Exhibit_F9_-_S5_-_250814-56017_-_06_Surface_Water_Mgmt_Report_-_DSS.pdf

Veterans Memorial Boulevard

Phase 2B

Surface Water Management Calculations

Prepared for:

Collier County Board of Commissioners

3299 Tamiami Trail East, Suite 303

Naples, FL 34112-5746

Prepared By:

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 2 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

Mercedes Benz Summary Triangle Parcel Summary Turtle Creek Summary Table of Comparisons between Existing Permits and Proposed Modification

VETERANS MEMORIAL BOULEVARD PHASE 2B SURFACE WATER MANAGEMENT CALCULATIONS

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 2B. Veterans Memorial Boulevard Phase 2 is an extension and modification of the constructed Phase 1 roadway approved under ERP No. 11-

102981-P, Application No. 210419-5949.

PROJECT SITE DESCRIPTION

The general project location begins to the west of the new high school entrance on the Veterans Memorial Boulevard Phase 1 roadway and ends at US 41 with undeveloped wetlands located west of Old 41 in Naples, Florida.

EXISTING DRAINAGE CONDITIONS

Stormwater from the Veterans Memorial Boulevard right of way west of the railroad tracks is controlled at 8.50 ft NAVD and drains south to Wiggins Bay. This is done via existing ditches along US 41, Old 41, and the western boundary of the

Conservation Collier parcel.

PROPOSED PROJECT

The project will consist of a four-lane divided roadway extension with turn lanes for the Old 41 and US 41 intersections. Approximately 4,950 linear feet of four-lane divided roadway will be extended to the west to connect the new high school to Old

41. Another ±1,550 linear feet of four-lane divided roadway will connect the Veterans

Memorial Blvd intersection at Old 41 with US 41 to the west. The result will be approximately 6,500 linear feet of four-lane divided roadway.

The Veterans Memorial Boulevard Water Management System consists of three (3) major basins. Each basin will include an on-site lake or dry detention pond to allow for water quality and attenuation. The sub-basins west of the railroad tracks (Basin’s

2 C 3) are controlled at an elevation of 8.50 ft NAVD.

The control elevation for Basin’s 2 C 3 west of the railroad tracks was determined from existing ERP’s for adjacent parcels and ultimately matches the control elevation utilized for the Mercedes Benz of Bonita Springs ERP (Permit No. 11-

03669-P). Run-off from each basin will be conveyed via sheet flow to curb inlets to wet and dry detention ponds within each basin.

Culvert crossings to match existing drainage patterns are proposed at locations along

Phase 2; south of the Turtle Creek conservation area and within the 100 ft FPL easement south of the North Collier Industrial Center. 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 estimated 24” RCP storm 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.

LAND USE

See “Staff Report Data” in Section II of this report for the land use breakdown.

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. Basin’s 2 C 3 (West of the Railroad) have an average floodplain contour elevation of 10.5 ft NAVD. 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 2.7 acres of Zone “X” in

Basin’s 2 C 3. The calculations specified by SFWMD, indicate 0.64 ac-ft of runoff is produced by Basins 2 C 3. Therefore, Basins 2, C 3 are considered exporters and do not require floodplain compensation areas.

DISCHARGE

Allowable discharge for this project is limited to 0.13 cfs per acre for basins west of the railroad (Wiggins Bay Outlet Basin) as specified in the Collier County

Stormwater Ordinance 2017-19.

The existing control structure for the Triangle Parcel will be removed and replaced with a proposed control structure (CS-TP3) in the same location and convey discharge through an 18” RCP pipe to the wetlands east of the Triangle Parcel. A modification to the Triangle Parcel ERP (Permit No. 11-02353-P) will be required for the proposed improvements. The wetlands drain to the existing ditch along Old 41 which ultimately crosses US 41 at the intersection.

A proposed control structure (CS-CC4) will convey discharge from proposed Wet

Detention Pond #2 to the existing ditch within the 100 ft FPL easement known as the Imperial West Landmark FPL Ditch (Permit No. 11-01540-P) along the east boundary of the Landmark Estates (Permit No. 11-00178-S).

RECEIVING BODY

Stormwater from Basin 2 located west of the railroad and east of Old 41 will flow south via the Imperial West Landmark FPL Ditch and cross US 41 via the Imperial

Drainage Outfall stream and outfall to the Cocohatchee River. Stormwater from

Basin 3 located west of Old 41 will flow through roadside ditches along Old 41, Tarpon Cove Drive, and Gulf Harbor Drive before the outfall to the Cocohatchee River south of Wiggins Pass Road. The tailwater used for the hydraulic modeling was estimated on assumptions made for the ditch along the Old 41 roadway.

WATER QUALITY

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.

The proposed roadway will require the removal of the Mercedes Benz existing dry detention area within the 90 ft reservation area for the Veteran’s Memorial Boulevard right of way. The dry detention area along the eastern boundary of the Mercedes Benz development will provide the 0.5 inch dry pretreatment volume required prior to discharging through the proposed control structure (CS-MB2) to proposed Wet Detention

Pond #3. A modification to the Mercedes Benz ERP (Permit No. 11-03669-P) will be required for the proposed improvements.

Compensating water quality treatment for the right turn lane and dual left turn lanes on US-

41, which are considered off-site, have been provided in Phase 2 Basin 3.

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

West of Railroad

Basin’s 2 & 3

PHASE-2B

Project: Veterans Memorial Blvd Improvements - Phase 2B

Proj. #: 190062.00.01 Task # 0016

Calculated By: NDG Date: 6-Aug-25

Checked By: LAS Date: 6-Aug-25

Veterans Memorial Blvd Improvements - Phase 2B - West 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 2B

Proj. #: 190062.00.01 Task # 0016 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 varies between 8.28 and 8.50 ft NAVD based on SFWMD ERP Application

#031219-10 (Permit #11-02353-P) and Application #141112-2 (Permit #11-03669-P)

3. The subject property consists of 44.36 acres.

4. The Drainage Area will consist of 44.36 acres.

5. There will be a berm constructed around the water management system (Drainage Area) , with a minimum crest elevation set at the 100-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, SFWMD ERP Application #031219-10 (Permit #11-02353-P) and SFWMD ERP

Application #141112-2 (Permit #11-03669-P), the Rainfall Amounts chosen for the design are:

10-year 1-day = 6.70 inches, 25-year 3-day = 11.50 inches, and 100-year 3-day = 15.00 inches.

7. Average depth to water level is ± 3.77 ft. Refer to "Water Quality Calculations" and "Lake and Basin Storage Calculations."

8. Soil compaction factor = 25%.

9. The site is located within the Wiggins Bay Outlet 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.

Staff Report Data

Water Quantity Discharge Rate:

Discharge Storm Frequency 25 year - 3day Design Rainfall: 11.50 inches Allow Disch

(cfs) Method of Determination

(cfs/ac)

Peak Disch (cfs) Peak Stage Modeled

(ft, NAVD)

Wiggins Bay Basin (CS-TP3) 3.55 0.13 3.50 11.68

Wiggins Bay Basin (CS-CC4) 2.22 0.13 2.17 11.51

Road Design:

Discharge Storm Frequency 25 year - 3day Design Rainfall: 11.50 inches

Basin

Peak Stage (ft, NAVD)

Proposed Min. Road Crown (ft, NAVD)

Phase 2 Sub-Basin 1 VMB East 11.51 11.70

Phase 2 Sub-Basin 2A US41-VMB 11.68 11.70

Phase 2 Sub-Basin 2B VMB West 11.64 11.70

Phase 2 Sub-Basin 3A Mercedes 12.26 13.00*

Phase 2 Sub-Basin 3B Mercedes 12.29 13.00*

Phase 2 Sub-Basin 4 Cons. Collier Lake 11.51 11.70

Phase 2 Sub-Basin 5 Triangle Parcel 11.66 12.38**

Phase 2 Sub-Basin 5A Triangle Lake 11.65 11.70

Berm Design:

Discharge Storm Frequency 100 year - 3day (0 Discharge) Design Rainfall: 15.00 inches

Basin

Peak Stage (ft, NAVD)

Proposed Berm Elevation (ft, NAVD)*

Phase 2 Sub-Basin 1 VMB East 12.66 12.80

Phase 2 Sub-Basin 2A US41-VMB 12.67 12.80

Phase 2 Sub-Basin 2B VMB West 12.66 12.80

Phase 2 Sub-Basin 3A Mercedes 13.13 13.30

Phase 2 Sub-Basin 3B Mercedes 13.16 13.30

Phase 2 Sub-Basin 4 Cons. Collier Lake 12.66 12.80

Phase 2 Sub-Basin 5 Triangle Parcel 12.67 12.80**

Phase 2 Sub-Basin 5A Triangle Lake 12.67 12.80

Water Quality / Discharge Structures:

Str #

Type

Width (feet)

Height (feet) Invert Elev. (ft, NAVD)

Phase 2 Sub-Basin 3A & 3B

(Mercedes Dry Pretreatment)

CS-MB2

Orifice (Circular) 0.25 0.25 8.50

Horizontal Rectangular Grate Weir 2.34 3.51 11.00

Phase 2 Sub-Basin 2A, 2B, 3A, 3B, 5, & 5A

(VMB West Water Quality Volume)

CS-TP3

Orifice (Circular) 0.33 0.33 8.50

Rectangular Weir

1.80 0.25 9.83

Horizontal Rectangular Grate Weir** 2.34 3.51 12.80

Phase 2 Sub-Basin 5

(Triangle Parcel Dry Pretreatment)

CS-TP1

CS-TP2

Broad Rectangular Weir** 70.00 1.85 10.93

Orifice (Circular)** 0.27 0.27 8.28

Horizontal Rectangular Grate Weir** 2.00 3.00 10.90

Phase 2 Sub-Basin 1 & 4

(VMB East Water Quality Volume)

CS-CC4

Orifice (Circular) 0.42 0.42 8.50

Rectangular Weir 0.60 0.25 8.90

Horizontal Rectangular Grate Weir 2.34 3.51 12.80

Staff Report Data

Water Quality Treatment

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

Wet/Dry Detention (CS-TP3) 5.09 5.09

Wet/Dry Detention (CS-CC4) 2.13 2.13

Notes:

*Per SFWMD Application #141112-2, Permit #11-03669-P

**Per SFWMD Application #031219-10, Permit #11-02353-P

***Elevation Needed for Floodplain Comp

****Lake Interconnect

K:\2019\190062.00.01 Veteran's Memorial Extension - Phase 2\016 Master Drainage Infrastructure Plan\Calculations\ERP Calcs\2025-10-24 Water Management Calcs Phase 2 - West of RR (rev 2) jjs 5 of 19

DRAINAGE BASIN LAND USE

Phase 2 Sub-Basin 1 VMB East Phase 2 Sub-Basin 2A US41-VMB Phase 2 Sub-Basin 2B VMB West Phase 2 Sub-Basin 3A Mercedes1 Phase 2 Sub-Basin 3B Mercedes1

Site Area (Ac) 9.56 1.05 3.70 5.49 1.78

Commercial Development 9.56 1.05 3.70 5.49 1.78

Building 0.00 0% 0.00 0% 0.00 0% 1.98 36% 0.00 0% Pavement/Sidewalk 4.65 49% 0.74 70% 2.37 64% 2.70 49% 0.98 55% Lake @ Control 0.00 0% 0.00 0% 0.00 0% 0.00 0% 0.00 0% Lake Slope Area 0.00 0.00 0.00 0.00 0.00 Dry Detention Bottom 0.38 0.00 0.08 0.05 0.04

13% 0% 9% 6% 20%

Dry Detention Slope Area 0.89 0.00 0.27 0.26 0.32

Open Space 3.64 0.31 0.98 0.50 0.44 Total Area Less Building 9.56 1.05 3.70 3.51 1.78

Lake Area 0.00 0% 0.00 0% 0.00 0% 0.00 0% 0.00 0%

Total Building 0.00 0% 0.00 0% 0.00 0% 1.98 36% 0.00 0%

Total Pavement/Sidewalk 4.65 49% 0.74 70% 2.37 64% 2.70 49% 0.98 55% Total Pervious Area3 4.91 51% 0.31 30% 1.33 36% 0.81 15% 0.80 45%

Total Sub-Basin Area (Ac) 9.56 100% 1.05 100% 3.70 100% 5.49 100% 1.78 100%

Phase 2 Sub-Basin 4 Cons. Collier Phase 2 Sub-Basin 5 Triangle Phase 2 Sub-Basin 5A Triangle Lake Drainage Basin Total

Site Area (Ac) 7.50 10.99 4.29 44.36

Commercial Development 7.50 10.99 4.29 44.36

Building 0.00 m 3.36 31% 0.00 0% 5.34 12%

Pavement/Sidewalk 0.00 0% 5.63 51% 0.00 0% 17.07 38%

Lake @ Control 4.89 65% 0.00 0% 2.79 65% 7.68 17%

Lake Slope Area 1.01 0.00 0.78 1.79

Dry Detention Bottom 0.00 0% 0.23 5% 0.00 0% 0.78 7% Dry Detention Slope Area 0.00 0.37 0.00 2.11

Open Space 1.60 1.40 0.72 9.59

Total Area Less Building 7.50 7.63 4.29 39.02

Lake Area 4.89 65% 0.00 0% 2.79 65% 7.68 17%

Total Building 0.00 0% 3.36 31% 0.00 0% 5.34 12%

Total Pavement/Sidewalk 0.00 0% 5.63 51% 0.00 0% 17.07 38% Total Pervious Area3 2.61 35% 2.00 18% 1.50 35% 14.27 32%

Total Sub-Basin Area (Ac) 7.50 100% 10.99 100% 4.29 100% 44.36 100%

Notes

1. Mercedes Benz areas based on approved ERP Permit No. 11-03669-P, App. No. 141112-2

2. Triangle Parcel areas based on approved ERP Permit No. 11-02353-P, App. No. 031219-10

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

PHASE 2 SUB-BASIN 1 (VMB EAST) CALCULATIONS

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

Open Space* 11.70 13.40 12.55 3.64 45.68

Pavement 11.70 13.40 12.55 4.65 58.36

Dry Detention Slope 10.00 12.80 11.40 0.89 10.15

Lake Slope 8.50 12.80 10.65 0.00 0.00

9.18 114.19

Avg Site Grade = 12.44

Soil Storage

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)

CN = 1,000 /(S + 10)

Stage Storage

Stage - Area (Ac.)

