OKSWFWMD_Drainage_Report_04.18.25.pdf

Prepared by: GAI Consultants, Inc.

Orlando Office

618 East South Street, Suite 700 Orlando, Florida 32801

Prepared for: Pinellas County Public Works 14 S. Fort Harrison Ave.

Clearwater, FL 33756

Southwest Florida Water Management District Drainage Report

Cross Bayou Ball Fields Pinellas County, Florida

GAI Project Number: R220415.01

January 2024

Revised March 2025 gaiconsultants.com | transforming ideas into reality.®

G gai consultants

Drainage Report

Cross Bayou Ball Fields

GAI Project Number: R220415.01

September 2024

Prepared for:

Pinellas County Public Works – Engineering & Technical Support

14 S Fort Harrison Ave.

Clearwater, FL 33756

727-464-8900

Prepared by:

GAI Consultants, Inc.

Orlando Office

618 East South Street Orlando, Florida 32801

I hereby certify that to the best of my knowledge and belief, the design of the Stormwater Management System for the project known as: Cross Bayou Ball Fields Park, meets all the requirements and has been designed substantially in accordance with the Pinellas County and the SWFWMD Stormwater Management Criteria.

Frank C. DelValle Civil Technical Specialist

Aimee J. Shields, P.E.

Project Manager

Pinellas County Public Works Cross Bayou Ball Fields – Stormwater Permit

Table of Contents

1.0 Introduction

1.1 Purpose and Scope

2.0 Existing Conditions

2.1 Description

2.2 Existing Drainage Features

2.3 Geotechnical Analysis

3.0 Proposed Conditions

3.1 Description

3.2 Proposed Drainage Features

3.3 Tailwater Development

4.0 Stormwater Management System

4.1 Description

4.2 Treatment Volume Calculations

4.2.1 Wet Detention

4.2.2 Recovery

4.3 Stormwater Quantity / Attenuation Requirements

4.4 AdICPR Results Summary Table

4.5 BMP Trains Result Summary

4.6 Flood Compensation

Appendix A A-1: Location Map A-2: Aerial Photography A-3: USGS Quadrangle Map A-4: NRSCS Soils Map A-5: FEMA Map

Appendix B – Stormwater Management System Design B-1: Pre-Development Basin Map B-2: Post-Development Basin Map B-3: Curve Number Calculations B-4: Wet Detention Pond Calculations

Appendix C – Peak Attenuation Calculations C-1: AdICPR Input Report C-2: AdICPR Node Maximum Condition Report C-3: AdICPR Nodal Diagram C-4: Tailwater Development – Support Documentation C-5: BMP Analysis Report

Appendix D – Flood Compensation D-1: Pre Flood Compensation Exhibit D-2: Post Flood Compensation Exhibit

1.0 Introduction

1.1 Purpose and Scope

Pinellas County Public Works is seeking to obtain an Environmental Resource Permit (ERP) through the Southwest Florida Water Management District (SWFWMD) for the development of a parcel located within the Pinellas County. The Cross Bayou Ball Fields project site is bound by 102nd Avenue N to the North and 98th Street N to the East. This project site is located within Section 27, Township 30 South, and Range 15 East with a total project area of +/- 13.86 acres.

This submittal is for the approval of a SWFWMD ERP according to the rule 62-330 F.A.C. All elevation references contained within this report are based on the North American Vertical Datum of 1988

(NAVD88).

2.0 Existing Conditions

2.1 Description

The existing site is developed land and currently is comprised of multiple baseball fields, an access road and compacted parking areas. Site elevations range from 7-feet to 9.5-feet with the northeast section of the site sloping toward the southwest of the site. Existing soils are sandy and classified within hydraulic group A/D.

2.2 Existing Drainage Features

The existing Cross Bayou Ball Fields Park does not have an associated Environmental Resource Permit with the SWFWMD. There are existing swales that convey stormwater within the site at the East property line and South of the existing driveway. Swales are interconnected with stormwater culverts underneath the driveway entrance. Existing drainage basin flow into the existing swales that eventually discharge to Lake Seminole through the North existing 30” RCP culvert, without treatment and attenuation.

Refer to Appendix A-6 for the Pre-Development Basin Map.

Table 2.1. Pre-Development Basins

Basin Name Total

Area (ac)

Time of Concentration

(min) CN % Impervious

Pre Basin-1 5.64 10 85 25%

Pre Basin-2 4.94 10 89 71%

Pre-Bypass

Fields

3.30 10 83 15%

2.3 Geotechnical Analysis

The seasonal high ground water table was estimated based on Geotechnical data for the project site.

The estimated seasonal high-water table (SHWT) elevation is around 5.0’ (NAVD88) which is at depth of between 2.0 to 3.0 feet below the existing ground surface.

3.0 Proposed Conditions

3.1 Description

The proposed improvements include the construction of new baseball fields, a community park, surface parking, stormwater collection ponds, associated utilities, and landscaping.

3.2 Proposed Drainage Features

Stormwater runoff will be collected in wet detention ponds, catch basins and area drains is conveyed through a storm sewer system. Stormwater runoff will be treated and attenuated within two (2) wet detention ponds along the site boundary before discharging to the adjacent Lake Seminole.

Refer to Appendix A-7 for the Post-Development Basin Map.

Table 3.1. Post-Development Basins

Basin Name Total Area

(ac)

Time of

Concentration (min) CN % Impervious

Post Basin 1 8.11 10 88 33%

Post Basin 2 2.47 10 84 15%

Post Bypass

Fields

3.30 10 83 15%

3.3 Tailwater Development

Stormwater runoff from the existing and proposed project site discharges into the adjacent Lake Seminole system. Tailwater information for the existing and proposed project was obtained from permit no. 43041400.00 submitted to SWFWMD in application 685225. Tailwater support documents are included in Appendix C-5 of this report. The tailwater used for this analysis was

4.13’ NAVD88.

4.0 Stormwater Management System

4.1 Description

Two equalized wet detention ponds are proposed to meet SWFWMD and Pinellas County requirements.

They are sized to provide stormwater treatment and attenuation for the proposed development.

4.2 Treatment Volume Calculations

4.2.1 Wet Detention

Per SWFWMD, wet detention systems are required to treat 1” over the corresponding drainage basin. The design weir elevation for the proposed ponds were governed by the calculated treatment volume elevations. Refer to Appendix B-4 for treatment volume calculations, plan detail sheets and Post Development ICPR model provided with this report.

4.2.2 Recovery

The wet detention pond is required to recover half of the treatment volume in 24-36 hours. This is achieved through the side bank filtration and an orifice set at the top of the treatment required for the side bank filtration. See Appendix B-4 for the Side Bank Filtration calculations and Orifice sizing.

4.3 Stormwater Quantity / Attenuation Requirements

Pursuant to Rule 62-330.055. F.A.C., the peak discharge rates must demonstrate equal to or less than the pre-developed peak discharge rates. The pre-developed and post-developed conditions were modeled using AdICPR modeling software. This model was used to calculate the discharge rates for the 25-year, 24-hour storm event. The Florida Modified rainfall distribution was used along with the 256 Unit Hydrograph. Refer to Appendices C, and summary table provided in Section 4.6 of this report. Refer to Appendix C for AdICPR model input and results.

