulevard is located within a roadway easement that is 100 feet wide (50 feet on either
side of the plat centerline). Wilson Boulevard is approximately 27 feet wide, and was
constructed east of the center plat line, leaving approximately 18 feet of existing roadway
easement available to the east of the roadway and approximately 55 feet available to the west
of the roadway.
A typical section analysis was performed to identify a typical section that addresses the
project's purpose and need and meets design criteria, but minimizes impacts to resources in
the project area, including numerous residential properties and driveways, non-residential
properties, environmentally sensitive areas, and the Collier County Public Utilities Department
water supply production wells and associated infrastructure. Various typical section widths
(between 160 feet to 200 feet wide) were evaluated. The analysis revealed that a typical
section width of 165 feet met the project needs with the least amount of impacts along the
project corridor, with 80 feet required to the west of the center plat line, and 85 feet east of
the center plat line (typical).
Excerpt from the Wilson Boulevard Corridor ROW Impacts Exhibit (Appendix E)
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Jacobs
The above excerpt from the Wilson Boulevard Corridor ROW Impacts Exhibit illustrates the
various corridor widths that were evaluated. The impacts to neighboring homes and well
houses/vaults were evaluated at varying ROW widths (in five-foot intervals). The intent for
establishing the alignment was to provide a "line of best fit" and minimize/equalize impacts to
both the western and eastern parcels, whenever possible. Please refer to Appendix E to view
the entire Wilson Boulevard Corridor ROW Impacts Exhibit.
Note: An additional 5 feet is required on the eastern side to accommodate the 10-foot-wide
pathway and to avoid impacts to the existing public utility wells located on the west side of the
corridor.
a
3
PROPOSED 166' RIGHT OF WAY
$Wpw.lk + + Madl.. t t 9.1h *Y
17' . 22' IV . 11' . 3' .2'.3'. 10. U ,a
'PROPO850 80' RIGHT OF WAY *PROPOSED l3' RIGHT OF WAY
(PROPOSED 100'AT WELL SITES}
'RIGHT OF WAY LIMITSM ISTR 18 UTION SUBJECT TO CHANGE DURING DESIGN
2. Safety Factors
A preliminary review of crash data indicates the highest crash locations within the study area
were at the two major intersections, Golden Gate Boulevard and Immokalee Road. Additionally,
no lighting exists along the project corridor. Safety enhancements proposed include lighting at
the intersections and all cross streets to improve nighttime visibility for motorists, pedestrians,
and bicyclists. Currently, there are no bicycle lanes or sidewalks along Wilson Boulevard within
the project limits, forcing bicyclists and pedestrians, along with transit users, to share the road
shoulder with motorists. The proposed improvements are anticipated to increase pedestrian
and bicyclist safety by adding a sidewalk (6-feet), a shared -use path (10-feet), and bike lanes (5-
foot) to reduce conflicts between motorists, pedestrians, bicyclists, and transit users. Further,
the improvements include the addition of a raised median (22 foot wide) and turning lanes
(right turn lanes and median left turn lanes) at cross streets along Wilson Boulevard to help
reduce conflict points associated with left turns from residential properties and businesses
along the project corridor, and to reduce conflict points at the intersections.
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Jacobs
Enhancing Emergency Access
An increasing number of residents in northeastern Collier County are in a relatively isolated
area of Collier County and have access to a limited roadway network for emergency
evacuations related to hurricanes and brush fires. The proposed improvements provide
additional capacity for emergency evacuations. Furthermore, the proposed improvements will
improve north -south mobility and connectivity along the project corridor, enhancing access and
reducing travel time for emergency responders.
Improving Multimodal Mobility
One Collier Area Transit (CAT) bus route runs along the project corridor (Route 19) and is served
by six bus stops. The lack of sidewalks and bike lanes along the project corridor, as well as the
lack of bus stop pads, make transit use in the area challenging. The addition of sidewalks, a
shared -use path, bicycle lanes, and bus stop pads will provide a user-friendly experience that
promotes walking, bicycling, and transit use within the project area. Additionally, within the
project limits, Immokalee Road and Golden Gate Boulevard include pedestrian and bicycle
facilities, and similar facilities are being constructed as part of the VBRX project. The addition of
pedestrian and bicycle facilities on Wilson Boulevard will improve connectivity and multimodal
mobility options from Wilson Boulevard to other major facilities in the area.
Improving Congestion and Traffic Operations
The widening of Wilson Boulevard will improve congestion, traffic operations, and safety on the
nearby existing north -south parallel roadway arterial collectors (Collier Boulevard, 8t" St NE,
16t" St NE (planned bridge and shoulder improvements), Everglades Boulevard (planned 4-lane
widening), and Desoto Boulevard) by redirecting traffic away from those congested roadways in
the Golden Gate Estates. Since Collier Boulevard (6-lane), Wilson Boulevard (2-lane), 8tb St NE
(2-lane), Everglades Boulevard (2-lane), and Desoto Boulevard (2-lane) are currently the only 5
major north -south arterials serving the Golden Gate Estates, this roadway widening will
improve access during evacuation as well as response times for the area's Emergency Services,
especially when the Vanderbilt Beach Road Extension construction is completed.
Safety considerations and design criteria includes:
• Alignments (Horizontal and Vertical) are based on Florida Department of Transportation
(FDOT) Criteria
• Vertical profile will mitigate flooding of the roadway during storm events
• A 22-foot median will be provided
• Turn lanes will be provided at all cross -street intersections
• Sight Distance criteria will be met or exceeded throughout the corridor
• Signing and pavement markings are based on FDOT and Collier County guidelines
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Jacobs
• A 10-foot multi -use pathway will be provided along the east side of Wilson Boulevard,
and a 6-foot sidewalk will be provided along the west side of Wilson Boulevard to
provide for safe circulation of pedestrian and bike traffic
• 5-foot bike lanes will be provided along Wilson Boulevard
• Lighting will be provided at all intersections, the entire corridor may be lit pending
public feedback
• Collier County Public Schools bus pads are planned at every cross street
3. Long Range Planning Factors
The Collier Metropolitan Planning Organization (MPO) and Collier County Transportation
Planning division have been planning the widening of Wilson Boulevard for many years. Past
planning activities are as follows:
The Collier MPO 2035 Long Range Transportation Plan (adopted December 2010) identified this
existing 2-lane rural section of Wilson Boulevard (from Golden Gate Blvd to Immokalee Rd) in
the Needs Plan as a 4-lane urban typical section.
The Collier MPO 2040 Long Range Transportation Plan (adopted December 2015) identified this
existing 2-lane rural section of Wilson Boulevard (from Golden Gate Blvd to Immokalee Rd) in
the Needs Plan (Needs Rank 51) as a 4-lane urban typical section.
The Collier MPO 2045 Long Range Transportation Plan (adopted December 2020) identified this
existing 2-lane rural section of Wilson Boulevard (from Golden Gate Blvd to Immokalee Rd) in
the Existing Plus Committed (E+C) Roadway Project network (Map ID 100) as a 4-lane urban
typical section.
The Collier MPO 2050 Long Range Transportation Plan (Draft, due December 2025) identifies
this existing 2-lane rural section of Wilson Boulevard (from Golden Gate Blvd to Immokalee Rd)
in the Existing Plus Committed (E+C) Roadway Project network as a 4-lane urban typical section.
4. Environmental Factors
The alternatives analysis considered environmental factors such as wetlands, panther habitat,
gopher tortoise impacts, etc. The historic hydrology in the regional area has been impacted by
the drainage network of nearby canals, including Curry, Cypress and Corkscrew Canals. The
canals have severed historical sheet flow and severely altered the hydroperiod of wetlands in
the area due to the existing Wilson Boulevard roadway. Roads and roadside ditching have also
altered historical wetlands in the area, isolating their hydrologic connection.
Wetlands and Surface Waters
Preliminary desktop analysis indicates potential impacts to adjacent wetlands within the
proposed ROW easement footprint. These potential impacts are associated with existing hydric
soil. Mitigation would be required should field investigations indicate the presence of wetlands
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Jacobs
within the limits of construction. The amount of mitigation required for direct and secondary
impacts will be determined by the permitting agencies. Additional wetland and surface water
impacts from the project pond sites will be determined based on the pond sites identified and
acquired during the design phase. During the evaluation of feasible pond sites, impacts to
existing wetlands will be considered when analyzing preferred alternative pond sites in an
effort to minimize impacts to wetlands.
Other minor surface water impacts associated with the bridge replacement and widening at the
Cypress Canal are anticipated. Additionally, widening the roadway and extending the length of
the existing bridge culvert at the Cocohatchee Canal is anticipated to result in temporary
surface water impacts. A natural resources evaluation is recommended during the design phase
to assess potential impacts to wetlands and to facilitate coordination and concurrence with the
permitting agencies.
Protected Species and Habitat
Based on the review of available information from the Florida Fish and Wildlife Conservation
Commission (FWC) and USFWS in relation to the potential habitat impacts that may be
associated with the proposed project, potential federal and state-listed/protected species
(including protected non -listed wildlife species) were identified that may occur in the project
vicinity. A Florida Natural Areas Inventory (FNAI) Tracking List was obtained for the project area,
as well as an IPaC report. Wilson Boulevard, north of the Cypress Canal, is located within the
Secondary Panther Zone. Impacts are anticipated and will be mitigated for clearing of lands for
the project area (additional widening) and pond sites.
Impacts from the Cypress Canal Bridge will be negligible to the man-made canal, and the
proposed bridge will include wildlife shelves to facilitate wildlife connectivity. Best
management practices will be followed during construction, such as floating turbidity barriers
to minimize turbidity within the existing canals.
5. Costs of Competing Alternatives
Costs to construct this project have been carefully considered in the analysis during the
planning and design stages of this project. During the Alignment Alternatives Analysis, the
preferred alignment was chosen to minimize construction costs, environmental impacts, ROW
acquisition and residential and business displacement to the greatest extent practicable. The
preferred alignment was chosen based on the best combination of those factors. The design
process only considers and includes those elements essential to the purpose of the project,
thereby maintaining the costs in the Capital Improvement Program and insuring a financially
feasible construction project. The current estimate of Probable Cost is $95M (FY25). As the
project progresses through the design and permitting, the overall project costs will become
more defined and developed.
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Appendix A
Wilson Boulevard Potential Pond Sites Exhibit
Jacobs Engineering Group Inc.
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426RDUE
423RDUE
420RDUE
416RDUE415RDUE412RDUE411RDUE
406RDUE
405RDUE401RDUE
400RDUE
399RDUE
396RDUE
395RDUE392RDUE
391RDUE
390RDUE
386RDUE
385RDUE382RDUE
381RDUE
380RDUE
377RDUE376RDUE
372RDUE
371RDUE
367RDUE
366RDUE365RDUE
362RDUE
358RDUE
357RDUE355RDUE353RDUE350RDUE349RDUE346RDUE345RDUE
341RDUE
340RDUE
339RDUE
338RDUE
335RDUE334RDUE330RDUE329RDUE325RDUE323RDUE322RDUE
320RDUE
316RDUE312RDUE311RDUE307RDUE304RDUE303RDUE
300RDUE
299RDUE
298RDUE
295RDUE
293RDUE
289RDUE
288RDUE
285RDUE
282RDUE
275RDUE1
271RDUE 272RDUE266RDUE265RDUE
262RDUE261RDUE
260RDUE
259RDUE
256RDUE
255RDUE
254RDUE
251RDUE
250RDUE
249RDUE
248RDUE
245RDUE
244RDUE243RDUE240RDUE239RDUE
236RDUE
235RDUE
234RDUE
233RDUE
229RDUE228RDUE
226RDUE
165RDUE
373RDUE
291RDUE
427RDUE425RDUE
424RDUE
422RDUE421RDUE
419RDUE
418RDUE
417RDUE
414RDUE
413RDUE
410RDUE
409RDUE
408RDUE
407RDUE
404RDUE
403RDUE
402RDUE
398RDUE
397RDUE
394RDUE393RDUE
389RDUE
388RDUE
387RDUE
384RDUE383RDUE
379RDUE
378RDUE375RDUE374RDUE
370RDUE369RDUE364RDUE
363RDUE
361RDUE
360RDUE
359RDUE
356RDUE354RDUE
352RDUE
351RDUE
348RDUE347RDUE344RDUE
343RDUE
342RDUE
337RDUE
336RDUE
333RDUE
332RDUE
331RDUE
328RDUE
327RDUE326RDUE324RDUE
321RDUE
319RDUE
318RDUE
317RDUE306RDUE305RDUE302RDUE
301RDUE
297RDUE296RDUE294RDUE
292RDUE1
290RDUE2
287RDUE286RDUE284RDUE283RDUE281RDUE280RDUE277RDUE
276RDUE
274RDUE
273RDUE270RDUE
269RDUE
268RDUE
267RDUE
264RDUE
263RDUE258RDUE257RDUE
253RDUE
252RDUE
247RDUE246RDUE
237RDUE
232RDUE
231RDUE
230RDUE
227RDUE164RDUE
118RDUE
119RDUE
133RDUE
132RDUE
129RDUE
128RDUE1
126RDUE
125RDUE
124RDUE
123RDUE
122RDUE
121RDUE
167RDUE
168RDUE
169RDUE
170RDUE
171RDUE
172RDUE
174RDUE
175RDUE
176RDUE
177RDUE
178RDUE
179RDUE
180RDUE
181RDUE
182RDUE
183RDUE
130RDUE
173RDUE
120RDUE
166RDUE
131RDUE
145RDUE
146RDUE
147RDUE
148RDUE
149RDUE
150RDUE
151RDUE
152RDUE
153RDUE
154RDUE
155RDUE
156RDUE
157RDUE
158RDUE
159RDUE
160RDUE
161RDUE
162RDUE
163RDUE
225RDUE
224RDUE
223RDUE
222RDUE
221RDUE
220RDUE
219RDUE
218RDUE
217RDUE
216RDUE
215RDUE
214RDUE
213RDUE
212RDUE
211RDUE
210RDUE
209RDUE
208RDUE
207RDUE
206RDUE
292RDUE2
127RDUE
128RDUE2
290RDUE1
275RDUE2
2nd
ST NE
Golden Gate BLVD E2nd ST NW
Randall BLVD4th ST NW
3rd ST SW
Wilson BLVD N
1st ST SW
Wilson
BLVD S
2nd ST SE
4th ST SE 12th AVE NE10th AVE NEJung BLVD E14th AVE NE16th AVE NE20th AVE NE18th AVE NE22nd AVE NE24th AVE NEGolden Gate BLVD W24th AVE NE16th AVE NE18th AVE NE10th AVE NE12th AVE NEJung BLVD E20th AVE NE22nd AVE NE14th AVE NEImmokalee RD24th AVE NW22nd AVE NW20th AVE NW18th AVE NWJung BLVD W16th AVE NW14th AVE NW12th AVE NW10thAVE NW2nd ST NE
4th ST NE
1st ST NW
3rd ST NW
50 Wilson
BLVD S
322 Golden
Gate BLVD W
105 1st ST SW
30 Golden
Gate BLVD W
140 Golden
Gate BLVD W
50 Wilson
BLVD S
50 Wilson
BLVD S
78 4th ST SE
202 Golden
Gate BLVD W
326 Golden
Gate BLVD E
448 Golden
Gate BLVD W
230 Golden
Gate BLVD W
130 Golden
Gate BLVD E
450 Golden
Gate BLVD W
50 Wilson
BLVD S
176 Golden
Gate BLVD W
352 Golden
Gate BLVD E
442 Golden
Gate BLVD W
444 Golden
Gate BLVD W
104 3rd ST SW
130 Golden
Gate BLVD W
120 Golden
Gate BLVD W
160 Golden
Gate BLVD E
69 4th ST SE
440 Golden
Gate BLVD E
170 Golden
Gate BLVD E
70 Golden
Gate BLVD E
261 Golden
Gate BLVD W
545 Golden
Gate BLVD W
221 Golden
Gate BLVD W
91 3rd ST NW
343 Golden
Gate BLVD E
241 Golden
Gate BLVD W
411 Golden
Gate BLVD W
165 Golden
Gate BLVD W
23 Golden Gate BLVD E
171 Golden
Gate BLVD W
383 Golden
Gate BLVD W
21 Golden
Gate BLVD E
121 Golden
Gate BLVD W
521 Golden
Gate BLVD W
90 3rd ST NW
441 Golden
Gate BLVD E
353 Golden
Gate BLVD E
341 Golden
Gate BLVD E
121 Golden
Gate BLVD E
141 Golden
Gate BLVD E
331 Golden
Gate BLVD W
261 Golden
Gate BLVD E
321 Golden
Gate BLVD W
371 Golden
Gate BLVD W
391 Golden
Gate BLVD W
265 Golden
Gate BLVD W
141 Golden
Gate BLVD W
181 Golden
Gate BLVD W
361 Golden
Gate BLVD E
231 Golden
Gate BLVD E
73 Wilson
BLVD N
161 Golden
Gate BLVD E
91 Golden
Gate BLVD E
105 2nd ST NE
106 2nd ST NE
305 Golden
Gate BLVD E
80 4th ST NE
81 Golden
Gate BLVD E
77 Golden
Gate BLVD W
78 Wilson
BLVD N
96 4th ST NE
85 Wilson BLVD N
111 3rd ST NW
110 1st ST NW
115 2nd ST NE
110 3rd ST NW
108 4th ST NE
120 2nd ST NE
120 Wilson
BLVD N
145 3rd ST NW
125 2nd ST NE
120 4th ST NE
140 3rd
ST NW
135 4th ST NE
131 1st ST NW
151 3rd ST NW
130 1st ST NW
140 2nd ST NE
150 3rd
ST NW
141 1st ST NW
130 Wilson
BLVD N
140 4th ST NE
160 3rd
ST NW
160 1st ST NW
161 2nd ST NE
171 3rd ST NW
161 1st ST NW
170
3rd
ST NW
170 Wilson
BLVD N
171 4th ST NE
171
Wilson
BLVD N
171 2nd ST NE
170 2nd ST NE
181 Wilson
BLVD N
180 3rd
ST NW
181 3rd ST NW
190 Wilson
BLVD N
181 1st ST NW
191 4th ST NE
190 1st ST NW
191 2nd ST NE
221 1st ST NW
211 3rd ST NW
210 3rd ST NW
220 1st ST NW
223 2nd ST NE
209 4th ST NE
220 2nd ST NE
210 4th ST NE
240 5th ST NW
230 3rd ST NW
231 3rd ST NW
231 1st ST NW
230 1st ST NW
241 2nd ST NE
243 4th ST NE
240 2nd ST NE
259
Wilson BLVD N
260 3rd
ST NW
261 3rd ST NW
270
3rd
ST NW
261 2nd ST NE
260 2nd ST NE
270 1st ST NW
260 4th ST NE
280 2nd ST NE
290 3rd
ST NW
255 1st ST NW
281 2nd ST NE
280 1st ST NW
280 4th ST NE
290 2nd
ST NE
311 Wilson
BLVD N
321 3rd ST NW
321 1st ST NW
320 3rd ST NW
314 Wilson
BLVD N
310 4th ST NE
321 4th ST NE
320 2nd ST NE
321
Wilson
BLVD N
326 4th ST NE
331
Wilson
BLVD N
345 3rd ST NW
340 3rd ST NW
331 2nd ST NE
331 1st ST NW
340 Wilson
BLVD N
340 1st ST NW
371 1st ST NW
361 3rd ST NW
360 3rd ST NW
361 Wilson
BLVD N
360 Wilson
BLVD N
365 2nd ST NE
371 4th ST NE
360 4th ST NE
375 Wilson
BLVD N
391 3rd ST NW
380 Wilson
BLVD N
390 3rd ST NW
381 4th ST NE
380 2nd ST NE
381
Wilson
BLVD N
380 4th ST NE
385 2nd ST NE
411 Wilson
BLVD N
411 2nd ST NE
410 2nd ST NE
421 4th ST NE
440 Wilson
BLVD N
420 1st ST NW
420 3rd ST NW
431 1st ST NW
430
1st
ST NW
435 2nd ST NE
440 2nd ST NE
441 4th ST NE
440 1st
ST NW
430 4th ST NE
461 1st ST NW
460
Wilson
BLVD N
461 2nd ST NE
461 3rd ST NW
460 3rd ST NW
462 1st ST NW
471 1st
ST NW
471 4th ST NE
470
Wilson
BLVD N
471
2nd
ST NE
466 2nd ST NE
483
1st
ST NW
490 3rd ST NW
480 1st ST NW
481 2nd ST NE
484 2nd ST NE
488 Wilson
BLVD N
491 4th ST NE
510 1st ST NW
496 Wilson
BLVD N
519 2nd ST NE
505 1st ST NW
520 2nd ST NE
511 4th ST NE
500 3rd ST NW
521 3rd ST NW
530 1st ST NW
523 1st ST NW
532 2nd ST NE
500 Wilson
BLVD N
531 2nd ST NE
541 4th ST NE
530 4th ST NE
557 Wilson BLVD N
555 3rd ST NW
560 Wilson
BLVD N
560 4th ST NE
561 2nd ST NE
541 1st ST NW
561 4th ST NE
580 5th ST NW
542 1st ST NW
570 4th ST NE
545 1st ST NW
580 3rd ST NW
590 Wilson
BLVD N
581 2nd ST NE
581 4th ST NE
580 4th ST NE
620 3rd ST NW
561 1st ST NW
610 2nd ST NE
611 2nd ST NE
620 Wilson
BLVD N
611 4th ST NE
610 4th ST NE
581 1st ST NW
640 3rd ST NW
640 Wilson
BLVD N
630 2nd ST NE
631 2nd ST NE
643 4th ST NE
660 3rd ST NW
661 3rd ST NW
621 1st ST NW
660 Wilson
BLVD N
671 4th ST NE
661 2nd ST NE
671 Wilson
BLVD N
670 1st ST NW
681 3rd ST NW
641 1st ST NW
680 Wilson
BLVD N
670 2nd ST NE
691 4th ST NE
691 2nd ST NE
680 4th ST NE
710 3rd ST NW
683 1st ST NW
710 Wilson
BLVD N
727 2nd ST NE
731 3rd ST NW
700 4th ST NE
720 1st ST NW
730 2nd ST NE
740 3rd ST NW
741 2nd ST NE
714 Wilson
BLVD N
741 4th ST NE
742 4th ST NE
711 1st ST NW
760 1st ST NW
760 2nd
ST NE
751 4th ST NE
760 4th ST NE
766 Wilson
BLVD N
775 3rd ST NW
770
2nd
ST NE
771 2nd ST NE
780 2nd
ST NE
741 1st ST NW
830 3rd ST NW
781 4th ST NE
780 4th ST NE
821 3rd ST NW
810 2nd ST NE
841 1st ST NW
810 4th ST NE
811 2nd ST NE
811 4th ST NE
820 2nd ST NE
820 1st ST NW
820 4th
ST NE
855 1st ST NW
834 Wilson
BLVD N
839 2nd ST NE
840 2nd
ST NE
840 4th ST NE
845 4th ST NE
882 3rd ST NW
865 1st ST NW
867 2nd ST NE
881 3rd ST NW
875 Wilson
BLVD N
870 1st ST NW
860 5th ST NW
880 Wilson
BLVD N
888 3rd ST NW
880 2nd ST NE
883 2nd ST NE
920 Wilson
BLVD N
380 10th
AVE NW
940 Wilson
BLVD N
180 10th
AVE NE
360 10th
AVE NW
140 10th
AVE NW
162 10th
AVE NE
120 10th
AVE NW
180 10th
AVE NW
961 Wilson
BLVD N
230 10th
AVE NE
282 10th
AVE NW
280 10th
AVE NE
210 10th
AVE NE
324 10th
AVE NW
164 10th
AVE NW
424 10th
AVE NE
446 10th
AVE NE
981 Wilson
BLVD N
100 10th
AVE NE
991 Wilson
BLVD N
212 10th
AVE NW
85 10th
AVE NW
105 10th
AVE NE
411 10th
AVE NW
141 10th
AVE NW
311 10th
AVE NW
123 10th
AVE NW
141 10th
AVE NE
131 10th
AVE NE
183 10th
AVE NE
261 10th
AVE NW
231 10th
AVE NE
231 10th
AVE NW
161 10th
AVE NW
211 10th
AVE NW
361 10th
AVE NW
181 10th
AVE NW
121 10th
AVE NE
111 10th
AVE NE
383 10th
AVE NW
211 10th
AVE NE
281 10th
AVE NW
1041 Wilson
BLVD N
441 10th
AVE NE
1040 Wilson
BLVD N
285 10th
AVE NE
165 10th
AVE NE
421 10th
AVE NE
391 10th
AVE NE
265 10th
AVE NE
1060 Wilson
BLVD N
461 10th AVE NE
1082 Wilson
BLVD N
1081 Wilson
BLVD N
400 12th
AVE NW
210 12th
AVE NW
280 12th
AVE NW
340 12th
AVE NW
1160 Wilson
BLVD N
310 12th
AVE NW
190 12th
AVE NW
160 12th
AVE NW
370 12th
AVE NW
160 12th
AVE NE
120 12th
AVE NE
260 12th
AVE NW
180 12th
AVE NE
120 12th
AVE NW
362 12th
AVE NE
240 12th
AVE NW
280 12th
AVE NE
140 12th
AVE NW
1170 Wilson
BLVD N
330 12th
AVE NE
310 12th
AVE NE
390 12th
AVE NW
390 12th
AVE NE
260 12th
AVE NE
104 12th
AVE NW
341 12th
AVE NW
95 12th
AVE NE
105 12th
AVE NW
105 12th
AVE NE
191 12th
AVE NW
145 12th
AVE NW
405 12th
AVE NW
311 12th
AVE NW
255 12th
AVE NW
431 12th
AVE NW
119 12th
AVE NW
1245 Wilson
BLVD N
161 12th
AVE NW
281 12th
AVE NW
231 12th
AVE NE
261 12th
AVE NW
415 12th
AVE NW
143 12th
AVE NE
271 12th
AVE NE
441 12th
AVE NE
257 12th
AVE NW
311 12th
AVE NE
211 12th
AVE NE
333 12th
AVE NE
411 12th
AVE NE
361 12th
AVE NE
1271 Wilson
BLVD N
435 12th
AVE NW
1270 Wilson
BLVD N
1295 Wilson
BLVD N
1321 Wilson
BLVD N
1320 Wilson
BLVD N
1340 Wilson
BLVD N
280 14th
AVE NW
362 14th
AVE NW
320 14th
AVE NE
390 14th
AVE NW
130 14th
AVE NW
250 14th
AVE NW
190 14th
AVE NW
160 14th
AVE NE
420 14th
AVE NE
190 14th
AVE NE
1370 Wilson
BLVD N
330 14th
AVE NW
152 14th
AVE NW
130 14th
AVE NE
360 14th
AVE NE
410 14th
AVE NW
256 14th
AVE NW
276 14th
AVE NE
288 14th
AVE NE
112 14th
AVE NE
240 14th
AVE NE
348 14th
AVE NE
180 14th
AVE NE
120 14th
AVE NE
260 14th
AVE NW
440 14th
AVE NE
1380 Wilson
BLVD N
1381 Wilson
BLVD N
90 14th
AVE NW
390 14th
AVE NE
460 14th
AVE NE
100 14th
AVE NE
95 14th AVE NW
361 14th
AVE NW
107 14th
AVE NE
231 14th
AVE NW
341 14th
AVE NW
331 14th
AVE NW
121 14th
AVE NW
389 14th
AVE NE
421 14th
AVE NW
317 14th
AVE NW
411 14th
AVE NE
423 14th
AVE NE
183 14th
AVE NE
121 14th
AVE NE
131 14th
AVE NE
289 14th
AVE NE
355 14th
AVE NE
345 14th
AVE NE
367 14th
AVE NE
263 14th
AVE NW
277 14th
AVE NE
1441 Wilson
BLVD N
471 14th
AVE NE
431 14th
AVE NE
211 14th
AVE NW
1460
Wilson
BLVD N
161 14th
AVE NE
1471 Wilson BLVD N
1474
Wilson
BLVD N
1481 Wilson
BLVD N
235 14th
AVE NE
1482 Wilson
BLVD N
1485 Wilson
BLVD N
1511 Wilson
BLVD N
1510 Wilson
BLVD N
1541 Wilson
BLVD N
1544 Wilson
BLVD N
130 16th
AVE NW
460 16th
AVE NE
196 16th
AVE NE
170 16th
AVE NW
430 16th
AVE NE
410 16th
AVE NW
284 16th
AVE NE
262 16th
AVE NE
1560 Wilson
BLVD N
330 16th
AVE NE
360 16th
AVE NW
328 16th
AVE NW
260 16th
AVE NW
310 16th
AVE NW
410 16th
AVE NE
366 16th
AVE NE
350 16th
AVE NE
130 16th
AVE NE
110 16th
AVE NW
120 16th
AVE NE
210 16th
AVE NE
110 16th
AVE NE
388 16th
AVE NE
240 16th
AVE NW
140 16th
AVE NE
1580 Wilson
BLVD N
1591 Wilson
BLVD N
107 16th
AVE NW
321 16th
AVE NW
275 16th
AVE NE
411 16th
AVE NE
99 16th
AVE NE
311 16th
AVE NE
337 16th
AVE NE
361 16th
AVE NE
461 16th
AVE NE
431 16th
AVE NE
290 Jung
BLVD W
260 Jung
BLVD W
410 Jung
BLVD W
130 Jung
BLVD W
380 Jung
BLVD W
320 Jung
BLVD W
1677 Wilson
BLVD N
240 Jung
BLVD W
220 Jung
BLVD W
360 Jung
BLVD W
190 Jung
BLVD W
108 Jung
BLVD E
164 Jung
BLVD W
110 Jung
BLVD W
140 Jung
BLVD E
90 Jung
BLVD E
230 Jung
BLVD E
70 Jung
BLVD E
260 Jung
BLVD E
210 Jung
BLVD E
95 Jung
BLVD E
1711 Wilson
BLVD N
275 Jung
BLVD W
133 Jung
BLVD W
321 Jung
BLVD W
205 Jung
BLVD W
361 Jung
BLVD W
231 Jung
BLVD E
209 Jung
BLVD E
165 Jung
BLVD W
1730
Wilson
BLVD N
111 Jung
BLVD E
1741 Wilson
BLVD N
461 Jung
BLVD E
441 Jung
BLVD E
1740
Wilson
BLVD N
180 18th
AVE NW
1761
Wilson BLVD N
220 18th
AVE NW
402 18th
AVE NW
1760 Wilson
BLVD N
420 18th
AVE NE
360 18th
AVE NE
320 18th
AVE NW
380 18th
AVE NW
388 18th
AVE NE
130 18th
AVE NW
280 18th
AVE NW
1771 Wilson
BLVD N
430 18th
AVE NE
340 18th
AVE NE
120 18th
AVE NE
106 18th
AVE NE
91 18th
AVE NW
311 18th
AVE NW
231 18th
AVE NW
113 18th
AVE NW
371 18th
AVE NW
341 18th
AVE NE
135 18th
AVE NW
463 18th
AVE NE
181 18th
AVE NW
169 18th
AVE NW
161 18th
AVE NE
1831
Wilson
BLVD N
321 18th
AVE NW
359 18th
AVE NE
1830 Wilson
BLVD N
115 18th
AVE NE
431 18th
AVE NE
261 18th
AVE NE
331 18th
AVE NW
411 18th
AVE NE
291 18th
AVE NE
171 18th
AVE NE
321 18th
AVE NE
141 18th
AVE NE
441 18th
AVE NE
1841
Wilson
BLVD N
391 18th
AVE NE
1840
Wilson
BLVD N
221 18th
AVE NE
1861 Wilson
BLVD N
221 18th
AVE NW
241 18th
AVE NE
1860
Wilson
BLVD N
1867 Wilson
BLVD N
1899 Wilson
BLVD N
1920 Wilson
BLVD N
410 20th
AVE NE
420 20th
AVE NW
180 20th
AVE NE
1940 Wilson
BLVD N
140 20th
AVE NW
240 20th
AVE NW
320 20th
AVE NW
1959 Wilson
BLVD N
280 20th
AVE NW
374 20th
AVE NW
1960 Wilson
BLVD N
240 20th
AVE NE
260 20th
AVE NE
310 20th
AVE NE
220 20th
AVE NW
340 20th
AVE NW
220 20th
AVE NE
260 20th
AVE NW
280 20th
AVE NE
1971 Wilson
BLVD N
390 20th
AVE NW
170 20th
AVE NE
440 20th
AVE NE
384 20th
AVE NE
140 20th
AVE NE
360 20th
AVE NE
120 20th
AVE NE
330 20th
AVE NE
106 20th
AVE NW
108 20th
AVE NE
107 20th
AVE NW
377 20th
AVE NW
2020 Wilson
BLVD N
121 20th
AVE NE
291 20th
AVE NW
273 20th
AVE NW
181 20th
AVE NW
261 20th
AVE NW
281 20th
AVE NW
167 20th
AVE NE
221 20th
AVE NE
321 20th
AVE NW
375 20th
AVE NW
141 20th
AVE NE
467 20th
AVE NE
161 20th
AVE NW
191 20th
AVE NE
2040 Wilson
BLVD N
441 20th
AVE NE
281 20th
AVE NE
261 20th
AVE NE
2045 Wilson
BLVD N
415 20th
AVE NE
361 20th
AVE NE
373 20th
AVE NE
321 20th
AVE NE
339 20th
AVE NW
111 20th
AVE NW
239 20th
AVE NE
2061
Wilson
BLVD N
2060 Wilson
BLVD N
141 20th
AVE NW
2071
Wilson
BLVD N
2081 Wilson
BLVD N
2082 Wilson
BLVD N
2175 Wilson
BLVD N
2130 Wilson
BLVD N
2179 Wilson
BLVD N
180 22nd
AVE NW
170 22nd
AVE NE
160 22nd
AVE NW
2187 Wilson
BLVD N
330 22nd
AVE NE
2160 Wilson
BLVD N
420 22nd
AVE NE
290 22nd
AVE NW
270 22nd
AVE NW
250 22nd
AVE NW
110 22nd
AVE NE
2191 Wilson
BLVD N
110 22nd
AVE NW
2170 Wilson
BLVD N
182 22nd
AVE NE
140 22nd
AVE NE
360 22nd
AVE NW
160 22nd
AVE NE
470 22nd
AVE NE
130 22nd
AVE NW
370 22nd
AVE NW
312 22nd
AVE NE
390 22nd
AVE NE
360 22nd
AVE NE
440 22nd
AVE NE
218 22nd
AVE NE
234 22nd
AVE NE
280 22nd
AVE NE
90 22nd
AVE NW
430 22nd
AVE NE
95 22nd
AVE NE
391 22nd
AVE NW
321 22nd
AVE NW
2211 Wilson
BLVD N
231 22nd
AVE NW
2222
Wilson
BLVD N
331 22nd
AVE NW
411 22nd
AVE NE
311 22nd
AVE NW
421 22nd
AVE NE
243 22nd
AVE NE
231 22nd
AVE NE
341 22nd
AVE NW
359 22nd
AVE NE
181 22nd
AVE NE
2230
Wilson
BLVD N
361 22nd
AVE NW
463 22nd
AVE NE
211 22nd
AVE NW
165 22nd
AVE NE
371 22nd
AVE NW
2231 Wilson
BLVD N
431 22nd
AVE NE
293 22nd
AVE NW
245 22nd
AVE NE
381 22nd
AVE NE
2240
Wilson
BLVD N
311 22nd
AVE NE
2275 Wilson
BLVD N
2280 Wilson
BLVD N
2281 Wilson
BLVD N
2308 Wilson
BLVD N
2311 Wilson
BLVD N
2310 Wilson
BLVD N
2335 Wilson
BLVD N
2330 Wilson
BLVD N
220 24th
AVE NE
130 24th
AVE NE
240 24th
AVE NW
220 24th
AVE NW
292 24th
AVE NW
330 24th
AVE NE
162 24th
AVE NW
270 24th
AVE NW
310 24th
AVE NW
360 24th
AVE NW
190 24th
AVE NW
168 24th
AVE NE
380 24th
AVE NW
110 24th
AVE NW
192 24th
AVE NE
260 24th
AVE NW
80 24th
AVE NW
50 24th
AVE NW
372 24th
AVE NE
460 24th
AVE NE
392 24th
AVE NE
122 24th
AVE NE
244 24th
AVE NE
90 24th
AVE NE
111 24th
AVE NW
407 24th
AVE NW
131 24th
AVE NE
373 24th
AVE NE
171 24th
AVE NE
191 24th
AVE NE
461 24th
AVE NE
441 24th
AVE NE
241 24th
AVE NE
391 24th
AVE NE
411 24th
AVE NE
191 24th
AVE NW
391 24th
AVE NW
121 24th
AVE NE
361 24th
AVE NW
12540
Immokalee RD
13260
Immokalee RD
13250
Immokalee RD
12802
Immokalee RD
13260 Immokalee RD
13260
Immokalee RD
13246
Immokalee RD
13062
Immokalee RD
384 Randall BLVD
13260
Immokalee RD
384 Randall BLVD
384 Randall BLVD
13240
Immokalee RD
2425 2nd
ST NW
13260 Immokalee RD
13245
Immokalee RD
POND
SITE 6-1
4.25 AC
POND
SITE 3-1
4.53 AC
POND
SITE 3-3
4.84 AC
POND
SITE 4-2
4.65 AC
POND
SITE 5-2
5.28 AC
6-3
1.92 AC
POND
SITE 6-3
2.57 AC
POND
SITE 3-2
4.38 AC
POND
SITE 1-1
4.52 AC
POND
SITE 2-1
4.52 AC
POND
SITE 3-4
3.48 AC
POND
SITE 2-2
4.31 AC
POND
SITE 5-4
2.48 AC
5-2
2.18 AC
POND
SITE 5-3
4.49 AC
POND
SITE 1-3
4.51 AC
POND
SITE 6-2
3.83 AC
Basin 1 Basin 2 Basin 3 Basin 4 Basin 5 Basin 6Well House 11 Well Vault 12 Well Vault 13 Well House 14 Well Vault 15 Well Vault 16
Well Vault 37
Well Vault 32
Well Vault 31 Well House 34
Legend
Potential Pond Site
Parcel Line
Basins
Identified Parcel Count
Well House/Vault
100 ft Well House Buffer
Roadway Elevation
Low Point
High Point
0 1,000 2,000500
Feet
¯Wilson Boulevard
Potential Pond Sites Exhibit
Original Print Size: 96" x 36"VBRXVBRX238RDUE 241POND
242POND
278POND 279POND
368POND314POND313POND
310RDUE309RDUE
308RDUE
315POND
450POND 451POND
452POND
WET POND
DRY
POND
Page 1683 of 4682
Pond Siting Report
Appendix B
Basin 3A and 3B Map and Photo Package
Jacobs Engineering Group Inc.
Jacobs
42
Page 1684 of 4682
LEGEND
Observation Point
® Survey Area
0 112.5
1:2,700
225 450
1 1 1 1 1
Feet
1 inch = 225 feet
Notes:
Surveyors: Felicia Kirby
Survey Date: 4/16/2025
Service Layer Credits: World Imagery: Earthstar Geographics
Aerial imagery: Collier County, 2025
VICINITY MAP
Immokalee Rd '
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• 3
Golden Gate Blvd W Golden Gate Blvd E
Wilson Boulevard Widening
Habitat Classification Survey
Collier County, Florida
1,j) Collier County Jacobs
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Page 1685 of 4682
ID: 19
Date: 4/16/2025
Notes:
Wilson Boulevard Widening
Habitat Classification Survey
DATA LOCATION
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* Collier County
Jacobs682
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12th AVE NW` 4k •12th AVElNE
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Wilson Boulevard Widening
Habitat Classification Survey
ID: 34
Date: 4/16/2025
Notes: 6" 10YR 5/1 no signs of hydrology. 5% stressed and dead cypress.
80% fern understory
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Page 1689 of 4682
ID: 35
Date: 4/16/2025
Notes: Cabbage palm fluccs
Wilson Boulevard Widening
Habitat Classification Survey
DATA LOCATION
\\d.1vsOl\GISProj\C\Colli.i ..nty\Wilson_BlvMMapFilea\Vand,rbilt_PhotoLogW-d,rbilt_PhotoLog.apn PhotoLog 4/21120252: 10 PM AGAWINAM Collier County Jacobs
Page 1690 of 4682
rl
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Wilson Boulevard Widening
Habitat Classification Survey
ID: 38
Date: 4/16/2025
Notes: Stressed and leaning cypress. Pine cabbage palm. No hydrology no soils
DATA LOCATION
\\d.1vsOl\GISProj\C\Colli.i ..nty\Wilson_BlvMMapFilea\Vand,rbilt_PhotoLogW-d,rbilt_PhotoLog.apr PhotoLog 4/21120252:40 PM AGAWINAM Collier County Jacobs
Page 1693 of 4682
Wilson Boulevard Widening
Habitat Classification Survey
ID: 39
Date: 4/16/2025
Notes: 40 % organic nodules 3/1 first 1 ". 4/1 3" then 5/2 311-6". Roots up to 6"
Canopy Cypress 30, cabbage palm 30, pine 20 percent
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Jacobs682
•ram c_ •t112th AVE NW"-+r
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ID: 53
Date: 4/16/2025
Notes: Oak cabbage palm and pine with understory of sabal palm
Wilson Boulevard Widening
Habitat Classification Survey
DATA LOCATION
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Page 1708 of 4682
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Wilson Boulevard Widening
Habitat Classification Survey
ID: 55
Date: 4/16/2025
Notes: 5/1 with 2/1 organic nodules 4" then 4/2 to 6" deep. Roots to 6"
Sword fern understory cabbage palm canopy
DATA LOCATION
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Collier County
Jacobs
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Page 1710 of 4682
Pond Siting Report
Appendix C
Pond Site 4-2 Map and Photo Package
Jacobs Engineering Group Inc.
Jacobs
43
Page 1711 of 4682
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Legend GOPHER TORTOISE SURVEY MAP
Q Active Burrow A Abandoned Burrow Basin 4 (Pond Site 4-2)
Q Active Juvenile Burrow 0 Right -of -Way
Surveyors: Felicia Kirby, Vanessa Davis
Q Active (maybe juvenile) Burrow Survey Dates: 8/28/2024 and 8/29/2024
Q Inactive Burrow Survey Notes: Pedestrian transects were performed east
O Inactive Juvenile Burrow to west approximately every 8-15 feet based on visibility.
The site experienced rain events within 24 hours of each survey.
Page 1712 of 4682
Parcel No. 37742200005
Basin 4: Pond Site 4-2
LOCATION ID: 1
Notes: Active Gopher Tortoise Burrow. Signs of activity.
Photo Date: 8/28/2024
Wilson Blvd Widening
Gopher Tortoise Survey
Page 1713 of 4682
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Parcel No. 37742200005
Basin 4: Pond Site 4-2
LOCATION ID: 4
Notes: Burrow, anticipated active, just rained last night but likely active.
Photo Date: 8/28/2024
,.
46%
Wilson Blvd Widening
Gopher Tortoise Survey
Page 1716 of 4682
Wilson Blvd Widening
Gopher Tortoise Survey
Parcel No. 37742200005
Basin 4: Pond Site 4-2
LOCATION ID: 5
Notes: Juvenile burrow, looks abandoned due to vegetation and lack of track marks
Photo Date: 8/28/2024
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Page 1717 of 4682
Parcel No. 37742200005
Basin 4: Pond Site 4-2
LOCATION ID: 6
Notes: Active Gopher Tortoise Burrow, large
Photo Date: 8/28/2024
F
Wilson Blvd Widening
Gopher Tortoise Survey
Page 1718 of 4682
Parcel No. 37742200005
Basin 4: Pond Site 4-2
LOCATION ID: 7
Notes: Active Gopher Tortoise Burrow, large
Photo Date: 8/28/2024
Wilson Blvd Widening
Gopher Tortoise Survey
Page 1719 of 4682
Wilson Blvd Widening
Gopher Tortoise Survey
Parcel No. 37742200005
Basin 4: Pond Site 4-2
LOCATION ID: 8
Notes: Burrow, anticipated active just hasn't come out today after rainstorm
Photo Date: 8/28/2024
Page 1720 of 4682
Parcel No. 37742200005
Basin 4: Pond Site 4-2
LOCATION ID: 9
Notes: Active Gopher Tortoise Burrow, medium size. Signs of activity today
Photo Date: 8/28/2024
L A r,
Wilson Blvd Widening
Gopher Tortoise Survey
Page 1721 of 4682
Parcel No. 37742200005
Basin 4: Pond Site 4-2
LOCATION ID: 10
Notes: Abandoned juvenile burrow
Photo Date: 8/28/2024
Wilson Blvd Widening
Gopher Tortoise Survey
Page 1722 of 4682
Parcel No. 37742200005
Basin 4: Pond Site 4-2
LOCATION ID: 11
Notes: Active gopher tortoise burrow, large
Photo Date: 8/28/2024
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is, -
3
Wilson Blvd Widening
Gopher Tortoise Survey
Page 1723 of 4682
Parcel No. 37742200005
Basin 4: Pond Site 4-2
LOCATION ID: 12
Notes: Active small, likely juvenile burrow
Photo Date: 8/28/2024
Wilson Blvd Widening
Gopher Tortoise Survey
Page 1724 of 4682
Parcel No. 37742200005
Basin 4: Pond Site 4-2
LOCATION ID: 13
Notes: Abandoned burrow
Photo Date: 8/28/2024
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v
IA
Wilson Blvd Widening
Gopher Tortoise Survey
Page 1725 of 4682
Parcel No. 37742200005
Basin 4: Pond Site 4-2
LOCATION ID: 14
Notes: Active gopher tortoise burrow, large. Signs of activity today.
Photo Date: 8/28/2024
1�
4 . P _'V.
Wilson Blvd Widening
Gopher Tortoise Survey
Page 1726 of 4682
Parcel No. 37742200005
Basin 4: Pond Site 4-2
LOCATION ID: 15
Notes: Active gopher tortoise burrow, large
Photo Date: 8/28/2024
Wilson Blvd Widening
Gopher Tortoise Survey
Page 1727 of 4682
Parcel No. 37742200005
Basin 4: Pond Site 4-2
LOCATION ID: 16
Notes: Active gopher tortoise burrow, medium size
Photo Date: 8/28/2024
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ip
Wilson Blvd Widening
Gopher Tortoise Survey
Page 1728 of 4682
Parcel No. 37742200005
Basin 4: Pond Site 4-2
LOCATION ID: 18
Notes: Possible burrow. If not one is anticipated around this are
Photo Date: 8/29/2024
Wilson Blvd Widening
Gopher Tortoise Survey
Page 1730 of 4682
Parcel No. 37742200005
Basin 4: Pond Site 4-2
LOCATION ID: 19
Notes: Abandoned juvenile burrow
Photo Date: 8/29/2024
Wilson Blvd Widening
Gopher Tortoise Survey
Page 1731 of 4682
Parcel No. 37742200005
Basin 4: Pond Site 4-2
LOCATION ID: 20
Notes: Looked abandoned but trails show someone is nearby
Photo Date: 8/29/2024
Wilson Blvd Widening
Gopher Tortoise Survey
14
Page 1732 of 4682
Parcel No. 37742200005
Basin 4: Pond Site 4-2
LOCATION ID: 21
Notes: Active gopher tortoise burrow
Photo Date: 8/29/2024
Wilson Blvd Widening
Gopher Tortoise Survey
Page 1733 of 4682
Parcel No. 37742200005
Basin 4: Pond Site 4-2
LOCATION ID: 23
Notes: Active gopher tortoise burrow, large
Photo Date: 8/29/2024
Wilson Blvd Widening
Gopher Tortoise Survey
Page 1735 of 4682
Parcel No. 37742200005
Basin 4: Pond Site 4-2
LOCATION ID: 26
Notes: Active burrow under hedges, likely in neighbors property
Photo Date: 8/29/2024
Ad
Wilson Blvd Widening
Gopher Tortoise Survey
Page 1738 of 4682
Parcel No. 37742200005
Basin 4: Pond Site 4-2
LOCATION ID: 27
Notes: Smaller burrow, looks abandoned
Photo Date: 8/29/2024
Wilson Blvd Widening
Gopher Tortoise Survey
Page 1739 of 4682
Parcel No. 37742200005
Basin 4: Pond Site 4-2
LOCATION ID: 29
Notes: Active gopher tortoise burrow. Signs of activity.
