Exhibit_F4_-_S2_-260529-64674_06_Surface_Water_Management_Report_-_DSS_(1).pdf

Veterans Memorial Boulevard Phase 2A

Surface Water Management Calculations

Prepared for:

Collier County Board of Commissioners 3299 Tamiami Trail East, Suite 303

Naples, FL 34112-5746

Kimley-Horn and Associates, Inc.

1514 Broadway, Suite301, Fort Myers, FL 33901 Phone (239) 271-2650 Fax (941) 379-4352 www.kimley-horn.com http://www.kimley-horn.com/

VETERANS MEMORIAL BOULEVARD PHASE 2A SURFACE WATER MANAGEMENT CALCULATIONS

TABLE OF CONTENTS

Section I – Summary of Design

Section II – Calculations

Staff Report Data On-Site Land Use Calculations Sub-Basin Calculations Water Quality Calculations Flood Plain Management Calculations Nutrient Loading Analysis

Section III – Input Data for ICPR Modeling

Section IV – ICPR Modeling Results

25 Year – 3 Day Storm Event Model Node Maximum Conditions Link Maximum Conditions Node Time Series to 15 days

100 Year – 3 Day Storm Event Model (With Discharge) Node Maximum Conditions Link Maximum Conditions

Section V - Off-Site Drainage Modification Summaries

Table of Comparisons between Existing Permits and Proposed Modification

SECTION I

PROJECT PURPOSE

This application is a request for a modification of SFWMD ERP Permit No. 11-102981-P, Application No. 241203-48073 authorizing the construction and operation of a surface water management system serving Veterans Memorial Boulevard Phase 2A. Veterans Memorial Boulevard Phase 2A is an extension and modification of the constructed Phase 1 roadway approved under ERP No. 11- 102981-P, Application No. 210419-5949, for the Veterans Memorial Blvd surface water management system.

PROJECT SITE DESCRIPTION

Veterans Memorial Blvd currently extends from the high school west to Livingston Road. This is Veterans Memorial Blvd Phase 1. Phase 2A of Veterans Memorial Blvd is the portion of the roadway from the existing high school to the west to the railroad tracks. This project is for the Phase 2A portion of VMB but will also refer to Phase 1 as these two phases have a shared stormwater management facility.

EXISTING DRAINAGE CONDITIONS

The existing drainage for the project site is shown on the Existing Drainage Map within the plans.

Currently the existing four-lane roadway discussed above is included in one (1) major basin separated into three (3) sub-basins and is permitted under ERP No. 11-102981-P. The runoff from the roadway is stored in either an on-site lake or dry detention pond to allow for water quality and attenuation. Each drainage basin within Phase 1 is controlled at an elevation of 10.50 ft NAVD. An undeveloped portion of the Phase 2A Veterans Memorial Boulevard right of way of phase 1 and east of the railroad tasks currently flows to the south.

The Mediterra development, to the north of the right of way, was originally permitted under ERP No.

11-01761-P, Application No. 990126-4. As part of Veterans Phase 1 a 48” pipe from Mediterra control structure #2 in lake #24 connects to a junction box S-129 located in the 20 ft drainage easement along the north side of the west Detention Pond 1. and is routed through a 48” pipe to the east where it connects to the junction box S-133 and the control structure CS-1 from the Phase 1 Wet Detention Pond 1 and it continues to junction box S-134 south around the wet detention lake in Phase 1. This 48” pipe discharges to the same drainage easement within the Imperial Golf Estates site that the existing flow went to and splits flows to the east and south. This was not combined with the Phase 1 SWM system and will not be combined with the Phase 2A SWM system as the flows have already been treated on the Mediterra parcel.

The undeveloped portion of the Veterans Memorial Boulevard Phase 2A right-of-way between the railroad tracks and the Phase 1 western limits currently flows to the south in a ditch constructed to carry the Mediterra discharges from DA #2 and then discharges directly via surface flow into the ditch along the north side of the Imperial Golf Estates development.

PROPOSED PROJECT

The proposed project is the extension of Veterans Memorial Blvd Phase 2A between the existing high school to the existing railroad tracks. This is Veterans Memorial Blvd Phase 2A. This project includes expanding the Phase 1 stormwater management facility to provide water quality for Phase 2A also.

The Veterans Memorial Boulevard Phase 2A Water Management System consists of two major basins. Phase 2A will expand the existing stormwater management facilities to provide water quality and attenuation. The control elevation for Phase 2A east of the railroad tracks was determined from the existing ERP (Permit No. 11-102981-P) for Veterans Memorial Boulevard Phase 1.

A modification to the Phase 1 Permit No. 11-102981-P under Application No. 241203-48073 was necessary as result of the construction of the Mediterra berm which increased the drainage area to the roadway SWM system thereby impacting the required storage for Phase 1. In the review and discussion with the Engineer of Record for the modification, it was determined that additional storage was needed in Phase 1 that could occur in the existing median. The proposed Phase 2 modification will include the additional storage necessary in the Phase 1 median.

Culvert crossings to match existing drainage patterns are proposed at two locations along Phase 2A. These are near the Seminole Railroad ROW and just west of the expansion of Wet Detention Pond 1 which serves Phase 1 and Phase 2A. The total area and allowable discharge rate for the existing ERP permits were used to determine the total discharge rate and pipe size for the proposed culverts under the road. The proposed 24” pipes were placed at invert elevations at or slightly below existing ground elevations. The proposed 24” RCP pipes will ensure that the existing drainage areas north of the proposed roadway continue to flow south into conservation wetlands which ultimately outfall to the Cocohatchee River.

FLOODPLAIN COMPENSATION

The project is predominantly in FEMA Flood Zone “AE” and Zone “X” as shown on the National Flood Insurance Program Map 12021C0191J, effective date of February 8, 2024. Phase 2A has an average floodplain contour elevation of 11.0 ft NAVD88. The map identifies the project in a special flood hazard area subject to inundation by the 1% annual chance flood. The 1% annual chance flood (100‐ year flood), also known as the base flood, is the flood that has a 1% chance of being equaled or exceed in any given year. Since the project is in the floodplain, floodplain calculations are included for the project less 4.0 acres of Zone “X” in Basin 1 and 2.7 acres of Zone “X” in Basin 2. The calculations specified by SFWMD, indicate 5.15 ac‐ft of runoff is produced by Basin 1 and 0.64 ac-ft of runoff is produced by Basin 2. Therefore, Basins 1 and 2 are considered exporters and do not require floodplain compensation areas.

DISCHARGE

Allowable discharge for this project is limited to 0.12 cfs per acre (Imperial Drainage Outlet Basin) as specified in the Collier County Stormwater Ordinance 2017-19.

The existing control structure from the Veterans Memorial Boulevard Phase 1 SWM system will be removed and replaced with the proposed control structure (CS-1) in the expanded wet detention pond. The existing 24” RCP pipe will convey discharge to a swale that ultimately leads to the canal on the east side of Imperial Golf Estates residential community. While no impacts are expected for the Mediterra SWM system, the proposed improvements to the Veterans Memorial Boulevard SWM system will require a modification to the Phase 1 ERP (Permit No. 11-102981-P).

RECEIVING BODY

The Phase 2A project (east of the roadway to the existing high school) flows through the Imperial Golf Estates SWM system and ultimately outfalls to the Cocohatchee River via a canal on the south side of Imperial Golf Estates. The tailwater used for hydraulic modeling was estimated based on hydraulic conditions within the Imperial Golf Estates system.

WATER ǪUALITY

The proposed wet and dry detention ponds will provide water quality for the project. An additional 50% above the required water quality volume of 1 inch over the basin area is provided to meet the anti-degradation requirements for discharge to an OFW.

IRRIGATION WATER SOURCE

Collier County will be using water from the proposed 12” water main to be installed as a part of this project for irrigation water. No water use permit will be required.

Collier County Stormwater Management Facilities

Collier county GMD, State of Florida, Maxar

6/18/2024 0 0.4 0.80.2 mi

0 0.65 1.30.33 km

1:27,046

SECTION II

Calculations

East of Railroad –

Basin 1

East of Railroad Phase - 2A Basin 1

Project Veterans Memorial Blvd Improvements Phase 2A

Proj. #: 190062.00.01 Task # 016

Calculated By: NDG Date: 6-Aug-25

Checked By: LAS Date: 6-Aug-25

Veterans Memorial Blvd Improvements Phase 2A - East of Railroad

Water Management Calculations

Contents:

- Staff Report Data

- On-Site Land Use Calculations

- Sub-Basin Calculations

- Water Quality Calculations

Project Veterans Memorial Blvd Improvements

Phase 2A

Proj. #: 190062.00.01 Task # 016

Calculated By: NDG Date: 6-Aug-25

Checked By: LAS Date: 6-Aug-25

Water Management Calculations

Assumptions

1. The following water quality calculations will show storage elevation for the first inch of storm water runoff or 2.5 times the percent impervious, whichever is greater. The bleeder will be designed to allow 1/2" discharge over a 24 hour period.