4.4 AdICPR Results Summary Table

Table 4.6

AdICPR Results Summary Table – Peak Discharge (Lake Seminole)

Outfall Location Pre Flow (cfs) Post Flow (cfs)

Lake Seminole - 25 Year / 24 Hour 39.68 37.30

4.5 BMP Trains Result Summary

The receiving waterbody for this project is Lake Seminole. A nutrient loading analysis was performed using BMP Trains to meet Lake Seminole Basin requirements.

To provide the required nutrient loading reduction, the volume is treated through a side bank filter (Bold and Gold media filter) that has been incorporated into the stormwater management system on Pond 1 and wet pond littoral shelves in both Ponds 1 and 2.

Per Pinellas County Stormwater Quality Permitting Requirements, the stormwater treatment system shall be designed to achieve the greater level of pollutant removal of the following performance standards:

1. Reduce the post-development annual average stormwater total nitrogen load by at least 55% and the annual average stormwater total phosphorus load by at least 80% more than the pre-development loads or

2. Reduce the post-development annual average stormwater total nitrogen and phosphorus loads by 10% or more of the undeveloped or current annual discharge loads.

Based on the provided BMP Trains analysis, the post-development nitrogen and phosphorus load does not exceed the existing conditions.

The existing conditions nutrient loading from Basins 1 and 2 is 16.81 kg/yr for Nitrogen and 0.804 kg/yr in Phosphorus. The existing condition is existing baseball fields with associated infrastructure (parking, sidewalks, etc).

The proposed conditions nutrient loading from Basins 1 and 2 is 6.97 kg/yr for Nitrogen and 0.201 kg/yr in Phosphorus, which is an 68% treatment efficiency in nitrogen reduction and 80% treatment efficiency in phosphorus reduction. The proposed condition is also baseball fields with similar associated infrastructure. Please refer to the support documentation in this report for a Complete Report of the BMP analysis.

Please refer to Appendix B-4 for the Bold & Gold Filter Water Quality Analysis and Appendix C-5 for the Site-Specific Pre/Post-Pollutant Loading Analysis for the drainage area to Pond 1 and 2.

4.6 Flood Compensation

The majority of the project site is located within FEMA Flood Zone AE. The base flood elevation (B.F.E.) for this zone is established at 9.00 NAVD88. The City of Semionle WMP establishes a B.F.E of

6.84 NAVD88 for this location. Floodplain impacts and subsequent compensation will utilize the B.F.E established by the City of Seminole WMP. The wetlands along the West of the project site are proposed for preservation. Any existing floodplain areas that are filled within the proposed development will be compensated for in accordance with FEMA, SWFWMD, and Pinellas County permit requirements. Stormwater management ponds will provide the majority of the compensating storage volume.

A ”cup for cup” methodology was used for compensation of the proposed project on the existing floodplain. The compensation site volume was calculated with AutoCAD Civil 3D software by comparing the proposed and existing surfaces between the seasonal high-water table (5.00 NAVD88) and the base flood elevation (6.84 NAVD88). The total compensation volume is the cut volume minus the fill volume between these two surfaces. See Appendix D for pre and post-flood compensation volume exhibits.

All inhabited structures proposed with this project will be constructed to an elevation one foot above the storm surge elevation established by the Pinellas County Storm Surge Analysis. The storm surge elevation for this site is established at 11.10 NAVD88.

APPENDIX A-1

Location Map

A-1

North

618 E. South Street Suite 700

Orlando, Florida 32801 Phone: 407.423.8398

NTS

SHEET NO.:

PROJECT NO.:

SCALE:

DATE:

R220415.01

DECEMBER 2023

PROJECT

LOCATION

LOCATION MAP

CROSS BAYOU LITTLE LEAGUE FIELDS

10150 98TH STREET NORTH

THE CITY OF SEMINOLE, FLORIDA

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Aerial Map

A-2

618 E. South Street Suite 700

Orlando, Florida 32801 Phone: 407.423.8398

NTS

SHEET NO.:

PROJECT NO.:

SCALE:

DATE:

R220415.01

DECEMBER 2023

PROJECT

LOCATION

AERIAL MAP

CROSS BAYOU LITTLE LEAGUE FIELDS

10150 98TH STREET NORTH

THE CITY OF SEMINOLE, FLORIDA

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Orlando, Florida 32801 Phone: 407.423.8398

NTS

SHEET NO.:

PROJECT NO.:

SCALE:

DATE:

R220415.01

DECEMBER 2023

PROJECT

LOCATION

USGS QUADRANGLE MAP

CROSS BAYOU LITTLE LEAGUE FIELDS

10150 98TH STREET NORTH

THE CITY OF SEMINOLE, FLORIDA

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A-4a

618 E. South Street Suite 700

Orlando, Florida 32801 Phone: 407.423.8398

NTS

SHEET NO.:

PROJECT NO.:

SCALE:

DATE:

R220415.01

DECEMBER 2023

PROJECT

LOCATION

NRCS SOILS MAP

CROSS BAYOU LITTLE LEAGUE FIELDS

10150 98TH STREET NORTH

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NTS

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PROJECT NO.:

SCALE:

DATE:

R220415.01

DECEMBER 2023

NRCS SOILS MAP

CROSS BAYOU LITTLE LEAGUE FIELDS

10150 98TH STREET NORTH

THE CITY OF SEMINOLE, FLORIDA

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Map Unit Symbol Map Unit Name Acres in AOI

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APPENDIX A-5

FEMA Map

A-5

618 E. South Street Suite 700

Orlando, Florida 32801 Phone: 407.423.8398

NTS

SHEET NO.:

PROJECT NO.:

SCALE:

DATE:

R220415.01

DECEMBER 2023

PROJECT

LOCATION

FEMA FLOOD MAP

CROSS BAYOU LITTLE LEAGUE FIELDS

10150 98TH STREET NORTH

THE CITY OF SEMINOLE, FLORIDA

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APPENDIX B-1

Pre-Developed Basin Map

Feet 160800 40

ST-14

CATCH BASIN

TOP OF GRATE EL = 24.25'

N (15" RCP) IE = 19.35'

E (24" RCP) IE = 19.32'

ST-8

ST-9

ST-13

CATCH BASIN

TOP OF GRATE EL = 14.74'

N (15" RCP) IE = 10.11'

E (24" RCP) IE = 9.35'

W (24" RCP) IE = 9.35'

ST-15

CATCH BASIN

TOP OF GRATE EL = 14.73'

S (15" RCP) IE = 10.25'

ST-12

CATCH BASIN

TOP OF GRATE EL = 11.86'

N (15" RCP) IE = 7.08'

E (24" RCP) IE = 6.37'

W (24" RCP) IE = 6.42'

ST-16

CATCH BASIN

TOP OF GRATE EL = 11.74'

S (15" RCP) IE = 7.99'

ST-3

CURB INLET WITH MANHOLE

N RIM EL = 11.63'

THROAT EL = 11.03'

E (30" RCP) IE = 4.51'

W (24" RCP) IE = 4.89'

ST-4

MANHOLE

N RIM EL = 10.94'

E (8" PVC) = 7.77'

BOTTOM OF STRUCTURE EL = 7.82'

ST-11

CURB INLET WITH MANHOLE

N RIM EL = 11.07'

THROAT EL = 10.10'

W (30" RCP) IE = 3.62'

S (30" RCP) IE = 3.34'

ST-18

CATCH BASIN

(NO GRATE)

E (2" PIPE) IE = 6.20'

W (24" RCP) IE = 6.88'