Photo Date: 8/29/2024
Wilson Blvd Widening
Gopher Tortoise Survey
Page 1741 of 4682
Parcel No. 37742200005
Basin 4: Pond Site 4-2
LOCATION ID: 30
Notes: Small burrow, maybe juvenile
Photo Date: 8/29/2024
Wilson Blvd Widening
Gopher Tortoise Survey
Page 1742 of 4682
Parcel No. 37742200005
Basin 4: Pond Site 4-2
LOCATION ID: 31
Notes: Very small burrow
Photo Date: 8/29/2024
Wilson Blvd Widening
Gopher Tortoise Survey
Page 1743 of 4682
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Parcel No. 37742200005
Basin 4: Pond Site 4-2
LOCATION ID: 33
Notes: Abandoned burrow with shell of dead tortoise
Photo Date: 8/29/2024
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Wilson Blvd Widening
Gopher Tortoise Survey
Page 1745 of 4682
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Parcel No. 37742200005
Basin 4: Pond Site 4-2
LOCATION ID: 36
Notes: Juvenile gopher tortoise burrow. Potentially occupied
Photo Date: 8/29/2024
Wilson Blvd Widening
Gopher Tortoise Survey
Page 1748 of 4682
Parcel No. 37742200005
Basin 4: Pond Site 4-2
LOCATION ID: 37
Notes: Potential burrow, however may not be anything
Photo Date: 8/29/2024
Wilson Blvd Widening
Gopher Tortoise Survey
Page 1749 of 4682
Parcel No. 37742200005
Basin 4: Pond Site 4-2
LOCATION ID: 38
Notes: Large burrow
Photo Date: 8/29/2024
Wilson Blvd Widening
Gopher Tortoise Survey
Page 1750 of 4682
Parcel No. 37742200005
Basin 4: Pond Site 4-2
LOCATION ID: 40
Notes: Gopher tortoise burrow, large
Photo Date: 8/29/2024
Wilson Blvd Widening
Gopher Tortoise Survey
Page 1752 of 4682
Parcel No. 37742200005
Basin 4: Pond Site 4-2
LOCATION ID: 41
Notes: Occupied burrow, large
Photo Date: 8/29/2024
1
Wilson Blvd Widening
Gopher Tortoise Survey
Page 1753 of 4682
Parcel No. 37742200005
Basin 4: Pond Site 4-2
LOCATION ID: 42
Notes: Large occupied burrow. Signs of recent activity.
Photo Date: 8/29/2024
Wilson Blvd Widening
Gopher Tortoise Survey
Page 1754 of 4682
Parcel No. 37742200005
Basin 4: Pond Site 4-2
LOCATION ID: 43
Notes: Occupied burrow
Photo Date: 8/29/2024
Wilson Blvd Widening
Gopher Tortoise Survey
Page 1755 of 4682
Parcel No. 37742200005
Basin 4: Pond Site 4-2
LOCATION ID: 44
Notes: Large active burrow
Photo Date: 8/29/2024
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W7
A
Wilson Blvd Widening
Gopher Tortoise Survey
Page 1756 of 4682
Parcel No. 37742200005
Basin 4: Pond Site 4-2
LOCATION ID: 45
Notes: Potential juvenile, inactive
Photo Date: 8/29/2024
Wilson Blvd Widening
Gopher Tortoise Survey
Page 1757 of 4682
Parcel No. 37742200005
Basin 4: Pond Site 4-2
LOCATION ID: 46
Notes: Juvenile burrow
Photo Date: 8/29/2024
f�
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Wilson Blvd Widening
Gopher Tortoise Survey
Page 1758 of 4682
Parcel No. 37742200005
Basin 4: Pond Site 4-2
LOCATION ID: 47
Notes: Abandoned collapsed burrow
Photo Date: 8/29/2024
Wilson Blvd Widening
Gopher Tortoise Survey
Page 1759 of 4682
Parcel No. 37742200005
Basin 4: Pond Site 4-2
LOCATION ID: 48
Notes: Occupied burrow
Photo Date: 8/29/2024
Wilson Blvd Widening
Gopher Tortoise Survey
16
Page 1760 of 4682
Parcel No. 37742200005
Basin 4: Pond Site 4-2
LOCATION ID: 49
Notes: Occupied burrow. Signs of activity.
Photo Date: 8/29/2024
Wilson Blvd Widening
Gopher Tortoise Survey
Page 1761 of 4682
Pond Siting Report
Appendix D
Pond Site 5-2 (Wet) Map and Photo Package
Jacobs Engineering Group Inc.
Jacobs
44
Page 1762 of 4682
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Active Burrow
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Active Juvenile Burrow
O
Active (maybe juvenile) Burrow
0
Inactive Burrow
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Inactive Juvenile Burrow
GOPHER TORTOISE SURVEY MAP
Right -of -Way Basin 5 (Pond Site 5-2)
Limits Not Surveyed
Surveyors: Felicia Kirby, Vanessa Davis
Survey Dates: 8/27/2024 and 8/29/2024
Survey Notes: Pedestrian transects were performed east to west
approximately every 8-10 feet based on visibility. The site
experienced rain events within 24 hours of each survey.
Page 1763 of 4682
Parcel No. 37742280009
Basin 5: Pond Site 5-2
LOCATION ID: 1
Notes: Active Gopher Tortoise Burrow
Photo Date: 8/27/2024
Wilson Blvd Widening
Gopher Tortoise Survey
Page 1764 of 4682
Parcel No. 37742280009
Basin 5: Pond Site 5-2
LOCATION ID: 2
Notes: Gopher Tortoise Burrow, looks active
Photo Date: 8/27/2024
Wilson Blvd Widening
Gopher Tortoise Survey
Page 1765 of 4682
Parcel No. 37742280009
Basin 5: Pond Site 5-2
LOCATION ID: 3
Notes: Active Gopher Tortoise Burrow
Photo Date: 8/27/2024
Wilson Blvd Widening
Gopher Tortoise Survey
Page 1766 of 4682
Parcel No. 37742280009
Basin 5: Pond Site 5-2
LOCATION ID: 4
Notes: Active Gopher Tortoise Burrow
Photo Date: 8/27/2024
Z}
Wilson Blvd Widening
Gopher Tortoise Survey
Page 1767 of 4682
Parcel No. 37742280009
Basin 5: Pond Site 5-2
LOCATION ID: 5
Notes: Active Gopher Tortoise Burrow
Photo Date: 8/27/2024
Wilson Blvd Widening
Gopher Tortoise Survey
Page 1768 of 4682
Parcel No. 37742280009
Basin 5: Pond Site 5-2
LOCATION ID: 7
Notes: Active Gopher Tortoise Burrow, Gopher Tortoise in Burrow
Photo Date: 8/27/2024
Wilson Blvd Widening
Gopher Tortoise Survey
Page 1770 of 4682
Parcel No. 37742280009
Basin 5: Pond Site 5-2
LOCATION ID: 8
Notes: Active Gopher Tortoise Burrow
Photo Date: 8/27/2024
Wilson Blvd Widening
Gopher Tortoise Survey
,d
Page 1771 of 4682
Parcel No. 37742280009
Basin 5: Pond Site 5-2
LOCATION ID: 9
Notes: Active Gopher Tortoise Burrow
Photo Date: 8/24/2024
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Wilson Blvd Widening
Gopher Tortoise Survey
Page 1772 of 4682
Parcel No. 37742280009
Basin 5: Pond Site 5-2
LOCATION ID: 10
Notes: Small gopher tortoise burrow, may be considered juvenile
Photo Date: 8/27/2024
Wilson Blvd Widening
Gopher Tortoise Survey
Page 1773 of 4682
Parcel No. 37742280009
Basin 5: Pond Site 5-2
LOCATION ID: 11
Notes: Active gopher tortoise burrow
Photo Date: 8/27/2024
A! Oro. .�
yf ar
Wilson Blvd Widening
Gopher Tortoise Survey
Page 1774 of 4682
Parcel No. 37742280009
Basin 5: Pond Site 5-2
LOCATION ID: 12
Notes: Active gopher tortoise burrow, IargE
Photo Date: 8/27/2024
Wilson Blvd Widening
Gopher Tortoise Survey
Page 1775 of 4682
Parcel No. 37742280009
Basin 5: Pond Site 5-2
LOCATION ID: 13
Notes: Active gopher tortoise burrow
Photo Date: 8/27/2024
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s
Wilson Blvd Widening
Gopher Tortoise Survey
Page 1776 of 4682
Parcel No. 37742280009
Basin 5: Pond Site 5-2
LOCATION ID: 14
Notes: Active gopher tortoise burrow
Photo Date: 8/27/2024
Wilson Blvd Widening
Gopher Tortoise Survey
Page 1777 of 4682
Parcel No. 37742280009
Basin 5: Pond Site 5-2
LOCATION ID: 15
Notes: Active gopher tortoise burrow
Photo Date: 8/27/2024
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Wilson Blvd Widening
Gopher Tortoise Survey
Page 1778 of 4682
Parcel No. 37742280009
Basin 5: Pond Site 5-2
LOCATION ID: 16
Notes: Active gopher tortoise burrow
Photo Date: 8/27/2024
E
FA
FA
l4
Wilson Blvd Widening
Gopher Tortoise Survey
Page 1779 of 4682
Parcel No. 37742280009
Basin 5: Pond Site 5-2
LOCATION ID: 17
Notes: Active gopher tortoise burrow, large
Photo Date: 8/29/2024
I ► -
tL
Wilson Blvd Widening
Gopher Tortoise Survey
Page 1780 of 4682
Parcel No. 37742280009
Basin 5: Pond Site 5-2
LOCATION ID: 18
Notes: Active gopher tortoise burrow, large
Photo Date: 8/29/2024
Wilson Blvd Widening
Gopher Tortoise Survey
Page 1781 of 4682
Parcel No. 37742280009
Basin 5: Pond Site 5-2
LOCATION ID: 19
Notes: Active gopher tortoise burrow, large
Photo Date: 8/29/2024
Wilson Blvd Widening
Gopher Tortoise Survey
Page 1782 of 4682
Parcel No. 37742280009
Basin 5: Pond Site 5-2
LOCATION ID: 20
Notes: Active gopher tortoise burrow, large
Photo Date: 8/29/2024
Wilson Blvd Widening
Gopher Tortoise Survey
!rl IT. .. 9 1 Y
Page 1783 of 4682
Parcel No. 37742280009
Basin 5: Pond Site 5-2
LOCATION ID: 21
Notes: Active gopher tortoise burrow, large
Photo Date: 8/29/2024
Wilson Blvd Widening
Gopher Tortoise Survey
Page 1784 of 4682
Parcel No. 37742280009
Basin 5: Pond Site 5-2
LOCATION ID: 23
Notes: Active gopher tortoise burrow, large
Photo Date: 8/29/2024
Wilson Blvd Widening
Gopher Tortoise Survey
Page 1786 of 4682
Parcel No. 37742280009
Basin 5: Pond Site 5-2
LOCATION ID: 24
Notes: Active gopher tortoise burrow, large. Small burrow adjacent.
Photo Date: 8/29/2024
Wilson Blvd Widening
Gopher Tortoise Survey
Page 1787 of 4682
Parcel No. 37742280009
Basin 5: Pond Site 5-2
LOCATION ID: 25
Notes: Active gopher tortoise burrow, large
Photo Date: 8/29/2024
M i
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ti �
Wilson Blvd Widening
Gopher Tortoise Survey
Page 1788 of 4682
Parcel No. 37742280009
Basin 5: Pond Site 5-2
LOCATION ID: 26
Notes: Active gopher tortoise burrow, large
Photo Date: 8/29/2024
5 u i
Wilson Blvd Widening
Gopher Tortoise Survey
Page 1789 of 4682
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40
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Parcel No. 37742280009
Basin 5: Pond Site 5-2
LOCATION ID: 28
Notes: Active gopher tortoise burrow, large
Photo Date: 8/29/2024
Wilson Blvd Widening
Gopher Tortoise Survey
Page 1791 of 4682
Parcel No. 37742280009
Basin 5: Pond Site 5-2
LOCATION ID: 29
Notes: Active gopher tortoise burrow, large
Photo Date: 8/29/2024
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Wilson Blvd Widening
Gopher Tortoise Survey
Page 1792 of 4682
Parcel No. 37742280009
Basin 5: Pond Site 5-2
LOCATION ID: 30
Notes: Active gopher tortoise burrow, large
Photo Date: 8/29/2024
L�
Wilson Blvd Widening
Gopher Tortoise Survey
Page 1793 of 4682
Parcel No. 37742280009
Basin 5: Pond Site 5-2
LOCATION ID: 31
Notes: Active gopher tortoise burrow, large
Photo Date: 8/29/2024
Wilson Blvd Widening
Gopher Tortoise Survey
Page 1794 of 4682
Parcel No. 37742280009
Basin 5: Pond Site 5-2
LOCATION ID: 32
Notes: Occupied burrow
Photo Date: 8/29/2024
k - -
Wilson Blvd Widening
Gopher Tortoise Survey
Page 1795 of 4682
Parcel No. 37742280009
Basin 5: Pond Site 5-2
LOCATION ID: 33
Notes: Occupied burrow
Photo Date: 8/29/2024
WIN,
Wilson Blvd Widening
Gopher Tortoise Survey
Page 1796 of 4682
Parcel No. 37742280009
Basin 5: Pond Site 5-2
LOCATION ID: 34
Notes: Occupied burrow
Photo Date: 8/29/2024
A
Wilson Blvd Widening
Gopher Tortoise Survey
Page 1797 of 4682
Parcel No. 37742280009
Basin 5: Pond Site 5-2
LOCATION ID: 35
Notes: Unoccupied burrow, looks inactive
Photo Date: 8/29/2024
Wilson Blvd Widening
Gopher Tortoise Survey
Page 1798 of 4682
Parcel No. 37742280009
Basin 5: Pond Site 5-2
LOCATION ID: 36
Notes: Large occupied burrow
Photo Date: 8/29/2024
r
Wilson Blvd Widening
Gopher Tortoise Survey
�j
Page 1799 of 4682
Parcel No. 37742280009
Basin 5: Pond Site 5-2
LOCATION ID: 37
Notes: Occupied, not sure if this is another entrance to the same burrow
Photo Date: 8/29/2024
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Wilson Blvd Widening
Gopher Tortoise Survey
Page 1800 of 4682
Parcel No. 37742280009
Basin 5: Pond Site 5-2
LOCATION ID: 38
Notes: Large burrow
Photo Date: 8/29/2024
,dr
re
Wilson Blvd Widening
Gopher Tortoise Survey
Page 1801 of 4682
Wilson Blvd Widening
Gopher Tortoise Survey
Parcel No. 37742280009
Basin 5: Pond Site 5-2
LOCATION ID: 39
Notes: Occupied burrow
Photo Date: 8/29/2024
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Page 1802 of 4682
Wilson Blvd Widening
Gopher Tortoise Survey
Parcel No. 37742280009
Basin 5: Pond Site 5-2
LOCATION ID: 40
Notes: Pine needles indicate no gopher tortoise was out today, possibly inactive burrow
Photo Date: 8/29/2024
Page 1803 of 4682
Parcel No. 37742280009
Basin 5: Pond Site 5-2
LOCATION ID: 41
Notes: Occupied burrow, may be juvenile or just above juvenile
Photo Date: 8/29/2024
Wilson Blvd Widening
Gopher Tortoise Survey
Page 1804 of 4682
Parcel No. 37742280009
Basin 5: Pond Site 5-2
LOCATION ID: 42
Notes: Large occupied burrow
Photo Date: 8/29/2024
Wilson Blvd Widening
Gopher Tortoise Survey
Page 1805 of 4682
Parcel No. 37742280009
Basin 5: Pond Site 5-2
LOCATION ID: 43
Notes: Large active burrow
Photo Date: 8/29/2024
Wilson Blvd Widening
Gopher Tortoise Survey
Page 1806 of 4682
Parcel No. 37742280009
Basin 5: Pond Site 5-2
LOCATION ID: 44
Notes: Large active burrow
Photo Date: 8/29/2024
-47
ili+ �
Wilson Blvd Widening
Gopher Tortoise Survey
Page 1807 of 4682
Parcel No. 37742280009
Basin 5: Pond Site 5-2
LOCATION ID: 45
Notes: Occupied burrow
Photo Date: 8/29/2024
Wilson Blvd Widening
Gopher Tortoise Survey
Page 1808 of 4682
Parcel No. 37742280009
Basin 5: Pond Site 5-2
LOCATION ID: 46
Notes: Occupied burrow
Photo Date: 8/29/2024
Wilson Blvd Widening
Gopher Tortoise Survey
Page 1809 of 4682
Pond Siting Report
Appendix E
Wilson Boulevard Corridor ROW Impacts Exhibit
Jacobs Engineering Group Inc.
Jacobs
45
Page 1810 of 4682
POT STA. 20+00.0020 21 22 23 24 25 26 27 28 29 30 31 32 33 34 35 36 37 38 39 40 41 42 43 44 45 46 47 48 49 50 51 52 53 54 55 56 57 58 59 60 61 62 63 64 65 66 67 68 69 70 71 72 73 74 75 76 77 78 79 80 81 82 83 84 85 86 87 88 89 90 91 92 93 94 95 96 97 98 99 100 101 102 103 104 105 106 107 108 109 110 111 112 113
112 113 114 115 116 117 118 119 120 121 122 123 124 125 126 127 128 129 130 131 132 133 134 135 136 137 138 139 140 141 142 143 144 145 146 147 148 149 150 151 152 153 154 155 156 157 158 159 160 161 162 163 164 165 166 167 168 169 170 171 172 173 174 175 176 177 178 179 180 181 182 183 184 185 186 187 188 189 POT STA. 189+66.22WILSON BLVD
WILSON BLVD VANDERBILT BEACH RD (CR-862)VANDERBILT BEACH RD (CR-862)12TH AVE NW10TH AVE NWWilson Blvd
IMMOKALEE ROAD24TH AVE NW22TH AVE NW20TH AVE NW18TH AVE NWJUNG BLVD W16TH AVE NW14TH AVE NW14TH AVE NW12TH AVE NW10TH AVE NWGOLDEN GATE BLVD W/E85'
90'
95'
100'
85'
90'
95'
100'
85'
90'
95'
100'
85'
90'
95'
100'
CORRIDOR
160' ROW
60' - 50' FROM EDGE OF 160' CORRIDOR
50' - 40' FROM EDGE OF 160' CORRIDOR
40' - 30' FROM EDGE OF 160' CORRIDOR
30' - 20' FROM EDGE OF 160' CORRIDOR
20' - 0' FROM EDGE OF 160' CORRIDOR
PROPERTY BOUNDARIES OBTAINED BY CCPANFeet
200400WELL HOUSE OFFSET 71'
WELL HOUSE OFFSET 61'WELL HOUSE OFFSET 61'WELL HOUSE OFFSET 53'
WELL HOUSE OFFSET 58'WELL HOUSE OFFSET 61'
GAS STATION OFFSET 71'
OFFSET: 132-80 = 52'
OFFSET: 113-80 = 33'
OFFSET: 129-80 = 49'
OFFSET: 132-80 = 52'
OFFSET: 113-80 = 33'
OFFSET: 125-80 = 45'OFFSET: 128-80 = 48'OFFSET: 123-80 = 43'
OFFSET: 107-80 = 27'
OFFSET: 110-80 = 30'
OFFSET: 124-80 = 44'
OFFSET: 128-80 = 48'
OFFSET: 124-80 = 44'
OFFSET: 108-80 = 28'
OFFSET: 112-80 = 32'
OFFSET: 118-80 = 38'
OFFSET: 129-80 = 49'
OFFSET: 81-1 = 1'
OFFSET: 131-80 = 51'
Page 1811 of 4682
Pond Siting Report
Jacobs
Appendix F
Pond Siting Report - Wilson Boulevard Corridor Study (2022)
Jacobs Engineering Group Inc.
46
Page 1812 of 4682
.;acobs
Subject
Preliminary Pond Siting Analysis
Project Name
Wilson Boulevard Corridor Study
Attention
Lorraine Lantz, AICP
From
Angela Shepard, P.E.
Date
December 7, 2021
1. Introduction
Memorandum
5801 Pelican Bay Boulevard
Suite 505
Naples, FL 34108
United States
T +1.239.596.1715
F +1.239.596.2579
www.jacobs.com
Collier County initiated the Wilson Boulevard Corridor Study to evaluate future corridor improvements to
widen Wilson Boulevard North (Wilson Boulevard), from Immokalee Road (CR 846) to Golden Gate
Boulevard (CR 876), from a two-lane undivided facility to a four -lane divided roadway with curb and
gutter. This memorandum documents the preliminary pond siting evaluation of stormwater recom-
mendations and options for Collier County on the type, design, and Location of the stormwater
management facilities for the proposed improvements. The analysis consisted of the following:
■ Calculate the probable pervious and impervious areas associated with the project improvements
■ Calculate the preliminary treatment requirements of the proposed improvements with considerations
for discharge points and whether the receiving water bodies are impaired
■ Assess soils and land use information and define potential drainage basins along the 3.22-mile-long
corridor
■ Identify potential pond site Locations and sizes based on estimated water quality and water quantity
requirements
■ Assess impacts for each option
ALL elevations used in calculations and maps in this document are based on the North American Vertical
Datum of 1998 (NAVD), unless specified otherwise. Any supporting data based on the National Geodetic
Vertical Datum of 1929 (NGVD) was converted using the following equation:
NAVD = NGVD — 1.3'
2. Design Criteria
The Wilson Boulevard corridor drains to the Cypress and Corkscrew Canals within the North Golden Gate
Basin, Water Basin Identification (WBID) 3278S, which is in the Big Cypress area of Collier County and
within the jurisdiction of the South Florida Water Management District (SFWMD). The preliminary design
of stormwater management systems for this project is regulated by the rules and criteria set forth by
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Preliminary Pond Siting Analysis
SFWMD and the Florida Department of Environmental Protection (FDEP). This section outlines the
requirements to meet water quality and quantity standards.
The project area does not traverse or discharge to any designated Outstanding Florida Water (OFW) as
defined in Chapter 62-302 of the Florida Administrative Code (FAC). All other water traversed by this
proposed study area have been designated Class III waters.
North Golden Gate Sub -Basin (WBID 32785) is impaired for dissolved oxygen, with total nitrogen as the
causative pollutant. Although there is not a current Total Maximum Daily Load or Basin Management
Action Plan established, additional protective measures must be incorporated into the project
improvements to provide reasonable assurance that the proposed discharge will not cause or contribute to
violations of state water quality standards. Additional protective measures required by SFWMD include a
site -specific pollutant loading analysis and an additional 50 percent water quality treatment volume.
2.1 Potential Permits
The following permits are anticipated for this project:
■ National Pollutant Discharge Elimination System General Permit (FDEP)
• Section 404 Individual Permit (FDEP)
• Individual Environmental Resource Permit (ERP) (SFWMD)
2.2 SFWMD Attenuation/Water Quantity Criteria
All basins within the study area are open basins. The SFWMD discharge rate criteria are as follows:
■ The offsite discharge rate is limited to rates not causing adverse impacts to off -site properties, and:
— Historic discharge rates; or
— Rates determined in previous Agency permit actions; or
— Rates specified in SFWMD criteria.
A design storm event of 25-year frequency over 72 -hour duration shall be used to compute the
discharge rates.
— Stormwater attenuation for reconstruction of the existing roadway requires the proposed ponds
attenuate the difference between the 25-year/72-hour pre- versus post -discharge rate.
2.3 Collier County Attenuation/Water Quantity Criteria
The study area is within basins where the maximum allowable discharge rates were approved in 2016. It is
anticipated these criteria will not apply because the Wilson Boulevard Corridor project involves the
proposed reconstruction of an existing roadway. The 2016 discharge rates are as follows:
■ Cypress Canal Basin 0.06 cubic feet per second per acre (cfs/acre)
■ Corkscrew Canal Basin 0.04 cfs/acre
2.4 SFWMD ERP Treatment/Water Quality Criteria
Retention, detention, or a combination of both in the overall system have the following volumetric
requirements:
Wet detention volume provided for the greater of the first 1 inch of runoff over the drainage area or
2.5 inches of runoff over the impervious area (excluding water bodies)
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Preliminary Pond Siting Analysis
■ Dry detention volume provided equal to 75 percent of referenced amounts for wet detention
■ Retention volume provided equal to 50 percent of the referenced amounts for wet detention
2.5 SFWMD Land Use and Coverage Criteria
Projects having greater than 40 percent impervious area and that discharge directly to the Big Cypress
area of Collier County are required to provide at least 0.5 inch of dry detention or retention pretreatment
as part of the required retention/detention.
Pursuant to subsection 62-555.312(3), FAC, stormwater retention and detention systems are classified as
moderate sanitary hazards with respect to public and private drinking water wells. New stormwater
treatment facilities are not allowed within 100 feet of a public drinking water well nor within 75 feet of a
private drinking water well. However, per Collier County correspondence, a 300-foot-wide buffer to an
existing public water supply well may also be required and has been applied as a constraint to this
evaluation (Abbot, pers. comm. 2021).
2.6 SFWMD Wet Retention/Detention Area Dimensional Criteria (Measured at or
from the Control Elevation)
■ Area: 0.5-acre minimum
■ Width: 100-foot minimum for linear areas in excess of 200 feet length; irregular -shaped areas may
have narrower reaches but have to average at least 100 feet
■ Depth: minimum shallow, littoral area (portion of detention bodies shallower than 6 feet) must be the
Lesser of 20 percent of the wet detention area or 2.5 percent of the total of the detention area
(including side slopes) plus the basin contributing area
■ Side slopes no steeper than 1:4 (vertical: horizontal) from top of bank out to a minimum depth of
2 feet below the control elevation
2.7 Floodplain/FLoodway Involvement
The Federal Emergency Management Agency flood insurance rate maps (FEMA 2005) for Collier County
(Panel Numbers 12021 CO240H and 12021 C0430H) indicate the study area is located within Zones AE
and Zone AH of the 100-year floodplain (base flood elevation ranges from EL 13 to EL 14 NAVD).
SFWMD requires no net encroachment into the floodplain, between the average wet season water table
and that encompassed by the 100-year event, which will adversely affect the existing rights of others.
Because the proposed Wilson Boulevard roadway improvements are anticipated to reduce floodplain
storage, the proposed stormwater pond sites and roadside swales will need to provide compensating
storage to demonstrate no net decrease in floodplain storage.
2.8 Methodology to Meet Water Quantity (Attenuation) and Water Quality
(Treatment) Criteria
The methodology to meet water quantity and water quality criteria for the Wilson Boulevard study area is
as follows:
■ Identify total pond storage requirements for each basin within the study area
— Establish the preliminary treatment requirements of the proposed improvements
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Preliminary Pond Siting Analysis
• Calculate the probable pervious and impervious areas associated with the project
improvements and apply SFWMD criteria with an additional 50 percent to account for
impaired receiving waterbody
• Perform preliminary nutrient analysis to identify types of stormwater facilities and best
management practices with sufficient nutrient removal efficiencies capable of meeting net
improvement standards
— Determine pre- and post -development runoff volumes from potential drainage basins along the
3.22-mile-long corridor and pond sites
• Identify precipitation amount for the 25-year, 72-hour storm using the 3-Day Rainfall;
25-Year Return Period Isohyetal Maps referenced in Appendix C of the SFWMD ERP
Applicant's Handbook Volume II (SFWMD 2016)
• Estimate the pre -development and post -development runoff, using Soil Conservation Service
(SCS) Runoff Curve Number (CN) Method sited in Soil Conservation Service Technical Release
55 Method (NRCS 1986) and SFWMD ERP Applicant's Handbook Volume II
■ Identify pond discharge points and existing tailwater conditions
— Use simulated 25-year/5-day stage hydrographs for estimated normal water levels and peak
stages of Cypress Canal and Corkscrew Canal
— Include a positive drainage gradient above canal normal water levels for wet detention pond
control elevations based on distance from discharge point
■ Identify stormwater pond sites
— Review available geographic information system (GIS) data to identify vacant and undeveloped
parcels outside the existing right-of-way (ROW) for potential pond sites
Avoid existing public water supply wells and associated 300-foot-wide buffer per County
instruction
• Avoid wetland and floodplain impacts, unless other alternative sites would affect residences,
businesses, or public water supply wells
• Evaluate potential pond sites for impacts to physical, environmental, and hydrologic impacts
to determine the preferred pond site alternative
— Use maximum treatment and attenuation estimates
— Estimate site -specific storage height
• For dry detention/retention, review available soils and GIS data to estimate seasonal high
water table (SHWT) and set pond bottom elevation for minimum vertical clearance
• For wet detention, set normal water level based on tailwater constraints
Set wet detention and dry retention/detention pond site berm elevations at or below
minimum allowable proposed roadway profile elevations anticipated to be 2 to 3 feet above
existing grade and check
— Estimate required pond area (acres)
• Required pond size (acres) based on storage height and required volumes
• Include 15% contingency for preliminary information
• Compare to identified sites parcel sizes (acres)
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3. Existing Drainage Patterns
The existing Wilson Boulevard typical section is a two-lane undivided rural roadway. Runoff from the
roadway drains to roadside ditches that ultimately discharge to the nearby canals, directly or via side
streets. Approximate onsite basin divides were developed based on canal locations, drainage structures,
12-digit hydrologic unit sub -basin maps, 2-foot LIDAR' contour elevations, and the Collier County
Stormwater Management Facilities GIS database.
3.1 Basins 1 and 2 (from Golden Gate Boulevard to Cypress Canal)
Wilson Boulevard, from Golden Gate Boulevard to Cypress Canal, is within the Curry Island Drain sub -basin
and generally drains north to the Cypress Canal. Although some adjacent properties appear to include
depressional or wetland areas, the roadside ditches provide continuous conveyance within the existing
ROW to the Cypress Canal. According to LIDAR contours, existing Wilson Boulevard elevations range
between 12 and 14 feet.
3.2 Basins 3, 4, 5, and 6 (from Cypress Canal to Immokalee Road)
North of the Cypress Canal to Immokalee Road, Wilson Boulevard is located along the boundary between
two sub -basins, Horsepen Slough (to Corkscrew Canal) to the east and Curry Island Drain (to Curry Canal)
to the west. Wilson Boulevard is approximately 1 mile east of Curry Canal and 3/8 of a mile west of
Corkscrew Canal. In this segment, Wilson Boulevard is traversed by nine side streets (10th Avenue to 24th
Avenue) that extend east and west, terminating at the Curry and Corkscrew Canals, respectively. Because
there are no existing side drains at the traversing side streets that would continue conveyance along
Wilson Boulevard north -south, each side street crossing serves as a natural drainage divide and discharge
point. For purposes of this evaluation, Wilson Boulevard from Cypress Canal to Immokalee Road was sub-
divided into four basins, with divides at 14th Avenue, 18th Avenue, and 22nd Avenue.
3.2.1 Basin 3 (from Cypress Canal to 14th Avenue)
The existing Wilson Boulevard profile contains primarily flat slopes in this area and has an elevation near
12 feet.
3.2.2 Basin 4 (from 14th Avenue to 18th Avenue)
The existing Wilson Boulevard profile contains primarily flat slopes in this area and has elevations between
12 and 12.5 feet.
3.2.3 Basin 5 (from 18th Avenue to 22nd Avenue)
The existing Wilson Boulevard profile contains primarily flat slopes in this area and has elevations between
12 and 13 feet.
3.2.4 Basin 6 (from 22nd Avenue to Immokalee Road)
North of 22nd Avenue, the existing Wilson Boulevard profile elevations increase from 13 to 14 feet near
24th Avenue, and up to 15 feet at the tie-in with Immokalee Road.
1
LIDAR stands for light detection and ranging.
PPS1105211510SWF
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Preliminary Pond Siting Analysis
4. Proposed Drainage Patterns
The Wilson Boulevard proposed typical section consists of four 11-foot-wide lanes with 5-foot-wide bike
Lanes, curb and gutter, a 6-foot-wide sidewalk on the west side of the road, a 10-foot-wide pathway on the
east side of the road, a 22-foot-wide grassed median, and grassed ditches on each exterior of the road for
a total 165-foot proposed ROW width. The proposed exterior ditches would maintain existing offsite
drainage patterns within the ROW by maintaining the hydraulic connections to the existing side street
ditches. Runoff from the proposed roadway would drain to a closed storm sewer system along the
proposed curb and gutter and conveyed to the proposed pond sites for water quality treatment and water
quantity attenuation. Where feasible, three or more potential pond sites were identified within each basin
based on a variety of factors including site -specific estimated storage volume requirements, soils
conditions, GIS contour elevations, discharge points, tailwater conditions, and physical impacts. However,
sites that would impact occupied residential properties or public water supply wellheads were removed
from consideration. Attachment 1 includes the proposed basin divides and potential pond site locations.
4.1 Basin 1 (from Golden Gate Boulevard to Station 66+30)
Proposed pond sites for Basin 1 would outfall directly to the Cypress Canal. Two potential pond sites were
identified for Basin 1 along the eastern side of Wilson Boulevard to avoid impacts to numerous water
supply wells. Piped conveyance systems to and from the potential Basin 1 pond sites would be located
within the Wilson Boulevard ROW because no other options (that is, public side streets) are available.
4.2 Basin 2 (from Station 66+30 to Cypress Canal)
Proposed pond sites for Basin 2 would outfall directly to the Cypress Canal. Four potential pond sites were
identified for Basin 2 to avoid impacts to numerous water supply wells and minimize distance to the canal.
Piped conveyance systems to the potential Basin 2 pond sites would be located within the Wilson
Boulevard ROW and/or easements should the location of the proposed ponds not be adjacent to Wilson
Boulevard. The Pond 2 outfall pipes to the Cypress Canal may be located within the Wilson Boulevard
ROW or within easements along 2nd Street NE to the Cypress Canal.
4.3 Basin 3 (from Cypress Canal to 14th Avenue)
Depending on the pond site location, Basin 3 could outfall directly to either the Cypress Canal or
Corkscrew Canal. Three potential pond sites were identified to avoid the future Vanderbilt Beach Road
Extension facilities. Piped conveyance systems to the potential Basin 3 pond sites would be located within
the Wilson Boulevard ROW, and possibly along easements within the side streets should the location of
the proposed ponds not be adjacent to Wilson Boulevard. The Pond 3 outfall conveyance pipes could be
Located either within proposed Wilson Boulevard ROW or within easements along 10th Avenue NE to
Cypress Canal or 12th Avenue NE to Corkscrew Canal.
4.4 Basin 4 (from 14th Avenue to 18th Avenue)
Proposed pond sites for Basin 4 outfall directly to the Corkscrew Canal. Two potential pond sites were
identified along the Cypress Canal and side streets, away from the public water supply wells. Depending on
the pond site location, piped conveyance systems to and from the potential Basin 4 pond sites would be
Located within the Wilson Boulevard ROW and possibly along easements within either 16th Avenue NE to
the Corkscrew Canal or Jung Boulevard E to the Corkscrew Canal.
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Preliminary Pond Siting Analysis
4.5 Basin 5 (from 18th Avenue to 22nd Avenue)
Proposed pond sites for Basin 5 outfall directly to the Corkscrew Canal. Four potential pond sites were
identified along Wilson Boulevard and side streets. Depending on the pond site location, piped convey-
ance systems to the potential Basin 5 pond sites would be located within the Wilson Boulevard ROW and
possibly along easements within the nearby side streets. The Pond 5 outfall pipes would be located within
easements either along 18th Avenue NE to Corkscrew Canal or 20th Avenue NE to Corkscrew Canal.
4.6 Basin 6 (from 22nd Avenue to Immokalee Road)
Proposed pond sites for Basin 6 outfall directly to the Corkscrew Canal. Three potential pond sites were
identified along Wilson Boulevard and side streets, away from the Immokalee Road frontage. Depending
on the pond site location, piped conveyance systems to the potential Basin 6 pond sites would be located
within the Wilson Boulevard ROW and possibly along easements within the nearby side streets. The Pond 6
outfall pipes would be located within easements either along 22nd Avenue NE to Corkscrew Canal or 24th
Avenue NE to Corkscrew Canal.
4.7 Basin Summary
Table 1 lists total dry pre-treatment and wet detention pond storage requirements estimated for each
basin and pond site based on probable pervious and impervious areas associated with the project
improvements and resulting required water quality and water quantity volumes. Attachment 2 includes
site -specific basin calculations.
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Table 1. Basin and Pond Volume Requirements
Basin
From Sta
To Sta
Length (feet)
Pond Site
ID
Total Basin
Area
(acres)
Impervious
Area
(acres)
Water Quality
Required
(acre-feet)
Water Quality
+50%
(acre-feet)
0.5" Dry Pre-
treatment
(acre-feet)
Attenuation
Required
(acre-feet)
Total Wet Pond
Volume
(acre-feet)
1
37+00
66+30
2,930
1-1
16.58
5.68
1.38
2.07
0.69
3.84
5.23
1-2
15.47
1.29
1.93
0.64
4.63
5.92
2
66+30
96+10
2,980
2-1
14.48
5.37
1.21
1.81
0.60
3.20
4.41
2-2
14.38
1.20
1.80
0.60
3.13
4.33
2-3
15.05
1.25
1.88
0.63
3.20
4.45
2-4
15.29
1.27
1.91
0.64
4.11
5.38
3
96+10
129+30
3,320
3-1
16.03
6.98
1.45
2.18
0.67
3.89
5.40
3-2
15.53
1.45
2.18
0.65
3.11
4.64
3-3
16.05
1.45
2.18
0.67
3.11
4.62
4
129+30
155+80
2,650
4-1
14.24
5.98
1.24
1.87
0.59
3.23
4.50
4-2
13.31
1.24
1.87
0.55
3.70
5.01
5
155+80
182+20
2,640
5-1
15.22
5.56
1.27
1.90
0.63
4.09
5.36
5-2
13.55
1.16
1.74
0.56
4.20
5.37
5-3
15.84
1.32
1.98
0.66
5.84
7.16
5-4
15.39
1.28
1.92
0.64
5.86
7.15
6
182+20
205+00
2,280
6-1
11.22
5.11
1.06
1.60
0.47*
3.44
5.04*
6-2
10.79
1.06
1.60
0.45*
3.07
4.66*
6-3
11.95
1.06
1.60
0.50
3.38
4.48
* In Basin 6, Sites 6-1 and 6-2 do not accommodate dry pre-treatment. Corresponding total wet pond volumes reflect the volume required without dry pre-treatment.
PPS1105211510SWF
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Preliminary Pond Siting Analysis
5. Potential Pond Sites
Table 2a through 2f summarizes the details and considerations related to each site within Basins 1
through 6, respectively. For pond sites to remain viable in cases where Available Parcel Area is less than
Estimated Pond Area with 15% Contingency, additional roadway profile adjustments may be required and
are described in the Comments, Advantages and Disadvantages. Attachment 3 provides calculations for
pond size estimates. Attachment 4 provides additional supporting documentation.
Table 2a. Potential Pond Sites Matrix — Basin 1
Factors
Pond Site 1-1
Pond Site 1-2
1. Estimated Pond Area
5.5
4.4
2. Pond Area with 15% Contingency
6.3
5.0
3. Available Parcel Area (acre),
5.8
4.9
excluding areas within 300 feet of
public water supply well
4. Parcel ID
3728056003, 3728048002,
37280800006, 37280920009,
3728044000
37280760007
5. Land Use
Vacant Residential, Wooded
Vacant Residential, Wooded
6. Proximity to outfall
3,800 linear feet (LF)
2,500 LF
7. Proximity to farthest onsite basin
2,050 LF
3,300 LF
extent
8. Accessibility
Maintenance and pipes to/from
Maintenance and pipes to/from
Wilson Boulevard
Wilson Boulevard
9. Easements Required
N/A
N/A
10. Soils;
A/D, C/D;
A/D;
Estimated SHWT
EL 11.0
EL 10.5
11.NWL/Dry Bot.EL
EL 12.0 / EL 12.0
EL11.2/EL11.5
12. Estimated Wetlands Impacts
Direct Impact: 5.8 acres
N/A
Secondary Impacts
13. Public Water Supply Well Proximity
300-foot-wide protection zone within
300-foot-wide protection zone
or adjacent to parcel
within or adjacent to parcel
14. Private Well Proximity Potential
Yes, pond site adjacent to developed
Yes, pond site adjacent to
property
developed property
15. Permit Status in Collier County
N/A
N/A
Growth Management Division
(GMD) Public Portal
16. Comments, Advantages,
Farther proximity to discharge point
Closer proximity to discharge
Disadvantages
results in higher control elevation and
point allows for control
larger pond footprint. May require an
elevation to be lower resulting
additional 0.5-foot elevation increase
in smaller pond footprint
to proposed profile.
required
Ranking
2
1
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Preliminary Pond Siting Analysis
Table 2b. Potential Pond Sites Matrix - Basin 2
Factors
Pond Site 2-1
Pond Site 2-2
Pond Site 2-3
Pond Site 2-4
1. Estimated Pond Area
3.2
3.1
3.8
4.0
2. Pond Area with 15%
3.7
3.6
4.3
4.6
Contingency
3. Available Parcel Area
4.6
3.9
4.1
4.3
(ac), excluding areas
within 300 feet of
public water supply
well
4. Parcel ID
37281280007
37281320006
37281400007
37118720106,
37118720009
5. Land Use
Vacant Residential,
Vacant Residential,
Vacant Residential,
Vacant Residential,
Wooded
Wooded
Wooded
Wooded
6. Proximity to outfall
675 LF
425 LF
50 LF
1,700 LF
7. Proximity to farthest
2,200 LF
3,080 LF
3,400 LF
1,800 LF
onsite basin extent
8. Accessibility
Maintenance and
Maintenance and
Maintenance from
Maintenance and
pipes to/from
pipes to/from
2nd Street NE, outfall
pipes to/from
Wilson Boulevard to
Wilson Boulevard
directly adjacent to
Wilson Boulevard to
canal
canal
canal
9. Easements Required
N/A
N/A
Yes; (for pipes from
N/A
Wilson Blvd)
10. Soils;
A/D, B/D;
A/D;
A/D, B/D;
A/D;
Estimated SHWT
EL 11.5
EL 11.5
EL 12.0
EL 11.5
11.NWL/Dry Bot.EL
EL 10.2 / EL 12.5
EL 10.0 / EL 12.5
EL9.8/EL13.0
EL 10.8 / EL 12.5
12. Estimated Wetlands
N/A
N/A
N/A
N/A
Impacts
13. Public Water Supply
300-foot-wide
300-foot-wide
N/A
300-foot-wide
Wells
protection zone
protection zone
protection zone
adjacent to parcel
within parcel
adjacent to parcel
14. Private Well
Yes, pond site
Yes, pond site
N/A
Yes, pond site
Proximity Potential
adjacent to
adjacent to
adjacent to
developed property
developed property
developed property
15. Permit Status in
N/A
N/A
N/A
N/A
Collier County GMD
Public Portal
16. Comments,
Single parcel,
Single parcel,
Single parcel adjacent
Multiple parcels
Advantages,
adjacent to Wilson
adjacent to Wilson
to canal, requires pipe
centrally located.
Disadvantages
Boulevard
Boulevard, smallest
easement. May
May require an
site required
require an additional
additional0.5-foot
0.5-foot increase to
increase to roadway
roadway profile.
profile.
Ranking
2
1
3
4
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Table 2c. Potential Pond Sites Matrix - Basin 3
Factors
Pond Site 3-1
Pond Site 3-2
Pond Site 3-3
1. Estimated Pond Area
3.5
3.0
3.5
2. Pond Area with 15%
4.0
3.4
4.0
Contingency
3. Available Parcel Area (ac),
4.5
4.3
4.8
excluding areas within
300 feet of public water
supply well
4. Parcel ID
37492000005
37549720005
37492200009,
37492240001
5. Land Use
Vacant Residential,
Vacant Residential,
Vacant Residential,
Wooded
Wooded
Wooded
6. Proximity to outfall
50 LF
50 LF
700 LF
7. Proximity to farthest onsite
3,400 LF
3,200 LF
3,050 LF
basin extent
8. Accessibility
Maintenance and pipes
Maintenance and pipes
Maintenance and pipes
to/from 10th Avenue NE
to/from Wilson
to/from 12th Avenue NE
to canal
Boulevard
to canal
9. Easements Required
Yes
N/A
Yes
(10th Avenue)
(12th Avenue)
10. Soils;
A/D, B/D;
B/D;
B/D, C/D;
Estimated SHWT
EL 11.5
EL 11.0
EL 11.5
11. NWL / Dry Bot. EL
EL 9.8 / EL 12.5
EL 9.8 / EL 12.0
EL 10.4 / EL 12.5
12. Estimated Wetlands Impacts
N/A
N/A
N/A
13. Public Water Supply Wells
N/A
N/A
N/A
14. Private Well Proximity
Yes, pond site adjacent to
Yes, pond site adjacent
N/A
Potential
developed property
to developed property
15. Permit Status in Collier
N/A
N/A
N/A
County GMD Public Portal
16. Comments, Advantages,
Single parcel adjacent to
Single parcel adjacent to
Multiple parcels, central
Disadvantages
discharge point but
discharge point
location in basin
farthest for conveyance to
pond
Ranking
2
1
3
PPS1105211510SWF 11
Page 1823 of 4682
Preliminary Pond Siting Analysis
Table 2d. Potential Pond Sites Matrix — Basin 4
Factors
Pond Site 4-1
Pond Site 4-2
1. Estimated Pond Area
4.2
3.3
2. Pond Area with 15%
4.8
3.8
Contingency
3. Available Parcel Area (ac),
4.5
4.2
excluding areas within 300 feet
of public water supply well
4. Parcel ID
37492560008
37493440004, 37493440101
5. Land Use
Vacant Residential, Wooded
Vacant Residential, Wooded
6. Proximity to outfall
700 LF
50 LF
7. Proximity to farthest onsite
2,500 LF
3,100 LF
basin extent
8. Accessibility
Maintenance and pipes to/from
Maintenance and pipes to/from along
along Jung Boulevard E and/or 16th
16th Avenue NE
Avenue NE
9. Easements Required
Yes (Jung Boulevard E or 16th
Yes (16th Avenue NE)
Avenue NE)
10. Soils;
B/D;
A/D;
Estimated SHWT
EL 12.0
EL 11.5
11.NWL/Dry Bot.EL
EL 10.4 / EL 13.0
EL 10.0 / EL 12.5
12. Estimated Wetlands Impacts
N/A
N/A
13. Public Water Supply Wells
N/A
N/A
14. Private Well Proximity
Yes, pond site adjacent to developed
N/A
Potential
property
15. Permit Status in Collier County
N/A
N/A
GMD Public Portal
16. Comments, Advantages,
Both sites are generally central to
Both sites are generally central to
Disadvantages
basin and are located along side
basin and are located along side
streets to canal. May require an
streets to canal; site 4-2 is adjacent to
additional 0.5-foot elevation
canal
increase to proposed roadway
profile.
