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.B.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.
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8/26/2025
Item # 16.B.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:
1. Project Location Map
2. Pond Siting Report
3. Presentation-Condemnation Resolution-60229 Wilson Blvd
4. Condemnation Resolution
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PROJECT LOCATION MAP
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Pond Siting Report
Wilson Boulevard Widening Design
Golden Gate Boulevard to Immokalee Road
June 16, 2025
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Table of Contents
Introduction ........................................................................................................................................................................ 3
Background ......................................................................................................................................................................... 3
Design Criteria .................................................................................................................................................................... 4
Existing Drainage Patterns .............................................................................................................................................. 5
Proposed Drainage Patterns ........................................................................................................................................... 6
Basin 1 Pond Site Requirements .................................................................................................................................... 9
Basin 2 Pond Site Requirements ................................................................................................................................. 12
Basin 3 Pond Site Requirements ............................................................................................................................... ...15
Basin 4 Pond Site Requirements ............................................................................................................................... ...21
Basin 5 Pond Site Requirements ............................................................................................................................... ...24
Basin 6 Pond Site Requirements ............................................................................................................................... ...29
Evaluation Factors .......................................................................................................................................................... 33
Appendices
Appendix A: Wilson Boulevard Potential Pond Sites Exhibit ............................................................................... 41
Appendix B: Basin 3A and 3B 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
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Pond Siting Report
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Introduction
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
Pond Siting Report
Wilson Boulevard Widening Design: (Basins 1 - 6)
Date: June 16, 2025 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
Project name:Design Services for Wilson Blvd Widening
Contract No.:22-8006
Purchase
Order No.:
4500225624
Client:Collier County – Dennis McCoy, PE (PM)
Prepared by:Jacobs
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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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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 3278S) 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 LIDAR1 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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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, 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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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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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 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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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)
Wilson BlvdGolden GateBlvdPage 1650 of 4682
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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.
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Parcel No. 37280400008 (241) Property Appraiser:
Parcel No. 37280360009 (242) Property Appraiser:
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Basin 2
From Approximately 0.55 miles south of Cypress Canal to
Cypress Canal.
Attachment 2: Wilson Boulevard Potential Pond Sites Exhibit (Basin 2)
Wilson Blvd Cypress Canal1st St NW
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Basin 2 Pond Site Requirements
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.
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Parcel No. 37118720106 (278) Property Appraiser:
Parcel No. 37118720009 (279) Property Appraiser
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Basin 3
From Cypress Canal to 14th Ave NW/NE
Attachment 3: Wilson Boulevard Potential Pond Sites Exhibit (Basin 3)
Wilson Blvd
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Basin 3 Pond Site Requirements
Basin 3 limits: Wilson Blvd N from Cypress Canal to 14th 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 14th 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.
Wet
Pond
3BS
Wet
Pond
3BN
Figure 3-1
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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:
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Basin 3B
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.
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Parcel 37490400005 (Parcel 314) Property Appraiser:
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).
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ROW Map: Vanderbilt Beach Road Extension Project (May 08, 2023)
Parcel 37490400102 (Parcel 313) Property Appraiser
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.
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Basin 4
From 14th Ave NW/NE to 18th Ave NW/NE
Attachment 4: Wilson Boulevard Potential Pond Sites Exhibit (Basin 4)
Wilson Blvd
450POND
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Basin 4 Pond Site Requirements
Basin 4 limits: Wilson Blvd N from 14th AVE NW/NE to 18th AVE NW/NE.
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 18th 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 18th 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.
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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:
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Basin 5
From 18th Ave NW/NE to 22nd Ave NW/NE
Attachment 5: Wilson Boulevard Potential Pond Sites Exhibit (Basin 5)
Wilson Blvd
451POND
452POND
WET POND
DRY
POND
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Basin 5 Pond Site Requirements
Basin 5 limits: Wilson Blvd N from 18th AVE NW/NE to 22nd AVE NW/NE.
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 18th AVE NE ROW)
Pond Site 5-2 (Wet): Consisting of Parcel Numbers: 37742280009 (451POND) (Total
2.64 Acres excluding 18th 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
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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.
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.
Pond Site 5-3: Forested
freshwater wetlands, Class III
Waters
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Parcel 37740280001 (368POND) Property Appraiser (Pond 5-2 (Dry)):
Parcel 37742280009 (451POND) Property Appraiser (Pond 5-2 (Wet)):
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Parcel 37743480002 (452POND) Property Appraiser (Pond 5-2 (Wet)):
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Basin 6
From 22nd Ave NW/NE to Immokalee Road
Attachment 6: Wilson Boulevard Potential Pond Sites Exhibit (Basin 6)
Wilson Blvd
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Basin 6 Pond Site Requirements
Basin 6 limits: Wilson Blvd N from 22nd AVE NW/NE to Immokalee Road.
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.
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Parcel 37740880003 (Parcel 404) Property Appraiser:
Parcel 37741760009 Property Appraiser:
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Parcel 37741440002 (Parcel 424) Property Appraiser:
Parcel 37743920009 Property Appraiser:
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ROW Acquisition: Evaluation Factors
Project Purpose and Need
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.
Regional Location Map
Gulf of America
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Project Location Map
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
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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 I-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 8th 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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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-
project-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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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.
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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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, 8th St NE,
16th 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), 8th 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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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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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
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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
Jacobs Engineering Group Inc.42
Appendix B
Basin 3A and 3B Map and Photo Package
Page 1684 of 4682
Wilson Boulevard Widening
Habitat Classification Survey
Collier County, Florida
\\DC1VS01\GISPROJ\C\COLLIERCOUNTY\WILSON_BLVD\MAPFILES\VANDERBILT_PHOTOLOG\VANDERBILT_PHOTOLOG.APRX
VICINITY MAP
Notes:
Surveyors: Felicia Kirby
Survey Date: 4/16/2025 Wilson BLVD N12th
A
VE
N
E
12th
A
VE NW
19
32
33 34
35
36
37
38
39 40
41
4243
44
45
46
47 48
49
5051
52
53
54
55
Wilson Blvd NGolden Gate Blvd W Golden Gate Blvd E
Immokalee Rd
LEGEND
Observation Point
Survey Area
Service Layer Credits: World Imagery: Earthstar Geographics
Aerial imagery: Collier County, 2025
$0 225 450112.5
Feet
1:2,700 1 inch = 225 feet
Page 1685 of 4682
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Notes:
4/16/2025Date:
19ID:
DATA LOCATION
Wilson BLVD N12th
A
VE
N
W 12th
A
V
E
N
E
19
Wilson Boulevard Widening
Habitat Classification Survey
Page 1686 of 4682
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Notes:
4/16/2025Date:
32ID:
DATA LOCATION
Wilson BLVD N12th
A
VE
N
W 12th
A
V
E
N
E
32
Wilson Boulevard Widening
Habitat Classification Survey
Page 1687 of 4682
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4/16/2025Date:
33ID:
DATA LOCATION
Wilson BLVD N12th
A
VE
N
W 12th
A
V
E
N
E
33
Wilson Boulevard Widening
Habitat Classification Survey
Notes:
Page 1688 of 4682
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80% fern understory
6” 10YR 5/1 no signs of hydrology. 5% stressed and dead cypress.Notes:
4/16/2025Date:
34ID:
DATA LOCATION
Wilson BLVD N12th
A
VE
N
W 12th
A
V
E
N
E
34
Wilson Boulevard Widening
Habitat Classification Survey
Page 1689 of 4682
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Cabbage palm fluccsNotes:
4/16/2025Date:
35ID:
DATA LOCATION
Wilson BLVD N12th
A
VE
N
W 12th
A
V
E
N
E
35
Wilson Boulevard Widening
Habitat Classification Survey
Page 1690 of 4682
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4/16/2025Date:
36ID:
DATA LOCATION
Wilson BLVD N12th
A
VE
N
W 12th
A
V
E
N
E
36
Wilson Boulevard Widening
Habitat Classification Survey
Notes:
Page 1691 of 4682
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Area of fernsNotes:
4/16/2025Date:
37ID:
DATA LOCATION
Wilson BLVD N12th
A
VE
N
W 12th
A
V
E
N
E
37
Wilson Boulevard Widening
Habitat Classification Survey
Page 1692 of 4682
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Stressed and leaning cypress. Pine cabbage palm. No hydrology no soilsNotes:
4/16/2025Date:
38ID:
DATA LOCATION
Wilson BLVD N12th
A
VE
N
W 12th
A
V
E
N
E
38
Wilson Boulevard Widening
Habitat Classification Survey
Page 1693 of 4682
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Canopy Cypress 30, cabbage palm 30, pine 20 percent
40 % organic nodules 3/1 first 1”. 4/1 3” then 5/2 3”-6”. Roots up to 6”Notes:
4/16/2025Date:
39ID:
DATA LOCATION
Wilson BLVD N12th
A
VE
N
W 12th
A
V
E
N
E
39
Wilson Boulevard Widening
Habitat Classification Survey
Page 1694 of 4682
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Pine sabal palm with bracken fernNotes:
4/16/2025Date:
40ID:
DATA LOCATION
Wilson BLVD N12th
A
VE
N
W 12th
A
V
E
N
E
40
Wilson Boulevard Widening
Habitat Classification Survey
Page 1695 of 4682
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4/16/2025Date:
41ID:
DATA LOCATION
Wilson BLVD N12th
A
VE
N
W 12th
A
V
E
N
E
41
Wilson Boulevard Widening
Habitat Classification Survey
Notes:
Page 1696 of 4682
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4/16/2025Date:
42ID:
DATA LOCATION
Wilson BLVD N12th
A
VE
N
W 12th
A
V
E
N
E
42
Wilson Boulevard Widening
Habitat Classification Survey
Notes:
Page 1697 of 4682
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4/16/2025Date:
43ID:
DATA LOCATION
Wilson BLVD N12th
A
VE
N
W 12th
A
V
E
N
E
43
Wilson Boulevard Widening
Habitat Classification Survey
Notes:
Page 1698 of 4682
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4/16/2025Date:
44ID:
DATA LOCATION
Wilson BLVD N12th
A
VE
N
W 12th
A
V
E
N
E
44
Wilson Boulevard Widening
Habitat Classification Survey
Notes:
Page 1699 of 4682
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4/16/2025Date:
45ID:
DATA LOCATION
Wilson BLVD N12th
A
VE
N
W 12th
A
V
E
N
E
45
Wilson Boulevard Widening
Habitat Classification Survey
Notes:
Page 1700 of 4682
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Notes:
4/16/2025Date:
46ID:
DATA LOCATION
Wilson BLVD N12th
A
VE
N
W 12th
A
V
E
N
E
46
Wilson Boulevard Widening
Habitat Classification Survey
Page 1701 of 4682
\\dc1vs01\GISProj\C\CollierCounty\Wilson_Blvd\MapFiles\Vanderbilt_PhotoLog\Vanderbilt_PhotoLog.aprx PhotoLog 4/21/2025 2:12 PM AGAWINAM
4/16/2025Date:
47ID:
DATA LOCATION
Wilson BLVD N12th
A
VE
N
W 12th
A
V
E
N
E
47
Wilson Boulevard Widening
Habitat Classification Survey
Notes:
Page 1702 of 4682
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4/16/2025Date:
48ID:
DATA LOCATION
Wilson BLVD N12th
A
VE
N
W 12th
A
V
E
N
E
48
Wilson Boulevard Widening
Habitat Classification Survey
Notes:
Page 1703 of 4682
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10YR 5/1 and 3/1 mix first 3” , 4/1 3”-6”
Stand of toothed fernNotes:
4/16/2025Date:
49ID:
DATA LOCATION
Wilson BLVD N12th
A
VE
N
W 12th
A
V
E
N
E
49
Wilson Boulevard Widening
Habitat Classification Survey
Page 1704 of 4682
\\dc1vs01\GISProj\C\CollierCounty\Wilson_Blvd\MapFiles\Vanderbilt_PhotoLog\Vanderbilt_PhotoLog.aprx PhotoLog 4/21/2025 2:12 PM AGAWINAM
Pine 10% cabbage palm 90 %Notes:
4/16/2025Date:
50ID:
DATA LOCATION
Wilson BLVD N12th
A
VE
N
W 12th
A
V
E
N
E
50
Wilson Boulevard Widening
Habitat Classification Survey
Page 1705 of 4682
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Fluccs cabbage palmNotes:
4/16/2025Date:
51ID:
DATA LOCATION
Wilson BLVD N12th
A
VE
N
W 12th
A
V
E
N
E
51
Wilson Boulevard Widening
Habitat Classification Survey
Page 1706 of 4682
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4/16/2025Date:
52ID:
DATA LOCATION
Wilson BLVD N12th
A
VE
N
W 12th
A
V
E
N
E
52
Wilson Boulevard Widening
Habitat Classification Survey
Notes:
Page 1707 of 4682
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Oak cabbage palm and pine with understory of sabal palmNotes:
4/16/2025Date:
53ID:
DATA LOCATION
Wilson BLVD N12th
A
VE
N
W 12th
A
V
E
N
E
53
Wilson Boulevard Widening
Habitat Classification Survey
Page 1708 of 4682
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BoatNotes:
4/16/2025Date:
54ID:
DATA LOCATION
Wilson BLVD N12th
A
VE
N
W 12th
A
V
E
N
E
54
Wilson Boulevard Widening
Habitat Classification Survey
Page 1709 of 4682
\\dc1vs01\GISProj\C\CollierCounty\Wilson_Blvd\MapFiles\Vanderbilt_PhotoLog\Vanderbilt_PhotoLog.aprx PhotoLog 4/21/2025 2:48 PM AGAWINAM
Sword fern understory cabbage palm canopy
5/1 with 2/1 organic nodules 4” then 4/2 to 6” deep. Roots to 6”Notes:
4/16/2025Date:
55ID:
DATA LOCATION
Wilson BLVD N12th
A
VE
N
W 12th
A
V
E
N
E
55
Wilson Boulevard Widening
Habitat Classification Survey
Page 1710 of 4682
Pond Siting Report
Jacobs Engineering Group Inc.43
Appendix C
Pond Site 4-2 Map and Photo Package
Page 1711 of 4682
Jung BLVD E
18th AVE NE
1 2
3
4
5
6
7
89
10
11
12
131415
16
17
18
19
20
21
22
232425
26
27
28
29 30
31
32
3334 3536
37
38
39
40
4142
43
4445
46
47
48
49
State of Florida, Maxar, Microsoft
¯
0 50 10025
Feet
Abandoned Burrow
Right-of-Way
Inactive Juvenile Burrow
Inactive Burrow
Active (maybe juvenile) Burrow
Active Juvenile Burrow
Active Burrow
Legend GOPHER TORTOISE SURVEY MAP
Basin 4 (Pond Site 4-2)
Surveyors: Felicia Kirby, Vanessa Davis
Survey Dates: 8/28/2024 and 8/29/2024
Survey Notes: Pedestrian transects were performed east
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
Wilson Blvd Widening
Gopher Tortoise Survey
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
Page 1713 of 4682
Wilson Blvd Widening
Gopher Tortoise Survey
Parcel No. 37742200005
Basin 4: Pond Site 4-2
LOCATION ID: 2
Notes: Burrow, looks abandoned, cob webs at entrance. Small size.
Photo Date: 8/28/2024
Page 1714 of 4682
Wilson Blvd Widening
Gopher Tortoise Survey
Parcel No. 37742200005
Basin 4: Pond Site 4-2
LOCATION ID: 3
Notes: Active Gopher Tortoise Burrow, Large
Photo Date: 8/28/2024
Page 1715 of 4682
Wilson Blvd Widening
Gopher Tortoise Survey
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
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
Page 1717 of 4682
Wilson Blvd Widening
Gopher Tortoise Survey
Parcel No. 37742200005
Basin 4: Pond Site 4-2
LOCATION ID: 6
Notes: Active Gopher Tortoise Burrow, large
Photo Date: 8/28/2024
Page 1718 of 4682
Wilson Blvd Widening
Gopher Tortoise Survey
Parcel No. 37742200005
Basin 4: Pond Site 4-2
LOCATION ID: 7
Notes: Active Gopher Tortoise Burrow, large
Photo Date: 8/28/2024
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
Wilson Blvd Widening
Gopher Tortoise Survey
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
Page 1721 of 4682
Wilson Blvd Widening
Gopher Tortoise Survey
Parcel No. 37742200005
Basin 4: Pond Site 4-2
LOCATION ID: 10
Notes: Abandoned juvenile burrow
Photo Date: 8/28/2024
Page 1722 of 4682
Wilson Blvd Widening
Gopher Tortoise Survey
Parcel No. 37742200005
Basin 4: Pond Site 4-2
LOCATION ID: 11
Notes: Active gopher tortoise burrow, large
Photo Date: 8/28/2024
Page 1723 of 4682
Wilson Blvd Widening
Gopher Tortoise Survey
Parcel No. 37742200005
Basin 4: Pond Site 4-2
LOCATION ID: 12
Notes: Active small, likely juvenile burrow
Photo Date: 8/28/2024
Page 1724 of 4682
Wilson Blvd Widening
Gopher Tortoise Survey
Parcel No. 37742200005
Basin 4: Pond Site 4-2
LOCATION ID: 13
Notes: Abandoned burrow
Photo Date: 8/28/2024
Page 1725 of 4682
Wilson Blvd Widening
Gopher Tortoise Survey
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
Page 1726 of 4682
Wilson Blvd Widening
Gopher Tortoise Survey
Parcel No. 37742200005
Basin 4: Pond Site 4-2
LOCATION ID: 15
Notes: Active gopher tortoise burrow, large
Photo Date: 8/28/2024
Page 1727 of 4682
Wilson Blvd Widening
Gopher Tortoise Survey
Parcel No. 37742200005
Basin 4: Pond Site 4-2
LOCATION ID: 16
Notes: Active gopher tortoise burrow, medium size
Photo Date: 8/28/2024
Page 1728 of 4682
Wilson Blvd Widening
Gopher Tortoise Survey
Parcel No. 37742200005
Basin 4: Pond Site 4-2
LOCATION ID: 17
Notes: Active gopher tortoise burrow, large
Photo Date: 8/29/2024
Page 1729 of 4682
Wilson Blvd Widening
Gopher Tortoise Survey
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
Page 1730 of 4682
Wilson Blvd Widening
Gopher Tortoise Survey
Parcel No. 37742200005
Basin 4: Pond Site 4-2
LOCATION ID: 19
Notes: Abandoned juvenile burrow
Photo Date: 8/29/2024
Page 1731 of 4682
Wilson Blvd Widening
Gopher Tortoise Survey
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
Page 1732 of 4682
Wilson Blvd Widening
Gopher Tortoise Survey
Parcel No. 37742200005
Basin 4: Pond Site 4-2
LOCATION ID: 21
Notes: Active gopher tortoise burrow
Photo Date: 8/29/2024
Page 1733 of 4682
Wilson Blvd Widening
Gopher Tortoise Survey
Parcel No. 37742200005
Basin 4: Pond Site 4-2
LOCATION ID: 22
Notes: Active gopher tortoise burrow, large
Photo Date: 8/29/2024
Page 1734 of 4682
Wilson Blvd Widening
Gopher Tortoise Survey
Parcel No. 37742200005
Basin 4: Pond Site 4-2
LOCATION ID: 23
Notes: Active gopher tortoise burrow, large
Photo Date: 8/29/2024
Page 1735 of 4682
Wilson Blvd Widening
Gopher Tortoise Survey
Parcel No. 37742200005
Basin 4: Pond Site 4-2
LOCATION ID: 24
Notes: Small active burrow
Photo Date: 8/29/2024
Page 1736 of 4682
Wilson Blvd Widening
Gopher Tortoise Survey
Parcel No. 37742200005
Basin 4: Pond Site 4-2
LOCATION ID: 25
Notes: Active gopher tortoise burrow, small
Photo Date: 8/29/2024
Page 1737 of 4682
Wilson Blvd Widening
Gopher Tortoise Survey
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
Page 1738 of 4682
Wilson Blvd Widening
Gopher Tortoise Survey
Parcel No. 37742200005
Basin 4: Pond Site 4-2
LOCATION ID: 27
Notes: Smaller burrow, looks abandoned
Photo Date: 8/29/2024
Page 1739 of 4682
Wilson Blvd Widening
Gopher Tortoise Survey
Parcel No. 37742200005
Basin 4: Pond Site 4-2
LOCATION ID: 28
Notes: Active gopher tortoise burrow
Photo Date: 8/29/2024
Page 1740 of 4682
Wilson Blvd Widening
Gopher Tortoise Survey
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
Page 1741 of 4682
Wilson Blvd Widening
Gopher Tortoise Survey
Parcel No. 37742200005
Basin 4: Pond Site 4-2
LOCATION ID: 30
Notes: Small burrow, maybe juvenile
Photo Date: 8/29/2024
Page 1742 of 4682
Wilson Blvd Widening
Gopher Tortoise Survey
Parcel No. 37742200005
Basin 4: Pond Site 4-2
LOCATION ID: 31
Notes: Very small burrow
Photo Date: 8/29/2024
Page 1743 of 4682
Wilson Blvd Widening
Gopher Tortoise Survey
Parcel No. 37742200005
Basin 4: Pond Site 4-2
LOCATION ID: 32
Notes: Active burrow
Photo Date: 8/29/2024
Page 1744 of 4682
Wilson Blvd Widening
Gopher Tortoise Survey
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
Page 1745 of 4682
Wilson Blvd Widening
Gopher Tortoise Survey
Parcel No. 37742200005
Basin 4: Pond Site 4-2
LOCATION ID: 34
Notes: Burrow not sure if active
Photo Date: 8/29/2024
Page 1746 of 4682
Wilson Blvd Widening
Gopher Tortoise Survey
Parcel No. 37742200005
Basin 4: Pond Site 4-2
LOCATION ID: 35
Notes: Abandoned burrow
Photo Date: 8/29/2024
Page 1747 of 4682
Wilson Blvd Widening
Gopher Tortoise Survey
Parcel No. 37742200005
Basin 4: Pond Site 4-2
LOCATION ID: 36
Notes: Juvenile gopher tortoise burrow. Potentially occupied
Photo Date: 8/29/2024
Page 1748 of 4682
Wilson Blvd Widening
Gopher Tortoise Survey
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
Page 1749 of 4682
Wilson Blvd Widening
Gopher Tortoise Survey
Parcel No. 37742200005
Basin 4: Pond Site 4-2
LOCATION ID: 38
Notes: Large burrow
Photo Date: 8/29/2024
Page 1750 of 4682
Wilson Blvd Widening
Gopher Tortoise Survey
Parcel No. 37742200005
Basin 4: Pond Site 4-2
LOCATION ID: 39
Notes: Potentially occupied burrow, inactive
Photo Date: 8/29/2024
Page 1751 of 4682
Wilson Blvd Widening
Gopher Tortoise Survey
Parcel No. 37742200005
Basin 4: Pond Site 4-2
LOCATION ID: 40
Notes: Gopher tortoise burrow, large
Photo Date: 8/29/2024
Page 1752 of 4682
Wilson Blvd Widening
Gopher Tortoise Survey
Parcel No. 37742200005
Basin 4: Pond Site 4-2
LOCATION ID: 41
Notes: Occupied burrow, large
Photo Date: 8/29/2024
Page 1753 of 4682
Wilson Blvd Widening
Gopher Tortoise Survey
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
Page 1754 of 4682
Wilson Blvd Widening
Gopher Tortoise Survey
Parcel No. 37742200005
Basin 4: Pond Site 4-2
LOCATION ID: 43
Notes: Occupied burrow
Photo Date: 8/29/2024
Page 1755 of 4682
Wilson Blvd Widening
Gopher Tortoise Survey
Parcel No. 37742200005
Basin 4: Pond Site 4-2
LOCATION ID: 44
Notes: Large active burrow
Photo Date: 8/29/2024
Page 1756 of 4682
Wilson Blvd Widening
Gopher Tortoise Survey
Parcel No. 37742200005
Basin 4: Pond Site 4-2
LOCATION ID: 45
Notes: Potential juvenile, inactive
Photo Date: 8/29/2024
Page 1757 of 4682
Wilson Blvd Widening
Gopher Tortoise Survey
Parcel No. 37742200005
Basin 4: Pond Site 4-2
LOCATION ID: 46
Notes: Juvenile burrow
Photo Date: 8/29/2024
Page 1758 of 4682
Wilson Blvd Widening
Gopher Tortoise Survey
Parcel No. 37742200005
Basin 4: Pond Site 4-2
LOCATION ID: 47
Notes: Abandoned collapsed burrow
Photo Date: 8/29/2024
Page 1759 of 4682
Wilson Blvd Widening
Gopher Tortoise Survey
Parcel No. 37742200005
Basin 4: Pond Site 4-2
LOCATION ID: 48
Notes: Occupied burrow
Photo Date: 8/29/2024
Page 1760 of 4682
Wilson Blvd Widening
Gopher Tortoise Survey
Parcel No. 37742200005
Basin 4: Pond Site 4-2
LOCATION ID: 49
Notes: Occupied burrow. Signs of activity.