BOTTOM OF BOX EL = 6.35'

ST-6

CURB INLET WITH MANHOLE

N RIM EL = 9.81'

THROAT EL = 8.85'

E (15" RCP) IE = 4.45'

ST-7

CURB INLET WITH MANHOLE

N RIM EL = 9.81'

THROAT EL = 9.04'

E (15" RCP) IE = 4.35'

W (15" RCP) IE = 4.35'

ST-19

CATCH BASIN

TOP OF GRATE EL = 9.04'

W (15" RCP) IE = 5.87'

ST-8

CATCH BASIN

TOP OF GRATE EL = 7.72'

W (14"X23" ERCP) IE = 6.13'

SE (14"X23" ERCP) IE = 5.96'

ST-9

CATCH BASIN

TOP OF GRATE EL = 7.55'

E (14"X23" ERCP) IE = 1.32'

METAL WOODWOOD

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ST-1

MANHOLE

N RIM EL = 9.71'

W (30" RCP) IE = 5.28'

SE (30" RCP) IE = 5.28'

ST-10

N RIM EL = 8.14'

E (30" RCP) IE = 4.46'

SW (30" RCP) IE = 4.44'

WOOD

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2 STORY

MASONRY BUILDING

1 STORY

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BATTING CAGES

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CLAY

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GRASS

CLAY

CLAY

CLAY

CLAY

GRASS

GRASS

CLAY

CLAY

CLAYCLAY

CLAY

CLAY

CLAY

CLAY

B

LE

A C H

ER

S C O V

ER

ED

D U G O U T

GRASS

GRASS

CLAYCLAY

CLAY

CLAY

GATE

6' CHAINLINK

FENCE

H A N D

IC

A P

PA

R K

IN

G

2" M

ET

A L

PO

ST

S 2"

M

ET

A L

PO

ST

S

22"

17"

GATE

6' CHAINLINK FENCE

GATE

GATE

ASPHALT PAVEMENT

ASPH

ALT P

AVEM

ENT

GATE

GATE

GATE

GATE

GATE

GATE

GATE

GATE

GATE

GATE

G A

TE

GATE

GATE

GATE

GATE

GATE

GATE

GATEGATE

GATE

GATE

DIRT

DIRT

DIRT

DIRT

GRASS

GRASS

GRASS

GRASS

GRASS GRASS

GRASS

GRASS

GRASS

DIRT

FINISH FLOOR EL = 9.68'

FINISH FLOOR EL = 9.01'

GATE

GATE 6' CHAINLINK FENCE

6' C

H A

IN

LI

N K F

EN

C E

6' C

H A

IN

LI

N K F

EN

C E

6' C

H A

IN

LI

N K F

EN

C E

6' CHAINLINK FENCE

6' C

H A

IN

LI

N K F

EN

C E

6' C

H A

IN

LI

N K F

EN

C E

C H A

IN

LI

N K F

EN

C E

6' C

H A

IN

LI

N K F

EN

C E

6' CHAINLINK FENCE

6' C

H A

IN

LI

N K F

EN

C E

ASPHALT

PAVEMENT

C H A

IN

LI

N K F

EN

C E

C H A

IN

LI

N K F

EN

C E

23' CHAINLINK FENCE

8' CHAINLINK FENCE

20' CHAINLINK FENCE

20' CHAINLINK FENCE

C H A

IN

LI

N K F

EN

C E

C H A

IN

LI

N K F

EN

C E

6' CHAINLINK FENCE

12' CHAINLINK FENCE

C H A

IN

LI

N K F

EN

C E

BEGIN

12' CHAINLINK FENCE

C H A

IN

LI

N K F

EN

C E

20' CHAINLINK FENCE

C H A

IN

LI

N K F

EN

C E

CH

AI

N

LI

N K

FE

N

CE

' C

HA

INL

INK

FE

NC

E

C H A

IN

LI

N K

FE

N C E

20' CHAINLINK FENCE 20' CHAINLINK FENCE

20' CHAINLINK FENCE

8' CHAINLINK FENCE

12' CHAINLINK FENCE

12' CHAINLINK FENCE

4' P

VC

F

EN

CE

6' C

H

AI

N

LI

N K

FE

N

CE

WOOD

COVERED

DUGOUT

WOOD

WOOD

SCOREBOARD

SCOREBOARD

SCOREBOARD

BLEACHERS

20' CHAINLINK FENCE

6' CHAINLINK FENCE

6' C

H A

IN

LI

N K F

EN

C E

6' CHAINLINK FENCE

14"

20' CHAINLINK

FENCE

BEGIN

8' CHAINLINK

FENCE

8' CHAINLINK FENCE

BEGIN

8' CHAINLINK

FENCE

BEGIN

8' CHAINLINK

FENCE

METAL POST (2)

METAL POST (2)

BEGIN

8' CHAINLINK FENCE

20' CHAINLINK

FENCE

6' CHAINLINK

FENCE

6' CHAINLINK FENCE

20' CHAINLINK FENCE

END 6' CHAINLINK FENCE

6' CHAINLINK FENCE

20' CHAINLINK

FENCE

6' CHAINLINK FENCE

8' CHAINLINK FENCE

B

EG

IN

7' C

H A

IN

LI

N K F

EN

C E

EXISTING PINELLAS COUNTY R/W PER

PINELLAS COUNTY RIGHT OF WAY MAP

FOR CAPITAL IMPROVEMENT FUND

NO. 401 007 001/001

EXISTING PINELLAS COUNTY R/W PER

PINELLAS COUNTY RIGHT OF WAY MAP

FOR CAPITAL IMPROVEMENT FUND

NO. 401 007 001/001

EXISTING PINELLAS COUNTY R/W PER

PINELLAS COUNTY RIGHT OF WAY MAP

FOR CAPITAL IMPROVEMENT FUND

NO. 401 007 001/001

EX

IS

TI

N G P

IN

EL

LA

S

C O U N

TY

R /W

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PI

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EL

LA

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TY

R

IG

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PI

TA

L

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PR

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EN

T

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N D

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1/

CONC. WALL

1. PROJECT COORDINATES ARE BASED ON THE FLORIDA STATE PLANE

COORDINATE SYSTEM, WEST ZONE, OF THE NORTH AMERICAN DATUM

OF 1983, 2011 ADJUSTMENT (NAD83/2011).

2. ELEVATIONS ARE BASED ON THE NORTH AMERICAN VERTICAL DATUM

OF 1988 (NAVD88).

