STORMWATER MANAGEMENT REPORT

FOR

LAKE MEADE PARK – NEIGHBORHOOD PARK IMPROVEMENTS PROJECT

CITY OF CAPE CORAL LEE COUNTY, FLORIDA

Prepared for:

City of Cape Coral 1015 Cultural Park Boulevard Cape Coral, Florida 33915

Prepared by:

AECOM Technical Services, Inc. 7650 West Courtney Campbell Causeway – Suite 700 Tampa, FL 33607

DATE: March 2021 REV. DATE:

Note: This stormwater management report is prepared to support applications to the South Florida Water Management District (SFWMD) and City of Cape Coral.

PAGE 1 SIGNATURE PAGE PROFESSIONAL ENGINEER’S SEAL

AECOM TECHNICAL SERVICES, Inc. 7650 West Courtney Campbell Causeway, Suite 700 Tampa, Florida 33607 813.286.1711

State of Florida Authorization No.: 00000002

Engineer in Responsible Charge: Kevin M. Westberry, PE

Professional Registration No.: 65718

This document has been digitally DATE: 05/07/21 signed and sealed by:

Printed copies of this document are not considered signed and sealed and the S.H.A. Authentication Code must be verified on any electronic copies.

The above-named Professional Engineer shall be responsible for the proposed design content presented in this report in accordance with Rule 61G10-11.011, 61G15-23.005 and 61G15-23.004 (Digital), F.A.C. TABLE OF CONTENTS Page 1.0 INTRODUCTION & PROJECT DESCRIPTION ...... 4

2.0 PURPOSE OF REPORT ...... 5

3.0 EXISTING CONDITIONS SITE INFORMATION SUMMARY ...... 5 3.1 Existing Conditions Development Summary and Prior Permit History ...... 5 3.2 Watershed / Basin ...... 6 3.3 Geotechnical / Soils / Seasonal High Groundwater Table (SHGWT) Elevation Information ...... 6 3.4 Floodplain / Wetlands ...... 7

4.0 DRAINAGE DESIGN INFORMATION & CRITERIA ...... 8 4.1 Design References ...... 8 4.2 Design Analysis ...... 9 4.3 Stormwater Management Facility (SMF) Design Criteria ...... 9

5.0 EXISTING CONDITIONS STORMWATER ANALYSIS ...... 10 5.1 Existing Basins ...... 11 5.2 Allowable Discharge ...... 12

6.0 PROPOSED CONDITIONS STORMWATER ANALYSIS AND STORMWATER MGMT FACILITIES ...... 13 6.1 Proposed Basins ...... 13 6.2 SMF Water Quality Treatment Summary ...... 16 6.3 SMF Stormwater Attenuation Summary ...... 17

7.0 OPERATION AND MAINTENANCE GUIDELINES ...... 19 7.1 Operation ...... 20 7.2 Maintenance ...... 20

LIST OF TABLES

3.3.1 NRCS Soil Survey Information 6.2.1 Water Quality Treatment Volume Summary 6.3.1 25-Year Storm Frequency (Basins PR100 / PR400): Allowable vs. Proposed Condition Peak Discharges

APPENDICES

1 Cover Sheet & Site Plans 2 Topographic & Boundary Survey by E.F. Gaines Surveying Services, Inc. – Lake Meade Park (dated 02/01/20) (Sheets V-100 – V-103 of plans) 3 SFWMD Drainage Basin Map 4 NRCS Soils Map and additional NRCS Information 5 SHGWT Boring Location Plan and Supporting Avg. SHGWT Elevation Calculations

PAGE 2 6 Federal Emergency Management Agency (FEMA) Flood Insurance Rate Map (FIRM) 12071C0255F (dated August 8, 2008) 7 City of Cape Coral Weir-Controlled Canal System Data (City Stormwater GIS) 8 Existing Conditions Drainage Basin Map 9 Allowable Discharge Drainage Calculations 10 Proposed Conditions Drainage Basin Map 11 Proposed Conditions Drainage Calculations (Basin & Sub-Basin Calcs, WQTV Calcs, Ponds Summary, Dry Detention Orifice Bleed-down Calcs) 12 Proposed Conditions ICPR Analysis (Basin-Node Diagram, Node Min/Max, All Input, 100Yr-3Day Zero Discharge Node Min/Max (Building FFE Check))

PAGE 3 1.0 INTRODUCTION & PROJECT DESCRIPTION

The City of Cape Coral is proposing to develop Lake Meade Park on approximately 45.6 acres of undeveloped open land, located adjacent to residential neighborhoods. The development of this park is in accordance with the approved Parks Master Plan adopted by City Council in 2016, and the Lake Meade Park Concept Plan, officially adopted in December of 2019. This neighborhood park is intended to meet residents’ basic recreational, fitness, and social needs within walking or bicycling distance from their homes.

The Project is located adjacent to Kismet Parkway East, near the intersections with NE 1tth and 12th Avenues, in Section 31, Township 43 South, Range 24 East, in Cape Coral, Lee County, Florida. The address is 1116 NE 22nd Street, Cape Coral, Florida 33909, with approximate central coordinates of Latitude 26.693537° N, Longitude -81.949855° W (Site ID #10146434). The Project is within the South Florida Water Management District’s (SFWMD) north coastal drainage basin and the project area is within the freshwater canal system of the City. Refer to location maps within Appendix 1, Cover Sheet and Site Plan, and Sheet C-199 of the construction plans for more information. This report accompanies the plans and documents representing the stormwater design approach for the project. Per the project survey, the elevations in the project plans and in this report are referenced to the National Geodetic Vertical Datum of 1929 (NGVD 29). The geographic coordinate system for horizontal control is North American Datum of 1983 (NAD83)(2011), State Plane Coordinate System, Florida West Zone.