Ranking
2
1
PPS1105211510SWF 12
Page 1824 of 4682
Preliminary Pond Siting Analysis
Table 2e. Potential Pond Sites Matrix - Basin 5
Factors
Pond Site 5-1
Pond Site 5-2
Pond 5-3
Pond 5-4
1. Estimated Pond Area
5.2
2.6 (wet) 1.0 (dry)
5.8
5.4
2. Pond Area with 15%
6.0
3.0 (wet) 1.1 (dry)
6.7
6.2
Contingency
3. Available Parcel Area
4.1
5.2 (wet) 2.2 (dry)
4.9
5.0
(ac), excluding areas
within 300 feet of
public water supply
well
4. Parcel ID
37598680002,
37740280001 (dry),
3759840004,
37740760000,
37598720001
37743480002and
37598480008
37740840001
3774228009 (wet)
5. Land Use
Vacant Residential,
Vacant Residential,
Vacant Residential,
Vacant Residential,
Wooded
Wooded
Wooded
Wooded
6. Proximity to outfall
2,200 LF
500 LF
2,600 LF
2,500 LF
7. Proximity to farthest
11400 LF
2,700 LF
2,050 LF
2,000 LF
onsite basin extent
8. Accessibility
Maintenance and pipes
Maintenance and
Maintenance and
Maintenance and pipes
to/from Wilson
pipes to/from Wilson
pipes to/from Wilson
to/from Wilson
Boulevard and 20th
Boulevard and 18th
Boulevard and 20th
Boulevard and 20th
Avenue NE
Avenue NE
Avenue NE
Avenue NE or 22nd
Avenue NE
9. Easements Required
Yes
Yes
Yes
Yes (20th Avenue NE or
(20th Avenue NE)
(18th Avenue NE)
(20th Avenue NE)
22nd Avenue NE)
10.Soils;
B/D;
A/D, B/D; 12.5 (wet)
A/D, B/D;
A/D;
Estimated SHWT
12.0
A/D; 11.5 (dry)
11.5
11.0
11.NWL/Dry Bot.EL
EL 11.3 / EL 13.0
EL 10.2 / EL 12.5
EL 11.5 / EL 12.5
EL11.4/EL12.0
12. Estimated Wetlands
N/A
Direct Impact: 2.2 ac
Direct Impact: 4.9 ac
Direct Impact: 3 ac
Impacts
Secondary Impacts
Secondary Impacts
Secondary Impacts
13. Public Water Supply
N/A
N/A
N/A
N/A
Wells
14. Private Well Proximity
Yes, pond site adjacent
Yes, pond site
N/A
Yes, pond site adjacent
Potential
to developed property
adjacent to
to developed property
developed property
15. Permit Status in
PRBD20140514836,
N/A
N/A
PRROW200210836837,
Collier County GMD
(2014), house
PRROW20210627487,
Public Portal
demolition, complete
Cancelled, abandoned
16. Comments,
Multiple parcels, too
Split dry pre-
Impacts to high
Multiple parcels, too
Advantages,
small for pond needs.
treatment and wet
quality wetlands.
small for pond needs.
Disadvantages
May be used in tandem
sites are located in
Multiple parcels,
May be used in tandem
with another site
series without need
centrally located, but
with another site and/or
and/or additional 1 to
for additional pipes.
additional pipe
additional 1 to 2-feet
2-feet elevation
Wetland impacts at
required and too
elevation increase for
increase for proposed
dry pond site
small for pond
proposed profile.
profile.
needs. May need
additional 1 to
2-feet elevation
increase to proposed
profile.
Ranking
3
1
4
2
PPS1105211510SWF 13
Page 1825 of 4682
Preliminary Pond Siting Analysis
Table 2f. Potential Pond Sites Matrix - Basin 6
Factors
Pond Site 6-1
Pond Site 6-2
Pond Site 6-3
1. Estimated Pond Area
2.6
2.2
2.4 (wet) 0.9 (dry)
2. Pond Area with 15%
3.0
2.5
2.7 (wet) 1.1 (dry)
Contingency
3. Available Parcel Area (ac),
4.0
3.9
2.6 (wet) 2.0 (dry)
excluding areas within
300' of public water
supply well
4. Parcel ID
37741440002
37743920009
37741760009 (wet),
37740880003 (dry)
5. Land Use
Vacant Residential,
Vacant Residential,
Vacant Residential,
Wooded
Wooded
Wooded
6. Proximity to outfall
1,400 LF
50 LF
1,150 LF
7. Proximity to farthest
1,400 LF
3,050 LF
2,300 LF
onsite basin extent
8. Accessibility
Maintenance and pipes
Maintenance and pipes
Maintenance and pipes
to/from Wilson
to/from Wilson
to/from Wilson Boulevard
Boulevard and 24th
Boulevard and 24th
and 22nd Avenue NE
Avenue NE
Avenue NE
9. Easements Required
Yes
Yes
Yes
(24th Avenue NE)
(24th Avenue NE)
(2211 Avenue NE)
10. Soils;
A/D and B/D;
A/D;
A/D;
Estimated SHWT
EL 13.0
EL 13.5
EL 12.0
11.NWL/Dry Bot.EL
EL10.8/N/A
EL10.0/N/A
EL 10.6 / EL 13.0
12. Estimated Wetlands
Direct Impact: 1.5 acres
N/A
Direct Impact: 0.7 acres
Impacts
Secondary Impacts
(south)
Secondary Impacts
13. Public Water Supply Wells
N/A
N/A
N/A
14. Private Well Proximity
N/A
Yes, pond site adjacent to
Yes, pond site adjacent to
Potential
developed property
developed property
15. Permit Status in Collier
N/A
N/A
N/A
County GMD Public Portal
16. Comments, Advantages,
Single parcel, high
Single parcel, high
Split dry pre-treatment
Disadvantages
ground elevations
ground elevations
and wet sites are located
relative to roadway; not
relative to roadway; not
in series without need for
able to provide dry pre-
able to provide dry pre-
additional pipes. Wetland
treatment; requires
treatment; requires
impacts at dry pond site
tandem pond and/or
tandem pond and/or
overtreatment in other
overtreatment in other
basins
basins
Ranking
3
2
1
PPS1105211510SWF 14
Page 1826 of 4682
Preliminary Pond Siting Analysis
6. Recommended Pond Site Locations
Based on the considerations from Tables 2a through 2f, the following pond site locations are
recommended for the Wilson Boulevard Corridor improvements.
6.1 Basin 1
Pond Site 1-2 has an estimated area of 5.0 acres and is located within Parcels 37280800006,
37280920009, and 37280760007. No wetland impacts are anticipated at this location. Piped conveyance
systems to and from Pond Site 1-2 would be located within the proposed Wilson Boulevard ROW.
6.2 Basin 2
Pond Site 2-2 has an estimated area of 3.6 acres and is located within Parcel 37281320006. No wetland
impacts are anticipated at this location. Piped conveyance systems to and from Pond Site 2-2 would be
Located within the proposed Wilson Boulevard ROW.
6.3 Basin 3
Pond Site 3-2 has an estimated area of 3.4 acres and is located adjacent to the Cypress Canal within Parcel
37549720005. There are no anticipated wetland impacts at this location. Piped conveyance systems to
Pond Site 3-2 would be located within the proposed Wilson Boulevard ROW.
6.4 Basin 4
Pond Site 4-2 has an estimated area of 3.8 acres and is located adjacent to Corkscrew Canal within Parcel
37493440004. There are no anticipated wetland impacts at this location. Piped conveyance systems to
Pond Site 4-2 would be located within the proposed Wilson Boulevard ROW and along 16th Avenue NE.
6.5 Basin 5
Pond Site 5-2 has an estimated area of 4.1 acres and is located along 18th Avenue NE within Parcels
37740280001, 37743480002, and 3774228009. Although 2.2 acres of wetland impacts are anticipated,
Pond Site 5-2 is the only alternative that accommodates both wet detention and dry detention pre-
treatment without raising the roadway profile more than anticipated 2 to 3 feet. Piped conveyance
systems to Pond Site 5-2 would be located within the proposed Wilson Boulevard ROW and along 18th
Avenue NE.
6.6 Basin 6
Pond Site 6-3 has an estimated area of 3.8 acres and is located along 22nd Avenue NE within Parcels
37741760009 and 37740880003. Although 0.7 acres of wetland impacts are anticipated at the site
Located on the south side of 22nd Avenue NE, Pond Site 6-3 is the only alternative that accommodates the
anticipated proposed roadway profile. Piped conveyance systems to Pond Site 6-3 would be located within
the proposed Wilson Boulevard ROW and along 22nd Avenue NE.
7. Design Phase Considerations
Potential pond sites and size estimates in this memorandum are preliminary and require additional
evaluation during the design phase including wetland delineation, geotechnical borings, and topographic
survey. Although a 15% contingency has been included for pond site sizes, a pond site -re-evaluation is
PPS1105211510SWF 15
Page 1827 of 4682
Preliminary Pond Siting Analysis
recommended shortly before right-of-way acquisition occurs in subsequent design phases. Additional
design considerations are described but not limited to the following sections.
7.1 Basin Divides and Conveyance Limitations
Preliminary onsite drainage basins were estimated based on existing drainage patterns, canal locations,
and anticipated conveyance system length limitations. During the design phase, adjustments to drainage
basins may be required to optimize the stormwater conveyance systems to selected pond sites.
7.2 Proposed Roadway Profile
Because of a variety of factors, potential pond site storage estimates are based on anticipated project
improvements to Wilson Boulevard including raising the proposed roadway elevations approximately 2 to
3 feet higher than existing elevations. During the design phase, proposed roadway profile elevations will
need to be optimized to minimize required ROW, promote efficient stormwater conveyance, and ensure
peak design high water stages do not encroach into travel lanes.
Additional feasibility considerations during the design phase will be needed to ensure stormwater
conveyance systems are accommodated in proposed dry pre-treatment systems. Because of high
groundwater tables along the corridor, sump conditions may be required.
7.3 Proposed Roadside Swales
The proposed typical section includes approximately 30 feet on each side between the back of sidewalk or
pathway to the proposed Wilson Boulevard ROW. These exterior areas of the corridor are occupied by
proposed swales to maintain existing offsite drainage patterns. During the design phase, these areas could
be considered for floodplain compensation and/or dry pre-treatment, pending refinements to offsite
drainage area delineation, calculated pond storage, and stormwater conveyance systems.
7.4 FLoodplain Impacts and Compensation
During the design phase, the total volume of floodplain storage impacts from Wilson Boulevard proposed
roadway improvements will be determined and compared to proposed floodplain compensation volumes
provided within Wilson Boulevard ROW and stormwater ponds. If net floodplain storage is decreased,
further floodplain analysis and evaluation of Big Cypress Basin watershed resources may be required to
demonstrate the project will not adversely affect the existing rights of others.
7.5 GeotechnicaL Considerations
In addition to the geotechnical information needed for pond design such as soil permeability, water table
conditions and depth to any confining layer, a seepage and slope stability analysis should be considered
where proposed ponds maintain water levels above existing ground.
7.6 Pond Site Parcel Availability Status
As described in the Section 2.8, vacant and undeveloped parcels are considered candidates for potential
pond sites. During the project's ROW acquisition phase, all pond site properties should be reviewed for
pending permit applications in the Collier County GMD Public Portal.
PPS1105211510SWF 16
Page 1828 of 4682
Preliminary Pond Siting Analysis
7.7 Project Limits
The Preliminary Pond Siting Analysis is based on study limits from Golden Gate Boulevard to Immokalee
Road. During the design phase, project limits may extend north and south to provide taper areas that tie
the additional lanes to existing conditions. Although additional roadway improvements are anticipated to
be minor, additional stormwater accommodations may be necessary to meet water quantity and water
quality requirements.
8. References
Abbot, Alicia E.I., PMP, Collier County Government. 2021. Personal communication email with Recipient
Bill Gramer, Jacobs Engineering Group. September.
Collier County Property Appraiser. 2021. Property Summary. https://www.collierappraiser.com/
Collier County, Florida. 2021. ALLOWABLE POST -DEVELOPMENT DISCHARGE FORMULAS FOR COLLIER
COUNTY CANALS (Code of Ordinances. Chapter 90. ARTICLE II. DIVISION 2. Sec. 90-41). October.
Federal Emergency Management Agency (FEMA). 2005. Flood Insurance Rate Maps for Collier County,
Florida (Panel Numbers 12021 CO240H and 12021 C0430H). November.
Florida Department of Environmental Protection (FDEP). 2021. Comprehensive Verified List. June.
https://fLoridadep.aov/sites/default/files/Comprehensive-Verified-List 06212021.x1sx
Florida Department of Transportation (FDOT). 2022. Drainage Design Guide. January.
Jacobs Engineering Group Inc. (Jacobs). 2019. Final Pond Siting Report, Immokalee Road (CR 846) at
Randall Boulevard Intersection. May.
Jacobs Engineering Group Inc. (Jacobs). 2021. Drainage & Permitting Technical Memorandum, Vanderbilt
Beach Road Extension from Collier Boulevard to 16t" Street. June.
South Florida Water Management District (SFWMD). 2010. Canals in South Florida: A Technical Support
Document. April. https://www.sfwmd.Qov/sites/default/files/documents/canaLssfL appendixa-c.pdf
South Florida Water Management District (SFWMD). 2016. ENVIRONMENTAL RESOURCE PERMIT
APPLICANT'S HANDBOOK. May 22.
South Florida Water Management District (SFWMD). 2018. Map: Works of the Big Cypress Basin. April.
https://www.sfwmd.Qov/sites/default/files/documents/map works of the bcb.pdf
United States Department of Agriculture Natural Resources Conservation Service (NRCS). 1986. Urban
Hydrology for Small Watersheds. Technical Release 55. June.
PPS1105211510SWF 17
Page 1829 of 4682
Attachment 1
Proposed Basin Divides and Potential Pond Sites
Page 1830 of 4682
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^ j I \J \J EL 14i I n J € 4 II I I
sr.t__Illl IeLI islil
7� i7 If
--- -I-_---_-_- - -
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POND-1-?� 1 cj \ -\ `( •,. _ tinjllll /iI IllNhlll�hlNlIul';-_ <`
\) D
POND \EL-i�
IT o goo sooPpkD II) fI�SITE SITEEL
5-1 ATE AL 11
%.1 _ ; Feet
Ilk, EL fa-2 EL zeL�_I ll 3
nl E , 7 mll. rr \ Iz
t�-� BASIN 5 \(( ' L -z ------_ -------- ----N--6 -------- -
--
-- - -
- - - - - - -- -- -— — — — —
EL z BASIN 3 B
BASIN BASI
ASIPi'I��1I16I
I}
- - - - - - - — - - - - - - - - - - - - - - - - - - - - - - - - - - _ - - - - -T L - - = TL- q 7 - - - - - -
- - --- -- - -- ---- -__--------------------------- _ E III
-- - - -- - ----�--------------------------------------- ----- Z" --- - ---- - -- --
_---------=----------- __- — ------ — ---- r-- \\I — ( EL
r -
-
c EL 12 cE 7z E �° BASIN 2 . �, i, r - r r
\ EL_aa II' r \ 1 l\ \! _ - i - I % J ' E 1 17a, \ l i \ `'
�) �_c ( � \ Ly rJ1-J1.: ) ` I _ _ l eL7a 1 f , r
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a
r - 1 i eLv pz 1 1 PQk�
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r .y
EL 74 L r ( �� -�- II J III E( EL r V I ) lEL ]
POI POND7211 lie �J A v eL7 ..� �.' I.I IIII II
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POND ^ POND A , v_ EL�2 `I v �w-vEL, j 5-2 = ti �� SITE 5 4 6 31 z 6-1
r.
EL 70 J A \ 2-1 �; 2-2 f y\-EL 7z 1 v� 'fr.� -- A I �'g +ice s
- -�
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J s -3` V� F�i 7 CA
s _
Aw
EL 14
is \eL]z'':- 14� V �L�". . ;. �. �'�` .: _ — SITE 6 3
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r - A
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At
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__ _ r - r. a J�w.
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LEGEND - - - - - - �r
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,
- -- _ , — - -- — - - L, 2i _ m �1 �� L 14 : r _ �I
BASIN ROW AREA ` -- - his�� �:. .
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RECOMMENDED POND SITE �, �1 �� r - - ��`---_,v
v�,-
a' _ _
J f �R EL�
AF,.- - (� w .. 1 1 � EL 1 al
1 L _ .€ J - EL ]4 ntI • ) fi�L • _ �`—
POTENTIAL POND SITE s', v f_ - : J \ i
\II bl 1 �' II POND �oi.l�-�� r'l'-p' -� �I r '�' _ II 1 V� �/ �!�a\
. „r - _i :�' y-I _ Crs. • .1 - = c��.. SITS 6�ZL1q j l-s-
POTENTIAL EASEMENT v rr, v �v I ��� � r. - - -v aSLTE 4-2 �E� �z " .�: ��' : EL 1 -- _ - v 11 �� µvh y w
�_` A �� III I,r �� r _-
�`7r11 '��� Ei---=-
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-_ �I ��5..- - ----
�... / ELF
100 WIDE BUFFER TO PUBLIC WATER SUPPLY WELL ��I 1 � � � - � � � EL8 �■ __
v1�y- � �i►-�'�--- -�� �_ -�_1 v ) _ __yrl(= - 1 =, \
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300'-WIDE BUFFER TO PUBLIC WATER SUPPLY WELL u
[� '�:� '; �` +� ,I .._ - - ^s ' r i� • +jc'C .;.�
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'I-. / �r - '� I. ���5 V�
GI S PROPERTY LINES •; _ �'.�r ICI - _
C. II I l > > 3f� � I s:�, rr• ,r �J'� I -'�t .�r ,�: •x -ter r � I
Page 1831 of 4682
Attachment 2
Basin Calculations
Page 1832 of 4682
PROJECT TITLE:
lWilson Boulevard: Golden Gate Boulevard to Immokalee Road
SUBJECT:
jBasin Water Quality and Quantity Calculations
I MADE BY:
AS
11/16/21
BASIN DESIGNATION:
jBasin 1-1
1 CHECKED BY:
DL
11/17/21
Basin Location and From STATo STA
Size
Typical Section ROW
37+00.
66+30. Basin Length 2,930 LF
165 LF
Water Quality
Typical Section ROW x Basin Length = Basin
ROW Area =
11.10
ac Paved Area+ Basin (ROW Area) _
Treated Paved Area =
5.68
ac
Percent Impervious =
Pond Site Area =
5.48
ac
51%
Total (ROW + Pond) Basin Area =
16.58
ac
A.
1.0
" Over Total Basin Area =
1.38 Ac-Ft
B-1
2.5
" Over Treated Paved Area =
1.18 Ac-Ft
1.38 Ac-Ft
C.1
50%
Additional Treatment Volume for Impaired Waterbody
2.07
Ac-Ft
D.1
0.5
"Required Dry Detention or Retention Pre -Treatment as part of Required
1 0.69
Ac-Ft
Treatment Volume
E.1 20% of Wet Detention Area = 0.66 ac
F.1 2.5% of Wet Detention and Drainage Basin Areas = Min Littoral Shelf Area = 0.41 ac
Water Quantity
PRE -DEVELOPED CONDITION
BASIN RUNOFF CURVE NUMBER WORKSHEET
LAND -USE DESCRIPTION
SOIL
NAME
SOIL
GROUP
CN
AREA
(ac)
PRODUCT
Open Spaces (Fair Condition)
102, Boca fine sand -Urban
A/D
49
3.99
195.3
Open Spaces (Fair Condition)
128, Pineda fine sand, limestone
C/D
79
1.33
104.9
Wood or Forest Land (Good Cover)
102, Boca fine sand -Urban
A/D
25
3.03
75.7
Wood or Forest Land (Good Cover)
128, Pineda fine sand, limestone
C/D
70
1.01
70.6
Pond Site Area Wood or Forest Land
102 and 105
A/D and C/D
48
4.48
212.8
Pond Site Area Wetlands
100
1.00
100.0
Impervious (Paved parking, roads, etc.)
98
1.75
171.4
TOTALS 16.58
930.7
COMPOSITE CN 56.1
POST -DEVELOPED CONDITION
BASIN RUNOFF CURVE NUMBER WORKSHEET
LAND -USE DESCRIPTION
SOIL
NAME
SOIL
GROUP
CN
AREA
(ac)
PRODUCT
Open Spaces (Good Condition)
102, Boca fine sand -Urban
A/D
39
4.06
158.5
Open Spaces (Good Condition)
128, Pineda fine sand, limestone
C/D
74
1.35
100.2
Open Spaces (Good Condition, Pond Site)
A/D and C/D
57
2.16
122.0
Impervious (Open Water, Pond Site)
100
3.32
332.0
Impervious (Paved parking, roads, etc.)
98
5.68
1 556.7
TOTALS 16.58
1269.4
COMPOSITE CN 76.6
ESTIMATE OF RUNOFF VOLUME
PROCEDURE TO DETERMINE RUNOFF VOLUME IS BASED ON THE SCS EQUATION AND IS AS FOLLOWS:
1) DETERMINE SOIL STORAGE - S-------------------------------->
S = ( 1000 / CN ) - 10
(inches)
2) DETERMINE RUNOFF - R-------------------------------->
R = (P - 0.2*S)A2 / ( P + 0.8*S)
(inches)
P = rainfall in inches
3) DETERMINE RUNOFF VOLUME - V(R)-------------------------------->
V(R) = (R / 12)*BASIN AREA
(acres -feet)
Agency
Design Storm Frequency
P
S
R
V(R)
(in)
(in)
(in)
(ac-ft)
FDOT Storm Drain
3 yr / 24 hr (PRE)
5.10
7.81
1.10
1 1.52
FDOT Storm Drain
3 yr / 24 hr (POST)
5.10
3.06
2.67
1 3.69
3 yr / 24 hr Attenuation Volume (ac-ft)
2.16
SFWMD Open Basin
25 yr / 72 hr (PRE)
1 10.50
7.81
1 4.77
6.59
SFWMD Open Basin
25 yr / 72 hr (POST)
1 10.50
3.06
7.55
1 10.43
Required 25 yr / 72 hr Attenuation Volume (ac-ft)
3.84
Dry Detention or Retention Pre -Treatment Volume (ac-ft) 0.69
Wet Detention: Treatment Volume (Vt) + Estimated Peak Attenuation Volume (Vpost - Vpre) (ac-ft) 5.23
Page 1833 of 4682
PROJECT TITLE:
lWilson Boulevard: Golden Gate Boulevard to Immokalee Road
SUBJECT:
113asin Water Quality and Quantity Calculations
MADE BY:
AS
11/16/21
BASIN DESIGNATION:
113asin 1-2
CHECKED BY:
DL
11/17/21
From STA 37+00.
Basin Location and To STA 66+30.
Size Typical Section ROW 165 LF
Water Quality
Typical Section ROW x Basin Length = Basin
ROWArea= 11.10 ac
Treated Paved Area = 5.68 ac
Pond Site Area = 4.37 ac
Total (ROW + Pond) Basin Area = 15.47 ac
A. 1.0 " Over Total Basin Area =
B-1 2.5 " Over Treated Paved Area =
Basin Length 2,930 LF
Paved Area + Basin (ROW Area) _
Percent Impervious =
51%
C.1 50% Additional Treatment Volume for Impaired Waterbody
D.1 0.5 "Required Dry Detention or Retention Pre -Treatment as part of Required
Treatment Volume
1.29 Ac-Ft
1.18 Ac-Ft
1.29 Ac-Ft
1.93 Ac-Ft
0.64 Ac-Ft
E.1 20% of Wet Detention Area = 0.47 ac
F.1 2.5% of Wet Detention and Drainage Basin Areas = Min Littoral Shelf Area = 0.39 ac
Water Quantity
PRE -DEVELOPED CONDITION
BASIN RUNOFF CURVE NUMBER WORKSHEET
LAND -USE DESCRIPTION
SOIL
NAME
SOIL
GROUP
CN
AREA
(ac)
PRODUCT
Open Spaces (Fair Condition)
102, Boca fine sand -Urban
AD
49
3.99
195.3
Open Spaces (Fair Condition)
128, Pineda fine sand, limestone
C D
79
1.33
104.9
Wood or Forest Land (Good Cover)
102, Boca fine sand -Urban
A 1)
25
3.03
75.7
Wood or Forest Land (Good Cover)
128, Pineda fine sand, limestone
C/D
70
1.01
70.6
Pond Site Area Wood or Forest Land
102, Boca fine sand -Urban
A/D
25
4.37
109.3
Impervious (Paved parking, roads, etc.)
98
1.75
171.4
TOTALS 15.47
727.2
COMPOSITE CN 47.0
POST -DEVELOPED CONDITION
BASIN RUNOFF CURVE NUMBER WORKSHEET
LAND -USE DESCRIPTION
SOIL
NAME
SOIL
GROUP
CN
AREA
(ac)
PRODUCT
Open Spaces (Good Condition)
102, Boca fine sand -Urban
A/D
39
4.06
158.5
Open Spaces (Good Condition)
128, Pineda fine sand, limestone
C/D
74
1.35
100.2
Open Spaces (Good Condition, Pond Site)
102, Boca fine sand -Urban
A/D
39
2.02
78.8
Impervious (Open Water, Pond Site)
100
2.35
235.0
Impervious (Paved parking, roads, etc.)
98
5.68
556.7
TOTALS 15.47
1129.2
COMPOSITE CN 73.0
ESTIMATE OF RUNOFF VOLUME
PROCEDURE TO DETERMINE RUNOFF VOLUME IS BASED ON THE SCS EQUATION AND IS AS FOLLOWS:
1) DETERMINE SOIL STORAGE - S--------------------------------> S = ( 1000 / CN) - 10
2) DETERMINE RUNOFF - R--------------------------------> R = (P - 0.2*S)A2 / (P + 0.8 *S)
P = rainfall in inches
3) DETERMINE RUNOFF VOLUME - V(R)--------------------------------> V(R) = (R / 12)*BASIN AREA
(inches)
(inches)
(acres -feet)
Agency
Design Storm Frequency
P
(in)
S
(in)
R
(in)
V(R)
(ac-ft)
FDOT Storm Drain
3 yr / 24 hr (PRE)
5.10
11.27
0.57
0.74
FDOT Storm Drain
3 yr / 24 hr (POST)
5.10
3.70
2.36
3.04
3 yr / 24 hr Attenuation Volume (ac-ft)
2.30
SFWMD Open Basin
25 yr / 72 hr (PRE)
1 10.50
11.27
3.48
4.49
SFWMD Open Basin
25 yr / 72 hr (POST)
10.50
3.70
7.08
9.12
Required 25 yr / 72 hr Attenuation Volume (ac-ft)
4.63
Dry Detention or Retention Treatment Volume (ac-ft) 0.64
Wet Detention: Treatment Volume (Vt) + Estimated Peak Attenuation Volume (Vpost - Vpre) (ac-ft) 5.92
Page 1834 of 4682
PROJECT TITLE:
lWilson Boulevard: Golden Gate Boulevard to Immokalee Road
SUBJECT:
jBasin Water Quality and Quantity Calculations
I MADE BY:
AS
11/16/21
BASIN DESIGNATION:
jBasin 2-1
1 CHECKED BY:
DL
11/17/21
Basin Location and From STATo STA
Size
Typical Section ROW
66+30.
96+10.
165 LF
Water Quality
Typical Section ROW x Basin Length = Basin
ROW Area= 11.29 ac
Treated Paved Area = 5.37 ac
Pond Site Area= 3.19 ac
Total (ROW + Pond) Basin Area = 14.48 ac
Water Quantity
Basin Length 2,980 LF
Paved Area+ Basin (ROW Area) _
Percent Impervious =
48%
A. 1.0
" Over Total Basin Area =
1.21 Ac-Ft
B-1 2.5
" Over Treated Paved Area =
1.12 Ac-Ft
1.21 Ac-Ft
C.1
itional Treatment Volume for Impaired Waterbody
1.81
Ac-Ft
D. 0.5
" Required Dry Detention or Retention Pre -Treatment as part of Required
0.60
Ac-Ft
Treatment Volume
E.1 200/
of Wet Detention Area = Min Littoral Shelf Area =
0.22 ac
F.1 2.5%
of Wet Detention and Drainage Basin Areas =
0.36 ac
PRE -DEVELOPED CONDITION
BASIN RUNOFF CURVE NUMBER WORKSHEET
LAND -USE DESCRIPTION
SOIL
NAME
SOIL
GROUP
CN
AREA
(ac)
PRODUCT
Open Spaces (Fair Condition)
102, Boca fine sand -Urban
A/D
49
4.05
198.6
Open Spaces (Fair Condition)
110, Hallandale fine sand
B/D
69
1.35
93.2
Wood or Forest Land (Good Cover)
102, Boca fine sand -Urban
A/D
25
3.08
77.0
Wood or Forest Land (Good Cover)
110, Hallandale fine sand
B/D
55
1.03
56.4
Pond Site Area Wood or Forest Land
102 and 110
A/D, B/D
40
3.19
127.6
Impervious (Paved parking, roads, etc.)
98
1.78
174.3
TOTALS 14.48
727.2
COMPOSITE CN 50.2
POST -DEVELOPED CONDITION
BASIN RUNOFF CURVE NUMBER WORKSHEET
LAND -USE DESCRIPTION
SOIL
NAME
SOIL
GROUP
CN
AREA
(ac)
PRODUCT
Open Spaces (Good Condition)
102, Boca fine sand -Urban
A/D
39
4.44
173.1
Open Spaces (Good Condition)
110, Hallandale fine sand
B/D
61
1.48
90.2
Open Spaces (Good Condition, Pond Site)
102 and 110
A/D, B/D
50
2.09
104.3
Impervious (Open Water, Pond Site)
100
1.11
110.5
Impervious (Paved parking, roads, etc.)
98
5.37
526.3
TOTALS 14.48
1004.4
COMPOSITE CN 69.4
ESTIMATE OF RUNOFF VOLUME
PROCEDURE TO DETERMINE RUNOFF VOLUME IS BASED ON THE SCS EQUATION AND IS AS FOLLOWS:
1) DETERMINE SOIL STORAGE - S--------------------------------> S = ( 1000 / CN ) - 10
2) DETERMINE RUNOFF - R--------------------------------> R = (P - 0.2*S)A2 / ( P + 0.8*S)
P = rainfall in inches
3) DETERMINE RUNOFF VOLUME - V(R)--------------------------------> V(R) = (R / 12)*BASIN AREA
(inches)
(inches)
(acres -feet)
Agency
Design Storm Frequency
P
(in)
S
(in)
R
(in)
V(R)
(ac-ft)
FDOT Storm Drain
3 yr / 24 hr (PRE)
5.10
9.91
0.75
0.90
FDOT Storm Drain
3 yr / 24 hr (POST)
5.10
1 4.41
2.06
2.49
3 yr / 24 hr Attenuation Volume (ac-ft)
1.59
SFWMD Open Basin
25 yr / 72 hr (PRE)
1 10.50
1 9.91
1 3.94
1 4.75
SFWMD Open Basin
25 yr / 72 hr (POST)
1 10.50
1 4.41
1 6.59
1 7.95
Required 25 yr / 72 hr Attenuation Volume (ac-ft)
3.20
Dry Detention or Retention Treatment Volume (ac-ft) 0.60
Wet Detention: Treatment Volume (Vt) + Estimated Peak Attenuation Volume (Vpost - Vpre) (ac-ft) 4.41
Page 1835 of 4682
PROJECT TITLE:
lWilson Boulevard: Golden Gate Boulevard to Immokalee Road
SUBJECT:
jBasin Water Quality and Quantity Calculations
I MADE BY:
AS
11/16/21
BASIN DESIGNATION:
jBasin 2-2
1 CHECKED BY:
DL
11/17/21
Basin Location and From STATo STA
Size
Typical Section ROW
66+30.
96+10.
165 LF
Water Quality
Typical Section ROW x Basin Length = Basin
ROW Area= 11.29 ac
Treated Paved Area = 5.37 ac
Pond Site Area = 3.09 ac
Total (ROW + Pond) Basin Area = 14.38 ac
Water Quantity
Basin Length 2,980 LF
Paved Area+ Basin (ROW Area) _
Percent Impervious =
48%
A. 1.0
" Over Total Basin Area =
1.20 Ac-Ft
B-1 2.5
" Over Treated Paved Area =
1.12 Ac-Ft
1.20 Ac-Ft
C.1
itional Treatment Volume for Impaired Waterbody
1.80
Ac-Ft
D. 0.5
" Required Dry Detention or Retention Pre -Treatment as part of Required
0.60
Ac-Ft
Treatment Volume
E.1 200/
of Wet Detention Area = Min Littoral Shelf Area =
0.20 ac
F.1 2.50/
of Wet Detention and Drainage Basin Areas =
0.36 ac
PRE -DEVELOPED CONDITION
BASIN RUNOFF CURVE NUMBER WORKSHEET
LAND -USE DESCRIPTION
SOIL
NAME
SOIL
GROUP
CN
AREA
(ac)
PRODUCT
Open Spaces (Fair Condition)
102, Boca fine sand -Urban
A/D
49
4.05
198.6
Open Spaces (Fair Condition)
110, Hallandale fine sand
B/D
69
1.35
93.2
Wood or Forest Land (Good Cover)
102, Boca fine sand -Urban
A/D
25
3.08
77.0
Wood or Forest Land (Good Cover)
110, Hallandale fine sand
B/D
55
1.03
56.4
Pond Site Area Wood or Forest Land
102 and 110
A/D, B/D
40
3.09
123.6
Impervious (Paved parking, roads, etc.)
98
1.78
174.3
TOTALS 14.38
723.2
COMPOSITE CN 50.3
POST -DEVELOPED CONDITION
BASIN RUNOFF CURVE NUMBER WORKSHEET
LAND -USE DESCRIPTION
SOIL
NAME
SOIL
GROUP
CN
AREA
(ac)
PRODUCT
Open Spaces (Good Condition)
102, Boca fine sand -Urban
A/D
39
4.44
173.1
Open Spaces (Good Condition)
110, Hallandale fine sand
B/D
61
1.48
90.2
Open Spaces (Good Condition, Pond Site)
102 and 110
A/D, B/D
50
2.09
104.5
Impervious (Open Water, Pond Site)
100
1.00
100.0
Impervious (Paved parking, roads, etc.)
98
5.37
526.3
TOTALS 14.38
994.1
COMPOSITE CN 69.1
ESTIMATE OF RUNOFF VOLUME
PROCEDURE TO DETERMINE RUNOFF VOLUME IS BASED ON THE SCS EQUATION AND IS AS FOLLOWS:
1) DETERMINE SOIL STORAGE - S--------------------------------> S = ( 1000 / CN ) - 10
2) DETERMINE RUNOFF - R--------------------------------> R = (P - 0.2*S)A2 / ( P + 0.8*S)
P = rainfall in inches
3) DETERMINE RUNOFF VOLUME - V(R)--------------------------------> V(R) = (R / 12)*BASIN AREA
(inches)
(inches)
(acres -feet)
Agency
Design Storm Frequency
P
(in)
S
(in)
R
(in)
V(R)
(a-ft)
FDOT Storm Drain
3 yr / 24 hr (PRE)
5.10
9.88
0.75
0.90
FDOT Storm Drain
3 yr / 24 hr (POST)
5.10
4.46
2.04
2.45
3 yr / 24 hr Attenuation Volume (ac-ft)
1.55
SFWMD Open Basin
25 yr / 72 hr (PRE)
1 10.50
9.88
1 3.95
1 4.73
SFWMD Open Basin
25 yr / 72 hr (POST)
1 10.50
4.46
1 6.56
1 7.86
Required 25 yr / 72 hr Attenuation Volume (ac-ft)
3.13
Dry Detention or Retention Treatment Volume (ac-ft) 0.60
Wet Detention: Treatment Volume (Vt) + Estimated Peak Attenuation Volume (Vpost - Vpre) (ac-ft) 4.33
Page 1836 of 4682
PROJECT TITLE:
lWilson Boulevard: Golden Gate Boulevard to Immokalee Road
SUBJECT:
113asin Water Quality and Quantity Calculations
MADE BY:
AS
11/16/21
BASIN DESIGNATION:
113asin 2-3
CHECKED BY:
DL
11/17/21
From STA 66+30.
Size
Basin Lize nand To STA 96+10.
STypical Section ROW 165 LF
Water Quality
Typical Section ROW x Basin Length = Basin
ROW Area= 11.29 ac
Treated Paved Area = 5.37 ac
Pond Site Area = 3.76 ac
Total (ROW + Pond) Basin Area = 15.05 ac
A.1 1.0 " Over Total Basin Area =
B.1 2.5 " Over Treated Paved Area =
Water Quantity
Basin Length 2,980 LF
Paved Area + Basin (ROW Area) _
Percent Impervious =
48%
1.25 Ac-Ft
1.12 Ac-Ft
1.25 Ac-Ft
C.1 50% Additional Treatment Volume for Impaired Waterbody 1 1.88 Ac-Ft
D.1 0.5 "Required Dry Detention or Retention Pre -Treatment as part of Required 1 0.63 Ac-Ft
Treatment Volume
E.1 20% of Wet Detention Area = Min Littoral Shelf Area = 0.19 ac
F.1 2.51% of Wet Detention and Drainage Basin Areas = 0.38 ac
PRE -DEVELOPED CONDITION
BASIN RUNOFF CURVE NUMBER WORKSHEET
LAND -USE DESCRIPTION
SOIL
NAME
SOIL
GROUP
CN
AREA
(ac)
PRODUCT
Open Spaces (Fair Condition)
102, Boca fine sand -Urban
A/D
49
4.05
198.6
Open Spaces (Fair Condition)
110, Hallandale fine sand
B/D
69
1.35
93.2
Wood or Forest Land (Good Cover)
102, Boca fine sand -Urban
A/D
25
3.08
77.0
Wood or Forest Land (Good Cover)
110, Hallandale fine sand
B/D
55
1.03
56.4
Pond Site Area Wood or Forest Land
102 and 131
A/D and B/D
40
3.76
150.4
Impervious (Paved parking, roads, etc.)
98
1.78
174.3
TOTALS 15.05
750.0
COMPOSITE CN 49.8
POST -DEVELOPED CONDITION
BASIN RUNOFF CURVE NUMBER WORKSHEET
LAND -USE DESCRIPTION
SOIL
NAME
SOIL
GROUP
CN
AREA
(ac)
PRODUCT
Open Spaces (Good Condition)
102, Boca fine sand -Urban
A/D
39
4.44
173.1
Open Spaces (Good Condition)
110, Hallandale fine sand
B/D
61
1.48
90.2
Open Spaces (Good Condition, Pond Site)
102 and 131
A/D and B/D
50
2.79
139.5
Impervious (Open Water, Pond Site)
100
0.97
97.0
Impervious (Paved parking, roads, etc.)
98
5.37
526.3
TOTALS 15.05
1026.1
COMPOSITE CN 68.2
ESTIMATE OF RUNOFF VOLUME
PROCEDURE TO DETERMINE RUNOFF VOLUME IS BASED ON THE SCS EQUATION AND IS AS FOLLOWS:
1) DETERMINE SOIL STORAGE - S--------------------------------> S = ( 1000 / CN) - 10
2) DETERMINE RUNOFF - R--------------------------------> R = (P - 0.2*S)^2 / (P + 0.8 •S)
P = rainfall in inches
3) DETERMINE RUNOFF VOLUME - V(R)--------------------------------> V(R) = (R / 12)*BASIN AREA
(inches)
(inches)
(acres -feet)
Agency
Design Storm Frequency
P
(in)
S
(in)
R
(in)
V(R)
(ac-ft)
FDOT Storm Drain
3 yr / 24 hr (PRE)
5.10
10.06
0.72
0.91
FDOT Storm Drain
3 yr / 24 hr (POST)
5.10
4.66
1.97
2.47
3 yr / 24 hr Attenuation Volume (ac-ft)
1.56
SFWMD Open Basin
25 yr / 72 hr (PRE)
10.50
10.06
1 3.88
1 4.87
SFWMD Open Basin
25 yr / 72 hr (POST)
10.50
4.66
1 6.43
1 8.06
Required 25 yr / 72 hr Attenuation Volume (ac-ft)
3.20
Dry Detention or Retention Treatment Volume (ac-ft) 0.63
Wet Detention: Treatment Volume (Vt) + Estimated Peak Attenuation Volume (Vpost - Vpre) (ac-ft) 4.45
Page 1837 of 4682
PROJECT TITLE:
lWilson Boulevard: Golden Gate Boulevard to Immokalee Road
SUBJECT:
113asin Water Quality and Quantity Calculations
MADE BY:
AS
11/16/21
BASIN DESIGNATION:
113asin 2-4
CHECKED BY:
DL
11/17/21
From STA 66+30.
Basin Location and To STA 96+10.
Size Typical Section ROW 165 LF
Water Quality
Typical Section ROW x Basin Length = Basin
ROW Area= 11.29 ac
Treated Paved Area = 5.37 ac
Pond Site Area = 4.00 ac
Total (ROW + Pond) Basin Area = 15.29 ac
A.1 1.0 " Over Total Basin Area =
B.1 2.5 " Over Treated Paved Area =
Water Quantity
Basin Length 2,980 LF
Paved Area + Basin (ROW Area) _
Percent Impervious =
48%
1.27 Ac-Ft
1.12 Ac-Ft
1.27 Ac-Ft
C.1 50% Additional Treatment Volume for Impaired Waterbody 1 1.91 Ac-Ft
D.1 0.5 "Required Dry Detention or Retention Pre -Treatment as part of Required 1 0.64 Ac-Ft
Treatment Volume
E.1 20% of Wet Detention Area = Min Littoral Shelf Area = 0.35 ac
F.1 2.51% of Wet Detention and Drainage Basin Areas = 0.38 ac
PRE -DEVELOPED CONDITION
BASIN RUNOFF CURVE NUMBER WORKSHEET
LAND -USE DESCRIPTION
SOIL
NAME
SOIL
GROUP
CN
AREA
(ac)
PRODUCT
Open Spaces (Fair Condition)
102, Boca fine sand -Urban
A/D
49
4.05
198.6
Open Spaces (Fair Condition)
110, Hallandale fine sand
B/D
69
1.35
93.2
Wood or Forest Land (Good Cover)
102, Boca fine sand -Urban
A/D
25
3.08
77.0
Wood or Forest Land (Good Cover)
110, Hallandale fine sand
B/D
55
1.03
56.4
Pond Site Area Wood or Forest Land
102, Boca fine sand -Urban
A/D
25
4.00
100.0
Impervious (Paved parking, roads, etc.)
98
1.78
174.3
TOTALS 15.29
699.6
COMPOSITE CN 45.8
POST -DEVELOPED CONDITION
BASIN RUNOFF CURVE NUMBER WORKSHEET
LAND -USE DESCRIPTION
SOIL
NAME
SOIL
GROUP
CN
AREA
(ac)
PRODUCT
Open Spaces (Good Condition)
102, Boca fine sand -Urban
A/D
39
4.44
173.1
Open Spaces (Good Condition)
110, Hallandale fine sand
B/D
61
1.48
90.2
Open Spaces (Good Condition, Pond Site)
102, Boca fine sand -Urban
A/D
39
2.23
87.0
Impervious (Open Water, Pond Site)
100
1.77
177.0
Impervious (Paved parking, roads, etc.)
98
5.37
526.3
TOTALS 15.29
1053.6
COMPOSITE CN 68.9
ESTIMATE OF RUNOFF VOLUME
PROCEDURE TO DETERMINE RUNOFF VOLUME IS BASED ON THE SCS EQUATION AND IS AS FOLLOWS:
1) DETERMINE SOIL STORAGE - S--------------------------------> S = ( 1000 / CN) - 10
2) DETERMINE RUNOFF - R--------------------------------> R = (P - 0.2*S)A2 / (P + 0.8 •S)
P = rainfall in inches
3) DETERMINE RUNOFF VOLUME - V(R)--------------------------------> V(R) = (R / 12)*BASIN AREA
(inches)
(inches)
(acres -feet)
Agency
Design Storm Frequency
P
(in)
S
(in)
R
(in)
V(R)
(ac-ft)
FDOT Storm Drain
3 yr / 24 hr (PRE)
5.10
11.85
0.51
0.65
FDOT Storm Drain
3 yr / 24 hr (POST)
5.10
4.51
2.02
2.58
3 yr / 24 hr Attenuation Volume (ac-ft)
1.93
SFWMD Open Basin
25 yr / 72 hr (PRE)
10.50
11.85
1 3.31
1 4.21
SFWMD Open Basin
25 yr / 72 hr (POST)
10.50
4.51
1 6.53
1 8.32
Required 25 yr / 72 hr Attenuation Volume (ac-ft)
4.11
Dry Detention or Retention Treatment Volume (ac-ft) 0.64
Wet Detention: Treatment Volume (Vt) + Estimated Peak Attenuation Volume (Vpost - Vpre) (ac-ft) 5.38
Page 1838 of 4682
PROJECT TITLE:
lWilson Boulevard: Golden Gate Boulevard to Immokalee Road
SUBJECT:
113asin Water Quality and Quantity Calculations
MADE BY:
AS
11/16/21
BASIN DESIGNATION:
113asin 3-1
CHECKED BY:
DL
11/17/21
From STA 96+10.
Size
Basin Lize nand To STA 129+30.
STypical Section ROW 165 LF
Water Quality
Typical Section ROW x Basin Length = Basin
ROW Area= 12.58 ac
Treated Paved Area = 6.98 ac
Pond Site Area = 3.45 ac
Total (ROW + Pond) Basin Area = 16.03 ac
A.1 1.0 " Over Total Basin Area =
B.1 2.5 " Over Treated Paved Area =
Water Quantity
Basin Length 3,320 LF
Paved Area + Basin (ROW Area) _
Percent Impervious =
56%
1.34 Ac-Ft
1.45 Ac-Ft
1.45 Ac-Ft
C.1 50% Additional Treatment Volume for Impaired Waterbody 1 2.18 Ac-Ft
D.1 0.5 "Required Dry Detention or Retention Pre -Treatment as part of Required 1 0.67 Ac-Ft
Treatment Volume
E.1 20% of Wet Detention Area = Min Littoral Shelf Area = 0.24 ac
F.1 2.51% of Wet Detention and Drainage Basin Areas = 0.40 ac
PRE -DEVELOPED CONDITION
BASIN RUNOFF CURVE NUMBER WORKSHEET
LAND -USE DESCRIPTION
SOIL
NAME
SOIL
GROUP
CN
AREA
(ac)
PRODUCT
Open Spaces (Fair Condition)
102, Boca fine sand -Urban
A/D
49
2.41
118.0
Open Spaces (Fair Condition)
110 and 131, Hallandale and Riviera fine sand
B/D
69
3.61
249.3
Wood or Forest Land (Good Cover)
102, Boca fine sand -Urban
A/D
25
1.83
45.7
Wood or Forest Land (Good Cover)
110 and 131, Hallandale and Riviera fine sand
B/D
55
2.74
150.9
Pond Site Area Wood or Forest Land
102, Boca fine sand -Urban
A/D
25
3.45
86.3
Impervious (Paved parking, roads, etc.)
98
1.98
194.2
TOTALS 16.03
844.4
COMPOSITE CN 52.7
POST -DEVELOPED CONDITION
BASIN RUNOFF CURVE NUMBER WORKSHEET
LAND -USE DESCRIPTION
SOIL
NAME
SOIL
GROUP
CN
AREA
(ac)
PRODUCT
Open Spaces (Good Condition)
102, Boca fine sand -Urban
A/D
39
2.24
87.2
Open Spaces (Good Condition)
110, Hallandale fine sand
B/D
61
3.36
204.7
Open Spaces (Good Condition, Pond Site)
102, Boca fine sand -Urban
A/D
39
2.25
87.8
Impervious (Open Water, Pond Site)
100
1.20
120.0
Impervious (Paved parking, roads, etc.)