3. THIS FILE IS MEANT TO BE DISPLAYED AT A SCALE OF 1" = 40'.

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Pinellas PROJECT NO.IMDRAWN PRE WATERSHED PLANCROSS BAYOU LITTLE LEAGUECounty 004556B

RP DATE SHEET:CHECKED PUBLIC WORKSREV. BYREV. NO. DATE WS-01DESCRIPTION

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APPENDIX B-2

Post-Developed Basin Map

ST���

CATCH BASIN

TOP OF GRATE EL = 24.25'

N (15" RCP) IE = 19.35'

E (24" RCP) IE = 19.32'

ST-13

CATCH BASIN

TOP OF GRATE EL = 14.74'

N (15" RCP) IE = 10.11'

E (24" RCP) IE = 9.35'

W (24" RCP) IE = 9.35'

ST-15

CATCH BASIN

TOP OF GRATE EL = 14.73'

S (15" RCP) IE = 10.25'

ST-12

CATCH BASIN

TOP OF GRATE EL = 11.86'

N (15" RCP) IE = 7.08'

E (24" RCP) IE = 6.37'

W (24" RCP) IE = 6.42'

ST-16

CATCH BASIN

TOP OF GRATE EL = 11.74'

S (15" RCP) IE = 7.99'

ST-3

CURB INLET WITH MANHOLE

N RIM EL = 11.63'

THROAT EL = 11.03'

E (30" RCP) IE = 4.51'

W (24" RCP) IE = 4.89'

ST-4

MANHOLE

N RIM EL = 10.94'

E (8" PVC) = 7.77'

BOTTOM OF STRUCTURE EL = 7.82'

ST-11

CURB INLET WITH MANHOLE

N RIM EL = 11.07'

THROAT EL = 10.10'

W (30" RCP) IE = 3.62'

S (30" RCP) IE = 3.34'

ST-18

CATCH BASIN

(NO GRATE)

E (2" PIPE) IE = 6.20'

W (24" RCP) IE = 6.88'

BOTTOM OF BOX EL = 6.35'

ST-6

CURB INLET WITH MANHOLE

N RIM EL = 9.81'

THROAT EL = 8.85'

E (15" RCP) IE = 4.45'

ST-7

CURB INLET WITH MANHOLE

N RIM EL = 9.81'

THROAT EL = 9.04'

E (15" RCP) IE = 4.35'

W (15" RCP) IE = 4.35'

ST-19

CATCH BASIN

TOP OF GRATE EL = 9.04'

W (15" RCP) IE = 5.87'

ST-8

CATCH BASIN

TOP OF GRATE EL = 7.72'

W (14"X23" ERCP) IE = 6.13'

SE (14"X23" ERCP) IE = 5.96'

ST-9

CATCH BASIN

TOP OF GRATE EL = 7.55'

E (14"X23" ERCP) IE = 1.32'

METAL WOODWOOD

WOOD

WOODATMS

CONC.

ST-1

MANHOLE

N RIM EL = 9.71'

W (30" RCP) IE = 5.28'

SE (30" RCP) IE = 5.28'

ST-10

N RIM EL = 8.14'

E (30" RCP) IE = 4.46'

SW (30" RCP) IE = 4.44'

WOOD

Feet 80400 20

TT

3.75” ORIFICE @ 5.504L .-.-WEIR @ 6.02 (3.50 W X 1.49 H) - 1 COUNT

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RP SHEET:DATECHECKED PUBLIC WORKSREV. BYREV. NO. DATE WS-02DESCRIPTION

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EXISTING MANHOLE @ 5.28

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TOP @ 7.64 (4.33 W X 3.33 H)

46 LT OF 18” RCP © INV. 4.50 TO

--------------- SWALE @ 4.25---------

APPENDIX B-3

Curve Number Calculations

Table 1 - Runoff Curve Number

Project: Cross Bayou By: FCD Date: 4/22/2024

Location: Pre Basin 1 Checked: Date:

Circle one: Present Developed

Runoff Curve Number (CN)

Soil Name Cover Description CN Area Product and of

Hydrologic (cover type, treatment, and acres CN x area group hydrologic condition; Tab. Fig. Fig. mi percent impervious; 2-2 2-3 2-4 % unconnected/connected impervious

(Appendix A) area ratio)

A Impervious 98 1.42 139.2

A pond 100 0.00 0.0

A Open Space 80 4.22 337.6

Totals = 5.64 476.8

CN (weighted) = total product/total area Use CN = 85

Reference: Urban Hydrology for Small Watersheds

Technical Release 55, Soil Conservation

Service, June 1986

Project: Cross Bayou By: FCD Date: 6/12/2024

Location: Pre Basin 2 Checked: Date:

Circle one: Present Developed

Runoff Curve Number (CN)

Soil Name Cover Description CN Area Product and of

Hydrologic (cover type, treatment, and acres CN x area group hydrologic condition; Tab. Fig. Fig. mi percent impervious; 2-2 2-3 2-4 % unconnected/connected impervious

(Appendix A) area ratio)

A Impervious 98 0.70 68.6

A compacted park ing area 91 2.79 253.9

A Open Space 80 1.45 116.2

Totals = 4.94 438.7

CN (weighted) = total product/total area Use CN = 89

Reference: Urban Hydrology for Small Watersheds

Project: Cross Bayou By: FCD Date: 4/5/2024

Location: Basin 1 Checked: Date:

Circle one: Present Developed

Runoff Curve Number (CN)

Soil Name Cover Description CN Area Product and of

Hydrologic (cover type, treatment, and acres CN x area group hydrologic condition; Tab. Fig. Fig. mi percent impervious; 2-2 2-3 2-4 % unconnected/connected impervious

(Appendix A) area ratio)

A Impervious 98 2.69 264.0

A pond 100 0.71 71.3

A Open Space 80 4.70 375.9

Totals = 8.11 711.1

CN (weighted) = total product/total area Use CN = 88

Reference: Urban Hydrology for Small Watersheds

Location: Basin 2 Checked: Date:

Circle one: Present Developed

Runoff Curve Number (CN)

Soil Name Cover Description CN Area Product and of

Hydrologic (cover type, treatment, and acres CN x area group hydrologic condition; Tab. Fig. Fig. mi percent impervious; 2-2 2-3 2-4 % unconnected/connected impervious

(Appendix A) area ratio)

A Impervious 98 0.37 36.7

A pond 100 0.09 9.3

A Open Space 80 2.00 160.2

Totals = 2.47 206.2

CN (weighted) = total product/total area Use CN = 84

Reference: Urban Hydrology for Small Watersheds

Location: Post By Pass Fields Checked: Date:

Circle one: Present Developed

Runoff Curve Number (CN)

Soil Name Cover Description CN Area Product and of

Hydrologic (cover type, treatment, and acres CN x area group hydrologic condition; Tab. Fig. Fig. mi percent impervious; 2-2 2-3 2-4 % unconnected/connected impervious

(Appendix A) area ratio)

A Impervious 98 0.50 49.1

A pond 100 0.00 0.0

A Open Space 80 2.80 223.9

Totals = 3.30 273.0

CN (weighted) = total product/total area Use CN = 83

Reference: Urban Hydrology for Small Watersheds

Technical Release 55, Soil Conservation

Service, June 1986

Table 1 - Runoff Curve Number

Project: Cross Bayou By: FCD Date: 4/5/2024

Location: Pre By Pass Fields Checked: Date:

Circle one: Present Developed

Runoff Curve Number (CN)

Soil Name Cover Description CN Area Product and of

Hydrologic (cover type, treatment, and acres CN x area group hydrologic condition; Tab. Fig. Fig. mi percent impervious; 2-2 2-3 2-4 % unconnected/connected impervious

(Appendix A) area ratio)

A Impervious 98 0.49 48.4

A pond 100 0.00 0.0

A Open Space 80 2.81 224.5

Totals = 3.30 272.9

CN (weighted) = total product/total area Use CN = 83

Reference: Urban Hydrology for Small Watersheds

Time of concentration (Tc) or travel time (Tt)

Project : Cross Bayou By: FCD Date:

Location : Pre Basin 1 Checked: Date:

Circle One: Present Developed

Circle One: Tc Tt through subarea

NOTES: Space for as many as two segments per flow type can be used for each worksheet.