2. The Control Elevation is set at 10.50 ft NAVD based on wet season water nails

3. The subject property consists of 49.49 acres.

4. The Drainage Area will consist of 49.49 acres.

5. There will be a berm constructed around the water management system (Drainage Area) , with a minimum crest elevation set at the 25-year 3-day peak. Onsite indigenous preserve and canal maintenance easement areas will be outside of the

Drainage Area.

6. Based on SFWMD Environmental Resource Permit Applications Handbook, Volume II - Using Method 1, the Rainfall

Amounts chosen for the design are:

From Figure C-9 25-year 1-day = 11.50 inches.

7. Average depth to water level is ± 3.80 ft. Refer to "Water Quality Calculations" and "Lake and Basin Storage

Calculations."

8. Soil compaction factor = 25%.

9. The site is located within the Cocohatchee River Basin according to the "Allowable Discharge Rates for Projects in the

South Florida Water Management District."

10. An additional 50% water quality volume will be provided according to the SFWMD policy for discharge to sensitive receiving waters.

11. East Basin is inclusive of Phase 2 Sub-Basin 1-DE, Phase 2 Sub-Basin 1-LE, Phase 1 Sub-Basin 2, Phase 1 Sub-Basin

3, and Phase 1 Sub-Basin 4.

Staff Report Data

Water Quantity Discharge Rate:

Discharge Storm Frequency 25 year - 3day Design Rainfall: 11.55 in.

Allow Disch (cfs)

Method of Determination (cfs/ac)

Peak Disch (cfs)

Peak Stage Modeled (ft, NAVD)

East Basin 5.94 0.12 5.23 13.27

Road Design:

Discharge Storm Frequency 25 year - 3day Design Rainfall: 11.55 in.

Basin

Peak Stage (ft, NAVD)

Proposed Min. Road Crown (ft, NAVD)

Phase 2 Sub-Basin 1-DE 13.19 13.40

Phase 2 Sub-Basin 1-LE 13.18 13.40

Phase 1 Sub-Basin 2 13.19 13.40

Phase 1 Sub-Basin 3 13.20 13.40

Phase 1 Sub-Basin 4 13.20 13.40

Berm Design:

Discharge Storm Frequency 100 year - 3day (w/ Discharge) Design Rainfall: 15.00 in.

*Elevation Needed for Floodplain Comp

Water Quality / Discharge Structures:

Str #

Type

Width (feet)

Height (feet)

Invert Elev. (ft, NAVD)

Phase 1 Sub-Basin 2 CS-1

Orifice (Circular) 0.50 0.50 10.50

Rectangular Weir 1.20 0.75 11.77

Rectangular Weir (Horizontal Grate) 3.00 4.50 13.40

Water Quality Treatment

Method

Vol Req'd (ac-ft) Minimum Vol Prov'd (ac-ft)

Wet/Dry Detention 6.18 6.22

Basin

Peak Stage (ft, NAVD)

Proposed Berm Elevation (ft, NAVD)*

Phase 2 Sub-Basin 1-DE 13.67 14.20

Phase 2 Sub-Basin 1-LE 13.67 14.20

Phase 1 Sub-Basin 2 13.67 14.20

Phase 1 Sub-Basin 3 13.73 14.20

Phase 1 Sub-Basin 4 13.74 14.20

DRAINAGE BASIN LAND USE

Phase 1

Sub-Basin 41

Phase 1

Sub-Basin 31

Phase 1

Sub-Basin 21

Phase 2

Sub-Basin 1-DE

Phase 2

Sub-Basin 1-LE

Drainage Basin Total

Total Sub-Basin Area (Ac) 9.05 23.29 1.41 9.71 6.03 49.49

Total Pavement/Sidewalk 4.64 51% 9.52 41% 0.67 48% 4.53 47% 0.00 0% 19.36 39%

Lake @ Control3 0.00 0% 0.00 0% 0.00 0% 0.00 0% 4.23 70% 4.23 9%

Total Pervious Area2 4.41 49% 13.77 59% 0.74 52% 5.18 53% 1.80 30% 25.90 52%

Lake Slope Area 3 0.00 0% 0.00 0% 0.00 0% 0.00 0% 0.74 41% 0.74 3%

Ex. Dry Detention Bottom 1.43 32% 3.80 28% 0.00 0% 0.00 0% 0.00 0% 5.23 20%

Ex. Dry Detention Bank 1.23 28% 2.30 17% 0.00 0% 0.00 0% 0.00 0% 3.53 14%

Prop. Dry Detention Bottom 0.00 0% 0.43 3% 0.00 0% 0.69 13% 0.00 0% 1.12 4%

Prop. Dry Detention Bank 0.00 0% 1.38 10% 0.00 0% 0.58 11% 0.00 0% 1.96 8%

Berm Construction 0.25 6% 3.67 27% 0.24 32% 0.45 9% 0.48 27% 5.09 20%

Open Space 1.50 34% 2.19 16% 0.50 68% 3.46 67% 0.58 32% 8.23 32%

Total Sub-Basin Area (Ac) 9.05 100% 23.29 100% 1.41 100% 9.71 100% 6.03 100% 49.49 100%

Notes

1. Areas for Phase 1 Sub-Basin's 2 through 4 based on approved ERP Permit No. 11-102981-P, App. No. 241203-48073

2. Total Pervious Area is inclusive of Lake Slope Area, Dry Detention Bottom, and Dry Detention Slope Area

3. Sub-Basin 1-LE Lake and Lake Slope areas include the previously proposed Lake (1.23 ac) and Lake Bank (0.53) areas for Sub-Basin 2 per ERP Permit No. 11-102981-P, App. No. 241203-48073

PHASE 1 SUB-BASIN 4 CALCULATIONS

Average Site Grade Elevation Range Avg Elev. Area Area x Avg Elev.

Open Space* 14.95 16.00 15.48 1.50 23.21

Roadway 14.95 16.00 15.48 4.64 71.80

Lake Bank 10.50 13.40 11.95 0.00 0.00

Ex. Dry Detention Bank 11.50 14.20 12.85 1.23 15.81

Berm Construction 14.20 18.00 16.10 0.25 4.03

7.62 114.85

Avg Site Grade = 15.07

Soil Storage

Sub-Basin Area 9.05

Pervious Area 4.41

Average Site Grade (ft) 15.07

Control Elevation (ft) 10.5

Average Depth to Water Table (ft) 4.57

Soil Compaction Factor (i.e. 25%) 25%

Developed Storage Available (in) 8.18 From SFWMD; Basis for Review, Volume IV

Available Soil Storage 3.01 (Developed Storage Available) x (Pervious Area)/(12 inches/ft)

Site-Wide Soil Storage (S) 3.99 (Available Soil Storage/Site Area) x (12 inches/ft)

CN for Sub-Basin 75.22 CN = 1,000 /(S + 10)

Stage Storage

Stage - Area (Ac.)

Elevation Range Area 10.50 11.50 12.50 13.40 14.40 15.40 16.40 17.40 18.00

Lake 10.5 13.4 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00

Ex. Dry Detention Bottom 11.5 14.2 1.43 0.00 1.43 1.43 1.43 1.43 1.43 1.43 1.43 1.43

Open Space* 15.0 16.0 1.50 0.00 0.00 0.00 0.00 0.01 0.61 1.39 1.46 1.50

Roadway 15.0 16.0 4.64 0.00 0.00 0.00 0.00 0.00 1.99 4.64 4.64 4.64

Lake Bank 10.5 13.4 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00

Ex. Dry Detention Bank 11.5 14.2 1.23 0.00 0.00 0.46 0.87 1.23 1.23 1.23 1.23 1.23

Berm Construction 14.2 18.0 0.25 0.00 0.00 0.00 0.00 0.01 0.08 0.14 0.21 0.25

9.05 0.00 1.43 1.89 2.30 2.68 5.34 8.83 8.97 9.05

Stage-Volume AF

Elevation Range Area 10.50 11.50 12.50 13.40 14.40 15.40 16.40 17.40 18.00

Lake 10.5 13.4 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00

Ex. Dry Detention Bottom 11.5 14.2 1.43 0.00 0.00 1.43 2.72 4.15 5.58 7.01 8.44 9.30