98
6.98
684.3
TOTALS 16.03
1184.0
COMPOSITE CN 73.9
ESTIMATE OF RUNOFF VOLUME
PROCEDURE TO DETERMINE RUNOFF VOLUME IS BASED ON THE SCS EQUATION AND IS AS FOLLOWS:
1) DETERMINE SOIL STORAGE - S--------------------------------> S = ( 1000 / CN) - 10
2) DETERMINE RUNOFF - R--------------------------------> R = (P - 0.2*S)A2 / (P + 0.8 •S)
P = rainfall in inches
3) DETERMINE RUNOFF VOLUME - V(R)--------------------------------> V(R) = (R / 12)*BASIN AREA
(inches)
(inches)
(acres -feet)
Agency
Design Storm Frequency
P
(in)
S
(in)
R
(in)
V(R)
(ac-ft)
FDOT Storm Drain
3 yr / 24 hr (PRE)
5.10
8.98
0.89
1.19
FDOT Storm Drain
3 yr / 24 hr (POST)
5.10
3.54
2.43
3.25
3 yr / 24 hr Attenuation Volume (ac-ft)
2.06
SFWMD Open Basin
25 yr / 72 hr (PRE)
10.50
8.98
1 4.28
1 5.72
SFWMD Open Basin
25 yr / 72 hr (POST)
10.50
3.54
1 7.20
1 9.61
Required 25 yr / 72 hr Attenuation Volume (ac-ft)
3.89
Dry Detention or Retention Treatment Volume (ac-ft) 0.67
Wet Detention: Treatment Volume (Vt) + Estimated Peak Attenuation Volume (Vpost - Vpre) (ac-ft) 5.40
Page 1839 of 4682
PROJECT TITLE:
lWilson Boulevard: Golden Gate Boulevard to Immokalee Road
SUBJECT:
113asin Water Quality and Quantity Calculations
MADE BY:
AS
11/16/21
BASIN DESIGNATION:
113asin 3-2
CHECKED BY:
DL
11/17/21
From STA 96+10.
Size
Basin Lize nand To STA 129+30.
STypical Section ROW 165 LF
Water Quality
Typical Section ROW x Basin Length = Basin
ROW Area= 12.58 ac
Treated Paved Area = 6.98 ac
Pond Site Area = 2.96 ac
Total (ROW + Pond) Basin Area = 15.53 ac
A.1 1.0 " Over Total Basin Area =
B.1 2.5 " Over Treated Paved Area =
Water Quantity
Basin Length 3,320 LF
Paved Area + Basin (ROW Area) _
Percent Impervious =
56%
1.29 Ac-Ft
1.45 Ac-Ft
1.45 Ac-Ft
C.1 50% Additional Treatment Volume for Impaired Waterbody 1 2.18 Ac-Ft
D.1 0.5 "Required Dry Detention or Retention Pre -Treatment as part of Required 1 0.65 Ac-Ft
Treatment Volume
E.1 20% of Wet Detention Area = Min Littoral Shelf Area = 0.20 ac
F.1 2.51% of Wet Detention and Drainage Basin Areas = 0.39 ac
PRE -DEVELOPED CONDITION
BASIN RUNOFF CURVE NUMBER WORKSHEET
LAND -USE DESCRIPTION
SOIL
NAME
SOIL
GROUP
CN
AREA
(ac)
PRODUCT
Open Spaces (Fair Condition)
102, Boca fine sand -Urban
A/D
49
2.41
118.0
Open Spaces (Fair Condition)
110 and 131, Hallandale and Riviera fine sand
B/D
69
3.61
249.3
Wood or Forest Land (Good Cover)
102, Boca fine sand -Urban
A/D
25
1.83
45.7
Wood or Forest Land (Good Cover)
110 and 131, Hallandale and Riviera fine sand
B/D
55
2.74
150.9
Pond Site Area Wood or Forest Land
110 , Hallandale fine sand
B/D
55
2.96
162.7
Impervious (Paved parking, roads, etc.)
98
1.98
194.2
TOTALS 15.53
920.8
COMPOSITE CN 59.3
POST -DEVELOPED CONDITION
BASIN RUNOFF CURVE NUMBER WORKSHEET
LAND -USE DESCRIPTION
SOIL
NAME
SOIL
GROUP
CN
AREA
(ac)
PRODUCT
Open Spaces (Good Condition)
102, Boca fine sand -Urban
A/D
39
2.24
87.2
Open Spaces (Good Condition)
110 and 131, Hallandale and Riviera fine sand
B/D
61
3.36
204.7
Open Spaces (Good Condition, Pond Site)
110, Hallandale fine sand
B/D
61
1.95
119.1
Impervious (Open Water, Pond Site)
100
1.01
100.6
Impervious (Paved parking, roads, etc.)
98
6.98
684.3
TOTALS 15.53
1195.9
COMPOSITE CN 77.0
ESTIMATE OF RUNOFF VOLUME
PROCEDURE TO DETERMINE RUNOFF VOLUME IS BASED ON THE SCS EQUATION AND IS AS FOLLOWS:
1) DETERMINE SOIL STORAGE - S--------------------------------> S = ( 1000 / CN) - 10
2) DETERMINE RUNOFF - R--------------------------------> R = (P - 0.2*S)A2 / (P + 0.8 •S)
P = rainfall in inches
3) DETERMINE RUNOFF VOLUME - V(R)--------------------------------> V(R) = (R / 12)*BASIN AREA
(inches)
(inches)
(acres -feet)
Agency
Design Storm Frequency
P
(in)
S
(in)
R
(in)
V(R)
(ac-ft)
FDOT Storm Drain
3 yr / 24 hr (PRE)
5.10
6.87
1.31
1.70
FDOT Storm Drain
3 yr / 24 hr (POST)
5.10
2.99
2.71
3.50
3 yr / 24 hr Attenuation Volume (ac-ft)
1.81
SFWMD Open Basin
25 yr / 72 hr (PRE)
10.50
6.87
1 5.21
1 6.74
SFWMD Open Basin
25 yr / 72 hr (POST)
10.50
2.99
1 7.61
1 9.85
Required 25 yr / 72 hr Attenuation Volume (ac-ft)
3.11
Dry Detention or Retention Treatment Volume (ac-ft) 0.65
Wet Detention: Treatment Volume (Vt) + Estimated Peak Attenuation Volume (Vpost - Vpre) (ac-ft) 4.64
Page 1840 of 4682
PROJECT TITLE:
lWilson Boulevard: Golden Gate Boulevard to Immokalee Road
SUBJECT:
113asin Water Quality and Quantity Calculations
MADE BY:
AS
11/16/21
BASIN DESIGNATION:
113asin 3-3
CHECKED BY:
DL
11/17/21
Basin Location and From STATo STA
Size
Typical Section ROW
96+10.
129+30. Basin Length 3,320 LF
165 LF
Water Quality
Typical Section ROW x Basin Length = Basin
ROW Area =
12.58
ac Paved Area = Basin (ROW Area) _
Treated Paved Area =
6.98
ac
Percent Impervious =
Pond Site Area =
3.48
ac
56%
Total (ROW + Pond) Basin Area =
16.05
ac
A.1
1.0
" Over Total Basin Area =
1.34 Ac-Ft
B.1
2.5
" Over Treated Paved Area =
1.45 Ac-Ft
1.45 Ac-Ft
C.1
50%
Additional Treatment Volume for Impaired Waterbody
2.18
Ac-Ft
D.1
0.5
"Required Dry Detention or Retention Pre -Treatment as part of Required
0.67
Ac-Ft
Treatment Volume
E.1 20% of Wet Detention Area = Min Littoral Shelf Area = 0.25 ac
F.1 2.5% of Wet Detention and Drainage Basin Areas = 0.40 ac
Water Quantity
PRE -DEVELOPED CONDITION
BASIN RUNOFF CURVE NUMBER WORKSHEET
LAND -USE DESCRIPTION
SOIL
NAME
SOIL
GROUP
CN
AREA
(xc)
PRODUCT
Open Spaces (Fair Condition)
102, Boca fine sand -Urban
A/D
49
2.41
118.0
Open Spaces (Fair Condition)
110 and 131, Hallandale and Riviera fine sand
B/D
69
3.61
249.3
Wood or Forest Land (Good Cover)
102, Boca fine sand -Urban
A/D
25
1.83
45.7
Wood or Forest Land (Good Cover)
110 and 131, Hallandale and Riviera fine sand
B/D
55
2.74
150.9
Pond Site Area Wood or Forest Land
131 and 128
B/D and CID
63
3.48
217.2
Impervious (Paved parking, roads, etc.)
98
1.98
194.2
TOTALS 16.05
975.3
COMPOSITE CN 60.8
POST -DEVELOPED CONDITION
BASIN RUNOFF CURVE NUMBER WORKSHEET
LAND -USE DESCRIPTION
SOIL
NAME
SOIL
GROUP
CN
AREA
(ac)
PRODUCT
Open Spaces (Good Condition)
102, Boca fine sand -Urban
AD
39
2.24
87.2
Open Spaces (Good Condition)
110, Hallandale fine sand
B/D
61
3.36
204.7
Open Spaces (Good Condition, Pond Site)
131 and 128
B/D and C/D
68
2.21
149.3
Impervious (Open Water, Pond Site)
100
1.26
126.3
Impervious (Paved parking, roads, etc.)
98
6.98
1 684.3
TOTALS 16.05
1251.9
COMPOSITE CN 78.0
ESTIMATE OF RUNOFF VOLUME
PROCEDURE TO DETERMINE RUNOFF VOLUME IS BASED ON THE SCS EQUATION AND IS AS FOLLOWS:
1) DETERMINE SOIL STORAGE - S--------------------------------> S = ( 1000 / CN ) - 10
2) DETERMINE RUNOFF - R--------------------------------> R = (P - 0.2*S)A2 / ( P + 0.8*S)
P = rainfall in inches
3) DETERMINE RUNOFF VOLUME - V(R)--------------------------------> V(R) = (R / 12)*BASIN AREA
(inches)
(inches)
(acres -feet)
Agency
Design Storm Frequency
P
(in)
S
(in)
R
(in)
V(R)
(ac-ft)
FDOT Storm Drain
3 yr / 24 hr (PRE)
5.10
6.46
1.41
1.89
FDOT Storm Drain
3 yr / 24 hr (POST)
5.10
2.82
2.80
3.74
3 yr / 24 hr Attenuation Volume (ac-ft)
1.85
SFWMD Open Basin
25 yr / 72 hr (PRE)
10.50
6.46
5.41
7.24
SFWMD Open Basin
25 yr / 72 hr (POST)
10.50
2.82
7.74
10.35
Required 25 yr / 72 hr Attenuation Volume (ac-ft)
3.11
Dry Detention or Retention Treatment Volume (ac-ft) 0.67
Wet Detention: Treatment Volume (Vt) + Estimated Peak Attenuation Volume (Vpost - Vpre) (ac-ft) 4.62
Page 1841 of 4682
PROJECT TITLE:
lWilson Boulevard: Golden Gate Boulevard to Immokalee Road
SUBJECT:
113asin Water Quality and Quantity Calculations
MADE BY:
AS
11/16/21
BASIN DESIGNATION:
113asin 4-1
CHECKED BY:
DL
11/17/21
From STA 129+30.
Basin Location and To STA 155+80.
Size Typical Section ROW 165 LF
Water Quality
Typical Section ROW x Basin Length = Basin
ROW Area= 10.04 Ac
Treated Paved Area = 5.98 ac
Pond Site Area = 4.20 ac
Total (ROW + Pond) Basin Area = 14.24 ac
A.1 1.0 " Over Total Basin Area =
B.1 2.5 " Over Treated Paved Area =
Water Quantity
Basin Length 2,650 LF
Paved Area + Basin (ROW Area) _
Percent Impervious =
60%
1.19 Ac-Ft
1.24 Ac-Ft
1.24 Ac-Ft
C.1 50% Additional Treatment Volume for Impaired Waterbody 1 1.87 Ac-Ft
D.1 0.5 "Required Dry Detention or Retention Pre -Treatment as part of Required 1 0.59 Ac-Ft
Treatment Volume
E.1 20 % of Wet Detention Area = Min Littoral Shelf Area = 0.25 ac
F.1 2.5 % of Wet Detention and Drainage Basin Areas = 0.36 ac
PRE -DEVELOPED CONDITION
BASIN RUNOFF CURVE NUMBER WORKSHEET
LAND -USE DESCRIPTION
SOIL
NAME
SOIL
GROUP
CN
AREA
(ac)
PRODUCT
Open Spaces (Fair Condition)
113 and 125,Holopaw and Oldsmar fine sand
A/D
49
2.64
129.5
Open Spaces (Fair Condition)
131 Riviera fine sand
B; D
69
2.16
149.2
Wood or Forest Land (Good Cover)
113 and 125,Holopaw and Oldsmar fine sand
A 1)
25
2.01
50.2
Wood or Forest Land (Good Cover)
131 Riviera fine sand
B; D
55
1.64
90.3
Pond Site Area Wood or Forest Land
131 Riviera fine sand
13 D
55
4.20
230.9
Impervious (Paved parking, roads, etc.)
98
1.58
155.0
TOTALS 14.24
805.2
COMPOSITE CN 56.6
POST -DEVELOPED CONDITION
BASIN RUNOFF CURVE NUMBER WORKSHEET
LAND -USE DESCRIPTION
SOIL
NAME
SOIL
GROUP
CN
AREA
(ac)
PRODUCT
Open Spaces (Good Condition)
113 and 125,Holopaw and Oldsmar fine sand
A/D
39
2.23
87.1
Open Spaces (Good Condition)
131 Riviera fine sand
B/D
61
1.83
111.5
Open Spaces (Good Condition, Pond Site)
131 Riviera fine sand
B/D
61
2.93
178.5
Impervious (Open Water, Pond Site)
100
1.27
127.2
Impervious (Paved parking, roads, etc.)
98
5.98
585.6
TOTALS 14.24
1089.9
COMPOSITE CN 76.6
ESTIMATE OF RUNOFF VOLUME
PROCEDURE TO DETERMINE RUNOFF VOLUME IS BASED ON THE SCS EQUATION AND IS AS FOLLOWS:
1) DETERMINE SOIL STORAGE - S--------------------------------> S = ( 1000 / CN) - 10
2) DETERMINE RUNOFF - R--------------------------------> R = (P - 0.2*S)A2 / (P + 0.8 *S)
P = rainfall in inches
3) DETERMINE RUNOFF VOLUME - V(R)--------------------> V(R) = (R / 12)*BASIN AREA
(inches)
(inches)
(acres -feet)
Agency
Design Storm Frequency
P
(in)
S
(in)
R
(in)
V(R)
(ac-ft)
FDOT Storm Drain
3 yr / 24 hr (PRE)
5.10
7.68
1.13
1.34
FDOT Storm Drain
3 yr / 24 hr (POST)
5.10
3.06
2.67
3.16
3 yr / 24 hr Attenuation Volume (ac-ft)
1.82
SFWMD Open Basin
25 yr / 72 hr (PRE)
1 10.50
7.68
4.83
5.73
SFWMD Open Basin
25 yr / 72 hr (POST)
10.50
3.06
7.55
8.96
Required 25 yr / 72 hr Attenuation Volume (ac-ft)
3.23
Dry Detention or Retention Treatment Volume (ac-ft) 0.59
Wet Detention: Treatment Volume (Vt) + Estimated Peak Attenuation Volume (Vpost - Vpre) (ac-ft) 4.50
Page 1842 of 4682
PROJECT TITLE:
lWilson Boulevard: Golden Gate Boulevard to Immokalee Road
SUBJECT:
113asin Water Quality and Quantity Calculations
MADE BY:
AS
11/16/21
BASIN DESIGNATION:
113asin 4-2
CHECKED BY:
DL
11/17/21
From STA 129+30.
Basin Location and To STA 155+80.
Size Typical Section ROW 165 LF
Water Quality
Typical Section ROW x Basin Length = Basin
ROW Area= 10.04 ac
Treated Paved Area = 5.98 ac
Pond Site Area = 3.27 ac
Total (ROW + Pond) Basin Area = 13.31 ac
A.1 1.0 " Over Total Basin Area =
B.1 2.5 " Over Treated Paved Area =
Water Quantity
Basin Length 2,650 LF
Paved Area + Basin (ROW Area) _
Percent Impervious =
60%
1.11 Ac-Ft
1.24 Ac-Ft
1.24 Ac-Ft
C.1 50% Additional Treatment Volume for Impaired Waterbody 1 1.87 Ac-Ft
D.1 0.5 "Required Dry Detention or Retention Pre -Treatment as part of Required 1 0.55 Ac-Ft
Treatment Volume
E.1 20% of Wet Detention Area = Min Littoral Shelf Area = 0.22 ac
F.1 2.51% of Wet Detention and Drainage Basin Areas = 0.33 ac
PRE -DEVELOPED CONDITION
BASIN RUNOFF CURVE NUMBER WORKSHEET
LAND -USE DESCRIPTION
SOIL
NAME
SOIL
GROUP
CN
AREA
(ac)
PRODUCT
Open Spaces (Fair Condition)
113 and 125,Holopaw and Oldsmar fine sand
A/D
49
2.64
129.5
Open Spaces (Fair Condition)
131 Riviera fine sand
B/D
69
2.16
149.2
Wood or Forest Land (Good Cover)
113 and 125,Holopaw and Oldsmar fine sand
A/D
25
2.01
50.2
Wood or Forest Land (Good Cover)
131 Riviera fine sand
B/D
55
1.64
90.3
Pond Site Area Wood or Forest Land
102 Boca fine sand
A/D
25
3.27
81.7
Impervious (Paved parking, roads, etc.)
98
1.58
155.0
TOTALS 13.31
656.0
COMPOSITE CN 49.3
POST -DEVELOPED CONDITION
BASIN RUNOFF CURVE NUMBER WORKSHEET
LAND -USE DESCRIPTION
SOIL
NAME
SOIL
GROUP
CN
AREA
(ac)
PRODUCT
Open Spaces (Good Condition)
113 and 125,Holopaw and Oldsmar fine sand
A/D
39
2.23
87.1
Open Spaces (Good Condition)
131 Riviera fine sand
B/D
61
1.83
111.5
Open Spaces (Good Condition, Pond Site)
102 Boca fine sand
A/D
39
2.19
85.4
Impervious (Open Water, Pond Site)
100
1.08
107.9
Impervious (Paved parking, roads, etc.)
98
5.98
585.6
TOTALS 13.31
977.6
COMPOSITE CN 73.5
ESTIMATE OF RUNOFF VOLUME
PROCEDURE TO DETERMINE RUNOFF VOLUME IS BASED ON THE SCS EQUATION AND IS AS FOLLOWS:
1) DETERMINE SOIL STORAGE - S--------------------------------> S = ( 1000 / CN) - 10
2) DETERMINE RUNOFF - R--------------------------------> R = (P - 0.2*S)A2 / (P + 0.8 •S)
P = rainfall in inches
3) DETERMINE RUNOFF VOLUME - V(R)--------------------------------> V(R) = (R / 12)*BASIN AREA
(inches)
(inches)
(acres -feet)
Agency
Design Storm Frequency
P
(in)
S
(in)
R
(in)
V(R)
(ac-ft)
FDOT Storm Drain
3 yr / 24 hr (PRE)
5.10
10.29
0.69
0.77
FDOT Storm Drain
3 yr / 24 hr (POST)
5.10
3.61
2.40
2.66
3 yr / 24 hr Attenuation Volume (ac-ft)
1.89
SFWMD Open Basin
25 yr / 72 hr (PRE)
10.50
10.29
1 3.81
1 4.22
SFWMD Open Basin
25 yr / 72 hr (POST)
10.50
3.61
1 7.14
1 7.92
Required 25 yr / 72 hr Attenuation Volume (ac-ft)
3.70
Dry Detention or Retention Treatment Volume (ac-ft) 0.55
Wet Detention: Treatment Volume (Vt) + Estimated Peak Attenuation Volume (Vpost - Vpre) (ac-ft) 5.01
Page 1843 of 4682
PROJECT TITLE:
Wilson Boulevard: Golden Gate Boulevard to Immokalee Road
SUBJECT:
Basin Water Quality and Quantity Calculations
MADE BY:
AS
11/16/21
BASIN DESIGNATION:
jBasin 5-1
CHECKED BY:
DL
11/17/21
Basin Location and From STA 155+80.To STA 182+20.
Site Typical Section ROW 165 LF
Water Quality
Typical Section ROW x Basin Length = Basin
ROW Area = 10.00 ac
Treated Paved Area = 5.56 ac
Pond Site Area = 5.2F ac
Total (ROW + Pond) Basin Area = 15.22 ac
A.1 1.0 " Over Total Basin Area =
B.1 2.5 " Over Treated Paved Area =
Water Quantity
Basin Length 2,640 LF
Paved Area = Basin (ROW Area) _
Percent Impervious =
56%
1.27 Ac-Ft
1.16 Ac-Ft
1.27 Ac-Ft
C.1 0 Additional Treatment Volume for Impaired Waterbody c-
D.1 0.5 " Required Dry Detention or Retention Pre -Treatment as part of Required 1 0.63 Ac-Ft
Treatment Volume
E.1 20% of Wet Detention Area = 0.45 ac
F.1 2.5% of Wet Detention and Drainage Basin Areas = Min Littoral Shelf Area = 0.38 ac
PRE -DEVELOPED CONDITION
BASIN RUNOFF CURVE NUMBER WORKSHEET
LAND -USE DESCRIPTION
SOIL
NAME
SOIL
GROUP
CN
AREA
(ac)
PRODUCT
Open Spaces (Fair Condition)
113, Holopaw fine sand
A/D
49
4.79
234.6
Wood or Forest Land (Good Cover)
113, Holopaw fine sand
A/D
25
3.64
90.9
Pond Site Area Wood or Forest Land
117, Immokalee fine sand
B/D
55
5.22
287.1
Impervious (Paved parking, roads, etc.)
98
1.58
154.4
TOTALS 15.22
767.0
COMPOSITE CN 50.4
POST -DEVELOPED CONDITION
BASIN RUNOFF CURVE NUMBER WORKSHEET
LAND -USE DESCRIPTION
SOIL
NAME
SOIL
GROUP
CN
AREA
(ac)
PRODUCT
Open Spaces (Good Condition)
113, Holopaw fine sand
A/D
39
4.44
173.3
Open Spaces (Good Condition, Pond Site)
117, Immokalee fine sand
B/D
61
2.99
182.6
Impervious (Open Water, Pond Site)
100
2.23
222.6
Impervious (Paved parking, roads, etc.)
98
5.56
544.6
TOTALS 15.22
1123.1
COMPOSITE CN 73.8
ESTIMATE OF RUNOFF VOLUME
PROCEDURE TO DETERMINE RUNOFF VOLUME IS BASED ON THE SCS EQUATION AND IS AS FOLLOWS:
1) DETERMINE SOIL STORAGE - S--------------------------------> S = ( 1000 / CN) - 10
2) DETERMINE RUNOFF - R--------------------------------> R = ( P - 0.2*S)^2 / ( P + 0.8*S)
P = rainfall in inches
3) DETERMINE RUNOFF VOLUME - V(R)------------------> V(R) = (R / 12)*BASIN AREA
(inches)
(inches)
(acres -feet)
Agency
Design Storm Frequency
P
(in)
S
(in)
R
(in)
V(R)
(ac-ft)
FDOT Storm Drain
3 yr / 24 hr (PRE)
5.10
9.84
0.76
0.96
FDOT Storm Drain
3 yr / 24 hr (POST)
5.10
3.55
2.43
3.08
3 yr / 24 hr Attenuation Volume (ac-ft)
2.12
SFWMD Open Basin
25 yr / 72 hr (PRE)
10.50
9.84
3.96
5.02
SFWMD Open Basin
25 yr / 72 hr (POST)
10.50
3.55
7.18
9.11
Required 25 yr / 72 hr Attenuation Volume (ac-ft)
4.09
Dry Detention or Retention Treatment Volume (ac-ft) 0.63
Wet Detention: Treatment Volume (Vt) + Estimated Peak Attenuation Volume (Vpost - Vpre) (ac-ft) 5.36
Page 1844 of 4682
PROJECT TITLE:
Wilson Boulevard: Golden Gate Boulevard to Immokalee Road
SUBJECT:
I Basin Water Quality and Quantity Calculations
MADE BY:
AS
11/16/21
BASIN DESIGNATION:
113asin 5-2
CHECKED BY:
DL
11/17/21
From STA 155+80.
Basin Location and To STA 182+20.
Size Typical Section ROW 165 LF
Water Quality
Typical Section ROW x Basin Length = Basin
ROW Area = 10.0 ac
Treated Paved Area = 5.56 ac
Pond Site Area = 3.5T ac
Total (ROW + Pond) Basin Area = 13.55 ac
A.1 1.0 " Over Total Basin Area =
B.1 2.5 " Over Treated Paved Area =
Water Quantity
Basin Length 2,640 LF
Paved Area = Basin (ROW Area) _
Percent Impervious =
56%
1.13 Ac-Ft
1.16 Ac-Ft
L16 Ac-Ft
C.1 50% Additional Treatment Volume for Impaired Waterbody 1.74 Ac-Ft
D.1 0.5 "Required Dry Detention or Retention Pre -Treatment as part of Required 1 0.56 Ac-Ft
Treatment Volume
E. 20°/u of Wet Detention Area = 0.27 ac
F.1 2.5% of Wet Detention and Drainage Basin Areas = Min Littoral Shelf Area = 0.34 ac
PRE -DEVELOPED CONDITION
BASIN RUNOFF CURVE NUMBER WORKSHEET
LAND -USE DESCRIPTION
SOIL
NAME
SOIL
GROUP
CN
AREA
(ac)
PRODUCT
Open Spaces (Fair Condition)
113, Holopaw fine sand
A/D
49
4.79
234.6
Wood or Forest Land (Good Cover)
It 3, Holopaw fine sand
A/D
25
3.64
90.9
Pond Site Area Wood or Forest Land
113, 125, 131, 120
A/D, B/D
30
3.55
106.4
Impervious (Paved parking, roads, etc.)
98
1.58
154.4
TOTALS 13.55
j 586.3
COMPOSITE CN 43.3
POST -DEVELOPED CONDITION
BASIN RUNOFF CURVE NUMBER WORKSHEET
LAND -USE DESCRIPTION
SOIL
NAME
SOIL
GROUP
CN
AREA
(ac)
PRODUCT
Open Spaces (Good Condition)
113, Holopaw fine sand
A/D
39
4.44
173.3
Open Spaces (Good Condition, Pond Site)
113, 125, 131, 120
A/D, B/D
43
2.17
93.4
Impervious (Open Water, Pond Site)
100
1.37
137.5
Impervious (Paved parking, roads, etc.)
98
5.56
544.6
TOTALS 13.55
j 948.7
COMPOSITE CN 70.0
ESTIMATE OF RUNOFF VOLUME
PROCEDURE TO DETERMINE RUNOFF VOLUME IS BASED ON THE SCS EQUATION AND IS AS FOLLOWS:
1) DETERMINE SOIL STORAGE - S---------------> S = ( 1000 / CN) - 10
2) DETERMINE RUNOFF - R--------------------------------> R = (P - 0.2*S)A2 / (P + 0.8*S)
P = rainfall in inches
3) DETERMINE RUNOFF VOLUME - V(R)--------------------------------> V(R) = (R / 12)*BASIN AREA
(inches)
(inches)
(acres -feet)
Agency
Design Storm Frequency
P
(in)
S
(in)
R
(in)
V(R)
(ac-ft)
FDOT Storm Drain
3 yr / 24 hr (PRE)
5.10
13.10
0.39
0.45
FDOT Storm Drain
3 yr / 24 hr (POST)
5.10
4.28
2.11
2.39
3 yr / 24 hr Attenuation Volume (ac-ft)
1.94
SFWMD Open Basin
25 yr / 72 hr (PRE)
10.50
13.10
2.96
3.34
SFWMD Open Basin
25 yr / 72 hr (POST)
10.50
4.28
6.68
7.54
Required 25 yr / 72 hr Attenuation Volume (ac-ft)
4.20
Dry Detention or Retention Treatment Volume (ac-ft) 0.56
Wet Detention: Treatment Volume (Vt) + Estimated Peak Attenuation Volume (Vpost - Vpre) (ac-ft) 5.37
Page 1845 of 4682
PROJECT TITLE:
Wilson Boulevard: Golden Gate Boulevard to Immokalee Road
SUBJECT:
I Basin Water Quality and Quantity Calculations
MADE BY:
AS
11/16/21
BASIN DESIGNATION:
113asin 5-3
CHECKED BY:
DL
11/17/21
From STA 155+80.
Basin Location and To STA 182+20.
Size Typical Section ROW 165 LF
Water Quality
Typical Section ROW x Basin Length = Basin
ROW Area = 10.00 ac
Treated Paved Area = 5.56 ac
Pond Site Area = 5.84 ac
Total (ROW + Pond) Basin Area = 15.84 ac
A.1 1.0 " Over Total Basin Area =
B.1 2.5 " Over Treated Paved Area =
Water Quantity
Basin Length 2,640 LF
Paved Area = Basin (ROW Area) _
Percent Impervious =
56%
1.32 Ac-Ft
1.16 Ac-Ft
1.32 Ac-Ft
C.1 50% Additional Treatment Volume for Impaired Waterbody 1.98 Ac-Ft
D.1 0.5 "Required Dry Detention or Retention Pre -Treatment as part of Required 1 0.66 Ac-Ft
Treatment Volume
E.1 20% of Wet Detention Area = 0.67 ac
F.1 2.5% of Wet Detention and Drainage Basin Areas = Min Littoral Shelf Area = 0.40 ac
PRE -DEVELOPED CONDITION
BASIN RUNOFF CURVE NUMBER WORKSHEET
LAND -USE DESCRIPTION
SOIL
NAME
SOIL
GROUP
CN
AREA
(ac)
PRODUCT
Open Spaces (Fair Condition)
It 3, Holopaw fine sand
A/D
49
4.79
234.6
Wood or Forest Land (Good Cover)
113, Holopaw fine sand
A/D
25
3.64
90.9
Pond Site Area Wood or Forest Land
113, 120, 117
A/D and B/D
30
5.84
175.3
Impervious (Paved parking, roads, etc.)
98
1.58
154.4
TOTALS 15.84
j 655.2
COMPOSITE CN 41.4
POST -DEVELOPED CONDITION
BASIN RUNOFF CURVE NUMBER WORKSHEET
LAND -USE DESCRIPTION
SOIL
NAME
SOIL
GROUP
CN
AREA
(ac)
PRODUCT
Open Spaces (Good Condition)
It 3, Holopaw fine sand
A/D
39
4.44
173.3
Open Spaces (Good Condition, Pond Site)
113, 120, 117
A/D and B/D
43
2.48
106.8
Impervious (Open Water, Pond Site)
113, 120, 117
100
3.36
335.8
Impervious (Paved parking, roads, etc.)
98
5.56
544.6
TOTALS 15.84
j 1160.5
COMPOSITE CN 73.3
ESTIMATE OF RUNOFF VOLUME
PROCEDURE TO DETERMINE RUNOFF VOLUME IS BASED ON THE SCS EQUATION AND IS AS FOLLOWS:
1) DETERMINE SOIL STORAGE - S--------------------------------> S = ( 1000 / CN) - 10
2) DETERMINE RUNOFF - R--------------------------------> R = (P - 0.2*S)^2 / (P + 0.8*S)
P = rainfall in inches
3) DETERMINE RUNOFF VOLUME - V(R)--------------------------------> V(R) = (R / 12)*BASIN AREA
(inches)
(inches)
(acres -feet)
Agency
Design Storm Frequency
P
(in)
S
(in)
R
(in)
V(R)
(ac-ft)
FDOT Storm Drain
3 yr / 24 hr (PRE)
5.10
14.18
0.31
0.41
FDOT Storm Drain
3 yr / 24 hr (POST)
5.10
3.65
2.38
3.14
3 yr / 24 hr Attenuation Volume (ac-ft)
2.73
SFWMD Open Basin
25 yr / 72 hr (PRE)
10.50
14.18
2.69
3.55
SFWMD Open Basin
25 yr / 72 hr (POST)
10.50
3.65
7.11
9.39
Required 25 yr / 72 hr Attenuation Volume (ac-ft)
5.84
Dry Detention or Retention Treatment Volume (ac-ft) 0.66
Wet Detention: Treatment Volume (Vt) + Estimated Peak Attenuation Volume (Vpost - Vpre) (ac-ft) 7.16
Page 1846 of 4682
PROJECT TITLE:
Wilson Boulevard: Golden Gate Boulevard to Immokalee Road
SUBJECT:
I Basin Water Quality and Quantity Calculations
MADE BY:
AS
11/16/21
BASIN DESIGNATION:
113asin 5-4
CHECKED BY:
DL
11/17/21
From STA 155+80.
Basin Location and To STA 182+20.
Size Typical Section ROW 165 LF
Water Quality
Typical Section ROW x Basin Length = Basin
ROW Area = 10.00 ac
Treated Paved Area = 5.56 ac
Pond Site Area = 53T ac
Total (ROW + Pond) Basin Area = 15.39 ac
A.1 1.0 " Over Total Basin Area =
B.1 2.5 " Over Treated Paved Area =
Water Quantity
Basin Length 2,640 LF
Paved Area = Basin (ROW Area) _
Percent Impervious =
56%
1.28 Ac-Ft
1.16 Ac-Ft
1.28 Ac-Ft
C.1 50% Additional Treatment Volume for Impaired Waterbody 1.92 Ac-Ft
D.1 0.5 "Required Dry Detention or Retention Pre -Treatment as part of Required 1 0.64 Ac-Ft
Treatment Volume
E.1 20% of Wet Detention Area = 0.64 ac
F.1 2.5% of Wet Detention and Drainage Basin Areas = Min Littoral Shelf Area = 0.38 ac
PRE -DEVELOPED CONDITION
BASIN RUNOFF CURVE NUMBER WORKSHEET
LAND -USE DESCRIPTION
SOIL
NAME
SOIL
GROUP
CN
AREA
(ac)
PRODUCT
Open Spaces (Fair Condition)
It 3, Holopaw fine sand
A/D
49
4.79
234.6
Wood or Forest Land (Good Cover)
113, Holopaw fine sand
A/D
25
3.64
90.9
Pond Site Area Wood or Forest Land
113 and 125
A/D
25
5.39
134.7
Impervious (Paved parking, roads, etc.)
98
1.58
154.4
TOTALS 15.39
614.E
COMPOSITE CN 39.9
POST -DEVELOPED CONDITION
BASIN RUNOFF CURVE NUMBER WORKSHEET
LAND -USE DESCRIPTION
SOIL
NAME
SOIL
GROUP
CN
AREA
(ac)
PRODUCT
Open Spaces (Good Condition)
It 3, Holopaw fine sand
A/D
39
4.44
173.3
Open Spaces (Good Condition, Pond Site)
113, 120, 117
A/D
39
2.21
86.3
Impervious (Open Water, Pond Site)
100
3.18
317.5
Impervious (Paved parking, roads, etc.)
98
5.56
544.6
TOTALS 15.39
j 1121.7
COMPOSITE CN 72.9
ESTIMATE OF RUNOFF VOLUME
PROCEDURE TO DETERMINE RUNOFF VOLUME IS BASED ON THE SCS EQUATION AND IS AS FOLLOWS:
1) DETERMINE SOIL STORAGE - S--------------------------------> S = ( 1000 / CN) - 10
2) DETERMINE RUNOFF - R--------------------------------> R = (P - 0.2*S)^2 / (P + 0.8*S)
P = rainfall in inches
3) DETERMINE RUNOFF VOLUME - V(R)--------------------------------> V(R) = (R / 12)*BASIN AREA
(inches)
(inches)
(acres -feet)
Agency
Design Storm Frequency
P
(in)
S
(in)
R
(in)
V(R)
(ac-ft)
FDOT Storm Drain
3 yr / 24 hr (PRE)
5.10
15.04
0.26
0.33
FDOT Storm Drain
3 yr / 24 hr (POST)
5.10
3.72
2.35
3.01
3 yr / 24 hr Attenuation Volume (ac-ft)
2.69
SFWMD Open Basin
25 yr / 72 hr (PRE)
10.50
15.04
2.49
3.20
SFWMD Open Basin
25 yr / 72 hr (POST)
10.50
3.72
7.06
9.06
Required 25 yr / 72 hr Attenuation Volume (ac-ft)
5.86
Dry Detention or Retention Treatment Volume (ac-ft) 0.64
Wet Detention: Treatment Volume (Vt) + Estimated Peak Attenuation Volume (Vpost - Vpre) (ac-ft) 7.15
Page 1847 of 4682
PROJECT TITLE:
lWilson Boulevard: Golden Gate Boulevard to Immokalee Road
SUBJECT:
JCN and SCS Runoff Volume Calculation
MADE BY:
AS
11/16/21
BASIN DESIGNATION:
113asin 6-1
CHECKED BY:
DL
11/17/21
From STA 182+20.
Basin Location and To STA 205+00.
Size Typical Section ROW 165 LF
Water Quality
Typical Section ROW x Basin Length = Basin
ROW Area= 8.64 ac
Treated Paved Area = 5.11 ac
Pond Site Area = 2.58 ac
Total (ROW + Pond) Basin Area = 11.22 ac
A.1 1.0 " Over Total Basin Area =
B.1 2.5 " Over Treated Paved Area =
Water Quantity
Basin Length 2,280 LF
Paved Area + Basin (ROW Area) _
Percent Impervious =
59%
0.93 Ac-Ft
1.06 Ac-Ft
1.06 Ac-Ft
C.1 50% Additional Treatment Volume for Impaired Waterbody 1.60 Ac-Ft
D. 0.5 "Required Dry Detention or Retention Pre -Treatment as part of Required 0.47 Ac-Ft
Treatment Volume
E.1 20 % of Wet Detention Area = Min Littoral Shelf Area = 0.26 ac
F.1 2.5% of Wet Detention and Drainage Basin Areas = 0.28 ac
PRE -DEVELOPED CONDITION
BASIN RUNOFF CURVE NUMBER WORKSHEET
LAND -USE DESCRIPTION
SOIL
NAME
SOIL
GROUP
CN
AREA
(ac)
PRODUCT
Open Spaces (Fair Condition)
113, Holopaw fine sand
A/D
49
2.48
121.6
Open Spaces (Good Condition)
117, Immokalee fine sand
B/D
69
1.65
114.1
Wood or Forest Land (Good Cover)
113, Holopaw fine sand
A/D
25
1.88
47.1
Wood or Forest Land (Good Cover)
117, Immokalee fine sand
B/D
55
1.26
69.1
Pond Site Area Wood or Forest Land
113, Holopaw fine sand
A/D
25
2.58
64.5
Impervious (Paved parking, roads, etc.)
98
1.36
133.4
TOTALS 11.22
549.8
COMPOSITE CN 49.0
POST -DEVELOPED CONDITION
BASIN RUNOFF CURVE NUMBER WORKSHEET
LAND -USE DESCRIPTION
SOIL
NAME
SOIL
GROUP
CN
AREA
(ac)
PRODUCT
Open Spaces (Good Condition)
113, Holopaw fine sand
A/D
39
2.12
82.5
Open Spaces (Good Condition)
117, Immokalee fine sand
B/D
61
1.41
86.1
Open Spaces (Good Condition, Pond Site)
113, Holopaw fine sand
A/D
39
1.27
49.4
Impervious (Open Water, Pond Site)
100
1.31
131.4
Impervious (Paved parking, roads, etc.)
98
5.11
500.7
TOTALS 11.22
850.1
COMPOSITE CN 75.8
ESTIMATE OF RUNOFF VOLUME
PROCEDURE TO DETERMINE RUNOFF VOLUME IS BASED ON THE SCS EQUATION AND IS AS FOLLOWS:
1) DETERMINE SOIL STORAGE - S--------------------------------> S = ( 1000 / CN) - 10
2) DETERMINE RUNOFF - R--------------------------------> R = (P - 0.2*S)A2 / (P + 0.8 *S)
P = rainfall in inches
3) DETERMINE RUNOFF VOLUME - V(R)--------------------> V(R) = (R / 12)*BASIN AREA
(inches)
(inches)
(acres -feet)
Agency
Design Storm Frequency
P
(in)
S
(in)
R
(in)
V(R)
(ac-ft)
FDOT Storm Drain
3 yr / 24 hr (PRE)
5.10
10.40
0.68
0.63
FDOT Storm Drain
3 yr / 24 hr (POST)
5.10
3.20
2.60
2.43
3 yr / 24 hr Attenuation Volume (ac-ft)
1.79
SFWMD Open Basin
25 yr / 72 hr (PRE)
1 10.50
10.40
3.77
3.52
SFWMD Open Basin
25 yr / 72 hr (POST)
10.50
3.20
7.45
6.96
Required 25 yr / 72 hr Attenuation Volume (ac-ft)
3.44
Dry Detention or Retention Treatment Volume (ac-ft) 0.00
Wet Detention: Treatment Volume (Vt) + Estimated Peak Attenuation Volume (Vpost - Vpre) (ac-ft) 5.04
Page 1848 of 4682
PROJECT TITLE:
lWilson Boulevard: Golden Gate Boulevard to Immokalee Road
SUBJECT:
JCN and SCS Runoff Volume Calculation
MADE BY:
AS
11/16/21
BASIN DESIGNATION:
113asin 6-2
CHECKED BY:
DL
11/17/21
From STA 182+20.
Basin Location and To STA 205+00.
Size Typical Section ROW 165 LF
Water Quality
Typical Section ROW x Basin Length = Basin
ROW Area= 8.64 ac
Treated Paved Area = 5.11 ac
Pond Site Area = 2.16 ac
Total (ROW + Pond) Basin Area = 10.79 ac
A.1 1.0 " Over Total Basin Area =
B.1 2.5 " Over Treated Paved Area =
Water Quantity
Basin Length 2,280 LF
Paved Area + Basin (ROW Area) _
Percent Impervious =
59%
0.90 Ac-Ft
1.06 Ac-Ft
1.06 Ac-Ft
C.1 50% Additional Treatment Volume for Impaired Waterbody 1.60 Ac-Ft
D. 0.5 "Required Dry Detention or Retention Pre -Treatment as part of Required 0.45 Ac-Ft
Treatment Volume
E.1 20 % of Wet Detention Area = Min Littoral Shelf Area = 0.17 ac
F.1 2.5% of Wet Detention and Drainage Basin Areas = 0.27 ac
PRE -DEVELOPED CONDITION
BASIN RUNOFF CURVE NUMBER WORKSHEET
LAND -USE DESCRIPTION
SOIL
NAME
SOIL
GROUP
CN
AREA
(ac)
PRODUCT
Open Spaces (Fair Condition)
113, Holopaw fine sand
A/D
49
2.48
121.6
Open Spaces (Good Condition)
117, Immokalee fine sand
B/D
69
1.65
114.1
Wood or Forest Land (Good Cover)
113, Holopaw fine sand
A/D
25
1.88
47.1
Wood or Forest Land (Good Cover)
117, Immokalee fine sand
B/D
55
1.26
69.1
Pond Site Area Wood or Forest Land
113 and 120
A/D
25
2.16
53.9
Impervious (Paved parking, roads, etc.)
98
1.36
133.4
TOTALS 10.79
539.1
COMPOSITE CN 50.0
POST -DEVELOPED CONDITION
BASIN RUNOFF CURVE NUMBER WORKSHEET
LAND -USE DESCRIPTION
SOIL
NAME
SOIL
GROUP
CN
AREA
(ac)
PRODUCT
Open Spaces (Good Condition)
113, Holopaw fine sand
A/D
39
2.12
82.5
Open Spaces (Good Condition)
117, Immokalee fine sand
B/D
61
1.41
86.1
Open Spaces (Good Condition, Pond Site)
113 and 120
A/D
39
1.28
50.1
Impervious (Open Water, Pond Site)
100
0.87
87.1
Impervious (Paved parking, roads, etc.)
98
5.11
500.7
TOTALS 10.79
806.4
COMPOSITE CN 74.7
ESTIMATE OF RUNOFF VOLUME
PROCEDURE TO DETERMINE RUNOFF VOLUME IS BASED ON THE SCS EQUATION AND IS AS FOLLOWS:
1) DETERMINE SOIL STORAGE - S--------------------------------> S = ( 1000 / CN) - 10
2) DETERMINE RUNOFF - R--------------------------------> R = (P - 0.2*S)A2 / (P + 0.8 *S)
P = rainfall in inches
3) DETERMINE RUNOFF VOLUME - V(R)--------------------> V(R) = (R / 12)*BASIN AREA
(inches)
(inches)
(acres -feet)
Agency
Design Storm Frequency
P
(in)
S
(in)
R
(in)
V(R)
(ac-ft)
FDOT Storm Drain
3 yr / 24 hr (PRE)
5.10
10.02
0.73
0.66
FDOT Storm Drain
3 yr / 24 hr (POST)
5.10
3.38
2.51
2.25
3 yr / 24 hr Attenuation Volume (ac-ft)
1.60
SFWMD Open Basin
25 yr / 72 hr (PRE)
1 10.50
10.02
3.90
3.51
SFWMD Open Basin
25 yr / 72 hr (POST)
10.50
3.38
7.31
6.57
Required 25 yr / 72 hr Attenuation Volume (ac-ft)
3.07
Dry Detention or Retention Treatment Volume (ac-ft) 0.00
Wet Detention: Treatment Volume (Vt) + Estimated Peak Attenuation Volume (Vpost - Vpre) (ac-ft) 4.66
Page 1849 of 4682
PROJECT TITLE:
lWilson Boulevard: Golden Gate Boulevard to Immokalee Road
SUBJECT:
JCN and SCS Runoff Volume Calculation
MADE BY:
AS
11/16/21
BASIN DESIGNATION:
113asin 6-3
CHECKED BY:
DL
11/17/21
Basin Location and From STATo STA
Size
Typical Section ROW
182+20.
205+00. Basin Length 2,280 LF
165 LF
Water Quality
Typical Section ROW x Basin Length = Basin
ROW Area =
8.64
ac Paved Area = Basin (ROW Area) _
Treated Paved Area =
5.11
ac
Percent Impervious =
Pond Site Area =
3.31
ac
59%
Total (ROW + Pond) Basin Area =
11.95
ac
A.1
1.0
" Over Total Basin Area =
1.00 Ac-Ft
B.1
2.5
" Over Treated Paved Area =
1.06 Ac-Ft
1.06 Ac-Ft
C.1
50%
Additional Treatment Volume for Impaired Waterbody
1.60
Ac-Ft
D.1
0.5
"Required Dry Detention or Retention Pre -Treatment as part of Required
0.50
Ac-Ft
Treatment Volume
Water Quantity
E.1 20% of Wet Detention Area = Min Littoral Shelf Area = 0.21 ac
F.1 2.5% of Wet Detention and Drainage Basin Areas = 0.30 ac
PRE -DEVELOPED CONDITION
BASIN RUNOFF CURVE NUMBER WORKSHEET
LAND -USE DESCRIPTION
SOIL
NAME
SOIL
GROUP
CN
AREA
(ac)
PRODUCT
Open Spaces (Fair Condition)
113, Holopaw fine sand
A/D
49
2.48
121.6
Open Spaces (Good Condition)
117, Immokalee fine sand
B/D
69
1.65
114.1
Wood or Forest Land (Good Cover)
It 3, Holopaw fine sand
A/D
25
1.88
47.1
Wood or Forest Land (Good Cover)
117, Immokalee fine sand
B/D
55
1.26
69.1
Pond Site Area Wood or Forest Land
113 and 120
A/D
25
3.31
82.8
Impervious (Paved parking, roads, etc.)