Development includes the construction of the following park features and amenities: grass/sod-covered open space areas, enhancing the existing vegetation with infill planting, constructing multiuse and walking pathways, paved and grass overflow standard parking areas, boat trailer parking area, shaded and unshaded picnic shelter areas, dog park, playground, boat launch ramp, basketball courts, tennis courts, pickleball courts, shuffleboard, event staging area with utilities, a recreational center (future phase), fitness stations (future phase), skate park (future phase), boardwalk (future phase), beach (future phase), floating dock (future phase), and fishing pier (future phase). An inter-connected stormwater management system is proposed to provide water quality treatment and manage stormwater runoff generated by the addition of impervious surfaces. Other elements of the project include selective road/utility demolition (site is mostly vacant but previously intended for a neighborhood), selective removal of trees, site grading, utilities installation, and landscaping. Refer to Appendix 1 for Cover Sheet and Site Plan information.

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2.0 PURPOSE OF REPORT This report documents the design of the drainage systems for the site improvements. The drainage design will adhere to South Florida Water Management (SFWMD) and City of Cape Coral criteria. The drainage design includes interconnected ponds, ditches/swales and closed storm sewer conveyance systems to drain the site to the onsite stormwater management facility (SMF) with final outfalls to the existing canal system, pursuant to existing drainage patterns. A summary of the methodology and analytic procedures used in the design of the drainage system is included in this report.

3.0 EXISTING CONDITIONS SITE INFORMATION SUMMARY

3.1 EXISTING CONDITIONS DEVELOPMENT SUMMARY AND PRIOR PERMIT HISTORY

As this land is intended for a neighborhood and neighborhood park space, the project site originally consisted of numerous parcels throughout the 45 acres+/- (approx. 100 at one point in time). The City is currently securing any remaining properties within the project limits, and also will be re-platting the property for this use and development. City Deed documentation is available and will be included with the permit applications. The current site is mainly vacant, undeveloped lots with mainly grasslands, bahia grass, brush and trees present. There are couple of remaining homes that will be demoed by the City. Existing neighborhood streets with roadside swales are also present. The project area is comprised one (1) land use/vegetative cover types, which was characterized using Florida Land Use, Cover and Forms Classification System (FLUCFCS) designations (FDOT 1999). This is “Undeveloped Lands with Urban Areas” (Class Code 191), for 100% land use coverage of the site.

Upon search of the Florida’s Water Permitting Portal, that there is no prior SFWMD Environmental Resource Permit activity (ERP) for these parcels that comprise the project area.

Refer to Appendix 2 for the Survey information, the Existing Conditions Sheets (Sheet V-100 – V-103 of the plans), as well as the Environmental Report, Lake Meade Park – City of Cape Coral Neighborhood Parks, by AECOM (separate document from this report), for more information.

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3.2 WATERSHED / BASIN

The project site is within the South Florida Water Management District’s (SFWMD) north coastal drainage basin. The project area outfalls into the freshwater canal system of the City of Cape Coral through an existing shallow roadside ditch system on the property. These ditches have multiple discharge points into Hyacinth, Hiawatha and Hearthstone Canals, as well as Lake Meade. Lake Meade and these canals are part of a freshwater canal system that is hydrologically isolated from the tidally influenced brackish canals of the City. The proposed conditions will adhere to the existing drainage patterns. Refer to Appendix 3, SFWMD Drainage Basin Map.

3.3 GEOTECHNICAL / SOILS INFORMATION / SEASONAL HIGH GROUNDWATER TABLE (SHGWT)

The National Resources Conservation Service (NRCS) Web Soil Survey (WSS) classifies one (1) soil types within the project limits, which is identified in Table 1. See Appendix 4 for the NRCS Soils Map and additional NRCS Information.

Table 3.3.1 – NRCS Soil Survey Information

Depth to Hydrologic Map Unit and Name Drainage Class Water Table Group (ft) Moderately well 122 Matlacha gravelly fine sand, B 2 – 3 ft. drained or well limestone substratum -urban below the drained. Soils having land complex, 0 to 2 percent surface of moderate infiltration slopes fill rate when thoroughly material wet. (on avg)

GFA International, Inc. (GFA) performed a geotechnical investigation entitled “Report of Geotechnical Exploration – Cape Coral Neighborhood Parks-Lake Meade Park”, dated May, 19 2020. This investigation is included as a stand-alone report. The purpose of this evaluation is to investigate general subsurface conditions throughout the site; classify the nature of the subsurface soils and general geomorphic conditions and evaluate their impact upon the proposed construction; provide geotechnical recommendations for site preparation and foundations, underground utilities bedding and backfill, pavement design, stormwater management design and site preparation; and determine groundwater

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and estimations for normal seasonal high groundwater table (SHGWT) elevations.

Groundwater was recorded subsequent to drilling at depths varying between approximately 5.75 feet to 6.5 feet below the existing ground surface, per the Soil Profiles at each boring location in the geotechnical investigation. Per the report, GFA estimates the seasonal high groundwater (SHGWT) to be approximately two to three feet above the encountered groundwater table at the time of drilling operations.

After review of the boring profiles from the GFA geotechnical report in the areas of/near the proposed stormwater facilities for the project, calculations were performed to determine and provide support for the estimated seasonal high groundwater table (SHGWT) elevation for this project. See Appendix 5, for the Boring Location Plan and Supporting Avg. SHGWT Elevation Calculations.

Therefore, the calculated average estimated SHGWT elevation = 11.25 ft. (NGVD 29) for the Cape Coral Neighborhood Parks-Lake Meade Park Project. This calculated SHGWT elevation will be used as the control elevations within the ICPR modeling and in the water quality treatment volume calculations for basins/ponds. The determination is supported by the calculation and geotechnical data.

3.4 FLOODPLAIN / WETLANDS /SURFACE WATERS

FLOODPLAIN: Existing floodplains within the project limits were determined from Federal Emergency Management Agency (FEMA) Flood Insurance Rate Map (FIRM) 12071C0255F dated August 8, 2008. FEMA Firm 12071C0255F indicates that the entirety of the site is located in Flood Zone “X” which is listed as “Area of Minimal Flood Hazard.” The floodplain map is included in Appendix 6.