Elevation Range Area 8.50 10.00 11.70 12.80 13.40 14.40

Open Space* 11.70 13.40 3.64 0.00 0.00 0.00 2.36 3.64 3.64

Pavement 11.70 13.40 4.65 0.00 0.00 0.00 3.01 4.65 4.65

Dry Detention Slope 10.00 12.80 0.89 0.00 0.00 0.54 0.89 0.89 0.89

Lake Slope 8.50 12.80 0.00 0.00 0.00 0.00 0.00 0.00 0.00

Dry Detention Bottom 10.00 12.80 0.38 0.00 0.38 0.38 0.38 0.38 0.38

Lake 8.50 12.80 0.00 0.00 0.00 0.00 0.00 0.00 0.00

9.56 0.00 0.38 0.92 6.63 9.56 9.56

Stage-Volume (AF)

Elevation Range Area 8.50 10.00 11.70 12.80 13.40 14.40

Open Space* 11.70 13.40 3.64 0.00 0.00 0.00 1.30 3.09 6.73

Pavement 11.70 13.40 4.65 0.00 0.00 0.00 1.65 3.95 8.60

Dry Detention Slope 10.00 12.80 0.89 0.00 0.00 0.46 1.25 1.78 2.67

Lake Slope 8.50 12.80 0.00 0.00 0.00 0.00 0.00 0.00 0.00

Dry Detention Bottom 10.00 12.80 0.38 0.00 0.00 0.65 1.06 1.29 1.67

Lake 8.50 12.80 0.00 0.00 0.00 0.00 0.00 0.00 0.00

9.56 0.00 0.00 1.11 5.26 10.12 19.68

CN for Sub-Basin 72.49

9.56

4.53

12.44

8.5

3.94

25%

8.01

3.02

3.80

Sub-Basin Area

Pervious Area

Average Site Grade (ft)

Control Elevation (ft)

Average Depth to Water Table (ft)

Soil Compaction Factor (i.e. 25%)

Developed Storage Available (in)

Available Soil Storage

Site-Wide Soil Storage (S)

PHASE 2B SUB-BASIN 2A (US41-VMB) CALCULATIONS

Open Space* 11.70 12.90 12.30 0.31 3.81

Pavement 11.70 12.90 12.30 0.74 9.10

Dry Detention Slope 9.50 12.80 11.15 0.00 0.00

Lake Slope 8.50 12.80 0.00 0.00 0.00

1.05 12.92

Avg Site Grade = 12.30

Soil Storage

Sub-Basin Area 1.05

Pervious Area 0.31

Average Site Grade (ft) 12.30 ̀

Control Elevation (ft) 8.5

Average Depth to Water Table (ft) 3.80

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

Developed Storage Available (in) 7.63 From SFWMD; Basis for Review, Volume IV

Available Soil Storage 0.20 (Developed Storage Available) x (Pervious Area)/(12 inches/ft Site-Wide Soil Storage (S) 2.25 (Available Soil Storage/Site Area) x (12 inches/ft)

CN for Sub-Basin 81.62 CN = 1,000 /(S + 10)

Elevation Range Area 8.50 9.50 11.70 12.80 12.90 13.90

Open Space* 11.70 12.90 0.31 0.00 0.00 0.00 0.28 0.31 0.31

Pavement 11.70 12.90 0.74 0.00 0.00 0.00 0.68 0.74 0.74

Dry Detention Slope 9.50 12.80 0.00 0.00 0.00 0.00 0.00 0.00 0.00

Lake Slope 8.50 12.80 0.00 0.00 0.00 0.00 0.00 0.00 0.00

Dry Detention Bottom 9.50 12.80 0.00 0.00 0.00 0.00 0.00 0.00 0.00

1.05 0.00 0.00 0.00 0.96 1.05 1.05

Elevation Range Area 8.50 9.50 11.70 12.80 12.90 13.90

Open Space* 11.70 12.90 0.31 0.00 0.00 0.00 0.16 0.19 0.50

Pavement 11.70 12.90 0.74 0.00 0.00 0.00 0.37 0.44 1.18

Dry Detention Slope 9.50 12.80 0.00 0.00 0.00 0.00 0.00 0.00 0.00

Lake Slope 8.50 12.80 0.00 0.00 0.00 0.00 0.00 0.00 0.00

Dry Detention Bottom 9.50 12.80 0.00 0.00 0.00 0.00 0.00 0.00 0.00

1.05 0.00 0.00 0.00 0.53 0.63 1.68

PHASE 2B SUB-BASIN 2B (VMB WEST) CALCULATIONS

Open Space* 11.70 12.90 12.30 0.98 12.05

Pavement 11.70 12.90 12.30 2.37 29.15

Dry Detention Slope 9.50 12.80 11.15 0.27 3.01

Lake Slope 8.50 12.80 0.00 0.00 0.00

3.62 44.22

Avg Site Grade = 12.21

Soil Storage

Sub-Basin Area 3.70

Pervious Area 1.25

Average Site Grade (ft) 12.21 ̀

CN for Sub-Basin 80.02 CN = 1,000 /(S + 10)

Elevation Range Area 8.50 9.50 11.70 12.80 12.90 13.90

Open Space* 11.70 12.90 0.98 0.00 0.00 0.00 0.90 0.98 0.98

Pavement 11.70 12.90 2.37 0.00 0.00 0.00 2.17 2.37 2.37

Dry Detention Slope 9.50 12.80 0.27 0.00 0.00 0.18 0.27 0.27 0.27

Lake Slope 8.50 12.80 0.00 0.00 0.00 0.00 0.00 0.00 0.00

Dry Detention Bottom 9.50 12.80 0.08 0.00 0.08 0.08 0.08 0.08 0.08

3.70 0.00 0.08 0.26 3.42 3.70 3.70

Open Space* 11.70 12.90 0.98 0.00 0.00 0.00 0.49 0.59 1.57

Pavement 11.70 12.90 2.37 0.00 0.00 0.00 1.19 1.42 3.79

Dry Detention Slope 9.50 12.80 0.27 0.00 0.00 0.20 0.45 0.47 0.74

Lake Slope 8.50 12.80 0.00 0.00 0.00 0.00 0.00 0.00 0.00

Dry Detention Bottom 9.50 12.80 0.08 0.00 0.00 0.18 0.26 0.27 0.35

Lake 8.50 12.80 0.00 0.00 0.00 0.00 0.00 0.00 0.00

3.70 0.00 0.00 0.37 2.40 2.75 6.45

Control Elevation (ft) 8.5

Average Depth to Water Table (ft) 3.71

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

Developed Storage Available (in) 7.39 From SFWMD; Basis for Review, Volume IV

Available Soil Storage 0.77 (Developed Storage Available) x (Pervious Area)/(12 inches/ft Site-Wide Soil Storage (S) 2.50 (Available Soil Storage/Site Area) x (12 inches/ft)