Photo Date: 8/29/2024
Page 1761 of 4682
Pond Siting Report
Jacobs Engineering Group Inc.44
Appendix D
Pond Site 5-2 (Wet) Map and Photo Package
Page 1762 of 4682
18th AVE NE
1
23
4
56
7
8 9
1011
12
13
14
15
16
17
18
19
20
21
22 23
24
25
26
27
28 29 30
31
32
33
34
35
3637
38
39
4041
42
43 44
45
46
State of Florida, Maxar, Microsoft
¯
0 50 10025
Feet
Right-of-Way
Inactive Juvenile Burrow
Inactive Burrow
Active (maybe juvenile) Burrow
Active Juvenile Burrow
Active Burrow
Legend GOPHER TORTOISE SURVEY MAP
Basin 5 (Pond Site 5-2)
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.
Limits Not Surveyed
Parcel No. 37742280009 Parcel No. 37743480002
Page 1763 of 4682
Wilson Blvd Widening
Gopher Tortoise Survey
Parcel No. 37742280009
Basin 5: Pond Site 5-2
LOCATION ID: 1
Notes: Active Gopher Tortoise Burrow
Photo Date: 8/27/2024
Page 1764 of 4682
Wilson Blvd Widening
Gopher Tortoise Survey
Parcel No. 37742280009
Basin 5: Pond Site 5-2
LOCATION ID: 2
Notes: Gopher Tortoise Burrow, looks active
Photo Date: 8/27/2024
Page 1765 of 4682
Wilson Blvd Widening
Gopher Tortoise Survey
Parcel No. 37742280009
Basin 5: Pond Site 5-2
LOCATION ID: 3
Notes: Active Gopher Tortoise Burrow
Photo Date: 8/27/2024
Page 1766 of 4682
Wilson Blvd Widening
Gopher Tortoise Survey
Parcel No. 37742280009
Basin 5: Pond Site 5-2
LOCATION ID: 4
Notes: Active Gopher Tortoise Burrow
Photo Date: 8/27/2024
Page 1767 of 4682
Wilson Blvd Widening
Gopher Tortoise Survey
Parcel No. 37742280009
Basin 5: Pond Site 5-2
LOCATION ID: 5
Notes: Active Gopher Tortoise Burrow
Photo Date: 8/27/2024
Page 1768 of 4682
Wilson Blvd Widening
Gopher Tortoise Survey
Parcel No. 37742280009
Basin 5: Pond Site 5-2
LOCATION ID: 6
Notes: Active Gopher Tortoise Burrow
Photo Date: 8/27/2024
Page 1769 of 4682
Wilson Blvd Widening
Gopher Tortoise Survey
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
Page 1770 of 4682
Wilson Blvd Widening
Gopher Tortoise Survey
Parcel No. 37742280009
Basin 5: Pond Site 5-2
LOCATION ID: 8
Notes: Active Gopher Tortoise Burrow
Photo Date: 8/27/2024
Page 1771 of 4682
Wilson Blvd Widening
Gopher Tortoise Survey
Parcel No. 37742280009
Basin 5: Pond Site 5-2
LOCATION ID: 9
Notes: Active Gopher Tortoise Burrow
Photo Date: 8/24/2024
Page 1772 of 4682
Wilson Blvd Widening
Gopher Tortoise Survey
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
Page 1773 of 4682
Wilson Blvd Widening
Gopher Tortoise Survey
Parcel No. 37742280009
Basin 5: Pond Site 5-2
LOCATION ID: 11
Notes: Active gopher tortoise burrow
Photo Date: 8/27/2024
Page 1774 of 4682
Wilson Blvd Widening
Gopher Tortoise Survey
Parcel No. 37742280009
Basin 5: Pond Site 5-2
LOCATION ID: 12
Notes: Active gopher tortoise burrow, large
Photo Date: 8/27/2024
Page 1775 of 4682
Wilson Blvd Widening
Gopher Tortoise Survey
Parcel No. 37742280009
Basin 5: Pond Site 5-2
LOCATION ID: 13
Notes: Active gopher tortoise burrow
Photo Date: 8/27/2024
Page 1776 of 4682
Wilson Blvd Widening
Gopher Tortoise Survey
Parcel No. 37742280009
Basin 5: Pond Site 5-2
LOCATION ID: 14
Notes: Active gopher tortoise burrow
Photo Date: 8/27/2024
Page 1777 of 4682
Wilson Blvd Widening
Gopher Tortoise Survey
Parcel No. 37742280009
Basin 5: Pond Site 5-2
LOCATION ID: 15
Notes: Active gopher tortoise burrow
Photo Date: 8/27/2024
Page 1778 of 4682
Wilson Blvd Widening
Gopher Tortoise Survey
Parcel No. 37742280009
Basin 5: Pond Site 5-2
LOCATION ID: 16
Notes: Active gopher tortoise burrow
Photo Date: 8/27/2024
Page 1779 of 4682
Wilson Blvd Widening
Gopher Tortoise Survey
Parcel No. 37742280009
Basin 5: Pond Site 5-2
LOCATION ID: 17
Notes: Active gopher tortoise burrow, large
Photo Date: 8/29/2024
Page 1780 of 4682
Wilson Blvd Widening
Gopher Tortoise Survey
Parcel No. 37742280009
Basin 5: Pond Site 5-2
LOCATION ID: 18
Notes: Active gopher tortoise burrow, large
Photo Date: 8/29/2024
Page 1781 of 4682
Wilson Blvd Widening
Gopher Tortoise Survey
Parcel No. 37742280009
Basin 5: Pond Site 5-2
LOCATION ID: 19
Notes: Active gopher tortoise burrow, large
Photo Date: 8/29/2024
Page 1782 of 4682
Wilson Blvd Widening
Gopher Tortoise Survey
Parcel No. 37742280009
Basin 5: Pond Site 5-2
LOCATION ID: 20
Notes: Active gopher tortoise burrow, large
Photo Date: 8/29/2024
Page 1783 of 4682
Wilson Blvd Widening
Gopher Tortoise Survey
Parcel No. 37742280009
Basin 5: Pond Site 5-2
LOCATION ID: 21
Notes: Active gopher tortoise burrow, large
Photo Date: 8/29/2024
Page 1784 of 4682
Wilson Blvd Widening
Gopher Tortoise Survey
Parcel No. 37742280009
Basin 5: Pond Site 5-2
LOCATION ID: 22
Notes: Active gopher tortoise burrow, large
Photo Date: 8/29/2024
Page 1785 of 4682
Wilson Blvd Widening
Gopher Tortoise Survey
Parcel No. 37742280009
Basin 5: Pond Site 5-2
LOCATION ID: 23
Notes: Active gopher tortoise burrow, large
Photo Date: 8/29/2024
Page 1786 of 4682
Wilson Blvd Widening
Gopher Tortoise Survey
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
Page 1787 of 4682
Wilson Blvd Widening
Gopher Tortoise Survey
Parcel No. 37742280009
Basin 5: Pond Site 5-2
LOCATION ID: 25
Notes: Active gopher tortoise burrow, large
Photo Date: 8/29/2024
Page 1788 of 4682
Wilson Blvd Widening
Gopher Tortoise Survey
Parcel No. 37742280009
Basin 5: Pond Site 5-2
LOCATION ID: 26
Notes: Active gopher tortoise burrow, large
Photo Date: 8/29/2024
Page 1789 of 4682
Wilson Blvd Widening
Gopher Tortoise Survey
Parcel No. 37742280009
Basin 5: Pond Site 5-2
LOCATION ID: 27
Notes: Active gopher tortoise burrow, large
Photo Date: 8/29/2024
Page 1790 of 4682
Wilson Blvd Widening
Gopher Tortoise Survey
Parcel No. 37742280009
Basin 5: Pond Site 5-2
LOCATION ID: 28
Notes: Active gopher tortoise burrow, large
Photo Date: 8/29/2024
Page 1791 of 4682
Wilson Blvd Widening
Gopher Tortoise Survey
Parcel No. 37742280009
Basin 5: Pond Site 5-2
LOCATION ID: 29
Notes: Active gopher tortoise burrow, large
Photo Date: 8/29/2024
Page 1792 of 4682
Wilson Blvd Widening
Gopher Tortoise Survey
Parcel No. 37742280009
Basin 5: Pond Site 5-2
LOCATION ID: 30
Notes: Active gopher tortoise burrow, large
Photo Date: 8/29/2024
Page 1793 of 4682
Wilson Blvd Widening
Gopher Tortoise Survey
Parcel No. 37742280009
Basin 5: Pond Site 5-2
LOCATION ID: 31
Notes: Active gopher tortoise burrow, large
Photo Date: 8/29/2024
Page 1794 of 4682
Wilson Blvd Widening
Gopher Tortoise Survey
Parcel No. 37742280009
Basin 5: Pond Site 5-2
LOCATION ID: 32
Notes: Occupied burrow
Photo Date: 8/29/2024
Page 1795 of 4682
Wilson Blvd Widening
Gopher Tortoise Survey
Parcel No. 37742280009
Basin 5: Pond Site 5-2
LOCATION ID: 33
Notes: Occupied burrow
Photo Date: 8/29/2024
Page 1796 of 4682
Wilson Blvd Widening
Gopher Tortoise Survey
Parcel No. 37742280009
Basin 5: Pond Site 5-2
LOCATION ID: 34
Notes: Occupied burrow
Photo Date: 8/29/2024
Page 1797 of 4682
Wilson Blvd Widening
Gopher Tortoise Survey
Parcel No. 37742280009
Basin 5: Pond Site 5-2
LOCATION ID: 35
Notes: Unoccupied burrow, looks inactive
Photo Date: 8/29/2024
Page 1798 of 4682
Wilson Blvd Widening
Gopher Tortoise Survey
Parcel No. 37742280009
Basin 5: Pond Site 5-2
LOCATION ID: 36
Notes: Large occupied burrow
Photo Date: 8/29/2024
Page 1799 of 4682
Wilson Blvd Widening
Gopher Tortoise Survey
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
Page 1800 of 4682
Wilson Blvd Widening
Gopher Tortoise Survey
Parcel No. 37742280009
Basin 5: Pond Site 5-2
LOCATION ID: 38
Notes: Large burrow
Photo Date: 8/29/2024
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
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
Wilson Blvd Widening
Gopher Tortoise Survey
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
Page 1804 of 4682
Wilson Blvd Widening
Gopher Tortoise Survey
Parcel No. 37742280009
Basin 5: Pond Site 5-2
LOCATION ID: 42
Notes: Large occupied burrow
Photo Date: 8/29/2024
Page 1805 of 4682
Wilson Blvd Widening
Gopher Tortoise Survey
Parcel No. 37742280009
Basin 5: Pond Site 5-2
LOCATION ID: 43
Notes: Large active burrow
Photo Date: 8/29/2024
Page 1806 of 4682
Wilson Blvd Widening
Gopher Tortoise Survey
Parcel No. 37742280009
Basin 5: Pond Site 5-2
LOCATION ID: 44
Notes: Large active burrow
Photo Date: 8/29/2024
Page 1807 of 4682
Wilson Blvd Widening
Gopher Tortoise Survey
Parcel No. 37742280009
Basin 5: Pond Site 5-2
LOCATION ID: 45
Notes: Occupied burrow
Photo Date: 8/29/2024
Page 1808 of 4682
Wilson Blvd Widening
Gopher Tortoise Survey
Parcel No. 37742280009
Basin 5: Pond Site 5-2
LOCATION ID: 46
Notes: Occupied burrow
Photo Date: 8/29/2024
Page 1809 of 4682
Pond Siting Report
Jacobs Engineering Group Inc.45
Appendix E
Wilson Boulevard Corridor ROW Impacts Exhibit
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 Engineering Group Inc.46
Appendix F
Pond Siting Report –Wilson Boulevard Corridor Study (2022)
Page 1812 of 4682
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
PPS1105211510SWF 1
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
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
Page 1813 of 4682
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PPS1105211510SWF 2
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 3278S) 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)
Page 1814 of 4682
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PPS1105211510SWF 3
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 12021C0240H and 12021C0430H) 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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PPS1105211510SWF 4
• 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 geog raphic 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)
Page 1816 of 4682
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PPS1105211510SWF 5
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 1 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 , terminat ing 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.
Page 1817 of 4682
Preliminary Pond Siting Analysis
PPS1105211510SWF 6
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.
Page 1818 of 4682
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PPS1105211510SWF 7
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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PPS1105211510SWF 8
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.
Page 1820 of 4682
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9 PPS1105211510SWF
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),
excluding areas within 300 feet of
public water supply well
5.8 4.9
4. Parcel ID 3728056003, 3728048002,
3728044000
37280800006, 37280920009,
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
extent
2,050 LF 3,300 LF
8. Accessibility Maintenance and pipes to/from
Wilson Boulevard
Maintenance and pipes to/from
Wilson Boulevard
9. Easements Required N/A N/A
10. Soils;
Estimated SHWT
A/D, C/D;
EL 11.0
A/D;
EL 10.5
11. NWL / Dry Bot. EL EL 12.0 / EL 12.0 EL 11.2 / EL 11.5
12. Estimated Wetlands Impacts Direct Impact: 5.8 acres
Secondary Impacts
N/A
13. Public Water Supply Well Proximity 300-foot-wide protection zone within
or adjacent to parcel
300-foot-wide protection zone
within or adjacent to parcel
14. Private Well Proximity Potential Yes, pond site adjacent to developed
property
Yes, pond site adjacent to
developed property
15. Permit Status in Collier County
Growth Management Division
(GMD) Public Portal
N/A N/A
16. Comments, Advantages,
Disadvantages
Farther proximity to discharge point
results in higher control elevation and
larger pond footprint. May require an
additional 0.5-foot elevation increase
to proposed profile.
Closer proximity to discharge
point allows for control
elevation to be lower resulting
in smaller pond footprint
required
Ranking 2 1
Page 1821 of 4682
Preliminary Pond Siting Analysis
PPS1105211510SWF 10
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%
Contingency
3.7 3.6 4.3 4.6
3. Available Parcel Area
(ac), excluding areas
within 300 feet of
public water supply
well
4.6 3.9 4.1 4.3
4. Parcel ID 37281280007 37281320006 37281400007 37118720106,
37118720009
5. Land Use Vacant Residential,
Wooded
Vacant Residential,
Wooded
Vacant Residential,
Wooded
Vacant Residential,
Wooded
6. Proximity to outfall 675 LF 425 LF 50 LF 1,700 LF
7. Proximity to farthest
onsite basin extent
2,200 LF 3,080 LF 3,400 LF 1,800 LF
8. Accessibility Maintenance and
pipes to/from
Wilson Boulevard to
canal
Maintenance and
pipes to/from
Wilson Boulevard
Maintenance from
2nd Street NE, outfall
directly adjacent to
canal
Maintenance and
pipes to/from
Wilson Boulevard to
canal
9. Easements Required N/A N/A Yes; (for pipes from
Wilson Blvd)
N/A
10. Soils;
Estimated SHWT
A/D, B/D;
EL 11.5
A/D;
EL 11.5
A/D, B/D;
EL 12.0
A/D;
EL 11.5
11. NWL / Dry Bot. EL EL 10.2 / EL 12.5 EL 10.0 / EL 12.5 EL 9.8 / EL 13.0 EL 10.8 / EL 12.5
12. Estimated Wetlands
Impacts
N/A N/A N/A N/A
13. Public Water Supply
Wells
300-foot-wide
protection zone
adjacent to parcel
300-foot-wide
protection zone
within parcel
N/A 300-foot-wide
protection zone
adjacent to parcel
14. Private Well
Proximity Potential
Yes, pond site
adjacent to
developed property
Yes, pond site
adjacent to
developed property
N/A Yes, pond site
adjacent to
developed property
15. Permit Status in
Collier County GMD
Public Portal
N/A N/A N/A N/A
16. Comments,
Advantages,
Disadvantages
Single parcel,
adjacent to Wilson
Boulevard
Single parcel,
adjacent to Wilson
Boulevard, smallest
site required
Single parcel adjacent
to canal, requires pipe
easement. May
require an additional
0.5-foot increase to
roadway profile.
Multiple parcels
centrally located.
May require an
additional 0.5-foot
increase to roadway
profile.
Ranking 2 1 3 4
Page 1822 of 4682
Preliminary Pond Siting Analysis
PPS1105211510SWF 11
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%
Contingency
4.0 3.4 4.0
3. Available Parcel Area (ac),
excluding areas within
300 feet of public water
supply well
4.5 4.3 4.8
4. Parcel ID 37492000005 37549720005 37492200009,
37492240001
5. Land Use Vacant Residential,
Wooded
Vacant Residential,
Wooded
Vacant Residential,
Wooded
6. Proximity to outfall 50 LF 50 LF 700 LF
7. Proximity to farthest onsite
basin extent
3,400 LF 3,200 LF 3,050 LF
8. Accessibility Maintenance and pipes
to/from 10th Avenue NE
to canal
Maintenance and pipes
to/from Wilson
Boulevard
Maintenance and pipes
to/from 12th Avenue NE
to canal
9. Easements Required Yes
(10th Avenue)
N/A Yes
(12th Avenue)
10. Soils;
Estimated SHWT
A/D, B/D;
EL 11.5
B/D;
EL 11.0
B/D, C/D;
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
Potential
Yes, pond site adjacent to
developed property
Yes, pond site adjacent
to developed property
N/A
15. Permit Status in Collier
County GMD Public Portal
N/A N/A N/A
16. Comments, Advantages,
Disadvantages
Single parcel adjacent to
discharge point but
farthest for conveyance to
pond
Single parcel adjacent to
discharge point
Multiple parcels, central
location in basin
Ranking 2 1 3
Page 1823 of 4682
Preliminary Pond Siting Analysis
PPS1105211510SWF 12
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%
Contingency
4.8 3.8
3. Available Parcel Area (ac),
excluding areas within 300 feet
of public water supply well
4.5 4.2
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
basin extent
2,500 LF 3,100 LF
8. Accessibility Maintenance and pipes to/from
along Jung Boulevard E and/or 16th
Avenue NE
Maintenance and pipes to/from along
16th Avenue NE
9. Easements Required Yes (Jung Boulevard E or 16th
Avenue NE)
Yes (16th Avenue NE)
10. Soils;
Estimated SHWT
B/D;
EL 12.0
A/D;
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
Potential
Yes, pond site adjacent to developed
property
N/A
15. Permit Status in Collier County
GMD Public Portal
N/A N/A
16. Comments, Advantages,
Disadvantages
Both sites are generally central to
basin and are located along side
streets to canal. May require an
additional 0.5-foot elevation
increase to proposed roadway
profile.
Both sites are generally central to
basin and are located along side
streets to canal; site 4-2 is adjacent to
canal
Ranking 2 1
Page 1824 of 4682
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PPS1105211510SWF 13
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%
Contingency
6.0 3.0 (wet) 1.1 (dry) 6.7 6.2
3. Available Parcel Area
(ac), excluding areas
within 300 feet of
public water supply
well
4.1 5.2 (wet) 2.2 (dry) 4.9 5.0
4. Parcel ID 37598680002,
37598720001
37740280001 (dry),
37743480002 and
3774228009 (wet)
3759840004,
37598480008
37740760000,
37740840001
5. Land Use Vacant Residential,
Wooded
Vacant Residential,
Wooded
Vacant Residential,
Wooded
Vacant Residential,
Wooded
6. Proximity to outfall 2,200 LF 500 LF 2,600 LF 2,500 LF
7. Proximity to farthest
onsite basin extent
1,400 LF 2,700 LF 2,050 LF 2,000 LF
8. Accessibility Maintenance and pipes
to/from Wilson
Boulevard and 20th
Avenue NE
Maintenance and
pipes to/from Wilson
Boulevard and 18th
Avenue NE
Maintenance and
pipes to/from Wilson
Boulevard and 20th
Avenue NE
Maintenance and pipes
to/from Wilson
Boulevard and 20th
Avenue NE or 22nd
Avenue NE
9. Easements Required Yes
(20th Avenue NE)
Yes
(18th Avenue NE)
Yes
(20th Avenue NE)
Yes (20th Avenue NE or
22nd Avenue NE)
10. Soils;
Estimated SHWT
B/D;
12.0
A/D, B/D; 12.5 (wet)
A/D; 11.5 (dry)
A/D, B/D;
11.5
A/D;
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 EL 11.4 / EL 12.0
12. Estimated Wetlands
Impacts
N/A Direct Impact: 2.2 ac
Secondary Impacts
Direct Impact: 4.9 ac
Secondary Impacts
Direct Impact: 3 ac
Secondary Impacts
13. Public Water Supply
Wells
N/A N/A N/A N/A
14. Private Well Proximity
Potential
Yes, pond site adjacent
to developed property
Yes, pond site
adjacent to
developed property
N/A Yes, pond site adjacent
to developed property
15. Permit Status in
Collier County GMD
Public Portal
PRBD20140514836,
(2014), house
demolition, complete
N/A N/A PRROW200210836837,
PRROW20210627487,
Cancelled, abandoned
16. Comments,
Advantages,
Disadvantages
Multiple parcels, too
small for pond needs.
May be used in tandem
with another site
and/or additional 1 to
2-feet elevation
increase for proposed
profile.
Split dry pre-
treatment and wet
sites are located in
series without need
for additional pipes.