WETLANDS / SURFACE WATERS: The City of Cape Coral retained AECOM Technical Services, Inc. (AECOM) to perform an environmental evaluation, entitled “Environmental Report, Lake Meade Park – City of Cape Coral Neighborhood Parks,” as part of the development of this project. This report documents the results of the habitat and listed species assessment and delineation of the landward extent of potentially jurisdictional surface waters. The environmental report also supports the Department of the Army Standard Permit application (boat ramp, fishing pier, beach area).

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Per the report, one surface water was identified and delineated within the project area and classified using the USFWS Classification of Wetlands and Deepwater Habitats of the United States. SW1 consisted of Hyacinth Canal and Lake Meade. SW1: Hyacinth Canal and Lake Meade (Jurisdictional) FLUCFCS: 510 USFWS: R2UB2Hx (Riverine/Lower Perennial/Unconsolidated Bottom/Sand/Permanently Flooded/Excavated) SW1 is a dredged man-made canal, which discharges into the estuarine canal system of the City. SW1 is part of a freshwater canal system that is hydrologically isolated from the tidally influenced brackish canals of the City. The boat launch ramp, located in the northwestern portion of the project area, is within Hyacinth Canal, and the beach, floating dock, and fishing pier are in the southern portion of the project area within Lake Meade. Dominate vegetative species observed within the top-of-bank of the project area included cabbage palm, wax myrtle, and Carolina willow. The invasive exotic species woman’s tongue and Brazilian pepper were also observed along the canal shoreline.

No wetlands were located within or adjacent to the project area. The project undeveloped upland area consists entirely of open areas with grasslands. Vegetation observed within this area includes bahia grass, annual ragweed, finger grass, star rush, and caesarweed. The invasive exotic species Brazilian pepper was observed throughout the project area.

The complete Environmental Report, Lake Meade Park – City of Cape Coral Neighborhood Parks, is included as a stand-alone report.

4.0 DRAINAGE DESIGN INFORMATION & CRITERIA

4.1 DESIGN REFERENCES / RESOURCES • South Florida Water Management District (SFWMD) Environmental Resource Permit (ERP) Applicant’s Handbook Volumes I & II (2016) • South Florida Water Management District (SFWMD) Environmental Resource Permit (ERP) Information Manual (2014) • United States Department of Agriculture (USDA) Natural Resources Conservation Services (NRCS) Soil Survey of Lee County, Florida and Web Soil Survey • Project Geotechnical Information, GFA International, Inc. (GFA) • City of Cape Coral Engineering Design Standards (June 2019) • Federal Emergency Management Agency Flood Insurance Rate Maps (FIRM) PAGE 8

• City of Cape Coral Geographic Information System (GIS) data (stormwater system, canal data, infrastructure) • Habitat Assessment Report, Lake Meade Park, by Passarella & Associates, Inc. • Environmental Report, Lake Meade Park – City of Cape Coral Neighborhood Parks, by AECOM Technical Services, Inc. • FDOT Drainage Manual, January 2019

4.2 DESIGN ANALYSIS The design analyses utilize the following methodologies and computer programs: • Inter Connected Pond Routing (ICPR) Program, v3.10 Service Pack 11, by Streamline Technologies, Inc. • The SCS/TR-55 Method for runoff calculations for the stormwater pond and storm sewer system design (references to data sources included in the calculation appendices) • Rainfall / Precipitation Data per Isohyetal Maps from SFWMD Technical Memorandum, Frequency Analysis of One and Three Day Rainfall Maxima for Central and Southern Florida, Paul Trimble, October 1990 (Per SFWMD ERP App Handbook Vol.II, Appendix C, and Section 5.7.2-Rainfall). • Inlets to be used shall be selected from the FDOT Standard Plans (for Road and Bridge Construction, latest edition) • All storm sewer pipes will be RCP class II, minimum.

4.3 STORMWATER MANAGEMENT FACILITY (SMF) DESIGN CRITERIA

The following drainage criteria are prepared to satisfy City of Cape Coral and the regulatory agency requirements of South Florida Water Management District (SFWMD). For the purpose of this report, a detailed modeling analysis was performed using ICPR (version v3.10, Service Pack 11). The SMF, interconnected ponds of the site, is designed to be a dry detention/retention pond. The following summarizes the stormwater requirements used to establish the SMF sizes and design.

• Water Quality – Proposed Dry Detention System criteria per SFWMD ERP Applicant's Handbook Vol. II, Sec. 4.2: Provide treatment for 75% of the greater of the first 1" runoff from developed project area, or total runoff of 2.5" over the total impervious area (excluding water bodies).

o The outfall control structure shall be designed such that the bleed-down rate is controlled and has mechanisms for the water level to be returned to the control elevation. Agency criteria require that gravity control devices shall be sized based upon a maximum design discharge of one-half inch of the detention volume in 24 hours. (Per Sections 5.3.3.(a) & 5.2.(a)).

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o SFWMD requires an additional 50% water quality treatment volume for discharges to Outstanding Florida Waters or Impaired Waters. Per the City, most permits issued in City of Cape Coral include the extra water quality treatment due to water quality of all City canals.

• Water Quantity – SJRWMD & City of Cape Coral Criteria: For open basins, the post-development discharges from the project area cannot exceed pre-development discharges for the Design Storm:

o 25-year (frequency), 3-day (duration) peak discharge storm event

Allowable off-site discharge is further limited by a 0.1 cfs per acre discharge limitation for the 25-year, 3-day event unless discharging directly to tidally influenced waters.

Road and parking crown elevations are set higher than the 1-day, 5-year design storm maximum stage. Perimeter berm top elevation is set higher than the 3-day, 25-year design storm maximum stage. Minimum building finish floor elevation is the higher of the 3-day, 100-year zero discharge design storm maximum stage for the buildings or the F.E.M.A. 100-year flood zone elevation plus 1 foot. Refer to Appendices 6 & 12 for additional elevation information.