PHASE 2B SUB-BASIN 3A (MERCEDES) CALCULATIONS

Open Space* 13.00 13.90 13.45 0.50 6.73

Pavement 13.00 13.90 13.45 2.70 36.32

Dry Detention Slope 9.50 13.00 11.25 0.26 2.93

Lake Slope 8.50 13.00 10.75 0.00 0.00

3.46 45.97

Avg Site Grade = 13.28

Soil Storage

Sub-Basin Area 5.49

Pervious Area 0.76

Average Site Grade (ft) 13.28

Control Elevation (ft) 8.5

Average Depth to Water Table (ft) 4.78

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

Developed Storage Available (in) 8.18

Available Soil Storage 0.52

Site-Wide Soil Storage (S) 1.13

CN for Sub-Basin 89.83

Elevation Range Area 8.50 9.50 12.99 13.00 13.90 14.90

Open Space* 13.00 13.90 0.50 0.00 0.00 0.00 0.00 0.50 0.50

Pavement 13.00 13.90 2.70 0.00 0.00 0.00 0.00 2.70 2.70

Dry Detention Slope 9.50 13.00 0.26 0.00 0.00 0.26 0.26 0.26 0.26

Lake Slope 8.50 13.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00

Dry Detention Bottom 9.50 13.00 0.05 0.00 0.05 0.05 0.05 0.05 0.05

Lake 8.50 13.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00

3.51 0.00 0.05 0.31 0.31 3.51 3.51

Elevation Range Area 8.50 9.50 12.99 13.00 13.90 14.90

Open Space* 13.00 13.90 0.50 0.00 0.00 0.00 0.00 0.23 0.73

Pavement 13.00 13.90 2.70 0.00 0.00 0.00 0.00 1.22 3.92

Dry Detention Slope 9.50 13.00 0.26 0.00 0.00 0.45 0.46 0.69 0.95

Lake Slope 8.50 13.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00

Dry Detention Bottom 9.50 13.00 0.05 0.00 0.00 0.17 0.18 0.22 0.27

3.51 0.00 0.00 0.63 0.63 2.35 5.86

PHASE 2B SUB-BASIN 3B (MERCEDES) CALCULATIONS

Open Space* 13.00 13.90 13.45 0.44 5.92

Pavement 13.00 13.90 13.45 0.98 13.18

Dry Detention Slope 9.50 13.00 11.25 0.32 3.60

Lake Slope 8.50 13.00 10.75 0.00 0.00

1.74 22.70

Avg Site Grade = 13.05

Soil Storage

Sub-Basin Area 1.78

Pervious Area 0.76

Average Site Grade (ft) 13.05

Control Elevation (ft) 8.5

Average Depth to Water Table (ft) 4.55

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

Developed Storage Available (in) 8.18

Available Soil Storage 0.52

Site-Wide Soil Storage (S) 3.49

CN for Sub-Basin 74.11

Elevation Range Area 8.50 9.50 12.99 13.00 13.90 14.90

Open Space* 13.00 13.90 0.44 0.00 0.00 0.00 0.00 0.44 0.44

Pavement 13.00 13.90 0.98 0.00 0.00 0.00 0.00 0.98 0.98

Dry Detention Slope 9.50 13.00 0.32 0.00 0.00 0.32 0.32 0.32 0.32

Lake Slope 8.50 13.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00

Dry Detention Bottom 9.50 13.00 0.04 0.00 0.04 0.04 0.04 0.04 0.04

1.78 0.00 0.04 0.36 0.36 1.78 1.78

Elevation Range Area 8.50 9.50 12.99 13.00 13.90 14.90

Open Space* 13.00 13.90 0.44 0.00 0.00 0.00 0.00 0.20 0.64

Pavement 13.00 13.90 0.98 0.00 0.00 0.00 0.00 0.44 1.42

Dry Detention Slope 9.50 13.00 0.32 0.00 0.00 0.56 0.56 0.85 1.17

Lake Slope 8.50 13.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00

Dry Detention Bottom 9.50 13.00 0.04 0.00 0.00 0.14 0.14 0.18 0.22

1.78 0.00 0.00 0.70 0.70 1.66 3.44

PHASE 2B SUB-BASIN 4 (CONS. COLLIER LAKE) CALCULATIONS

Open Space* 11.70 12.90 12.30 1.60 19.68

Pavement 11.70 12.90 12.30 0.00 0.00

Dry Detention Slope 9.50 12.80 11.15 0.00 0.00

Lake Slope 8.50 12.80 10.65 1.01 10.76

2.61 30.44

Avg Site Grade = 11.66

Elevation Range Area 8.50 9.50 11.70 12.80 12.90 13.90

Open Space* 11.70 12.90 1.60 0.00 0.00 0.00 1.47 1.60 1.60

Pavement 11.70 12.90 0.00 0.00 0.00 0.00 0.00 0.00 0.00

Dry Detention Slope 9.50 12.80 0.00 0.00 0.00 0.00 0.00 0.00 0.00

Lake Slope 8.50 12.80 1.01 0.00 0.23 0.75 1.01 1.01 1.01

Dry Detention Bottom 9.50 12.80 0.00 0.00 0.00 0.00 0.00 0.00 0.00

Lake 8.50 8.50 4.89 4.89 4.89 4.89 4.89 4.89 4.89

7.50 4.89 5.12 5.64 7.37 7.50 7.50

Open Space* 11.70 12.90 1.60 0.00 0.00 0.00 0.81 0.96 2.56

Pavement 11.70 12.90 0.00 0.00 0.00 0.00 0.00 0.00 0.00

Dry Detention Slope 9.50 12.80 0.00 0.00 0.00 0.00 0.00 0.00 0.00

Lake Slope 8.50 12.80 1.01 0.00 0.12 1.20 2.17 2.27 3.28

Dry Detention Bottom 9.50 12.80 0.00 0.00 0.00 0.00 0.00 0.00 0.00

Lake 8.50 8.50 4.89 0.00 4.89 15.65 21.03 21.52 26.41

7.50 0.00 5.01 16.85 24.01 24.75 32.25

CN for Sub-Basin 83.82

7.50

2.61

11.66

8.5

3.16

25%

5.55

1.21

1.93

Sub-Basin Area

Pervious Area

Average Site Grade (ft)

Control Elevation (ft)

Average Depth to Water Table (ft)

Soil Compaction Factor (i.e. 25%)

Developed Storage Available (in)

PHASE 2B SUB-BASIN 5 (TRIANGLE PARCEL) CALCULATIONS

Open Space* 11.70 12.80 12.25 1.40 17.15

Pavement 12.29 14.00 13.15 5.63 74.01

Dry Detention Slope 9.30 12.80 11.05 0.37 4.09

Lake Slope 8.50 12.80 10.65 0.00 0.00

7.40 95.24

Avg Site Grade = 12.87

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

Elevation Range Area 8.50 9.30 11.70 12.29 12.80 14.00 15.00

Open Space* 11.70 12.80 1.40 0.00 0.00 0.00 0.75 1.40 1.40 1.40

Pavement 12.29 14.00 5.63 0.00 0.00 0.00 0.00 1.68 5.63 5.63

Dry Detention Slope 9.30 12.80 0.37 0.00 0.00 0.25 0.32 0.37 0.37 0.37

Lake Slope 8.50 12.80 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00

Dry Detention Bottom 9.30 12.80 0.23 0.00 0.23 0.23 0.23 0.23 0.23 0.23

Lake 8.50 12.80 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00

7.63 0.00 0.23 0.48 1.30 3.68 7.63 7.63

Elevation Range Area 8.50 9.30 11.70 12.29 12.80 14.00 15.00

Open Space* 11.70 12.80 1.40 0.00 0.00 0.00 0.22 0.77 2.45 3.85

Pavement 12.29 14.00 5.63 0.00 0.00 0.00 0.00 0.43 4.81 10.44

Dry Detention Slope 9.30 12.80 0.37 0.00 0.00 0.30 0.47 0.65 1.09 1.46

Lake Slope 8.50 12.80 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00

Dry Detention Bottom 9.30 12.80 0.23 0.00 0.00 0.55 0.69 0.81 1.08 1.31

Lake 8.50 12.80 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00

7.63 0.00 0.00 0.86 1.38 2.65 9.44 17.07

CN for Sub-Basin 88.36

10.99

1.77

12.87

8.5

4.37

25%

8.18

1.21

1.32

Sub-Basin Area

Pervious Area

Average Site Grade (ft)

Control Elevation (ft)

Average Depth to Water Table (ft)

Soil Compaction Factor (i.e. 25%)

Developed Storage Available (in)

PHASE 2B SUB-BASIN 5A (TRIANGLE LAKE) CALCULATIONS

Open Space* 11.70 12.80 12.25 0.72 8.82

Pavement 11.70 12.90 12.30 0.00 0.00

Dry Detention Slope 9.50 12.80 11.15 0.00 0.00

Lake Slope 8.50 12.80 10.65 0.78 8.31

1.50 17.13

Avg Site Grade = 11.42

Soil Storage

Sub-Basin Area 4.29

Pervious Area 1.50

Average Site Grade (ft) 11.42

Control Elevation (ft) 8.5

Average Depth to Water Table (ft) 2.92

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

Developed Storage Available (in) 4.70 From SFWMD; Basis for Review, Volume IV

Available Soil Storage 0.59 (Developed Storage Available) x (Pervious Area)/(12 inches/ft

Site-Wide Soil Storage (S) 1.64 (Available Soil Storage/Site Area) x (12 inches/ft)

CN for Sub-Basin 85.90 CN = 1,000 /(S + 10)

Stage Storage Stage - Area (Ac.)