Wetland impacts at
dry pond site
Impacts to high
quality wetlands.
Multiple parcels,
centrally located, but
additional pipe
required and too
small for pond
needs. May need
additional 1 to
2-feet elevation
increase to proposed
profile.
Multiple parcels, too
small for pond needs.
May be used in tandem
with another site and/or
additional 1 to 2-feet
elevation increase for
proposed profile.
Ranking 3 1 4 2
Page 1825 of 4682
Preliminary Pond Siting Analysis
PPS1105211510SWF 14
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%
Contingency
3.0 2.5 2.7 (wet) 1.1 (dry)
3. Available Parcel Area (ac),
excluding areas within
300’ of public water
supply well
4.0 3.9 2.6 (wet) 2.0 (dry)
4. Parcel ID 37741440002 37743920009 37741760009 (wet),
37740880003 (dry)
5. Land Use Vacant Residential,
Wooded
Vacant Residential,
Wooded
Vacant Residential,
Wooded
6. Proximity to outfall 1,400 LF 50 LF 1,150 LF
7. Proximity to farthest
onsite basin extent
1,400 LF 3,050 LF 2,300 LF
8. Accessibility Maintenance and pipes
to/from Wilson
Boulevard and 24th
Avenue NE
Maintenance and pipes
to/from Wilson
Boulevard and 24th
Avenue NE
Maintenance and pipes
to/from Wilson Bo ulevard
and 22 nd Avenue NE
9. Easements Required Yes
(24th Avenue NE)
Yes
(24th Avenue NE)
Yes
(22nd Avenue NE)
10. Soils;
Estimated SHWT
A/D and B/D;
EL 13.0
A/D;
EL 13.5
A/D;
EL 12.0
11. NWL / Dry Bot. EL EL 10.8 / N/A EL 10.0 / N/A EL 10.6 / EL 13.0
12. Estimated Wetlands
Impacts
Direct Impact: 1.5 acres
Secondary Impacts
N/A Direct Impact: 0.7 acres
(south)
Secondary Impacts
13. Public Water Supply Wells N/A N/A N/A
14. Private Well Proximity
Potential
N/A Yes, pond site adjacent to
developed property
Yes, pond site adjacent to
developed property
15. Permit Status in Collier
County GMD Public Portal
N/A N/A N/A
16. Comments, Advantages,
Disadvantages
Single parcel, high
ground elevations
relative to roadway; not
able to provide dry pre-
treatment; requires
tandem pond and/or
overtreatment in other
basins
Single parcel, high
ground elevations
relative to roadway; not
able to provide dry pre-
treatment; requires
tandem pond and/or
overtreatment in other
basins
Split dry pre-treatment
and wet sites are located
in series without need for
additional pipes. Wetland
impacts at dry pond site
Ranking 3 2 1
Page 1826 of 4682
Preliminary Pond Siting Analysis
PPS1105211510SWF 15
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
Page 1827 of 4682
Preliminary Pond Siting Analysis
PPS1105211510SWF 16
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.
Page 1828 of 4682
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PPS1105211510SWF 17
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 12021C0240H and 12021C0430H). November.
Florida Department of Environmental Protection (FDEP). 2021. Comprehensive Verified List. June.
https://floridadep.gov/sites/default/files/Comprehensive-Verified-List_06212021.xlsx
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 16th Street. June.
South Florida Water Management District (SFWMD). 2010. Canals in South Florida: A Technical Support
Document. April. https://www.sfwmd.gov/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.gov/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.
Page 1829 of 4682
Attachment 1
Proposed Basin Divides and Potential Pond Sites
Page 1830 of 4682
Source: Collier CountyIm mokalee Rd.Wilson Blvd.
Wilson Blvd.Source: Colli
er CountyGolden Gate Blvd. W.POT STA. 36+00.0040 45 50 55 60 65 70 75 80 85 90 95 PI STA. 96+39.00POT STA. 099+99.99100 105 110 115 120 125 130 135 140 145 PI STA. 149+19.00150 155 160 165 170 175 180 185 190 195 200 205 POT STA. 205+82.12SITE 1-1
POND
SITE 1-2
POND
2-3
SITE
POND SITE 3-1
POND
SITE 3-3
POND
SITE 4-2
POND
SITE 4-1
POND
SITE 5-2
POND
5-1
SITE
POND
SITE 6-3
POND
SITE 6-2
POND
6-1
SITE
POND
6-3
BASIN 1
BASIN 2
BASIN 3 BASIN 4 BASIN 5 BASIN 6 24TH AVE NWIMMOKALEE RD (CR 846)22ND AVE NW20TH AVE NW18TH AVE NWJUNG BLVD W16TH AVE NW14TH AVE NW12TH AVE NW10TH AVE NW1ST ST NW
2ND ST NE
1ST ST NW
GOLDEN GATE BLVD2-1
SITE
POND
2-2
SITE
POND
2-4
SITE
POND
SITE 5-4
POND
5-2CYPRESS
CANALCORKSCREW CANAL
3-2
SITE
POND
5-3
SITE
POND N0 100 500
Feet
EL 14EL 14
EL 12
EL 10
EL 14
EL 12
EL 12
EL 14
EL 12
EL 14
EL 12
EL 14
EL 14EL 14
EL 16
EL 14
EL 12
EL 12
EL 12
EL 12
EL 14
EL 12
EL 12
2ND ST NE
RECOMMENDED POND SITE
POTENTIAL POND SITE
BASIN (ROW) AREA
LEGEND
100'-WIDE BUFFER TO PUBLIC WATER SUPPLY WELL
300'-WIDE BUFFER TO PUBLIC WATER SUPPLY WELL
2' LIDAR CONTOUR
POTENTIAL EASEMENT
EL 12
EL 12
EL 14
EL 14EL 12
EL 16
EL 12
EL 12
EL 12
EL 14
EL 12
EL 12
EL 8EL 8EL 8
8
EL
8
EL
EL 8 EL 8 EL 8 EL 8 EL 8
EL 14
EL 14
EL 14
EL 12 EL 12
EL 14
EL 14
EL 14
EL 14
EL 12
12
EL
12
EL
14
EL
EL 14
EL 14
EL 14
EL 14
EL 14
EL 12
EL 12
EL 10
EL 14EL 14
EL 14
EL 14
EL 14
EL 14
12
EL
EL 14
EL 14
EL 12
EL 14
EL 12
EL 12
EL 14
12
EL
12
EL
EL 14
EL 14
EL 14
EL 14
EL 14
EL 14
EL 14
EL 14
EL 12
EL 12
EL 14
EL 12
EL 14
EL 14
EL 14
EL 14
EL 14
EL 12
EL 12
EL 12
EL 12
EL 14
EL 12
EL 10
EL 12
GIS PROPERTY LINES
Page 1831 of 4682
Attachment 2
Basin Calculations
Page 1832 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:Basin 1-1 CHECKED BY:DL 11/17/21
From STA 37+00.
To STA 66+30.2,930 LF
Typical Section ROW 165 LF
Water Quality
11.10 ac
Treated Paved Area =5.68 ac
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.2.5 " Over Treated Paved Area =1.18 Ac-Ft
1.38 Ac-Ft
C.50%Additional Treatment Volume for Impaired Waterbody 2.07 Ac-Ft
D.0.5 0.69 Ac-Ft
E.20%of Wet Detention Area =0.66 ac
F.2.5%of Wet Detention and Drainage Basin Areas =0.41 ac
Water Quantity
SOIL SOIL AREA
LAND-USE DESCRIPTION NAME GROUP CN (ac) PRODUCT
102, Boca fine sand-Urban A/D 49 3.99 195.3
128, Pineda fine sand, limestone C/D 79 1.33 104.9
102, Boca fine sand-Urban A/D 25 3.03 75.7
128, Pineda fine sand, limestone C/D 70 1.01 70.6
102 and 105 A/D and C/D 48 4.48 212.8
100 1.00 100.0
98 1.75 171.4
TOTALS 16.58 930.7
56.1
SOIL SOIL AREA
LAND-USE DESCRIPTION NAME GROUP CN (ac) PRODUCT
102, Boca fine sand-Urban A/D 39 4.06 158.5
128, Pineda fine sand, limestone C/D 74 1.35 100.2
A/D and C/D 57 2.16 122.0
100 3.32 332.0
98 5.68 556.7
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)^2 / ( P + 0.8*S ) (inches)
P = rainfall in inches
3) DETERMINE RUNOFF VOLUME - V(R) -------------------------------->V(R) = ( R / 12)*BASIN AREA (acres-feet)
P S R V(R)
(in) (in) (in) (ac-ft)
FDOT Storm Drain 3 yr / 24 hr (PRE)5.10 7.81 1.10 1.52
FDOT Storm Drain 3 yr / 24 hr (POST)5.10 3.06 2.67 3.69
2.16
SFWMD Open Basin 25 yr / 72 hr (PRE)10.50 7.81 4.77 6.59
SFWMD Open Basin 25 yr / 72 hr (POST)10.50 3.06 7.55 10.43
3.84
0.69
5.23
Min Littoral Shelf Area =
Impervious (Paved parking, roads, etc.)
PRE-DEVELOPED CONDITION
Open Spaces (Good Condition)
BASIN RUNOFF CURVE NUMBER WORKSHEET
Wood or Forest Land (Good Cover)
Wood or Forest Land (Good Cover)
Open Spaces (Fair Condition)
Open Spaces (Fair Condition)
Dry Detention or Retention Pre-Treatment Volume (ac-ft)
" Required Dry Detention or Retention Pre-Treatment as part of Required
Treatment Volume
Required 25 yr / 72 hr Attenuation Volume (ac-ft)
3 yr / 24 hr Attenuation Volume (ac-ft)
Agency Design Storm Frequency
Wet Detention: Treatment Volume (Vt) + Estimated Peak Attenuation Volume (Vpost - Vpre) (ac-ft)
Open Spaces (Good Condition)
Basin LengthBasin Location and
Size
COMPOSITE CN
Open Spaces (Good Condition, Pond Site)
Impervious (Open Water, Pond Site)
Pond Site Area Wetlands
Typical Section ROW x Basin Length = Basin
ROW Area =Paved Area ÷ Basin (ROW Area) =
Percent Impervious =
Impervious (Paved parking, roads, etc.)
POST-DEVELOPED CONDITION
BASIN RUNOFF CURVE NUMBER WORKSHEET
Pond Site Area Wood or Forest Land
Page 1833 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:Basin 1-2 CHECKED BY:DL 11/17/21
From STA 37+00.
To STA 66+30.2,930 LF
Typical Section ROW 165 LF
Water Quality
11.10 ac
Treated Paved Area =5.68 ac
Pond Site Area =4.37 ac 51%
Total (ROW + Pond) Basin Area =15.47 ac
A.1.0 " Over Total Basin Area =1.29 Ac-Ft
B.2.5 " Over Treated Paved Area =1.18 Ac-Ft
1.29 Ac-Ft
C.50%Additional Treatment Volume for Impaired Waterbody 1.93 Ac-Ft
D.0.5 0.64 Ac-Ft
E.20%of Wet Detention Area =0.47 ac
F.2.5%of Wet Detention and Drainage Basin Areas =0.39 ac
Water Quantity
SOIL SOIL AREA
LAND-USE DESCRIPTION NAME GROUP CN (ac) PRODUCT
102, Boca fine sand-Urban A/D 49 3.99 195.3
128, Pineda fine sand, limestone C/D 79 1.33 104.9
102, Boca fine sand-Urban A/D 25 3.03 75.7
128, Pineda fine sand, limestone C/D 70 1.01 70.6
102, Boca fine sand-Urban A/D 25 4.37 109.3
98 1.75 171.4
TOTALS 15.47 727.2
47.0
SOIL SOIL AREA
LAND-USE DESCRIPTION NAME GROUP CN (ac) PRODUCT
102, Boca fine sand-Urban A/D 39 4.06 158.5
128, Pineda fine sand, limestone C/D 74 1.35 100.2
102, Boca fine sand-Urban A/D 39 2.02 78.8
100 2.35 235.0
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 (inches)
2) DETERMINE RUNOFF - R -------------------------------->R = ( P - 0.2*S)^2 / ( 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 11.27 0.57 0.74
FDOT Storm Drain 3 yr / 24 hr (POST)5.10 3.70 2.36 3.04
2.30
SFWMD Open Basin 25 yr / 72 hr (PRE)10.50 11.27 3.48 4.49
SFWMD Open Basin 25 yr / 72 hr (POST)10.50 3.70 7.08 9.12
4.63
0.64
5.92
Min Littoral Shelf Area =
Dry Detention or Retention Treatment Volume (ac-ft)
" Required Dry Detention or Retention Pre-Treatment as part of Required
Treatment Volume
Wet Detention: Treatment Volume (Vt) + Estimated Peak Attenuation Volume (Vpost - Vpre) (ac-ft)
Open Spaces (Good Condition)
Wood or Forest Land (Good Cover)
Impervious (Open Water, Pond Site)
Impervious (Paved parking, roads, etc.)
PRE-DEVELOPED CONDITION
Required 25 yr / 72 hr Attenuation Volume (ac-ft)
Impervious (Paved parking, roads, etc.)
POST-DEVELOPED CONDITION
BASIN RUNOFF CURVE NUMBER WORKSHEET
Pond Site Area Wood or Forest Land
BASIN RUNOFF CURVE NUMBER WORKSHEET
Typical Section ROW x Basin Length = Basin
ROW Area =
3 yr / 24 hr Attenuation Volume (ac-ft)
Paved Area ÷ Basin (ROW Area) =
Percent Impervious =
Open Spaces (Good Condition, Pond Site)
Basin LengthBasin Location and
Size
COMPOSITE CN
Open Spaces (Good Condition)
Wood or Forest Land (Good Cover)
Open Spaces (Fair Condition)
Open Spaces (Fair Condition)
Page 1834 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:Basin 2-1 CHECKED BY:DL 11/17/21
From STA 66+30.
To STA 96+10.2,980 LF
Typical Section ROW 165 LF
Water Quality
11.29 ac
Treated Paved Area =5.37 ac
Pond Site Area =3.19 ac 48%
Total (ROW + Pond) Basin Area =14.48 ac
A.1.0 " Over Total Basin Area =1.21 Ac-Ft
B.2.5 " Over Treated Paved Area =1.12 Ac-Ft
1.21 Ac-Ft
C.50%Additional Treatment Volume for Impaired Waterbody 1.81 Ac-Ft
D.0.5 0.60 Ac-Ft
E.20%of Wet Detention Area =0.22 ac
F.2.5%of Wet Detention and Drainage Basin Areas =0.36 ac
Water Quantity
SOIL SOIL AREA
LAND-USE DESCRIPTION NAME GROUP CN (ac) PRODUCT
102, Boca fine sand-Urban A/D 49 4.05 198.6
110, Hallandale fine sand B/D 69 1.35 93.2
102, Boca fine sand-Urban A/D 25 3.08 77.0
110, Hallandale fine sand B/D 55 1.03 56.4
102 and 110 A/D, B/D 40 3.19 127.6
98 1.78 174.3
TOTALS 14.48 727.2
50.2
SOIL SOIL AREA
LAND-USE DESCRIPTION NAME GROUP CN (ac) PRODUCT
102, Boca fine sand-Urban A/D 39 4.44 173.1
110, Hallandale fine sand B/D 61 1.48 90.2
102 and 110 A/D, B/D 50 2.09 104.3
100 1.11 110.5
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 (inches)
2) DETERMINE RUNOFF - R -------------------------------->R = ( P - 0.2*S)^2 / ( 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 9.91 0.75 0.90
FDOT Storm Drain 3 yr / 24 hr (POST)5.10 4.41 2.06 2.49
1.59
SFWMD Open Basin 25 yr / 72 hr (PRE)10.50 9.91 3.94 4.75
SFWMD Open Basin 25 yr / 72 hr (POST)10.50 4.41 6.59 7.95
3.20
0.60
4.41
Paved Area ÷ Basin (ROW Area) =
Percent Impervious =
Min Littoral Shelf Area =
Required 25 yr / 72 hr Attenuation Volume (ac-ft)
3 yr / 24 hr Attenuation Volume (ac-ft)
Impervious (Paved parking, roads, etc.)
POST-DEVELOPED CONDITION
BASIN RUNOFF CURVE NUMBER WORKSHEET
Dry Detention or Retention Treatment Volume (ac-ft)
" Required Dry Detention or Retention Pre-Treatment as part of Required
Treatment Volume
Pond Site Area Wood or Forest Land
Open Spaces (Good Condition, Pond Site)
Impervious (Open Water, Pond Site)
Wood or Forest Land (Good Cover)
Open Spaces (Fair Condition)
Open Spaces (Fair Condition)
Typical Section ROW x Basin Length = Basin
ROW Area =
Wet Detention: Treatment Volume (Vt) + Estimated Peak Attenuation Volume (Vpost - Vpre) (ac-ft)
Open Spaces (Good Condition)
Basin LengthBasin Location and
Size
COMPOSITE CN
Impervious (Paved parking, roads, etc.)
PRE-DEVELOPED CONDITION
BASIN RUNOFF CURVE NUMBER WORKSHEET
Wood or Forest Land (Good Cover)
Open Spaces (Good Condition)
Page 1835 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:Basin 2-2 CHECKED BY:DL 11/17/21
From STA 66+30.
To STA 96+10.2,980 LF
Typical Section ROW 165 LF
Water Quality
11.29 ac
Treated Paved Area =5.37 ac
Pond Site Area =3.09 ac 48%
Total (ROW + Pond) Basin Area =14.38 ac
A.1.0 " Over Total Basin Area =1.20 Ac-Ft
B.2.5 " Over Treated Paved Area =1.12 Ac-Ft
1.20 Ac-Ft
C.50%Additional Treatment Volume for Impaired Waterbody 1.80 Ac-Ft
D.0.5 0.60 Ac-Ft
E.20%of Wet Detention Area =0.20 ac
F.2.5%of Wet Detention and Drainage Basin Areas =0.36 ac
Water Quantity
SOIL SOIL AREA
LAND-USE DESCRIPTION NAME GROUP CN (ac) PRODUCT
102, Boca fine sand-Urban A/D 49 4.05 198.6
110, Hallandale fine sand B/D 69 1.35 93.2
102, Boca fine sand-Urban A/D 25 3.08 77.0
110, Hallandale fine sand B/D 55 1.03 56.4
102 and 110 A/D, B/D 40 3.09 123.6
98 1.78 174.3
TOTALS 14.38 723.2
50.3
SOIL SOIL AREA
LAND-USE DESCRIPTION NAME GROUP CN (ac) PRODUCT
102, Boca fine sand-Urban A/D 39 4.44 173.1
110, Hallandale fine sand B/D 61 1.48 90.2
102 and 110 A/D, B/D 50 2.09 104.5
100 1.00 100.0
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 (inches)
2) DETERMINE RUNOFF - R -------------------------------->R = ( P - 0.2*S)^2 / ( 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 9.88 0.75 0.90
FDOT Storm Drain 3 yr / 24 hr (POST)5.10 4.46 2.04 2.45
1.55
SFWMD Open Basin 25 yr / 72 hr (PRE)10.50 9.88 3.95 4.73
SFWMD Open Basin 25 yr / 72 hr (POST)10.50 4.46 6.56 7.86
3.13
0.60
4.33
Paved Area ÷ Basin (ROW Area) =
Percent Impervious =
Min Littoral Shelf Area =
Required 25 yr / 72 hr Attenuation Volume (ac-ft)
3 yr / 24 hr Attenuation Volume (ac-ft)
Impervious (Paved parking, roads, etc.)
POST-DEVELOPED CONDITION
BASIN RUNOFF CURVE NUMBER WORKSHEET
Dry Detention or Retention Treatment Volume (ac-ft)
" Required Dry Detention or Retention Pre-Treatment as part of Required
Treatment Volume
Pond Site Area Wood or Forest Land
Open Spaces (Good Condition, Pond Site)
Impervious (Open Water, Pond Site)
Wood or Forest Land (Good Cover)
Open Spaces (Fair Condition)
Open Spaces (Fair Condition)
Typical Section ROW x Basin Length = Basin
ROW Area =
Wet Detention: Treatment Volume (Vt) + Estimated Peak Attenuation Volume (Vpost - Vpre) (ac-ft)
Open Spaces (Good Condition)
Basin LengthBasin Location and
Size
COMPOSITE CN
Impervious (Paved parking, roads, etc.)
PRE-DEVELOPED CONDITION
BASIN RUNOFF CURVE NUMBER WORKSHEET
Wood or Forest Land (Good Cover)
Open Spaces (Good Condition)
Page 1836 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:Basin 2-3 CHECKED BY:DL 11/17/21
From STA 66+30.
To STA 96+10.2,980 LF
Typical Section ROW 165 LF
Water Quality
11.29 ac
Treated Paved Area =5.37 ac
Pond Site Area =3.76 ac 48%
Total (ROW + Pond) Basin Area =15.05 ac
A.1.0 " Over Total Basin Area =1.25 Ac-Ft
B.2.5 " Over Treated Paved Area =1.12 Ac-Ft
1.25 Ac-Ft
C.50%Additional Treatment Volume for Impaired Waterbody 1.88 Ac-Ft
D.0.5 0.63 Ac-Ft
E.20%of Wet Detention Area =0.19 ac
F.2.5%of Wet Detention and Drainage Basin Areas =0.38 ac
Water Quantity
SOIL SOIL AREA
LAND-USE DESCRIPTION NAME GROUP CN (ac) PRODUCT
102, Boca fine sand-Urban A/D 49 4.05 198.6
110, Hallandale fine sand B/D 69 1.35 93.2
102, Boca fine sand-Urban A/D 25 3.08 77.0
110, Hallandale fine sand B/D 55 1.03 56.4
102 and 131 A/D and B/D 40 3.76 150.4
98 1.78 174.3
TOTALS 15.05 750.0
49.8
SOIL SOIL AREA
LAND-USE DESCRIPTION NAME GROUP CN (ac) PRODUCT
102, Boca fine sand-Urban A/D 39 4.44 173.1
110, Hallandale fine sand B/D 61 1.48 90.2
102 and 131 A/D and B/D 50 2.79 139.5
100 0.97 97.0
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 (inches)
2) DETERMINE RUNOFF - R -------------------------------->R = ( P - 0.2*S)^2 / ( 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 10.06 0.72 0.91
FDOT Storm Drain 3 yr / 24 hr (POST)5.10 4.66 1.97 2.47
1.56
SFWMD Open Basin 25 yr / 72 hr (PRE)10.50 10.06 3.88 4.87
SFWMD Open Basin 25 yr / 72 hr (POST)10.50 4.66 6.43 8.06
3.20
0.63
4.45
Dry Detention or Retention Treatment Volume (ac-ft)
" Required Dry Detention or Retention Pre-Treatment as part of Required
Treatment Volume
Wet Detention: Treatment Volume (Vt) + Estimated Peak Attenuation Volume (Vpost - Vpre) (ac-ft)
Open Spaces (Good Condition)
Basin LengthBasin Location and
Size
COMPOSITE CN
Impervious (Paved parking, roads, etc.)