Open Space* 15.0 16.0 1.50 0.00 0.00 0.00 0.00 0.00 0.14 1.39 2.89 3.79

Roadway 15.0 16.0 4.64 0.00 0.00 0.00 0.00 0.00 0.45 4.29 8.93 11.72

Lake Bank 10.5 13.4 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00

Ex. Dry Detention Bank 11.5 14.2 1.23 0.00 0.00 0.23 0.82 1.91 3.14 4.37 5.60 6.33

Berm Construction 14.2 18.0 0.25 0.00 0.00 0.00 0.00 0.00 0.05 0.16 0.34 0.48

9.05 0.00

0.00 1.66 3.54 6.05 9.35 17.21 26.19 31.61

PHASE 1 SUB-BASIN 3 CALCULATIONS

Open Space* 13.41 14.98 14.20 2.19 31.09

Roadway 13.41 14.98 14.20 9.52 135.14

Lake Bank 10.50 13.40 11.95 0.00 0.00

Ex. Dry Detention Bank 11.50 13.50 12.50 2.30 28.75

Prop. Dry Detention Bank 11.80 13.80 12.80 1.38 17.66

Berm Construction 14.20 18.00 16.10 3.67 59.09

19.06 271.72

Avg Site Grade = 14.26

Soil Storage

Sub-Basin Area 23.29

Pervious Area 13.77

Average Site Grade (ft) 14.26

Control Elevation (ft) 10.5

Average Depth to Water Table (ft) 3.76

Soil Compaction Factor (i.e. 25%) 25%

Developed Storage Available (in) 7.51 From SFWMD; Basis for Review, Volume IV

Available Soil Storage 8.61 (Developed Storage Available) x (Pervious Area)/(12 inches/ft)

Site-Wide Soil Storage (S) 4.44 (Available Soil Storage/Site Area) x (12 inches/ft)

CN for Sub-Basin 69.26 CN = 1,000 /(S + 10)

Stage Storage

Stage - Area (Ac.)

Elevation Range Area 10.50 11.50 11.80 12.50 13.40 13.80 14.40 15.40 16.40 17.40 18.00

Lake 10.5 13.4 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00

Ex. Dry Detention Bottom 11.5 13.5 3.80 0.00 3.80 3.80 3.80 3.80 3.80 3.80 3.80 3.80 3.80 3.80

Prop. Dry Detention Bottom 11.8 13.8 0.43 0.00 0.00 0.43 0.43 0.43 0.43 0.43 0.43 0.43 0.43 0.43

Open Space* 13.4 15.0 2.19 0.00 0.00 0.00 0.00 0.00 0.54 1.38 2.19 2.19 2.19 2.19

Roadway 13.4 15.0 9.52 0.00 0.00 0.00 0.00 0.00 2.36 6.00 9.52 9.52 9.52 9.52

Lake Bank 10.5 13.4 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00

Ex. Dry Detention Bank 11.5 13.5 2.30 0.00 0.00 0.35 1.15 2.19 2.30 2.30 2.30 2.30 2.30 2.30

Prop. Dry Detention Bank 11.8 13.8 1.38 0.00 0.00 0.00 0.48 1.10 1.38 1.38 1.38 1.38 1.38 1.38

Berm Construction 14.2 18.0 3.67 0.00 0.00 0.00 0.00 0.00 0.00 0.19 1.16 2.12 3.09 3.67

23.29 0.00 3.80 4.58 5.86 7.52 10.82 15.49 20.78 21.74 22.71 23.29

Elevation Range Area 10.50 11.50 11.80 12.50 13.40 13.80 14.40 15.40 16.40 17.40 18.00

Lake 10.5 13.4 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00

Ex. Dry Detention Bottom 11.5 13.5 3.80 0.00 0.00 1.14 3.80 7.22 8.74 11.02 14.82 18.62 22.42 24.70

Open Space* 13.4 15.0 2.19 0.00 0.00 0.00 0.00 0.00 0.11 0.68 2.64 4.83 7.02 8.33

Roadway 13.4 15.0 9.52 0.00 0.00 0.00 0.00 0.00 0.46 2.97 11.47 20.99 30.51 36.22

Lake Bank 10.5 13.4 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00

Ex. Dry Detention Bank 11.5 13.5 2.30 0.00 0.00 0.05 0.58 2.08 2.99 4.37 6.67 8.97 11.27 12.65

Berm Construction 14.2 18.0 3.67 0.00 0.00 0.00 0.00 0.00 0.00 0.02 0.70 2.34 4.94 6.97

21.48 0.00 0.00 1.19 4.38 9.30 12.30 19.06 36.30 55.75 76.17 88.88

Veterans Memorial Blvd Improvements Phase 2A

East of Railroad

PHASE 1 SUB-BASIN 2 CALCULATIONS

Open Space* 13.63 14.32 13.98 0.50 6.99

Roadway 13.63 14.32 13.98 0.67 9.36

Lake Bank 10.50 13.40 11.95 0.00 0.00

Ex. Dry Detention Bank 11.50 13.40 12.45 0.00 0.00

Berm Construction 14.20 18.00 16.10 0.24 3.86

1.41 20.21

Avg Site Grade = 14.34

Soil Storage

Sub-Basin Area 1.41

Pervious Area 0.74

Average Site Grade (ft) 14.34

Control Elevation (ft) 10.5

Average Depth to Water Table (ft) 3.84

Soil Compaction Factor (i.e. 25%) 25%

Developed Storage Available (in) 7.73 From SFWMD; Basis for Review, Volume IV

Available Soil Storage 0.48 (Developed Storage Available) x (Pervious Area)/(12 inches/ft)

Site-Wide Soil Storage (S) 4.06 (Available Soil Storage/Site Area) x (12 inches/ft)

CN for Sub-Basin 71.14 CN = 1,000 /(S + 10)

Stage Storage

Stage - Area (Ac.)

Elevation Range Area 10.50 11.50 12.50 13.40 14.40 14.80 15.60 18.00

Lake 10.5 13.4 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00

Ex. Dry Detention Botto 11.5 13.4 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00

Open Space* 13.6 14.3 0.50 0.00 0.00 0.00 0.00 0.50 0.50 0.50 0.50

Roadway 13.6 14.3 0.67 0.00 0.00 0.00 0.00 0.67 0.67 0.67 0.67

Lake Bank 10.5 13.4 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00

Ex. Dry Detention Bank 11.5 13.4 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00

Berm Construction 14.2 18.0 0.24 0.00 0.00 0.00 0.00 0.01 0.04 0.09 0.24

1.41 0.00 0.00 0.00 0.00 1.18 1.21 1.26 1.41

Elevation Range Area 10.50 11.50 12.50 13.40 14.40 14.80 15.60 18.00

Lake 10.5 13.4 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00

Ex. Dry Detention Botto 11.5 13.4 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00

Open Space* 13.6 14.3 0.50 0.00 0.00 0.00 0.00 0.21 0.41 0.81 2.01

Roadway 13.6 14.3 0.67 0.00 0.00 0.00 0.00 0.28 0.55 1.09 2.70

Lake Bank 10.5 13.4 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00

Ex. Dry Detention Bank 11.5 13.4 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00

Berm Construction 14.2 18.0 0.24 0.00 0.00 0.00 0.00 0.00 0.01 0.06 0.46

1.41 0.00 0.00 0.00 0.00 0.50 0.98 1.96 5.17

PHASE 2 SUB-BASIN 1-DE CALCULATIONS

Open Space* 13.63 13.40 13.52 3.46 46.76

Roadway 13.63 14.63 14.13 4.53 64.01

Lake Bank 10.50 13.40 11.95 0.00 0.00

Prop. Dry Detention Bank 11.50 13.40 12.45 0.58 7.22

Berm Construction 14.20 18.00 16.10 0.45 7.25

9.02 125.24

Avg Site Grade = 13.88

Soil Storage

Sub-Basin Area 9.71

Pervious Area 5.18

Average Site Grade (ft) 13.88

Control Elevation (ft) 10.5

Average Depth to Water Table (ft) 3.38

Soil Compaction Factor (i.e. 25%) 25%

Developed Storage Available (in) 6.37 From SFWMD; Basis for Review, Volume IV

Available Soil Storage 2.75 (Developed Storage Available) x (Pervious Area)/(12 inches/ft)

Site-Wide Soil Storage (S) 3.40 (Available Soil Storage/Site Area) x (12 inches/ft)

CN for Sub-Basin 74.63 CN = 1,000 /(S + 10)

Stage Storage

Stage - Area (Ac.)