• Detention Pond Facilities Configuration – The proposed SMF size includes a 6-foot min. space for sodded maintenance berm width graded towards the pond interior. In addition, a 1V:4H slope will be used for pond banks/side slopes from top of bank to pond bottom (all sodded). Exceptions are the smaller stormwater swales located within the proposed parking lot where side slopes are 1V:3H (max.). The proposed SMF is designed to overflow the top of bank of certain ponds during major storm events and stage up into less-developed portions of the site. The peak Design High Water (DHW) stage will be maintained below the inside park berm elevation.

5.0 EXISTING CONDITIONS STORMWATER ANALYSIS

Existing plans and topographic survey, drainage and topographic maps (USGS Quad Maps) were reviewed to determine existing drainage patterns for this project. The project area is a peninsula-shaped land mass comprised mainly of vacant, grassed residential lots, streets, and shallow grassed roadside ditches

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adjacent to the streets. Two existing houses are also present. However as mentioned before, these will be removed before construction. The topography of the entire site appears to have been rough graded in preparation for future residential construction, and relatively flat. The elevations (all referencing NGVD29) within the grassed areas vary mostly from high elevations in the range of 16.0’-16.5’ to lower elevations that vary between 15.0’-15.5’. The elevations of the crown of the existing roads vary between approx. 14.50’-16.0’. The roads within the site are crowned with sheet flow directed to the ditches on either side. The existing roadside ditches are fairly uniform with bottom elevations of ditches between 13.0’-14.0’ and top of banks between 14.5’-15.0’(+/-). There is an existing berm around the entire perimeter of the peninsula. The top of berm elevation varies from greater than 16.0’ to around 18.0’ in some areas. Refer to Appendix 2 for the Existing Conditions Sheets (Sheet V-100 – V-103 of the plans).

5.1 EXISTING BASINS

The project area is sub-divided into approximately eight (8) sub-basins with eight (8) outfall points throughout the site. Due to the nature of the gridded pattern of roads and lots, the sub-basins are somewhat symmetrical. Each sub-basin is comprised of road, grassed areas and existing shallow roadside ditches. Runoff sheet flows into the roadside ditch system where it is further collected into existing ditch bottom inlets and piped to the outfall locations. Per the survey, the ditch bottom inlets have notches/openings in the structures set approximately at the bottom of the ditch. As the ditches are shallow, it is anticipated that possibly only water quality treatment is provided within them for the roads. The grate elevations are set about 1 foot higher than the structure notch/openings to allow greater rainfall events to overflow through the grates.

The existing outfall pipes discharge into the interconnected Hiawatha, Hearthstone, and Hyacinth freshwater canals and Lake Meade. These canals are hydraulically isolated from the brackish canals further west, and water levels are weir controlled by the City. Per City-supplied GIS information, the weir controlling the canals in this area is at the "Santa Barbara BL" location of the Frontier Canal with a weir control elevation = 8.37'. Existing onsite drainage patterns shall be maintained with outfall to this canal system. Refer to Appendix 7, City of Cape Coral Weir-Controlled Canal System Data (City Stormwater GIS).

In the current conditions, runoff from off-site basin areas drains through portions of the Kismet Parkway right-of-way ditches along the property frontage and enters the existing on-site roadside ditch system.

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This runoff continues to the existing Hiawatha/Hyacinth and Hearthstone Canal pipe outfall locations as shown in the Existing Conditions Drainage Map. Therefore, these historical drainage and outfall conditions will be maintained. Re-routing of the existing off-site drainage around the proposed Lake Meade Park improvements to these existing outfalls is required. The design, construction and any required permitting of the re-routed system is not included with this project’s scope and is being conducted by the City of Cape Coral as a separate City project. Re-routed layouts shown in the construction plans are preliminary only, based upon design information supplied by the City of Cape Coral. Final pipe locations, sizes and elevations are being designed and provided by the City of Cape Coral. Construction of the re-routed stormwater system is anticipated to be completed by the City before construction begins on this Lake Meade Park project.

5.2 ALLOWABLE DISCHARGE

While the existing basin characteristics were described above, a detailed existing conditions runoff analysis (ICPR analysis) of the existing basins/sub-basins is not necessary for the establishment of the allowable existing conditions discharge rate. The allowable off-site discharge is limited by a 0.1 cfs per acre discharge limitation for the 25-year, 3-day event unless discharging directly to tidally influenced waters.

Therefore, the allowable discharge (Q) to the surrounding freshwater canal system is calculated by: [Q = (0.10 cfs/AC) * total park area (AC)]

For a total PR100 basin drainage area of 27.21 acres*, the allowable off-site discharge = 2.72 cfs. For a total PR400 basin drainage area of 16.12 acres*, the allowable off-site discharge = 1.61 cfs.

* = Note that the total basin area includes the interconnected, upstream basins/ponds associated with PR100 and PR400 as described in further detail below.

Refer to Appendix 8, Existing Conditions Drainage Basin Map, for additional information. Also refer to Appendix 9, Allowable Discharge Drainage Calculations for details.

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6.0 PROPOSED CONDITIONS STORMWATER ANALYSIS AND STORMWATER MANAGEMENT FACILITIES

Proposed drainage basins were established with the goal of providing an economical and practical drainage design for the project while adhering to the agency design requirements. Existing basin drainage patterns were maintained by collecting runoff from identified project drainage basin areas into interconnected stormwater facilities throughout the site with outfalls to the Hiawatha and Hearthstone Canals, matching existing outfall conditions. The Proposed Conditions Drainage Basin Map is provided in Appendix 10. Refer to Appendix 11 for the Proposed Conditions Drainage Calculations and Appendix 12 for the Proposed Conditions ICPR Analysis model input and output used to evaluate the required size of the proposed SMF’s.