PRE-DEVELOPED CONDITION
Impervious (Open Water, Pond Site)
Wood or Forest Land (Good Cover)
Open Spaces (Fair Condition)
Open Spaces (Fair Condition)
BASIN RUNOFF CURVE NUMBER WORKSHEET
Wood or Forest Land (Good Cover)
Open Spaces (Good Condition)
Required 25 yr / 72 hr Attenuation Volume (ac-ft)
3 yr / 24 hr Attenuation Volume (ac-ft)
Typical Section ROW x Basin Length = Basin
ROW Area =Paved Area ÷ Basin (ROW Area) =
Percent Impervious =
Min Littoral Shelf Area =
Impervious (Paved parking, roads, etc.)
POST-DEVELOPED CONDITION
BASIN RUNOFF CURVE NUMBER WORKSHEET
Pond Site Area Wood or Forest Land
Open Spaces (Good Condition, Pond Site)
Page 1837 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:Basin 2-4 CHECKED BY:DL 11/17/21
From STA 66+30.
To STA 96+10.2,980 LF
Typical Section ROW 165 LF
Water Quality
11.29 ac
Treated Paved Area =5.37 ac
Pond Site Area =4.00 ac 48%
Total (ROW + Pond) Basin Area =15.29 ac
A.1.0 " Over Total Basin Area =1.27 Ac-Ft
B.2.5 " Over Treated Paved Area =1.12 Ac-Ft
1.27 Ac-Ft
C.50%Additional Treatment Volume for Impaired Waterbody 1.91 Ac-Ft
D.0.5 0.64 Ac-Ft
E.20%of Wet Detention Area =0.35 ac
F.2.5%of Wet Detention and Drainage Basin Areas =0.38 ac
Water Quantity
SOIL SOIL AREA
LAND-USE DESCRIPTION NAME GROUP CN (ac) PRODUCT
102, Boca fine sand-Urban A/D 49 4.05 198.6
110, Hallandale fine sand B/D 69 1.35 93.2
102, Boca fine sand-Urban A/D 25 3.08 77.0
110, Hallandale fine sand B/D 55 1.03 56.4
102, Boca fine sand-Urban A/D 25 4.00 100.0
98 1.78 174.3
TOTALS 15.29 699.6
45.8
SOIL SOIL AREA
LAND-USE DESCRIPTION NAME GROUP CN (ac) PRODUCT
102, Boca fine sand-Urban A/D 39 4.44 173.1
110, Hallandale fine sand B/D 61 1.48 90.2
102, Boca fine sand-Urban A/D 39 2.23 87.0
100 1.77 177.0
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 (inches)
2) DETERMINE RUNOFF - R -------------------------------->R = ( P - 0.2*S)^2 / ( 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 11.85 0.51 0.65
FDOT Storm Drain 3 yr / 24 hr (POST)5.10 4.51 2.02 2.58
1.93
SFWMD Open Basin 25 yr / 72 hr (PRE)10.50 11.85 3.31 4.21
SFWMD Open Basin 25 yr / 72 hr (POST)10.50 4.51 6.53 8.32
4.11
0.64
5.38
Impervious (Open Water, Pond Site)
Impervious (Paved parking, roads, etc.)
POST-DEVELOPED CONDITION
BASIN RUNOFF CURVE NUMBER WORKSHEET
Pond Site Area Wood or Forest Land
Open Spaces (Good Condition, Pond Site)
Wet Detention: Treatment Volume (Vt) + Estimated Peak Attenuation Volume (Vpost - Vpre) (ac-ft)
Open Spaces (Good Condition)
Basin LengthBasin Location and
Size
COMPOSITE CN
Impervious (Paved parking, roads, etc.)
PRE-DEVELOPED CONDITION
Open Spaces (Good Condition)
Wood or Forest Land (Good Cover)
Open Spaces (Fair Condition)
Required 25 yr / 72 hr Attenuation Volume (ac-ft)
3 yr / 24 hr Attenuation Volume (ac-ft)
Typical Section ROW x Basin Length = Basin
ROW Area =Paved Area ÷ Basin (ROW Area) =
Percent Impervious =
Min Littoral Shelf Area =
Dry Detention or Retention Treatment Volume (ac-ft)
" Required Dry Detention or Retention Pre-Treatment as part of Required
Treatment Volume
Open Spaces (Fair Condition)
BASIN RUNOFF CURVE NUMBER WORKSHEET
Wood or Forest Land (Good Cover)
Page 1838 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:Basin 3-1 CHECKED BY:DL 11/17/21
From STA 96+10.
To STA 129+30.3,320 LF
Typical Section ROW 165 LF
Water Quality
12.58 ac
Treated Paved Area =6.98 ac
Pond Site Area =3.45 ac 56%
Total (ROW + Pond) Basin Area =16.03 ac
A.1.0 " Over Total Basin Area =1.34 Ac-Ft
B.2.5 " Over Treated Paved Area =1.45 Ac-Ft
1.45 Ac-Ft
C.50%Additional Treatment Volume for Impaired Waterbody 2.18 Ac-Ft
D.0.5 0.67 Ac-Ft
E.20%of Wet Detention Area =0.24 ac
F.2.5%of Wet Detention and Drainage Basin Areas =0.40 ac
Water Quantity
SOIL SOIL AREA
LAND-USE DESCRIPTION NAME GROUP CN (ac) PRODUCT
102, Boca fine sand-Urban A/D 49 2.41 118.0
110 and 131, Hallandale and Riviera fine sand B/D 69 3.61 249.3
102, Boca fine sand-Urban A/D 25 1.83 45.7
110 and 131, Hallandale and Riviera fine sand B/D 55 2.74 150.9
102, Boca fine sand-Urban A/D 25 3.45 86.3
98 1.98 194.2
TOTALS 16.03 844.4
52.7
SOIL SOIL AREA
LAND-USE DESCRIPTION NAME GROUP CN (ac) PRODUCT
102, Boca fine sand-Urban A/D 39 2.24 87.2
110, Hallandale fine sand B/D 61 3.36 204.7
102, Boca fine sand-Urban A/D 39 2.25 87.8
100 1.20 120.0
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 (inches)
2) DETERMINE RUNOFF - R -------------------------------->R = ( P - 0.2*S)^2 / ( 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 8.98 0.89 1.19
FDOT Storm Drain 3 yr / 24 hr (POST)5.10 3.54 2.43 3.25
2.06
SFWMD Open Basin 25 yr / 72 hr (PRE)10.50 8.98 4.28 5.72
SFWMD Open Basin 25 yr / 72 hr (POST)10.50 3.54 7.20 9.61
3.89
0.67
5.40
Typical Section ROW x Basin Length = Basin
ROW Area =Paved Area ÷ Basin (ROW Area) =
Percent Impervious =
Min Littoral Shelf Area =
3 yr / 24 hr Attenuation Volume (ac-ft)
Required 25 yr / 72 hr Attenuation Volume (ac-ft)
Impervious (Paved parking, roads, etc.)
POST-DEVELOPED CONDITION
BASIN RUNOFF CURVE NUMBER WORKSHEET
Pond Site Area Wood or Forest Land
Open Spaces (Good Condition, Pond Site)
Impervious (Open Water, Pond Site)
Wood or Forest Land (Good Cover)
Open Spaces (Fair Condition)
Open Spaces (Fair Condition)
BASIN RUNOFF CURVE NUMBER WORKSHEET
Wood or Forest Land (Good Cover)
Open Spaces (Good Condition)
Dry Detention or Retention Treatment Volume (ac-ft)
" Required Dry Detention or Retention Pre-Treatment as part of Required
Treatment Volume
Wet Detention: Treatment Volume (Vt) + Estimated Peak Attenuation Volume (Vpost - Vpre) (ac-ft)
Open Spaces (Good Condition)
Basin LengthBasin Location and
Size
COMPOSITE CN
Impervious (Paved parking, roads, etc.)
PRE-DEVELOPED CONDITION
Page 1839 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:Basin 3-2 CHECKED BY:DL 11/17/21
From STA 96+10.
To STA 129+30.3,320 LF
Typical Section ROW 165 LF
Water Quality
12.58 ac
Treated Paved Area =6.98 ac
Pond Site Area =2.96 ac 56%
Total (ROW + Pond) Basin Area =15.53 ac
A.1.0 " Over Total Basin Area =1.29 Ac-Ft
B.2.5 " Over Treated Paved Area =1.45 Ac-Ft
1.45 Ac-Ft
C.50%Additional Treatment Volume for Impaired Waterbody 2.18 Ac-Ft
D.0.5 0.65 Ac-Ft
E.20%of Wet Detention Area =0.20 ac
F.2.5%of Wet Detention and Drainage Basin Areas =0.39 ac
Water Quantity
SOIL SOIL AREA
LAND-USE DESCRIPTION NAME GROUP CN (ac) PRODUCT
102, Boca fine sand-Urban A/D 49 2.41 118.0
110 and 131, Hallandale and Riviera fine sand B/D 69 3.61 249.3
102, Boca fine sand-Urban A/D 25 1.83 45.7
110 and 131, Hallandale and Riviera fine sand B/D 55 2.74 150.9
110 , Hallandale fine sand B/D 55 2.96 162.7
98 1.98 194.2
TOTALS 15.53 920.8
59.3
SOIL SOIL AREA
LAND-USE DESCRIPTION NAME GROUP CN (ac) PRODUCT
102, Boca fine sand-Urban A/D 39 2.24 87.2
110 and 131, Hallandale and Riviera fine sand B/D 61 3.36 204.7
110, Hallandale fine sand B/D 61 1.95 119.1
100 1.01 100.6
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 (inches)
2) DETERMINE RUNOFF - R -------------------------------->R = ( P - 0.2*S)^2 / ( 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 6.87 1.31 1.70
FDOT Storm Drain 3 yr / 24 hr (POST)5.10 2.99 2.71 3.50
1.81
SFWMD Open Basin 25 yr / 72 hr (PRE)10.50 6.87 5.21 6.74
SFWMD Open Basin 25 yr / 72 hr (POST)10.50 2.99 7.61 9.85
3.11
0.65
4.64
Typical Section ROW x Basin Length = Basin
ROW Area =Paved Area ÷ Basin (ROW Area) =
Percent Impervious =
Min Littoral Shelf Area =
3 yr / 24 hr Attenuation Volume (ac-ft)
Required 25 yr / 72 hr Attenuation Volume (ac-ft)
Dry Detention or Retention Treatment Volume (ac-ft)
" Required Dry Detention or Retention Pre-Treatment as part of Required
Treatment Volume
Wet Detention: Treatment Volume (Vt) + Estimated Peak Attenuation Volume (Vpost - Vpre) (ac-ft)
Open Spaces (Good Condition)
Basin LengthBasin Location and
Size
COMPOSITE CN
Impervious (Paved parking, roads, etc.)
PRE-DEVELOPED CONDITION
Open Spaces (Good Condition, Pond Site)
Impervious (Open Water, Pond Site)
Wood or Forest Land (Good Cover)
Open Spaces (Fair Condition)
Open Spaces (Fair Condition)
BASIN RUNOFF CURVE NUMBER WORKSHEET
Wood or Forest Land (Good Cover)
Open Spaces (Good Condition)
Impervious (Paved parking, roads, etc.)
POST-DEVELOPED CONDITION
BASIN RUNOFF CURVE NUMBER WORKSHEET
Pond Site Area Wood or Forest Land
Page 1840 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:Basin 3-3 CHECKED BY:DL 11/17/21
From STA 96+10.
To STA 129+30.3,320 LF
Typical Section ROW 165 LF
Water Quality
12.58 ac
Treated Paved Area =6.98 ac
Pond Site Area =3.48 ac 56%
Total (ROW + Pond) Basin Area =16.05 ac
A.1.0 " Over Total Basin Area =1.34 Ac-Ft
B.2.5 " Over Treated Paved Area =1.45 Ac-Ft
1.45 Ac-Ft
C.50%Additional Treatment Volume for Impaired Waterbody 2.18 Ac-Ft
D.0.5 0.67 Ac-Ft
E.20%of Wet Detention Area =0.25 ac
F.2.5%of Wet Detention and Drainage Basin Areas =0.40 ac
Water Quantity
SOIL SOIL AREA
LAND-USE DESCRIPTION NAME GROUP CN (ac) PRODUCT
102, Boca fine sand-Urban A/D 49 2.41 118.0
110 and 131, Hallandale and Riviera fine sand B/D 69 3.61 249.3
102, Boca fine sand-Urban A/D 25 1.83 45.7
110 and 131, Hallandale and Riviera fine sand B/D 55 2.74 150.9
131 and 128 B/D and C/D 63 3.48 217.2
98 1.98 194.2
TOTALS 16.05 975.3
60.8
SOIL SOIL AREA
LAND-USE DESCRIPTION NAME GROUP CN (ac) PRODUCT
102, Boca fine sand-Urban A/D 39 2.24 87.2
110, Hallandale fine sand B/D 61 3.36 204.7
131 and 128 B/D and C/D 68 2.21 149.3
100 1.26 126.3
98 6.98 684.3
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 (inches)
2) DETERMINE RUNOFF - R -------------------------------->R = ( P - 0.2*S)^2 / ( 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 6.46 1.41 1.89
FDOT Storm Drain 3 yr / 24 hr (POST)5.10 2.82 2.80 3.74
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
3.11
0.67
4.62
3 yr / 24 hr Attenuation Volume (ac-ft)
Required 25 yr / 72 hr Attenuation Volume (ac-ft)
Dry Detention or Retention Treatment Volume (ac-ft)
" Required Dry Detention or Retention Pre-Treatment as part of Required
Treatment Volume
Wet Detention: Treatment Volume (Vt) + Estimated Peak Attenuation Volume (Vpost - Vpre) (ac-ft)
Open Spaces (Good Condition)
Wood or Forest Land (Good Cover)
Impervious (Open Water, Pond Site)
Impervious (Paved parking, roads, etc.)
PRE-DEVELOPED CONDITION
Min Littoral Shelf Area =
Impervious (Paved parking, roads, etc.)
POST-DEVELOPED CONDITION
BASIN RUNOFF CURVE NUMBER WORKSHEET
Pond Site Area Wood or Forest Land
Typical Section ROW x Basin Length = Basin
ROW Area =Paved Area ÷ Basin (ROW Area) =
Percent Impervious =
Open Spaces (Good Condition, Pond Site)
Basin LengthBasin Location and
Size
COMPOSITE CN
Open Spaces (Good Condition)
Wood or Forest Land (Good Cover)
Open Spaces (Fair Condition)
Open Spaces (Fair Condition)
BASIN RUNOFF CURVE NUMBER WORKSHEET
Page 1841 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:Basin 4-1 CHECKED BY:DL 11/17/21
From STA 129+30.
To STA 155+80.2,650 LF
Typical Section ROW 165 LF
Water Quality
10.04 Ac
Treated Paved Area =5.98 ac
Pond Site Area =4.20 ac 60%
Total (ROW + Pond) Basin Area =14.24 ac
A.1.0 " Over Total Basin Area =1.19 Ac-Ft
B.2.5 " Over Treated Paved Area =1.24 Ac-Ft
1.24 Ac-Ft
C.50%Additional Treatment Volume for Impaired Waterbody 1.87 Ac-Ft
D.0.5 0.59 Ac-Ft
E.20%of Wet Detention Area =0.25 ac
F.2.5%of Wet Detention and Drainage Basin Areas =0.36 ac
Water Quantity
SOIL SOIL AREA
LAND-USE DESCRIPTION NAME GROUP CN (ac) PRODUCT
113 and 125,Holopaw and Oldsmar fine sand A/D 49 2.64 129.5
131 Riviera fine sand B/D 69 2.16 149.2
113 and 125,Holopaw and Oldsmar fine sand A/D 25 2.01 50.2
131 Riviera fine sand B/D 55 1.64 90.3
131 Riviera fine sand B/D 55 4.20 230.9
98 1.58 155.0
TOTALS 14.24 805.2
56.6
SOIL SOIL AREA
LAND-USE DESCRIPTION NAME GROUP CN (ac) PRODUCT
113 and 125,Holopaw and Oldsmar fine sand A/D 39 2.23 87.1
131 Riviera fine sand B/D 61 1.83 111.5
131 Riviera fine sand B/D 61 2.93 178.5
100 1.27 127.2
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 (inches)
2) DETERMINE RUNOFF - R -------------------------------->R = ( P - 0.2*S)^2 / ( 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 7.68 1.13 1.34
FDOT Storm Drain 3 yr / 24 hr (POST)5.10 3.06 2.67 3.16
1.82
SFWMD Open Basin 25 yr / 72 hr (PRE)10.50 7.68 4.83 5.73
SFWMD Open Basin 25 yr / 72 hr (POST)10.50 3.06 7.55 8.96
3.23
0.59
4.50
Min Littoral Shelf Area =
Impervious (Paved parking, roads, etc.)
Pond Site Area Wood or Forest Land
Required 25 yr / 72 hr Attenuation Volume (ac-ft)
3 yr / 24 hr Attenuation Volume (ac-ft)
Open Spaces (Good Condition)
Wood or Forest Land (Good Cover)
Open Spaces (Fair Condition)
Open Spaces (Fair Condition)
Basin LengthBasin Location and
Size
COMPOSITE CN
Dry Detention or Retention Treatment Volume (ac-ft)
" Required Dry Detention or Retention Pre-Treatment as part of Required
Treatment Volume
BASIN RUNOFF CURVE NUMBER WORKSHEET
Typical Section ROW x Basin Length = Basin
ROW Area =Paved Area ÷ Basin (ROW Area) =
Percent Impervious =
Wet Detention: Treatment Volume (Vt) + Estimated Peak Attenuation Volume (Vpost - Vpre) (ac-ft)
Open Spaces (Good Condition)
Wood or Forest Land (Good Cover)
Impervious (Open Water, Pond Site)
Impervious (Paved parking, roads, etc.)
PRE-DEVELOPED CONDITION
Open Spaces (Good Condition, Pond Site)
POST-DEVELOPED CONDITION
BASIN RUNOFF CURVE NUMBER WORKSHEET
Page 1842 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:Basin 4-2 CHECKED BY:DL 11/17/21
From STA 129+30.
To STA 155+80.2,650 LF
Typical Section ROW 165 LF
Water Quality
10.04 ac
Treated Paved Area =5.98 ac
Pond Site Area =3.27 ac 60%
Total (ROW + Pond) Basin Area =13.31 ac
A.1.0 " Over Total Basin Area =1.11 Ac-Ft
B.2.5 " Over Treated Paved Area =1.24 Ac-Ft
1.24 Ac-Ft
C.50%Additional Treatment Volume for Impaired Waterbody 1.87 Ac-Ft
D.0.5 0.55 Ac-Ft
E.20%of Wet Detention Area =0.22 ac
F.2.5%of Wet Detention and Drainage Basin Areas =0.33 ac
Water Quantity
SOIL SOIL AREA
LAND-USE DESCRIPTION NAME GROUP CN (ac) PRODUCT
113 and 125,Holopaw and Oldsmar fine sand A/D 49 2.64 129.5
131 Riviera fine sand B/D 69 2.16 149.2
113 and 125,Holopaw and Oldsmar fine sand A/D 25 2.01 50.2
131 Riviera fine sand B/D 55 1.64 90.3
102 Boca fine sand A/D 25 3.27 81.7
98 1.58 155.0
TOTALS 13.31 656.0
49.3
SOIL SOIL AREA
LAND-USE DESCRIPTION NAME GROUP CN (ac) PRODUCT
113 and 125,Holopaw and Oldsmar fine sand A/D 39 2.23 87.1
131 Riviera fine sand B/D 61 1.83 111.5
102 Boca fine sand A/D 39 2.19 85.4
100 1.08 107.9
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 (inches)
2) DETERMINE RUNOFF - R -------------------------------->R = ( P - 0.2*S)^2 / ( 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 10.29 0.69 0.77
FDOT Storm Drain 3 yr / 24 hr (POST)5.10 3.61 2.40 2.66
1.89
SFWMD Open Basin 25 yr / 72 hr (PRE)10.50 10.29 3.81 4.22
SFWMD Open Basin 25 yr / 72 hr (POST)10.50 3.61 7.14 7.92
3.70
0.55
5.01
BASIN RUNOFF CURVE NUMBER WORKSHEET
Wood or Forest Land (Good Cover)
Open Spaces (Good Condition)
Impervious (Paved parking, roads, etc.)
POST-DEVELOPED CONDITION
BASIN RUNOFF CURVE NUMBER WORKSHEET
Pond Site Area Wood or Forest Land
Dry Detention or Retention Treatment Volume (ac-ft)
" Required Dry Detention or Retention Pre-Treatment as part of Required
Treatment Volume
Wet Detention: Treatment Volume (Vt) + Estimated Peak Attenuation Volume (Vpost - Vpre) (ac-ft)
Open Spaces (Good Condition)
Basin LengthBasin Location and
Size
COMPOSITE CN
Impervious (Paved parking, roads, etc.)
PRE-DEVELOPED CONDITION
Open Spaces (Good Condition, Pond Site)
Typical Section ROW x Basin Length = Basin
ROW Area =Paved Area ÷ Basin (ROW Area) =
Percent Impervious =
Min Littoral Shelf Area =
Required 25 yr / 72 hr Attenuation Volume (ac-ft)
3 yr / 24 hr Attenuation Volume (ac-ft)
Impervious (Open Water, Pond Site)
Wood or Forest Land (Good Cover)
Open Spaces (Fair Condition)
Open Spaces (Fair Condition)
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:Basin 5-1 CHECKED BY:DL 11/17/21
From STA 155+80.
To STA 182+20.2,640 LF
Typical Section ROW 165 LF
Water Quality
10.00 ac
Treated Paved Area =5.56 ac
Pond Site Area =5.22 ac 56%
Total (ROW + Pond) Basin Area =15.22 ac
A.1.0 " Over Total Basin Area =1.27 Ac-Ft
B.2.5 " Over Treated Paved Area =1.16 Ac-Ft
1.27 Ac-Ft
C.50%Additional Treatment Volume for Impaired Waterbody 1.90 Ac-Ft
D.0.5 0.63 Ac-Ft
E.20%of Wet Detention Area =0.45 ac
F.2.5%of Wet Detention and Drainage Basin Areas =0.38 ac
Water Quantity
SOIL SOIL AREA
LAND-USE DESCRIPTION NAME GROUP CN (ac) PRODUCT
113, Holopaw fine sand A/D 49 4.79 234.6
113, Holopaw fine sand A/D 25 3.64 90.9
117, Immokalee fine sand B/D 55 5.22 287.1
98 1.58 154.4
TOTALS 15.22 767.0
50.4
SOIL SOIL AREA
LAND-USE DESCRIPTION NAME GROUP CN (ac) PRODUCT
113, Holopaw fine sand A/D 39 4.44 173.3
117, Immokalee fine sand B/D 61 2.99 182.6
100 2.23 222.6
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 (inches)
2) DETERMINE RUNOFF - R -------------------------------->R = ( P - 0.2*S)^2 / ( 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 9.84 0.76 0.96
FDOT Storm Drain 3 yr / 24 hr (POST)5.10 3.55 2.43 3.08
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
4.09
0.63
5.36
Dry Detention or Retention Treatment Volume (ac-ft)
" Required Dry Detention or Retention Pre-Treatment as part of Required
Treatment Volume
Min Littoral Shelf Area =
Required 25 yr / 72 hr Attenuation Volume (ac-ft)
Open Spaces (Good Condition, Pond Site)
Impervious (Open Water, Pond Site)
Open Spaces (Fair Condition)
BASIN RUNOFF CURVE NUMBER WORKSHEET
Paved Area ÷ Basin (ROW Area) =
Percent Impervious =
Impervious (Paved parking, roads, etc.)