Elevation Range Area 8.50 9.50 11.70 12.80 12.90 13.90

Open Space* 11.70 12.80 0.72 0.00 0.00 0.00 0.72 0.72 0.72

Pavement 11.70 12.90 0.00 0.00 0.00 0.00 0.00 0.00 0.00

Dry Detention Slope 9.50 12.80 0.00 0.00 0.00 0.00 0.00 0.00 0.00

Lake Slope 8.50 12.80 0.78 0.00 0.18 0.58 0.78 0.78 0.78

Dry Detention Bottom 9.50 12.80 0.00 0.00 0.00 0.00 0.00 0.00 0.00

Lake 8.50 12.80 2.79 2.79 2.79 2.79 2.79 2.79 2.79

0.72 2.79 2.97 3.37 4.29 4.29 4.29

Open Space* 11.70 12.80 0.72 0.00 0.00 0.00 0.40 0.47 1.19

Pavement 11.70 12.90 0.00 0.00 0.00 0.00 0.00 0.00 0.00

Dry Detention Slope 9.50 12.80 0.00 0.00 0.00 0.00 0.00 0.00 0.00

Lake Slope 8.50 12.80 0.78 0.00 0.09 0.93 1.68 1.76 2.54

Dry Detention Bottom 9.50 12.80 0.00 0.00 0.00 0.00 0.00 0.00 0.00

Lake 8.50 12.80 2.79 0.00 2.79 8.93 12.00 12.28 15.07

4.29 0.00 2.88 9.86 14.07 14.50 18.79

Veterans Memorial Blvd Improvements - Phase 2 - West of Railroad Combined Calculations

Ph 2 Sub-Basin 1 (VMB East) 10.0 12.6 12.44 9.56 118.91

Ph 2 Sub-Basin 2A (US41-VMB) 11.7 12.9 12.30 1.05 12.92

Ph 2 Sub-Basin 2B (VMB West) 9.5 12.9 12.21 3.70 45.19

Ph 2 Sub-Basin 3A (Mercedes) 9.5 13.9 13.28 3.51 46.63

Ph 2 Sub-Basin 3B (Mercedes) 9.5 13.9 13.05 1.78 23.22

Ph 2 Sub-Basin 4 (Cons. Collier Lake) 8.5 12.9 11.66 7.50 87.46

Ph 2 Sub-Basin 5 (Triangle Parcel) 9.3 13.1 12.87 7.63 98.21

Ph 2 Sub-Basin 5A (Triangle Lake) 8.5 12.8 11.42 4.29 48.98

Avg Site Grade =

39.02 481.52 12.34

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

Area 8.50 8.86 9.50 9.78 11.70 12.80 12.90 13.90

Ph 2 Sub-Basin 1 (VMB East) 9.56 0.00 0.00 0.00 0.00 0.92 6.63 7.12 9.56

Ph 2 Sub-Basin 2A (US41-VMB) 1.05 0.00 0.00 0.00 0.00 0.00 0.96 1.05 1.05

Ph 2 Sub-Basin 2B (VMB West) 3.70 0.00 0.00 0.08 0.10 0.26 3.42 3.70 3.70

Ph 2 Sub-Basin 3A (Mercedes) 3.51 0.00 0.00 0.05 0.07 0.21 0.30 0.30 3.51

Ph 2 Sub-Basin 3B (Mercedes) 1.78 0.00 0.00 0.04 0.07 0.24 0.34 0.35 1.78

Ph 2 Sub-Basin 4 (Cons. Collier Lake) 7.50 4.89 4.97 5.12 5.19 5.64 7.37 7.50 7.50

Ph 2 Sub-Basin 5 (Triangle Parcel) 7.63 0.00 0.00 0.25 0.28 0.48 3.68 4.01 7.30

Ph 2 Sub-Basin 5A (Triangle Lake) 4.29 2.79 2.86 2.97 3.02 3.37 4.29 4.29 4.29

39.02 7.68 7.83 8.52 8.73 11.13 26.99 28.32 38.69

Area 8.50 8.86 9.50 9.78 11.70 12.80 12.90 13.90

Ph 2 Sub-Basin 1 (VMB East) 9.56 0.00 0.00 0.00 0.00 1.11 5.26 6.07 14.90

Ph 2 Sub-Basin 2A (US41-VMB) 1.05 0.00 0.00 0.00 0.00 0.00 0.53 0.63 1.68

Ph 2 Sub-Basin 2B (VMB West) 3.70 0.00 0.00 0.00 0.05 0.37 2.40 2.75 6.45

Ph 2 Sub-Basin 3A (Mercedes) 3.51 0.00 0.00 0.00 0.05 0.40 0.59 0.61 2.35

Ph 2 Sub-Basin 3B (Mercedes) 1.78 0.00 0.00 0.00 0.06 0.44 0.66 0.68 1.66

Ph 2 Sub-Basin 4 (Cons. Collier Lake) 7.50 0.00 1.80 5.01 6.51 16.85 24.01 24.75 32.25

Ph 2 Sub-Basin 5 (Triangle Parcel) 7.63 0.00 0.00 0.07 0.17 0.86 2.65 3.22 8.87

Ph 2 Sub-Basin 5A (Triangle Lake) 4.29 0.00 1.04 2.88 3.77 9.86 14.07 14.50 18.79

39.02 0.00 2.84 7.96 10.61 29.88 50.17 53.21 86.95

44.36

14.27

12.34

2B

11.00

Dry Pretreatment Detention Volume: Phase 2 Sub-Basin 3 (Mercedes)

Total Control Elevation:

Phase 2 Sub-Basin 3A (Mercedes) 5.49 Phase 2 Sub-Basin 3B (Mercedes) 1.78

TOTAL AREA 7.27

ft NAVD

Basin Total Area: 7.27 ac

Project Area for Dry Pretreatment: 7.27 Ac

Required Dry Pretreatment Volume:

Half Inch of Runoff Dry Pretreatment Criteria 0.5in x 1ft/12in x Area (ac) = Volume (ac-ft) 0.5in x 1ft/12in x 7.27 = Volume (ac-ft) = 0.30 ac-ft

Provided Dry Pretreatment Volume:

Stage Elevation (ft NAVD)

Total Area (ac)

Total Volume (ac-ft)

Top of Detention Area (Top of Bank Elevation) 13.00 0.67 1.33

Grate Elevation (Outfall Structure Top) 11.00 0.34 0.32

Bottom of Detention Area (Control Elevation + 1 Foot)

9.50 0.09 0.00

TOTAL WATER QUALITY VOLUME

Water Quality Volume Required = 0.30 ac-ft

Water Quality Volume to be Provided = 0.32 ac-ft

Dry Pretreatment Storage occurs at Elevation ft NAVD

Bleeder Calculations:

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

Discharge Volume = 0.30 ac-ft per 24 hr

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

Discharge Rate (Q) =

0.15 cfs

8.5

Veterans Memorial Blvd Improvements - Phase 2B-West of Railroad

Bleeder Orifice Sizing

Q = 4.8 A H^1/2

Circular A = π*(h/2)2 Assuming h = 3.0 inch

H (ft) 1.38 A (sq-ft) 0.05

Q (cfs) = 0.28

16 of 19 jjs

Water Quality Calculations Phase 2 Sub-Basin's 2,3,5, & 5A (West of Old 41)

Total Control Elevation: 8.5 ft NAVD

Ph 2 Sub-Basin 2A (US41-VMB) 1.05

Ph 2 Sub-Basin 2B (VMB West) 3.70

Ph 2 Sub-Basin 3A (Mercedes) 5.49

Ph 2 Sub-Basin 3B (Mercedes) 1.78

Ph 2 Sub-Basin 5 (Triangle Parcel) 10.99

Ph 2 Sub-Basin 5A (Triangle Lake) 4.29

TOTAL AREA 27.30 Allowable Discharge Rate: 0.13 cfs/ac Basin Total Area: 27.30 ac