98
1.36
133.4
TOTALS 11.95
568.0
COMPOSITE CN 47.5
POST -DEVELOPED CONDITION
BASIN RUNOFF CURVE NUMBER WORKSHEET
LAND -USE DESCRIPTION
SOIL
NAME
SOIL
GROUP
CN
AREA
(ac)
PRODUCT
Open Spaces (Good Condition)
It 3, Holopaw fine sand
A/D
39
2.12
82.5
Open Spaces (Good Condition)
117, Immokalee fine sand
B/D
61
1.41
86.1
Open Spaces (Good Condition, Pond Site)
113 and 120
A/D
39
2.28
88.8
Impervious (Open Water, Pond Site)
100
1.03
103.3
Impervious (Paved parking, roads, etc.)
98
5.11
1 500.7
TOTALS 11.95
861.4
COMPOSITE CN 72.1
ESTIMATE OF RUNOFF VOLUME
PROCEDURE TO DETERMINE RUNOFF VOLUME IS BASED ON THE SCS EQUATION AND IS AS FOLLOWS:
1) DETERMINE SOIL STORAGE - S--------------------------------> S = ( 1000 / CN ) - 10
2) DETERMINE RUNOFF - R--------------------------------> R = (P - 0.2*S)A2 / ( P + 0.8*S)
P = rainfall in inches
3) DETERMINE RUNOFF VOLUME - V(R)--------------------------------> V(R) = (R / 12)*BASIN AREA
(inches)
(inches)
(acres -feet)
Agency
Design Storm Frequency
P
(in)
S
(in)
R
(in)
V(R)
(ac-ft)
FDOT Storm Drain
3 yr / 24 hr (PRE)
5.10
11.03
0.60
0.60
FDOT Storm Drain
3 yr / 24 hr (POST)
5.10
3.87
2.28
2.27
3 yr / 24 hr Attenuation Volume (ac-ft)
1.68
SFWMD Open Basin
25 yr / 72 hr (PRE)
1 10.50
11.03
1 3.56
1 3.54
SFWMD Open Basin
25 yr / 72 hr (POST)
1 10.50
3.87
1 6.96
1 6.93
Required 25 yr / 72 hr Attenuation Volume (ac-ft)
3.38
Dry Detention or Retention Treatment Volume (ac-ft) 0.50
Wet Detention: Treatment Volume (Vt) + Estimated Peak Attenuation Volume (Vpost - Vpre) (ac-ft) 4.48
Page 1850 of 4682
Attachment 3
Pond Size Calculations
Page 1851 of 4682
PROJECT TITLE:
Wilson Boulevard: Golden Gate Boulevard to Immokalee Road
SUBJECT:
R/W Requirement Estimate Pt. I
MADE BY:
AS
11/16/21
POND DESIGNATION:
Pond 1-1
CHECKED BY:
DL
11/17/21
STEP NO. 1 - POND LOCATION, TYPE, AND TAILWATER CONDITIONS
Based upon design criteria, a combination of Wet Detention and Dry Detention/Retention is required. Positive drainage from proposed pond to discharge
point at canal is required. Treatment and the peak attenuation volumes are constrained to the storage height (SH) calculated as follows:
a. Check of Pond Site Conditions
b. Check of Tailwater Conditions
Pond Site Location = STA. 57+00, RT
Pond Site Existing Ground Elevation = Varies 10.0 to 13.0 ft
Pond Site Soil Type = Boca fine sand (102, A/D) and Chobee, limestone
substratum -Dania, ponded (105, C/D)
Pond Site Estimated Depth to Groundwater = Varies 0.0 to 0.5 ft
Estimated SHWT = 11.00 ft
Distance to Discharge Point = 3800
Positive Drainage Gradient = 0.06%
Discharge Point NWL Estimation = 9.7
Discharge Point Peak Stage Estimation = 12.5
c. Summary of Controlling Soils and Minimum NWL = 12.0
Tailwater Conditions The pond(s) will be a combination of:
Wet Detention and Dry Detention
STEP NO.2 - STORAGE HEIGHT ESTIMATE (BASED UPON SHWT AND TAILWATER)
LF
Cypress
Canal
ft.
Storage Height (SH) = Maximum DHW - Pond NWL Maximum DHW - Pond Bottom
Minimum Existing Roadway Elevation =
12.0
Minimum Proposed Roadway Elevation =
14.5
Berm Elevation =
14.5
Freeboard to DHW =
1.0
Maximum DHW Elevation =
13.5
Proposed Wet Pond NWL / Dry Pond Bottom EL =
12.0
Clearance to ESHWT =
1.0
SH Available =
1.5
STEP NO.3 - TOTAL PEAK STORAGE VOLUME REOUIREMENT
The Total Peak Storage Volume Required is:
Volume Peak (ac-ft) = 5.23
Volume Peak (cf) = 227626
STEP NO.4 - POND CONFIGURATION
ft.
12.0
ft.
ft.
14.5
ft.
ft.
14.5
ft.
ft.
1.0
ft.
ft.
13.5
ft.
ft.
12.0
ft.
ft.
1.0
ft.
ft.
1.5
ft.
Volume = Length*Width*Height, where Volume is from Step No. 3,
and, L = Length of Pond, W = Width of Pond and SH = Storage Height from Step No. 2
Dry Detention
0.69
30090
2.3 ft. (vertical)
filename: Pond 1-1.xls
worksheet: RW REQUIREMENT PT.1
Page 1852 of 4682
PROJECT TITLE:
Wilson Boulevard: Golden Gate Boulevard to hnmokalee Road
SUBJECT:
R/W Requirement Estimate Pt. 2
MADE BY:
AS
11/16/21
BASIN DESIGNATION:
Pond 1-1
CHECKED BY:
DL
11/17/21
STEP NO.4 - POND CONFIGURATION cont.
Wet Detention
Dry Detention
L/W Ratio Based on Available Parcel Dims =
6.0
SH =
1.5
ft 1.5 ft
L =
399
ft 326 ft
W =
363
ft 54 ft
Pond Area at Control/Bot EL =
3.32
acres 0.41 acres
STEP NO. 5 - ACCOUNTING FOR THE POND SIDE SLOPES TO STORAGE HEIGHT (SH)
Wet Detention
Dry Detention
Side slopes are 1:
6
4
Length @ Top of SH =
417
ft 338 ft
Width @ Top of SH =
381
ft 66 ft
Pond Area at SH =
3.64
acres 0.51 acres
Volume Provided at SH =
5.23
ac-ft 0.69 ac-ft
Volume Required =
5.23
ac-ft 0.69 ac-ft
STEP NO. 6 - ACCOUNTING FOR THE POND SIDE SLOPES FROM
(SH) TO MAINTENANCE BERMS AND BERM WIDTHS
Wet Detention
Dry Detention
Side slopes are 1:
4
4
Desired Maintenance Berm Widths =
20
ft. 1 > ft.
Length @ Outside Maintenance Berm =
465
ft 376 ft
Width @ Outside Maintennace Berm =
429
ft 104 ft
Minimum Pond Area Requirement =
4.58
acres 0.90 acres
Contingency =
15%
Pond Area Requirement =
5.26
acres 1.04 acres
TOTAL WET AND DRY POND AREA REQUIREMENT
6.30 acres
STEP NO.7 - CHECK OF ESTIMATED STORM DRAIN SYSTEM 1' MIN HGL CLEARANCE AND ENERGY LOSSES
3 yr / 24 hr Attenuation Volume =
2.16
ac-ft 3 yr 24 hr Pond EL = 12.5
Length Between Pond and Roadway Low Point =
1750
ft. Energy Losses @ 0.05% = 0.9 ft
Roadway Low Point EL =
14.5
HGL Clearance at Roadway Low Point = 1.1 ft (OK)
STEP NO.8 - CHECK OF ESTIMATED LITTORAL AREA
Length @ Bot of Littoral Area (2' below NWL) =
375
Length @ Top of Littoral Area (ft) = 411
Width @ Bot of Littoral Area (2' below NWL) =
339
Width @ Top of Littoral Area (ft) = 375
Bot of Littoral Area (2' below NWL) =
2.92
Top of Littoral Area (F above NWL) = 3.54 acres
Littoral Area Requirement (acres) =
0.41
Littoral Area Provided (acres) = 0.62 (OK)
Page 1853 of 4682
PROJECT TITLE:
Wilson Boulevard: Golden Gate Boulevard to Immokalee Road
SUBJECT:
R/W Requirement Estimate Pt. 1
MADE BY:
AS
11/16/21
POND DESIGNATION:
Pond 1-2
CHECKED BY:
DL
11/17/21
STEP NO. 1 - POND LOCATION, TYPE, AND TAILWATER CONDITIONS
Based upon design criteria, a combination of Wet Detention and Dry Detention/Retention is required. Positive drainage from proposed pond to discharge
point at canal is required. Treatment and the peak attenuation volumes are constrained to the storage height (SH) calculated as follows:
a. Check of Pond Site Conditions
b. Check of Tailwater Conditions
Pond Site Location = STA. 70+00, RT
Pond Site Existing Ground Elevation = Varies 10.0 to 14.0 ft
Pond Site Soil Type = Boca fine sand (102, A/D)
Pond Site Estimated Depth to Groundwater = 0.5 ft.
Estimated SHWT = 10.5 ft.
Distance to Discharge Point = 2500
Positive Drainage Gradient = 0.06%
Discharge Point NWL Estimation = 9.7
Discharge Point Peak Stage Estimation = 12.5
c. Summary of Controlling Soils and Minimum NWL = 11.2
Tailwater Conditions The pond(s) will be a combination of:
Wet Detention and Dry Detention
STEP NO.2 - STORAGE HEIGHT ESTIMATE (BASED UPON SHWT AND TAILWATER)
LF
Cypress
Canal
ft.
Storage Height (SH) =
Maximum DHW - Pond NWL
Maximum DHW
- Pond Bottom
Minimum Existing Roadway Elevation =
12.0
ft.
12.0
ft.
Minimum Proposed Roadway Elevation =
14.5
ft.
14.5
ft.
Berm Elevation =
14.5
ft.
14.5
ft.
Freeboard to DHW =
ft.
1.0
ft.
Maximum DHW Elevation =
13.5
ft.
13.5
ft.
Proposed Wet Pond NWL / Dry Pond Bottom EL =
11.2
ft.
11.5
ft.
Clearance to ESHWT =
0.7
ft.
1.0
ft.
SH =
2.3
ft.
2.0
ft.
STEP NO.3 - TOTAL PEAK STORAGE VOLUME REQUIREMENT
The Total Peak Storage Volume Required is:
Wet Detention Dry Detention
Volume Peak (ac-ft) = 5.92 0.64
Volume Peak (cf) = 257973 28075
STEP NO.4 - POND CONFIGURATION
Volume = Length*Width*Height, where Volume is from Step No. 3,
and, L = Length of Pond, W = Width of Pond and SH = Storage Height from Step No. 2
1.5 ft. (vertical)
filename: Pond 1-2.xls
worksheet: RW REQUIREMENT PT.1
Page 1854 of 4682
PROJECT TITLE:
Wilson Boulevard: Golden Gate Boulevard to hnmokalee Road
SUBJECT:
R/W Requirement Estimate Pt. 2
MADE BY:
AS
11/16/21
BASIN DESIGNATION:
Pond 1-2
CHECKED BY:
DL
11/17/21
STEP NO.4 - POND CONFIGURATION cont.
Wet Detention
Dry Detention
L/W Ratio Based on Available Parcel Dims =
Z..0
6.0
SH =
2.3
ft 2.0 ft
L =
453
ft 262 ft
W =
226
ft 44 ft
Pond Area at Control/Bot EL =
2.35
acres 0.26 acres
STEP NO.5 - ACCOUNTING FOR THE POND SIDE SLOPES TO STORAGE HEIGHT (SH)
Side slopes are 1:
6
4
Wet Detention
Dry Detention
Length @ Top of SH =
480
ft 278 ft
Width @ Top of SH =
254
ft 60 ft
Pond Area at SH =
2.80
acres 0.38 acres
Volume Provided at SH =
5.92
ac-ft 0.64 ac-ft
Volume Required =
5.92
ac-ft 0.64 ac-ft
STEP NO. 6 - ACCOUNTING FOR THE POND SIDE SLOPES FROM
(SH) TO MAINTENANCE BERMS AND BERM WIDTHS
Wet Detention
Dry Detention
Side slopes are 1:
4
4
Desired Maintenance Berm Widths =
20
ft. 15 ft.
Length @ Outside Maintenance Berm =
528
ft. 316 ft.
Width @ Outside Maintennace Berm =
302
ft. 98 ft.
Minimum Pond Area Requirement =
3.66
acres 0.71 acres
Contingency =
15%
15%
Pond Area Requirement =
4.21
acres 0.81 acres
TOTAL WET AND DRY POND AREA REQUIREMENT
5.02 acres
STEP NO.7 - CHECK OF ESTIMATED STORM DRAIN SYSTEM V MIN HGL CLEARANCE AND ENERGY LOSSES
3 yr / 24 hr Attenuation Volume =
2.30
ac-ft 3 yr 24 hr Pond EL = 12.0
Length Between Pond and Roadway Low Point =
3000
ft. Energy Losses @ 0.05% = 1.5 ft
Roadway Low Point EL =
14.5
HGL Clearance at Roadway Low Point = 1.0 ft (OK)
STEP NO.8 - CHECK OF ESTIMATED LITTORAL AREA
Length @ Bot of Littoral Area (2' below NWL) =
429
Length @ Top of Littoral Area (ft) = 465
Width @ Bot of Littoral Area (2' below NWL) =
202
Width @ Top of Littoral Area (ft) = 238
Bot of Littoral Area (2' below NWL) =
1.99
Top of Littoral Area (1' above NWL) = 2.54 acres
Littoral Area Requirement (acres) =
0.39
Littoral Area Provided (acres) = 0.55 (OK)
Page 1855 of 4682
PROJECT TITLE:
Wilson Boulevard: Golden Gate Boulevard to Immokalee Road
SUBJECT:
R/W Requirement Estimate Pt. 1
MADE BY:
AS
11/16/21
POND DESIGNATION:
Pond 2-1
CHECKED BY:
DL
11/17/21
STEP NO. 1 - POND LOCATION, TYPE, AND TAILWATER CONDITIONS
Based upon design criteria, a combination of Wet Detention and Dry Detention/Retention is required. Positive drainage from proposed pond to discharge
point at canal is required. Treatment and the peak attenuation volumes are constrained to the storage height (SH) calculated as follows:
a. Check of Pond Site Conditions
b. Check of Tailwater Conditions
Pond Site Location = STA. 88+00, RT
Pond Site Existing Ground Elevation = 12.0 ft.
Boca fine sand -Urban (102, A/D) and Hallandale fine
Pond Site Soil Type = sand (110, B/D)
Pond Site Estimated Depth to Groundwater = Varies 0.5 to 1.0 ft.
Estimated SHWT = 11.5 ft.
Distance to Discharge Point = 675
Positive Drainage Gradient = 0.06%
Discharge Point NWL Estimation = 9.7
Discharge Point Peak Stage Estimation = 12.5
c. Summary of Controlling Soils and Minimum Wet Detention NWL = 10.2
Tailwater Conditions The pond(s) will be a combination of:
Wet Detention and Dry Detention
STEP NO.2 - STORAGE HEIGHT ESTIMATE (BASED UPON SHWT AND TAILWATER)
LF
Cypress
Canal
ft.
Storage Height (SH) =
Maximum DHW -
Pond NWL
Maximum DHW
- Pond Bottom
Minimum Existing Roadway Elevation =
12.0
ft.
12.0
ft.
Minimum Proposed Roadway Elevation =
14.5
ft.
14.5
ft.
Berm Elevation =
14.5
ft.
14.5
ft.
Freeboard to DHW =
1.0
ft.
1.0
ft.
Maximum DHW Elevation =
13.5
ft.
13.5
ft.
Proposed Wet Pond NWL / Dry Pond Bottom EL =
10.2
ft.
12.5
ft.
Clearance to ESHWT =
-1.3
ft.
1.0
ft.
SH =
3.3
ft.
1.0
ft.
STEP NO.3 - TOTAL PEAK STORAGE VOLUME REQUIREMENT
The Total Peak Storage Volume Required is:
Wet Detention Dry Detention
Volume Peak (ac-ft) = 4.41 0.60
Volume Peak (cf) = 192036 26277
STEP NO.4 - POND CONFIGURATION
Volume = Length*Width*Height, where Volume is from Step No. 3,
and, L = Length of Pond, W = Width of Pond and SH = Storage Height from Step No. 2
0.4 ft. (vertical)
filename: Pond 2-1.xls
worksheet: RW REQUIREMENT PT.1
Page 1856 of 4682
PROJECT TITLE:
Wilson Boulevard: Golden Gate Boulevard to hnmokalee Road
SUBJECT:
R/W Requirement Estimate Pt. 2
MADE BY:
AS
11/16/21
BASIN DESIGNATION:
Pond 2-1
CHECKED BY:
DL
11/17/21
STEP NO.4 - POND CONFIGURATION cont.
Wet Detention
Dry Detention
L/W Ratio Based on Available Parcel Dims =
`'
2.0
SH =
3.3
ft 1.0 ft
L =
311
ft 223 ft
W =
155
ft 112 ft
Pond Area at Control/Bot EL =
1.11
acres 0.57 acres
STEP NO.5 - ACCOUNTING FOR THE POND SIDE SLOPES TO STORAGE HEIGHT (SH)
Wet Detention
Dry Detention
Side slopes are 1:
6
4
Length @ Top of SH =
350
ft 231 ft
Width @ Top of SH =
195
ft 120 ft
Pond Area at SH =
1.57
acres 0.63 acres
Volume Provided at SH =
4.410
ac-ft 0.602 ac-ft
Volume Required =
4.409
ac-ft 0.603 ac-ft
STEP NO.6 - ACCOUNTING FOR THE POND SIDE SLOPES FROM
(SH) TO MAINTENANCE BERMS AND BERM WIDTHS
Wet Detention
Dry Detention
Side slopes are 1:
4
4
Desired Maintenance Berm Widths =
20
ft. 15 ft.
Length @ Outside Maintenance Berm =
398
ft. 269 ft.
Width @ Outside Maintenaace Berm =
243
ft. 158 ft.
Minimum Pond Area Requirement =
2.22
acres 0.97 acres
Contingency =
15%
15%
Pond Area Requirement =
2.55
acres 1.12 acres
TOTAL WET AND DRY POND AREA
REQUIREMENT
3.67 acres
STEP NO. 7 - CHECK OF ESTIMATED STORM DRAIN SYSTEM 1' MIN HGL CLEARANCE AND ENERGY LOSSES
3 yr / 24 hr Attenuation Volume =
1.59
ac-ft 3 yr 24 hr Pond EL = 11.4
Length Between Pond and Roadway Low Point =
1900
ft. Energy Losses @ 0.05% = 1.0 ft
Roadway Low Point EL =
14.5
HGL Clearance at Roadway Low Point = 2.2 ft (OK)
STEP NO.8 - CHECK OF ESTIMATED LITTORAL AREA
Length @ Bot of Littoral Area (2' below NWL) =
287
Length @ Top of Littoral Area (ft) = 323
Width @ Bot of Littoral Area (2' below NWL) =
131
Width @ Top of Littoral Area (ft) = 167
Bot of Littoral Area (2' below NWL) =
0.86
Top of Littoral Area (F above NWL) = 1.24 acres
Littoral Area Requirement (acres) =
0.22
Littoral Area Provided (acres) = 0.38 (OK)
Page 1857 of 4682
PROJECT TITLE:
Wilson Boulevard: Golden Gate Boulevard to Immokalee Road
SUBJECT:
R/W Requirement Estimate Pt. 1
MADE BY:
AS
11/16/21
POND DESIGNATION:
Pond 2-2
CHECKED BY:
DL
11/17/21
STEP NO. 1 - POND LOCATION, TYPE, AND TAILWATER CONDITIONS
Based upon design criteria, a combination of Wet Detention and Dry Detention/Retention is required. Positive drainage from proposed pond to discharge
point at canal is required. Treatment and the peak attenuation volumes are constrained to the storage height (SH) calculated as follows:
a. Check of Pond Site Conditions
b. Check of Tailwater Conditions
Pond Site Location = STA. 88+00, RT
Pond Site Existing Ground Elevation = Varies 12 to 14 ft.
Boca fine sand -Urban (102, A/D) and Hallandale fine
Pond Site Soil Type = sand (110, B/D)
Pond Site Estimated Depth to Groundwater = Varies 0.5 to 1.0 ft.
Estimated SHWT = 11.5 ft.
Distance to Discharge Point =
Positive Drainage Gradient =
Discharge Point NWL Estimation =
Discharge Point Peak Stage Estimation =
425
0.06%
9.7
12.5
c. Summary of Controlling Soils and Minimum Wet Detention NAIL = 10.0
Tailwater Conditions The pond(s) will be a combination of:
Wet Detention and Dry Detention
STEP NO. 2 - STORAGE HEIGHT ESTIMATE (BASED UPON SHWT AND TAILWATER)
LF
Cypress
Canal
ft.
Storage Height (SH) =
Maximum DHW - Pond NWL
Maximum DHW - Pond Bottom
Minimum Existing Roadway Elevation =
12.0
ft.
12.0
ft.
Minimum Proposed Roadway Elevation =
14.5
ft.
14.5
ft.
Berm Elevation =
14.5
ft.
14.5
ft.
Freeboard to DHW =
1.0
ft.
1.0
ft.
Maximum DHW Elevation =
13.5
ft.
13.5
ft.
Proposed Wet Pond NWL / Dry Pond Bottom EL =
10.0
ft.
12.5
ft.
Clearance to ESHWT =
-1.5
ft.
1.0
ft.
SH =
3.5
ft.
1.0
ft.
STEP NO.3 - TOTAL PEAK STORAGE VOLUME REQUIREMENT
The Total Peak Storage Volume Required is:
Wet Detention Dry Detention
Volume Peak (ac-ft) = 4.33 0.60
Volume Peak (cf) = 188561 26096
STEP NO.4 - POND CONFIGURATION
Volume = Length*Width*Height, where Volume is from Step No. 3,
and, L = Length of Pond, W = Width of Pond and SH = Storage Height from Step No. 2
0.3 ft. (vertical)
filename: Pond 2-2.xls
worksheet: RW REQUIREMENT PT.1
Page 1858 of 4682
PROJECT TITLE:
Wilson Boulevard: Golden Gate Boulevard to hnmokalee Road
SUBJECT:
R/W Requirement Estimate Pt. 2
MADE BY:
AS
11/16/21
BASIN DESIGNATION:
Pond 2-2
CHECKED BY:
DL
11/17/21
STEP NO.4 - POND CONFIGURATION cont.
Wet Detention
Dry Detention
L/W Ratio Based on Available Parcel Dims =
? a
25
SH =
3.5
ft 1.0 ft
L =
296
ft 249 ft
W =
148
ft 99 ft
Pond Area at Control/Bot EL =
1.00
acres 0.57 acres
STEP NO.5 - ACCOUNTING FOR THE POND SIDE SLOPES TO STORAGE HEIGHT (SH)
Wet Detention
Dry Detention
Side slopes are 1:
6
4
Length @ Top of SH =
338
ft 257 ft
Width @ Top of SH =
190
ft 107 ft
Pond Area at SH =
1.47
acres 0.63 acres
Volume Provided at SH =
4.33
ac-ft 0.60 ac-ft
Volume Required =
4.33
ac-ft 0.60 ac-ft
STEP NO.6 - ACCOUNTING FOR THE POND SIDE SLOPES FROM
(SH) TO MAINTENANCE BERMS AND BERM WIDTHS
Wet Detention
Dry Detention
Side slopes are 1:
4
4
Desired Maintenance Berm Widths =
20
ft. 15 ft.
Length @ Outside Maintenance Berm =
386
ft. 295 ft.
Width @ Outside Maintenaace Berm =
238
ft. 145 ft.
Minimum Pond Area Requirement =
2.10
acres 0.98 acres
Contingency =
15%
15%
Pond Area Requirement =
2.42
acres 1.13 acres
TOTAL WET AND DRY POND AREA
REQUIREMENT
3.55 acres
STEP NO. 7 - CHECK OF ESTIMATED STORM DRAIN SYSTEM 1' MIN HGL CLEARANCE AND ENERGY LOSSES
3 yr / 24 hr Attenuation Volume =
1.55
ac-ft 3 yr 24 hr Pond EL = 11.1
Length Between Pond and Roadway Low Point =
2780
ft. Energy Losses @ 0.05% = 1.4 ft
Roadway Low Point EL =
14.5
HGL Clearance at Roadway Low Point = 2.1 ft (OK)
STEP NO.8 - CHECK OF ESTIMATED LITTORAL AREA
Length @ Bot of Littoral Area (2' below NWL) =
272
Length @ Top of Littoral Area (ft) = 308
Width @ Bot of Littoral Area (2' below NWL) =
124
Width @ Top of Littoral Area (ft) = 160
Bot of Littoral Area (2' below NWL) =
0.77
Top of Littoral Area (F above NWL) = 1.13 acres
Littoral Area Requirement (acres) =
0.20
Littoral Area Provided (acres) = 0.36 (OK)
Page 1859 of 4682
PROJECT TITLE:
Wilson Boulevard: Golden Gate Boulevard to Immokalee Road
SUBJECT:
R/W Requirement Estimate Pt. 2
MADE BY:
AS
11/16/21
BASIN DESIGNATION:
Pond 2-3
CHECKED BY:
DL
11/17/21
STEP NO. 4 - POND CONFIGURATION cont.
Wet Detention
Dry Detention
L/W Ratio Based on Available Parcel Dims =
1.2
1.0
SH =
3.7
ft
0.5 ft
L =
225
ft
232 ft
W =
188
ft
232 ft
Pond Area at Control/Bot EL =
0.97
acres
1.23 acres
STEP NO.5 - ACCOUNTING FOR THE POND SIDE SLOPES TO STORAGE HEIGHT (SH)
Wet Detention
Dry Detention
Side slopes are 1:
6
4
Length @ Top of SH =
270
ft
236 ft
Length @ Top of SH =
232
ft
236 ft
Pond Area at SH =
1.44
acres
1.27 acres
Volume Provided at SH =
4.45
ac-ft
0.63 ac-ft
Volume Required =
4.45
ac-ft
0.63 ac-ft
STEP NO.6 - ACCOUNTING FOR THE POND SIDE SLOPES FROM
(SH) TO MAINTENANCE BERMS AND BERM WIDTHS
Wet Detention
Dry Detention
Side slopes are 1:
4
4
Desired Maintenance Berm Widths =
20
f
15 ft.
Length @ Outside Maintenance Berm =
318
ft.
274 ft.
Width @ Outside Maintennace Berm =
280
ft.
274 ft.
Minimum Pond Area Requirement =
2.04
acres
1.72 acres
Contingency =
15%
Pond Area Requirement =
2.35
acres
1.97 acres
TOTAL WET AND DRY POND AREA REQUIREMENT
4.32 acres
STEP NO. 7 - CHECK OF ESTIMATED STORM DRAIN SYSTEM V MIN HGL CLEARANCE AND ENERGY LOSSES
3 yr / 24 hr Attenuation Volume =
1.56
ac-ft
3 yr 24 hr Pond EL =
11.1
Length Between Pond and Roadway Low Point
3100
ft.
Energy Losses @ 0.05% =
1.6 ft
Roadway Low Point EL =
14.5
HGL
Clearance at Roadway Low Point =
1.9 ft (OK)
STEP NO. 8 - CHECK OF ESTIMATED LITTORAL AREA
Length @ Bot of Littoral Area (2' below NWL) =
201
Length @ Top of Littoral Area (ft) =
237
Width @ Bot of Littoral Area (2' below NWL) =
164
Width @ Top of Littoral Area (ft) =
200
Bot of Littoral Area (2' below NWL) =
0.76
Top of Littoral Area (F above NWL) =
1.09 acres
Littoral Area Requirement (acres) =
0.19
Littoral Area Provided (acres) =
0.33 (OK)
Page 1860 of 4682
PROJECT TITLE:
Wilson Boulevard: Golden Gate Boulevard to Immokalee Road
SUBJECT:
R/W Requirement Estimate Pt. 1
MADE BY:
AS
11/16/21
POND DESIGNATION:
Pond 2-3
CHECKED BY:
DL
11/17/21
STEP NO. 1 - POND LOCATION, TYPE, AND TAILWATER CONDITIONS
Based upon design criteria, a combination of Wet Detention and Dry Detention/Retention is required. Positive drainage from proposed pond to discharge
point at canal is required. Treatment and the peak attenuation volumes are constrained to the storage height (SH) calculated as follows:
a. Check of Pond Site Conditions
b. Check of Tailwater Conditions
Pond Site Location = STA. 94+00, RT
Pond Site Existing Ground Elevation = Varies 12 to 14 ft.
Pond Site Soil Type = Boca fine sand -Urban (102, A/D) and Riviera fine
sand (131, B/D)
Pond Site Estimated Depth to Groundwater = Varies 0 to 0.5 ft.
Estimated SHWT = 12.0 ft.
Distance to Discharge Point = 50
Positive Drainage Gradient = 0.06%
Discharge Point NWL Estimation = 9.7
Discharge Point Peak Stage Estimation = 12.5
c. Summary of Controlling Soils and Minimum Wet Detention NWL = 9.8
Tailwater Conditions The pond(s) will be a combination of:
Wet Detention and Dry Detention
STEP NO.2 - STORAGE HEIGHT ESTIMATE (BASED UPON SHWT AND TAILWATER)
LF
Cypress
Canal
ft.
Storage Height (SH) =
Maximum DHW -
Pond NWL
Maximum DHW
- Pond Bottom
Minimum Existing Roadway Elevation =
12.0
ft.
12.0
ft.
Minimum Proposed Roadway Elevation =
14.5
ft.
14.5
ft.
Berm Elevation =
14.5
ft.
14.5
ft.
Freeboard to DHW =
1.0
ft.
1.0
ft.
Maximum DHW Elevation =
13.5
ft.
13.5
ft.
Proposed Wet Pond NWL / Dry Pond Bottom EL =
9.8
ft.
13.0
ft.
Clearance to ESHWT =
-2.2
ft.
1.0
ft.
SH =
3.7
ft.
0.5
ft.
STEP NO.3 - TOTAL PEAK STORAGE VOLUME REQUIREMENT
The Total Peak Storage Volume Required is:
Wet Detention Dry Detention
Volume Peak (ac-ft) = 4.45 0.63
Volume Peak (cf) = 193841 27312
STEP NO.4 - POND CONFIGURATION
Volume = Length*Width*Height, where Volume is from Step No. 3,
and, L = Length of Pond, W = Width of Pond and SH = Storage Height from Step No. 2
0.03 ft. (vertical)
filename: Pond 2-3.xls
worksheet: RW REQUIREMENT PT.1
Page 1861 of 4682
PROJECT TITLE:
Wilson Boulevard: Golden Gate Boulevard to Immokalee Road
SUBJECT:
R/W Requirement Estimate Pt. 1
MADE BY:
AS
11/16/21
POND DESIGNATION:
Pond 2-4
CHECKED BY:
DL
11/17/21
STEP NO. 1 - POND LOCATION, TYPE, AND TAILWATER CONDITIONS
Based upon design criteria, a combination of Wet Detention and Dry Detention/Retention is required. Positive drainage from proposed pond to discharge
point at canal is required. Treatment and the peak attenuation volumes are constrained to the storage height (SH) calculated as follows:
Pond Site Location = STA. 78+00, LT
Pond Site Existing Ground Elevation = 12.0 ft.
a. Check of Pond Site Conditions Pond Site Soil Type = Boca fine sand -Urban (102, A/D)
Pond Site Estimated Depth to Groundwater = 0.5 ft.
Estimated SHWT = 11.5 ft.
Distance to Discharge Point = 1700 LF
Positive Drainage Gradient = 0.06% _
b. Check of Tailwater Conditions
Discharge Point NWL Estimation = 9.7 Cypress
Discharge Point Peak Stage Estimation = 12.5 Canal
c. Summary of Controlling Soils and Minimum Wet Detention NWL = 10.8 ft.
Tailwater Conditions The pond(s) will be a combination of:
Wet Detention and Dry Detention
STEP NO.2 - STORAGE HEIGHT ESTIMATE (BASED UPON SHWT AND TAILWATER)
Storage Height (SH) =
Minimum Existing Roadway Elevation =
Minimum Proposed Roadway Elevation =
Berm Elevation —
Freeboard to DHW =
Maximum DHW Elevation =
Proposed Wet Pond NWL / Dry Pond Bottom EL =
Clearance to ESHWT =
SH =
Maximum DHW - Pond NWL Maximum DHW - Pond Bottom
12.0
ft.
12.0
ft.
14.5
ft.
14.5
ft.
14.5
ft.
14.5
ft.
1.0
ft.
1.0
ft.
13.5
ft.
13.5
ft.
10.8
ft.
12.5
ft.
-0.7
ft.
1.0
ft.
2.7
ft.
1.0
ft.
STEP NO.3 - TOTAL PEAK STORAGE VOLUME REQUIREMENT
The Total Peak Storage Volume Required is:
Wet Detention
Volume Peak (ac-ft) = 5.38
Volume Peak (cf) = 234328
STEP NO.4 - POND CONFIGURATION
Volume = Length*Width*Height, where Volume is from Step No. 3,
and, L = Length of Pond, W = Width of Pond and SH = Storage Height from Step No. 2
Dry Detention
0.64
27748
1.02 ft. (vertical)
filename: Pond 2-4.xls
worksheet: RW REQUIREMENT PT.1
Page 1862 of 4682
PROJECT TITLE:
Wilson Boulevard: Golden Gate Boulevard to Immokalee Road
SUBJECT:
R/W Requirement Estimate Pt. 2
MADE BY:
AS
11/16/21
BASIN DESIGNATION:
Pond 2-4
CHECKED BY:
DL
11/17/21
STEP NO.4 - POND CONFIGURATION cont.
Wet Detention
Dry Detention
L/W Ratio Based on Available Parcel Dims =
' z
2.7
SH =
2.7
ft
1.0
ft
L =
340
ft
266
ft
W =
227
ft
99
ft
Pond Area at Control/Bot EL =
1.77
acres
0.60
acres
STEP NO.5 - ACCOUNTING FOR THE POND SIDE SLOPES TO STORAGE HEIGHT (SH)
Wet Detention
Dry Detention
Side slopes are 1:
6
4
Length @ Top of SH =
373
ft
274
ft
Length @ Top of SH =
259
ft
107
ft
Pond Area at SH =
2.22
acres
0.67
acres
Volume Provided at SH =
5.38
ac-ft
0.64
ac-ft
Volume Required =
5.38
ac-ft
0.64
ac-ft
STEP NO.6 - ACCOUNTING FOR THE POND SIDE SLOPES FROM
(SH) TO MAINTENANCE BERMS AND BERM WIDTHS
Wet Detention
Dry Detention
Side slopes are 1:
Desired Maintenance Berm Widths =
ft.
Length @ Outside Maintenance Berm =
421
ft.
312
ft.
Width @ Outside Maintennace Berm =
307
ft.
145
ft.
Minimum Pond Area Requirement =
2.97
acres
1.04
acres
Contingency =
15%
15%
Pond Area Requirement =
3.41
acres
1.19
acres
TOTAL WET AND DRY POND AREA
REQUIREMENT
4.60
acres
STEP NO. 7 - CHECK OF ESTIMATED STORM DRAIN SYSTEM 1' MIN HGL CLEARANCE AND ENERGY LOSSES
3 yr / 24 hr Attenuation Volume =
1.93
ac-ft
3 yr 24 hr Pond EL = 11.8
Length Between Pond and Roadway Low Point =
1500
ft.
Energy Losses @ 0.05% = 0.8 ft
Roadway Low Point EL =
14.5
HGL Clearance at Roadway Low Point = 2.0 ft (OK)
STEP NO. 8 - CHECK OF ESTIMATED LITTORAL AREA
Length @ Bot of Littoral Area (2' below NWL) = 316 Length @ Top of Littoral Area (ft) = 352
Width @ Bot of Littoral Area (2' below NWL) = 203 Width @ Top of Littoral Area (ft) = 239
Bot of Littoral Area (2' below NWL) = 1.47 Top of Littoral Area (F above NWL) = 1.93 acres
Littoral Area Requirement (acres) = 0.35 Littoral Area Provided (acres) = 0.46 (OK)
Page 1863 of 4682
PROJECT TITLE:
Wilson Boulevard: Golden Gate Boulevard to Immokalee Road
SUBJECT:
R/W Requirement Estimate Pt. 1
MADE BY:
AS
11/16/21
POND DESIGNATION:
Pond 3-1
CHECKED BY:
DL
11/17/21
STEP NO. 1 - POND LOCATION, TYPE, AND TAILWATER CONDITIONS
Based upon design criteria, a combination of Wet Detention and Dry Detention/Retention is required. Positive drainage from proposed pond to discharge
point at canal is required. Treatment and the peak attenuation volumes are constrained to the storage height (SH) calculated as follows:
a. Check of Pond Site Conditions
b. Check of Tailwater Conditions
Pond Site Location = STA. 102+00, RT
Pond Site Existing Ground Elevation = 12.0 ft.
Pond Site Soil Type = Boca fine sand -Urban (102, A/D) and Riviera fine
sand (131, B/D)
Pond Site Estimated Depth to Groundwater = Varies 0 to 0.5 ft.
Estimated SHWT = 11.5 ft.
Distance to Discharge Point = 50
Positive Drainage Gradient = 0.06%
Discharge Point NWL Estimation = 9.7
Discharge Point Peak Stage Estimation = 12.5
c. Summary of Controlling Soils and Minimum Wet Detention NWL = 9.8
Tailwater Conditions The pond(s) will be a combination of:
Wet Detention and Dry Detention
STEP NO.2 - STORAGE HEIGHT ESTIMATE (BASED UPON SHWT AND TAILWATER)
LF
Cypress
Canal
ft.
Storage Height (SH) =
Maximum DHW - Pond NWL
Maximum DHW - Pond Bottom
Minimum Existing Roadway Elevation =
12.0
ft.
12.0
ft.
Minimum Proposed Roadway Elevation =
14.5
ft.
14.5
ft.
Berm Elevation =
14.5
ft.
14.5
ft.
Freeboard to DHW =
1.0
ft.
1.0
ft.
Maximum DHW Elevation =
13.5
ft.
13.5
ft.
Proposed Wet Pond NWL / Dry Pond Bottom EL =
9.8
ft.
12.5
ft.
Clearance to ESHWT =
-1.7
ft.
1.0
ft.
SH =
3.7
ft.
1.0
ft.
STEP NO.3 - TOTAL PEAK STORAGE VOLUME REQUIREMENT
The Total Peak Storage Volume Required is:
Wet Detention Dry Detention
Volume Peak (ac-ft) = 5.40 0.67
Volume Peak (cf) = 235326 29087
STEP NO.4 - POND CONFIGURATION
Volume = Length*Width*Height, where Volume is from Step No. 3,
and, L = Length of Pond, W = Width of Pond and SH = Storage Height from Step No. 2
0.0 ft. (vertical)
filename: Pond 3-1.xls
worksheet: RW REQUIREMENT PT.1
Page 1864 of 4682
PROJECT TITLE:
Wilson Boulevard: Golden Gate Boulevard to Immokalee Road
SUBJECT:
R/W Requirement Estimate Pt. 2
MADE BY:
AS
11/16/21
BASIN DESIGNATION:
Pond 3-1
CHECKED BY:
DL
11/17/21
STEP NO.4 - POND CONFIGURATION cont.
Wet Detention
Dry Detention
L/W Ratio Based on Available Parcel Dims =
' z
2 3
SH =
3.7
ft
1.0
ft
L =
280
ft
252
ft
W =
187
ft
110
ft
Pond Area at Control/Bot EL =
1.20
acres
0.63
acres
STEP NO.5 - ACCOUNTING FOR THE POND SIDE SLOPES TO STORAGE HEIGHT (SH)
Wet Detention
Dry Detention
Side slopes are 1:
6
4
Length @ Top of SH =
324
ft
260
ft
Length @ Top of SH =
231
ft
118
ft
Pond Area at SH =
1.72
acres
0.70
acres
Volume Provided at SH =
5.40
ac-ft
0.67
ac-ft
Volume Required =
5.40
ac-ft
0.67
ac-ft
STEP NO.6 - ACCOUNTING FOR THE POND SIDE SLOPES FROM
(SH) TO MAINTENANCE BERMS AND BERM WIDTHS
Wet Detention
Dry Detention
Side slopes are 1:
4
4
Desired Maintenance Berm Widths =
20
ft.
15
ft.
Length @ Outside Maintenance Berm =
372
ft.
298
ft.
Width @ Outside Maintennace Berm =
279
ft.
156
ft.
Minimum Pond Area Requirement =
2.39
acres
1.06
acres
Contingency =
15%
15%
Pond Area Requirement =
2.74
acres
1.22
acres
TOTAL WET AND DRY POND AREA REQUIREMENT
3.97
acres
STEP NO.7 - CHECK OF ESTIMATED STORM DRAIN SYSTEM 1' MIN HGL CLEARANCE AND ENERGY LOSSES
3 yr / 24 hr Attenuation Volume =
2.06
ac-ft
3 yr 24 hr Pond EL = 11.2
Length Between Pond and Roadway Low Point =
3100
ft.
Energy Losses @ 0.05% = 1.6 ft
Roadway Low Point EL =
14.5
HGL Clearance at Roadway Low Point = 1.7 ft (OK)
STEP NO. 8 - CHECK OF ESTIMATED LITTORAL AREA
Length @ Bot of Littoral Area (2' below NWL) = 256 Length @ Top of Littoral Area (ft) = 292
Width @ Bot of Littoral Area (2' below NWL) = 163 Width @ Top of Littoral Area (ft) = 199
Bot of Littoral Area (2' below NWL) = 0.96 Top of Littoral Area (F above NWL) = 1.33 acres
Littoral Area Requirement (acres) = 0.24 Littoral Area Provided (acres) = 0.38 (OK)
Page 1865 of 4682
PROJECT TITLE:
Wilson Boulevard: Golden Gate Boulevard to Immokalee Road
SUBJECT:
R/W Requirement Estimate Pt. 1
MADE BY:
AS
11/16/21
POND DESIGNATION:
Pond 3-2
CHECKED BY:
DL
11/17/21
STEP NO. 1 - POND LOCATION, TYPE, AND TAILWATER CONDITIONS
Based upon design criteria, a combination of Wet Detention and Dry Detention/Retention is required. Positive drainage from proposed pond to discharge
point at canal is required. Treatment and the peak attenuation volumes are constrained to the storage height (SH) calculated as follows:
a. Check of Pond Site Conditions
b. Check of Tailwater Conditions
Pond Site Location = STA. 98+00, LT
Pond Site Existing Ground Elevation = Varies 12 to 14 ft.
Pond Site Soil Type = Hallandale fine sand (110, B/D)
Pond Site Estimated Depth to Groundwater = 1.0 ft.
Estimated SHWT = 11.0 ft.
Distance to Discharge Point = 50
Positive Drainage Gradient = 0.06%
Discharge Point NWL Estimation = 9.7
Discharge Point Peak Stage Estimation = 12.5
c. Summary of Controlling Soils and Minimum Wet Detention NWL = 9.8
Tailwater Conditions The pond(s) will be a combination of:
Wet Detention and Dry Detention
STEP NO.2 - STORAGE HEIGHT ESTIMATE (BASED UPON SHWT AND TAILWATER)
LF
Cypress
Canal
ft.
Storage Height (SH)
Maximum DHW -
Pond NWL
Maximum DHW
- Pond Bottom
Minimum Existing Roadway Elevation =
12.0
ft.
12.0
ft.
Minimum Proposed Roadway Elevation =
14.5
ft.
14.5
it.
Berm Elevation =
14.5
ft.
14.5
ft.
Freeboard to DHW =
1.0
ft.
1.0
ft.
Maximum DHW Elevation =
13.5
ft.
13.5
ft.
Proposed Wet Pond NWL / Dry Pond Bottom EL =
9.8
ft.
12.0
ft.
Clearance to ESHWT =
-1.2
ft.
1.0
ft.
SH =
3.7
ft.
1.5
ft.
STEP NO.3 - TOTAL PEAK STORAGE VOLUME REQUIREMENT
The Total Peak Storage Volume Required is:
Wet Detention Dry Detention
Volume Peak (ac-ft) = 4.64 0.65
Volume Peak (cf) = 202171 28193
STEP NO.4 - POND CONFIGURATION
Volume = Length*Width*Height, where Volume is from Step No. 3,
and, L = Length of Pond, W = Width of Pond and SH = Storage Height from Step No. 2
0.0 ft. (vertical)
filename: Pond 3-2.xls
worksheet: RW REQUIREMENT PT.1
Page 1866 of 4682
PROJECT TITLE:
Wilson Boulevard: Golden Gate Boulevard to Immokalee Road
SUBJECT:
R/W Requirement Estimate Pt. 2
MADE BY:
AS
11/16/21
BASIN DESIGNATION:
Pond 3-2
CHECKED BY:
DL
11/17/21
STEP NO.4 - POND CONFIGURATION cont.
Wet Detention
Dry Detention
L/W Ratio Based on Available Parcel Dims =
? a
4.0
SH =
3.7
ft
1.5
ft
L =
296
ft
259
ft
W =
148
ft
65
ft
Pond Area at Control/Bot EL =
1.01
acres
0.38
acres
STEP NO.5 - ACCOUNTING FOR THE POND SIDE SLOPES TO STORAGE HEIGHT (SH)
Wet Detention
Dry Detention
Side slopes are 1:
6
4
Length @ Top of SH =
340
ft
271
ft
Length @ Top of SH =
192
ft
77
ft
Pond Area at SH =
1.50
acres
0.48
acres
Volume Provided at SH =
4.64
ac-ft
0.65
ac-ft
Volume Required =
4.64
ac-ft
0.65
ac-ft
STEP NO.6 - ACCOUNTING FOR THE POND SIDE SLOPES FROM
(SH) TO MAINTENANCE BERMS AND BERM WIDTHS
Wet Detention
Dry Detention
Side slopes are 1:
4
4
Desired Maintenance Berm Widths =
20
ft.
15 ft.
Length @ Outside Maintenance Berm =
388
ft.
309 ft.
Width @ Outside Maintennace Berm =
240
ft.
115 ft.
Minimum Pond Area Requirement =
2.14
acres
0.81 acres
Contingency =
15%
15%
Pond Area Requirement =
2.47
acres
0.94 acres
TOTAL WET AND DRY POND AREA REQUIREMENT
3.40 acres
STEP NO.7 - CHECK OF ESTIMATED STORM DRAIN SYSTEM 1'
MIN HGL CLEARANCE AND ENERGY LOSSES
3 yr / 24 hr Attenuation Volume =
1.81
ac-ft
3 yr 24 hr Pond EL =
Length Between Pond and Roadway Low Point =
2900
ft.