POST-DEVELOPED CONDITION
BASIN RUNOFF CURVE NUMBER WORKSHEET
Pond Site Area Wood or Forest Land
3 yr / 24 hr Attenuation Volume (ac-ft)
Wet Detention: Treatment Volume (Vt) + Estimated Peak Attenuation Volume (Vpost - Vpre) (ac-ft)
Basin LengthBasin Location and
Size
COMPOSITE CN
Impervious (Paved parking, roads, etc.)
PRE-DEVELOPED CONDITION
Open Spaces (Good Condition)
Wood or Forest Land (Good Cover)
Typical Section ROW x Basin Length = Basin
ROW Area =
Page 1844 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:Basin 5-2 CHECKED BY:DL 11/17/21
From STA 155+80.
To STA 182+20.2,640 LF
Typical Section ROW 165 LF
Water Quality
10.0 ac
Treated Paved Area =5.56 ac
Pond Site Area =3.55 ac 56%
Total (ROW + Pond) Basin Area =13.55 ac
A.1.0 " Over Total Basin Area =1.13 Ac-Ft
B.2.5 " Over Treated Paved Area =1.16 Ac-Ft
1.16 Ac-Ft
C.50%Additional Treatment Volume for Impaired Waterbody 1.74 Ac-Ft
D.0.5 0.56 Ac-Ft
E.20%of Wet Detention Area =0.27 ac
F.2.5%of Wet Detention and Drainage Basin Areas =0.34 ac
Water Quantity
SOIL SOIL AREA
LAND-USE DESCRIPTION NAME GROUP CN (ac) PRODUCT
113, Holopaw fine sand A/D 49 4.79 234.6
113, Holopaw fine sand A/D 25 3.64 90.9
113, 125, 131, 120 A/D, B/D 30 3.55 106.4
98 1.58 154.4
TOTALS 13.55 586.3
43.3
SOIL SOIL AREA
LAND-USE DESCRIPTION NAME GROUP CN (ac) PRODUCT
113, Holopaw fine sand A/D 39 4.44 173.3
113, 125, 131, 120 A/D, B/D 43 2.17 93.4
100 1.37 137.5
98 5.56 544.6
TOTALS 13.55 948.7
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 (inches)
2) DETERMINE RUNOFF - R -------------------------------->R = ( P - 0.2*S)^2 / ( 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 13.10 0.39 0.45
FDOT Storm Drain 3 yr / 24 hr (POST)5.10 4.28 2.11 2.39
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
4.20
0.56
5.37Wet Detention: Treatment Volume (Vt) + Estimated Peak Attenuation Volume (Vpost - Vpre) (ac-ft)
COMPOSITE CN
Impervious (Paved parking, roads, etc.)
Dry Detention or Retention Treatment Volume (ac-ft)
Typical Section ROW x Basin Length = Basin
ROW Area =Paved Area ÷ Basin (ROW Area) =
Percent Impervious =
Min Littoral Shelf Area =
Required 25 yr / 72 hr Attenuation Volume (ac-ft)
3 yr / 24 hr Attenuation Volume (ac-ft)
Open Spaces (Good Condition, Pond Site)
Impervious (Open Water, Pond Site)
BASIN RUNOFF CURVE NUMBER WORKSHEET
Open Spaces (Good Condition)
Wood or Forest Land (Good Cover)
Open Spaces (Fair Condition)
Impervious (Paved parking, roads, etc.)
POST-DEVELOPED CONDITION
BASIN RUNOFF CURVE NUMBER WORKSHEET
Pond Site Area Wood or Forest Land
Basin LengthBasin Location and
Size
" Required Dry Detention or Retention Pre-Treatment as part of Required
Treatment Volume
PRE-DEVELOPED CONDITION
Page 1845 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:Basin 5-3 CHECKED BY:DL 11/17/21
From STA 155+80.
To STA 182+20.2,640 LF
Typical Section ROW 165 LF
Water Quality
10.00 ac
Treated Paved Area =5.56 ac
Pond Site Area =5.84 ac 56%
Total (ROW + Pond) Basin Area =15.84 ac
A.1.0 " Over Total Basin Area =1.32 Ac-Ft
B.2.5 " Over Treated Paved Area =1.16 Ac-Ft
1.32 Ac-Ft
C.50%Additional Treatment Volume for Impaired Waterbody 1.98 Ac-Ft
D.0.5 0.66 Ac-Ft
E.20%of Wet Detention Area =0.67 ac
F.2.5%of Wet Detention and Drainage Basin Areas =0.40 ac
Water Quantity
SOIL SOIL AREA
LAND-USE DESCRIPTION NAME GROUP CN (ac) PRODUCT
113, Holopaw fine sand A/D 49 4.79 234.6
113, Holopaw fine sand A/D 25 3.64 90.9
113, 120, 117 A/D and B/D 30 5.84 175.3
98 1.58 154.4
TOTALS 15.84 655.2
41.4
SOIL SOIL AREA
LAND-USE DESCRIPTION NAME GROUP CN (ac) PRODUCT
113, Holopaw fine sand A/D 39 4.44 173.3
113, 120, 117 A/D and B/D 43 2.48 106.8
113, 120, 117 100 3.36 335.8
98 5.56 544.6
TOTALS 15.84 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 (inches)
2) DETERMINE RUNOFF - R -------------------------------->R = ( P - 0.2*S)^2 / ( 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 14.18 0.31 0.41
FDOT Storm Drain 3 yr / 24 hr (POST)5.10 3.65 2.38 3.14
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
5.84
0.66
7.16
Impervious (Paved parking, roads, etc.)
POST-DEVELOPED CONDITION
BASIN RUNOFF CURVE NUMBER WORKSHEET
Pond Site Area Wood or Forest Land
Basin LengthBasin Location and
Size
Dry Detention or Retention Treatment Volume (ac-ft)
" Required Dry Detention or Retention Pre-Treatment as part of Required
Treatment Volume
Open Spaces (Good Condition)
Wood or Forest Land (Good Cover)
Open Spaces (Fair Condition)
Wet Detention: Treatment Volume (Vt) + Estimated Peak Attenuation Volume (Vpost - Vpre) (ac-ft)
COMPOSITE CN
Impervious (Paved parking, roads, etc.)
PRE-DEVELOPED CONDITION
Open Spaces (Good Condition, Pond Site)
Impervious (Open Water, Pond Site)
BASIN RUNOFF CURVE NUMBER WORKSHEET
Typical Section ROW x Basin Length = Basin
ROW Area =Paved Area ÷ Basin (ROW Area) =
Percent Impervious =
Min Littoral Shelf Area =
Required 25 yr / 72 hr Attenuation Volume (ac-ft)
3 yr / 24 hr Attenuation Volume (ac-ft)
Page 1846 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:Basin 5-4 CHECKED BY:DL 11/17/21
From STA 155+80.
To STA 182+20.2,640 LF
Typical Section ROW 165 LF
Water Quality
10.00 ac
Treated Paved Area =5.56 ac
Pond Site Area =5.39 ac 56%
Total (ROW + Pond) Basin Area =15.39 ac
A.1.0 " Over Total Basin Area =1.28 Ac-Ft
B.2.5 " Over Treated Paved Area =1.16 Ac-Ft
1.28 Ac-Ft
C.50%Additional Treatment Volume for Impaired Waterbody 1.92 Ac-Ft
D.0.5 0.64 Ac-Ft
E.20%of Wet Detention Area =0.64 ac
F.2.5%of Wet Detention and Drainage Basin Areas =0.38 ac
Water Quantity
SOIL SOIL AREA
LAND-USE DESCRIPTION NAME GROUP CN (ac) PRODUCT
113, Holopaw fine sand A/D 49 4.79 234.6
113, Holopaw fine sand A/D 25 3.64 90.9
113 and 125 A/D 25 5.39 134.7
98 1.58 154.4
TOTALS 15.39 614.6
39.9
SOIL SOIL AREA
LAND-USE DESCRIPTION NAME GROUP CN (ac) PRODUCT
113, Holopaw fine sand A/D 39 4.44 173.3
113, 120, 117 A/D 39 2.21 86.3
100 3.18 317.5
98 5.56 544.6
TOTALS 15.39 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 (inches)
2) DETERMINE RUNOFF - R -------------------------------->R = ( P - 0.2*S)^2 / ( 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 15.04 0.26 0.33
FDOT Storm Drain 3 yr / 24 hr (POST)5.10 3.72 2.35 3.01
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
5.86
0.64
7.15
Impervious (Paved parking, roads, etc.)
POST-DEVELOPED CONDITION
BASIN RUNOFF CURVE NUMBER WORKSHEET
Pond Site Area Wood or Forest Land
Basin LengthBasin Location and
Size
" Required Dry Detention or Retention Pre-Treatment as part of Required
Treatment Volume
Wet Detention: Treatment Volume (Vt) + Estimated Peak Attenuation Volume (Vpost - Vpre) (ac-ft)
COMPOSITE CN
Impervious (Paved parking, roads, etc.)
PRE-DEVELOPED CONDITION
Open Spaces (Good Condition, Pond Site)
Impervious (Open Water, Pond Site)
BASIN RUNOFF CURVE NUMBER WORKSHEET
Dry Detention or Retention Treatment Volume (ac-ft)
Required 25 yr / 72 hr Attenuation Volume (ac-ft)
3 yr / 24 hr Attenuation Volume (ac-ft)
Open Spaces (Good Condition)
Wood or Forest Land (Good Cover)
Open Spaces (Fair Condition)
Typical Section ROW x Basin Length = Basin
ROW Area =Paved Area ÷ Basin (ROW Area) =
Percent Impervious =
Min Littoral Shelf Area =
Page 1847 of 4682
PROJECT TITLE:Wilson Boulevard: Golden Gate Boulevard to Immokalee Road
SUBJECT:CN and SCS Runoff Volume Calculation MADE BY:AS 11/16/21
BASIN DESIGNATION:Basin 6-1 CHECKED BY:DL 11/17/21
From STA 182+20.
To STA 205+00.2,280 LF
Typical Section ROW 165 LF
Water Quality
8.64 ac
Treated Paved Area =5.11 ac
Pond Site Area =2.58 ac 59%
Total (ROW + Pond) Basin Area =11.22 ac
A.1.0 " Over Total Basin Area =0.93 Ac-Ft
B.2.5 " Over Treated Paved Area =1.06 Ac-Ft
1.06 Ac-Ft
C.50%Additional Treatment Volume for Impaired Waterbody 1.60 Ac-Ft
D.0.5 0.47 Ac-Ft
E.20%of Wet Detention Area =0.26 ac
F.2.5%of Wet Detention and Drainage Basin Areas =0.28 ac
Water Quantity
SOIL SOIL AREA
LAND-USE DESCRIPTION NAME GROUP CN (ac) PRODUCT
113, Holopaw fine sand A/D 49 2.48 121.6
117, Immokalee fine sand B/D 69 1.65 114.1
113, Holopaw fine sand A/D 25 1.88 47.1
117, Immokalee fine sand B/D 55 1.26 69.1
113, Holopaw fine sand A/D 25 2.58 64.5
98 1.36 133.4
TOTALS 11.22 549.8
49.0
SOIL SOIL AREA
LAND-USE DESCRIPTION NAME GROUP CN (ac) PRODUCT
113, Holopaw fine sand A/D 39 2.12 82.5
117, Immokalee fine sand B/D 61 1.41 86.1
113, Holopaw fine sand A/D 39 1.27 49.4
100 1.31 131.4
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 (inches)
2) DETERMINE RUNOFF - R -------------------------------->R = ( P - 0.2*S)^2 / ( 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 10.40 0.68 0.63
FDOT Storm Drain 3 yr / 24 hr (POST)5.10 3.20 2.60 2.43
1.79
SFWMD Open Basin 25 yr / 72 hr (PRE)10.50 10.40 3.77 3.52
SFWMD Open Basin 25 yr / 72 hr (POST)10.50 3.20 7.45 6.96
3.44
0.00
5.04
Impervious (Paved parking, roads, etc.)
POST-DEVELOPED CONDITION
BASIN RUNOFF CURVE NUMBER WORKSHEET
Pond Site Area Wood or Forest Land
Typical Section ROW x Basin Length = Basin
ROW Area =Paved Area ÷ Basin (ROW Area) =
Percent Impervious =
Min Littoral Shelf Area =
Open Spaces (Good Condition)
Wood or Forest Land (Good Cover)
Wet Detention: Treatment Volume (Vt) + Estimated Peak Attenuation Volume (Vpost - Vpre) (ac-ft)
Basin LengthBasin Location and
Size
COMPOSITE CN
Impervious (Paved parking, roads, etc.)
PRE-DEVELOPED CONDITION
BASIN RUNOFF CURVE NUMBER WORKSHEET
Open Spaces (Good Condition, Pond Site)
Impervious (Open Water, Pond Site)
Open Spaces (Good Condition)
Required 25 yr / 72 hr Attenuation Volume (ac-ft)
3 yr / 24 hr Attenuation Volume (ac-ft)
Dry Detention or Retention Treatment Volume (ac-ft)
" Required Dry Detention or Retention Pre-Treatment as part of Required
Treatment Volume
Open Spaces (Fair Condition)
Open Spaces (Good Condition)
Wood or Forest Land (Good Cover)
Page 1848 of 4682
PROJECT TITLE:Wilson Boulevard: Golden Gate Boulevard to Immokalee Road
SUBJECT:CN and SCS Runoff Volume Calculation MADE BY:AS 11/16/21
BASIN DESIGNATION:Basin 6-2 CHECKED BY:DL 11/17/21
From STA 182+20.
To STA 205+00.2,280 LF
Typical Section ROW 165 LF
Water Quality
8.64 ac
Treated Paved Area =5.11 ac
Pond Site Area =2.16 ac 59%
Total (ROW + Pond) Basin Area =10.79 ac
A.1.0 " Over Total Basin Area =0.90 Ac-Ft
B.2.5 " Over Treated Paved Area =1.06 Ac-Ft
1.06 Ac-Ft
C.50%Additional Treatment Volume for Impaired Waterbody 1.60 Ac-Ft
D.0.5 0.45 Ac-Ft
E.20%of Wet Detention Area =0.17 ac
F.2.5%of Wet Detention and Drainage Basin Areas =0.27 ac
Water Quantity
SOIL SOIL AREA
LAND-USE DESCRIPTION NAME GROUP CN (ac) PRODUCT
113, Holopaw fine sand A/D 49 2.48 121.6
117, Immokalee fine sand B/D 69 1.65 114.1
113, Holopaw fine sand A/D 25 1.88 47.1
117, Immokalee fine sand B/D 55 1.26 69.1
113 and 120 A/D 25 2.16 53.9
98 1.36 133.4
TOTALS 10.79 539.1
50.0
SOIL SOIL AREA
LAND-USE DESCRIPTION NAME GROUP CN (ac) PRODUCT
113, Holopaw fine sand A/D 39 2.12 82.5
117, Immokalee fine sand B/D 61 1.41 86.1
113 and 120 A/D 39 1.28 50.1
100 0.87 87.1
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 (inches)
2) DETERMINE RUNOFF - R -------------------------------->R = ( P - 0.2*S)^2 / ( 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 10.02 0.73 0.66
FDOT Storm Drain 3 yr / 24 hr (POST)5.10 3.38 2.51 2.25
1.60
SFWMD Open Basin 25 yr / 72 hr (PRE)10.50 10.02 3.90 3.51
SFWMD Open Basin 25 yr / 72 hr (POST)10.50 3.38 7.31 6.57
3.07
0.00
4.66
Dry Detention or Retention Treatment Volume (ac-ft)
" Required Dry Detention or Retention Pre-Treatment as part of Required
Treatment Volume
Wet Detention: Treatment Volume (Vt) + Estimated Peak Attenuation Volume (Vpost - Vpre) (ac-ft)
Basin LengthBasin Location and
Size
COMPOSITE CN
Impervious (Paved parking, roads, etc.)
PRE-DEVELOPED CONDITION
Open Spaces (Good Condition)
Wood or Forest Land (Good Cover)
BASIN RUNOFF CURVE NUMBER WORKSHEET
Impervious (Paved parking, roads, etc.)
POST-DEVELOPED CONDITION
BASIN RUNOFF CURVE NUMBER WORKSHEET
Pond Site Area Wood or Forest Land
Typical Section ROW x Basin Length = Basin
ROW Area =Paved Area ÷ Basin (ROW Area) =
Percent Impervious =
Min Littoral Shelf Area =
Required 25 yr / 72 hr Attenuation Volume (ac-ft)
3 yr / 24 hr Attenuation Volume (ac-ft)
Open Spaces (Good Condition, Pond Site)
Impervious (Open Water, Pond Site)
Open Spaces (Good Condition)
Open Spaces (Good Condition)
Wood or Forest Land (Good Cover)
Open Spaces (Fair Condition)
Page 1849 of 4682
PROJECT TITLE:Wilson Boulevard: Golden Gate Boulevard to Immokalee Road
SUBJECT:CN and SCS Runoff Volume Calculation MADE BY:AS 11/16/21
BASIN DESIGNATION:Basin 6-3 CHECKED BY:DL 11/17/21
From STA 182+20.
To STA 205+00.2,280 LF
Typical Section ROW 165 LF
Water Quality
8.64 ac
Treated Paved Area =5.11 ac
Pond Site Area =3.31 ac 59%
Total (ROW + Pond) Basin Area =11.95 ac
A.1.0 " Over Total Basin Area =1.00 Ac-Ft
B.2.5 " Over Treated Paved Area =1.06 Ac-Ft
1.06 Ac-Ft
C.50%Additional Treatment Volume for Impaired Waterbody 1.60 Ac-Ft
D.0.5 0.50 Ac-Ft
E.20%of Wet Detention Area =0.21 ac
F.2.5%of Wet Detention and Drainage Basin Areas =0.30 ac
Water Quantity
SOIL SOIL AREA
LAND-USE DESCRIPTION NAME GROUP CN (ac) PRODUCT
113, Holopaw fine sand A/D 49 2.48 121.6
117, Immokalee fine sand B/D 69 1.65 114.1
113, Holopaw fine sand A/D 25 1.88 47.1
117, Immokalee fine sand B/D 55 1.26 69.1
113 and 120 A/D 25 3.31 82.8
98 1.36 133.4
TOTALS 11.95 568.0
47.5
SOIL SOIL AREA
LAND-USE DESCRIPTION NAME GROUP CN (ac) PRODUCT
113, Holopaw fine sand A/D 39 2.12 82.5
117, Immokalee fine sand B/D 61 1.41 86.1
113 and 120 A/D 39 2.28 88.8
100 1.03 103.3
98 5.11 500.7
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 (inches)
2) DETERMINE RUNOFF - R -------------------------------->R = ( P - 0.2*S)^2 / ( 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 11.03 0.60 0.60
FDOT Storm Drain 3 yr / 24 hr (POST)5.10 3.87 2.28 2.27
1.68
SFWMD Open Basin 25 yr / 72 hr (PRE)10.50 11.03 3.56 3.54
SFWMD Open Basin 25 yr / 72 hr (POST)10.50 3.87 6.96 6.93
3.38
0.50
4.48
Min Littoral Shelf Area =
Open Spaces (Good Condition, Pond Site)
Impervious (Open Water, Pond Site)
Open Spaces (Good Condition)
Open Spaces (Good Condition)
Wood or Forest Land (Good Cover)
Open Spaces (Fair Condition)
Open Spaces (Good Condition)
Wood or Forest Land (Good Cover)
BASIN RUNOFF CURVE NUMBER WORKSHEET
Impervious (Paved parking, roads, etc.)
POST-DEVELOPED CONDITION
BASIN RUNOFF CURVE NUMBER WORKSHEET
Pond Site Area Wood or Forest Land
Typical Section ROW x Basin Length = Basin
ROW Area =Paved Area ÷ Basin (ROW Area) =
Percent Impervious =
Required 25 yr / 72 hr Attenuation Volume (ac-ft)
3 yr / 24 hr Attenuation Volume (ac-ft)
Dry Detention or Retention Treatment Volume (ac-ft)
" Required Dry Detention or Retention Pre-Treatment as part of Required
Treatment Volume
Wet Detention: Treatment Volume (Vt) + Estimated Peak Attenuation Volume (Vpost - Vpre) (ac-ft)
Basin LengthBasin Location and
Size
COMPOSITE CN
Impervious (Paved parking, roads, etc.)
PRE-DEVELOPED CONDITION
Page 1850 of 4682
Attachment 3
Pond Size Calculations
Page 1851 of 4682
English Worksheet
PROJECT TITLE:Wilson Boulevard: Golden Gate Boulevard to Immokalee Road
SUBJECT:MADE BY:AS 11/16/21
POND DESIGNATION:CHECKED BY:DL 11/17/21
Pond Site Location = STA. 57+00, RT
Pond Site Existing Ground Elevation = Varies 10.0 to 13.0 ft
Pond Site Soil Type =
Pond Site Estimated Depth to Groundwater = Varies 0.0 to 0.5 ft
Estimated SHWT = 11.00 ft
Distance to Discharge Point = 3800 LF
Positive Drainage Gradient = 0.06%=2.3 ft. (vertical)
Discharge Point NWL Estimation = 9.7
Discharge Point Peak Stage Estimation = 12.5
Minimum NWL = 12.0 ft.
The pond(s) will be a combination of:
Wet Detention and Dry Detention
Storage Height (SH) =
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 =12.0 ft.12.0 ft.
Clearance to ESHWT =1.0 ft.1.0 ft.
SH Available =1.5 ft.1.5 ft.