6.1 PROPOSED BASINS

In the proposed conditions, the proposed project area encompasses nearly all the park property. The entire site was designed and calculated as two (2) main proposed basins and SMFs in the post- development condition, Basin PR100 and Basin PR400. The drainage area of Basin PR100 totals (27.21 AC) and is comprised of 18 smaller, interconnected sub-basins. The drainage area of Basin PR400 totals (16.12 AC) and is comprised of 4 interconnected sub-basins. The basins and stormwater calculations account for both the phase 1 and bid alternate/future phase amenities and site features, thus accounting for a full build-out of the park property.

The total existing site area (45.63 AC±) for this project’s property is larger than the area contained within the total drainage basin boundaries (43.33 AC). Prior to the development and construction of this park, the City will be re-grading and sodding/stabilizing the peninsula banks to bring them to a 4H:1V maximum transition slope. Currently, areas of the banks have significant drop-off or are inaccessible. This slope/shoreline regrading is a City-code requirement and will occur from the water level up the perimeter berm elevation for the park. Therefore, more greenspace area around the park peninsula will directly sheet flow to the canals, thus slightly reducing the total proposed drainage basin area. Also, a small quantity of the periphery of the site flows offsite in the existing conditions and will not be altered in the proposed conditions.

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Per the enclosed calculations, Basin PR100 accounts for a substantial portion of the proposed project development including proposed impervious surface and potential pollutant sources. This basin includes the amenities such as multiuse and walking pathways, paved and grass overflow parking areas, boat trailer parking, picnic shelter areas, fitness stations, basketball courts, playground, event staging area, multi- purpose open space, landscape/greenspace and interconnected onsite dry detention/retention stormwater ponds. The basin also accounts for the future recreational center building, future skate park, and future paved and unpaved parking. Basin PR100 characteristics are an interconnected Basin Area = 27.21 AC, a weighted Curve Number = 69.8 and Time of Concentration = 10 minutes. The onsite stormwater runoff is collected within the interconnected swale, pipe network and multiple stormwater pond SMFs. Within this main basin PR100, six (6) main ponds (Ponds 100, 200, 300, 500, 600, 700) are proposed, interconnected, and sized per the geometry of the site and water quality and attenuation requirements. The interconnected pond system includes a control structure (DS-01) with weir and dry detention drawdown orifice within Pond 100. This control structure regulates the discharge from Pond100 to Hiawatha Canal along the west side of the site (PR100). Basin PR400 also accounts for a substantial portion of the proposed project development, mainly along the eastern side of the site. This basin includes the amenities such as multiuse and walking pathways, paved and grass overflow parking areas, picnic shelter areas, restroom building, tennis courts, pickleball courts, shuffleboard, dog park, a portion of the multi-purpose open space/greenspace, and interconnected onsite dry detention/retention stormwater ponds. Basin PR400 characteristics are an interconnected Basin Area = 16.12 AC, a weighted Curve Number = 65.6 and Time of Concentration = 10 minutes. The onsite stormwater runoff is collected within the interconnected swale, pipe network and multiple stormwater pond SMFs. Within this main basin PR400, two (2) main ponds (Ponds 400 & 800) are proposed, interconnected, and sized per the geometry of the site and water quality and attenuation requirements. The interconnected pond system includes a control structure (DS-02) with weir and dry detention drawdown orifice within Pond 400. This control structure regulates the discharge from Pond400 to Hearthstone Canal along the east side of the site (PR400). The new outfall pipes will replace the old pipes at two of the existing outfall locations. This adheres to existing drainage patterns, outfall locations and GIS information.

Refer to Appendix 10, Proposed Conditions Drainage Basin Map, and the Paving, Grading & Drainage Plans within the construction plan set for details.

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While the SMFs function as two, separately-interconnected systems, there are many sub-basins that comprise the overall Basins PR100 and PR400. These were delineated, calculated and modeled (ICPR) as part of the design. Sub-basins ST-01 – ST-14 occur with the parking areas and handle runoff initially directed to the stormwater inlets in these areas. These inlets are connected to a piped system that flows to the multiple ponds. Sub-basins PR200 thru PR800 include the ponds themselves and the remaining site areas where runoff is directed to them. These sub-basins are broken down within the calculations. Additionally, pond depths, areas and volumes are included in the calculations. A substantial portion of the proposed path system will utilize a modified section of the existing roads within the park. For this area, the path will remain at existing road grades, so the existing roadside ditches will remain in these areas and become interconnected with the proposed ponds. This provides additional treatment and attenuation at no additional construction cost. Much of the greenspace area nearby/surrounding these remaining existing ditches will also remain at existing grade reducing earthwork costs and maintaining drainage patterns. Refer to Appendix 11, Proposed Conditions Drainage Calculations (Basin & Sub-Basin Calcs & Summary, Ponds Summary, WQTV calcs, etc.), for details.

The stormwater management systems within the proposed basins are designed to achieve required water quality treatment, attenuation and adhere to the 0.1 cfs/AC discharge requirement before discharging offsite into the Hiawatha and Hearthstone canal system. For this to occur, the City requires a graded, consistent minimum perimeter elevation to be set around the park to contain the stage of the 25-yr, 3- day event. In some areas of the park, this consistent elevation is achieved via the proposed grading of the site, while for other areas it is achieved by the construction of a perimeter berm. The 25-yr, 3-day minimum perimeter grading/berm is depicted and labeled in the Grading and Drainage plans (Sheets C- 300 – C-308). This minimum elevation/berm has a consistent top elevation = 16.50 ft., so that any stage within the site is held up to that elevation. This also correlates to the approximate average existing berm elevation around much of the existing peninsula of the site. Pursuant to City direction, runoff can stage up outside of/above the pond top of banks for the larger storm events but is contained within the park. Containment is achieved across driveways and sidewalks as the elevation of these crossing points are at or above the minimum/berm elevation. A Summary Data table of the interconnected pond and stormwater management system is included on Sheet C-300. The calculations included with this submittal show that the maximum stage of the on-site system for the 25-yr, 3-day event stages up to elevation 16.06

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ft., which remains contained within the perimeter elevation/berm boundary with freeboard in case of future development.