Include map, schematic, or description of flow segments.

Sheet flow (Applicable to Tc only)

Segment ID

1. Surface description (Table 3-1) grass

2. Mannings roughness coeff., n (Table 3-1) 0.02

3. Flow length, L (total L < 100ft.) ft 100

4. Two-yr 24-hr rainfall, P2 in 4.92 4.92

5. Calculated Land slope, s ft/ft 0.003

5a. Land Elevation For Upper End Of Flow Path 9.67

5b. Land Elevation For Lower End Of Flow Path 9.39

6. Compute Tt hr 0.07 + = 0.07

Shallow concentrated flow

Segment ID

7. Surface description (Paved or Unpaved) grass

8. Flow length, L ft 270

9. Calculated Watercourse slope, s ft/ft 0.005

9a. Land Elevation For Upper End Of Flow Path 9.39

9b. Land Elevation For Lower End Of Flow Path 8.00

10. Average velocity, V (Figure 3-1) ft/s 1.16

11. Tt = L/3600V Compute Tt hr 0.06 + = 0.06

Pipe/Gutter/Ditch flow

Segment ID

12 V = 1.5 ft/s (Assumed) ft/s 1.5 1.5

13. Flow length, L ft

14. Tt = L/3600V Compute Tt hr 0.00 + 0.00 = 0.00

15. Watershed or subarea Tc or Tt (add Tt in steps 6,11, and 14) hr 0.13

Reference: Urban Hydrology for Small Watersheds

Technical Release 55, Soil Conservation Service

U.S. Department of Agriculture, June 1986

Use Time Of Concentration = 8 Minutes

6/13/2024

Location : Pre Basin 2 Checked: Date:

Circle One: Present Developed

Circle One: Tc Tt through subarea

NOTES: Space for as many as two segments per flow type can be used for each worksheet.

Include map, schematic, or description of flow segments.

Sheet flow (Applicable to Tc only)

Segment ID

1. Surface description (Table 3-1) grass

2. Mannings roughness coeff., n (Table 3-1) 0.02

3. Flow length, L (total L < 100ft.) ft 100

4. Two-yr 24-hr rainfall, P2 in 4.92 4.92

5. Calculated Land slope, s ft/ft 0.000

5a. Land Elevation For Upper End Of Flow Path 8.53

5b. Land Elevation For Lower End Of Flow Path 8.48

6. Compute Tt hr 0.13 + = 0.13

Shallow concentrated flow

Segment ID

7. Surface description (Paved or Unpaved)

8. Flow length, L ft 70

9. Calculated Watercourse slope, s ft/ft 0.007

9a. Land Elevation For Upper End Of Flow Path 8.48

9b. Land Elevation For Lower End Of Flow Path 8.00

10. Average velocity, V (Figure 3-1) ft/s 1.34

11. Tt = L/3600V Compute Tt hr 0.01 + = 0.01

Pipe/Gutter/Ditch flow

Segment ID

12 V = 1.5 ft/s (Assumed) ft/s 1.5 1.5

13. Flow length, L ft

14. Tt = L/3600V Compute Tt hr 0.00 + 0.00 = 0.00

15. Watershed or subarea Tc or Tt (add Tt in steps 6,11, and 14) hr 0.15

Reference: Urban Hydrology for Small Watersheds

Technical Release 55, Soil Conservation Service

U.S. Department of Agriculture, June 1986

Use Time Of Concentration = 9 Minutes

Location : By Pass Fields Checked: Date:

Circle One: Present Developed

Circle One: Tc Tt through subarea

NOTES: Space for as many as two segments per flow type can be used for each worksheet.

Include map, schematic, or description of flow segments.

Sheet flow (Applicable to Tc only)

Segment ID

1. Surface description (Table 3-1) grass

2. Mannings roughness coeff., n (Table 3-1) 0.02

3. Flow length, L (total L < 100ft.) ft 100

4. Two-yr 24-hr rainfall, P2 in 4.92 4.92

5. Calculated Land slope, s ft/ft 0.001

5a. Land Elevation For Upper End Of Flow Path 8.50

5b. Land Elevation For Lower End Of Flow Path 8.45

6. Compute Tt hr 0.13 + = 0.13

Shallow concentrated flow

Segment ID

7. Surface description (Paved or Unpaved)

8. Flow length, L ft 90

9. Calculated Watercourse slope, s ft/ft 0.003

9a. Land Elevation For Upper End Of Flow Path 8.45

9b. Land Elevation For Lower End Of Flow Path 8.15

10. Average velocity, V (Figure 3-1) ft/s 0.93

11. Tt = L/3600V Compute Tt hr 0.03 + = 0.03

Pipe/Gutter/Ditch flow

Segment ID

12 V = 1.5 ft/s (Assumed) ft/s 1.5 1.5

13. Flow length, L ft

14. Tt = L/3600V Compute Tt hr 0.00 + 0.00 = 0.00

15. Watershed or subarea Tc or Tt (add Tt in steps 6,11, and 14) hr 0.16

Reference: Urban Hydrology for Small Watersheds

Technical Release 55, Soil Conservation Service

U.S. Department of Agriculture, June 1986

Use Time Of Concentration = 10 Minutes

APPENDIX B-4

Wet Detention Pond Calculations

PROJECT: Cross Bayou

PROJECT # R220415.01

DATE: 4/18/2025

WET DETENTION CALCULATIONS:

Land Use: Residentail Site Receiving Waters: Class III Pond Designation: Pond 1 & 2 (Wet) Basin Area (Ac): 10.58 (Including Pond) Basin Impervious Area (Ac): 3.07 (Top of Bank) Basin % Impervious: 29.0% (Not Including Pond) Basin Coeff. of Runoff: 0.49

Stage-Area-Pool Volume relationship:

Stage Stage Area Area Vol. Pool Vol. Det Vol.

(ft) Desc (sf) (Ac) (Ac-Ft) (Ac-Ft) (Ac-Ft)

0.00 BOT 20622 0.47 0.00 0.00

2.75 Trans 25216 0.58 1.45 1.45

5.00 NWL 39292 0.90 3.11 3.11 0.00

5.91 TV 43945 1.01 3.98 0.88

8.50 TOB 57190 1.31 6.99 3.88

1. Required Treatment Volumes:

a. 1" Runoff from Drainage Basin:

Vd = Area(Ac) x 1" / 12" per foot Vd = 10.58 x 1" / 12" per foot Vd = 0.88 Ac - Ft

2. Set Elevation of Control Structure:

Overflow Weir

Using Stage vs Storage Curve w/ Treatment Volume = 0.88 Ac - Ft therefore Weir Elv = 5.91 Ft (min.)