Energy Losses @ 0.05% =
Roadway Low Point EL =
14.5
HGL Clearance at Roadway Low Point =
STEP NO. 8 - CHECK OF ESTIMATED LITTORAL AREA
11.2
1.5 ft
1.8 ft (OK)
Length @ Bot of Littoral Area (2' below NWL) = 272
Length C Top of Littoral Area (ft) = 308
Width @ Bot of Littoral Area (2' below NWL) = 124
Width @ Top of Littoral Area (ft) = 160
Bot of Littoral Area (2' below NWL) = 0.77
Top of Littoral Area (F above NWL) = 1.13 acres
Littoral Area Requirement (acres) = 0.20
Littoral Area Provided (acres) = 0.36 (OK)
Page 1867 of 4682
PROJECT TITLE:
Wilson Boulevard: Golden Gate Boulevard to Immokalee Road
SUBJECT:
R/W Requirement Estimate Pt. 1
MADE BY:
AS
11/16/21
POND DESIGNATION:
Pond 3-3
CHECKED BY:
DL
11/17/21
STEP NO. 1 - POND LOCATION, TYPE, AND TAILWATER CONDITIONS
Based upon design criteria, a combination of Wet Detention and Dry Detention/Retention is required. Positive drainage from proposed pond to discharge
point at canal is required. Treatment and the peak attenuation volumes are constrained to the storage height (SH) calculated as follows:
Pond Site Location = STA. 120+00, RT
Pond Site Existing Ground Elevation = 12.0 ft.
a. Check of Pond Site Conditions Pond Site Soil Type = Riviera and Pineda fine sand (131, B/D and 128, C/D)
Pond Site Estimated Depth to Groundwater = 0.5 ft.
Estimated SHWT = 11.5 ft.
Distance to Discharge Point = 700 LF
Positive Drainage Gradient = 0.06% _
b. Check of Tailwater Conditions
Discharge Point NWL Estimation = 9.9 Corkscrew
Discharge Point Peak Stage Estimation = 12.7 Canal
c. Summary of Controlling Soils and Minimum Wet Detention NWL = 10.4 ft.
Tailwater Conditions The pond(s) will be a combination of:
Wet Detention and Dry Detention
STEP NO. 2 - STORAGE HEIGHT ESTIMATE (BASED UPON SHWT AND TAILWATER)
Storage Height (SH) =
Maximum DHW - Pond NWL
Maximum DHW - Pond Bottom
Minimum Existing Roadway Elevation =
12.0
ft.
12.0
ft.
Minimum Proposed Roadway Elevation =
14.5
ft.
14.5
ft.
Berm Elevation =
14.5
ft.
14.5
ft.
Freeboard to DHW =
1.0
ft.
1.0
ft.
Maximum DHW Elevation =
13.5
ft.
13.5
ft.
Proposed Wet Pond NWL / Dry Pond Bottom EL =
10.4
ft.
12.5
ft.
Clearance to ESHWT =
-1.1
ft.
1.0
ft.
SH =
3.1
ft.
1.0
ft.
STEP NO.3 - TOTAL PEAK STORAGE VOLUME REQUIREMENT
The Total Peak Storage Volume Required is:
Wet Detention Dry Detention
Volume Peak (ac-ft) = 4.62 0.67
Volume Peak (cf) = 201410 29133
STEP NO.4 - POND CONFIGURATION
Volume = Length*Width*Height, where Volume is from Step No. 3,
and, L = Length of Pond, W = Width of Pond and SH = Storage Height from Step No. 2
0.4 ft. (vertical)
filename: Pond 3-3.xls
worksheet: RW REQUIREMENT PT.1
Page 1868 of 4682
PROJECT TITLE:
Wilson Boulevard: Golden Gate Boulevard to Immokalee Road
SUBJECT:
R/W Requirement Estimate Pt. 2
MADE BY:
AS
11/16/21
BASIN DESIGNATION:
Pond 3-3
CHECKED BY:
DL
11/17/21
STEP NO.4 - POND CONFIGURATION cont.
Wet Detention
Dry Detention
L/W Ratio Based on Available Parcel Dims =
2 5
SH =
3.1
ft
1.0
ft
L =
332
ft
263
ft
W =
166
ft
105
ft
Pond Area at Control/Bot EL =
1.26
acres
0.64
acres
STEP NO.5 - ACCOUNTING FOR THE POND SIDE SLOPES TO STORAGE HEIGHT (SH)
Wet Detention
Dry Detention
Side slopes are 1:
6
4
Length @ Top of SH =
369
ft
271
ft
Length @ Top of SH =
203
ft
113
ft
Pond Area at SH =
1.72
acres
0.70
acres
Volume Provided at SH =
4.62
ac-ft
0.67
ac-ft
Volume Required =
4.62
ac-ft
0.67
ac-ft
STEP NO.6 - ACCOUNTING FOR THE POND SIDE SLOPES FROM
(SH) TO MAINTENANCE BERMS AND BERM WIDTHS
Wet Detention
Dry Detention
Side slopes are 1:
4
4
Desired Maintenance Berm Widths =
20
ft.
15 ft.
Length @ Outside Maintenance Berm =
417
ft.
309 ft.
Width @ Outside Maintennace Berm =
251
ft.
151 ft.
Minimum Pond Area Requirement =
2.40
acres
1.07 acres
Contingency =
15%
15%
Pond Area Requirement =
2.76
acres
1.23 acres
TOTAL WET AND DRY POND AREA REQUIREMENT
4.00 acres
STEP NO.7 - CHECK OF ESTIMATED STORM DRAIN SYSTEM 1'
MIN HGL CLEARANCE AND ENERGY LOSSES
3 yr / 24 hr Attenuation Volume =
1.85
ac-ft
3 yr 24 hr Pond EL =
Length Between Pond and Roadway Low Point =
2750
ft.
Energy Losses @ 0.05% =
Roadway Low Point EL =
14.5
HGL Clearance at Roadway Low Point =
STEP NO. 8 - CHECK OF ESTIMATED LITTORAL AREA
11.6
1.4 ft
1.5 ft (OK)
Length @ Bot of Littoral Area (2' below NWL) = 308 Length @ Top of Littoral Area (ft) = 344
Width @ Bot of Littoral Area (2' below NWL) = 142 Width @ Top of Littoral Area (ft) = 178
Bot of Littoral Area (2' below NWL) = 1.00 Top of Littoral Area (F above NWL) = 1.40 acres
Littoral Area Requirement (acres) = 0.25 Littoral Area Provided (acres) = 0.40 (OK)
Page 1869 of 4682
PROJECT TITLE:
Wilson Boulevard: Golden Gate Boulevard to Immokalee Road
SUBJECT:
R/W Requirement Estimate Pt. 1
MADE BY:
AS
11/16/21
POND DESIGNATION:
Pond 4-1
CHECKED BY:
DL
11/17/21
STEP NO. 1 - POND LOCATION, TYPE, AND TAILWATER CONDITIONS
Based upon design criteria, a combination of Wet Detention and Dry Detention/Retention is required. Positive drainage from proposed pond to discharge
point at canal is required. Treatment and the peak attenuation volumes are constrained to the storage height (SH) calculated as follows:
a. Check of Pond Site Conditions
b. Check of Tailwater Conditions
Pond Site Location = STA. 146+00, RT
Pond Site Existing Ground Elevation = 12.5 ft.
Pond Site Soil Type = Riviera fine sand (131, B/D)
Pond Site Estimated Depth to Groundwater = 0.5 ft.
Estimated SHWT = 12.0 ft.
Distance to Discharge Point = 700
Positive Drainage Gradient = 0.06%
Discharge Point NWL Estimation = 9.9
Discharge Point Peak Stage Estimation = 12.7
c. Summary of Controlling Soils and Minimum Wet Detention NWL = 10.4
Tailwater Conditions The pond(s) will be a combination of:
Wet Detention and Dry Detention
STEP NO.2 - STORAGE HEIGHT ESTIMATE (BASED UPON SHWT AND TAILWATER)
LF
Corkscrew
Canal
ft.
Storage Height (SH) = Maximum DHW - Pond NWL Maximum DHW - Pond Bottom
Minimum Existing Roadway Elevation =
12.0
Minimum Proposed Roadway Elevation =
14.5
Berm Elevation
14.5
Freeboard to DHW =
1.0
Maximum DHW Elevation =
13.5
Proposed Wet Pond NWL / Dry Pond Bottom EL =
10.4
Clearance to ESHWT =
-1.6
SH =
3.1
STEP NO.3 - TOTAL PEAK STORAGE VOLUME REOUIREMENT
The Total Peak Storage Volume Required is:
ft.
12.0
ft.
ft.
14.5
ft.
ft.
14.5
ft.
ft.
1.0
ft.
ft.
13.5
ft.
ft.
13.0
ft.
ft.
1.0
ft.
ft.
0.5
ft.
Volume Peak (ac-ft) = 4.50
Volume Peak (cf) = 196200
STEP NO.4 - POND CONFIGURATION
Volume = Length*Width*Height, where Volume is from Step No. 3,
and, L = Length of Pond, W = Width of Pond and SH = Storage Height from Step No. 2
Dry Detention
0.59
25837
0.4 ft. (vertical)
filename: Pond 4-1.xls
worksheet: RW REQUIREMENT PT.1
Page 1870 of 4682
PROJECT TITLE:
Wilson Boulevard: Golden Gate Boulevard to Immokalee Road
SUBJECT:
R/W Requirement Estimate Pt. 2
MADE BY:
AS
11/16/21
BASIN DESIGNATION:
Pond 4-1
CHECKED BY:
DL
11/17/21
STEP NO.4 - POND CONFIGURATION cont.
Wet Detention
Dry Detention
L/W Ratio Based on Available Parcel Dims =
1 5
SH =
3.1
ft 0.5 ft
L =
279
ft 293 ft
W =
199
ft 195 ft
Pond Area at Control/Bot EL =
1.27
acres 1.31 acres
STEP NO.5 - ACCOUNTING FOR THE POND SIDE SLOPES TO STORAGE HEIGHT (SH)
Wet Detention
Dry Detention
Side slopes are 1:
6
4
Length @ Top of SH =
316
ft 297 ft
Length @ Top of SH =
236
ft 199 ft
Pond Area at SH =
1.71
acres 1.36 acres
Volume Provided at SH =
4.62
ac-ft 0.67 ac-ft
Volume Required =
4.62
ac-ft 0.67 ac-ft
STEP NO.6 - ACCOUNTING FOR THE POND SIDE SLOPES FROM
(SH) TO MAINTENANCE BERMS AND BERM WIDTHS
Wet Detention
Dry Detention
Side slopes are 1:
4
4
Desired Maintenance Berm Widths =
20
ft. 15 ft.
Length @ Outside Maintenance Berm =
364
ft. 335 ft.
Width @ Outside Maintennace Berm =
284
ft. 237 ft.
Minimum Pond Area Requirement =
2.37
acres 1.83 acres
Contingency =
15%
Pond Area Requirement =
2.73
acres 2.10 acres
TOTAL WET AND DRY POND AREA
REQUIREMENT
4.83 acres
STEP NO.7 - CHECK OF ESTIMATED STORM DRAIN SYSTEM 1' MIN HGL CLEARANCE AND ENERGY LOSSES
3 yr / 24 hr Attenuation Volume =
1.82
ac-ft 3 yr 24 hr Pond EL = 11.6
Length Between Pond and Roadway Low Point =
2200
ft. Energy Losses @ 0.05% = 1.1 ft
Roadway Low Point EL =
14.5
HGL Clearance at Roadway Low Point = 1.8 ft (OK)
STEP NO. 8 - CHECK OF ESTIMATED LITTORAL AREA
Length @ Bot of Littoral Area (2' below NWL) =
255
Length @ Top of Littoral Area (ft) = 291
Width @ Bot of Littoral Area (2' below NWL) =
175
Width @ Top of Littoral Area (ft) = 211
Bot of Littoral Area (2' below NWL) =
1.02
Top of Littoral Area (F above NWL) = 1.41 acres
Littoral Area Requirement (acres) =
0.25
Littoral Area Provided (acres) = 0.38 (OK)
Page 1871 of 4682
PROJECT TITLE:
Wilson Boulevard: Golden Gate Boulevard to Immokalee Road
SUBJECT:
R/W Requirement Estimate Pt. 1
MADE BY:
AS
11/16/21
POND DESIGNATION:
Pond 4-2
CHECKED BY:
DL
11/17/21
STEP NO. 1 - POND LOCATION, TYPE, AND TAILWATER CONDITIONS
Based upon design criteria, a combination of Wet Detention and Dry Detention/Retention is required. Positive drainage from proposed pond to discharge
point at canal is required. Treatment and the peak attenuation volumes are constrained to the storage height (SH) calculated as follows:
a. Check of Pond Site Conditions
b. Check of Tailwater Conditions
Pond Site Location = STA. 139+00, RT
Pond Site Existing Ground Elevation = Varies 12 to 14 ft.
Pond Site Soil Type = Boca fine sand (102, A/D)
Pond Site Estimated Depth to Groundwater = 0.5 ft.
Estimated SHWT = 11.5 ft.
Distance to Discharge Point = 50
Positive Drainage Gradient = 0.06%
Discharge Point NWL Estimation = 9.9
Discharge Point Peak Stage Estimation = 12.7
c. Summary of Controlling Soils and Minimum Wet Detention NWL = 10.0
Tailwater Conditions The pond(s) will be a combination of:
Wet Detention and Dry Detention
STEP NO.2 - STORAGE HEIGHT ESTIMATE (BASED UPON SHWT AND TAILWATER)
LF
Corkscrew
Canal
ft.
Storage Height (SH) = Maximum DHW - Pond NWL Maximum DHW - Pond Bottom
Minimum Existing Roadway Elevation =
12.0
Minimum Proposed Roadway Elevation =
14.5
Berm Elevation
14.5
Freeboard to DHW =
1.0
Maximum DHW Elevation =
13.5
Proposed Wet Pond NWL / Dry Pond Bottom EL =
10.0
Clearance to ESHWT =
-1.5
SH =
3.5
STEP NO.3 - TOTAL PEAK STORAGE VOLUME REOUIREMENT
The Total Peak Storage Volume Required is:
ft.
12.0
ft.
ft.
14.5
ft.
ft.
14.5
ft.
ft.
1.0
ft.
ft.
13.5
ft.
ft.
12.5
ft.
ft.
1.0
ft.
ft.
1.0
ft.
Volume Peak (ac-ft) = 5.01
Volume Peak (cf) = 218208
STEP NO.4 - POND CONFIGURATION
Volume = Length*Width*Height, where Volume is from Step No. 3,
and, L = Length of Pond, W = Width of Pond and SH = Storage Height from Step No. 2
Dry Detention
0.55
24154
0.0 ft. (vertical)
filename: Pond 4-2.xls
worksheet: RW REQUIREMENT PT.1
Page 1872 of 4682
PROJECT TITLE:
Wilson Boulevard: Golden Gate Boulevard to hnmokalee Road
SUBJECT:
R/W Requirement Estimate Pt. 2
MADE BY:
AS
11/16/21
BASIN DESIGNATION:
Pond 4-2
CHECKED BY:
DL
11/17/21
STEP NO.4 - POND CONFIGURATION cont.
Wet Detention
Dry Detention
L/W Ratio Based on Available Parcel Dims =
? a
2.0
SH =
3.5
ft
1.0
ft
L =
307
ft
235
ft
W =
153
ft
118
ft
Pond Area at Control/Bot EL =
1.08
acres
0.63
acres
STEP NO.5 - ACCOUNTING FOR THE POND SIDE SLOPES TO STORAGE HEIGHT (SH)
Wet Detention
Dry Detention
Side slopes are 1:
6
4
Length @ Top of SH =
349
ft
243
ft
Length @ Top of SH =
195
ft
126
ft
Pond Area at SH =
1.56
acres
0.70
acres
Volume Provided at SH =
4.62
ac-ft
0.67
ac-ft
Volume Required =
4.62
ac-ft
0.67
ac-ft
STEP NO.6 - ACCOUNTING FOR THE POND SIDE SLOPES FROM
(SH) TO MAINTENANCE BERMS AND BERM WIDTHS
Wet Detention
Dry Detention
Side slopes are 1:
4
4
Desired Maintenance Berm Widths =
20
ft.
15
ft.
Length @ Outside Maintenance Berm =
397
ft.
281
ft.
Width @ Outside Maintennace Berm =
243
ft.
164
ft.
Minimum Pond Area Requirement =
2.22
acres
1.05
acres
Contingency =
15%
Pond Area Requirement =
2.55
acres
1.21
acres
TOTAL WET AND DRY POND AREA
REQUIREMENT
3.76
acres
STEP NO.7 - CHECK OF ESTIMATED STORM DRAIN SYSTEM 1' MIN HGL CLEARANCE AND ENERGY LOSSES
3 yr / 24 hr Attenuation Volume =
1.89
ac-ft
3 yr 24 hr Pond EL = 11.4
Length Between Pond and Roadway Low Point =
2800
ft.
Energy Losses @ 0.05% = 1.4 ft
Roadway Low Point EL =
14.5
HGL Clearance at Roadway
Low Point = 1.7 ft (OK)
STEP NO. 8 - CHECK OF ESTIMATED LITTORAL AREA
Length @ Bot of Littoral Area (2' below NWL) = 283
Length @ Top of Littoral Area (ft) = 319
Width @ Bot of Littoral Area (2' below NWL) = 129
Width @ Top of Littoral Area (ft) = 165
Bot of Littoral Area (2' below NWL) = 0.84
Top of Littoral Area (F above NWL) = 1.21 acres
Littoral Area Requirement (acres) = 0.22
Littoral Area Provided (acres) = 0.37 (OK)
Page 1873 of 4682
PROJECT TITLE:
Wilson Boulevard: Golden Gate Boulevard to Immokalee Road
SUBJECT:
R/W Requirement Estimate Pt. 1
MADE BY:
AS
11/16/21
POND DESIGNATION:
Pond 5-1
CHECKED BY:
DL
11/17/21
STEP NO. 1 - POND LOCATION, TYPE, AND TAILWATER CONDITIONS
Based upon design criteria, a combination of Wet Detention and Dry Detention/Retention is required. Positive drainage from proposed pond to discharge
point at canal is required. Treatment and the peak attenuation volumes are constrained to the storage height (SH) calculated as follows:
a. Check of Pond Site Conditions
b. Check of Tailwater Conditions
Pond Site Location = STA. 171+00, LT
Pond Site Existing Ground Elevation = 13.0 ft.
Pond Site Soil Type = Immokalee fine sand (117, B/D)
Pond Site Estimated Depth to Groundwater = 1.0 ft.
Estimated SHWT = 12.0 ft.
Distance to Discharge Point = 2200
Positive Drainage Gradient = 0.06%
Discharge Point NWL Estimation = 9.9
Discharge Point Peak Stage Estimation = 12.7
c. Summary of Controlling Soils and Minimum Wet Detention NWL = 11.3
Tailwater Conditions The pond(s) will be a combination of:
Wet Detention and Dry Detention
STEP NO.2 - STORAGE HEIGHT ESTIMATE (BASED UPON SHWT AND TAILWATER)
LF
Corkscrew
Canal
ft.
Storage Height (SH) = Maximum DHW - Pond NWL Maximum DHW - Pond Bottom
Minimum Existing Roadway Elevation =
12.0
Minimum Proposed Roadway Elevation =
14.5
Berm Elevation
14.5
Freeboard to DHW =
1.0
Maximum DHW Elevation =
13.5
Proposed Wet Pond NWL / Dry Pond Bottom EL =
11.3
Clearance to ESHWT =
-0.7
SH =
2.2
STEP NO.3 - TOTAL PEAK STORAGE VOLUME REOUIREMENT
The Total Peak Storage Volume Required is:
ft.
12.0
ft.
ft.
14.5
ft.
ft.
14.5
ft.
ft.
1.0
ft.
ft.
13.5
ft.
ft.
13.0
ft.
ft.
1.0
ft.
ft.
0.5
ft.
Volume Peak (ac-ft) = 5.36
Volume Peak (cf) = 233281
STEP NO.4 - POND CONFIGURATION
Volume = Length*Width*Height, where Volume is from Step No. 3,
and, L = Length of Pond, W = Width of Pond and SH = Storage Height from Step No. 2
Dry Detention
0.63
27624
1.3 ft. (vertical)
filename: Pond 5-1.xls
worksheet: RW REQUIREMENT PT.1
Page 1874 of 4682
PROJECT TITLE:
Wilson Boulevard: Golden Gate Boulevard to Immokalee Road
SUBJECT:
R/W Requirement Estimate Pt. 2
MADE BY:
AS
11/16/21
BASIN DESIGNATION:
Pond 5-1
CHECKED BY:
DL
11/17/21
STEP NO.4 - POND CONFIGURATION cont.
Wet Detention
Dry Detention
L/W Ratio Based on Available Parcel Dims =
`'
1.0
SH =
2.2
ft 0.5 ft
L =
443
ft 233 ft
W =
219
ft 233 ft
Pond Area at Control/Bot EL =
2.23
acres 1.25 acres
STEP NO.5 - ACCOUNTING FOR THE POND SIDE SLOPES TO STORAGE HEIGHT (SH)
Wet Detention
Dry Detention
Side slopes are 1:
6
4
Length @ Top of SH =
469
ft 237 ft
Length @ Top of SH =
246
ft 237 ft
Pond Area at SH =
2.64
acres 1.29 acres
Volume Provided at SH =
5.36
ac-ft 0.63 ac-ft
Volume Required =
5.36
ac-ft 0.63 ac-ft
STEP NO.6 - ACCOUNTING FOR THE POND SIDE SLOPES FROM
(SH) TO MAINTENANCE BERMS AND BERM WIDTHS
Wet Detention
Dry Detention
Side slopes are 1:
4
4
Desired Maintenance Berm Widths =
20
ft. 15 ft.
Length @ Outside Maintenance Berm =
517
ft. 275 ft.
Width @ Outside Maintennace Berm =
294
ft. 275 ft.
Minimum Pond Area Requirement =
3.48
acres 1.74 acres
Contingency =
15%
15%
Pond Area Requirement =
4.01
acres 2.00 acres
TOTAL WET AND DRY POND AREA REQUIREMENT
6.00 acres
> Site 5-1
STEP NO. 7 - CHECK OF ESTIMATED STORM DRAIN SYSTEM 1' MIN HGL CLEARANCE AND ENERGY LOSSES
3 yr / 24 hr Attenuation Volume =
2.12
ac-ft 3 yr 24 hr Pond EL =
12.2
Length Between Pond and Roadway Low Point =
1100
ft. Energy Losses @ 0.05% =
0.6 ft
Roadway Low Point EL =
14.5
HGL Clearance at Roadway Low Point =
1.8 ft (OK)
STEP NO. 8 - CHECK OF ESTIMATED LITTORAL AREA
Length @ Bot of Littoral Area (2' below NWL) =
419
Length @ Top of Littoral Area (ft) =
455
Width @ Bot of Littoral Area (2' below NWL) =
195
Width @ Top of Littoral Area (ft) =
231
Bot of Littoral Area (2' below NWL) =
1.87
Top of Littoral Area (F above NWL) =
2.41 acres
Littoral Area Requirement (acres) =
0.38
Littoral Area Provided (acres) =
0.54 (OK)
Page 1875 of 4682
PROJECT TITLE:
Wilson Boulevard: Golden Gate Boulevard to Immokalee Road
SUBJECT:
R/W Requirement Estimate Pt. 1
MADE BY:
AS
11/16/21
POND DESIGNATION:
Pond 5-2
CHECKED BY:
DL
11/17/21
STEP NO. 1 - POND LOCATION, TYPE, AND TAILWATER CONDITIONS
Based upon design criteria, a combination of Wet Detention and Dry Detention/Retention is required. Positive drainage from proposed pond to discharge
point at canal is required. Treatment and the peak attenuation volumes are constrained to the storage height (SH) calculated as follows:
a. Check of Pond Site Conditions
b. Check of Tailwater Conditions
Pond Site Location =
STA. 157+00, RT, 18th AVE NE
Pond Site Existing Ground Elevation =
a (dry detention). Varies 12 to 14
b (wet detention). Varies 13 to 14
Pond Site Soil Type =
a. Holowpaw 113 and Oldsmar 125 (A/D)
b. Riviera (131, B/D) and Malabar (120, A/D)
Pond Site Estimated Depth to Groundwater =
a. Varies 0.5 to 1.0 ft
b. Varies 0 to 0.5 ft
Estimated SHWT =
a. 11.5 ft.
b.12.5
Distance to Discharge Point = 500
Positive Drainage Gradient = 0.06%
Discharge Point NWL Estimation = 9.9
Discharge Point Peak Stage Estimation = 12.7
c. Summary of Controlling Soils and Minimum Wet Detention NWL = 10.2
Tailwater Conditions The pond(s) will be a combination of:
Wet Detention and Dry Detention
STEP NO. 2 - STORAGE HEIGHT ESTIMATE (BASED UPON SHWT AND TAILWATER)
LF
Corkscrew
Canal
ft.
Storage Height (SH) = Maximum DHW - Pond NWL Maximum DHW - Pond Bottom
Minimum Existing Roadway Elevation = 12.0
Minimum Proposed Roadway Elevation = 14.5
Berm Elevation = 14.5
Freeboard to DHW = 1.0
Maximum DHW Elevation = 13.5
Proposed Wet Pond NWL / Dry Pond Bottom EL = 10.2
Clearance to ESHWT = -2.3
SH = 3.3
STEP NO.3 - TOTAL PEAK STORAGE VOLUME REOUIREMENT
The Total Peak Storage Volume Required is:
Wet Detention
ft.
12.0
ft.
ft.
14.5
ft.
ft.
14.5
ft.
ft.
1.0
ft.
ft.
13.5
ft.
ft.
12.5
ft.
ft.
1.0
ft.
ft.
1.0
ft.
Dry Detention
Volume Peak (ac-ft) = 5.37 0.56
Volume Peak (cf) = 234098 24586
STEP NO.4 - POND CONFIGURATION
Volume = Length*Width*Height, where Volume is from Step No. 3,
and, L = Length of Pond, W = Width of Pond and SH = Storage Height from Step No. 2
0.3 ft. (vertical)
filename: Pond 5-2.xls
worksheet: RW REQUIREMENT PT.1
Page 1876 of 4682
PROJECT TITLE:
Wilson Boulevard: Golden Gate Boulevard to Immokalee Road
SUBJECT:
R/W Requirement Estimate Pt. 2
MADE BY:
AS
11/16/21
BASIN DESIGNATION:
Pond 5-2
CHECKED BY:
DL
11/17/21
STEP NO.4 - POND CONFIGURATION cont.
Wet Detention
Dry Detention
L/W Ratio Based on Available Parcel Dims =
a
3.0
SH =
3.3
ft
1.0
ft
L =
346
ft
264
ft
W =
173
ft
88
ft
Pond Area at Control/Bot EL =
1.37
acres
0.53
acres
STEP NO.5 - ACCOUNTING FOR THE POND SIDE SLOPES TO STORAGE HEIGHT (SH)
Wet Detention
Wet Detention
Side slopes are 1:
6
4
Length @ Top of SH =
386
ft
272
ft
Length @ Top of SH =
213
ft
96
ft
Pond Area at SH =
1.88
acres
0.60
acres
Volume Provided at SH =
5.38
ac-ft
0.56
ac-ft
Volume Required =
5.37
ac-ft
0.56
ac-ft
STEP NO.6 - ACCOUNTING FOR THE POND SIDE SLOPES FROM
(SH) TO MAINTENANCE BERMS AND BERM WIDTHS
Wet Detention
Dry Detention
Side slopes are 1:
4
4
Desired Maintenance Berm Widths =
20
ft.
15
ft.
Length @ Outside Maintenance Berm =
434
ft.
310
ft.
Width @ Outside Maintennace Berm =
261
ft.
134
ft.
Minimum Pond Area Requirement =
2.60
acres
0.95
acres
Contingency =
15%
15%
Pond Area Requirement =
2.98
acres
1.09
acres
TOTAL WET POND AREA REQUIREMENT
4.08
acres
STEP NO.7 - CHECK OF ESTIMATED STORM DRAIN SYSTEM 1' MIN HGL CLEARANCE AND ENERGY LOSSES
3 yr / 24 hr Attenuation Volume =
1.94
ac-ft
3 yr 24 hr Pond EL = 11.4
Length Between Pond and Roadway Low Point =
2400
A.
Energy Losses @ 0.05% = 1.2 ft
Roadway Low Point EL =
14.5
HGL Clearance at Roadway
Low Point = 1.9 ft (OK)
STEP NO.8 - CHECK OF ESTIMATED LITTORAL AREA
Length @ Bot of Littoral Area (2' below NWL) = 322
Length @ Top of Littoral Area (ft) = 358
Width @ Bot of Littoral Area (2' below NWL) = 149
Width @ Top of Littoral Area (ft) = 185
Bot of Littoral Area (2' below NWL) = 1.10
Top of Littoral Area (F above NWL) = 1.52 acres
Littoral Area Requirement (acres) = 0.34
Littoral Area Provided (acres) = 0.42 (OK)
Page 1877 of 4682
PROJECT TITLE:
Wilson Boulevard: Golden Gate Boulevard to Immokalee Road
SUBJECT:
R/W Requirement Estimate Pt. 1
MADE BY:
AS
11/16/21
POND DESIGNATION:
Pond 5-3
CHECKED BY:
DL
11/17/21
STEP NO. 1 - POND LOCATION, TYPE, AND TAILWATER CONDITIONS
Based upon design criteria, a combination of Wet Detention and Dry Detention/Retention is required. Positive drainage from proposed pond to discharge
point at canal is required. Treatment and the peak attenuation volumes are constrained to the storage height (SH) calculated as follows:
a. Check of Pond Site Conditions
b. Check of Tailwater Conditions
Pond Site Location = STA. 162+00 LT
Pond Site Existing Ground Elevation = Varies 12 to 14 ft
Holowpaw 113 and Malabar 120 (A/D), Immokalee
Pond Site Soil Type = (117, B/D)
Pond Site Estimated Depth to Groundwater = Varies 0.5 to 1.0 ft
Estimated SHWT = 11.5 ft.
Distance to Discharge Point = 2600
Positive Drainage Gradient = 0.06%
Discharge Point NWL Estimation = 9.9
Discharge Point Peak Stage Estimation = 12.7
c. Summary of Controlling Soils and Minimum Wet Detention NWL = 11.5
Tailwater Conditions The pond(s) will be a combination of:
Wet Detention and Dry Detention
STEP NO.2 - STORAGE HEIGHT ESTIMATE (BASED UPON SHWT AND TAILWATER)
LF
Corkscrew
Canal
ft.
Storage Height (SH) = Maximum DHW - Pond NWL Maximum DHW - Pond Bottom
Minimum Existing Roadway Elevation =
12.0
Minimum Proposed Roadway Elevation =
14.5
Berm Elevation =
14.5
Freeboard to DHW =
1.0
Maximum DHW Elevation =
13.5
Proposed Wet Pond NWL / Dry Pond Bottom EL =
11.5
Clearance to ESHWT =
0.0
SH =
2.0
STEP NO.3 - TOTAL PEAK STORAGE VOLUME REOUIREMENT
The Total Peak Storage Volume Required is:
ft.
12.0
ft.
ft.
14.5
ft.
ft.
14.5
ft.
ft.
1.0
ft.
ft.
13.5
ft.
ft.
12.5
ft.
ft.
1.0
ft.
ft.
1.0
ft.
Wet Detention
Volume Peak (ac-ft) = 7.16
Volume Peak (cf) = 311847
STEP NO.4 - POND CONFIGURATION
Volume = Length*Width*Height, where Volume is from Step No. 3,
and, L = Length of Pond, W = Width of Pond and SH = Storage Height from Step No. 2
Dry Detention
0.66
28753
1.6 ft. (vertical)
filename: Pond 5-3.xls
worksheet: RW REQUIREMENT PT.1
Page 1878 of 4682
PROJECT TITLE:
Wilson Boulevard: Golden Gate Boulevard to Immokalee Road
SUBJECT:
R/W Requirement Estimate Pt. 2
MADE BY:
AS
11/16/21
BASIN DESIGNATION:
Pond 5-3
CHECKED BY:
DL
11/17/21
STEP NO.4 - POND CONFIGURATION cont.
Wet Detention
Dry Detention
L/W Ratio Based on Available Parcel Dims =
3.0
SH =
2.0
ft
1.0
ft
L =
468
ft
286
ft
W =
312
ft
95
ft
Pond Area at Control/Bot EL =
3.36
acres
0.62
acres
STEP NO.5 - ACCOUNTING FOR THE POND SIDE SLOPES TO STORAGE HEIGHT (SH)
Wet Detention
Wet Detention
Side slopes are 1:
6
4
Length @ Top of SH =
492
ft
294
ft
Length @ Top of SH =
336
ft
103
ft
Pond Area at SH =
3.80
acres
0.70
acres
Volume Provided at SH =
7.16
ac-ft
0.66
ac-ft
Volume Required =
7.16
ac-ft
0.66
ac-ft
STEP NO.6 - ACCOUNTING FOR THE POND SIDE SLOPES FROM
(SH) TO MAINTENANCE BERMS AND BERM WIDTHS
Wet Detention
Dry Detention
Side slopes are 1:
4
4
Desired Maintenance Berm Widths =
20
ft.
15
ft.
Length @ Outside Maintenance Berm =
540
ft.
332
ft.
Width @ Outside Maintennace Berm =
384
ft.
141
ft.
Minimum Pond Area Requirement =
4.77
acres
1.07
acres
Contingency =
15%
15%
Pond Area Requirement =
5.48
acres
1.24
acres
TOTAL WET POND AREA REQUIREMENT
6.72
acres
STEP NO.7 - CHECK OF ESTIMATED STORM DRAIN SYSTEM 1' MIN HGL CLEARANCE AND ENERGY LOSSES
3 yr / 24 hr Attenuation Volume =
2.73
ac-ft
3 yr 24 hr Pond EL = 12.3
Length Between Pond and Roadway Low Point =
1750
A.
Energy Losses @ 0.05% = 0.9 ft
Roadway Low Point EL =
14.5
HGL Clearance at Roadway
Low Point = 1.4 ft (OK)
STEP NO.8 - CHECK OF ESTIMATED LITTORAL AREA
Length @ Bot of Littoral Area (2' below NWL) = 444
Length @ Top of Littoral Area (ft) = 480
Width @ Bot of Littoral Area (2' below NWL) = 288
Width @ Top of Littoral Area (ft) = 324
Bot of Littoral Area (2' below NWL) = 2.94
Top of Littoral Area (F above NWL) = 3.58 acres
Littoral Area Requirement (acres) = 0.40
Littoral Area Provided (acres) = 0.64 (OK)
Page 1879 of 4682
PROJECT TITLE:
Wilson Boulevard: Golden Gate Boulevard to Immokalee Road
SUBJECT:
R/W Requirement Estimate Pt. 1
MADE BY:
AS
11/16/21
POND DESIGNATION:
Pond 5-4
CHECKED BY:
DL
11/17/21
STEP NO. 1 - POND LOCATION, TYPE, AND TAILWATER CONDITIONS
Based upon design criteria, a combination of Wet Detention and Dry Detention/Retention is required. Positive drainage from proposed pond to discharge
point at canal is required. Treatment and the peak attenuation volumes are constrained to the storage height (SH) calculated as follows:
a. Check of Pond Site Conditions
b. Check of Tailwater Conditions
Pond Site Location = STA. 162+00 LT
Pond Site Existing Ground Elevation = Varies 12 to 14 ft
Pond Site Soil Type = Holowpaw 113 and Oldsmar 125 (A/D)
Pond Site Estimated Depth to Groundwater = Varies 0.5 to 1.0 ft
Estimated SHWT = 11.0 ft.
Distance to Discharge Point = 2500
Positive Drainage Gradient = 0.06%
Discharge Point NWL Estimation = 9.9
Discharge Point Peak Stage Estimation = 12.7
c. Summary of Controlling Soils and Minimum Wet Detention NWL = 11.4
Tailwater Conditions The pond(s) will be a combination of:
Wet Detention and Dry Detention
STEP NO. 2 - STORAGE HEIGHT ESTIMATE (BASED UPON SHWT AND TAILWATER)
LF
Corkscrew
Canal
ft.
Storage Height (SH) =
Maximum DHW -
Pond NWL
Maximum DHW
- Pond Bottom
Minimum Existing Roadway Elevation =
12.0
ft.
12.0
ft.
Minimum Proposed Roadway Elevation =
14.5
ft.
14.5
ft.
Berm Elevation =
14.5
ft.
14.5
ft.
Freeboard to DHW =
1.0
ft.
1.0
ft.
Maximum DHW Elevation =
13.5
ft.
13.5
ft.
Proposed Wet Pond NWL / Dry Pond Bottom EL =
11.4
ft.
12.0
ft.
Clearance to ESHWT =
0.4
ft.
1.0
ft.
SH =
2.1
ft.
1.5
ft.
STEP NO.3 - TOTAL PEAK STORAGE VOLUME REQUIREMENT
The Total Peak Storage Volume Required is:
Wet Detention Dry Detention
Volume Peak (ac-ft) = 7.15 0.64
Volume Peak (cf) = 311242 27929
STEP NO.4 - POND CONFIGURATION
Volume = Length*Width*Height, where Volume is from Step No. 3,
and, L = Length of Pond, W = Width of Pond and SH = Storage Height from Step No. 2
1.5 ft. (vertical)
filename: Pond 5-4.xls
worksheet: RW REQUIREMENT PT.1
Page 1880 of 4682
PROJECT TITLE:
Wilson Boulevard: Golden Gate Boulevard to Immokalee Road
SUBJECT:
R/W Requirement Estimate Pt. 2
MADE BY:
AS
11/16/21
BASIN DESIGNATION:
Pond 5-4
CHECKED BY:
DL
11/17/21
STEP NO.4 - POND CONFIGURATION cont.
Wet Detention
Dry Detention
L/W Ratio Based on Available Parcel Dims =
1.6
4.0
SH =
2.1
ft
1.5
ft
L =
465
ft
258
ft
W =
298
ft
64
ft
Pond Area at Control/Bot EL =
3.18
acres
0.38
acres
STEP NO.5 - ACCOUNTING FOR THE POND SIDE SLOPES TO STORAGE HEIGHT (SH)
Wet Detention
Wet Detention
Side slopes are 1:
6
4
Length @ Top of SH =
490
ft
270
ft
Length @ Top of SH =
323
ft
76
ft
Pond Area at SH =
3.63
acres
0.47
acres
Volume Provided at SH =
7.15
ac-ft
0.64
ac-ft
Volume Required =
7.15
ac-ft
0.64
ac-ft
STEP NO.6 - ACCOUNTING FOR THE POND SIDE SLOPES FROM
(SH) TO MAINTENANCE BERMS AND BERM WIDTHS
Wet Detention
Dry Detention
Side slopes are 1:
4
4
Desired Maintenance Berm Widths =
20
ft.
15
ft.
Length @ Outside Maintenance Berm =
538
ft.
308
ft.
Width @ Outside Maintennace Berm =
371
ft.
114
ft.
Minimum Pond Area Requirement =
4.58
acres
0.81
acres
Contingency =
15%
15%
Pond Area Requirement =
5.27
acres
0.93
acres
TOTAL WET POND AREA REQUIREMENT
6.20
acres
STEP NO.7 - CHECK OF ESTIMATED STORM DRAIN SYSTEM 1' MIN HGL CLEARANCE AND ENERGY LOSSES
3 yr / 24 hr Attenuation Volume =
2.69
ac-ft
3 yr 24 hr Pond EL = 12.2
Length Between Pond and Roadway Low Point =
1700
A.
Energy Losses @ 0.05% = 0.9 ft
Roadway Low Point EL =
14.5
HGL Clearance at Roadway
Low Point = 1.5 ft (OK)
STEP NO.8 - CHECK OF ESTIMATED LITTORAL AREA
Length @ Bot of Littoral Area (2' below NWL) = 441
Length @ Top of Littoral Area (ft) = 477
Width @ Bot of Littoral Area (2' below NWL) = 274
Width @ Top of Littoral Area (ft) = 310
Bot of Littoral Area (2' below NWL) = 2.77
Top of Littoral Area (F above NWL) = 3.39 acres
Littoral Area Requirement (acres) = 0.38
Littoral Area Provided (acres) = 0.62 (OK)
Page 1881 of 4682
PROJECT TITLE:
Wilson Boulevard: Golden Gate Boulevard to Immokalee Road
SUBJECT:
R/W Requirement Estimate Pt. 1
MADE BY:
AS
11/16/21
POND DESIGNATION:
Pond 6-1
CHECKED BY:
DL
11/17/21
STEP NO. 1 - POND LOCATION, TYPE, AND TAILWATER CONDITIONS
Based upon design criteria, a combination of Wet Detention and Dry Detention/Retention is required. Positive drainage from proposed pond to discharge
point at canal is required. Treatment and the peak attenuation volumes are constrained to the storage height (SH) calculated as follows:
a. Check of Pond Site Conditions
b. Check of Tailwater Conditions
Pond Site Location = STA. 198+00, RT
Pond Site Existing Ground Elevation = 14.0 ft.
Pond Site Soil Type = Holopaw fine sand (113, A/D) and Immokalee fine
sand (117, B/D)
Pond Site Estimated Depth to Groundwater = Varies 0.5 to 1 ft.
Estimated SHWT = 13.0 ft.
Distance to Discharge Point =
Positive Drainage Gradient =
Discharge Point NWL Estimation =
Discharge Point Peak Stage Estimation =
1400 LF
0.06% _
9.9 Corkscrew
12.7 Canal
0.8 ft. (vertical)
c. Summary of Controlling Soils and Minimum Wet Detention NAIL = 10.8 ft.
Tailwater Conditions The pond(s) will be a combination of:
Wet Detention (Dry Detention not feasible at estimated SHUT)
STEP NO.2 - STORAGE HEIGHT ESTIMATE (BASED UPON SHWT AND TAILWATER)
Storage Height (SH) = Maximum DHW - Pond NWL
Minimum Existing Roadway Elevation =
12.0
ft.
Minimum Proposed Roadway Elevation =
15.0
ft.
Berm Elevation =
15.0
ft.
Freeboard to DHW =
1.0
ft.
Maximum DHW Elevation =
14.0
ft.
Proposed Wet Pond NWL / Dry Pond Bottom EL =
10.8
ft.
Clearance to ESHWT =
-2.2
ft.
SH =
3.2
ft.
STEP NO.3 - TOTAL PEAK STORAGE VOLUME REOUIREMENT
The Total Peak Storage Volume Required is:
Volume Peak (ac-ft) = 5.04
Volume Peak (cf) = 219459
STEP NO.4 - POND CONFIGURATION
Volume = Length*Width*Height, where Volume is from Step No. 3,
and, L = Length of Pond, W = Width of Pond and SH = Storage Height from Step No. 2
filename: Pond 6-1.xls
worksheet: RW REQUIREMENT PT.1
Page 1882 of 4682
PROJECT TITLE:
Wilson Boulevard: Golden Gate Boulevard to Immokalee Road
SUBJECT:
R/W Requirement Estimate Pt. 2
MADE BY:
AS
11/16/21
BASIN DESIGNATION:
Pond 6-1
CHECKED BY:
DL
11/17/21
STEP NO.4 - POND CONFIGURATION
L/W Ratio Based on Available Parcel Dims =
SH =
3.2
ft
L =
414
ft
W =
138
ft
Pond Area at Control/Bot EL =
1.31
acres
STEP NO.5 - ACCOUNTING FOR THE POND SIDE SLOPES TO STORAGE HEIGHT (SH)
Wet Detention
Side slopes are 1:
6
Length @ Top of SH =
453
ft
Length @ Top of SH =
177
ft
Pond Area at SH =
1.84
acres
Volume Provided at SH =
5.04
ac-ft
Volume Required =
5.04
ac-ft
STEP NO.6 - ACCOUNTING FOR THE POND SIDE SLOPES FROM
(SH) TO MAINTENANCE BERMS AND BERM WIDTHS
Wet Detention
Side slopes are 1:
4
Desired Maintenance Berm Widths =
20
ft.
Length @ Outside Maintenance Berm =
501
ft.
Width @ Outside Maintennace Berm =
225
ft.
Minimum Pond Area Requirement =
2.58
acres
Contingency =
15%
Pond Area Requirement =
2.97
acres
TOTAL WET AND DRY POND AREA REQUIREMENT
2.97 acres
STEP NO.7 - CHECK OF ESTIMATED STORM DRAIN SYSTEM 1' MIN HGL CLEARANCE AND ENERGY LOSSES
3 yr / 24 hr Attenuation Volume =
1.79
Length Between Pond and Roadway Low Point =
1100
Roadway Low Point EL =
15.0
STEP NO.8 - CHECK OF ESTIMATED LITTORAL AREA
Length @ Bot of Littoral Area (2' below NWL) =
390
Width @ Bot of Littoral Area (2' below NWL) =
114
Bot of Littoral Area (2' below NWL) =
1.02
Littoral Area Requirement (acres) =
0.26
ac-ft 3 yr 24 hr Pond EL = 11.9
ft. Energy Losses @ 0.05% = 0.6 ft
HGL Clearance at Roadway Low Point = 2.5 ft (OK)
Length @ Top of Littoral Area (ft) = 426
Width @ Top of Littoral Area (ft) = 150
Top of Littoral Area (F above NWL) = 1.47 acres
Littoral Area Provided (acres) = 0.45 (OK)
Page 1883 of 4682
PROJECT TITLE:
Wilson Boulevard: Golden Gate Boulevard to Immokalee Road
SUBJECT:
R/W Requirement Estimate Pt. 1
MADE BY:
AS
11/16/21
POND DESIGNATION:
Pond 6-2
CHECKED BY:
DL
11/17/21
STEP NO. 1 - POND LOCATION, TYPE, AND TAILWATER CONDITIONS
Based upon design criteria, a combination of Wet Detention and Dry Detention/Retention is required. Positive drainage from proposed pond to discharge
point at canal is required. Treatment and the peak attenuation volumes are constrained to the storage height (SH) calculated as follows:
Pond Site Location = STA. 198+00, RT
Pond Site Existing Ground Elevation = 14.0 ft.
a. Check of Pond Site Conditions Pond Site Soil Type = Holopaw and Malabar fine sand (113 and 120, A/D)
Pond Site Estimated Depth to Groundwater = 0.5 ft.
Estimated SHWT = 13.5 ft.
Distance to Discharge Point = 50 LF
Positive Drainage Gradient = 0.06% = 0.0 ft. (vertical)
b. Check of Tailwater Conditions
Discharge Point NWL Estimation = 9.9 Corkscrew
Discharge Point Peak Stage Estimation = 12.7 Canal
c. Summary of Controlling Soils and Minimum Wet Detention NWL = 10.0 ft.
Tailwater Conditions The pond(s) will be a combination of:
Wet Detention (Dry Detention not feasible at estimated SHWT)
STEP NO.2 - STORAGE HEIGHT ESTIMATE (BASED UPON SHWT AND TAILWATER)
Storage Height (SH) = Maximum DHW - Pond NWL
Minimum Existing Roadway Elevation =
13.0
ft.
Minimum Proposed Roadway Elevation =
15.0
ft.
Berm Elevation =
15.0
ft.
Freeboard to DHW =
1.0
f*
Maximum DHW Elevation =
14.0
ft.
Proposed Wet Pond NWL / Dry Pond Bottom EL =
10.0
ft.
Clearance to ESHWT =
-3.5
ft.
SH =
4.0
ft.