The City of Cape Coral confirmed that the Lake Meade Park project will not include any existing off-site drainage study, system design and/or stormwater re-routing through/around the Lake Meade Park improvements to the existing points of discharge within the Hiawatha and Hearthstone Canals. Offsite runoff from portions of Kismet Parkway and adjacent offsite basin areas currently enter the site through the existing roadside swale and pipe network prior to outfall into the canals. These existing drainage pipe/inlet networks within the park site boundary are being impacted by the proposed park program and layout (most are to be removed). Therefore, the City of Cape Coral is responsible for the design and construction of a separate project for the stormwater re-routing. This City project will construct a re- routed stormwater system within the Kismet right-of-way and along the east and west park property lines to avoid proposed park features and maintain the existing offsite drainage patterns to their points of discharge. The current anticipated City schedule is for this project to be completed prior to the Lake Meade Park construction.

6.2 SMF WATER QUALITY TREATMENT SUMMARY

For the project Basins, the stormwater treatment volume is based upon a dry detention pond system for the proposed improvements. Refer to Section 4.3 for the water quality treatment volume requirements. Pervious and impervious areas within each basin were measured in AutoCAD based upon survey and project design plans. The required volume is calculated in the Proposed Conditions Drainage Calculations. A treatment volume recovery evaluation was performed for the overall Basin/SMF interconnected ponds by calculating orifice dimensions per SFWMD Environmental Resource Permit Applicant’s Handbook Volume II (Sections 5.3.3.(a) & 5.2.(a)). The required design treatment volume is controlled by the sum of the requirement of 1.0 inch over the drainage basin area (rather than 2.5 inches over the impervious areas) plus the additional 50% water quality treatment volume for discharges to the sensitive City-controlled canal system. For Basin PR100, this requirement has a corresponding required WQTV of 2.55 AC-FT. Per the stage- storage tables included in the Basin PR100 calculations, the weir of control structure DS-01 is at elevation of 13.55 ft. The drawdown orifice is set at the NWL/SHGWT elevation of 11.25 ft. (within a sump at the structure). This equates to a provided WQTV of 2.55 AC-FT.

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For Basin PR400, this requirement has a corresponding required WQTV of 2.10 AC-FT. Per the stage- storage tables included in the Basin PR400 calculations, the weir of control structure DS-02 is at elevation of 13.52 ft. The drawdown orifice is set at the NWL/SHGWT elevation of 11.25 ft. (within a sump at the structure). This equates to a provided WQTV of 2.10 AC-FT.

Additionally, pursuant to Section 5.2 (ERP App Hndbk Vol.II), the circular bleed-down orifice is sized based upon a maximum design discharge of one-half inch of the detention volume in 24 hours. Since the system utilizes detention instead of retention, the volume is considered as available storage for the road (5YR), design (25YR), and minimum floor (100YR) storms (per ERP Info Manual 2014). Refer to the Proposed Conditions Stormwater Calculations and Orifice Bleed-down Calculations within Appendix 11 for the computations and results of the drawdown. For PR100, the calculations demonstrate that the first one-half inch of detention volume discharges in approx. 24 hrs (greater than/equal to the 24 hr requirement). For PR400, the calculations demonstrate that the first one-half inch of detention volume discharges in approx. 47 hrs (greater than the 24 hr requirement).

Table 6.2.1 summarizes the proposed conditions treatment area, as well as required and proposed water quality treatment volumes. Table 6.2.1 Water Quality Treatment Volume Summary TOTAL PROPOSED TOTAL BASIN IMPERVIOUS REQUIRED WQT PROVIDED WQT BASIN AREA (AC) AREA W/IN VOLUME (AF) VOLUME (AF) BASIN (AC) PR100 27.21 6.82 2.55 2.55 PR400 16.12 2.14 2.10 2.10

6.3 SMF STORMWATER ATTENUATION SUMMARY

Basins PR100 and PR400 (and the corresponding sub-basins) were analyzed utilizing SFWMD and City of Cape Coral criteria to determine the peak discharge in the post development conditions. The stormwater modeling software, Interconnected Pond Routing (ICPR) V3.10 Service Pack 11, was utilized to examine the hydrologic and hydraulic features of the proposed conditions. The existing conditions were not

PAGE 17

modeled with ICPR since the peak allowable discharge was determined per Section 5.2 of this report. Detention facilities shall be designed so that the peak discharge for post development conditions resulting from the design storm event(s) shall not exceed the allowable peak discharge from the design storm(s). The design storms are included in Section 4.3 of this report.

Rainfall/precipitation data for the events in the ICPR analysis adhere to the Isohyetal Maps of the SFWMD ERP App Handbook Vol.II, Appendix C, and Section 5.7.2-Rainfall. Refer to these rainfall totals included in the proposed basin calculations, Appendix 11.

The stormwater within the dry detention facilities is designed to outfall through a structural discharge facility (control structure) with a skimmer filtering floating trash and oils, per WMD, FDOT and City regulations. As previously mentioned, weirs and gravity control device/drawdown orifice are provided within the control structures to control the discharge rate from the final ponds (Ponds 100&400) to the outfallss of the City canal system.

6.3.a ICPR Input: For the proposed ICPR analysis, 22 onsite sub-basins are labeled and entered, the proposed ponds are named and entered as Nodes (ie – “POND100”), control structures as “DS-01”& “DS- 02”, and the outfalls as “OUTFALL-HIAWATH” & “OUTFALL-HEARTH” (corresponding to the City canal system). Refer to the Basin-Node Schematic in Appendix 12, and Appendix 10, Proposed Conditions Drainage Basin Map.

6.3.b TAILWATER: The tailwater elevation is established as the two time/stage “OUTFALL-” nodes. The tailwater information for the Outfall Nodes is taken from City of Cape Coral-supplied Stormwater GIS information for their weir-controlled canal system. The weir controlling the canals in this area is at the "Santa Barbara BL" location of the Frontier Canal with a weir control elevation = 8.37'. The tailwater for these Outfall Nodes is set at a constant elevation = 9.37', which conservatively corresponds to the weir control elevation + 1 ft.