Design Weir ELv.= 5.91 feet w/ volume = 1.01 Ac-Ft Initial Stage = 5.91 - 5.00 = 0.91 Ft

3. Calculate Minimum Permanent Pool Volume:

Project Coeff of Runoff (C)= 0.4858713

Min. Pool Volume = Area(Ac) x C x 30" x 14 Days 12" x 122 Days/Year

Min. Pool Volume = 10.575055 x 0.49 x 30" x 14 Days 12" x 122 Days/Year

Min. Pool Volume Required= 1.47 Ac - Ft Pool Volume Provided = 3.11 Ac - Ft

Littoral Zone Check Surface Area Between NWL & Trans. Elv.= 14076.03 sf Surface Area at Normal Water Level = 39292.00 sf

Littoral Zone Ratio= 35.8%

4. Check the Mean Depth of the Pond:

Mean Depth (ft) = permanent pool vol / area @ orifice el

= 3.11 / 0.90 = 3.45 ft

Project Name Date

City/County State FL Designed By

Media WQ Flow Rate TP TN

ECT 1 45% 45%

acres ECT3 1 25% 25% acres CTS 0.052 95% 75% inches ICS 0.104 95% 85%

Hours

Notes:

153,699.12

76,849.56

Media Type

Post-Dev Catchment Area

Area of Pond (NWL)

Treatment Depth

Water Management District

Bold & Gold Filter Water Quality Analysis

Cross Bayou Ballfields

Pinellas County

Inputs

11/26/2024

JKB

Curve Number, CN

Percent DCIA

Dewatering Time

83.00

23.00

EIApond

EIADCIA

acres acres inches acres acres

2.25

7.52

0.24

Impervious Area

Pervious Area

Runoff Depth

Min. Square Feet of Media Required

EIApervious

Effective Impervious Area, EIA

Media Flow Rate

Treatment Volume

1/2 Treatment Volume

Filter Sizing Results

Gallons

Gallons sf acres acres

GPM/SF

Acre-ft

Acre-ft

0.47

Southwest Florida

CTS

10.58

0.81

1.25

EIA Results

*ECT3/ECT Media for NRFS and Baffle Boxes

*CTS and ICS Media for Side Bank Filters/Vertical Flow Filters

*Total Removal = Removal Eff * Hydraulic Efficiency

*Hydraulic Eff based on filter's TV relative to the size of the EIA

0.24

1,026.30

0.81

2.25

1.47

4.528

0.05

% FERGUSON

WATERWORKS

Date 11/26/2024 State FL Designed By JKB

0.47 ac-ft 1288.98 ft

0.83 ft/hr 6.00 in

5.56 ft 4.50 ft

5.00 ft 0.01

4.13 ft 0.002 ft/ft 10 4 :1

2.00 ft

2.23 ft

5.00 ft 0.00 CF

5.56 ft 20548.01 CF

8.50 ft 128937.60 CF

Elev.

(ft.)

Storage

(cf)

Incr.

Storage

(V)(cf)

Elevation

Change

(H) (ft.)

Avg. Flow

Distance

(D) (ft.)

Hydraulic

Gradient

(i)

Avg. Filter

Flow Area

(A)(SF)

Instant.

Discharge

(Q) (CFH)

Avg.

Discharge

Per Increm.

(Q)(CFH)

Drawdown

Time Per

Increm.

(t)(hrs.)

5.558 20548.01 0.81 2.00 0.40 2875.83 967.93

2054.80 934.51 2.20

5.502 18493.21 0.75 2.00 0.38 2875.83 901.09

2054.80 867.67 2.37

5.446 16438.41 0.70 2.00 0.35 2875.83 834.25

2054.80 800.84 2.57

5.390 14383.61 0.64 2.00 0.32 2875.83 767.42

2054.80 734.00 2.80

5.335 12328.81 0.58 2.00 0.29 2875.83 700.58

2054.80 667.16 3.08

5.279 10274.01 0.53 2.00 0.26 2875.83 633.75

2054.80 600.33 3.42

5.223 8219.20 0.47 2.00 0.24 2875.83 566.91

2054.80 533.49 3.85

5.167 6164.40 0.42 2.00 0.21 2875.83 500.07

2054.80 466.66 4.40

5.112 4109.60 0.36 2.00 0.18 2875.83 433.24

2054.80 399.82 5.14

5.056 2054.80 0.31 2.00 0.15 2875.83 366.40

2054.80 332.98 6.17

5.000 0.00 0.25 2.00 0.13 2875.83 299.57

= 36.00 hrs.

= 5.98 in.

1026.30 SF

2878.11 SF

2878.11 SF

Filter Media Depth (D) Filter Media Width

Mannings n

Basin Berm Slope

Length of Pipe (L) Pipe Diameter (d)

Runoff Volume Filter Permeibility

Pipe Invert Elevation

Slope

Top of TV Bottom of TV Tailwater Elev.

Number of Increments

Bold & Gold Filter Drawdown Analysis

Cross Bayou Ballfields Pinellas County

Project Name City/County

Minimum Filter Area

Stage Storage Estimator

Bottom of TV:

Top of TV:

Stage Above TV:

Storage Volume:

Treatment Volume:

Storage Volume:

Drawdown Time Calculation

Draw Down Time Total Required Pipe Capacity

Comparative Analaysis

DETERMINING FACTOR

Water Quality Result

Hydraulic Drawdown Result

%FERGUSON

Project Name Cross Bayou Ballfields Date 11/26/2024

City/County Pinellas County State FL Designed By JKB

Inputs

Media Type CTS Media Types

Removal

Rate Removal Rate 0.20 mg OP / g ECT Mixes 0.20 Filter Volume Provided 5,751.67 cf CTS 0.20 Saturated Weight 95 lb/cf ICS 0.60 Fraction OP in TP 1.00 *ECT3/ECT Media for NRFS and Baffle Boxes Annual TP Removed 0.68 kg/yr *CTS Media for Side Bank Filters/Vertical Flow Filters

Expectancy

Removal Capacity = Filter Volume (cf) * Moist Weight (lb/cf) * 454 (g/lb) * Media Capacity (mg/g) Removal Capacity = mg

OP Removed per Year = Fraction of OP in TP * Mass Removed (kg/yr) * 1,000,000 mg/kg OP Removed per Year = mg/yr

Service Life = Removal Capacity (mg) / OP Removed per year (mg/yr) Service Life = yr

Bold & Gold Filter Life Expectancy

72.96

680,000.00

49,613,880.83

Saturated Weight

(lb/cf)

K FERGUSON

Basin ID Total Area Pervious Impervious Imp % Pond

Basin 1 8.11 4.70 2.69 33% 0.71

Basin 2 2.47 2.00 0.37 15% 0.09

Parking Surface, Buildings, Sidewalks, etc.

Semi

Impervious

(Field Clay)

Total

Impervious Imp % Pervious Pond

Total

Area

Basin 1 2.25 0.44 2.69 33% 4.70 0.71 8.11

Basin 2 0.23 0.15 0.37 15% 2.00 0.09 2.47

By pass 0.00 0.50 0.50 15% 2.80 0.00 3.30

Total Project 2.48 1.09 3.57 9.50 0.80 13.88

Impervious area breakdown:

NOTE: All semi impervious areas (Clay within the ball fields) is accounted as impervious area for CN calculations.