1Allowable Discharge: 3.55 cfs

Project Area for Water Quality: 27.30 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 27.30 = Volume (ac-ft) = 2.28 ac-ft

2. Percent Impervious Criteria

a) Site Area = Project Area - (Lake + Roof) Site Area = 27.30 - 8.13 Site Area = 19.17 ac

b) Imp. Area = Site Area - Pervious Area Imp. Area= 19.17 - 6.44 Imp. Area= 12.73 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. )* 0.66 * 24.51 Vol. Stor. Req'd = 3.39 ac-ft

Therefore calculation #2 controls a water quality volume of 3.39 ac-ft

Water Quality Volume Required = 3.39 ac-ft + 50% Additional Storage 1.70 ac-ft

Water Quality Volume to be Provided = 5.09 ac-ft

Elevation

(ft NAVD)

Lake Area

(ac)

Lake Volume

(ac-ft)

Detention Area

(ac)

Detention Volume

(ac-ft)

Total Volume

(ac-ft)

Top of Bank 12.80 3.57 13.67 1.62 3.36 17.04 Control Elevation + 1 9.50 2.97 3.18 0.40 0.00 3.18

Control Elevation 8.50 2.79 0.00 0.00 0.00 0.00

On-Site Water Quality Storage occurs at Elevation 9.78 ft NAVD

*Total Water Quality Storage occurs at Elevation 9.83 ft NAVD

*Includes Compensating Water Quality Storage for US 41

Discharge Volume = 1.01 ac-ft per 24 hr

Notes:

1. Allowable discharge measured through Control Structure #CS-TP3

0.51 cfs

Bleeder Orifice Sizing

Q = 4.8 A H^1/2

Circular A = π*(h/2)2 Assuming h = 4.0 inch

H (ft) 1.11 A (sq-ft) 0.09

Q (cfs) = 0.44

Veterans Memorial Blvd Improvements - Phase 2B-West of Railroad

17 of 19 jjs

0.05

Water Quality Calculations Phase 2 US 41 Off-Site

Ph 2 Off-Site Turn Lanes (US41) 0.52

TOTAL AREA 0.52 Allowable Discharge Rate: 0.13 cfs/ac Basin Total Area: 0.52 ac

1Allowable Discharge: 0.07 cfs

Project Area for Water Quality: 0.52 Ac

Water Quality:

1. First Inch of Runoff Criteria

1.0in x 1ft/12in x 0.52 = Volume (ac-ft) = 0.04 ac-ft

Site Area = 0.52 - 0.00

Site Area = 0.52 ac

b) Imp. Area = Site Area - Pervious Area

Imp. Area= 0.52 - 0.00

Imp. Area= 0.52 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.) * 1.00 * 0.52 Vol. Stor. Req'd = 0.11 ac-ft

Therefore calculation #2 controls a water quality volume of 0.11 ac-ft

Water Quality Volume Required = 0.11 ac-ft + 50% Additional Storage 0.06 ac-ft

Compensating WQ Volume to be Provided = 0.17 ac-ft

Top of Bank

Control Elevation

Water Quality Storage occurs at Depth ft

Elevation

(ft NAVD)

Lake Area

(ac)

Lake

Volume

(ac-ft)

12.80 3.57 13.67

8.50 2.79 0.00

18 of 19 jjs

Water Quality Calculations Phase 2 Sub-Basin's 1 & 4 (East of Old 41)

Total Control Elevation:

Ph 2 Sub-Basin 1 (VMB East) 9.56 Ph 2 Sub-Basin 4 (Cons. Collier Lake) 7.50 ft NAVD

Water Quality:

1. First Inch of Runoff Criteria

1.0in x 1ft/12in x 17.06 = Volume (ac-ft) = 1.42 ac-ft

Site Area = 17.06 - 4.89 Site Area = 12.17 ac

b) Imp. Area = Site Area - Pervious Area Imp. Area= 12.17 - 7.52 Imp. Area= 4.65 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.) * 0.38 * 12.17 Vol. Stor. Req'd = 0.97 ac-ft

Therefore calculation #1 controls a water quality volume of 1.42 ac-ft

Water Quality Volume Required = 1.42 ac-ft + 50% Additional Storage 0.71 ac-ft

Water Quality Volume to be Provided = 2.13 ac-ft

Lake Area

(ac)

Lake Volume

(ac-ft)

Detention Area

(ac)

Detention Volume

(ac-ft)

Total Volume

(ac-ft) Top of Bank 12.80 5.90 23.20 1.27 2.31 25.51

Control Elevation + 1 9.50 5.12 5.01 0.38 0.00 5.01 Control Elevation 8.50 4.89 0.00 0.00 0.00 0.00

On-Site Water Quality Storage occurs at Elevation 8.86 ft NAVD

*Total Water Quality Storage occurs at Elevation 8.90 ft NAVD

*Includes Compensating Water Quality Storage for Old 41

Discharge Volume = 0.51 ac-ft per 24 hr

Notes:

1. Allowable discharge measured through Control Structure #CS-CC4

0.26 cfs

8.5

Bleeder Orifice Sizing

Q = 4.8 A H^1/2

Circular A = π*(h/2)2 Assuming h = 5.0 inch

H (ft) 0.15 A (sq-ft) 0.14

Q (cfs) = 0.25

TOTAL AREA 17.06 Allowable Discharge Rate: 0.13 cfs/ac Basin Total Area: 17.06 ac

1Allowable Discharge: 2.22 cfs

Project Area for Water Quality: 17.06 Ac

19 of 19 jjs

0.04

Water Quality Calculations Phase 2 Old 41 Off-Site

Ph 2 Off-Site Turn Lanes and Pavement Transitions (Old41) 0.76

TOTAL AREA 0.76 Allowable Discharge Rate: 0.13 cfs/ac Basin Total Area: 0.76 ac

1Allowable Discharge: 0.10 cfs

Project Area for Water Quality: 0.76 Ac

Water Quality:

1. First Inch of Runoff Criteria

1.0in x 1ft/12in x 0.76 = Volume (ac-ft) = 0.06 ac-ft

Site Area = 0.76 - 0.00

Site Area = 0.76 ac

b) Imp. Area = Site Area - Pervious Area

Imp. Area= 0.76 - 0.00

Imp. Area= 0.76 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.) * 1.00 * 0.76 Vol. Stor. Req'd = 0.16 ac-ft

Therefore calculation #2 controls a water quality volume of 0.16 ac-ft

Water Quality Volume Required = 0.16 ac-ft + 50% Additional Storage 0.08 ac-ft

Compensating Water Quality Volume to be P 0.24 ac-ft

Top of Bank

Water Quality Storage occurs at Depth ft

Lake Area

(ac)

Lake

Volume

(ac-ft)

12.80 5.90 23.20

8.50 4.89 0.00

Flood Plain Management Calculations

Project Veterans Memorial Phase 2B

Proj. #: 190062.00.01

Calculated By: NDG Date: 10-Jun-24

Checked By: LAS Date: 10-Jun-24

Veterans Memorial Phase 2 - West 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): 20.92 acres Vol II, Appendix A-18

= (Sub-Basin 1 + Sub-basin 2A + Sub-Basin 2B + Sub-Basin 4 + Sub-Basin 5A (Lake

Expansion only)) - Zone X

= (9.56 + 1.05 + 3.70 + 7.5 + 1.81) - 2.70 acres

Curve Number (CN) = 80 Avg Existing Ground Elev (Topo) = 9.50 NAVD

Storage Capacity of soil (S)= 1000

CN

(S) = 2.50

- 10 Control Elevation = 8.50 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= 9.50 NAVD Based on Topographic Data

To Floodplain Elevation = 10.50 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 = 33,745 c.y. =