Wet Detention Dry Detention
Volume Peak (ac-ft) =5.23 0.69
Volume Peak (cf) =227626 30090
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
STEP NO. 1 - POND LOCATION, TYPE, AND TAILWATER CONDITIONS
STEP NO. 2 - STORAGE HEIGHT ESTIMATE (BASED UPON SHWT AND TAILWATER)
Boca fine sand (102, A/D) and Chobee, limestone
substratum-Dania, ponded (105, C/D)
c. Summary of Controlling Soils and
Tailwater Conditions
a. Check of Pond Site Conditions
b. Check of Tailwater Conditions
STEP NO. 3 - TOTAL PEAK STORAGE VOLUME REQUIREMENT
The Total Peak Storage Volume Required is:
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:
Maximum DHW - Pond NWL Maximum DHW - Pond Bottom
Cypress
Canal
R/W Requirement Estimate Pt. 1
Pond 1-1
filename: Pond 1-1.xls
worksheet: RW REQUIREMENT PT.1
Page 1852 of 4682
PROJECT TITLE:Wilson Boulevard: Golden Gate Boulevard to Immokalee Road
SUBJECT:MADE BY:AS 11/16/21
BASIN DESIGNATION:CHECKED BY:DL 11/17/21
Wet Detention Dry Detention
L/W Ratio Based on Available Parcel Dims =1.1 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
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
Wet Detention Dry Detention
Side slopes are 1:4 4
Desired Maintenance Berm Widths =20 ft.15 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%15%
Pond Area Requirement =5.26 acres 1.04 acres
TOTAL WET AND DRY POND AREA REQUIREMENT 6.30 acres
3 yr / 24 hr Attenuation Volume =2.16 ac-ft 12.5
Length Between Pond and Roadway Low Point =1750 ft.0.9 ft
Roadway Low Point EL =14.5 HGL Clearance at Roadway Low Point =1.1 ft (OK)
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 (1' above NWL) =3.54 acres
Littoral Area Requirement (acres) =0.41 Littoral Area Provided (acres) =0.62 (OK)
STEP NO. 8 - CHECK OF ESTIMATED LITTORAL AREA
STEP NO. 7 - CHECK OF ESTIMATED STORM DRAIN SYSTEM 1' MIN HGL CLEARANCE AND ENERGY LOSSES
3 yr 24 hr Pond EL =
Energy Losses @ 0.05% =
STEP NO. 6 - ACCOUNTING FOR THE POND SIDE SLOPES FROM (SH) TO MAINTENANCE BERMS AND BERM WIDTHS
R/W Requirement Estimate Pt. 2
Pond 1-1
STEP NO. 5 - ACCOUNTING FOR THE POND SIDE SLOPES TO STORAGE HEIGHT (SH)
STEP NO. 4 - POND CONFIGURATION cont.
Page 1853 of 4682
PROJECT TITLE:Wilson Boulevard: Golden Gate Boulevard to Immokalee Road
SUBJECT:MADE BY:AS 11/16/21
POND DESIGNATION:CHECKED BY:DL 11/17/21
Pond Site Location = STA. 70+00, RT
Pond Site Existing Ground Elevation = Varies 10.0 to 14.0 ft
Pond Site Soil Type =
Pond Site Estimated Depth to Groundwater = 0.5 ft.
Estimated SHWT = 10.5 ft.
Distance to Discharge Point = 2500 LF
Positive Drainage Gradient = 0.06%=1.5 ft. (vertical)
Discharge Point NWL Estimation = 9.7
Discharge Point Peak Stage Estimation = 12.5
Minimum NWL = 11.2 ft.
The pond(s) will be a combination of:
Wet Detention and Dry Detention
Storage Height (SH) =
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 =11.2 ft.11.5 ft.
Clearance to ESHWT =0.7 ft.1.0 ft.
SH =2.3 ft.2.0 ft.
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
Pond 1-2
b. Check of Tailwater Conditions
STEP NO. 1 - POND LOCATION, TYPE, AND TAILWATER CONDITIONS
STEP NO. 2 - STORAGE HEIGHT ESTIMATE (BASED UPON SHWT AND TAILWATER)
The Total Peak Storage Volume Required is:
STEP NO. 3 - TOTAL PEAK STORAGE VOLUME REQUIREMENT
Boca fine sand (102, A/D)
Maximum DHW - Pond Bottom
Cypress
Canal
a. Check of Pond Site 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:
Maximum DHW - Pond NWL
c. Summary of Controlling Soils and
Tailwater Conditions
R/W Requirement Estimate Pt. 1
filename: Pond 1-2.xls
worksheet: RW REQUIREMENT PT.1
Page 1854 of 4682
PROJECT TITLE:Wilson Boulevard: Golden Gate Boulevard to Immokalee Road
SUBJECT:MADE BY:AS 11/16/21
BASIN DESIGNATION:CHECKED BY:DL 11/17/21
Wet Detention Dry Detention
L/W Ratio Based on Available Parcel Dims =2.0 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
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
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
5.02 acres
3 yr / 24 hr Attenuation Volume =2.30 ac-ft 12.0
Length Between Pond and Roadway Low Point =3000 ft.1.5 ft
Roadway Low Point EL =14.5 HGL Clearance at Roadway Low Point =1.0 ft (OK)
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)
STEP NO. 7 - CHECK OF ESTIMATED STORM DRAIN SYSTEM 1' MIN HGL CLEARANCE AND ENERGY LOSSES
3 yr 24 hr Pond EL =
Energy Losses @ 0.05% =
STEP NO. 8 - CHECK OF ESTIMATED LITTORAL AREA
TOTAL WET AND DRY POND AREA REQUIREMENT
R/W Requirement Estimate Pt. 2
Pond 1-2
STEP NO. 5 - ACCOUNTING FOR THE POND SIDE SLOPES TO STORAGE HEIGHT (SH)
STEP NO. 4 - POND CONFIGURATION cont.
STEP NO. 6 - ACCOUNTING FOR THE POND SIDE SLOPES FROM (SH) TO MAINTENANCE BERMS AND BERM WIDTHS
Page 1855 of 4682
English Worksheet
PROJECT TITLE:Wilson Boulevard: Golden Gate Boulevard to Immokalee Road
SUBJECT:MADE BY:AS 11/16/21
POND DESIGNATION:CHECKED BY:DL 11/17/21
Pond Site Location = STA. 88+00, RT
Pond Site Existing Ground Elevation = 12.0 ft.
Pond Site Soil Type =
Pond Site Estimated Depth to Groundwater = Varies 0.5 to 1.0 ft.
Estimated SHWT = 11.5 ft.
Distance to Discharge Point = 675 LF
Positive Drainage Gradient = 0.06%=0.4 ft. (vertical)
Discharge Point NWL Estimation = 9.7
Discharge Point Peak Stage Estimation = 12.5
Minimum Wet Detention NWL = 10.2 ft.
The pond(s) will be a combination of:
Wet Detention and Dry Detention
Storage Height (SH) =
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.
Wet Detention Dry Detention
Volume Peak (ac-ft) =4.41 0.60
Volume Peak (cf) =192036 26277
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:
Maximum DHW - Pond NWL
c. Summary of Controlling Soils and
Tailwater Conditions
R/W Requirement Estimate Pt. 1
Maximum DHW - Pond Bottom
Cypress
Canal
b. Check of Tailwater Conditions
STEP NO. 1 - POND LOCATION, TYPE, AND TAILWATER CONDITIONS
Pond 2-1
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
STEP NO. 2 - STORAGE HEIGHT ESTIMATE (BASED UPON SHWT AND TAILWATER)
Boca fine sand-Urban (102, A/D) and Hallandale fine
sand (110, B/D)a. Check of Pond Site Conditions
STEP NO. 3 - TOTAL PEAK STORAGE VOLUME REQUIREMENT
The Total Peak Storage Volume Required is:
filename: Pond 2-1.xls
worksheet: RW REQUIREMENT PT.1
Page 1856 of 4682
PROJECT TITLE:Wilson Boulevard: Golden Gate Boulevard to Immokalee Road
SUBJECT:MADE BY:AS 11/16/21
BASIN DESIGNATION:CHECKED BY:DL 11/17/21
Wet Detention Dry Detention
L/W Ratio Based on Available Parcel Dims =2.0 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
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
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 Maintennace 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
3.67 acres
3 yr / 24 hr Attenuation Volume =1.59 ac-ft 11.4
Length Between Pond and Roadway Low Point =1900 ft.1.0 ft
Roadway Low Point EL =14.5 HGL Clearance at Roadway Low Point =2.2 ft (OK)
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 (1' above NWL) =1.24 acres
Littoral Area Requirement (acres) =0.22 Littoral Area Provided (acres) =0.38 (OK)
R/W Requirement Estimate Pt. 2
Pond 2-1
STEP NO. 5 - ACCOUNTING FOR THE POND SIDE SLOPES TO STORAGE HEIGHT (SH)
STEP NO. 4 - POND CONFIGURATION cont.
STEP NO. 6 - ACCOUNTING FOR THE POND SIDE SLOPES FROM (SH) TO MAINTENANCE BERMS AND BERM WIDTHS
STEP NO. 7 - CHECK OF ESTIMATED STORM DRAIN SYSTEM 1' MIN HGL CLEARANCE AND ENERGY LOSSES
3 yr 24 hr Pond EL =
Energy Losses @ 0.05% =
STEP NO. 8 - CHECK OF ESTIMATED LITTORAL AREA
TOTAL WET AND DRY POND AREA REQUIREMENT
Page 1857 of 4682
English Worksheet
PROJECT TITLE:Wilson Boulevard: Golden Gate Boulevard to Immokalee Road
SUBJECT:MADE BY:AS 11/16/21
POND DESIGNATION:CHECKED BY:DL 11/17/21
Pond Site Location = STA. 88+00, RT
Pond Site Existing Ground Elevation = Varies 12 to 14 ft.
Pond Site Soil Type =
Pond Site Estimated Depth to Groundwater = Varies 0.5 to 1.0 ft.
Estimated SHWT = 11.5 ft.
Distance to Discharge Point = 425 LF
Positive Drainage Gradient = 0.06%=0.3 ft. (vertical)
Discharge Point NWL Estimation = 9.7
Discharge Point Peak Stage Estimation = 12.5
Minimum Wet Detention NWL = 10.0 ft.
The pond(s) will be a combination of:
Wet Detention and Dry Detention
Storage Height (SH) =
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.
Wet Detention Dry Detention
Volume Peak (ac-ft) =4.33 0.60
Volume Peak (cf) =188561 26096
Boca fine sand-Urban (102, A/D) and Hallandale fine
sand (110, B/D)
STEP NO. 2 - STORAGE HEIGHT ESTIMATE (BASED UPON SHWT AND TAILWATER)
The Total Peak Storage Volume Required is:
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:
Maximum DHW - Pond NWL
c. Summary of Controlling Soils and
Tailwater Conditions
STEP NO. 3 - TOTAL PEAK STORAGE VOLUME REQUIREMENT
a. Check of Pond Site Conditions
STEP NO. 4 - POND CONFIGURATION
R/W Requirement Estimate Pt. 1
b. Check of Tailwater Conditions
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
Maximum DHW - Pond Bottom
Cypress
Canal
Pond 2-2
STEP NO. 1 - POND LOCATION, TYPE, AND TAILWATER CONDITIONS
filename: Pond 2-2.xls
worksheet: RW REQUIREMENT PT.1
Page 1858 of 4682
PROJECT TITLE:Wilson Boulevard: Golden Gate Boulevard to Immokalee Road
SUBJECT:MADE BY:AS 11/16/21
BASIN DESIGNATION:CHECKED BY:DL 11/17/21
Wet Detention Dry Detention
L/W Ratio Based on Available Parcel Dims =2.0 2.5
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
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
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 Maintennace 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
3.55 acres
3 yr / 24 hr Attenuation Volume =1.55 ac-ft 11.1
Length Between Pond and Roadway Low Point =2780 ft.1.4 ft
Roadway Low Point EL =14.5 HGL Clearance at Roadway Low Point =2.1 ft (OK)
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 (1' above NWL) =1.13 acres
Littoral Area Requirement (acres) =0.20 Littoral Area Provided (acres) =0.36 (OK)
3 yr 24 hr Pond EL =
Energy Losses @ 0.05% =
STEP NO. 8 - CHECK OF ESTIMATED LITTORAL AREA
STEP NO. 6 - ACCOUNTING FOR THE POND SIDE SLOPES FROM (SH) TO MAINTENANCE BERMS AND BERM WIDTHS
TOTAL WET AND DRY POND AREA REQUIREMENT
R/W Requirement Estimate Pt. 2
Pond 2-2
STEP NO. 5 - ACCOUNTING FOR THE POND SIDE SLOPES TO STORAGE HEIGHT (SH)
STEP NO. 4 - POND CONFIGURATION cont.
STEP NO. 7 - CHECK OF ESTIMATED STORM DRAIN SYSTEM 1' MIN HGL CLEARANCE AND ENERGY LOSSES
Page 1859 of 4682
PROJECT TITLE:Wilson Boulevard: Golden Gate Boulevard to Immokalee Road
SUBJECT:MADE BY:AS 11/16/21
BASIN DESIGNATION:CHECKED BY:DL 11/17/21
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
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
Wet Detention Dry Detention
Side slopes are 1:4 4
Desired Maintenance Berm Widths =20 ft.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%15%
Pond Area Requirement =2.35 acres 1.97 acres
4.32 acres
3 yr / 24 hr Attenuation Volume =1.56 ac-ft 11.1
Length Between Pond and Roadway Low Point =3100 ft.1.6 ft
Roadway Low Point EL =14.5 HGL Clearance at Roadway Low Point =1.9 ft (OK)
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 (1' above NWL) =1.09 acres
Littoral Area Requirement (acres) =0.19 Littoral Area Provided (acres) =0.33 (OK)
Energy Losses @ 0.05% =
STEP NO. 8 - CHECK OF ESTIMATED LITTORAL AREA
STEP NO. 4 - POND CONFIGURATION cont.
STEP NO. 6 - ACCOUNTING FOR THE POND SIDE SLOPES FROM (SH) TO MAINTENANCE BERMS AND BERM WIDTHS
TOTAL WET AND DRY POND AREA REQUIREMENT
R/W Requirement Estimate Pt. 2
Pond 2-3
STEP NO. 5 - ACCOUNTING FOR THE POND SIDE SLOPES TO STORAGE HEIGHT (SH)
STEP NO. 7 - CHECK OF ESTIMATED STORM DRAIN SYSTEM 1' MIN HGL CLEARANCE AND ENERGY LOSSES
3 yr 24 hr Pond EL =
Page 1860 of 4682
English Worksheet
PROJECT TITLE:Wilson Boulevard: Golden Gate Boulevard to Immokalee Road
SUBJECT:MADE BY:AS 11/16/21
POND DESIGNATION:CHECKED BY:DL 11/17/21
Pond Site Location = STA. 94+00, RT
Pond Site Existing Ground Elevation = Varies 12 to 14 ft.
Pond Site Soil Type =
Pond Site Estimated Depth to Groundwater = Varies 0 to 0.5 ft.
Estimated SHWT = 12.0 ft.
Distance to Discharge Point = 50 LF
Positive Drainage Gradient = 0.06%=0.03 ft. (vertical)
Discharge Point NWL Estimation = 9.7
Discharge Point Peak Stage Estimation = 12.5
Minimum Wet Detention NWL = 9.8 ft.
The pond(s) will be a combination of:
Wet Detention and Dry Detention
Storage Height (SH) =
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.
Wet Detention Dry Detention
Volume Peak (ac-ft) =4.45 0.63
Volume Peak (cf) =193841 27312
Boca fine sand-Urban (102, A/D) and Riviera fine
sand (131, B/D)
Pond 2-3
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
STEP NO. 3 - TOTAL PEAK STORAGE VOLUME REQUIREMENT
The Total Peak Storage Volume Required is:
STEP NO. 1 - POND LOCATION, TYPE, AND TAILWATER CONDITIONS
STEP NO. 2 - STORAGE HEIGHT ESTIMATE (BASED UPON SHWT AND TAILWATER)
a. Check of Pond Site Conditions
Maximum DHW - Pond Bottom
Cypress
Canal
b. Check of 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:
Maximum DHW - Pond NWL
c. Summary of Controlling Soils and
Tailwater Conditions
R/W Requirement Estimate Pt. 1
filename: Pond 2-3.xls
worksheet: RW REQUIREMENT PT.1
Page 1861 of 4682
English Worksheet
PROJECT TITLE:Wilson Boulevard: Golden Gate Boulevard to Immokalee Road
SUBJECT:MADE BY:AS 11/16/21
POND DESIGNATION:CHECKED BY:DL 11/17/21
Pond Site Location = STA. 78+00, LT
Pond Site Existing Ground Elevation = 12.0 ft.
Pond Site Soil Type =
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%=1.02 ft. (vertical)
Discharge Point NWL Estimation = 9.7
Discharge Point Peak Stage Estimation = 12.5
Minimum Wet Detention NWL = 10.8 ft.
The pond(s) will be a combination of:
Wet Detention and Dry Detention
Storage Height (SH) =
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 =10.8 ft.12.5 ft.
Clearance to ESHWT =-0.7 ft.1.0 ft.
SH =2.7 ft.1.0 ft.
Wet Detention Dry Detention
Volume Peak (ac-ft) =5.38 0.64
Volume Peak (cf) =234328 27748
Boca fine sand-Urban (102, A/D)
Pond 2-4
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
STEP NO. 3 - TOTAL PEAK STORAGE VOLUME REQUIREMENT
The Total Peak Storage Volume Required is:
STEP NO. 1 - POND LOCATION, TYPE, AND TAILWATER CONDITIONS
STEP NO. 2 - STORAGE HEIGHT ESTIMATE (BASED UPON SHWT AND TAILWATER)
a. Check of Pond Site Conditions
Maximum DHW - Pond Bottom
Cypress
Canal
b. Check of 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:
Maximum DHW - Pond NWL
c. Summary of Controlling Soils and
Tailwater Conditions
R/W Requirement Estimate Pt. 1
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:MADE BY:AS 11/16/21
BASIN DESIGNATION:CHECKED BY:DL 11/17/21
Wet Detention Dry Detention
L/W Ratio Based on Available Parcel Dims =1.5 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
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
Wet Detention Dry Detention
Side slopes are 1:4 4
Desired Maintenance Berm Widths =20 ft.15 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
4.60 acres
3 yr / 24 hr Attenuation Volume =1.93 ac-ft 11.8
Length Between Pond and Roadway Low Point =1500 ft.0.8 ft
Roadway Low Point EL =14.5 HGL Clearance at Roadway Low Point =2.0 ft (OK)
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 (1' above NWL) =1.93 acres
Littoral Area Requirement (acres) =0.35 Littoral Area Provided (acres) =0.46 (OK)
STEP NO. 7 - CHECK OF ESTIMATED STORM DRAIN SYSTEM 1' MIN HGL CLEARANCE AND ENERGY LOSSES
3 yr 24 hr Pond EL =
Energy Losses @ 0.05% =
STEP NO. 8 - CHECK OF ESTIMATED LITTORAL AREA
TOTAL WET AND DRY POND AREA REQUIREMENT
R/W Requirement Estimate Pt. 2
Pond 2-4
STEP NO. 5 - ACCOUNTING FOR THE POND SIDE SLOPES TO STORAGE HEIGHT (SH)
STEP NO. 4 - POND CONFIGURATION cont.
STEP NO. 6 - ACCOUNTING FOR THE POND SIDE SLOPES FROM (SH) TO MAINTENANCE BERMS AND BERM WIDTHS
Page 1863 of 4682
English Worksheet
PROJECT TITLE:Wilson Boulevard: Golden Gate Boulevard to Immokalee Road
SUBJECT:MADE BY:AS 11/16/21
POND DESIGNATION:CHECKED BY:DL 11/17/21
Pond Site Location = STA. 102+00, RT
Pond Site Existing Ground Elevation = 12.0 ft.
Pond Site Soil Type =
Pond Site Estimated Depth to Groundwater = Varies 0 to 0.5 ft.
Estimated SHWT = 11.5 ft.
Distance to Discharge Point = 50 LF
Positive Drainage Gradient = 0.06%=0.0 ft. (vertical)
Discharge Point NWL Estimation = 9.7
Discharge Point Peak Stage Estimation = 12.5
Minimum Wet Detention NWL = 9.8 ft.
The pond(s) will be a combination of:
Wet Detention and Dry Detention
Storage Height (SH) =
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.
Wet Detention Dry Detention
Volume Peak (ac-ft) =5.40 0.67
Volume Peak (cf) =235326 29087
STEP NO. 1 - POND LOCATION, TYPE, AND TAILWATER CONDITIONS
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
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:
Maximum DHW - Pond NWL
c. Summary of Controlling Soils and
Tailwater Conditions
R/W Requirement Estimate Pt. 1
The Total Peak Storage Volume Required is:
Maximum DHW - Pond Bottom
Cypress
Canal
b. Check of Tailwater Conditions
STEP NO. 2 - STORAGE HEIGHT ESTIMATE (BASED UPON SHWT AND TAILWATER)
Boca fine sand-Urban (102, A/D) and Riviera fine
sand (131, B/D)a. Check of Pond Site Conditions
STEP NO. 3 - TOTAL PEAK STORAGE VOLUME REQUIREMENT
Pond 3-1
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:MADE BY:AS 11/16/21
BASIN DESIGNATION:CHECKED BY:DL 11/17/21
Wet Detention Dry Detention
L/W Ratio Based on Available Parcel Dims =1.5 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
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
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
3.97 acres
3 yr / 24 hr Attenuation Volume =2.06 ac-ft 11.2
Length Between Pond and Roadway Low Point =3100 ft.1.6 ft
Roadway Low Point EL =14.5 HGL Clearance at Roadway Low Point =1.7 ft (OK)
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 (1' above NWL) =1.33 acres
Littoral Area Requirement (acres) =0.24 Littoral Area Provided (acres) =0.38 (OK)
3 yr 24 hr Pond EL =
Energy Losses @ 0.05% =
STEP NO. 8 - CHECK OF ESTIMATED LITTORAL AREA
STEP NO. 6 - ACCOUNTING FOR THE POND SIDE SLOPES FROM (SH) TO MAINTENANCE BERMS AND BERM WIDTHS
TOTAL WET AND DRY POND AREA REQUIREMENT
R/W Requirement Estimate Pt. 2
Pond 3-1
STEP NO. 5 - ACCOUNTING FOR THE POND SIDE SLOPES TO STORAGE HEIGHT (SH)
STEP NO. 4 - POND CONFIGURATION cont.
STEP NO. 7 - CHECK OF ESTIMATED STORM DRAIN SYSTEM 1' MIN HGL CLEARANCE AND ENERGY LOSSES
Page 1865 of 4682
English Worksheet
PROJECT TITLE:Wilson Boulevard: Golden Gate Boulevard to Immokalee Road
SUBJECT:MADE BY:AS 11/16/21
POND DESIGNATION:CHECKED BY:DL 11/17/21
Pond Site Location = STA. 98+00, LT
Pond Site Existing Ground Elevation = Varies 12 to 14 ft.
Pond Site Soil Type =
Pond Site Estimated Depth to Groundwater = 1.0 ft.
Estimated SHWT = 11.0 ft.
Distance to Discharge Point = 50 LF
Positive Drainage Gradient = 0.06%=0.0 ft. (vertical)
Discharge Point NWL Estimation = 9.7
Discharge Point Peak Stage Estimation = 12.5
Minimum Wet Detention NWL = 9.8 ft.
The pond(s) will be a combination of:
Wet Detention and Dry Detention
Storage Height (SH) =
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.12.0 ft.
Clearance to ESHWT =-1.2 ft.1.0 ft.
SH =3.7 ft.1.5 ft.