APPENDIX C-1

AdICPR Input Report

C:\Users\delvafc\Desktop\ICPR\Cross Bayou - Pre\Pre Development_ICPR\ 6/13/2024 17:14

Simple Basin: Pre Basin 1 Scenario: Scenario1

Node: Swale 1 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: 5.6400 ac

Curve Number: 85.0 % Impervious: 0.00

% DCIA: 0.00

% Direct: 0.00

Rainfall Name:

Comment:

Simple Basin: Pre Basin 2 Scenario: Scenario1

Node: Swale 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: 4.9400 ac

Curve Number: 89.0 % Impervious: 0.00

% DCIA: 0.00

% Direct: 0.00

Rainfall Name:

Comment:

Simple Basin: Pre Bypass Fields Scenario: Scenario1

Node: Tailwater Hydrograph Method: NRCS Unit Hydrograph Infiltration Method: Curve Number

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

PRE DEVELOPMENT ICPR INPUT DATA

Time Shift: 0.0000 hr Unit Hydrograph: UH256

Peaking Factor: 256.0 Area: 3.3000 ac

Curve Number: 83.0 % Impervious: 0.00

% DCIA: 0.00

% Direct: 0.00

Rainfall Name:

Comment:

Node: Swale 1 Scenario: Scenario1

Type: Stage/Area Base Flow: 0.00 cfs

Initial Stage: 6.00 ft Warning Stage: 7.50 ft

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

6.00 0.0400 1742

7.50 0.2700 11761

Comment:

Node: Swale 2 Scenario: Scenario1

Type: Stage/Area Base Flow: 0.00 cfs

Initial Stage: 6.00 ft Warning Stage: 7.50 ft

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

6.00 0.0600 2614

7.50 0.3100 13504

Comment:

Node: Tailwater Scenario: Scenario1

Type: Time/Stage Base Flow: 0.00 cfs

Initial Stage: 4.13 ft Warning Stage: 6.00 ft

Boundary Stage:

Year Month Day Hour Stage [ft] 0 0 0 0.0000 4.13 0 0 0 30.0000 4.13

Comment: Tailwater information for the existing and proposed project was obtained from permit no. 43041400.00 submitted to SWFWMD in application 685225.

Pipe Link: L-0040P Scenario: Scenario1

From Node: Swale 1 To Node: Tailwater

Link Count: 1 Flow Direction: Both

Damping: 0.0000 ft Length: 445.00 ft

FHWA Code: 0 Entr Loss Coef: 0.00 Exit Loss Coef: 0.00

Bend Loss Coef: 0.00 Bend Location: 0.00 dec Energy Switch: Energy

Upstream Downstream Invert: 5.79 ft Invert: 4.42 ft

Manning's N: 0.0130 Manning's N: 0.0130 Geometry: Circular Geometry: Circular

Max Depth: 2.50 ft Max Depth: 2.50 ft Bottom Clip

Default: 0.00 ft Default: 0.00 ft Op Table: Op Table:

Ref Node: Ref Node:

Manning's N: 0.0000 Manning's N: 0.0000 Top Clip

Default: 0.00 ft Default: 0.00 ft Op Table: Op Table:

Ref Node: Ref Node:

Manning's N: 0.0000 Manning's N: 0.0000 Comment:

Pipe Link: L-0050P Scenario: Scenario1

From Node: Swale 2 To Node: Swale 1

Link Count: 1 Flow Direction: Both

Damping: 0.0000 ft Length: 69.00 ft

FHWA Code: 0 Entr Loss Coef: 0.00 Exit Loss Coef: 0.00

Bend Loss Coef: 0.00 Bend Location: 0.00 dec Energy Switch: Energy

Upstream Downstream Invert: 6.23 ft Invert: 6.08 ft

Manning's N: 0.0130 Manning's N: 0.0130 Geometry: Circular Geometry: Circular

Max Depth: 2.00 ft Max Depth: 2.00 ft Bottom Clip

Default: 0.00 ft Default: 0.00 ft Op Table: Op Table:

Ref Node: Ref Node:

Manning's N: 0.0000 Manning's N: 0.0000 Top Clip

Default: 0.00 ft Default: 0.00 ft Op Table: Op Table:

Ref Node: Ref Node:

Manning's N: 0.0000 Manning's N: 0.0000 Comment:

Simulation: 10-24 Scenario: Scenario1

Run Date/Time: 6/13/2024 10:06:02 AM Program Version: ICPR4 4.07.08

General Run Mode: Normal

Year Month Day Hour [hr] Start Time: 0 0 0 0.0000 End Time: 0 0 0 30.0000

Hydrology [sec] Surface Hydraulics [sec]

Groundwater [sec]

Min Calculation Time: 60.0000 0.1000 900.0000 Max Calculation Time: 60.0000

Output Time Increments

Hydrology

Year Month Day Hour [hr] Time Increment [min] 0 0 0 0.0000 15.0000

Surface Hydraulics

Year Month Day Hour [hr] Time Increment [min] 0 0 0 0.0000 15.0000

Groundwater

Year Month Day Hour [hr] Time Increment [min] 0 0 0 0.0000 60.0000

Restart File Save Restart: False

Resources & Lookup Tables

Resources Lookup Tables Rainfall Folder: Boundary Stage Set:

Reference ET Folder: Extern Hydrograph Set:

Unit Hydrograph

Folder:

Curve Number Set:

Green-Ampt Set:

Vertical Layers Set:

Impervious Set:

Roughness Set:

Crop Coef Set:

Fillable Porosity Set:

Conductivity Set:

Leakage Set:

Tolerances & Options

Time Marching: SAOR IA Recovery Time: 24.0000 hr Max Iterations: 6 ET for Manual Basins: False

Over-Relax Weight Fact:

0.5 dec dZ Tolerance: 0.0010 ft Smp/Man Basin Rain Opt:

Global

Max dZ: 1.0000 ft OF Region Rain Opt: Global Link Optimizer Tol: 0.0001 ft Rainfall Name: ~FLMOD

Rainfall Amount: 7.50 in Edge Length Option: Automatic Storm Duration: 24.0000 hr

Dflt Damping (2D): 0.0050 ft Dflt Damping (1D): 0.0050 ft Min Node Srf Area

(2D):

100 ft2 Min Node Srf Area

(1D):

100 ft2

Energy Switch (2D): Energy Energy Switch (1D): Energy

Comment:

Simulation: 100-24 Scenario: Scenario1

Run Date/Time: 6/13/2024 10:06:05 AM Program Version: ICPR4 4.07.08

General Run Mode: Normal

Year Month Day Hour [hr] Start Time: 0 0 0 0.0000 End Time: 0 0 0 30.0000

Hydrology [sec] Surface Hydraulics [sec]

Groundwater [sec]

Min Calculation Time: 60.0000 0.1000 900.0000 Max Calculation Time: 60.0000

Output Time Increments

Hydrology

Year Month Day Hour [hr] Time Increment [min] 0 0 0 0.0000 15.0000

Surface Hydraulics

Year Month Day Hour [hr] Time Increment [min] 0 0 0 0.0000 15.0000

Groundwater

Year Month Day Hour [hr] Time Increment [min] 0 0 0 0.0000 60.0000

Restart File Save Restart: False

Resources & Lookup Tables

Resources Lookup Tables Rainfall Folder: Boundary Stage Set:

Reference ET Folder: Extern Hydrograph Set:

Unit Hydrograph

Folder:

Curve Number Set:

Green-Ampt Set:

Vertical Layers Set:

Impervious Set:

Roughness Set:

Crop Coef Set:

Fillable Porosity Set:

Conductivity Set:

Leakage Set:

Tolerances & Options

Time Marching: SAOR IA Recovery Time: 24.0000 hr Max Iterations: 6 ET for Manual Basins: False

Over-Relax Weight Fact:

0.5 dec dZ Tolerance: 0.0010 ft Smp/Man Basin Rain Opt:

Global

Max dZ: 1.0000 ft OF Region Rain Opt: Global Link Optimizer Tol: 0.0001 ft Rainfall Name: ~FLMOD

Rainfall Amount: 12.00 in Edge Length Option: Automatic Storm Duration: 24.0000 hr