Refer to the enclosed City Stormwater GIS Weir Data in Appendix 7. Refer to the Construction Plans Sheets C-200, C-300-C308, and C-530 for details. Also refer to Appendix 12, Proposed Conditions ICPR Analysis, for clarification and details.

PAGE 18

SFWMD & City of Cape Coral Analysis: Per Section 4.3 above, ICPR was utilized as part of the attenuation analysis per the SFWMD and City of Cape Coral Criteria for all basins. For open basins, the post-development discharges from the project area cannot exceed the allowable/pre-development discharges for the 25-year, 3-day peak discharge storm event.

Table 6.3.1 below present the results of the ICPR analysis of the allowable discharge versus proposed condition peak discharges for the storm frequency and duration of the SFWMD and City of Cape Coral criteria. Table 6.3.1 25-Year Storm Frequency: Allowable vs. Proposed Condition Peak Discharges

ALLOWABLE PEAK PROPOSED PROPOSED CONDITION BASIN DURATION DISCHARGE-ENTIRE SITE MAX. STAGE PEAK DISCHARGE (cfs) (cfs) (ft) PR100 3-Day 2.72 2.60 16.06 PR400 3-Day 1.61 1.49 16.06

The proposed condition peak runoff rate does not exceed the maximum allowable peak runoff rate, as shown in the highlighted and underlined values above.

Therefore, the proposed stormwater design and SMFs meet the attenuation criteria regulated by SFWMD and City of Cape Coral for this basin.

7.0 OPERATION AND MAINTENANCE GUIDELINES

The City of Cape Coral will be responsible for the ownership and maintenance of the entire proposed on- site stormwater system. Their contact information is below:

City of Cape Coral 1015 Cultural Park Boulevard Cape Coral, Florida 33990 Contact: Michael Ilczyszyn, Senior Public Works Manager email: [email protected] Contact #: (239)-574-0457 PAGE 19

7.1 Operation The project’s stormwater management system is a gravity-operated system and requires no operator action.

7.2 Maintenance 1. Stormwater System Items: All stormwater pipes, inlets, catch basins, manholes, flumes, pond and ditch/swale inflow and outfall control structures (including skimmers), sumps, stabilization areas (rip-rap), and discharge pipes and orifices will be inspected on a regular basis (monthly or quarterly) and after major rainfalls for damage or blockage. Any damaged items will be repaired or replaced. Any trash, debris, built-up vegetation, or sand deposits blocking full flow at the inlet or outlet will be removed. In the case of erosion damage, underlying missing soil shall be replaced and the area brought to grade, with sodding or replacement of rip-rap as required. 2. Stormwater Pond/Swale: All side slopes and maintenance berms will be periodically mowed and cleaned. During the mowing operation, the swales will be inspected for bare spots, damage, and erosion. Any bare spots greater than one square foot in area will be seeded or sodded to replace the grass cover. In case of erosion or damage where underlying soil is missing, the missing soil shall be replaced and the area brought to grade, with seeding or sodding as required. In addition, cattails, bulrushes, and other vegetation will be cut back from inlet and/or outfall pipes. NOTE: Any questions regarding authorized activities within the stormwater pond shall be addressed to the District’s Surface Water Regulation Manager within the Fort Myers Service Center (239- 338-2929). 3. Littoral Zones (within stormwater pond) (Not Applicable to Dry Ponds): Maintain, rather than remove, wetland vegetation that becomes established in the littoral zone. Do not cut, mow, use herbicide or grass carp to remove any of the vegetation in the littoral zone without prior approval from the District. Refer to the conditions of the permit and construction notes for any further instructions. When littoral zone vegetation and sediment accumulate to such an extent that water depth decreases, the littoral zone may need to be regraded and revegetated. Contact a District Representative if this appears to be the case. 4. Chemicals, oils, greases or similar wastes are not to be disposed of directly to the stormwater facility or through storm sewers. Treatment ponds are designed to treat normal road, parking lot, roof and yard runoff only. Some chemicals may interfere with the pond’s functions or kill

PAGE 20

vegetation and wildlife. Dispose of these potentially dangerous materials properly by taking them to recycling facilities or collection locations. Also, do not dispose of grass clippings in the stormwater system. Grass clippings smother desirable vegetation, clog outfall structures, and may cause unsightly algae blooms that can kill fish.

PAGE 21

APPENDIX 1 Cover Sheet & Site Plans

PREPARED FOR 1015 CULTURAL PARK BOULEVARD P.O. BOX 150027 MAILING ADDRESS: PHYSICAL ADDRESS: CAPE CORAL, FLORIDA 33915 CAPE CORAL, FLORIDA 33990 CITY OF CAPE CORAL REPRODUCTION MAY CAUSE DISTORTION NO LONGER BE ACCURATE WHEN SHEETS DEPTHS, LENGTHS, DIMENSIONS, ETC. IN NOTE: CONTRACTOR SHALL FIELD-VERIFY ALL OF DRAWINGS AND/OR SCALES. STANDARD SIZE IS 22" X 34". SCALING PRINTS. DRAWING SCALES MAY THOSE INDICATED ON THE DRAWINGS. THE FIELD AND SHALL NOT RELY ON ARE PLOTTED TO SIZES OTHER THAN NEIGHBORHOOD PARK IMPROVEMENTS CITY OF CAPE CORAL LAKE MEADE PARK LOCATION CAPE CORAL, FLORIDA PROJECT CONSTRUCTION PLANS AECOM PROJECT No. 60604487