Wet Detention Dry Detention
Volume Peak (ac-ft) =4.64 0.65
Volume Peak (cf) =202171 28193
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
Maximum DHW - Pond Bottom
Cypress
Canal
Pond 3-2
STEP NO. 1 - POND LOCATION, TYPE, AND TAILWATER CONDITIONS
STEP NO. 2 - STORAGE HEIGHT ESTIMATE (BASED UPON SHWT AND TAILWATER)
Hallandale fine sand (110, B/D)a. Check of Pond Site 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:
Maximum DHW - Pond NWL
c. Summary of Controlling Soils and
Tailwater Conditions
STEP NO. 3 - TOTAL PEAK STORAGE VOLUME REQUIREMENT
STEP NO. 4 - POND CONFIGURATION
R/W Requirement Estimate Pt. 1
b. Check of Tailwater Conditions
The Total Peak Storage Volume Required is:
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:MADE BY:AS 11/16/21
BASIN DESIGNATION:CHECKED BY:DL 11/17/21
Wet Detention Dry Detention
L/W Ratio Based on Available Parcel Dims =2.0 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
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
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
3.40 acres
3 yr / 24 hr Attenuation Volume =1.81 ac-ft 11.2
Length Between Pond and Roadway Low Point =2900 ft.1.5 ft
Roadway Low Point EL =14.5 HGL Clearance at Roadway Low Point =1.8 ft (OK)
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 (1' above NWL) =1.13 acres
Littoral Area Requirement (acres) =0.20 Littoral Area Provided (acres) =0.36 (OK)
3 yr 24 hr Pond EL =
Energy Losses @ 0.05% =
STEP NO. 8 - CHECK OF ESTIMATED LITTORAL AREA
STEP NO. 6 - ACCOUNTING FOR THE POND SIDE SLOPES FROM (SH) TO MAINTENANCE BERMS AND BERM WIDTHS
TOTAL WET AND DRY POND AREA REQUIREMENT
R/W Requirement Estimate Pt. 2
Pond 3-2
STEP NO. 5 - ACCOUNTING FOR THE POND SIDE SLOPES TO STORAGE HEIGHT (SH)
STEP NO. 4 - POND CONFIGURATION cont.
STEP NO. 7 - CHECK OF ESTIMATED STORM DRAIN SYSTEM 1' MIN HGL CLEARANCE AND ENERGY LOSSES
Page 1867 of 4682
English Worksheet
PROJECT TITLE:Wilson Boulevard: Golden Gate Boulevard to Immokalee Road
SUBJECT:MADE BY:AS 11/16/21
POND DESIGNATION:CHECKED BY:DL 11/17/21
Pond Site Location = STA. 120+00, RT
Pond Site Existing Ground Elevation = 12.0 ft.
Pond Site Soil Type =
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%=0.4 ft. (vertical)
Discharge Point NWL Estimation = 9.9
Discharge Point Peak Stage Estimation = 12.7
Minimum Wet Detention NWL = 10.4 ft.
The pond(s) will be a combination of:
Wet Detention and Dry Detention
Storage Height (SH) =
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.
Wet Detention Dry Detention
Volume Peak (ac-ft) =4.62 0.67
Volume Peak (cf) =201410 29133
Maximum DHW - Pond Bottom
Corkscrew
Canal
b. Check of 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:
Maximum DHW - Pond NWL
c. Summary of Controlling Soils and
Tailwater Conditions
R/W Requirement Estimate Pt. 1
The Total Peak Storage Volume Required is:
STEP NO. 1 - POND LOCATION, TYPE, AND TAILWATER CONDITIONS
STEP NO. 2 - STORAGE HEIGHT ESTIMATE (BASED UPON SHWT AND TAILWATER)
a. Check of Pond Site Conditions Riviera and Pineda fine sand (131, B/D and 128, C/D)
Pond 3-3
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
STEP NO. 3 - TOTAL PEAK STORAGE VOLUME REQUIREMENT
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:MADE BY:AS 11/16/21
BASIN DESIGNATION:CHECKED BY:DL 11/17/21
Wet Detention Dry Detention
L/W Ratio Based on Available Parcel Dims =2.0 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
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
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
4.00 acres
3 yr / 24 hr Attenuation Volume =1.85 ac-ft 11.6
Length Between Pond and Roadway Low Point =2750 ft.1.4 ft
Roadway Low Point EL =14.5 HGL Clearance at Roadway Low Point =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 (1' above NWL) =1.40 acres
Littoral Area Requirement (acres) =0.25 Littoral Area Provided (acres) =0.40 (OK)
3 yr 24 hr Pond EL =
Energy Losses @ 0.05% =
STEP NO. 8 - CHECK OF ESTIMATED LITTORAL AREA
STEP NO. 4 - POND CONFIGURATION cont.
STEP NO. 6 - ACCOUNTING FOR THE POND SIDE SLOPES FROM (SH) TO MAINTENANCE BERMS AND BERM WIDTHS
TOTAL WET AND DRY POND AREA REQUIREMENT
R/W Requirement Estimate Pt. 2
Pond 3-3
STEP NO. 5 - ACCOUNTING FOR THE POND SIDE SLOPES TO STORAGE HEIGHT (SH)
STEP NO. 7 - CHECK OF ESTIMATED STORM DRAIN SYSTEM 1' MIN HGL CLEARANCE AND ENERGY LOSSES
Page 1869 of 4682
English Worksheet
PROJECT TITLE:Wilson Boulevard: Golden Gate Boulevard to Immokalee Road
SUBJECT:MADE BY:AS 11/16/21
POND DESIGNATION:CHECKED BY:DL 11/17/21
Pond Site Location = STA. 146+00, RT
Pond Site Existing Ground Elevation = 12.5 ft.
Pond Site Soil Type =
Pond Site Estimated Depth to Groundwater = 0.5 ft.
Estimated SHWT = 12.0 ft.
Distance to Discharge Point = 700 LF
Positive Drainage Gradient = 0.06%=0.4 ft. (vertical)
Discharge Point NWL Estimation = 9.9
Discharge Point Peak Stage Estimation = 12.7
Minimum Wet Detention NWL = 10.4 ft.
The pond(s) will be a combination of:
Wet Detention and Dry Detention
Storage Height (SH) =
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.13.0 ft.
Clearance to ESHWT =-1.6 ft.1.0 ft.
SH =3.1 ft.0.5 ft.
Wet Detention Dry Detention
Volume Peak (ac-ft) =4.50 0.59
Volume Peak (cf) =196200 25837
a. Check of Pond Site Conditions
STEP NO. 4 - POND CONFIGURATION
R/W Requirement Estimate Pt. 1
b. Check of Tailwater Conditions
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
Maximum DHW - Pond Bottom
Corkscrew
Canal
Pond 4-1
STEP NO. 1 - POND LOCATION, TYPE, AND TAILWATER CONDITIONS
STEP NO. 2 - STORAGE HEIGHT ESTIMATE (BASED UPON SHWT AND TAILWATER)
The Total Peak Storage Volume Required is:
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:
Maximum DHW - Pond NWL
c. Summary of Controlling Soils and
Tailwater Conditions
STEP NO. 3 - TOTAL PEAK STORAGE VOLUME REQUIREMENT
Riviera fine sand (131, B/D)
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:MADE BY:AS 11/16/21
BASIN DESIGNATION:CHECKED BY:DL 11/17/21
Wet Detention Dry Detention
L/W Ratio Based on Available Parcel Dims =1.4 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
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
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%15%
Pond Area Requirement =2.73 acres 2.10 acres
4.83 acres
3 yr / 24 hr Attenuation Volume =1.82 ac-ft 11.6
Length Between Pond and Roadway Low Point =2200 ft.1.1 ft
Roadway Low Point EL =14.5 HGL Clearance at Roadway Low Point =1.8 ft (OK)
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 (1' above NWL) =1.41 acres
Littoral Area Requirement (acres) =0.25 Littoral Area Provided (acres) =0.38 (OK)
R/W Requirement Estimate Pt. 2
Pond 4-1
STEP NO. 5 - ACCOUNTING FOR THE POND SIDE SLOPES TO STORAGE HEIGHT (SH)
STEP NO. 4 - POND CONFIGURATION cont.
STEP NO. 7 - CHECK OF ESTIMATED STORM DRAIN SYSTEM 1' MIN HGL CLEARANCE AND ENERGY LOSSES
3 yr 24 hr Pond EL =
Energy Losses @ 0.05% =
STEP NO. 8 - CHECK OF ESTIMATED LITTORAL AREA
STEP NO. 6 - ACCOUNTING FOR THE POND SIDE SLOPES FROM (SH) TO MAINTENANCE BERMS AND BERM WIDTHS
TOTAL WET AND DRY POND AREA REQUIREMENT
Page 1871 of 4682
English Worksheet
PROJECT TITLE:Wilson Boulevard: Golden Gate Boulevard to Immokalee Road
SUBJECT:MADE BY:AS 11/16/21
POND DESIGNATION:CHECKED BY:DL 11/17/21
Pond Site Location = STA. 139+00, RT
Pond Site Existing Ground Elevation = Varies 12 to 14 ft.
Pond Site Soil Type =
Pond Site Estimated Depth to Groundwater = 0.5 ft.
Estimated SHWT = 11.5 ft.
Distance to Discharge Point = 50 LF
Positive Drainage Gradient = 0.06%=0.0 ft. (vertical)
Discharge Point NWL Estimation = 9.9
Discharge Point Peak Stage Estimation = 12.7
Minimum Wet Detention NWL = 10.0 ft.
The pond(s) will be a combination of:
Wet Detention and Dry Detention
Storage Height (SH) =
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.
Wet Detention Dry Detention
Volume Peak (ac-ft) =5.01 0.55
Volume Peak (cf) =218208 24154
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:
Maximum DHW - Pond NWL
c. Summary of Controlling Soils and
Tailwater Conditions
R/W Requirement Estimate Pt. 1
Maximum DHW - Pond Bottom
Corkscrew
Canal
b. Check of Tailwater Conditions
STEP NO. 1 - POND LOCATION, TYPE, AND TAILWATER CONDITIONS
Pond 4-2
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
STEP NO. 2 - STORAGE HEIGHT ESTIMATE (BASED UPON SHWT AND TAILWATER)
Boca fine sand (102, A/D)a. Check of Pond Site Conditions
STEP NO. 3 - TOTAL PEAK STORAGE VOLUME REQUIREMENT
The Total Peak Storage Volume Required is:
filename: Pond 4-2.xls
worksheet: RW REQUIREMENT PT.1
Page 1872 of 4682
PROJECT TITLE:Wilson Boulevard: Golden Gate Boulevard to Immokalee Road
SUBJECT:MADE BY:AS 11/16/21
BASIN DESIGNATION:CHECKED BY:DL 11/17/21
Wet Detention Dry Detention
L/W Ratio Based on Available Parcel Dims =2.0 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
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
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%15%
Pond Area Requirement =2.55 acres 1.21 acres
3.76 acres
3 yr / 24 hr Attenuation Volume =1.89 ac-ft 11.4
Length Between Pond and Roadway Low Point =2800 ft.1.4 ft
Roadway Low Point EL =14.5 HGL Clearance at Roadway Low Point =1.7 ft (OK)
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 (1' above NWL) =1.21 acres
Littoral Area Requirement (acres) =0.22 Littoral Area Provided (acres) =0.37 (OK)
3 yr 24 hr Pond EL =
Energy Losses @ 0.05% =
STEP NO. 8 - CHECK OF ESTIMATED LITTORAL AREA
STEP NO. 6 - ACCOUNTING FOR THE POND SIDE SLOPES FROM (SH) TO MAINTENANCE BERMS AND BERM WIDTHS
TOTAL WET AND DRY POND AREA REQUIREMENT
R/W Requirement Estimate Pt. 2
Pond 4-2
STEP NO. 5 - ACCOUNTING FOR THE POND SIDE SLOPES TO STORAGE HEIGHT (SH)
STEP NO. 4 - POND CONFIGURATION cont.
STEP NO. 7 - CHECK OF ESTIMATED STORM DRAIN SYSTEM 1' MIN HGL CLEARANCE AND ENERGY LOSSES
Page 1873 of 4682
English Worksheet
PROJECT TITLE:Wilson Boulevard: Golden Gate Boulevard to Immokalee Road
SUBJECT:MADE BY:AS 11/16/21
POND DESIGNATION:CHECKED BY:DL 11/17/21
Pond Site Location = STA. 171+00, LT
Pond Site Existing Ground Elevation = 13.0 ft.
Pond Site Soil Type =
Pond Site Estimated Depth to Groundwater = 1.0 ft.
Estimated SHWT = 12.0 ft.
Distance to Discharge Point = 2200 LF
Positive Drainage Gradient = 0.06%=1.3 ft. (vertical)
Discharge Point NWL Estimation = 9.9
Discharge Point Peak Stage Estimation = 12.7
Minimum Wet Detention NWL = 11.3 ft.
The pond(s) will be a combination of:
Wet Detention and Dry Detention
Storage Height (SH) =
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 =11.3 ft.13.0 ft.
Clearance to ESHWT =-0.7 ft.1.0 ft.
SH =2.2 ft.0.5 ft.
Wet Detention Dry Detention
Volume Peak (ac-ft) =5.36 0.63
Volume Peak (cf) =233281 27624
STEP NO. 3 - TOTAL PEAK STORAGE VOLUME REQUIREMENT
STEP NO. 4 - POND CONFIGURATION
b. Check of Tailwater Conditions
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
The Total Peak Storage Volume Required is:
STEP NO. 1 - POND LOCATION, TYPE, AND TAILWATER CONDITIONS
STEP NO. 2 - STORAGE HEIGHT ESTIMATE (BASED UPON SHWT AND TAILWATER)
Immokalee fine sand (117, B/D)
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:
Maximum DHW - Pond NWL
c. Summary of Controlling Soils and
Tailwater Conditions
R/W Requirement Estimate Pt. 1
Maximum DHW - Pond Bottom
Corkscrew
Canal
Pond 5-1
a. Check of Pond Site Conditions
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:MADE BY:AS 11/16/21
BASIN DESIGNATION:CHECKED BY:DL 11/17/21
Wet Detention Dry Detention
L/W Ratio Based on Available Parcel Dims =2.0 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
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
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
6.00 acres > Site 5-1
3 yr / 24 hr Attenuation Volume =2.12 ac-ft 12.2
Length Between Pond and Roadway Low Point =1100 ft.0.6 ft
Roadway Low Point EL =14.5 HGL Clearance at Roadway Low Point =1.8 ft (OK)
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 (1' above NWL) =2.41 acres
Littoral Area Requirement (acres) =0.38 Littoral Area Provided (acres) =0.54 (OK)
R/W Requirement Estimate Pt. 2
Pond 5-1
STEP NO. 5 - ACCOUNTING FOR THE POND SIDE SLOPES TO STORAGE HEIGHT (SH)
STEP NO. 4 - POND CONFIGURATION cont.
STEP NO. 7 - CHECK OF ESTIMATED STORM DRAIN SYSTEM 1' MIN HGL CLEARANCE AND ENERGY LOSSES
3 yr 24 hr Pond EL =
Energy Losses @ 0.05% =
STEP NO. 8 - CHECK OF ESTIMATED LITTORAL AREA
STEP NO. 6 - ACCOUNTING FOR THE POND SIDE SLOPES FROM (SH) TO MAINTENANCE BERMS AND BERM WIDTHS
TOTAL WET AND DRY POND AREA REQUIREMENT
Page 1875 of 4682
English Worksheet
PROJECT TITLE:Wilson Boulevard: Golden Gate Boulevard to Immokalee Road
SUBJECT:MADE BY:AS 11/16/21
POND DESIGNATION:CHECKED BY:DL 11/17/21
Pond Site Location = STA. 157+00, RT, 18th AVE NE
Pond Site Existing Ground Elevation =
Pond Site Soil Type =
Pond Site Estimated Depth to Groundwater =
Estimated SHWT = a. 11.5
b. 12.5 ft.
Distance to Discharge Point = 500 LF
Positive Drainage Gradient = 0.06%=0.3 ft. (vertical)
Discharge Point NWL Estimation = 9.9
Discharge Point Peak Stage Estimation = 12.7
Minimum Wet Detention NWL = 10.2 ft.
The pond(s) will be a combination of:
Wet Detention and Dry Detention
Storage Height (SH) =
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 =-2.3 ft.1.0 ft.
SH =3.3 ft.1.0 ft.
Wet Detention Dry Detention
Volume Peak (ac-ft) =5.37 0.56
Volume Peak (cf) =234098 24586
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:
Maximum DHW - Pond NWL
c. Summary of Controlling Soils and
Tailwater Conditions
R/W Requirement Estimate Pt. 1
Pond 5-2
b. Check of Tailwater Conditions
a. Varies 0.5 to 1.0 ft
b. Varies 0 to 0.5 ft
STEP NO. 1 - POND LOCATION, TYPE, AND TAILWATER CONDITIONS
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
a (dry detention). Varies 12 to 14
b (wet detention). Varies 13 to 14
The Total Peak Storage Volume Required is:
Maximum DHW - Pond Bottom
Corkscrew
Canal
STEP NO. 2 - STORAGE HEIGHT ESTIMATE (BASED UPON SHWT AND TAILWATER)
a. Holowpaw 113 and Oldsmar 125 (A/D)
b. Riviera (131, B/D) and Malabar (120, A/D) a. Check of Pond Site Conditions
STEP NO. 3 - TOTAL PEAK STORAGE VOLUME REQUIREMENT
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:MADE BY:AS 11/16/21
BASIN DESIGNATION:CHECKED BY:DL 11/17/21
Wet Detention Dry Detention
L/W Ratio Based on Available Parcel Dims =2.0 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
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
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
4.08 acres
3 yr / 24 hr Attenuation Volume =1.94 ac-ft 11.4
Length Between Pond and Roadway Low Point =2400 ft.1.2 ft
Roadway Low Point EL =14.5 HGL Clearance at Roadway Low Point =1.9 ft (OK)
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 (1' above NWL) =1.52 acres
Littoral Area Requirement (acres) =0.34 Littoral Area Provided (acres) =0.42 (OK)
STEP NO. 6 - ACCOUNTING FOR THE POND SIDE SLOPES FROM (SH) TO MAINTENANCE BERMS AND BERM WIDTHS
STEP NO. 7 - CHECK OF ESTIMATED STORM DRAIN SYSTEM 1' MIN HGL CLEARANCE AND ENERGY LOSSES
3 yr 24 hr Pond EL =
Energy Losses @ 0.05% =
STEP NO. 8 - CHECK OF ESTIMATED LITTORAL AREA
TOTAL WET POND AREA REQUIREMENT
R/W Requirement Estimate Pt. 2
Pond 5-2
STEP NO. 5 - ACCOUNTING FOR THE POND SIDE SLOPES TO STORAGE HEIGHT (SH)
STEP NO. 4 - POND CONFIGURATION cont.
Page 1877 of 4682
English Worksheet
PROJECT TITLE:Wilson Boulevard: Golden Gate Boulevard to Immokalee Road
SUBJECT:MADE BY:AS 11/16/21
POND DESIGNATION:CHECKED BY:DL 11/17/21
Pond Site Location = STA. 162+00 LT
Pond Site Existing Ground Elevation = Varies 12 to 14 ft
Pond Site Soil Type =
Pond Site Estimated Depth to Groundwater =
Estimated SHWT = 11.5 ft.
Distance to Discharge Point = 2600 LF
Positive Drainage Gradient = 0.06%=1.6 ft. (vertical)
Discharge Point NWL Estimation = 9.9
Discharge Point Peak Stage Estimation = 12.7
Minimum Wet Detention NWL = 11.5 ft.
The pond(s) will be a combination of:
Wet Detention and Dry Detention
Storage Height (SH) =
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 =11.5 ft.12.5 ft.
Clearance to ESHWT =0.0 ft.1.0 ft.
SH =2.0 ft.1.0 ft.
Wet Detention Dry Detention
Volume Peak (ac-ft) =7.16 0.66
Volume Peak (cf) =311847 28753
and, L = Length of Pond, W = Width of Pond and SH = Storage Height from Step No. 2
STEP NO. 3 - TOTAL PEAK STORAGE VOLUME REQUIREMENT
The Total Peak Storage Volume Required is:
Pond 5-3
STEP NO. 1 - POND LOCATION, TYPE, AND TAILWATER CONDITIONS
STEP NO. 2 - STORAGE HEIGHT ESTIMATE (BASED UPON SHWT AND TAILWATER)
Corkscrew
Canal
STEP NO. 4 - POND CONFIGURATION
Holowpaw 113 and Malabar 120 (A/D), Immokalee
(117, B/D) a. Check of Pond Site Conditions
Maximum DHW - Pond Bottom
Volume = Length*Width*Height, where Volume is from Step No. 3,
b. Check of Tailwater Conditions
Varies 0.5 to 1.0 ft
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:
Maximum DHW - Pond NWL
c. Summary of Controlling Soils and
Tailwater Conditions
R/W Requirement Estimate Pt. 1
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:MADE BY:AS 11/16/21
BASIN DESIGNATION:CHECKED BY:DL 11/17/21
Wet Detention Dry Detention
L/W Ratio Based on Available Parcel Dims =1.5 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
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
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
6.72 acres
3 yr / 24 hr Attenuation Volume =2.73 ac-ft 12.3
Length Between Pond and Roadway Low Point =1750 ft.0.9 ft
Roadway Low Point EL =14.5 HGL Clearance at Roadway Low Point =1.4 ft (OK)
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 (1' above NWL) =3.58 acres
Littoral Area Requirement (acres) =0.40 Littoral Area Provided (acres) =0.64 (OK)
R/W Requirement Estimate Pt. 2
Pond 5-3
STEP NO. 5 - ACCOUNTING FOR THE POND SIDE SLOPES TO STORAGE HEIGHT (SH)
STEP NO. 7 - CHECK OF ESTIMATED STORM DRAIN SYSTEM 1' MIN HGL CLEARANCE AND ENERGY LOSSES
3 yr 24 hr Pond EL =
Energy Losses @ 0.05% =
STEP NO. 8 - CHECK OF ESTIMATED LITTORAL AREA
STEP NO. 4 - POND CONFIGURATION cont.
STEP NO. 6 - ACCOUNTING FOR THE POND SIDE SLOPES FROM (SH) TO MAINTENANCE BERMS AND BERM WIDTHS
TOTAL WET POND AREA REQUIREMENT
Page 1879 of 4682
English Worksheet
PROJECT TITLE:Wilson Boulevard: Golden Gate Boulevard to Immokalee Road
SUBJECT:MADE BY:AS 11/16/21
POND DESIGNATION:CHECKED BY:DL 11/17/21
Pond Site Location = STA. 162+00 LT
Pond Site Existing Ground Elevation = Varies 12 to 14 ft
Pond Site Soil Type =
Pond Site Estimated Depth to Groundwater =
Estimated SHWT = 11.0 ft.
Distance to Discharge Point = 2500 LF
Positive Drainage Gradient = 0.06%=1.5 ft. (vertical)
Discharge Point NWL Estimation = 9.9
Discharge Point Peak Stage Estimation = 12.7
Minimum Wet Detention NWL = 11.4 ft.
The pond(s) will be a combination of:
Wet Detention and Dry Detention
Storage Height (SH) =
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.