3. Difference between items A1 & A2 above

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

Difference = 21.56 - 20.92 =

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

6/18/2024

0.64 ac-ft

20.92 ac-ft

21.56 ac-ft

Veterans Memorial Phase 2B-West of Railroad

Project Veterans Memorial Phase 2B

Proj. #: 190062.00.01

50.17 ac-ft

Calculated By: NDG Date: 10-Jun-24

Checked By: LAS Date: 10-Jun-24

Veterans Memorial Phase 2 - West 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): 20.92 acres Vol II, Appendix A-18

Curve Number (CN) = 80.07 See "CN for Sub-Basin" under "Soil

Storage Capacity of soil (S)= 1000 - 10 Storage" on the "Basin Calculations"

CN worksheet

(S) = 2.49

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

(Q) = (P-0.2S)2

(P+0.8S)

(Q) = 12.38 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 12.8)

Volume = 80,941 c.y. =

From WM Calcs @ 12.8 ft

3. Difference between items A1 & A2 above

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

Difference = 21.57 - 50.17 =

4. Difference between (PRE VS POST) exports pre post Post Additional Storage Difference = 0.64 - -28.60 = 29.24

Post 2 of 2

6/18/2024

1:14 PM

-28.60 ac-ft

21.57 ac-ft

Veterans Memorial Phase 2B-West of Railroad

Nutrient Loading Analysis

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

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

Veterans Memorial Blvd Phase 2

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

Veterans Memorial Blvd Phase 2B

B

Project Veterans Memorial Blvd Phase 2

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 2B BASIN 1U SITE IS BEST CHARACTERIZED AS

UNDEVELOPED IN GOOD HYDROLOGICAL CONDITION.

4. THE PRE-DEVELOPMENT PHASE 2B BASIN 2U SITE IS BEST CHARACTERIZED AS

UNDEVELOPED IN GOOD HYDROLOGICAL CONDITION.

5. THE PRE-DEVELOPMENT PHASE 2B BASIN 3U SITE IS BEST CHARACTERIZED AS

UNDEVELOPED IN GOOD HYDOLOGICAL CONDITION.

6. THE PRE-DEVELOPMENT PHASE 2B BASIN 3D SITE IS BEST CHARACTERIZED AS LOW

INTENSITY COMMERCIAL IN GOOD HYDROLOGICAL CONDITION.

7. THE POST-DEVELOPMENT PHASE 2B BASIN 1U SITE IS BEST CHARACTERIZED AS

HIGHWAY IN GOOD HYROLOGICAL CONDITION.

8. THE POST-DEVELOPMENT PHASE 2B BASIN 2U SITE IS BEST CHARACTERIZED AS

HIGWAY IN GOOD HYDROLOGICAL CONDITION.

9. THE POST-DEVELOPMENT PHASE 2B BASIN 3U SITE IS BEST CHARACTERIZED AS

HIGHWAY IN GOOD HYDROLOGICAL CONDITION.

10. THE POST-DEVELOPMENT PHASE 2B BASIN 3D SITE IS BEST CHARACTERIZED AS

LOW INTENSITY COMMERCIAL IN GOOD HYDROLOGICAL CONDITION.

11. THE SURFACE WATER MANAGEMENT SYSTEM INCLUDES INLETS AND STORM

SEWERS TO INTERCEPT RUN-OFF AND DIRECT IT TO THE LAKES.

B

Impervious/Pervious Calculations

Pre-Development (Existing Conditions)

PHASE 2 BASIN 2U PHASE 2 BASIN 3U PHASE 2 BASIN 3D

(Sub-Basin 1 & 4)

(Existing Undeveloped)

(Sub-Basin 2A & 2B)

(Existing Undeveloped)

(Sub-Basin 3A*, 3B*, 5**, & 5A)

(Existing Commercial) Existing Basin Total

Total Building Total Pavement Total Sidewalk & Impervious

Lake Area Total Open Space/Pervious

0.00 0%

0.00 0%

0.00 0%

0.00 0%

17.06 100%

0.00 0%

0.00 0%

0.00 0%

0.00 0%

4.75 100%

5.34 24%

8.65 38%

0.66 3%

1.66 7%

6.24 28%

5.34 6%

20.95 24%

3.04 3%

2.89 3%

56.51 64%

Total Sub-Basin Area (Ac) 17.06 4.75 22.55 88.73 100%

Post-Development (Proposed Conditions)

PHASE 2 BASIN 2U PHASE 2 BASIN 3U PHASE 2 BASIN 3D

(Sub-Basin 1 & 4)

(Proposed Highway)

(Sub-Basin 2A & 2B)

(Proposed Highway)

(Sub-Basin 3A*, 3B*, 5**, & 5A)

(Existing Commercial) Proposed Basin Total

Total Building Total Pavement Total Sidewalk & Impervious

Lake Area @ Control Total Open Space/Pervious

0.00 0%

3.74 22%

0.91 5%

4.89 29%

7.52 44%

0.00 0%

2.61 55%

0.50 11%

0.00 0%

1.64 35%

5.34 24%

8.65 38%

0.66 3%

2.79 12%

5.11 23%

5.34 6%

30.91 35%

5.38 6%

11.91 13%

35.19 40%

Total Sub-Basin Area (Ac) 17.06 4.75 22.55 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.

Project Veterans Memorial Blvd Phase 2B

PRE-DEVELOPMENT UNTREATED LOADING

PRE-DEVELOPMENT SITE CHARACTERISTICS:

LAND USE

LAND USE CATEGORY AREA CONDITION HYDROLOGIC SOIL

GROUP

PHASE 2B BASIN 1U

UNDEVELOPED 15.74 GOOD B/D

PHASE 2B BASIN 2U

UNDEVELOPED 17.06 GOOD B/D

PHASE 2B BASIN 3U

UNDEVELOPED 4.75 GOOD A/D

PHASE 2B BASIN 3D

LOW INTENSITY

COMMERCIAL

22.55 GOOD A/D

TOTAL 88.73

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 2B BASIN 1U

UNDEVELOPED 15.74 14.51 0.00 0.00 14.51 1.23 0% 0%

PHASE 2B BASIN 2U

UNDEVELOPED 17.06 17.06 0.00 0.00 17.06 0.00 0% 0%

PHASE 2B BASIN 3U

UNDEVELOPED 4.75 4.75 0.00 0.00 4.75 0.00 0% 0%

PHASE 2B 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 2B

BASIN 1U

PHASE 2B

BASIN 2U

PHASE 2B

BASIN 3U

PHASE 2B

BASIN 3D

Sub-Basin Area (Excludes Lake) 14.51 17.06 4.75 20.89 Pervious Area 14.51 17.06 4.75 6.24 Average Site Grade (ft NAVD) 11.5 9.5 9.5 12.4 Control Elevation (ft NAVD) 10.5 8.5 8.5 8.5

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

Soil Compaction Factor (i.e. 25%) 25% 25% 25% 25% Developed Storage Available (in) 0.45 0.45 0.45 7.90 Available Soil Storage 0.54 0.64 0.18 4.11 Site-Wide Soil Storage (S) 0.45 0.45 0.45 2.36 CN for Sub-Basin* 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)

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 2B BASIN 1U

PHASE 2B BASIN 2U

PHASE 2B BASIN 3U

POST-DEVELOPMENT UNTREATED LOADING

POST-DEVELOPMENT SITE CHARACTERISTICS:

LAND USE

LAND USE CATEGORY

AREA CONDITION HYDROLOGIC

SOIL GROUP

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 2B BASIN 1U

HIGHWAY 15.74 6.97 0.00 3.61 10.58 4.23 0% 34%

PHASE 2B BASIN 2U

HIGHWAY 17.06 7.52 0.00 3.74 11.26 4.89 0% 33%

PHASE 2B 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 2B

BASIN 1U

PHASE 2B

BASIN 2U

PHASE 2B

BASIN 3U

PHASE 2B

BASIN 3D

Sub-Basin Area (Excludes Lake) 11.51 12.17 4.75 19.76

Pervious Area 6.97 7.52 1.64 5.11

Average Site Grade (ft NAVD) 13.40 11.70 11.70 12.40

Control Elevation (ft NAVD) 10.5 8.5 8.5 8.5 Average Depth to Water Table (ft) 2.90 3.20 3.20 3.90 Soil Compaction Factor (i.e. 25%) 25% 25% 25% 25%

Developed Storage Available (in) 4.64 5.69 5.69 7.90

Available Soil Storage 2.70 3.57 0.78 3.37 Site-Wide Soil Storage (S) 2.81 3.52 1.96 2.04 CN for Sub-Basin* 78.1 74.0 83.6 83.0

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 2B BASIN 1U (Available Soil Storage/Site Area) x (12 inches/ft)

10.58 0% 66% 78.1 34% CN = 1,000 /(S + 10)

PHASE 2B BASIN 2U

11.26 0% 67% 74.0 33%

PHASE 2B BASIN 3U

4.25 0% 39% 83.6 61%

19.10 28% 27% 83.0 45%

PHASE 2B BASIN 1U

HIGHWAY 15.74 GOOD B/D

PHASE 2B BASIN 2U

HIGHWAY 17.06 GOOD B/D

PHASE 2B BASIN 3U

HIGHWAY 4.75 GOOD A/D

PHASE 2B BASIN 3D

LOW INTENSITY COMMERCIAL 22.55 GOOD A/D

Total 88.73

7/8/2024

K:\2019\190062.00.01 Veteran's Memorial Extension - Phase 2\016 Master Drainage Infrastructure Plan\Calculations\ERP Calcs\Nutrient Loading Calcs\2024-07-03 Nutrient Calcs (rev 1)

Tab: Lake 2 Vol 20 ft

PROPOSED LAKE 2 VOLUME CALCULATIONS

LAKE NUMBER 2 (PHASE 2 BASIN 2U)

ELEVATION (ft NAVD) AREA

10.50

4.89

Slope Break 0.50 3.03

Toe of Slope -9.50 2.21

AREA AVERAGE

DEPTH

VOLUME

AREA AT CONTROL ELEVATION

AREA AT SLOPE BREAK POINT (6:1)

4.89 ACRES

3.96 ACRES

3.03 ACRES

x

10.0 FEET

39.6 ACRE-FT

(CONTROL ELEVATION - 10 FT.)

2.62 ACRES

26.2 ACRE-FT

AREA AT LAKE BOTTOM (2:1)

(CONTROL ELEVATION - 20 FT.

2.21 ACRES

PERMANENT POOL VOLUME, PPV = 65.8 ACRE-FT

LAKE MEAN DEPTH (FT)

13.5 FEET

K:\2019\190062.00.01 Veteran's Memorial Extension - Phase 2\016 Master Drainage Infrastructure Plan\Calculations\ERP Calcs\Nutrient Loading Calcs\2024-07-03 Nutrient Calcs (rev 1)

Tab: Ex. Lake 3 Vol 12 ft

EXISTING LAKE 3 VOLUME CALCULATIONS

LAKE NUMBER Ex. 3 (PHASE 2 BASIN 3D)

8.50

1.66

Slope Break -1.50 0.74

Toe of Slope -3.50 0.66

1.66 ACRES

1.20 ACRES

0.74 ACRES

12.0 ACRE-FT

0.70 ACRES

2.0 FEET

1.4 ACRE-FT

(CONTROL ELEVATION - 12 FT.

0.66 ACRES

PERMANENT POOL VOLUME, PPV = 13.4 ACRE-FT

8.1 FEET

K:\2019\190062.00.01 Veteran's Memorial Extension - Phase 2\016 Master Drainage Infrastructure Plan\Calculations\ERP Calcs\Nutrient Loading Calcs\2024-07-03 Nutrient Calcs (rev 1)

Tab: Lake 3 Vol 20 ft

PROPOSED LAKE 3 VOLUME CALCULATIONS

LAKE NUMBER 3 (PHASE 2 BASIN 3D)

8.50

2.79

Slope Break -1.50 1.17

Toe of Slope -11.50 0.52

2.79 ACRES

1.98 ACRES

1.17 ACRES

19.8 ACRE-FT

0.85 ACRES

8.5 ACRE-FT

(CONTROL ELEVATION - 20 FT.

0.52 ACRES

PERMANENT POOL VOLUME, PPV = 28.3 ACRE-FT

10.1 FEET

Complete Report (not including cost) Ver 4.3.5

Project: Veteran's Memorial Boulevard - Phase 2B Date: 7/17/2026 10:12:33 AM

Site and Catchment Information

Analysis: Specified Removal Efficiency

Catchment Name Phase 2 Sub-Basin 2A (3U) Phase 2 Sub-Basin 1 and 4 (2U)

Phase 2 Sub-Basin 3A, 3B, 5, and 5A (3D)

Rainfall Zone Florida Zone 4 Florida Zone 4 Florida Zone 4

Annual Mean Rainfall

53.00 53.00 53.00

Pre-Condition Landuse Information

Landuse Undeveloped - Wet Flatwoods: TN=1.213

TP=0.021

Undeveloped - Wet Flatwoods: TN=1.213

TP=0.021

User Defined Values

Area (acres) 4.75 17.06 22.55

Rational Coefficient (0-1)

0.47 0.47 0.43

Non DCIA Curve Number

95.70 95.70 80.90

DCIA Percent (0- 100)

0.00 0.00 43.00

Nitrogen EMC (mg/l)

1.213 1.213 0.930

Phosphorus EMC (mg/l)

0.021 0.021 0.190

Runoff Volume (ac-ft/yr)

9.915 35.612 43.150

Groundwater N (kg/yr)

1.213 1.213 1.130

Groundwater P (kg/yr)

0.021 0.021 0.188

Nitrogen Loading (kg/yr)

16.043 54.476 50.610

Phosphorus Loading (kg/yr)

0.278 0.943 10.297

Post-Condition Landuse

7/17/2026about:blank

Catchment Number: 1 Name: Phase 2 Sub-Basin 2A (3U)

Date: 7/17/2026

None Design

Watershed Characteristics

Surface Water Discharge

Information Landuse User Defined Values User Defined Values User Defined Values

Area (acres) 4.75 17.06 22.55

Rational Coefficient (0-1)

0.57 0.33 0.46

Non DCIA Curve Number

83.60 74.00 83.00

DCIA Percent (0- 100)

61.00 33.00 45.00

Wet Pond Area (ac)

0.00 4.89 2.79

Nitrogen EMC (mg/l)

1.250 1.250 0.930

Phosphorus EMC (mg/l)

0.173 0.173 0.190

Runoff Volume (ac-ft/yr)

11.896 17.869 40.041

Groundwater N (kg/yr)

1.520 1.520 1.130

Groundwater P (kg/yr)

0.200 0.200 0.188

Nitrogen Loading (kg/yr)

19.855 29.060 47.045

Phosphorus Loading (kg/yr)

2.738 4.012 9.568

Catchment Area (acres) 4.75

Contributing Area (acres) 4.750

Non-DCIA Curve Number 83.60

DCIA Percent 61.00

Rainfall Zone Florida Zone 4

Rainfall (in) 53.00

Required TN Treatment Efficiency (%)

Provided TN Treatment Efficiency (%)

Media Mix Information

Groundwater Discharge (Stand-Alone)

Load Diagram for None (stand-alone)

Load Diagram for None ( As Used In Routing)

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 N: 19.86 kg/yr P: 2.74 kg/yr

Treatment N: % P: %

Surface Discharge N: 19.86…