Elevation Range Area 10.50 11.49 11.50 12.50 13.40 14.40 14.80 15.60 18.00

Lake 10.5 13.4 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00

Prop. Dry Detention Bottom 11.5 13.4 0.69 0.00 0.00 0.69 0.69 0.69 0.69 0.69 0.69 0.69

Open Space* 13.6 13.4 3.46 0.00 0.00 0.00 0.00 0.00 3.46 3.46 3.46 3.46

Roadway 13.6 14.6 4.53 0.00 0.00 0.00 0.00 0.00 3.49 4.53 4.53 4.53

Lake Bank 10.5 13.4 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00

Prop. Dry Detention Bank 11.5 13.4 0.58 0.00 0.00 0.00 0.31 0.58 0.58 0.58 0.58 0.58

Berm Construction 14.2 18.0 0.45 0.00 0.00 0.00 0.00 0.00 0.02 0.07 0.17 0.45

9.71 0.00 0.00 0.69 1.00 1.27 8.24 9.33 9.43 9.71

Elevation Range Area 10.50 11.49 11.50 12.50 13.40 14.40 14.80 15.60 18.00

Lake 10.5 13.4 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00

Prop. Dry Detention Bottom 11.5 13.4 0.69 0.00 0.00 0.00 0.69 1.31 2.00 2.28 2.83 4.49

Open Space* 13.6 13.4 3.46 0.00 0.00 0.00 0.00 0.00 3.06 4.45 7.21 15.52

Roadway 13.6 14.6 4.53 0.00 0.00 0.00 0.00 0.00 1.34 3.04 6.66 17.53

Lake Bank 10.5 13.4 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00

Prop. Dry Detention Bank 11.5 13.4 0.58 0.00 0.00 0.00 0.15 0.55 1.13 1.36 1.83 3.22

Berm Construction 14.2 18.0 0.45 0.00 0.00 0.00 0.00 0.00 0.00 0.02 0.12 0.86

9.71 0.00 0.00 0.00 0.84 1.86 7.54 11.14 18.65 41.61

K:\2019\190062.00.01 Veteran's Memorial Extension - Phase 2\016 Master Drainage Infrastructure Plan\Calculations\ERP Calcs\ 2025-05-05 Water Management Calcs Phase 2 - East of RR (rev 8) jjs 8 of 11

PHASE 2 SUB-BASIN 1-LE CALCULATIONS

Open Space* 13.63 13.40 13.52 0.58 7.84

Roadway 13.63 14.63 14.13 0.00 0.00

Lake Bank 10.50 13.40 11.95 0.74 8.84

Prop. Dry Detention Bank 11.50 13.40 12.45 0.00 0.00

Berm Construction 14.20 18.00 16.10 0.48 7.73

1.80 24.41

Avg Site Grade = 13.56

Soil Storage

Sub-Basin Area 6.03

Pervious Area 1.80

Average Site Grade (ft) 13.56

Control Elevation (ft) 10.5

Average Depth to Water Table (ft) 3.06

Soil Compaction Factor (i.e. 25%) 25%

Developed Storage Available (in) 5.18 From SFWMD; Basis for Review, Volume IV

Available Soil Storage 0.78 (Developed Storage Available) x (Pervious Area)/(12 inches/ft)

Site-Wide Soil Storage (S) 1.54 (Available Soil Storage/Site Area) x (12 inches/ft)

CN for Sub-Basin 86.62 CN = 1,000 /(S + 10)

Stage Storage

Stage - Area (Ac.)

Elevation Range Area 10.50 11.49 11.50 12.50 13.40 14.40 14.80 15.60 18.00

Lake 10.5 13.4 4.23 4.23 4.23 4.23 4.23 4.23 4.23 4.23 4.23 4.23

Prop. Dry Detention Bottom 11.5 13.4 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00

Open Space* 13.6 13.4 0.58 0.00 0.00 0.00 0.00 0.00 0.58 0.58 0.58 0.58

Roadway 13.6 14.6 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00

Lake Bank 10.5 13.4 0.74 0.00 0.25 0.26 0.51 0.74 0.74 0.74 0.74 0.74

Prop. Dry Detention Bank 11.5 13.4 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00

Berm Construction 14.2 18.0 0.48 0.00 0.00 0.00 0.00 0.00 0.03 0.08 0.18 0.48

6.03 4.23 4.48 4.49 4.74 4.97 5.58 5.63 5.73 6.03

Elevation Range Area 10.50 11.49 11.50 12.50 13.40 14.40 14.80 15.60 18.00

Lake 10.5 13.4 4.23 0.00 4.19 4.23 8.46 12.27 16.50 18.19 21.57 31.73

Prop. Dry Detention Bottom 11.5 13.4 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00

Open Space* 13.6 13.4 0.58 0.00 0.00 0.00 0.00 0.00 0.51 0.75 1.21 2.60

Roadway 13.6 14.6 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00

Lake Bank 10.5 13.4 0.74 0.00 0.13 0.13 0.51 1.07 1.81 2.11 2.70 4.48

Prop. Dry Detention Bank 11.5 13.4 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00

Berm Construction 14.2 18.0 0.48 0.00 0.00 0.00 0.00 0.00 0.00 0.02 0.12 0.91

6.03 0.00 4.31 4.36 8.97 13.34 18.83 21.07 25.61 39.72

COMBINED BASIN CALCULATIONS

*Does Not Include Building Area Avg Site Grade =

Soil Storage

705.23

14.25

Sub-Basin Area 49.49

Pervious Area 25.90

Average Site Grade (ft) 14.25

Control Elevation (ft) 10.5

Average Depth to Water Table (ft) 3.75

Soil Compaction Factor (i.e. 25%) 25%

Developed Storage Available (in) 7.49 From SFWMD; Basis for Review, Volume IV

Available Soil Storage 16.17 (Developed Storage Available) x (Pervious Area)/(12 inches/ft)

Site-Wide Soil Storage (S) 3.92 (Available Soil Storage/Site Area) x (12 inches/ft)

CN for Sub-Basin 71.84 CN = 1,000 /(S + 10)

Stage Storage

Stage - Area (Ac.)

Elevation Range Area 10.50 11.50 11.77 12.50 14.40 14.80 15.60

Sub-Basin 4 11.5 18.0 9.05 0.00 1.43 1.55 1.89 2.68 3.75 6.04

Sub-Basin 3 11.5 18.0 23.29 0.00 3.80 4.11 5.86 15.49 17.60 20.97

Sub-Basin 2 13.6 18.0 1.41 0.00 0.00 0.00 0.00 1.18 1.21 1.26

Sub-Basin 1-DE 11.5 18.0 9.71 0.00 0.69 0.77 1.00 8.24 9.33 9.43

Sub-Basin 1-LE 10.5 18.0 6.03 4.23 4.49 4.55 4.74 5.58 5.63 5.73

49.49 4.23 10.41 10.99 13.48 33.17 37.51 43.42

Elevation Range Area 10.50 11.50 11.77 12.50 14.40 14.80 15.60

Sub-Basin 4 11.5 18.0 9.05 0.00 0.00 0.40 1.66 6.05 7.37 10.92

Sub-Basin 3 11.5 18.0 23.29 0.00 0.00 1.07 4.38 19.06 25.96 40.19

Sub-Basin 2 13.6 18.0 1.41 0.00 0.00 0.00 0.00 0.50 0.98 1.96

Sub-Basin 1-DE 11.5 18.0 9.71 0.00 0.00 0.20 0.84 7.54 11.14 18.65

Sub-Basin 1-LE 10.5 18.0 6.03 4.23 4.49 4.55 4.74 5.58 5.63 5.73

49.49 4.23 4.49 6.22 11.62 38.73 51.08 77.45

Sub-Basin 4 11.5 18.0 15.1 9.05 136.40

Sub-Basin 3 11.5 18.0 14.3 23.29 332.03

Sub-Basin 2 13.6 18.0 14.3 1.41 20.21

Sub-Basin 1-DE 11.5 18.0 13.9 9.71 134.82

Sub-Basin 1-LE 10.5 18.0 13.6 6.03 81.77

49.49

Bleeder Orifice Sizing

Q = 4.8 A H^1/2

Circular A = π*(h/2)2

Assuming h = 6.0 inch

H (ft) 1.02 A (sq-ft) 0.20

Q (cfs) = 0.95

Water Quality Calculations

Total

Phase 1Sub-Basin 4 9.05 Control Elevation: 10.5 ft NAVD

Phase 1Sub-Basin 3 23.29

Phase 1Sub-Basin 2 3.17 Allowable Discharge Rate: 0.12 cfs/ac

Phase 2Sub-Basin 1-DE 9.71 Basin Total Area: 49.49 ac

Phase 2Sub-Basin 1-LE 4.27 Allowable Discharge: 5.94 cfs

TOTAL AREA = 49.49

ON-SITE

Project Area for Water Quality 49.49 Ac

Water Quality:

1. First Inch of Runoff Criteria

1.0in x 1ft/12in x Area (ac) = Volume (ac-ft)

1.0in x 1ft/12in x 49.49 = Volume (ac-ft) 4.12 ac-ft

2. Percent Impervious Criteria

a) Site Area = Project Area - (Lake + Roof)

Site Area =

Site Area =

49.49

45.26

- 4.23 ac

b) Imp. Area= Site Area - Pervious Area

Imp. Area=

Imp. Area=

45.26

19.36

- 25.90 ac

c) Vol. Stor. Req'd= 2.5 in. * (1ft/12in.)*(Imp. Area/Site Area)*(Project Area -Lake)

Vol. Stor. Req'd= 2.5 in. * (1ft/12in.) * 0.43 * 45.26

Vol. Stor. Req'd = 4.03 ac-ft

Therefore Calculation # 1 Controls and a water quality volume of 4.12 ac-ft

TOTAL WATER QUALITY VOLUME

On-Site Water Quality Volume Required = 4.12 ac-ft

Sub-total 4.12 ac-ft + 50% Additional Storage 2.06 ac-ft

Total Water Quaility Volume Required 6.18 ac-ft

Total Water Quaility Volume to be Provided 6.22 ac-ft

Water Quality Storage occurs at Elevation

See Combined Basin Calc's for WQ Storage elevation calculation ft NAVD

Bleeder Calculations:

1/2 in x 1ft/12in x [(Area - Lake) (ac)] = Volume (ac-ft)

Discharge Volume 1.89 ac-ft per 24 hr

1.87 ac-ft from hour 176 to hour 200

Volume (ac-ft) x 1 day/24hours x 1hr/60min x 1min/60sec = Discharge (cfs)

Discharge Rate (Q)

0.95 cfs

11.77

Elevation

Lake & Detention

Area (ac)

Volume

(ac-ft)

Top of Bank 13.4 13.73 28.04

Min. Dry Detention Bottom 11.5 9.72 4.36

Control Elevation 10.5 4.23 0.00

Flood Plain Management Calculations

FLOOD HAZARD INFORMATION

THE INFORMATION DEPICTED ON THIS MAP AND SUPPORTING

DOCUMENTATION ARE ALSO AVAILABLE IN DIGITAL FORMAT AT

HTTPS://MSC.FEMA.GOV

Without Base Bood Elevation (BFE}

With BFE or Depth zone c, o, H, v6, 9

NOTES TO USERS

SCALE

N 1 iach - 500 feet 16,000 feet meters

NATIONAL FLOOD INSURANCE PROGRAM

FLOOD INSURANCE RATE MAP

COLLIER COUNTY,

FLORIDA

and incorporated Areas rA#zr 191 or 1225

SPECIAL FLOOD

OMERAREASOF

FLOODHAZARD

ONER

AREAS

0nER

FEATURES

. t@ 6@ Regulatory Floodway

0.2% Annual Chance Nood Hazard, Areas of 1°Z annual chance flood with average depth less than one foot or with drainage areas of less than one square mile zone x Future Conditions 1°é Annual Chance Nood Hazard zo»e x

Area with Reduced Flood Risk due to Levee See Notes. zone x

Area with Flood Risk due to Levee zone o

Area of Minimal Flood Hazard zone x

Area of Undetemined Flood Hazard zone a

- -------------- Channel, Calvert, or Storm Sewer

' ' ' Levee, Dike, or Floodwall

Cross Sections with JS Annual Chance

Water Surface Elevation

%— o’as!t! tt'se*t Baseline

—- Profile Baseline Hydrographic Feature

— els— Base Flood Elevation Line (BFE}

Limit of Study

Jurisdiction Boundary

+ Limit of Moderate Wave Action (Li IWA)

PANEL LOCATOR

C0MMU8ITY

VERSION NUMBER

2.5.3.5

12021C0191J

FEBRUARY 8, 2024

Basin 1

East of Railroad

Project Veterans Memorial Phase 2A

Proj. #: 190062.00.01

Calculated By: NDG Date: 10‐Jun‐24

Checked By: LAS Date: 10‐Jun‐24

State of Florida Business Certificate No. EB‐0007663

Veterans Memorial Phase 2A ‐ East of Railroad Floodplain Compensation Importer/Exporter Calculations

See SFWMD ERP Information Manual ‐ Design Aids V‐1 to 7

A. PRE DEVELOPMENT

1. Site Pre‐Development 100‐year 3‐day Storm Runoff Volume Calculation

Assumptions:

‐ CN number is based on soil storage in SFWMD Information Manual Design Aids Appendix F‐1 for Coastal Uncompressed as a function of depth to water table

‐ The Collier County FEMA flood insurance study last completed in 2012, was used to establish flood elevations for the 2012 FIRM Maps.

According to the study, LIDAR topographic data was utilized to establish existing ground elevations for modeling purposes.

The 100 year 3 day rainfall amount is equal to: 15 inches See SFWMD ERP Information Manual Development area (Only disturbed project area): 9.70 acres Vol II, Appendix A‐18

= (Sub‐Basin 1‐DE + Sub‐basin 1‐LE (Lake Expansion only)) ‐ Zone X

= (9.71 + 3.99) ‐ 4.00 acres

Curve Number (CN) = 80 Avg Existing Ground Elev (Topo) = 10.50 NAVD

Storage Capacity of soil (S)= 1000

CN

(S) = 2.50

‐ 10 Control Elevation = 10.50 NAVD

Calculate the total runoff (Q) in inches resulting from the rainfall (P)

(Q) = (P‐0.2S)2

(P+0.8S)

(Q) = 12.37 inches

Calculate the total runoff volume produced

Total Runoff Volume = Development Area x Q =

2. Site Pre‐Development Storage Available to the basin during the 100‐yr flood

The amount of runoff volume that can be stored on site was calculated:

From Avg Exist Ground Elev= 10.50 NAVD Based on Topographic Data

To Floodplain Elevation = 11.00 NAVD Average per FIRM Map Number: 12021C0191J February 8, 2024

Volume between existing ground elevation or control elevation, whichever is higher and the 100 year floodplain elevation

Avg Existing Ground Elevation

Volume = 7,824 c.y. =

3. Difference between items A1 & A2 above

(Site Predevelopment Total Runoff Volume) ‐ ( Site Predevelopment Storage Volume Provided)

Difference = 10.00 ‐ 4.85 =

B. Exporter or Importer The site is considered an EXPORTER (Positive A3)

RWA, Inc.

6610 Willow Park Drive, Ste 200

Naples, Florida 34109

Phone: (239) 597-0575

Fax: (239) 597-0578

5.15 ac‐ft

4.85 ac‐ft

10.00 ac‐ft

21.03 ac‐ft

Project Veterans Memorial Phase 2A

Proj. #: 190062.00.01

Calculated By: NDG Date: 10‐Jun‐24

Checked By: LAS Date: 10‐Jun‐24

Veterans Memorial Phase 2A ‐ East of Railroad

Floodplain Compensation Importer/Exporter Calculations

See SFWMD ERP Information Manual ‐ Design Aids V‐1 to 7

C. POST DEVELOPMENT

1. Site Post‐Development 100‐year 3‐day Storm Runoff Volume Calculation

Assumptions:

CN number is based on soil type D with cover type as Woods/Grass combination in poor condition of the site.