Dflt Damping (2D): 0.0050 ft Dflt Damping (1D): 0.0050 ft Min Node Srf Area

(2D):

100 ft2 Min Node Srf Area

(1D):

100 ft2

Energy Switch (2D): Energy Energy Switch (1D): Energy

Simulation: 25-24 Scenario: Scenario1

Run Date/Time: 6/13/2024 10:06:08 AM Program Version: ICPR4 4.07.08

General Run Mode: Normal

Year Month Day Hour [hr] Start Time: 0 0 0 0.0000 End Time: 0 0 0 30.0000

Hydrology [sec] Surface Hydraulics [sec]

Groundwater [sec]

Min Calculation Time: 60.0000 0.1000 900.0000 Max Calculation Time: 60.0000

Output Time Increments

Hydrology

Year Month Day Hour [hr] Time Increment [min] 0 0 0 0.0000 15.0000

Surface Hydraulics

Year Month Day Hour [hr] Time Increment [min] 0 0 0 0.0000 15.0000

Groundwater

Year Month Day Hour [hr] Time Increment [min] 0 0 0 0.0000 60.0000

Restart File Save Restart: False

Resources & Lookup Tables

Resources Lookup Tables Rainfall Folder: Boundary Stage Set:

Reference ET Folder: Extern Hydrograph Set:

Unit Hydrograph

Folder:

Curve Number Set:

Green-Ampt Set:

Vertical Layers Set:

Impervious Set:

Roughness Set:

Crop Coef Set:

Fillable Porosity Set:

Conductivity Set:

Leakage Set:

Tolerances & Options

Time Marching: SAOR IA Recovery Time: 24.0000 hr Max Iterations: 6 ET for Manual Basins: False

Over-Relax Weight Fact:

0.5 dec dZ Tolerance: 0.0010 ft Smp/Man Basin Rain Opt:

Global

Max dZ: 1.0000 ft OF Region Rain Opt: Global Link Optimizer Tol: 0.0001 ft Rainfall Name: ~FLMOD

Rainfall Amount: 9.00 in Edge Length Option: Automatic Storm Duration: 24.0000 hr

Dflt Damping (2D): 0.0050 ft Dflt Damping (1D): 0.0050 ft Min Node Srf Area

(2D):

100 ft2 Min Node Srf Area

(1D):

100 ft2

C:\Users\crabtjt\Downloads\Post Development_ICPR - REV3\ 12/9/2024 17:31

Simple Basin: Basin 1 Scenario: Scenario1

Node: Pond 1 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: 8.1100 ac

Curve Number: 88.0 % Impervious: 0.00

% DCIA: 0.00

% Direct: 0.00

Rainfall Name:

Comment:

Simple Basin: Basin 2 Scenario: Scenario1

Node: Pond 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: 2.4700 ac

Curve Number: 84.0 % Impervious: 0.00

% DCIA: 0.00

% Direct: 0.00

Rainfall Name:

Comment:

Simple Basin: By Pass Ball Fields Scenario: Scenario1

Node: Tailwater Hydrograph Method: NRCS Unit Hydrograph Infiltration Method: Curve Number

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

POST DEVELOPMENT ICPR INPUT DATA

Time Shift: 0.0000 hr Unit Hydrograph: UH256

Peaking Factor: 256.0 Area: 3.3000 ac

Curve Number: 83.0 % Impervious: 0.00

% DCIA: 0.00

% Direct: 0.00

Rainfall Name:

Comment:

Node: Pond 1 Scenario: Scenario1

Type: Stage/Area Base Flow: 0.00 cfs

Initial Stage: 5.00 ft Warning Stage: 8.50 ft

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

5.00 0.8090 35240

5.50 0.8480 36939

6.50 0.9290 40467

7.50 1.0120 44083

8.50 1.0980 47829

Comment:

Node: Pond 2 Scenario: Scenario1

Type: Stage/Area Base Flow: 0.00 cfs

Initial Stage: 5.00 ft Warning Stage: 8.50 ft

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

5.50 0.1090 4748

6.50 0.1420 6186

7.50 0.1770 7710

8.50 0.2150 9365

5.00 0.0930 4051

Node: Tailwater Scenario: Scenario1

Type: Time/Stage Base Flow: 0.00 cfs

Initial Stage: 4.13 ft Warning Stage: 6.00 ft

Boundary Stage:

Year Month Day Hour Stage [ft] 0 0 0 0.0000 4.13 0 0 0 30.0000 4.13

Comment: Tailwater information for the existing and proposed project was obtained from permit no. 43041400.00 submitted to SWFWMD in application 685225.

Drop Structure Link: CS-01 Scenario: Scenario1

From Node: Pond 1 To Node: Tailwater

Link Count: 1 Flow Direction: Both

Solution: Combine Increments: 0 Pipe Count: 1

Damping: 0.0000 ft Length: 46.00 ft

FHWA Code: 0 Entr Loss Coef: 0.00 Exit Loss Coef: 0.00

Bend Loss Coef: 0.00 Bend Location: 0.00 dec Energy Switch: Energy

Upstream Pipe Downstream Pipe Invert: 4.50 ft Invert: 4.25 ft

Manning's N: 0.0130 Manning's N: 0.0130 Geometry: Circular Geometry: Circular

Max Depth: 1.50 ft Max Depth: 1.50 ft Bottom Clip

Default: 0.00 ft Default: 0.00 ft Op Table: Op Table:

Ref Node: Ref Node:

Manning's N: 0.0000 Manning's N: 0.0000 Top Clip

Default: 0.00 ft Default: 0.00 ft Op Table: Op Table:

Ref Node: Ref Node:

Manning's N: 0.0000 Manning's N: 0.0000

Pipe Comment:

Weir Component Weir: 1

Weir Count: 1 Weir Flow Direction: Both

Damping: 0.0000 ft Weir Type: Sharp Crested Vertical

Geometry Type: Rectangular Invert: 5.91 ft

Control Elevation: 5.91 ft Max Depth: 2.50 ft Max Width: 3.00 ft

Fillet: 0.00 ft

Bottom Clip Default: 0.00 ft

Op Table:

Ref Node:

Top Clip Default: 0.00 ft

Op Table:

Ref Node:

Discharge Coefficients

Weir Default: 3.200 Weir Table:

Orifice Default: 0.600

Orifice Table:

Weir Comment:

Weir Component Weir: 2

Weir Count: 1 Weir Flow Direction: Both

Damping: 0.0000 ft Weir Type: Horizontal

Geometry Type: Rectangular Invert: 8.41 ft

Control Elevation: 8.41 ft Max Depth: 3.33 ft Max Width: 4.33 ft

Fillet: 0.00 ft

Bottom Clip Default: 0.00 ft

Op Table:

Ref Node:

Top Clip Default: 0.00 ft

Op Table:

Ref Node:

Discharge Coefficients

Weir Default: 3.200 Weir Table:

Orifice Default: 0.600 Orifice Table:

Weir Comment: Tyoe E Control Structure

Drop Structure Comment:

Drop Structure Link: CS-02 Scenario: Scenario1

From Node: Pond 2 To Node: Tailwater

Link Count: 1 Flow Direction: Both

Solution: Combine Increments: 0 Pipe Count: 1

Damping: 0.0000 ft Length: 79.00 ft

FHWA Code: 0 Entr Loss Coef: 0.00 Exit Loss Coef:…