Wet Detention Dry Detention
Volume Peak (ac-ft) =7.15 0.64
Volume Peak (cf) =311242 27929
and, L = Length of Pond, W = Width of Pond and SH = Storage Height from Step No. 2
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:
Maximum DHW - Pond NWL
c. Summary of Controlling Soils and
Tailwater Conditions
R/W Requirement Estimate Pt. 1
The Total Peak Storage Volume Required is:
Pond 5-4
STEP NO. 1 - POND LOCATION, TYPE, AND TAILWATER CONDITIONS
a. Check of Pond Site Conditions
STEP NO. 3 - TOTAL PEAK STORAGE VOLUME REQUIREMENT
STEP NO. 4 - POND CONFIGURATION
Volume = Length*Width*Height, where Volume is from Step No. 3,
b. Check of Tailwater Conditions
Varies 0.5 to 1.0 ft
STEP NO. 2 - STORAGE HEIGHT ESTIMATE (BASED UPON SHWT AND TAILWATER)
Holowpaw 113 and Oldsmar 125 (A/D)
Maximum DHW - Pond Bottom
Corkscrew
Canal
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:MADE BY:AS 11/16/21
BASIN DESIGNATION:CHECKED BY:DL 11/17/21
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
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
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
6.20 acres
3 yr / 24 hr Attenuation Volume =2.69 ac-ft 12.2
Length Between Pond and Roadway Low Point =1700 ft.0.9 ft
Roadway Low Point EL =14.5 HGL Clearance at Roadway Low Point =1.5 ft (OK)
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 (1' above NWL) =3.39 acres
Littoral Area Requirement (acres) =0.38 Littoral Area Provided (acres) =0.62 (OK)
3 yr 24 hr Pond EL =
Energy Losses @ 0.05% =
STEP NO. 8 - CHECK OF ESTIMATED LITTORAL AREA
STEP NO. 6 - ACCOUNTING FOR THE POND SIDE SLOPES FROM (SH) TO MAINTENANCE BERMS AND BERM WIDTHS
TOTAL WET POND AREA REQUIREMENT
R/W Requirement Estimate Pt. 2
Pond 5-4
STEP NO. 5 - ACCOUNTING FOR THE POND SIDE SLOPES TO STORAGE HEIGHT (SH)
STEP NO. 4 - POND CONFIGURATION cont.
STEP NO. 7 - CHECK OF ESTIMATED STORM DRAIN SYSTEM 1' MIN HGL CLEARANCE AND ENERGY LOSSES
Page 1881 of 4682
English Worksheet
PROJECT TITLE:Wilson Boulevard: Golden Gate Boulevard to Immokalee Road
SUBJECT:MADE BY:AS 11/16/21
POND DESIGNATION:CHECKED BY:DL 11/17/21
Pond Site Location = STA. 198+00, RT
Pond Site Existing Ground Elevation = 14.0 ft.
Pond Site Soil Type =
Pond Site Estimated Depth to Groundwater = Varies 0.5 to 1 ft.
Estimated SHWT = 13.0 ft.
Distance to Discharge Point = 1400 LF
Positive Drainage Gradient = 0.06%=0.8 ft. (vertical)
Discharge Point NWL Estimation = 9.9
Discharge Point Peak Stage Estimation = 12.7
Minimum Wet Detention NWL = 10.8 ft.
The pond(s) will be a combination of:
Wet Detention (Dry Detention not feasible at estimated SHWT)
Storage Height (SH) =
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.
Wet Detention
Volume Peak (ac-ft) =5.04
Volume Peak (cf) =219459
a. Check of Pond Site Conditions
STEP NO. 4 - POND CONFIGURATION
R/W Requirement Estimate Pt. 1
b. Check of Tailwater Conditions
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
Corkscrew
Canal
Pond 6-1
STEP NO. 1 - POND LOCATION, TYPE, AND TAILWATER CONDITIONS
STEP NO. 2 - STORAGE HEIGHT ESTIMATE (BASED UPON SHWT AND TAILWATER)
The Total Peak Storage Volume Required is:
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:
Maximum DHW - Pond NWL
c. Summary of Controlling Soils and
Tailwater Conditions
STEP NO. 3 - TOTAL PEAK STORAGE VOLUME REQUIREMENT
Holopaw fine sand (113, A/D) and Immokalee fine
sand (117, B/D)
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:MADE BY:AS 11/16/21
BASIN DESIGNATION:CHECKED BY:DL 11/17/21
Wet Detention
L/W Ratio Based on Available Parcel Dims =3.0
SH =3.2 ft
L =414 ft
W =138 ft
Pond Area at Control/Bot EL =1.31 acres
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
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
2.97 acres
3 yr / 24 hr Attenuation Volume =1.79 ac-ft 11.9
Length Between Pond and Roadway Low Point =1100 ft.0.6 ft
Roadway Low Point EL =15.0 HGL Clearance at Roadway Low Point =2.5 ft (OK)
Length @ Bot of Littoral Area (2' below NWL) =390 Length @ Top of Littoral Area (ft) =426
Width @ Bot of Littoral Area (2' below NWL) =114 Width @ Top of Littoral Area (ft) =150
Bot of Littoral Area (2' below NWL) =1.02 Top of Littoral Area (1' above NWL) =1.47 acres
Littoral Area Requirement (acres) =0.26 Littoral Area Provided (acres) =0.45 (OK)
R/W Requirement Estimate Pt. 2
Pond 6-1
STEP NO. 5 - ACCOUNTING FOR THE POND SIDE SLOPES TO STORAGE HEIGHT (SH)
STEP NO. 4 - POND CONFIGURATION
STEP NO. 7 - CHECK OF ESTIMATED STORM DRAIN SYSTEM 1' MIN HGL CLEARANCE AND ENERGY LOSSES
3 yr 24 hr Pond EL =
Energy Losses @ 0.05% =
STEP NO. 8 - CHECK OF ESTIMATED LITTORAL AREA
STEP NO. 6 - ACCOUNTING FOR THE POND SIDE SLOPES FROM (SH) TO MAINTENANCE BERMS AND BERM WIDTHS
TOTAL WET AND DRY POND AREA REQUIREMENT
Page 1883 of 4682
English Worksheet
PROJECT TITLE:Wilson Boulevard: Golden Gate Boulevard to Immokalee Road
SUBJECT:MADE BY:AS 11/16/21
POND DESIGNATION:CHECKED BY:DL 11/17/21
Pond Site Location = STA. 198+00, RT
Pond Site Existing Ground Elevation = 14.0 ft.
Pond Site Soil Type =
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)
Discharge Point NWL Estimation = 9.9
Discharge Point Peak Stage Estimation = 12.7
Minimum Wet Detention NWL = 10.0 ft.
The pond(s) will be a combination of:
Wet Detention (Dry Detention not feasible at estimated SHWT)
Storage Height (SH) =
Minimum Existing Roadway Elevation =13.0 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 =10.0 ft.
Clearance to ESHWT =-3.5 ft.
SH =4.0 ft.
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
STEP NO. 2 - STORAGE HEIGHT ESTIMATE (BASED UPON SHWT AND TAILWATER)
Holopaw and Malabar fine sand (113 and 120, A/D)a. Check of Pond Site Conditions
STEP NO. 3 - TOTAL PEAK STORAGE VOLUME REQUIREMENT
The Total Peak Storage Volume Required is:
Corkscrew
Canal
b. Check of Tailwater Conditions
STEP NO. 1 - POND LOCATION, TYPE, AND TAILWATER CONDITIONS
Pond 6-2
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:
Maximum DHW - Pond NWL
c. Summary of Controlling Soils and
Tailwater Conditions
R/W Requirement Estimate Pt. 1
filename: Pond 6-2.xls
worksheet: RW REQUIREMENT PT.1
Page 1884 of 4682
PROJECT TITLE:Wilson Boulevard: Golden Gate Boulevard to Immokalee Road
SUBJECT:MADE BY:AS 11/16/21
BASIN DESIGNATION:CHECKED BY:DL 11/17/21
Wet Detention
L/W Ratio Based on Available Parcel Dims =4.0
SH =4.0 ft
L =390 ft
W =97 ft
Pond Area at Control/Bot EL =0.87 acres
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
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
2.48 acres
3 yr / 24 hr Attenuation Volume =1.60 ac-ft 11.4
Length Between Pond and Roadway Low Point =2750 ft.1.4 ft
Roadway Low Point EL =15.0 HGL Clearance at Roadway Low Point =2.3 ft (OK)
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 (1' above NWL) =1.01 acres
Littoral Area Requirement (acres) =0.17 Littoral Area Provided (acres) =0.39 (OK)
STEP NO. 7 - CHECK OF ESTIMATED STORM DRAIN SYSTEM 1' MIN HGL CLEARANCE AND ENERGY LOSSES
3 yr 24 hr Pond EL =
Energy Losses @ 0.05% =
STEP NO. 8 - CHECK OF ESTIMATED LITTORAL AREA
TOTAL WET AND DRY POND AREA REQUIREMENT
R/W Requirement Estimate Pt. 2
Pond 6-2
STEP NO. 5 - ACCOUNTING FOR THE POND SIDE SLOPES TO STORAGE HEIGHT (SH)
STEP NO. 4 - POND CONFIGURATION
STEP NO. 6 - ACCOUNTING FOR THE POND SIDE SLOPES FROM (SH) TO MAINTENANCE BERMS AND BERM WIDTHS
Page 1885 of 4682
English Worksheet
PROJECT TITLE:Wilson Boulevard: Golden Gate Boulevard to Immokalee Road
SUBJECT:MADE BY:AS 11/16/21
POND DESIGNATION:CHECKED BY:DL 11/17/21
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 =
Pond Site Estimated Depth to Groundwater = 0.5 ft.
Estimated SHWT = 12.0 ft.
Distance to Discharge Point = 1150 LF
Positive Drainage Gradient = 0.06%=0.7 ft. (vertical)
Discharge Point NWL Estimation = 9.9
Discharge Point Peak Stage Estimation = 12.7
Minimum Wet Detention NWL = 10.6 ft.
The pond(s) will be a combination of:
Wet Detention Dry Detention
Storage Height (SH) =
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.
Wet Detention Dry Detention
Volume Peak (ac-ft) =4.48 0.50
Volume Peak (cf) =195270 21684
STEP NO. 3 - TOTAL PEAK STORAGE VOLUME REQUIREMENT
STEP NO. 4 - POND CONFIGURATION
b. Check of Tailwater Conditions
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
The Total Peak Storage Volume Required is:
STEP NO. 1 - POND LOCATION, TYPE, AND TAILWATER CONDITIONS
STEP NO. 2 - STORAGE HEIGHT ESTIMATE (BASED UPON SHWT AND TAILWATER)
Holopaw fine sand (113, A/D)
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:
Maximum DHW - Pond NWL
c. Summary of Controlling Soils and
Tailwater Conditions
R/W Requirement Estimate Pt. 1
Maximum DHW - Pond Bottom
Corkscrew
Canal
Pond 6-3
a. Check of Pond Site Conditions
filename: Pond 6-3.xls
worksheet: RW REQUIREMENT PT.1
Page 1886 of 4682
PROJECT TITLE:Wilson Boulevard: Golden Gate Boulevard to Immokalee Road
SUBJECT:MADE BY:AS 11/16/21
BASIN DESIGNATION:CHECKED BY:DL 11/17/21
Wet Detention Dry Detention
L/W Ratio Based on Available Parcel Dims =5.0 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
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
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%15%
Pond Area Requirement =2.73 acres 1.08 acres
3.81 acres
3 yr / 24 hr Attenuation Volume =1.68 ac-ft 11.9
Length Between Pond and Roadway Low Point =2000 ft.1.0 ft
Roadway Low Point EL =15.0 HGL Clearance at Roadway Low Point =2.1 ft (OK)
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 (1' above NWL) =1.19 acres
Littoral Area Requirement (acres) =0.21 Littoral Area Provided (acres) =0.46 (OK)
STEP NO. 6 - ACCOUNTING FOR THE POND SIDE SLOPES FROM (SH) TO MAINTENANCE BERMS AND BERM WIDTHS
STEP NO. 7 - CHECK OF ESTIMATED STORM DRAIN SYSTEM 1' MIN HGL CLEARANCE AND ENERGY LOSSES
3 yr 24 hr Pond EL =
Energy Losses @ 0.05% =
STEP NO. 8 - CHECK OF ESTIMATED LITTORAL AREA
TOTAL WET AND DRY POND AREA REQUIREMENT
R/W Requirement Estimate Pt. 2
Pond 6-3
STEP NO. 5 - ACCOUNTING FOR THE POND SIDE SLOPES TO STORAGE HEIGHT (SH)
STEP NO. 4 - POND CONFIGURATION
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Attachment 4
Supporting Documentation
Page 1888 of 4682
From:AbbottAlicia
To:Gramer, Bill/SWF
Cc:Shepard, Angela/ORL; Kirby, Felicia; LibbyPamela
Subject:[EXTERNAL] RE: Stormwater Pond Setbacks
Date:Wednesday, September 29, 2021 4:55:07 PM
Attachments:image001.png
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
Bill Gramer, P.E., AICP
Vice President Transportation
D 239-431-9222
M 239-860-4922
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
Wilson Bvld Corridor Study
FDEP/DEAR, FDEP, DEAR, Sources: Esri, HERE, Garmin, Intermap,
increment P Corp., GEBCO, USGS, FAO, NPS, NRCAN, GeoBase,
IGN, Kadaster NL, Ordnance Survey, Esri Japan, METI, Esri China
(Hong Kong), (c) OpenStreetMap contributors, and the GIS User
Community, FDEP,DEAR
Waterbody IDs (WBIDs)
Group 1
Verified List WBIDs
September 17, 2021
0 0.8 1.60.4 mi
0 1 20.5 km
1:36,112
Map created by Map Direct, powered by ESRI. undefined
Florida Department of Environmental Protection makes no warranty,expressed or implied,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.Page 1891 of 4682
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kj
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C-1
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Lee County
Collier County
Cocohatchee Canal CorkscrewCanalMerrittCanalGolden Gate Main Canal
}BCB
Field StationBCB
Service Center
Manatee
Mitigation Area
C-485
S-489GG MainFaka Union CanalMiller Canal951 CanalAirport Rd CanalCypress CanalHenderson CreekI-75 CanalFaka UnionOrange TreeCurry CanalGreen Canal
GG Main
S486
S487
S488HC2
GG7
FU1
HC1 FU2
FU3
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GG2
AR1
GG3
GG4
AR2
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FU6
GG6
FU7
FU4S
I75W3
Cork2Cork3
Coco3Coco2Coco1 Coco4
I75W1
I75W2
Cork1
CR951S
Curry 1
CR951 N
MILLER1
MILLER2
MILLER3Cypress1
BCB \ SFWMD
Facility and Infrastructure Map
DISCLAIMER
Any information, including but not limited to software and data, received from the South Florida Water Management
District ("District") in fulfillment of a request is provided "AS IS" without warranty of any kind,
and the District expressly disclaims all express and implied warranties, including but not limited to the implied
warranties of merchantability and fitness for a particular purpose. The District does not warrant, guarantee,
or make any representations regarding the use, or the results of the use, of the information provided to you by
the District in terms of correctness, accuracy, reliability, timeliness or otherwise. The entire risk as to the results and
performance of any information obtained from the District is entirely assumed by the recipient.
This map is a conceptual tool utilized for project development only. This map is not self-executing or binding, and does
not otherwise affect the interests of any persons including any vested rights or existing uses of real property.
0 2 4
Miles
SFWMD_FI_Map_Mar_2019
UPDATED
Mar 2019
Urban Collier County, Florida
BIG CYPRESS BASINSFWMD2660 Horseshoe Dr. N.Naples, Florida 34104239-263-7615
µ
Works of the Basin
#0 BCB Structures
Canal Reach Controlled, Operated and Maintained by BCB
Canal Reach Maintained by BCB*
Canal Overbank Controlled, Operated and
Maintained by Collier County**
*Note: Canal Reach Controlled and Operated by Collier County,
subject to Limiting Conditions (3rd Amendment to
Agreement C-11759, 02/09/2012)
**Note: Canal Overbank Controlled and Operated by Collier
County, subject to Limiting Conditions (3rd Amendment to
Agreement C-11759, 02/09/2012)
Works of the District
#V S489
"S CERP Pump Stations
Manatee Mitigation Area
Tieback Levee
Spreader Basins
CERP Canals
(CERP) Comprehensive Everglades Restoration Plan
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Canals in South Florida Appendix C: Primary Water Management Features
C-65
Table C‐22. BCB‐operated water control structures in the Big Cypress Basin.
Control
Structure ID
Type
Crest Elevation (ft. NGVD)
Net Length (feet)
Top of Bank Elevation (ft. msl)
Function Comments
GG-1
Moveable crest weir with manually
operatedhydraulic flap gate
Crest elev.: Flap Up: +3.35;
Flap Down: +2.00
lgth=112 ft; top of bank: 9.5 ft
Flood Control & Salinity
Control
The Airport Road Canal (S.) Subbasin empties into
the Main Golden Gate Canal a short distance
upstream ofthis structure.
GG-2
Fixed crest weir with 2 manually operated
bottom opening sluice gates
crest elev. : +5.00 ; sluice gate: ‐1 .00
lgth=105 ft; top of bank: 9.5 ft
Flood Control & Over-
drainage Prevention
Approx. 2 miles upstream ofGG-l near the 1-75
overpass. The 1-75 Canal Subbasin empties into the
Main Golden Gate Canal a short distance upstream
of this structure.
GG-3
Fixed crest weir with 2 manually operated
bottom opening sluice gates
crest elev. : +7.50; sluice gate: ‐0.50
lgth=100 ft; top of bank: 13.0 ft
Flood Control & Over-
drainage Prevention
Approx. 6 miles upstream ofGG-2 at the eastern end
of 1 7th Avenue S.W. (within the Golden Gate
community)
GG-4
Fixed crest weir with 2 manually operated
bottom opening sluice gates
crest elev: +9.50; sluice gate: +2.50
lgth=100 ft; top of bank: 13.0 ft
Flood Control & Over-
drainage Prevention
Approx. 8.35 miles upstream of GG-3. Located 250
ft. east and 100 ft. south of the intersection of
Golden Gate Boulevard and 8th Street N.E. in
Golden Gate Estates.
GG-5
Fixed crest weir with 2 manually operated
bottom opening sluice gates
crest elev: +10.50; sluice gate: +4.50
lgth=95 ft; top of bank: 15.0 ft
Flood Control & Over-
drainage Prevention
Approx. 4 miles upstream of GG-4. Located 500 ft
north of the Randall Boulevard Bridge over the
Golden Gate Canal in Golden Gate Estates.
GG-6
Non‐operable fixed crest weir with Vee‐notch
crest elev: +12.10
lgth: 49 ft; top of bank: 18.0 ft
Flood Control & Over-
drainage Prevention
Approx. 3.5 miles upstream of GG-5. This structure
is approx. 2.5 downstream of the northerly terminus
of the Main Golden Gate Canal.
GG-7
Concrete sheetpile fixed crest weir with Vee‐n
otch equipped with flashboards.
crest elev: +13.1
lgth = 44 ft; top of bank: 16.3 ft (design flood elev.)
Seasonal Water level
Control
& Over-drainage Prevention
Located on a side branch of the Main Golden Gate
Canal near the northerly terminus of 2Oth Street
N.E. off 47th Avenue N.E..
Cypress-i
Fixed crest weir with 2 manually operated
bottom opening sluice gates
crest elev.: +9.50; sluice gate: +2.50
lgth: 42 ft; top of bank: 10.0 ft
Flood Control & Over-d
rainage
Prevention
Located upstream of GG-3, at the north end of 25th
Street N.W. from the intersection of Golden Gate
Estates.
I-75-1
Fixed crest weir w/roller gate and back
pumping facilities
Crest elev.: +6.20 gate: +1 .00
lgth: 96 ft; top of bank: 10.0 ft
Flood Control & Over-
drainage
Prevention
Located at 1-75 Canal Outfall to Main Golden Gate
Canal System.
I-75-2
Water elevation gauging station (fixed
concrete weir immediately upstream)
weir crest elev. += 8.00
lgth=71 .5; top of bank: (unknown)
Data Collection 1-75 Canal at Pine Ridge Road
I-75-3
Fixed crest weir with one bottom opening
and one top opening sluice gate ‐ manually
operated
crest: +iJ.OO
top gate: +10.00; bottom gate: +1.5
lgth: 23 ft; top of bank: 9.0 ft
Flood Control & Over-
drainage
Prevention
Approximately 2 miles downstream of the northern
terminus of the I-75 Canal.
CR-31S
Amil gate with back pumping capabilities
Discharge Elev: +7.50 msl
wet season +8.50 msl
dry season Invert: ‐2.3’ msl
Size: D‐710; top of bank: 10.4 ft
Flood Control & Over
drainage
Prevention
Located on Airport-Pulling Road approximately 2000
ft north of Golden Gate Parkway (CR 886)
CR-31N
Amil gate with back pumping capabilities
Discharge Elev: +7.50 msl
wet season +8.50 msl
dry season Invert: +2.0’ msl
Size: D‐500; top of bank: 10.2 ft
Flood Control & Over-
drainage
Prevention .
Located on Airport-Pulling Road approx. one mile
south ofGolden Gate Parkway (CR 886)
HEN-1
Fixed crest weir with manually
operated slide gates (2) and one sluice gate
crest: +5.00; slide gates: +3.5 msl;
sluice gate: +0.5 msl; top of bank: 7.0 ft
Salinity and Flood Control
& Over-drainage Prevention
North side of US-41 approx. 2000’ east of County
Road 951
MERRITT-1
Adjustable crest weir (stoplog )
crest range: ‐4.9 to +9.0
lgth: 25 ft; top of bank: 8.5 ft
Flood Control & Over-
drainage
Prevention
Approx. 1 ‘/ miles west of the easterly end of Stewart
Blvd. in Golden Gate Estates
MILLER-I
Fixed crest weir with manually
operated flashboards
crest: +3.90
lgth: 68 ft; top of bank: 9.5 ft
Flood Control &
Overdrainage
Prevention
West end of98th Avenue SE from intersection of
Everglades Blvd in Golden Gate Estates, Six
miles downstream of MILLER-2
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Big Cypress Basin: Simulated 25-Year/5-Day Stage Hydrographs
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ENVIRONMENTAL RESOURCE PERMIT APPLICANT’S HANDBOOK VOLUME II
Effective: MAY 22, 2016
$
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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)
1
Condemnation Resolution
Wilson Boulevard (Golden Gate Boulevard to Immokalee Road)
Jay Ahmad, P.E
Director, Transportation Engineering
Page 1941 of 4682
Transportation Management Services Department
Transportation Engineering Division
2
Project Location Map
Page 1942 of 4682
Transportation Management Services Department
Transportation Engineering Division
3
Pond Sites Exhibit
Page 1943 of 4682
Transportation Management Services Department
Transportation Engineering Division
4
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
Transportation Management Services Department
Transportation Engineering Division
5
Need for Improvements
•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
Page 1945 of 4682
Transportation Management Services Department
Transportation Engineering Division
6
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
Transportation Management Services Department
Transportation Engineering Division
7
Alternative Alignments
Page 1947 of 4682
Transportation Management Services Department
Transportation Engineering Division
8
Right of Way Acquisition
•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
Transportation Management Services Department
Transportation Engineering Division
9
Condemnation Resolution
Wilson Boulevard (Golden Gate Blvd to Immokalee Rd)
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.
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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 451POND:
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.
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