The 100 year 3 day rainfall amount is equal to: 15 inches See SFWMD ERP Information Manual Development area (Only disturbed project area): 9.70 acres Vol II, Appendix A‐18

Curve Number (CN) = 76.27 See "CN for Sub‐Basin" under "Soil

Storage Capacity of soil (S)= 1000 ‐ 10 Storage" on the "Combined Calculations"

CN worksheet

(S) = 3.11

Calculate the total runoff (Q) in inches resulting from the rainfall (P)

(Q) = (P‐0.2S)2

(P+0.8S)

(Q) = 11.82 inches

Calculate the total runoff volume produced

Total Runoff Volume = Development Area x Q =

2. Site Post‐Development Storage Available to the basin during the 100‐yr flood

100yr 3day rainfall runoff volume retained (peak stage/berm elevation 13.4)

Volume = 33,928 c.y. =

From WM Calcs @ 13.4 ft

3. Difference between items A1 & A2 above

(Site Post‐development Total Runoff Volume) ‐ ( Site Post‐development Storage Volume Provided)

Difference = 9.55 ‐ 21.03 =

4. Difference between (PRE VS POST) exports pre post Post Additional Storage Difference = 5.15 ‐ ‐11.48 = 16.62

‐11.48 ac‐ft

9.55 ac‐ft

Nutrient Loading Analysis

Project Veterans Memorial Blvd Phase 2A Proj. #: 190062.00.01 Task: 0016

Calculated By: NDG Date: 13-Jun-24 Checked By: LAS Date: 13-Jun-24

Veterans Memorial Blvd Phase 2A

SOUTH FLORIDA WATER MANAGEMENT DISTRICT

PRE- VS. POST-DEVELOPMENT NUTRIENT LOADING ANALYSIS

CONTENTS

1. DESIGN ASSUMPTIONS

2. ON-SITE IMPERVIOUS/PERVIOUS CALCULATIONS

3. PRE-DEVELOPMENT UNTREATED LOADING

4. POST-DEVELOPMENT UNTREATED LOADING

5. BMP TRAINS COMPLETE REPORT

PRE- VS. POST-DEVELOPMENT NUTRIENT LOADIN

ANALYSIS

DESIGN ASSUMPTIONS

1. THIS NUTRIENT LOADING ANALYSIS IS BASED ON METHODS PRESENTED IN "ERP STORMWATER QUALITY APPLICANTS

HANDBOOK", 2010, WITH BMP TRAINS 5.3.2.

2. ALL PAVEMENT IS CALCULATED AS DIRECTLY CONNECTED, IMPERVIOUS AREAS, DCIA.

3. THE PRE-DEVELOPMENT PHASE 1 BASIN 1D SITE IS BEST CHARACTERIZED AS HIGHWAY IN GOOD HYDROLOGICAL

CONDITION.

4. THIS PROJECT WILL PROVIDE WATER QUALITY TREATMENT IN THE FORM OF THREE (3) WET DETENTION LAKES.

5. SURFACE WATER MANAGEMENT SYSTEM INCLUDES INLETS AND STORM SEWERS TO INTERCEPT RUN-OFF AND

DIRECT IT TO THE LAKES.

Impervious/Pervious Calculations

PHASE 1 BASIN 1D PHASE 2 BASIN 1U

(Phase 1 Sub-Basin 2, 3, & 4)

(Existing Highway)

(Phase 2 Sub-Basin 1-LE & 1-DE)

(Existing Undeveloped) Existing Basin Total

Total Building Total Pavement Total Sidewalk & Impervious Lake Area Total Open Space/Pervious

0.00 0%

12.30 43%

2.38 8%

0.00 0%

13.95 49%

0.00 0%

0.00 0%

0.00 0%

1.23 8%

14.51 92%

5.34 6%

20.95 24%

3.04 3%

2.89 3%

56.51 64%

Total Sub-Basin Area (Ac) 28.63 15.74 88.73 100%

Post-Development (Proposed Conditions)

PHASE 1 BASIN 1D PHASE 2 BASIN 1U

(Phase 1 Sub-Basin 2, 3, & 4)

(Existing Highway)

(Phase 2 Sub-Basin 1-LE & 1-DE)

(Proposed Highway) Proposed Basin Total

Total Building Total Pavement Total Sidewalk & Impervious Lake Area @ Control Total Open Space/Pervious

0.00 0%

12.30 43%

2.38 8%

0.00 0%

13.95 49%

0.00 0%

3.61 23%

0.93 6%

4.23 27%

6.97 44%

5.34 6%

30.91 35%

5.38 6%

11.91 13%

35.19 40%

Total Sub-Basin Area (Ac) 28.63 15.74 88.73 100%

Notes:

* Phase 2 Sub-Basin 3A & 3B areas based on existing values for Mercedes Benz per SFWMD ERP Permit No. 11-03669-P, Application No. 141112-2.

** Phase 2 Sub-Basin 5 areas based on existing values for Triangle Parcel per SFWMD ERP Permit No. 11-02353-P, Application No. 031219-10.

Pre-Development (Existing Conditions)

ACRES

PHASE 1 BASIN 1D

PRE- VS. POST-DEVELOPMENT

PRE-DEVELOPMENT UNTREATED LOADING

PRE-DEVELOPMENT SITE CHARACTERISTICS:

LAND USE

LAND USE CATEGORY AREA CONDITION HYDROLOGIC SOIL

GROUP

PHASE 1 BASIN 1D

HIGHWAY 28.63 GOOD C/D

PHASE 2 BASIN 1U

UNDEVELOPED 15.74 GOOD B/D

PHASE 2 BASIN 2U

UNDEVELOPED 17.06 GOOD B/D

PHASE 2 BASIN 3U

UNDEVELOPED 4.75 GOOD A/D

PHASE 2 BASIN 3D

LOW INTENSITY COMMERCIAL 22.55 GOOD A/D

TOTAL 44.37

IMPERVIOUS % & DIRECTLY CONNECTED IMPERVIOUS %

BASIN # LAND USE AREA PERVIOUS BUILDING

AREA

IMPERVIOUS UPLAND LAKE AREA UPLAND NON-

DCIA %

UPLAND DCIA %

PAVEMENT ONLY (PERVIOUS +

BUILDING +

IMPERVIOUS

(EXCLUDES LAKE

AREAS, ASSUME

100% BLDG)

(100% Pavement

DCIA)

PHASE 1 BASIN 1D

HIGHWAY 28.63 13.95 0.00 12.30 26.25 0.00 0% 47%

PHASE 2 BASIN 1U

UNDEVELOPED 15.74 14.51 0.00 0.00 14.51 1.23 0% 0%

PHASE 2 BASIN 2U

UNDEVELOPED 17.06 17.06 0.00 0.00 17.06 0.00 0% 0%

PHASE 2 BASIN 3U

UNDEVELOPED 4.75 4.75 0.00 0.00 4.75 0.00 0% 0%

PHASE 2 BASIN 3D

LOW INTENSITY COMMERCIAL 22.55 6.24 5.34 8.65 20.23 1.66 26% 43%

CURVE NUMBER & RUNOFF COEFFICIENT, C

PHASE 1

BASIN 1D

PHASE 2

BASIN 1U

PHASE 2

BASIN 2U

PHASE 2

BASIN 3U

PHASE 2

BASIN 3D

Sub-Basin Area (Excludes Lake) 28.63 14.51 17.06 4.75 20.89

Pervious Area 13.95 14.51 17.06 4.75 6.24

Average Site Grade (ft NAVD) 13.4 11.5 9.5 9.5 12.4

Control Elevation (ft NAVD) 10.5 10.5 8.5 8.5 8.5

Average Depth to Water Table (ft) 2.90 1.00 1.00 1.00 3.90

Soil Compaction Factor (i.e. 25%) 25% 25% 25% 25% 25%

Developed Storage Available (in) 4.64 0.45 0.45 0.45 7.90

Available Soil Storage 5.39 0.54 0.64 0.18 4.11

Site-Wide Soil Storage (S) 2.26 0.45 0.45 0.45 2.36

CN for Sub-Basin* 81.6 95.7 95.7 95.7 80.9

BASIN UPLANDS NON-DCIA

PERVIOUS

COMPOSITE

NON-DCIA

CURVE

DCIA %

NUMBER *From SFWMD; Basis for Review, Volume IV

(Developed Storage Available) x (Pervious Area)/(12 inches/ft)

(Available Soil Storage/Site Area) x (12 inches/ft)

26.25 0% 53% 81.6 47% CN = 1,000 /(S + 10)

14.51 0% 100% 95.7 0%

17.06 0% 100% 95.7 0%

4.75 0% 100% 95.7 0%

20.23 26% 31% 80.9 43%

PHASE 2 BASIN 1U

PHASE 2 BASIN 2U

PHASE 2 BASIN 3U

POST-DEVELOPMENT UNTREATED LOADING

POST-DEVELOPMENT SITE CHARACTERISTICS:

LAND USE

LAND USE CATEGORY

AREA CONDITION HYDROLOGIC

SOIL GROUP

PHASE 1 BASIN 1D

HIGHWAY 28.63 GOOD C/D

PHASE 2 BASIN 1U

HIGHWAY 15.74 GOOD B/D

PHASE 2 BASIN 2U

HIGHWAY 17.06 GOOD B/D

PHASE 2 BASIN 3U

HIGHWAY 4.75 GOOD A/D

PHASE 2 BASIN 3D

LOW INTENSITY COMMERCIAL 22.55 GOOD A/D

Total 44.37

IMPERVIOUS % & DIRECTLY CONNECTED IMPERVIOUS %

BASIN # LAND USE AREA PERVIOUS BUILDING AREA IMPERVIOUS UPLAND LAKE AREA UPLAND NON-

DCIA %

UPLAND DCIA %

PAVEMENT ONLY (PERVIOUS +

BUILDING +

IMPERVIOUS

(EXCLUDES LAKE

AREAS, ASSUME

100% BLDG)