STEP NO.3 - TOTAL PEAK STORAGE VOLUME REOUIREMENT
The Total Peak Storage Volume Required is:
Wet Detention
Volume Peak (ac-ft) = 4.66
Volume Peak (cf) = 203061
STEP NO.4 - POND CONFIGURATION
Volume = Length*Width*Height, where Volume is from Step No. 3,
and, L = Length of Pond, W = Width of Pond and SH = Storage Height from Step No. 2
filename: Pond 6-2.xls
worksheet: RW REQUIREMENT PT.1
Page 1884 of 4682
PROJECT TITLE:
Wilson Boulevard: Golden Gate Boulevard to hnmokalee Road
SUBJECT:
R/W Requirement Estimate Pt. 2
MADE BY:
AS
11/16/21
BASIN DESIGNATION:
Pond 6-2
CHECKED BY:
DL
11/17/21
STEP NO.4 - POND CONFIGURATION
L/W Ratio Based on Available Parcel Dims =
14 a
SH =
4.0
ft
L =
390
ft
W =
97
ft
Pond Area at Control/Bot EL =
0.87
acres
STEP NO.5 - ACCOUNTING FOR THE POND SIDE SLOPES TO STORAGE HEIGHT (SH)
Wet Detention
Side slopes are 1:
6
Length @ Top of SH =
438
ft
Length @ Top of SH =
145
ft
Pond Area at SH =
1.46
acres
Volume Provided at SH =
4.66
ac-ft
Volume Required =
4.66
ac-ft
STEP NO.6 - ACCOUNTING FOR THE POND SIDE SLOPES FROM
(SH) TO MAINTENANCE BERMS AND BERM WIDTHS
Wet Detention
Side slopes are 1:
4
Desired Maintenance Berm Widths =
20
ft.
Length @ Outside Maintenance Berm =
486
ft.
Width @ Outside Maintennace Berm =
193
ft.
Minimum Pond Area Requirement =
2.16
acres
Contingency =
15%
Pond Area Requirement =
2.48
acres
TOTAL WET AND DRY POND AREA
REQUIREMENT
2.48 acres
STEP NO.7 - CHECK OF ESTIMATED STORM DRAIN SYSTEM 1' MIN HGL CLEARANCE AND ENERGY LOSSES
3 yr / 24 hr Attenuation Volume =
1.60
ac-ft 3 yr 24 hr Pond EL = 11.4
Length Between Pond and Roadway Low Point =
2750
ft. Energy Losses @ 0.05% = 1.4 ft
Roadway Low Point EL =
15.0
HGL Clearance at Roadway Low Point = 2.3 ft (OK)
STEP NO. 8 - CHECK OF ESTIMATED LITTORAL AREA
Length @ Bot of Littoral Area (2' below NWL) = 366
Length @ Top of Littoral Area (ft) = 402
Width @ Bot of Littoral Area (2' below NWL) = 73
Width @ Top of Littoral Area (ft) = 109
Bot of Littoral Area (2' below NWL) = 0.62
Top of Littoral Area (F above NWL) = 1.01 acres
Littoral Area Requirement (acres) = 0.17
Littoral Area Provided (acres) = 0.39 (OK)
Page 1885 of 4682
PROJECT TITLE:
Wilson Boulevard: Golden Gate Boulevard to Immokalee Road
SUBJECT:
R/W Requirement Estimate Pt. 1
MADE BY:
AS
11/16/21
POND DESIGNATION:
Pond 6-3
CHECKED BY:
DL
11/17/21
STEP NO. 1 - POND LOCATION, TYPE, AND TAILWATER CONDITIONS
Based upon design criteria, a combination of Wet Detention and Dry Detention/Retention is required. Positive drainage from proposed pond to discharge
point at canal is required. Treatment and the peak attenuation volumes are constrained to the storage height (SH) calculated as follows:
a. Check of Pond Site Conditions
b. Check of Tailwater Conditions
Pond Site Location = STA. 181+00 and STA 186+00, RT
Pond Site Existing Ground Elevation = Varies 12 to 14 ft.
Pond Site Soil Type = Holopaw fine sand (113, A/D)
Pond Site Estimated Depth to Groundwater = 0.5 ft.
Estimated SHWT = 12.0 ft.
Distance to Discharge Point = 1150
Positive Drainage Gradient = 0.06%
Discharge Point NWL Estimation = 9.9
Discharge Point Peak Stage Estimation = 12.7
c. Summary of Controlling Soils and Minimum Wet Detention NWL = 10.6
Tailwater Conditions The pond(s) will be a combination of:
Wet Detention Dry Detention
STEP NO.2 - STORAGE HEIGHT ESTIMATE (BASED UPON SHWT AND TAILWATER)
LF
Corkscrew
Canal
ft.
Storage Height (SH) =
Maximum DHW -
Pond NWL
Maximum DHW
- Pond Bottom
Minimum Existing Roadway Elevation =
13.0
ft.
13.0
ft.
Minimum Proposed Roadway Elevation =
15.0
ft.
15.0
ft.
Berm Elevation
15.0
ft.
15.0
ft.
Freeboard to DHW =
1.0
ft.
1.0
ft.
Maximum DHW Elevation =
14.0
ft.
14.0
ft.
Proposed Wet Pond NWL / Dry Pond Bottom EL =
10.6
ft.
13.0
ft.
Clearance to ESHWT =
-1.4
ft.
1.0
ft.
SH =
3.4
ft.
1.0
ft.
STEP NO.3 - TOTAL PEAK STORAGE VOLUME REQUIREMENT
The Total Peak Storage Volume Required is:
Wet Detention Dry Detention
Volume Peak (ac-ft) = 4.48 0.50
Volume Peak (cf) = 195270 21684
STEP NO.4 - POND CONFIGURATION
Volume = Length*Width*Height, where Volume is from Step No. 3,
and, L = Length of Pond, W = Width of Pond and SH = Storage Height from Step No. 2
0.7 ft. (vertical)
filename: Pond 6-3.xls
worksheet: RW REQUIREMENT PT.1
Page 1886 of 4682
PROJECT TITLE:
Wilson Boulevard: Golden Gate Boulevard to hnmokalee Road
SUBJECT:
R/W Requirement Estimate Pt. 2
MADE BY:
AS
11/16/21
BASIN DESIGNATION:
Pond 6-3
CHECKED BY:
DL
11/17/21
STEP NO.4 - POND CONFIGURATION
Wet Detention
Dry Detention
L/W Ratio Based on Available Parcel Dims =
6.0
SH =
3.4
ft
1.0
ft
L =
474
ft
347
ft
W =
95
ft
58
ft
Pond Area at Control/Bot EL =
1.03
acres
0.46
acres
STEP NO.5 - ACCOUNTING FOR THE POND SIDE SLOPES TO STORAGE HEIGHT (SH)
Wet Detention
Wet Detention
Side slopes are 1:
6
4
Length @ Top of SH =
515
ft
355
ft
Length @ Top of SH =
136
ft
66
ft
Pond Area at SH =
1.60
acres
0.54
acres
Volume Provided at SH =
4.48
ac-ft
0.50
ac-ft
Volume Required =
4.48
ac-ft
0.50
ac-ft
STEP NO.6 - ACCOUNTING FOR THE POND SIDE SLOPES FROM
(SH) TO MAINTENANCE BERMS AND BERM WIDTHS
Wet Detention
Dry Detention
Side slopes are 1:
4
4
Desired Maintenance Berm Widths =
20
ft.
15
ft.
Length @ Outside Maintenance Berm =
563
ft.
393
ft.
Width @ Outside Maintennace Berm =
184
ft.
104
ft.
Minimum Pond Area Requirement =
2.37
acres
0.94
acres
Contingency =
15%
Pond Area Requirement =
2.73
acres
1.08
acres
TOTAL WET AND DRY POND AREA
REQUIREMENT
3.81
acres
STEP NO.7 - CHECK OF ESTIMATED STORM DRAIN SYSTEM 1' MIN HGL CLEARANCE AND ENERGY LOSSES
3 yr / 24 hr Attenuation Volume =
1.68
ac-ft
3 yr 24 hr Pond EL = 11.9
Length Between Pond and Roadway Low Point =
2000
ft.
Energy Losses @ 0.05% = 1.0 ft
Roadway Low Point EL =
15.0
HGL Clearance at Roadway
Low Point = 2.1 ft (OK)
STEP NO. 8 - CHECK OF ESTIMATED LITTORAL AREA
Length @ Bot of Littoral Area (2' below NWL) = 450
Length @ Top of Littoral Area (ft) = 486
Width @ Bot of Littoral Area (2' below NWL) = 71
Width @ Top of Littoral Area (ft) = 107
Bot of Littoral Area (2' below NWL) = 0.73
Top of Littoral Area (F above NWL) = 1.19 acres
Littoral Area Requirement (acres) = 0.21
Littoral Area Provided (acres) = 0.46 (OK)
Page 1887 of 4682
Attachment 4
Supporting Documentation
Page 1888 of 4682
From: AbbottAlicia
To: Gramer, Bill/SWF
Cc: Shepard, Anaela/ORL; Kirby, Felicia; LibbyPamela
Subject: [EXTERNAL] RE: Stormwater Pond Setbacks
Date: Wednesday, September 29, 2021 4:55:07 PM
Attachments: imaae001.ona
From a CDM Smith e-mail dated April 27, 2018
• "Under rule 62-555.312 a well cannot be sited closer than 50 feet from surface water. On the
other hand, if the well goes in first, then the surface water feature must be sited at least 300
feet from the well to conform with ERP requirements."
Regards,
Alicia Abbott E.I., PMP
Project Manager
Collier County Government
Public Utilities Engineering & Project Management
3339 Tamiami Trail East, Suite 303
Naples, FL 34112
Phone: 239-252-5344
Cell: 239-877-3961
From: Gramer, Bill/SWF <Bill.Gramer@jacobs.com>
Sent: Wednesday, September 29, 2021 10:16 AM
To: AbbottAlicia <Alicia.Abbott@colliercountyfl.gov>; LibbyPamela
<Pamela.Libby@colliercountyfl.gov>
Cc: Shepard, Angela/ORL <Angela.Shepard@jacobs.com>; Kirby, Felicia <Felicia.Kirby2@jacobs.com>
Subject: Stormwater Pond Setbacks
EXTERNAL EMAIL: This email is from an external source. Confirm this is a trusted sender
and use extreme caution when opening attachments or clicking links.
Alicia,
We are trying to locate potential ponds along Wilson Boulevard and as you would imagine the
existing wells limit available sites.
Can you please send me the County's required Setbacks for Ponds Vs. Well Heads
Pond Built First =
Well Built First=
• SFWMD Criteria shows 100 ft from Public Wells and 75 Ft from Private Wells
Page 1889 of 4682
• The FDEP Wellfield Protection Act 500 ft Setback does not really address Stormwater facilities
Thanks
Bill Gramer, P.E., AICP
Vice President Transportation
D 239-431-9222
M 239-860-4922
JACOBS
5801 Pelican Bay Blvd., Suite 505
Naples, Florida 34108
NOTICE - This communication may contain confidential and privileged information that is for the sole use of the
intended recipient. Any viewing, copying or distribution of, or reliance on this message by unintended recipients is
strictly prohibited. If you have received this message in error, please notify us immediately by replying to the message
and deleting it from your computer.
Under Florida Law, e-mail addresses are public records. If you do not want your e-mail address released in response to a public records
request, do not send electronic mail to this entity. Instead, contact this office by telephone or in writing.
Page 1890 of 4682
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Waterbody IDs (WBIDs)
Group 1
Verified List WBIDs
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211In.
2,1th
22nd
20th
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1,11h Ave NE
12th
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increment P Corp., GEBCO, USGS, FAO, NPS, NRCAN, GeoBase,
IGN, Kadaster NIL, Ordnance Survey, Esri Japan, METI, Esri China
(Hong Kong), (c) OpenStreetMap contributors, and the GIS User
Community, FDEP,DEAR
Map created by Map Direct, powered by ESRI. undefined
Florida Department of Environmental Protection makes no wa rra nty, expressed or implied,or assumes any legal liability or responsibility for the accuracy,completeness,or usefulness of any information, apparatus, prod uct,or process disclosed,or represents that its use would not infringe prisaWoMW rfdfi4682
Map Direct Search Results
Fri Sep 17 2021 13:50:06 GMT-0400 (Eastern Daylight Time)
Search Made:
Search Box 502 feet wide at
26.25696152 x-81.60337190
26° 15'25.0615" x -81 °36' 12.1388"
Search Results: 2
■ Verified List Waterbody Ids (WBIDs) - Verified List WBIDs
1�3278S
WBID
1� Everglades West Coast
GROUP NAME
1� North Golden Gate
WATERBODY NAME
009-2714
OGC NUMBER
• 2
CYCLE
E)GROUP I
NUMBER
ODissolved Oxygen
PARAMETER ASSESSED
ODissolved Oxygen
PARAMETER GROUP
O3F
WATERBODY CLASS
OStream
WATERBODY TYPE
® Southwest Coast PLANNING UNIT
32785 WBID(ASSESSED)
32785 WBID (CURRENT)
Waterbody IDs (WBIDs)
in 3278S
WBID
IM Everglades West Coast
GROUP NAME
1� NORTH GOLDEN GATE
WATERBODY NAME
(SD) South Regulatory District
DISTRICT
E
3F
CLASS
E
Group 1
GROUP NUMBER
O03090204
HUC
Page 1892 of 4682
Emiles
UNITS
E
STREAM
WATER TYPE
R
72785.118637
PERIMETER
id72.829
WATERBODY SIZE
CHANGES
WBID created, Run 30; WBID modified, Run 33 - K.ODonnell EDITS
Southwest Coast PLANNING UNIT
No Results Found in:
• Florida Total Maximum Daily Load (TMDL) - Florida TMDLs
• Restoration Plans
• Statewide Basin Management Action Plan (BMAP) General Areas
Disclaimer: This report is only intended to be used as an approximation of the possibility of nearby regulated
features. It is not intended for legal purposes. Neither the State of Florida,nor the FDEP,makes any
warranty,expressed or implied,including the warranties of merchantability and fitness for a particular purpose
arising out of the use or inability to use the data,or assumes any legal liability or responsibility for the
accuracy,completeness,or usefulness of any information,apparatus,product,or process disclosed,or represents that
its use would not infringe privately owned rights. Use of information contained on the FDEP web pages
constitutes understanding and acceptance of our disclaimer.
Page 1893 of 4682
NOTES TO USERS
LEGEND
This map is for use in administering the National Flood Insurance Program. It does not
necessarily identify all areas subject to flooding, particularly from local drainage sources
of small size. The community map repository should be consulted for possible
updated or additional flood hazard information.
To obtain more detailed information in areas where Base Flood Elevations (BFEs)
and/or floodways have been determined, users are encouraged to consult the Flood
Profiles and Floodway Data and/or Summary of Stillwater Elevations tables contained
within the Flood Insurance Study (FIS) report that accompanies this FIRM. Users
should be aware that BFEs shown on the FIRM represent rounded half -foot elevations.
These BFEs are intended for flood insurance rating purposes oses u onlyand should not be
used as the sole source of flood elevation information. Accordingly, flood elevation data
presented in the FIS report should be utilized in conjunction with the FIRM for purposes
of construction and/or floodplain management.
Coastal Base Flood Elevations shown on this map apply only landward of 0.0' North
American Vertical Datum of 1988 (NAVD 88). Users of this FIRM should be aware that
coastal flood elevations are aIs❑ provided in the Summary of Stillwater Elevations table
in the Flood Insurance Study report for this jurisdiction. Elevations shown in the
Summaryof Stillwater Elevations table should be used for construction and/or floodplain
management purposes when they are higher than elevations shown on this FIRM.
Boundaries of the floodways were computed at cross sections and interpolated
between cross sections. The floodways were based on hydraulic considerations with
regard to requirements of the National Flood Insurance Program. Floodway widths and
other pertinent floodway data are provided in the Flood Insurance Study report for this
jurisdiction.
Certain areas not in Special Flood Hazard Areas may be protected by flood control
structures. Refer to Section 2.4 "Hood Protection Measures" of the Flood Insurance
Study report for information on flood control structures for this jurisdiction.
The projection used in the preparation of this map was Florida State Plane east zone
(FIPSZONE 0901). The horizontal datum was NAD 83, GRS1980 spheroid.
Differences in datum, spheroid, projection or state plane zones used in the production
of FIRMS for adjacent jurisdictions may result in slight positional differences in map
features across jurisdiction boundaries. These differences do not affect the accuracy of
this FIRM.
Flood elevations an this map are referenced to the North American Vertical Datum of
1988. These flood elevations must be compared to structure and ground elevations
referenced to the same vertical datum. For information regarding conversion between
the National Geodetic Vertical Datum of 1929 and the North American Vertical Datum of
1988 visit the National Geodetic Surve website at htt ://www.n s.noaa. ov! or contact
Y p 9 9
the National Geodetic Survey at the following address:
NGS Information Services
NOAA, NM GS12
National Geodetic Survey
SSMC- 3. #9202
1315 East-West Highway
Silver Sprinq, MD 20910- 3282
To obtain current elevation, description, and/or location information for bench marks
shown on this map; please contact the Information Services Branch of the National
Geodetic Survey at (301) 713-3242, or visit its website at http:/Iwww.ngs.noaa.gov/.
Base map information shown on this FIRM was derived from multiple sources. This
information was compiled from Collier County Government (2003, 2008, 2009), U-S-
Bureau of Land Management (2005), 3001, Inc. (2004), NOAA-National Geodetic
Survey (2008), and U -S- Geological Survey (2009) at a scale of 1:24,000.
Corporate limits shown on this map are based on the best data available at the time of
publication. Because changes due to annexations or de -annexations may have
occurred after this map was published, map users should contact appropriate
community off icia]s to verify current corporate IimIt locations.
Please refer to the separately printed Map Index for an overview map of the county
showing the layout of map panels: community map repository addresses: and a Listing
of Communities table containing National Flood Insurance Program dates for each
community as well as a listing of the panels on which each community is located.
Contactthe FEMA Map Information eXchangeat 1-877-FEMA MAP (1 -877-336-262 7)
for information on available products associated with this FIRM. Available products may
include previously issued Letters of Map Change, a Flood Insurance Study report, and
/or digital versions of this map. The FEMA Map Information eXchange may also be
reached by Fax at 1-800-358-9620 and its website at http:Hwww.msc.fema-gov/.
If you have questions about this map or questions concerning the National Flood
Insurance Program in general, please call 1-877-FEMA MAP (1-877-336-2627) or visit
the FEMA website at http://www.fema.gov/.
81 °37'30.00"
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SPECIAL FLOOD HAZARD AREAS SFHAS) SUBJECT TO
INUNDATION BY THE 1% ANNUAL CHANCE FLOOD
The 1% annual chance flood (100-year flood), also known as the base flood, is the Flood
that has a 1% chance of being equaled or exceeded in any given year. The Special
Flood Hazard Area is the area subject to flooding by the 111/6 annual chance Flood. Areas
of Special Flood Hazard include zones A, AE, AH, A0, AR, A99, V and VE. The Base
Flood Elevation is the water -surface elevation of the 1% annual chance flood.
ZONE A No Base Flood Elevations determined.
ZONE AE, AE Base Flood Elevations determined.
ZONE AH, AH Flood depths of 1 to 3 Feet (usually areas of ponding); Base Flood
Elevations determined.
ZONE AO Flood depths of 1 to 3 feet (usually sheet flow on sloping terrain);
average depths determined. For areas of alluvial fan flooding, velocities
also determined.
ZONE AR Special Flood Hazard Area formerly protected From the 1% annual
chance flood by a flood control system that was subsequently
decertified. Zone AR indicates that the former flood control system is
being restored to provide protection from the 1% annual chance or
greater flood.
ZONE A99 Area to be protected from 111/6 annual chance flood by a Federal
flood protection system under construction; no Base Flood Elevations
determined.
ZONE V Coastal Flood zone with velocity hazard (wave action); no Base Flood
Elevations determined.
ZONE VE Coastal flood zone with velocity hazard (wave action); Base Flood
Elevations determined.
FLOODWAY AREAS IN ZONE AE
The Floodway is the channel of a stream plus any adjacent floodplain areas that must be
kept free of encroachment so that the 1% annual chance flood can be carried without
substantial increases in flood heights.
OTHER FLOOD AREAS
ZONE X Areas of 0.2% annual chance Flood; areas of 1% annual chance flood
with average depths of less than 1 foot or with drainage areas less than
1 square mile; and areas protected by levees From 1% annual chance
flood.
OTHER AREAS
ZONE x Areas determined to be outside the 0.2% annual chance floodplain.
ZONE D Areas in which Flood hazards are undetermined, but possible.
® COASTAL BARRIER RESOURCES SYSTEM (CBRS) AREAS
OTHERWISE PROTECTED AREAS (OPAS)
CBRS areas and OPAs are normally located within or adjacent to Special Flood Hazard Areas.
1% annual chance floodplain boundary
0.2% annual chance floodplain boundary
Floodway boundary
- - Zone D boundary
■�s�sr��aaasss��• CBRS and OPA boundary
i Boundary dividing Special Flood Hazard Areas of different
Base Flood Elevations, flood depths or flood velocities.
�►• � 513 - Base Flood Elevation line and value; elevation in feet*
(EL 987) Base Flood Elevation value where uniform within zone;
elevation in feet*
* Referenced to the North American Vertical Datum of 1938 {NAVD 88)
A A Cross section line
23 - - - - - - - 23 Transect line
Geographic coordinates referenced to the North American
97=Q7'30".32°22'30" Datum of 1983 (NAD 83)
42750oamN 1000-meter Universal Transverse Mercator grid value, zone 17
6000000 FT 5000-foot grid value: Florida State Plane coordinate system,
east zone (FIPSZONE 0901),Lambert Conformal Conic projection
DX5510 Bench mark {see explanation in Notes to Users section of
this FIRM panel)
M1.5 River Mile
MAP REPOSITORY
Refer to Map Repositories list on Map Index
EFFECTIVE DATE OF COUNTYWIDE
FLOOD INSURANCE RATE MAP
November 17, 2005
EFFECTIVE DATE(S) OF REVISIONS) TO THIS PANEL
May 16 2012 - to update corporate limits to change Base Flood Elevations to add Base Flood
Y P P g
Elevations, to add Special Flood Hazard Areas, to change Special Flood Hazard Areas, to
change zone designations, to update roads and road names, to update the effects of wave
action, to reflect revised shoreline, to reflect updated topographic information, and to modify
Coastal Barrier Resources Areas and Otherwise Protected Areas.
For community map revision history prior to countywide mapping, refer to the Community
Map history table located in the Flood Insurance Study report for this jurisdiction.
To determine if flood insurance is available in this community, contact your insurance
agent or call the National Flood Insurance Program at 1- 800- 638- 6620.
ICI
MAP SCALE 1" = 1000'
500 0 1000 2000
FEET
METERS
300 0 300 600
ID
PANEL 0240H
FIRM
m LL
m
FLOOD INSURANCE RATE MAP
COLLIER COUNTY,
m
FLORIDA
m
im
AND INCORPORATED AREAS
PANEL 240 OF 1225
(SEE MAP INDEX FOR FIRM PANEL LAYOUT)
m
m 61
CONTAINS:
COMMUNITY NUMBER PANEL SUFFIX
COLLIER COUNTY 120067 0240 H
Notice to User The Map Number shown below should be
used when placing map orders: the Community Number
shown above should be used on insurance applications for
the subject community.
aEe�� MAP NUMBER
CD
12021 CO240H
tnw `
°qT MAP REVISED
fi��Np
S�G� MAY 1612012
m
Federal Emergency Managenlcnt Agency
i'
Page 1895 of 4682
FU7
GG7 GG6
Lee County
Cork3 Cork2
Collier County
FU6
3
w
U
al
Y
O —
U a
Corkl GG5
Coco1 Coco2 Coco3 Cocohatchee Canal
Coco4 U
FUS
w
0
Curry 1 0 �
AR2 2
n
175W3 CR951 N ' a MILLER3
d� Cypress1 — GG4
m
c
¢m a
O
a c
Y
a
� 175W2 Golden Gate Main Canal a
a n a
O. T
U
Q
Green Canal C-e
cor,r, otor FU4S
U
AR1
GG1 GG Main
I75W1 CR951S GG3
a GG2
BCB
BCB I Field Station
HC2
W, J
Gulf
of
Mexico
Works of the Basin
21 BCB Structures
tsCanal Reach Controlled, Operated and Maintained by BCB
Canal Reach Maintained by BCB*
Canal Overbank Controlled, Operated and
m Maintained by Collier County**
*Note: Canal Reach Controlled and Operated by Collier County,
subject to Limiting Conditions (3rd Amendment to
Agreement C-11759, 02109/2012)
**Note: Canal Overbank Controlled and Operated by Collier
County, subject to Limiting Conditions (3rd Amendment to
Agreement C-11759, 02109/2012)
(CEF
way.,.........
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pe.banaeceo y�em eeon Vm.g.1reboym ne oin nv m, neereiy ee umrem eyTm nc�6i.—d-.e nsb,
�c.maairoai—d m, nnioa de—,.- maw..a..r-... Ana i,bindi, dd—
�mb.�.*. ax.a .�m.reaea ro .. �reb e r
BIG CYPRESS BASIN
SFWMD
2660 Horseshoe Dr. N.
Naples, Florida 34104
239-263-7615
M
Works of the District
S489
® CERP Pump Stations
Manatee Mitigation Area
Tieback Levee
Spreader Basins
CERP Canals
Comprehensive Everglades Restoration Plan
MILLER2 .. _
TFU3
a S488� v
C-485 S486 $4$7
U
MILLERI I
FU2
c
0
7
LL
FU1
Manatee Qs-489
Mitigation Area
N
W E o il a
Miles
S
BCB \ SFWMD -_
Facility and Infrastructure Map -
Mar2019
Urban Collier County, Florida Page 6 of
Canals in South Florida Appendix C: Primary Water Management Features
Table C-22. BCB-operated water control structures in the Big Cypress Basin.
Type
Control
Crest Elevation (ft. NGVD)
Structure ID
Net Length (feet)
Function
Comments
Top of Bank Elevation ft. msl
Moveable crest weir with manually
operated hydraulic flap gate
Flood Control & Salinity
he Airport Road Canal (S.) Subbasin empties into
GG-1
Crest elev.: Flap Up: +3.35;
Control
he Main Golden Gate Canal a short distance
Flap Down: +2.00
upstream ofthis structure.
Igth=112 ft; top of bank: 9.5 ft
Fixed crest weir with 2 manually operated
Approx. 2 miles upstream ofGG-I near the 1-75
GG-2
bottom opening sluice gates
Flood Control & Over-
verpass. The 1-75 Canal Subbasin empties into the
crest elev.: +5.00 ; sluice gate: -1.00
Jrainage Prevention
Main Golden Gate Canal a short distance upstream
Igth=105 ft; top of bank: 9.5 ft
f this structure.
Fixed crest weir with 2 manually operated
pprox. 6 miles upstream ofGG-2 at the eastern end
GG-3
bottom opening sluice gates
Flood Control & Over-
f 1 7th Avenue S.W. (within the Golden Gate
crest elev.: +7.50; sluice gate: -0.50
rainage Prevention
community)
Igth=100 ft; top of bank: 13.0 ft
Fixed crest weir with 2 manually operated
Approx. 8.35 miles upstream of GG-3. Located 250
GG-4
bottom opening sluice gates
Flood Control & Over-
ft. east and 100 ft. south of the intersection of
crest elev: +9.50; sluice gate: +2.50
drainage Prevention
Golden Gate Boulevard and 8th Street N.E. in
Igth=100 ft; top of bank: 13.0 ft
Golden Gate Estates.
Fixed crest weir with 2 manually operated
pprox. 4 miles upstream of GG-4. Located 500 ft
GG-5
bottom opening sluice gates
Flood Control & Over-
north of the Randall Boulevard Bridge over the
crest elev:+10.50; sluice gate :+4.5o
Jrainage Prevention
Golden Gate Canal in Golden Gate Estates.
Igth=95 ft; top of bank: 15.0 ft
Non -operable fixed crest weir with Vee-notch
Flood Control & Over-
Approx. 3.5 miles upstream of GG-5. This structure
GG-6
crest elev: +12.10
rainage Prevention
is approx. 2.5 downstream of the northerly terminus
Igth: 49 ft; top of bank: 18.0 ft
f the Main Golden Gate Canal.
Concrete sheetpile fixed crest weir with Vee-n
Seasonal Water level
Located on a side branch of the Main Golden Gate
GG-7
otch equipped with flashboards.
Control
3anal near the northerly terminus of 2Oth Street
crest elev: +13.1
Over -drainage Prevention
N.E. off 47x' Avenue N.E..
Igth = 44 ft; top of bank: 16.3 ft (design flood elev.)
Fixed crest weir with 2 manually operated
Flood Control & Over-d
Located upstream of GG-3, at the north end of 25th
Cypress-i
bottom opening sluice gates
rainage
Street N.W. from the intersection of Golden Gate
crest elev.: +9.50; sluice gate: +2.50
Prevention
Estates.
Igth: 42 ft; top of bank: 10.0 ft
Fixed crest weir w/roller gate and back
1-75-1
pumping facilities
Flood Control & Over-
drainage
Located at 1-75 Canal Outfall to Main Golden Gate
Crest elev.: +6.20 gate: +1 .00
Prevention
anal System.
Igth: 96 ft; top of bank: 10.0 ft
Water elevation gauging station (fixed
I-75-2
concrete weir immediately upstream)
Data Collection
1-75 Canal at Pine Ridge Road
weir crest elev. += 8.00
Igth=71.5; top of bank: (unknown)
Fixed crest weir with one bottom opening
and one top opening sluice gate - manually
Flood Control & Over-
1-75-3
operated
Approximately 2 miles downstream of the northern
crest: +i1.00
rainage
Prevention
terminus of the 1-75 Canal.
top gate: +10.00; bottom gate: +1.5
Igth: 23 ft; top of bank: 9.0 ft
Amil gate with back pumping capabilities
Discharge Elev: +7.50 msl
Flood Control & Over
Located on Airport -Pulling Road approximately 2000
CR-31 S
wet season +8.50 msl
irainage
ft north of Golden Gate Parkway (CR 886)
dry season Invert: -2.3' msl
Prevention
Size: D-710; top of bank: 10.4 ft
Amil gate with back pumping capabilities
Discharge Elev: +7.50 msl
Flood Control & Over-
Located on Airport -Pulling Road approx. one mile
CR-31 N
wet season +8.50 msl
drainage
south ofGolden Gate Parkway (CR 886)
dry season Invert: +2.0' msl
Prevention .
Size: D-500; top of bank: 10.2 ft
Fixed crest weir with manually
HEN-1
operated slide gates (2) and one sluice gate
Salinity and Flood Control
North side of US-41 approx. 2000' east of County
crest: +5.00; slide gates: +3.5 msl;
& Over -drainage Prevention
Road 951
sluice gate: +0.5 msl; top of bank: 7.0 ft
Adjustable crest weir (stoplog)
Flood Control & Over-
pprox. 1 V miles west of the easterly end of Stewart
MERRITT-1
crest range: -4.9 to+9.0
drainage
Blvd. in Golden Gate Estates
Igth: 25 ft; top of bank: 8.5 ft
Prevention
Fixed crest weir with manually
Flood Control &
West end of98th Avenue SE from intersection of
MILLER-1
operated flashboards
Overdrainage
Everglades Blvd in Golden Gate Estates, Six
crest: +3.90
Prevention
miles downstream of MILLER-2
Igth: 68 ft; top of bank: 9.5 ft
C-65
Page 1897 of 4682
Big Cypress Basin: Simulated 25-Year/5-Day Stage Hydrographs
Page 1898 of 4682
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Page 1899 of 4682
Irs�] Novo Stage Ridrograph for 5-Day 25-Year Storm around I 61h St of C)Eress Can nal
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Page 1900 of 4682
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Page 1901 of 4682
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Page 1903 of 4682
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Page 1904 of 4682
ENVIRONMENTAL RESOURCE PERMIT APPLICANT'S HANDBOOK VOLUME II
Effective: MAY 22, 2016
11
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FIGURE - , -DAB' RAINFALL: 5-YE R RETURN PERIOD
Page 1905 of 4682
11/15/21, 1:31 PM Precipitation Frequency Data Server
NOAA Atlas 14, Volume 9, Version 2 V"�
Location name: Naples, Florida, USA*
Latitude: 26.253*, Longitude:-81.607*
Elevation: 13.23 ft**
source: ESRI Maps
** source: USGS""`"
POINT PRECIPITATION FREQUENCY ESTIMATES
Sanja Perica, Deborah Martin, Sandra Pavlovic, Ishani Roy, Michael St. Laurent, Carl Trypaluk, Dale
Unruh, Michael Yekta, Geoffery Bonnin
NOAA, National Weather Service, Silver Spring, Maryland
PF tabular I PF graphical I Maps & aerials
PF tabular
PDS-based point precipitation frequency estimates with 90% confidence intervals (in inches)1
Average recurrence interval (years)
Duration ���������
1 2 5 10 25 50 100 200 500 1000
0.572 T 0.643 F 0.763 0.866 F 1.01 F 1.25 1.37 1.54 1.68
5-min
(0.462-0.712) (0.519-0.802) (0.613-0.956) (0.691-1.09) (0.779-1.33) (0.845-1.51) (0.897-1.73) (0.940-1.97) (1.01-2.30) (1.06-2.55)
0.837 0.942 1.12 1.27 1.48 1.65 1.83 2.01 2.26 2.46
10-min
(0.676-1.04) 11 (0.759-1.18) (0.898-1.40) (1.01-1.60) (1.14-1.95) 1 (1.24-2.22) 1 (1.31-2.53) 1 (1.38-2.89) (1.48-3.37) (1.56-3.73)
1.02 1.15 1.36 1.55 1.81 2.02 2.23 2.45 2.76 3.00
15-min
(0.824-1.27) 1 (0.926-1.43) (1.10-1.71) (1.23-1.95) (1.39-2.38) 1 (1.51-2.70) (1.60-3.09) (1.68-3.52) (1.80-4.11) (1.90-4.55)
1.57 1.77 2.09 2.38 2.79 3.11 3.45 3.81 4.30 4.68
30-min
(1.27-1.96)1 (1.42-2.20) (1.68-2.62) (1.90-3.00) (2.14-3.67) (2.33 4.18) (2.48-4.79) (2.61-5.48) (2.81-6.41) (2.96-7.11)
2.07 2.32 2.76 3.14 3.68 4.12 4.57 5.05 5.70 6.22
60-min
(1 .67-2.57) (1.87-2.90) (2.22-3.45) (2.50-3.95) (2.83-4.85) (3.08-5.53) (3.29-6.34) (3.45-7.26) (3.73-8.50) ( 3.94-9.45)
2.56 2.88 3.42 3.89 4.57 5.12 5.69 6.29 7.11 7.76
2-hr
(2.08-3.17) (2.33-3.57) (2.76-4.25) (3.12-4.87) (3.54-5.98) (3.86-6.83) (4.12-7.84 4.34-8.98) (4.70-10.5) (4.96-11.7 )
) (
2.78 3.15 3.77 4.31 5.09 5.72 6.37 7.05 8.00 8.74
3-hr
(2.27-3.43)1 (2.56-3.88) 1 (3.05-4.67) 1 (3.47-5.37) (3.96-6.64) (4.32-7.59) (4.63-8.74) (4.89-10.0) (5.31-11.8) (5.63-13.1)
3.12 3.60 4.42 5.14 6.17 7.01 7.88 8.79 10.1 11.0
6-hr
2 (2.94-4.41) (3.60-5.44) (4.16-6.36) (4.83-8.01) (5.34-9.26) (5.77-10.7) (6.15-12.4) ( 6.74-14.7) (7.18-16.5)
3.44 4.08 5.19 6.15 7.55 8.69 9.88 11.1 12.9 14.3
12-hr
(2.83-4.18) 1 (3.35-4.97) (4.24-6.33) (5.00-7.55) (5.95-9.76) 1 (6.66-11.4) (7.30-13.4) (7.87-15.7) (8.72-18.8) (9.37-21.1)
3.94 4.67 5.96 7.12 8.84 10.3 11.8 13.4 15.7 17.5
24-h r
(3.25-4.75) (3.85-5.64) (4.90-7.23) (5.82-8.68) (7.03-11.4) (7.94-13.4) (8.78-15.9) (9.56-18.8) (10.7-22.7) (11.6-25.8)
4.72 5.47 6.82 8.06 9.95 11.6 13.3 15.2 17.9 20.0
2-day
(3.92-5.65) (4.53-6.55) (5.63-8.20) (6.62-9.75) (7.98-12.8) (9.02-15.1) ( 10.0-17.9) ( 10.9-21.2) ( 12.4-25.8) ( 13.4-29.3)
5.24 6.09 7.59 8.95 11.0 12.7 14.5 16.5 19.2 21.5
3-day
(4.36-6.25) 1 (5.06-7.27) 1 (6.29-9.09) (7.38-10.8) (8.83-14.0) 1 (11.0-19.4) (11.9-22.8) (13.4-27.6) (14.5-31.3)
5.70 6.63 8.24 9.68 11.8 13.6 15.4 17.4 20.2 22.4
4-day
(4.76-6.78) (5.52-7.89) (6.84-9.84) 1 (7.99-11.6) (9.49-15.0) (10.6-17.5) 1 (11.7-20.5) (12.6-24.0) (14.1-28.8) (15.2-32.5)
7.06 8.03 9.71 11.2 13.3 15.1 16.9 18.9 21.6 23.7
7-day
(5.91-8.34) (6.72-9.50) (8.10-11.5) 1 (9.28-13.4) (10.8-16.7) (11.9-19.3) (12.9-22.3) (13.8-25.8) (15.2-30.6) (16.2-34.2)
8.38 9.37 11.1 12.5 14.6 16.3 18.1 20.0 22.6 24.6
10-day
(7.04-9.86) (7.86-11.0) (9.24-13.1) (10.4-14.9 ( 11.8-18.2) (12.9-20.7) (13.8-23.8) (14.7-27.2) (16.0-31.8) (16.9-35.4)
)
12.3 13.4 15.3 16.8 18.9 20.6 22.2 23.8 25.9 27.5
20-day
(10.3-14.3)1 (11.3-15.7) 1 (12.8-17.9) (14.1-19.9) (15.3-23.2) (16.3-25.7) (17.0-28.7) (17.6-31.9) (18.5-36.1) (19.2-39.3)
15.3 16.7 18.9 20.7 23.0 24.6 26.2 27.7 29.6 30.9
30-day
(13 0-17.8)1 (14.2-19.5) 1 (16.0-22.1) (17.4-24.3) (18.6-27.9) (19.6-30.5) (20.2-33.6) (20.6-36.9) (21.2-40.9) (21.7-43.9)
19.0 20.9 23.7 25.8 28.5 30.3 32.0 33.4 35.1 36.2
45-day
(16.2-22.0) (17.7-24.2) (20.0-27.5) (21.7-30.2) (23.1-34.2) (24.1-37.2) (24.7-40.6) (24.9-44.1) (25.2-48.1) ( 25.5-51.2)
33.4 35.4 37.3 38.8 40.4 41.3
60-day
E;�QF-24.-3-�F-27-.7-�F-30-.3-7F
(20.7-28.1) (23.5-32.1) (25.5-35.3) (27.1-39.9) (28.3-43.3) (28.8-47.1) (28.9-50.9) (29.1-55.1) (29.3-58.3)
Precipitation frequency (PF) estimates in this table are based on frequency analysis of partial duration series (PDS).
Numbers in parenthesis are PF estimates at lower and upper bounds of the 90% confidence interval. The probability that precipitation frequency
estimates (for a given duration and average recurrence interval) will be greater than the upper bound (or less than the lower bound) is 5%. Estimates
at upper bounds are not checked against probable maximum precipitation (PMP) estimates and may be higher than currently valid PMP values.
Please refer to NOAA Atlas 14 document for more information.
Back to Top
PF graphical
https:Hhdsc.nws.noaa.gov/hdsc/pfds/pfds_Printpage.html?lat=26.2530&Ion=-81.607O&data=depth&units=english&series=pds Page 1906 of 4�62
11/15/21, 1:31 PM Precipitation Frequency Data Server
PDS-based depth -duration -frequency {DDF) curves
Latitude: 26.2530 Longitude:-81.60701
4�
40
35
C
30
a
a 25
O
20
Q
u 15
ai
CL
o.
10
5
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a
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pp8
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V �Q
Duration
45
40
35
c
t30
n
-6 25
0
+� 20
4T
'CL 15
EL
EL
10
--- ..... ...............
........... ...-.....-- ...-- .---. -- ----
— ...---.�
1 2 5 10 25 50 100 200 500 1000
Average recurrence interval (years)
NDAA Atlas 14, Volume 9, Version 2 Created {GMT: Mon Nov 15 18:31-00 2021
Back to Top
Maps & aerials
Small scale terrain
Average recurrence
interval
(years)
— 1
2
— 5
— 1Q
25
50
100
200
500
1000
Duration
— 5-min
— 2-day
— t0-mm
— 3-day
15-min
--- 4-day
— 30--min
— 7Aay
— 50-min
— 10-day
— 2fir
— 20-aay
— 3fir
— 30-0ay
— e-nr
— 45—day
— 12-hr
— 60-day
— x4frr
https://hdsc.nws.noaa.gov/hdsc/pfds/pfds—printpage.html?lat=26.2530&Ion=-81.6070&data=depth&units=english&series=pds Page 1907 of A62
11/15/21, 1:31 PM Precipitation Frequency Data Server
�f _dil Well Rd !
.V Bonita
Bay Eat yZsy
' mmoka'.re A. _
I
I w
3km
2mi
Large scale terrain
7LORIDA
Port 5 aitlt Luca
WestPalrr
Cape Cor�a
IBoca Raton*
jCoral Springs e ' Pompano E
:Miall' + y
m
100knn �a
60mi �}
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PcprtStLurie
West Palm
c ape Goes[
Beach
' I Coral Springs �ccaRaton
■� PompanoB
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b
100km
60mi
Large scale aerial
https:Hhdsc.nws.noaa.gov/hdsc/pfds/pfds_printpage.html?lat=26.2530&Ion=-81.607O&data=depth&units=english&series=pds Page 1908 of A62
11/15/21, 1:31 PM
Precipitation Frequency Data Server
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US Department of Commerce
National Oceanic and Atmospheric Administration
National Weather Service
National Water Center
1325 East West Highway
Silver Spring, MD 20910
Questions?: HDSC.Questions@noaa.gov
Disclaimer
https:Hhdsc.nws.noaa.gov/hdsc/pfds/pfds_printpage.html?lat=26.2530&Ion=-81.607O&data=depth&units=english&series=pds Page 1909 of 462
Collier County Property Appraiser
Property Summary
Site
Parcel No 37280440000 Address
Name / Add
*Disclaimer
THACKSTON, GLENDA SUE
196 RIVERWOOD RD
Site City NAPLES Site Zone 34120
Note
NAPLES State 1 FL Zipi 34114
MFap No. Strap No Section Township Range Acres *Estimated
4CO3 330100 6 04CO3 1 3 49 27 2.81
Legar GOLDEN GATE EST UNIT 14 N 180FT OF TR 6 OR 1207 PG 67 1
Millage Area s 87 Millage Rates o *Calculations
Sub./Condo 330100 - GOLDEN GATE EST UNIT 14 School Other Total
Use Code a 0 - VACANT RESIDENTIAL 4.889 6.5335 11.4225
Latest Sales History
(Not all Sales are listed due to Confidentialitvl
10/06/05
ook-Pa a
3905-3611
WAmount
$ 0
07/02/03
3331-1196
$ 54,500
07/01/86
1207-67
$ 0
04/01/74
585-1081
$ 0
2021 Preliminary Tax Roll
(Subject to Change)
Land Value
$ 60,064
(+) Improved Value
$ 0
(_) Market Value
$ 60,064
(-) 10% Cap
$ 38,139
(_) Assessed Value
$ 21,925
(_) School Taxable Value
$ 60,064
(_) Taxable Value
$ 21,925
If all Values shown above equal 0 this parcel was created after the
Final Tax Roll
Page 1910 of 4682
Collier County Property Appraiser
Property Summary
Site Site Zone
Parcel No 37280480002 Address Site City NAPLES *Note 34120
*Disclaimer
Name /
Address I GOULAIT, CATHERINE ANN
5175 THANE RD
JUNEAU Stat AK Zip 99801-7716
MFap No. Strap No Section Township Range Acres *Estimated
4CO3 330100 6 14CO3 1 3 49 27 2.34
F- Lega GOLDEN GATE EST UNIT 14 S 150FT OF TR 6
Millage Area la 187
Sub./Condo 330100 - GOLDEN GATE EST UNIT 14
Use Code a 10 - VACANT RESIDENTIAL
Latest Sales History
Not all Sales are listed due to Confidentiality)
7 ook-Pa a Amount
03/06/08
06/06/64336-1679 $ 0
8 277-783 $ 0
Millage Rates O *Calculations
School Other Total
4.889 1 6.5335 1 11.4225
2021 Preliminary Tax Roll
(Subiect to Chanae)
Land Value
$ 50,018
(+) Improved Value
$ 0
(_) Market Value
$ 50,018
(-) 10% Cap
$ 33,166
(_) Assessed Value
$ 16,852
(_) School Taxable Value
$ 50,018
(_) Taxable Value
$ 16,852
If all Values shown above equal 0 this parcel was created after the
Final Tax Roll
Page 1911 of 4682
Collier County Property Appraiser
Property Summary
Site 314 Site Zone
Parcel No 37280560003 Address WILSON Site City NAPLES *Note 34120
*Disclaimer 1 BLVD N
Name / Addr TERRA HOME BUILDERS INC
4420 18TH ST NE
M Cites NAPLES I State I FL I Zip134120
lap No.
Stra N
Section
Township
Range
Acres *Estimated
4CO3 330100 7 14CO3
3
49
27
2.81
Leg GOLDEN GATE EST UNIT 14 S 180FT OF TR 7
Millage Area O 87 Millage Rates 0 *Calculations _
Sub./Condo 330100 - GOLDEN GATE EST UNIT 14 School Other Total _
Use Code 0 - VACANT RESIDENTIAL 4.889 6.5335 11.4225
Latest Sales History
(lint all Salac ara lictarl Am to Cnnfirlantialitvl
DateW
Book -Page
IWAmoun
12/28/20
5877-1622
$ 107,000
10/09/01
2905-1213
$ 0
04/11/96
2169-1757
$ 0
02/09/96
2147-1585
$ 0
03/04/94
1920-609
$ 0
02/01/86
1179-2368
$ 8,000
2021 Preliminary Tax Roll
(Subject to Change)
Land Value $ 80,085
(+) Improved Value $ 0
(_) Market Value $ 80,085
(_) Assessed Value $ 80,085
(_) School Taxable Value $ 80,085
(_) Taxable Value $ 80,085
If all Values shown above equal 0 this parcel was created after the
Final Tax Roll
Page 1912 of 4682
Collier County Property Appraiser
Property Summary
Site
Parcel No 37280760007 Address
Name / Add
*Disclaimer
BOTET, DAYLAR
BELKIS BOTET
BELKIS PICHARDO
8235 IVIS CLUB DR AT 302
Site City NAPLES Site Zone 34120
Note
NAPLES State Fl- I Zipi 34104
MFap No. ]111Strap No Section Township Range Acres *Estimated
4CO3 330100 10 04CO3 1 3 49 27 1.64
Legar GOLDEN GATE EST UNIT 14 N 105FT OF TR 10 OR 1015 PG 1342
Millage Area s 87 Millage Rates o *Calculations
Sub./Condo 330100 - GOLDEN GATE EST UNIT 14 School Other Total
Use Code a 0 - VACANT RESIDENTIAL 4.889 6.5335 7 11.4225
Latest Sales History
(Not all Sales are listed due to Confidentialitvl
08/02/21
ook-Pa a
5995-2830
W Amoun
$ 135,000
06/16/21
5969-3415
$ 70,000
04/01 /83
1015-1342
$ 6,100
12/01/81
1 948-1712
$ 4,700
10/01 /80
1 887-1448
$ 0
2021 Preliminary Tax Roll
(Subject to Change)
Land Value
$ 46,740
(+) Improved Value
$ 0
(_) Market Value
$ 46,740
(-) 10% Cap
$ 27,054
(_) Assessed Value
$ 19,686
(_) School Taxable Value
$ 46,740
(_) Taxable Value
$ 19,686
If all Values shown above equal 0 this parcel was created after the
Final Tax Roll
Page 1913 of 4682
Collier County Property Appraiser
Property Summary
Site
Parcel No 37280800006 Address
Name / Address
I
City
*Disclaimer
THUMAN, ERWIN GUILLERMO
DANY ELIZABETH THUMAN
470 WILSON BLVD N
NAPLES
Site City NAPLES Site Zone 34120
Note
State 1 FL Zipi 34120
Map No. ]111Strap No-jlff� Section Township Range Acres *Estimated
4CO3 3301001014CO3 1 3 49 27 1.17
Lega GOLDEN GATE EST UNIT 14 S 75FT OF N 180FT OF TR 10 OR 919 PG 1274
Millage Area s 87 Millage Rates o *Calculations
Sub./Condo 330100 - GOLDEN GATE EST UNIT 14 School Other Total
Use Code a 0 - VACANT RESIDENTIAL 4.889 6.5335 11.4225
Latest Sales History
(Not all Sales are listed due to Confidentialitvl
07/28/21
ook-Pa a
5995-3526
WAmoun
$ 107,500
06/16/21
5969-3415
$ 70,000
05/01/81
919-1274
1 $ 2,700
11/01/74
1 605-1975
1 $ 0
2021 Preliminary Tax Roll
(Subject to Change)
Land Value IM
$ 33,345
(+) Improved Value
$ 0
(_) Market Value
$ 33,345
(-) 10% Cap
$ 19,300
(_) Assessed Value
$ 14,045
(_) School Taxable Value
$ 33,345
(_) Taxable Value
$ 14,045
If all Values shown above equal 0 this parcel was created after the
Final Tax Roll
Page 1914 of 4682
Collier County Property Appraiser
Property Summary
Site 496 Site Zone
Parcel No 37280920009 Address WILSON Site City NAPLES *Note 34120
*Disclaimer 1 BLVD N
Name / AddrilWALTI CONSTRUCTION SERVICES LLC
3780 29TH AVE SW
M Cites NAPLES I State I FL I Zip134117
lap No.
Stra N
Section
Township
Range
Acres *Estimated
4CO3 3301001104CO3
3
49
27
2.81
Leg GOLDEN GATE EST UNIT 14 S 180FT OF TR 11
Millage Area O 87 Millage Rates v *Calculations _
Sub./Condo 330100 - GOLDEN GATE EST UNIT 14 School Other Total _
Use Code 0 - VACANT RESIDENTIAL 4.889 6.5335 11.4225
Latest Sales History
(Not all Sales are listed due to Confidentialitv)
�ateW
Book -Page
WAmoun
05/06/20
5763-2493
$ 0
02/23/10
4543-74
$ 0
07/16/02
3073-860
$ 64,500
04/13/00
2663-947
$ 25,000
07/23/98
2443-3486
$ 0
04/19/94
1 1936-1626
1 $ 14,500
04/01/88
1 1343-484
1 $ 10,500
01/01/83
1 1003-1560
1 $ 8,700
2021 Preliminary Tax Roll
(Subject to Change)
Land Value
$ 80,085
(+) Improved Value
$ 0
(_) Market Value
$ 80,085
(-) 10% Cap
$ 46,352
(_) Assessed Value
$ 33,733
(_) School Taxable Value
$ 80,085
Taxable Value
$ 33,733
If all Values shown above equal 0 this parcel was created after the
Final Tax Roll
Page 1915 of 4682
Collier County Property Appraiser
Property Summary
Site 720
Parcel No 37281280007 Address WILSON Site City NAPLES
*Disclaimer BLVD N
Name / AddrVPADAVATHIL, JACOB THOMAS
AS A PADAVATHIL
5200 LANCELOT LN
Site Zone 34120
*Note
M Cites DAVIE I State I FL I Zip133331-3371
lap No.
Stra N
Section
Township
Range
Acres *Estimated
4CO3 330100 16 4CO3
3
49
27
5.15
Leg GOLDEN GATE EST UNIT 14 TR 16 OR 1445 PG 31
Millage Area O 87 Millage Rates v *Calculations _
Sub./Condo 330100 - GOLDEN GATE EST UNIT 14 School Other Total _
Use Code 0 - VACANT RESIDENTIAL 4.889 6.5335 11.4225
Latest Sales History
(Not all Sales are listed due to Confidentialitv)
DateW
Book -Page
IWAmoun
11/05/04
3674-1188
$ 230,000
05/31/89
1445-31
$ 0
03/01/87
1 1257-914
1 $ 55,000
11/01/85
1163-481
$ 0
05/01/84
1083-824
$ 0
2021 Preliminary Tax Roll
(Subject to Chanae)
Land Value
$ 110,081
(+) Improved Value
$ 0
(_) Market Value
$ 110,081
(-) 10% Cap
$ 69,897
(_) Assessed Value
$ 40,184
(_) School Taxable Value
$ 110,081
Taxable Value J1$
40,184
If all Values shown above equal 0 this parcel was created after the
Final Tax Roll
Page 1916 of 4682
Collier County Property Appraiser
Property Summary
Site
Parcel No 37281320006 Address
Name / Add
*Disclaimer
RAMOS, MARITZA
811 2ND ST NE
Site City NAPLES Site Zone 34120
Note
NAPLES State 1 FL Zipi 34120
MFap No. ]111Strap No Section Township Range Acres *Estimated
4CO3 330100 17 04CO3 1 3 49 27 2.58
Legar GOLDEN GATE EST UNIT 14 N 1/2 OF TR 17
Millage Area s 87 Millage Rates o *Calculations
Sub./Condo 330100 - GOLDEN GATE EST UNIT 14 School Other Total
Use Code a 0 - VACANT RESIDENTIAL 4.889 6.5335 11.4225
Latest Sales History
(Not all Sales are listed due to Confidentialitvl
03/05/18
ook-Pa a
5483-25
WAmount
$ 0
01/11/00
2629-3498
$ 0
11/23/99
2614-259
$ 0
04/01 /79
806-1092
$ 0
09/01/68
284-835
$ 0
2021 Preliminary Tax Roll
(Subject to Change)
Land Value
$ 73,530
(+) Improved Value
$ 0
(_) Market Value
$ 73,530
(-) 10% Cap
$ 1,301
(_) Assessed Value
$ 72,229
(_) School Taxable Value
$ 73,530
(_) Taxable Value
$ 72,229
If all Values shown above equal 0 this parcel was created after the
Final Tax Roll
Page 1917 of 4682
Collier County Property Appraiser
Property Summary
Site
Parcel No 37281400007 Address
Name / Address
4
City
*Disclaimer
SPERLING JT REVOCABLE TRUST
24440 WOODSAGE DR
BONITA SPRINGS
Site City NAPLES Site Zone 34120
Note
State'FL
Zipi 34134
Map No. ]111Strap NoJW Section Township Range Acres *Estimated
4CO3 330100 19 04CO3 1 3 49 27 5.6
Legar GOLDEN GATE EST UNIT 14 TR 19 OR 914 PG 1198 1
Millage Area s 87 Millage Rates o *Calculations
Sub./Condo 330100 - GOLDEN GATE EST UNIT 14 School Other Total
Use Code a 0 - VACANT RESIDENTIAL 4.889 6.5335 T 11.4225
Latest Sales History
(Not all Sales are listed due to Confidentialitvl
10/24/14
ook-
5097-1571
Amount
$ 0
10/25/04
3666-2308
$ 287,500
05/05/04
3555-3669
$ 140,000
04/25/81
914-1198
$ 0
2021 Preliminary Tax Roll
(Subject to Change)
Land Value
$ 125,215
(+) Improved Value
$ 0
(_) Market Value
$ 125,215
(-) 10% Cap
$ 72,397
(_) Assessed Value
$ 52,818
(_) School Taxable Value
$ 125,215
(_) Taxable Value
$ 52,818
If all Values shown above equal 0 this parcel was created after the
Final Tax Roll
Page 1918 of 4682
Collier County Property Appraiser
Property Summary
Site
Parcel No 37118720009 Address
Name / Add
*Disclaimer
BRODIE, MARSHALL E
15721 SW 76 AVE
Site City NAPLES Site Zone 34120
Note
NAPLES State 1 FL Zip 33157
MFap No. ]111Strap No Section Township Range Acres *Estimated
4C04 328600 132 04C04 1 4 49 27 2.58
Legar GOLDEN GATE EST UNIT 11 N1/2 OF TRACT 132
Millage Area s 87 Millage Rates o *Calculations
Sub./Condo 328600 - GOLDEN GATE EST UNIT 11 School Other Total
Use Code e 0 -VACANT RESIDENTIAL 4.889 6.5335 11.4225
Latest Sales History
(Not all Sales are listed due to Confidentialitvl
11/18/98
ook-Pa
2482-213
Amount
$ 0
04/14/95
2049-42
$ 0
04/13/95
2049-40
$ 37,000
06/01/73
547-41
$ 0
2021 Preliminary Tax Roll
(Subject to Change)
Land Value IM
$ 90,300
(+) Improved Value
$ 0
(_) Market Value
$ 90,300
(-) 10% Cap
$ 29,739
(_) Assessed Value
$ 60,561
(_) School Taxable Value
$ 90,300
(_) Taxable Value
$ 60,561
If all Values shown above equal 0 this parcel was created after the
Final Tax Roll
Page 1919 of 4682
Collier County Property Appraiser
Property Summary
Site
Parcel No 37118720106 Address
Name / Add
*Disclaimer
BRODIE, MARSHALL E
15721 SW 76 AVE
PALMETTO BAY
Site City NAPLES Site Zone 34120
Note
State'FL
Zip 33157
Map No. Strap NojW Section Township Range Acres *Estimated
4C04 32860013214C04 1 4 49 27 2.58
Legar GOLDEN GATE EST UNIT 11 S1/2 OF TRACT 132
Millage Area s 87 Millage Rates o *Calculations
Sub./Condo 328600 - GOLDEN GATE EST UNIT 11 School Other Total
Use Code e 0 -VACANT RESIDENTIAL 4.889 6.5335 11.4225
Latest Sales History 2021 Preliminary Tax Roll
Not all Sales are listed due to Confidentiality) Sub'ect to Chan e)
Date ook-Pa a Amount Land Value $ 90,300
(+) Improved Value $ 0
(_) Market Value $ 90,300
(-) 10% Cap $ 29,739
(_) Assessed Value $ 60,561
(_) School Taxable Value $ 90,300
(_) Taxable Value $ 60,561
If all Values shown above equal 0 this parcel was created after the
Final Tax Roll
Page 1920 of 4682
Collier County Property Appraiser
Property Summary
Site Site Zone
Parcel No 37492000005 Address I Site City NAPLES *Note 34120
Name / Add
*Disclaimer
VILLAFRANCA, ARNALDO=& BARBARA
6930 SW 178TH AVE
SOUTHWEST RANCHE � State ' FL
Zip 33331-1823
Map No. Strap No].W Section Township Range Acres *Estimated
3C34 ]IIIW331300 24 3C34 1 34 48 27 5
LegaT GOLDEN GATE EST UNIT 18 TR 24 1
Millage Area s 290
Sub./Condo 331300 - GOLDEN GATE EST UNIT 18
Use Code a 0 - VACANT RESIDENTIAL
Millage Rates O *Calculations
School Other Total
4.889 8.7835 1 13.6725
Latest Sales History 2021 Preliminary Tax Roll
Not all Sales are listed due to Confidentiality) Sub'ect to Chan e)
o ak-Pa a Amoun Land Value $ 142,500
07/31/95 2084-27 $ 27,000 (+) Improved Value $ 0
(_) Market Value $ 142,500
(-) 10% Cap $ 77,119
(_) Assessed Value $ 65,381
(_) School Taxable Value $ 142,500
(_) Taxable Value $ 65,381
If all Values shown above equal 0 this parcel was created after the
Final Tax Roll
Page 1921 of 4682
Collier County Property Appraiser
Property Summary
Site Site Zone
Parcel No 37549720005 Address Site City NAPLES *Note 34120
*Disclaimer
Name / Add
VENTI, CAROL LOUISE
PO BOX 20512
KEIZER Stat OR I Zip 97307
Map No. Strap Nojnff� Section Township Range Acres *Estimated
3C33 331600 136 3C33 1 33 48 27 5.15
F— Legar GOLDEN GATE EST UNIT 19 TR 136
Millage Area la 1290 1 Millage Rates O *Calculations
Sub./Condo 1331600 - GOLDEN GATE EST UNIT 19 1 School Other Total
Use Code a 10 - VACANT RESIDENTIAL
Latest Sales History
Not all Sales are listed due to Confidentiality)
loj=ook- Amobd
01/12/83 1003-463 $ 14,000
02/01 /77 1 678-1134 $ 0
4.889 8.7835 1 13.6725
2021 Preliminary Tax Roll
(Subiect to Chanae)
Land Value
$ 146,775
(+) Improved Value
$ 0
(_) Market Value
$ 146,775
(-) 10% Cap
$ 76,122
(_) Assessed Value
$ 70,653
(_) School Taxable Value
$ 146,775
(_) Taxable Value
$ 70,653
If all Values shown above equal 0 this parcel was created after the
Final Tax Roll
Page 1922 of 4682
Collier County Property Appraiser
Property Summary
Site Site Zone
Parcel No 37492200009 Address Site City NAPLES *Note 34120
*Disclaimer
Name /
Address SUNSHINE WAY INVESTMENTS LLC
1249 PARK AVE #17C
NEW YORK
Stat NY I Zip 10029
Map No. Strap Nojnff� Section Township Range Acres *Estimated
3C34 ]1111331300 28 03C34 1 34 48 27 2.73
F— Legar GOLDEN GATE EST UNIT 18 E 18OFT OF TR 28
Millage Area la 1290 1 Millage Rates O *Calculations
Sub./Condo 1331300 - GOLDEN GATE EST UNIT 18 1 School Other Total
Use Code a 10 - VACANT RESIDENTIAL
Latest Sales History
Not all Sales are listed due to Confidentiality)
ook- Amount
07/30/16 5321-967 $ 0
06/11/10 4579-1619 $ 0
03/09/10 4544-912 $ 10,500
4.889 8.7835 1 13.6725
2021 Preliminary Tax Roll
(Subiect to Chanae)
Land Value
$ 77,805
(+) Improved Value
$ 0
(_) Market Value
$ 77,805
(-) 10% Cap
$ 42,108
(_) Assessed Value
$ 35,697
(_) School Taxable Value
$ 77,805
(_) Taxable Value
$ 35,697
If all Values shown above equal 0 this parcel was created after the
Final Tax Roll
Page 1923 of 4682
Collier County Property Appraiser
Property Summary
Site
Parcel No 37492240001 Address
Name / Add
*Disclaimer
JORDANELL CAPITAL LLC
19111 COLLINS AVE APT 801
SUNNY ISLES BEAC
Site City NAPLES Site Zone 34120
Note
State'FL
Zipi 33160-2379
Map No. Strap No].W Section Township Range Acres *Estimated
3C34 ]IIW331300 28 13C34 1 34 48 27 2.27
Legar GOLDEN GATE EST UNIT 18 W 150FT OF TR 28
Millage Area s 290
Sub./Condo 331300 - GOLDEN GATE EST UNIT 18
Use Code a 0 - VACANT RESIDENTIAL
Latest Sales History
(Not all Sales are listed due to Confidentialitvl
11/02/10
ook-Pa a
4619-2422
WAmoun
$ 6,700
06/25/87
1273-423
$ 0
04/01/86
1190-574
1 $ 0
05/01 /82
1 971-1784
1 $ 0
Millage Rates a *Calculations
School Other Total
4.889 8.7835 1 13.6725
2021 Preliminary Tax Roll
(Subject to Change)
Land Value
$ 64,695
(+) Improved Value
$ 0
(_) Market Value
$ 64,695
(-) 10% Cap
$ 35,013
(_) Assessed Value
$ 29,682
(_) School Taxable Value
$ 64,695
(_) Taxable Value
$ 29,682
If all Values shown above equal 0 this parcel was created after the
Final Tax Roll
Page 1924 of 4682
Collier County Property Appraiser
Property Summary
Site
Parcel No 37492560008 Address
Name / Add
*Disclaimer
BENDER TR, DORIS L
66TH STREET SW
UTD 10/23/97
2660 66TH STREET SW
Site City NAPLES Site Zone 34120
Note
NAPLES State Fl- I Zip 34105
Map No. Strap No Section Township Range
3C34 331300 32 3C34 1 34 48 27
Legar GOLDEN GATE EST UNIT 18 TR 32
Millage Area s 290
Sub./Condo 331300 - GOLDEN GATE EST UNIT 18
Use Code a 0 - VACANT RESIDENTIAL
Latest Sales History
(Not all Sales are listed due to Confidentialitvl
11/26/97
ook-Pa a
2366-2338
WAmount
$ 0
09/01 /89
1468-147
$ 0
06/01/89
1448-291
1 $ 22,000
07/01 /86
1208-434
1 $ 0
Acres *Estimated
5
Millage Rates a *Calculations
School Other Total
4.889 8.7835 1 13.6725
2021 Preliminary Tax Roll
(Subject to Change)
Land Value
$ 142,500
(+) Improved Value
$ 0
(_) Market Value
$ 142,500
(-) 10% Cap Ji
$ 77,119
(_) Assessed Value
$ 65,381
(_) School Taxable Value
$ 142,500
(_) Taxable Value
$ 65,381
If all Values shown above equal 0 this parcel was created after the
Final Tax Roll
Page 1925 of 4682
Collier County Property Appraiser
Property Summary
Site Site Zone
Parcel No 37493440004 Address Site City NAPLES *Note 34120
*Disclaimer
Name /
Address 0 CAPITAL HOMES INVEST & ALL LLC
A 3211 10TH AVE NE
NAPLES State 1 FL Zip 34120
Map No. ]111Strap Nojnff� Section Township Range Acres *Estimated
3C34 331300 47 03C34 1 34 48 27 2.27
F— Legar GOLDEN GATE EST UNIT 18 W 150FT OF TR 47
Millage Area la 1290 1 Millage Rates O *Calculations
Sub./Condo 1331300 - GOLDEN GATE EST UNIT 18 1 School Other Total
Use Code a 10 - VACANT RESIDENTIAL
Latest Sales History
Not all Sales are listed due to Confidentiality)
ook- Amoun
06/15/21 5971-1314 $ 210,000
09/23/93 1 1867-2401 $ 6,500
4.889 8.7835 1 13.6725
2021 Preliminary Tax Roll
(Subiect to Chanae)
Land Value
$ 64,695
(+) Improved Value
$ 0
(_) Market Value
$ 64,695
(-) 10% Cap
$ 32,004
(_) Assessed Value
$ 32,691
(_) School Taxable Value
$ 64,695
(_) Taxable Value
$ 32,691
If all Values shown above equal 0 this parcel was created after the
Final Tax Roll
Page 1926 of 4682
Collier County Property Appraiser
Property Summary
Site Site Zone
Parcel No 37493440101 Address Site City *Note
*Disclaimer
Name /
Address 0 CAPITAL HOMES INVEST & ALL LLC
A 3211 10TH AVE NE
NAPLES State 1 FL Zip 34120
MFap No. ]111Strap No Section Township Range Acres *Estimated
3C34 331300 47 13C34 1 34 48 27 2.73
F— Legar GOLDEN GATE EST UINT 18 E 18OFT OF TR 47
Millage Area la 1290 1 Millage Rates O *Calculations
Sub./Condo 1331300 - GOLDEN GATE EST UNIT 18 1 School Other Total
Use Code a 10 - VACANT RESIDENTIAL
Latest Sales History
Not all Sales are listed due to Confidentiality)
ook- Amoun
06/15/21 5971-1314 $ 210,000
09/23/93 1 1867-2401 $ 6,500
4.889 8.7835 1 13.6725
2021 Preliminary Tax Roll
(Subiect to Chanae)
Land Value
$ 64,980
(+) Improved Value
$ 0
(_) Market Value
$ 64,980
(-) 10% Cap
$ 32,289
(_) Assessed Value
$ 32,691
(_) School Taxable Value
$ 64,980
(_) Taxable Value
$ 32,691
If all Values shown above equal 0 this parcel was created after the
Final Tax Roll
Page 1927 of 4682
Collier County Property Appraiser
Property Summary
Site
Parcel No 37598680002 Address
Name / Address
4
City
*Disclaimer
STEWART, RONALD
208 FITCHBURG ST SW
PALM BAY
Site City NAPLES Site Zone 34120
Note
State 1 FL Zipi 32908-1301
Map No. Strap No Section Township Range Acres *Estimated
3C27 331900 131 03C27 1 27 48 27 2.81
Legar GOLDEN GATE EST UNIT 20 S 180FT OF TR 131
Millage Area s 290
Sub./Condo 331900 - GOLDEN GATE EST UNIT 20
Use Code a 0 - VACANT RESIDENTIAL
Latest Sales History
(Not all Sales are listed due to Confidentialitvl
08/07/10
ook-
4611-902
Amount
$ 0
02/20/03
3223-1701
$ 0
03/15/96
2159-1156
$ 0
03/01/92
1696-1913
$ 22,000
10/01/87
1302-2278
$ 11,000
05/01/76
1 651-1292
$ 0
Millage Rates a *Calculations
School Other Total
4.889 8.7835 1 13.6725
2021 Preliminary Tax Roll
(Subject to Change)
Land Value
$ 80,085
(+) Improved Value
$ 0
(_) Market Value
$ 80,085
(-) 10% Cap
$ 41,535
(_) Assessed Value
$ 38,550
(_) School Taxable Value
$ 80,085
(_) Taxable Value
$ 38,550
If all Values shown above equal 0 this parcel was created after the
Final Tax Roll
Page 1928 of 4682
Collier County Property Appraiser
Property Summary
Site 2045
Parcel No 37598720001 Address WILSON Site City NAPLES
*Disclaimer 1 BLVD N
Site Zone 34120
*Note
lap No.
Stra N
Section
To ip
Range
Acres *Estimated
3C27
331900 131 13C27
27
48
27
2.34
L GOLDEN GATE EST UNIT 20 N 150FT OF TR 131
Millage Area O 290 Millage Rates v *Calculations _
Sub./Condo 331900 - GOLDEN GATE EST UNIT 20 School Other Total
Use Code 0 - VACANT RESIDENTIAL 4.889 8.7835 i 13.6725
Latest Sales History
(Not all Sales are listed due to Confidentialitv)
�ateW
Book -Page
WAmoun
08/26/13
4962-1119
$ 0
09/26/97
2350-859
$ 30,000
08/01/81
1 934-55
$ 6,000
08/01/81
1 934-46
$ 0
06/01/69
1 313-387
$ 0
2021 Preliminary Tax Roll
(Subject to Change)
Land Value
$ 66,690
(+) Improved Value
$ 0
(_) Market Value
$ 66,690
(-) 10% Cap
$ 35,578
(_) Assessed Value
$ 31,112
(_) School Taxable Value
$ 66,690
Taxable Value
$ 31,112
If all Values shown above equal 0 this parcel was created after the
Final Tax Roll
Page 1929 of 4682
Collier County Property Appraiser
Property Summary
Site Site Zone
Parcel No 37740280001 Address Site City NAPLES *Note 34120
*Disclaimer
Name / Add
LESTER, ELOISE C
4412 E FAIRFIELD ST
MESA State 1 AZ Zip 85205-5201
MFap No. Strap No Section Township Range Acres *Estimated
3C27 332800 3 13C27 1 27 48 27 2.81
Legar GOLDEN GATE EST UNIT 23 S 180FT OF TR 3 OR 663 PG 761 1
Millage Area s 290
Sub./Condo 332800 - GOLDEN GATE EST UNIT 23
Use Code a 0 - VACANT RESIDENTIAL
Millage Rates O *Calculations
School Other Total
4.889 8.7835 1 13.6725
Latest Sales History 2021 Preliminary Tax Roll
Not all Sales are listed due to Confidentiality) Sub'ect to Chan e)
ook- Amount Land Value $ 80,085
09/01/76 663-761 $ 0 (+) Improved Value $ 0
(_) Market Value $ 80,085
(-) 10% Cap $ 43,339
(_) Assessed Value $ 36,746
(_) School Taxable Value $ 80,085
(_) Taxable Value $ 36,746
If all Values shown above equal 0 this parcel was created after the
Final Tax Roll
Page 1930 of 4682
Collier County Property Appraiser
Property Summary
Site
Parcel No 37742280009 Address
Name / Address
City
*Disclaimer
PHAM ET AL, THANH
578 98TH AVE N
Site City NAPLES Site Zone 34120
Note
NAPLES I State 1 FL Zipj 34108-2220
MFap No. ]111Strap No Section Township Range Acres *Estimated
3C27 332800 28 13C27 1 27 48 27 2.73
Legar GOLDEN GATE EST UNIT 23 E 18OFT OF TR 28
Millage Area s 290
Sub./Condo 332800 - GOLDEN GATE EST UNIT 23
Use Code a 0 - VACANT RESIDENTIAL
Millage Rates O *Calculations
School Other Total
4.889 8.7835 1 13.6725
Latest Sales History
2021 Preliminary Tax Roll
Not all Sales are listed due to Confidentiality)
Sub'ect to Chan e)
ook- Amount
Land Value
$ 77,805
01/26/99
2505-3242
$ 0
(+) Improved Value
(_� Market Value
(-) 10% Cap
$ 0
$ 77,805
$ 42,108
11/23/98 2483-2149
$ 0
05/15/98 2420-1465
$ 0
02/02/96
2145-618
$ 0
Assessed Value
$ 35,697
(_) School Taxable Value
$ 77,805
(_) Taxable Value
$ 35,697
If all Values shown above equal 0 this parcel was created after the
Final Tax Roll
Page 1931 of 4682
Collier County Property Appraiser
Property Summary
Site 221 18TH
Parcel No 37743480002 Address
Name / Address
City
*Disclaimer AVE NE
CUNNINGHAM, EMRON=& STACEY
2430 8TH ST NE
Site City NAPLES Site Zone 34120
Note
NAPLES I State 1 FL Zipi 34120
MFap No. ]111Strap No Section Township Range Acres *Estimated
3C27 332800 43 13C27 1 27 48 27 2.73
Legall GOLDEN GATE EST UNIT 23 W 180FT OF TR 43 OR
Millage Area s 290
Sub./Condo 332800 - GOLDEN GATE EST UNIT 23
Use Code a 0 - VACANT RESIDENTIAL
Latest Sales History
(Net all Sales are listed due to Confidentialitvl
Date
ook-j
Amoun
10/14/14
5086-2710
$ 48,000
04/04/02
3012-749
$ 42,000
05/16/97
2313-3222
$ 15,000
01/26/93
1791-935
$ 14,000
03/01/88
1338-1836
$ 9,000
Millage Rates a *Calculations
School Other Total
4.889 8.7835 1 13.6725
2021 Preliminary Tax Roll
(Subject to Change)
Land Value
$ 77,805
(+) Improved Value
$ 0
(_) Market Value
$ 77,805
(-) 10% Cap
$ 19,304
(_) Assessed Value
$ 58,501
(_) School Taxable Value
$ 77,805
(_) Taxable Value
$ 58,501
If all Values shown above equal 0 this parcel was created after the
Final Tax Roll
Page 1932 of 4682
Collier County Property Appraiser
Property Summary
Site
Parcel No 37598400004 Address
Name / Add
*Disclaimer
TOSCANO, ALBA MELISSA PEREZ
A 27551 SHRIVER AVE
BONITS SPRINGS
Site City NAPLES Site Zone 34120
Note
State'FL
Zip 34135
Map No. ]11Strap NojW Section Township Range Acres *Estimated
3C27 331900 128 13C27 1 27 48 27 2.81
F— Legar GOLDEN GATE EST UNIT 20 N 180FT OF TR 128 OR 279 PG 637
Millage Area s 290
Sub./Condo 331900 - GOLDEN GATE EST UNIT 20
Use Code a 0 - VACANT RESIDENTIAL
Millage Rates O *Calculations
School Other Total
4.889 8.7835 1 13.6725
Latest Sales History 2021 Preliminary Tax Roll
Not all Sales are listed due to Confidentiality)Sub'ect to Chan e)
ook-Pa Arnow Land Value $ 80,085
03/04/21 5906-36 $ 76,000 (+) Improved Value $ 0
70�8/24/04 3630-1806 $ 0 Market Value $ 80,085
(-) 10% Cap $ 41,535
(_) Assessed Value $ 38,550
(_) School Taxable Value $ 80,085
(_) Taxable Value $ 38,550
If all Values shown above equal 0 this parcel was created after the
Final Tax Roll
Page 1933 of 4682
Collier County Property Appraiser
Property Summary
Site
Parcel No 37598480008 Address
Name / Add
*Disclaimer
FERNANDEZ, ARNOLDO BOU
SANDRA CUESTA TENENBAUM
250 GRAND CANAL DR
Site City NAPLES Site Zone 34120
Note
MIAMI State 1 FL Zipi 33144
MFap No. Strap No Section Township Range Acres *Estimated
3C27 331900 129 03C27 1 27 48 27 2.81
Legar GOLDEN GATE EST UNIT 20 S 180FT OF TR 129
Millage Area s 290
Sub./Condo 331900 - GOLDEN GATE EST UNIT 20
Use Code a 0 - VACANT RESIDENTIAL
Latest Sales History
(Not all Sales are listed due to Confidentialitvl
04/21/17
ook-
5390-2844
Arno
$ 65,000
02/10/17
5364-1186
$ 0
04/15/94
1936-616
$ 15,500
02/24/94
1917-276
$ 0
10/01/90
1564-717
$ 12,000
08/01 /89
1 1461-1961
1 $ 6,600
Millage Rates a *Calculations
School Other Total
4.889 8.7835 1 13.6725
2021 Preliminary Tax Roll
(Subject to Change)
Land Value
$ 68,072
(+) Improved Value
$ 0
(_) Market Value
$ 68,072
(-) 10% Cap
$ 18,983
(_) Assessed Value
$ 49,089
(_) School Taxable Value
$ 68,072
(_) Taxable Value j&
$ 49,089
If all Values shown above equal 0 this parcel was created after the
Final Tax Roll
Page 1934 of 4682
Collier County Property Appraiser
Property Summary
Site 2082
Parcel No 37740760000 Address WILSON Site City NAPLES
*Disclaimer BLVD N
Site Zone 34120
*Note
lap No.
Strap NoM
I Section
Township
Range
Acres *Estimated
3C27
332800 8 13C27
1 27
48
27
2.81
Leg GOLDEN GATE EST UNIT 23 N 180FT OF TR 8
Millage Area O 290 Millage Rates v *Calculations _
Sub./Condo 332800 - GOLDEN GATE EST UNIT 23 School Other Total
Use Code 0 - VACANT RESIDENTIAL 4.889 8.7835 i 13.6725
Latest Sales History
(Not all Sales are listed due to Confidentialitv)
ate
08/06/21
ook-
6005-2067
Amoun
$ 120,000
03/28/00
2656-268
$ 0
03/28/00
2656-267
$ 0
03/29/99
2528-1108
$ 0
03/25/97
2298-835
$ 0
05/01/79
812-259
$ 0
05/01/79
812-255
$ 0
2021 Preliminary Tax Roll
(Subject to Change)
Land Value
$ 80,085
(+) Improved Value
$ 0
(_) Market Value
$ 80,085
(-) 10% Cap
$ 43,339
(_) Assessed Value
$ 36,746
(_) School Taxable Value
$ 80,085
Taxable Value IW&
$ 36,746
If all Values shown above equal 0 this parcel was created after the
Final Tax Roll
Page 1935 of 4682
Collier County Property Appraiser
Property Summary
Site
Parcel No 37740840001 Address
Name / Address
City
*Disclaimer
D AMATO, LINDA B
DALE LENNER EST
AMY LUTTERS
7234 E OAKRIDGE CIR
LANTANA
Site City NAPLES Site Zone 34120
Note
State 1 FL Zipj 33462
Map No. Strap No. jK Section Township Range Acres *Estimated
3C27 332800 9 13C27 1 27 48 27 1 2.81
Legar GOLDEN GATE EST UNIT 23 S 180FT OF TR 9 OR 848 PG 1465
Millage Area s 290
Sub./Condo 332800 - GOLDEN GATE EST UNIT 23
Use Code a 0 - VACANT RESIDENTIAL
Millage Rates O *Calculations
School Other Total
4.889 8.7835 1 13.6725
Latest Sales History 2021 Preliminary Tax Roll
Not all Sales are listed due to Confidentiality) Sub'ect to Chan e)
ook-Pa a Amount Land Value $ 68,072
12/01/79 848-1465 $ 0 (+) Improved Value $ 0
08/01/68 284-14 $ 6,200 Market Value $ 68,072
(-) 10% Cap $ 44,189
(_) Assessed Value $ 23,883
(_) School Taxable Value $ 68,072
(_) Taxable Value $ 23,883
If all Values shown above equal 0 this parcel was created after the
Final Tax Roll
Page 1936 of 4682
Collier County Property Appraiser
Property Summary
Site
Parcel No 37741440002 Address
Name / Address
City
*Disclaimer
L AND C DIAZ REV TRUST
2230 18TH AVE NE
Site City NAPLES Site Zone 34120
Note
NAPLES I State 1 FL Zipi 34120
Map No. Strap Nojnff� Section Township Range
3C27 ]IIIW332800 15 3C27 1 27 48 27
Legar GOLDEN GATE EST UNIT 23 TR 15
Millage Area s 290
Sub./Condo 332800 - GOLDEN GATE EST UNIT 23
Use Code a 0 - VACANT RESIDENTIAL
Latest Sales History
(Not all Sales are listed due to Confidentialitvl
11/09/99
ook-Pa
2609-3249
Amount
$ 0
09/30/96
2233-2409
$ 28,000
09/30/96
2233-2396
$ 0
09/01 /90
1560-1904
$ 0
08/01/90
1553-740
$ 0
Acres *Estimated
5.15
Millage Rates a *Calculations
School Other Total
4.889 8.7835 1 13.6725
2021 Preliminary Tax Roll
(Subject to Change)
Land Value
$ 146,775
(+) Improved Value
$ 0
(_) Market Value
$ 146,775
(-) 10% Cap
$ 79,432
(_) Assessed Value
$ 67,343
(_) School Taxable Value
$ 146,775
(_) Taxable Value
$ 67,343
If all Values shown above equal 0 this parcel was created after the
Final Tax Roll
Page 1937 of 4682
Collier County Property Appraiser
Property Summary
Site Site Zone
Parcel No 37743920009 Address 1 Site City NAPLES *Note 34120
*Disclaimer
Name / Add
VIELE 11, DONALD L=& HEATHER L
4412 LYN H U RST RD
SPRINGFIELD
State 1 L I Zipj 62711-7130
Map No. Strap Nojnff� Section Township Range
3C27 332800 51 03C27 1 27 48 27
Legar GOLDEN GATE EST UNIT 23 TR 51
Millage Area s 290
Sub./Condo 332800 - GOLDEN GATE EST UNIT 23
Use Code a 0 - VACANT RESIDENTIAL
Acres *Estimated
5
Millage Rates O *Calculations
School Other Total
4.889 8.7835 1 13.6725
Latest Sales History 2021 Preliminary Tax Roll
ot all Sales are listed due to Confidentiality)Sub'ect to Chan e)
ook-Pa a Amount Land Value $ 131,770
7112'29/20 5867-3085 $ 0 (+) Improved Value $ 0
10/06/99 2598-2872 $ 30,000 (_� Market Value $ 131,770
(-) 10% Cap $ 66,389
(_) Assessed Value $ 65,381
(_) School Taxable Value $ 131,770
(_) Taxable Value $ 65,381
If all Values shown above equal 0 this parcel was created after the
Final Tax Roll
Page 1938 of 4682
Collier County Property Appraiser
Property Summary
Site Site Zone
Parcel No 37740880003 Address Site City NAPLES *Note 34120
*Disclaimer
Name / Address
City
THI-PHAM, LIEN
530 102ND AVE N
NAPLES I State 1 FL Zipj 34108-3209
Map No. ]111Strap Nojnff� Section Township Range Acres *Estimated
3C27 332800 10 03C27 1 27 48 27 2.81
F— Legar GOLDEN GATE EST UNIT 23 N 180FT OF TR 10 OR 1393 PG 1609
Millage Area la 1290 Millage Rates O *Calculations
Sub./Condo 332800 - GOLDEN GATE EST UNIT 23 School Other Total
Use Code a 10 - VACANT RESIDENTIAL
Latest Sales History
Not all Sales are listed due to Confidentiality)
loj=ook-Pa a Amoun
11/09/88 1393-1609 $ 12,900
12/01/75 1 637-926 $ 0
4.889 8.7835 1 13.6725
2021 Preliminary Tax Roll
(Subiect to Chanae)
Land Value
$ 80,085
(+) Improved Value
$ 0
(_) Market Value
$ 80,085
(-) 10% Cap
$ 43,339
(_) Assessed Value
$ 36,746
(_) School Taxable Value
$ 80,085
(_) Taxable Value
$ 36,746
If all Values shown above equal 0 this parcel was created after the
Final Tax Roll
Page 1939 of 4682
Collier County Property Appraiser
Property Summary
Site
Parcel No 37741760009 Address
Name / Address
4
City
*Disclaimer
SEGURA, ARCADIO=& NIDIA
4500 NW 192ND ST
MIAMI GARDENS
Site City NAPLES Site Zone 34120
Note
State'FL
Zip 33055-2124
Map No. Strap No].W Section Township Range Acres *Estimated
3C27 332800 21 3C27 1 27 48 27 2.73
Legall GOLDEN GATE EST UNIT 23 W 180FT OF TR 21 OR 1312 PG 2002
Millage Area s 290
Sub./Condo 332800 - GOLDEN GATE EST UNIT 23
Use Code a 0 - VACANT RESIDENTIAL
Millage Rates O *Calculations
School Other Total
4.889 8.7835 1 13.6725
Latest Sales History 2021 Preliminary Tax Roll
Not all Sales are listed due to Confidentiality) Sub'ect to Chan e)
o ak-Pa Amoun Land Value $ 77,805
12/01/87 1312-2002 $ 7,200 (+) Improved Value $ 0
(_) Market Value $ 77,805
(-) 10% Cap $ 42,108
(_) Assessed Value $ 35,697
(_) School Taxable Value $ 77,805
(_) Taxable Value $ 35,697
If all Values shown above equal 0 this parcel was created after the
Final Tax Roll
Page 1940 of 4682
�e
Collier County
Transportation Management Services Department
Transportation Engineering Division
Condemnation Resolution
Wilson Boulevard (Golden Gate Boulevard to Immokalee Road)
Recommendation to approve and adopt a Resolution authorizing
the condemnation of those fee simple interests in land necessary
for the construction of stormwater ponds required for the
expansion of Wilson Boulevard from two lanes to four lanes
between Golden Gate Boulevard and Immokalee Road. (Project No.
60229)
Jay Ahmad, RE
Director, Transportation Engineering
Page 1941 of 4682
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Collier County
Transportation Management Services Department
Transportation Engineering Division
Page 1942 of 4682
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Collier County
Transportation Management Services Department
Transportation Engineering Division
Overall Proposed
Improvements
• Four lane widening from Golden Gate
Blvd to Immokalee Rd.
• Side street drainage improvements.
• Replace bridge over Cypress Canal; widen
or replace bridge box culvert over
Cocohatchee Canal.
• Curb, gutters, sidewalks, shared -use
pathway, on -street bike lanes, bus stop
enhancements, medians, drainage, raw
water main & well house improvements.
• Corridor or intersection lighting.
Page 1944 of 4682
Need for Improvements
0
0
Population Growth in Golden Gate Estates
Traffic congestion
Lack of system connectivity in Golden Gate Estates
and eastern Collier County
Growth in Rural Land Stewardship Area
Meet Long Range Transportation Plan
_e
Collier County
Transportation Management Services Department
Transportation Engineering Division
Page 1945 of 4682
�e
Collier County
Transportation Management Services Department
Transportation Engineering Division
Considerations for Condemnation Resolution
1. Alternative Alignments
2. The Costs of Competing Alternatives
3. Public Health, Safety and Welfare
4. Long Range Planning
5. Environmental Impacts
Page 1946 of 4682
Alternati
6 WLq;,9F1. Wj5&Uft N
dFFS€f: 0Pa-8U M 3V
:L
ve Alignments
r 3„
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�yti• ti _ 1
h r�
h
_e
Collier County
Transportation Management Services Department
Transportation Engineering Division
6 W r�r�
60' - 59 FROM EDGE OF 160' CORRIDOR
i 50' - 40' FROM EDGE OF 160' CORRIDOR
r �r El 40' - 30' FROM ED E OF 160' CORRIDOR
k �
ti 30• - 2b• FROM EDGE OF 760' COAR DOA
20' - 0' FROM EDGE OF 160 CORRIDOR
I
Page 1947 of 4682
Collier County
R � h t o f Wa �� u I S I t I o n Transportation Management Services Department
Transportation Engineering Division
• Four pond sites already acquired/purchased
• Authority requested to purchase/condemn seven additional pond sites
• All pond site properties are presently unimproved
• Construction not currently funded
• Pond sites need to be acquired while properties remain undeveloped
Page 1948 of 4682
Condemnation Resolution
Wilson Boulevard (Golden Gate Blvd to Immokalee Rd)
Collier County
Transportation Management Services Department
Transportation Engineering Division
Recommendation to approve and adopt a Resolution authorizing the
condemnation of those fee simple interests in land necessary for the
construction of stormwater ponds required for the expansion of Wilson
Boulevard from two lanes to four lanes between Golden Gate
Boulevard and Immokalee Road. (Project No. 60229). Estimated fiscal
impact: $2.5million.
Page 1949 of 4682
RESOLUTION NO.2025-
A RESOLUTION OF THE BOARD OF COUNTY COMMISSIONERS OF
COLLIER COUNTY, FLORIDA, AUTHORIZING THE CONDEMNATION
OF THOSE FEE SIMPLE INTERESTS IN LAND NECESSARY FOR THE
CONSTRUCTION OF STORMWATER PONDS REQUIRED FOR THE
EXPANSION OF WILSON BOULEVARD FROM TWO LANES TO FOUR
LANES BETWEEN GOLDEN GATE BOULEVARD AND IMMOKALEE
ROAD; MAKING FINDINGS OF PUBLIC PURPOSE AND NECESSITY;
AND AUTHORIZING THE APPROPRIATE STAFF TO INITIATE
EMINENT DOMAIN PROCEEDINGS (PROJECT NO.60229).
WHEREAS, Collier County (the "County") is authorized by Chapter 73 and 74, Florida
Statutes to condemn necessary lands and property for public purposes or uses; and
WHEREAS, the fee simple interests in land hereinafter described in Exhibit "A",
attached hereto and incorporated herein (the "Property") are needed for the construction of
stormwater ponds required for the expansion of Wilson Boulevard from two lanes to four
lanes between Golden Gate Boulevard and Immokalee Road (Project No. 60229) (hereinafter
referred to as "the Proj ect"); and
WHEREAS, acquisition of the Property and construction of the Project addresses long-
range planning and safety needs and is included in the Capital Improvement Element of the
Collier County Growth Management Plan, as approved by the Florida Department of
Economic Opportunity; and
WHEREAS, construction of the Project will require the acquisition of the Property; and
WHEREAS, the location for the construction of the proposed ponds has been fixed by
survey and is collectively represented by the legal descriptions comprising Exhibit "A"; and
WHEREAS, after consideration of the availability of alternate routes and locations, the
comparative costs of the stormwater pond site alternatives, various impacts upon the
environment, long range planning options, and public safety considerations, the Board desires
to exercise its right to condemn property for public use or purpose and the Property to be
condemned is necessary for that use.
NOW, THEREFORE, BE IT RESOLVED BY THE BOARD OF COUNTY
COMMISSIONERS OF COLLIER COUNTY, FLORIDA, that:
1. The above recitals are incorporated herein and made a part hereof by this
reference.
2. The Board declares that it is necessary to acquire by eminent domain, fee simple
Gov
Page 1950 of 4682
title to the land described in Exhibit "A" ("the Property") for the public purpose
of construction of the proposed ponds as part of the Project to protect the health,
safety, and welfare of the citizens of Collier County.
3. The Board has considered alternative locations for the proposed ponds, various
impacts to the environment, public health, safety and welfare considerations
associated with the design and construction of the Project, long range planning,
and the costs associated with the property rights acquisition and construction of
the Project; and the Board finds that after consideration of these issues, the most
feasible location for construction of the proposed ponds is collectively
represented by the legal descriptions comprising Exhibit "A."
4. The County Manager or her designee and the Office of the County Attorney are
hereby authorized and directed to immediately acquire by gift, purchase, or
condemnation, in accordance with the provisions of Chapters 73, 74 and 127,
Florida Statutes, the Property more particularly described in Exhibit "A",
attached hereto and incorporated herein.
This Resolution adopted on this day of
motion, second and majority vote.
ATTEST:
CRYSTAL K. KINZEL, Clerk of the
Circuit Court & Comptroller
, Deputy Clerk
91'cevn
ed as to form and legality:
M. Greene
Managing Assistant County Attorney
2025, after
BOARD OF COUNTY COMMISSIONERS
OF COLLIER COUNTY, FLORIDA
Burt L. Saunders, Chairman
CAO
Page 1951 of 4682
EXHIBIT "A"
POND SITE PARCELS - WILSON BLVD PROJECT NO. 60229
(ALL INTERESTS TO BE ACQUIRED IN FEE SIMPLE)
PARCEL 313POND:
The South 165 feet of Tract 5, GOLDEN GATE ESTATES, UNIT NO. 18,
according to the plat thereof recorded in Official Records Book 7, Pages 7
& 8, of the Public Records of Collier County, Florida.
PARCEL 314POND:
The North 165 feet of Tract 5, GOLDEN GATE ESTATES, UNIT NO. 18,
according to the plat thereof recorded in Official Records Book 7, Pages 7
& 8, of the Public Records of Collier County, Florida.
PARCEL 315POND:
The South 150' of Tract 131, GOLDEN GATE ESTATES, Unit 19, according
to the plat thereof, recorded in Plat Book 7, Pages 77 and 78, of the Public
Records of Collier County, Florida.
PARCEL 368POND:
The South 180 feet of Tract No. 3, GOLDEN GATE ESTATES, UNIT NO.
23, according to the map or plat thereof as recorded in Plat Book 7, Pages
9 and 10, of the Public Records of Collier County, Florida.
PARCEL 450POND:
All of Tract 27, GOLDEN GATE ESTATES UNIT NO. 23, according to the
plat thereof, as recorded in Plat Book 7, at pages 9 and 10, of the Public
Records of Collier County, Florida.
PARCEL 451 POND:
The East 180 feet of Tract No. 28, GOLDEN GATES ESTATES, UNIT NO.
23, according to the map or plat thereof, as recorded in Plat Book 7, Pages
9 and 10, of the Public Records of Collier County, Florida.
PARCEL 452POND:
The West 180 feet of Tract 43, GOLDEN GATE ESTATES, UNIT NO. 23,
according to the plat thereof as recorded in Plat Book 7, Page 9, of the
Public Records of Collier County, Florida.
Page 1952 of 4682