(100%

Pavement DCIA)

PHASE 1 BASIN 1D

HIGHWAY 28.63 13.95 0.00 12.30 26.25 0.00 0% 47%

PHASE 2 BASIN 1U

HIGHWAY 15.74 6.97 0.00 3.61 10.58 4.23 0% 34%

PHASE 2 BASIN 2U

HIGHWAY 17.06 7.52 0.00 3.74 11.26 4.89 0% 33%

PHASE 2 BASIN 3U

HIGHWAY 4.75 1.64 0.00 2.61 4.25 0.00 0% 61%

LOW INTENSITY COMMERCIAL 22.55 5.11 5.34 8.65 19.10 2.79 28% 45%

CURVE NUMBER & RUNOFF COEFFICIENT, C

PHASE 1

BASIN 1D

PHASE 2

BASIN 1U

Sub-Basin Area (Excludes Lake) 28.63 11.51

Pervious Area 13.95 6.97

Average Site Grade (ft NAVD) 13.40 13.40

Control Elevation (ft NAVD) 10.5 10.5

Average Depth to Water Table (ft) 2.90 2.90

Soil Compaction Factor (i.e. 25%) 25% 25%

Developed Storage Available (in) 4.64 4.64

Available Soil Storage 5.39 2.70

Site-Wide Soil Storage (S) 2.26 2.81

CN for Sub-Basin* 81.6 78.1

BASIN UPLANDS NON-DCIA

PERVIOUS % COMPOSITE NON-

DCIA CURVE

DCIA %

NUMBER *From SFWMD; Basis for Review, Volume IV

ACRES (Developed Storage Available) x (Pervious Area)/(12 inches/ft)

PHASE 1 BASIN 1D (Available Soil Storage/Site Area) x (12 inches/ft)

26.25 0% 53% 81.6 47% CN = 1,000 /(S + 10)

PHASE 2 BASIN 1U

10.58 0% 66% 78.1 34%

PHASE 2 BASIN 2U

11.26 0% 67% 74.0 33%

PHASE 2 BASIN 3U

4.25 0% 39% 83.6 61%

19.10 28% 27% 83.0 45%

EXISTING LAKE 1 VOLUME CALCULATIONS

LAKE NUMBER Ex. 1 (PHASE 2 BASIN 1U)

Control Elevation Slope Break Toe of Slope

AREA AVERAGE DEPTH VOLUME

AREA AT CONTROL ELEVATION 1.23 ACRES

AREA AT SLOPE BREAK POINT (6:1) 0.40 ACRES

(CONTROL ELEVATION - 10 FT.)

AREA AT LAKE BOTTOM (2:1) 0.09 ACRES

(CONTROL ELEVATION - 20 FT.

PERMANENT POOL VOLUME, PPV =

0.82 ACRES x 10.0 FEET = 8.2 ACRE-FT

0.25 ACRES x 10.0 FEET = 2.5 ACRE-FT

LAKE MEAN DEPTH (FT) 8.6 FEET

ELEVATION (ft NAVD) AREA

10.50 0.50 -9.50

1.23 0.40 0.09

10.6 ACRE-FT

PROPOSED LAKE 1 VOLUME CALCULATIONS

LAKE NUMBER 1 (PHASE 2 BASIN 1U)

Control Elevation Slope Break Toe of Slope

AREA AVERAGE DEPTH VOLUME

AREA AT CONTROL ELEVATION 4.23 ACRES

AREA AT SLOPE BREAK POINT (6:1) 1.83 ACRES

(CONTROL ELEVATION - 10 FT.)

AREA AT LAKE BOTTOM (2:1) 0.72 ACRES

(CONTROL ELEVATION - 20 FT.

PERMANENT POOL VOLUME, PPV =

3.03 ACRES x 10.0 FEET = 30.3 ACRE-FT

1.28 ACRES x 10.0 FEET = 12.8 ACRE-FT

LAKE MEAN DEPTH (FT) 10.2 FEET

ELEVATION (ft NAVD) AREA

10.50 0.50 -9.50

4.23 1.83 0.72

43.1 ACRE-FT

Complete Report (not including cost) Ver 4.3.5 Project: Veterans Memorial Boulevard - Phase 2A Date: 7/16/2026 11:49:17 AM

Site and Catchment Information

Analysis: Specified Removal Efficiency

Catchment Name Phase 1 Basin 1D Phase 2 Basin 1U Rainfall Zone Florida Zone 4 Florida Zone 4 Annual Mean Rainfall 53.00 53.00

Pre-Condition Landuse Information Landuse User Defined Values Undeveloped - Wet Flatwoods: TN=1.213

TP=0.021

Area (acres) 28.63 15.74 Rational Coefficient (0-1) 0.46 0.47 Non DCIA Curve Number 81.60 95.70 DCIA Percent (0-100) 47.00 0.00 Nitrogen EMC (mg/l) 1.250 1.213 Phosphorus EMC (mg/l) 0.173 0.021 Runoff Volume (ac-ft/yr) 58.711 32.857 Groundwater N (kg/yr) 0.000 0.000 Groundwater P (kg/yr) 0.000 0.000 Nitrogen Loading (kg/yr) 90.488 49.141 Phosphorus Loading (kg/yr) 12.524 0.851

Post-Condition Landuse Information Landuse User Defined Values User Defined Values Area (acres) 28.63 15.74 Rational Coefficient (0-1) 0.46 0.36 Non DCIA Curve Number 81.60 78.10 DCIA Percent (0-100) 47.00 34.00 Wet Pond Area (ac) 0.00 4.23 Nitrogen EMC (mg/l) 1.250 1.250 Phosphorus EMC (mg/l) 0.173 0.173 Runoff Volume (ac-ft/yr) 58.711 18.133 Groundwater N (kg/yr) 0.000 0.000 Groundwater P (kg/yr) 0.000 0.000

7/16/2026about:blank

Catchment Number: 1 Name: Phase 1 Basin 1D Project: Veterans Memorial Boulevard - Phase 2A Date: 7/16/2026

None Design

Watershed Characteristics

Surface Water Discharge

Media Mix Information

Groundwater Discharge (Stand-Alone)

Load Diagram for None (stand-alone)

Nitrogen Loading (kg/yr) 90.488 27.947 Phosphorus Loading (kg/yr) 12.524 3.868

Catchment Area (acres) 28.63 Contributing Area (acres) 28.630 Non-DCIA Curve Number 81.60 DCIA Percent 47.00 Rainfall Zone Florida Zone 4 Rainfall (in) 53.00

Required TN Treatment Efficiency (%) Provided TN Treatment Efficiency (%) Required TP Treatment Efficiency (%) Provided TP Treatment Efficiency (%)

Type of Media Mix Not Specified Media N Reduction (%) 0.000 Media P Reduction (%) 0.000

Treatment Rate (MG/yr) 0.000 TN Mass Load (kg/yr) 0.000 TN Concentration (mg/L) 0.000 TP Mass Load (kg/yr) 0.000 TP Concentration (mg/L) 0.000

Load Diagram for None ( As Used In Routing)

Catchment Number: 2 Name: Phase 2 Basin 1U Project: Veterans Memorial Boulevard - Phase 2A Date: 7/16/2026

Wet Detention with Littoral Shelf Design

Watershed Characteristics

Surface Water Discharge

Load N: 90.49 kg/yr P: 12.52 kg/yr

Treatment N: % P: %

Surface Discharge N: 90.49 kg/yr P: 12.52 kg/yr

Mass Reduction N: 0.00 kg/yr P: 0.00 kg/yr

Upstream Nodes None

Load N: 90.49 kg/yr P: 12.52 kg/yr Q: 58.71 ac-ft

Treatment N: 0.0 % P: 0.0 %

Mass Discharged N: 90.49 kg/yr P: 12.52 kg/yr Q: 58.71 ac-ft

Mass Removed N: 0.00 kg/yr P: 0.00 kg/yr

Permanent Pool Volume (ac-ft) 43.100 Permanent Pool Volume (ac-ft) for 31 days residence 1.540 Annual Residence Time (days) 868 Littoral Zone Efficiency Credit 10 Wetland Efficiency Credit

Catchment Area (acres) 15.74 Contributing Area (acres) 11.510 Non-DCIA Curve Number 78.10 DCIA Percent 34.00 Rainfall Zone Florida Zone 4 Rainfall (in) 53.00

Media Mix Information

Groundwater Discharge (Stand-Alone)

Load Diagram for Wet Detention with Littoral Shelf (stand-alone)

Load Diagram for Wet Detention ( As Used In Routing)

Required TN Treatment Efficiency (%) Provided TN Treatment Efficiency (%) 49 Required TP Treatment Efficiency (%) Provided TP Treatment Efficiency (%) 94

Type of Media Mix Not Specified Media N Reduction (%) Media P Reduction (%)

Treatment Rate (MG/yr) 0.000 TN Mass Load (kg/yr) 0.000 TN Concentration (mg/L) 0.000 TP Mass Load (kg/yr) 0.000 TP Concentration (mg/L) 0.000

Load N: 27.95 kg/yr P: 3.87 kg/yr

Treatment N: 49 % P: 94 %

Surface Discharge N: 14.20 kg/yr P: 0.24 kg/yr

Mass Reduction N: 13.74 kg/yr P: 3.62 kg/yr

Upstream Nodes None

Load N: 27.95 kg/yr P: 3.87 kg/yr Q: 18.13 ac-ft

Treatment N: 49.2 % P: 93.7 %

Mass Discharged N: 14.20 kg/yr P: 0.24 kg/yr Q: 18.13 ac-ft

Summary Treatment Report Version: 4.3.5

Total nitrogen target removal met? Yes Total phosphorus target removal met? Yes

Summary Report Nitrogen

Phosphorus

Mass Removed N: 13.74 kg/yr P: 3.62 kg/yr

Project: Veterans Memorial Boulevard - Phase 2A

Analysis Type: Specified Removal Efficiency BMP Types:

Catchment 1 - (Phase 1 Basin 1D) None Catchment 2 - (Phase 2 Basin 1U) Wet Detention with Littoral Shelf Based on % removal values to the nearest percent

Date:7/16/2026

Routing Summary Catchment 1 Routed to Outlet Catchment 2 Routed to Outlet

Surface Water Discharge Total N pre load 139.63 kg/yr Total N post load 118.43 kg/yr Target N load reduction % Target N discharge load 118.43 kg/yr Percent N load reduction 12 % Provided N discharge load 104.69 kg/yr 230.84 lb/yr Provided N load removed 13.74 kg/yr 30.3 lb/yr

Surface Water Discharge Total P pre load 13.374 kg/yr Total P post load 16.391 kg/yr Target P load reduction % Target P discharge load 16.391 kg/yr Percent P load reduction 22 %

Provided P discharge load 12.768 kg/yr 28.15 lb/yr Provided P load removed 3.624 kg/yr 7.991 lb/yr

SECTION III

Input Data for ICPR Modeling

PHASE-2A

Basin 1

East of Railroad

Veteran's Phase 2 - East of Railroad (Phase 1) - Detention in Median 1

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Background Image: Nodal Layout

Veteran's Phase 2A - East of Railroad (Phase 1) - Detention in Median

Veteran's Phase 2 - East of Railroad (Phase 1) - Detention in Median 2

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Simple Basin: Sub-Basin 1-DE Scenario: Scenario 1

Node: Sub-Basin 1-DE Hydrograph Method: NRCS Unit Hydrograph Infiltration Method: Curve Number

Time of Concentration: 10.0000 min Max Allowable Q: 0.00 cfs

Time Shift: 0.0000 hr Unit Hydrograph: UH256

Peaking Factor: 256.0 Area: 9.7100 ac

Curve Number: 74.6 Ia/S: 0.00

% Impervious: 0.00

% DCIA: 0.00

% Direct: 0.00 Rainfall Name: ~SFWMD-72

Comment:

Veteran's Phase 2 - East of Railroad (Phase 1) - Detention in Median 3

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Simple Basin: Sub-Basin 1-LE Scenario: Scenario 1

Node: Sub-Basin 1-LE Hydrograph Method: NRCS Unit Hydrograph Infiltration Method: Curve Number

Time of Concentration: 10.0000 min Max Allowable Q: 0.00 cfs

Time Shift: 0.0000 hr Unit Hydrograph: UH256

Peaking Factor: 256.0 Area: 6.0300 ac

Curve Number: 86.6 Ia/S: 0.00

% Impervious: 0.00

% DCIA: 0.00

% Direct: 0.00 Rainfall Name: ~SFWMD-72

Veteran's Phase 2 - East of Railroad (Phase 1) - Detention in Median 4

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Simple Basin: Sub-Basin 2 Scenario: Scenario 1

Node: Sub-Basin 2 Hydrograph Method: NRCS Unit Hydrograph Infiltration Method: Curve Number

Time of Concentration: 10.0000 min Max Allowable Q: 0.00 cfs

Time Shift: 0.0000 hr Unit Hydrograph: UH256

Peaking Factor: 256.0 Area: 1.4100 ac

Curve Number: 71.1 Ia/S: 0.00

% Impervious: 0.00

% DCIA: 0.00

% Direct: 0.00 Rainfall Name: ~SFWMD-72

Veteran's Phase 2 - East of Railroad (Phase 1) - Detention in Median 5

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Simple Basin: Sub-Basin 3 Scenario: Scenario 1

Node: Sub-Basin 3 Hydrograph Method: NRCS Unit Hydrograph Infiltration Method: Curve Number

Time of Concentration: 10.0000 min Max Allowable Q: 0.00 cfs

Time Shift: 0.0000 hr Unit Hydrograph: UH256

Peaking Factor: 256.0 Area: 23.2900 ac

Curve Number: 69.3 Ia/S: 0.00

% Impervious: 0.00

% DCIA: 0.00

% Direct: 0.00 Rainfall Name: ~SFWMD-72

Veteran's Phase 2 - East of Railroad (Phase 1) - Detention in Median 6

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Simple Basin: Sub-Basin 4 Scenario: Scenario 1

Node: Sub-Basin 4 Hydrograph Method: NRCS Unit Hydrograph Infiltration Method: Curve Number

Time of Concentration: 10.0000 min Max Allowable Q: 0.00 cfs

Time Shift: 0.0000 hr Unit Hydrograph: UH256

Peaking Factor: 256.0 Area: 9.0500 ac

Curve Number: 75.2 Ia/S: 0.00

% Impervious: 0.00

% DCIA: 0.00

% Direct: 0.00 Rainfall Name: ~SFWMD-72

Veteran's Phase 2 - East of Railroad (Phase 1) - Detention in Median 7

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Node: STR 133 Scenario: Scenario 1

Type: Stage/Area Base Flow: 22.10 cfs

Initial Stage: 1.26 ft Warning Stage: 13.40 ft

Alert Stage: 0.00 ft

Veteran's Phase 2 - East of Railroad (Phase 1) - Detention in Median 8

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Node: STR 134 Scenario: Scenario 1

Type: Stage/Area Base Flow: 0.00 cfs

Initial Stage: 0.96 ft Warning Stage: 13.40 ft

Alert Stage: 0.00 ft

Veteran's Phase 2 - East of Railroad (Phase 1) - Detention in Median 9

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Node: STR 137 Scenario: Scenario 1

Type: Stage/Area Base Flow: 0.00 cfs

Initial Stage: 0.76 ft Warning Stage: 13.40 ft

Alert Stage: 0.00 ft

Veteran's Phase 2 - East of Railroad (Phase 1) - Detention in Median 10

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Node: STR 138 Scenario: Scenario 1

Type: Stage/Area Base Flow: 0.00 cfs

Initial Stage: 0.28 ft Warning Stage: 13.40 ft

Alert Stage: 0.00 ft

Veteran's Phase 2 - East of Railroad (Phase 1) - Detention in Median 11

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Node: Sub-Basin 1-DE Scenario: Scenario 1

Type: Stage/Area Base Flow: 0.00 cfs

Initial Stage: 10.50 ft Warning Stage: 13.40 ft

Alert Stage: 0.00 ft

Stage [ft] Area [ac] Area [ft2]

10.50 0.0000 0

11.49 0.0000 0

11.50 0.6900 30056

12.50 1.0000 43560

13.40 1.2700 55321

14.40 8.2400 358934

14.80 9.3300 406415

15.60 9.4300 410771

18.00 9.7100 422968

Veteran's Phase 2 - East of Railroad (Phase 1) - Detention in Median 12

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Node: Sub-Basin 1-LE Scenario: Scenario 1

Type: Stage/Area Base Flow: 0.00 cfs

Initial Stage: 10.50 ft Warning Stage: 13.40 ft

Alert Stage: 0.00 ft

Stage [ft] Area [ac] Area [ft2]

10.50 4.2300 184259

11.49 4.4800 195149

11.50 4.4900…