NE 10TH PLACE LEE COUNTY, FLORIDA SECTION 31 TOWNSHIP 43S RANGE 24E LOCATION MAP FOR LAKE MEAD NTS

X KISMET PARKWAY

NE 13TH AVENUE PROJECT LIMITS APPROXIMATE NE 23RD STREET PROJECT AREA 10 PENSACOLA FORT WALTON BEACH PANAMA CITY ISSUE/REVISION I/R 10 02/24/20 06/05/20 01/22/21 03/12/21 DATE TALLAHASSEE 7650 W Courtney Cambell Causeway 813.286.1711 tel 813.287.8591 fax Tampa, Florida 33607-1462 www.aecom.com AECOM TECHNICAL SERVICES, INC. 10 CITY OF CAPE CORAL 100% SUBMITTAL DESCRIPTION ST PETERSBURG CITY OF CAPE CORAL 30% SUBMITTAL CITY OF CAPE CORAL 60% SUBMITTAL CITY OF CAPE CORAL 90% SUBMITTAL NEW PORT RICHEY SARASOTA - BRADENTON 75 TAMPA FT MYERS GAINESVILLE 75 75 75 NAPLES 4 OCALA LAKELAND 10 75 ORLANDO 95 WINTER HAVEN AUBURNDALE 95 JACKSONVILLE 4 95 DAYTONA BEACH MELBOURNE - 95 COCOA 75 FT PIERCE 95 FT LAUDERDALE MIAMI BEACH WEST PALM 5 4 3 2 1

LEGEND NOTE: ALL PROGRAM ELEMENTS WITHIN PHASE 2 LIMITS ARE ANSI D 22" x 34" D 22" x ANSI SHOWN FOR INFORMATIONAL PURPOSES ONLY AND VEHICULAR USE ELEMENTS ARE NOT BEING PROPOSED AS PART OF THIS SET OF PROJECT D PLANS. PROGRAM ELEMENTS SHOW WITHIN PHASE 2 A1 PAVED PARKING LIMITS WILL REQUIRE A SEPARATE SITE PLAN

_____ APPROVAL AND ALL OTHER APPLICABLE REQUIRED A2 GRASS OVERFLOW PARKING LAKE MEADE PARK PERMIT APPROVALS PRIOR TO CONSTRUCTION. NEIGHBORHOOD A3 BOAT TRAILER PARKING Approved: PARK IMPROVEMENTS A4 DROP-OFF AREA CITY OF CAPE CORAL

_____ A5 FIRE TRUCK TURN-AROUND

A6 STABILIZED ACCESS ROUTE NE 23RD TER. Checked: CLIENT PEDESTRIAN ELEMENTS HIAWATHA CANAL CITY OF CAPE CORAL _____ PLAN 1 PLAN 2 PLAN 3 F2 PLAN 4 B1 MULTI-USE PATH 1510 CULTURAL PARK BOULEVARD CAPE CORAL, FLORIDA 33990 B2 WALKING PATH 239.574.0401 tel Designer: A5 www.capecoral.net PROPERTY LIMITS (TYP) EXISTING ROADWAY REDUCED G1 B3 BOARDWALK TO 10' MULTI-USE PATH LIMITS OF STORMWATER AREA (TYP) G1 B4 CONNECTION TO FUTURE SUNTRAIL CONSULTANT

LIMITS OF PHASE 2 (TYP) G1 C A3 ARCHITECTURAL ELEMENTS AECOM B1 7650 W. COURTNEY CAMPBELL CAUSEWAY C1 RESTROOMS SUITE 700 B2 TAMPA, FL 33607 C2 BO BO C3 H1 PICNIC SHELTER 813.286.1711 tel 813.287.8591 fax Project Management Initials: Management Project G1 www.aecom.com BO C2 A2 C3 STORAGE BUILDING CONSULTANTS BO E1 BO E5 10' BURROWING OWL NEST SETBACK (TYP) C4 PUMP HOUSE FOR SPLASH PAD LANDSCAPE AND IRRIGATION DESIGN C2 B2 JOHNSON ENGINEERING, INC. 33' BURROWING OWL NEST SETBACK - D1 2122 JOHNSON STREET, P.O. BOX 1550 F1 BREEDING SEASON ONLY (TYP) C5 RECREATION CENTER FORT MYERS, FLORIDA 33902-1550 239.334.0046 tel SPORT COURTS www.johnsonengineering.com

ADD ALTERNATE 1 SURVEYOR D1 BASKETBALL COURTS A1 B4 E.F. GAINES SURVEYING SERVICES, INC. 5235 RAMSEY WAY, SUITE 10 C2 D2 TENNIS COURTS FORT MYERS, FLORIDA 33907 239.418.0126 tel 239.418.0127 fax G1 D3 PICKLEBALL COURTS www.efgaines.com E7 E3 LAKE MEADE ENVIRONMENTAL/ECOLOGICAL DESIGN D4 SHUFFLEBOARD COURTS PASSARELLA & ASSOCIATES, INC. BID ALTERNATE 13620 METROPOLIS AVENUE, SUITE 200 (BY OTHERS) C5 A2 D5 CORNHOLE FORT MYERS, FLORIDA 33912 C1 E4 E2 A1 239.274.0067 tel 239.274.0069 fax PARK ELEMENTS www.passarella.net

E1 FITNESS STATIONS C2 REGISTRATION F5 B2 E2 PLAYGROUND A6 C4 A1 B C1 E3 MULTI-PURPOSE OPEN SPACE

C2 KISMET PKWY. (EB) E1 KISMET PKWY. (WB) X X E4 EVENT STAGE AREA

B1 C2 X A6

D3 E5 SKATE PARK

X X

X

D2 X B1 C2 F4 B3 A5

E6 DOG PARK

X E6 X A2 E7 LAKE MEADE OVERLOOK STABILIZED ACCESS G1 D5 D4 F3 ROUTE (PHASE II) WATER ELEMENTS G1 ADD ALTERNATE 2 ISSUE/REVISION F1 BEACH X X X X A5 F2 BOAT LAUNCH RAMP

I 2021-03-12 100% CONSTRUCTION DWGS F3 FLOATING DOCK I 2021-01-22 90% CONSTRUCTION DWGS PLAN 5 PLAN 6 PLAN 7 PLAN 8 F4 FISHING PIER I 2020-06-05 60% CONSTRUCTION DWGS HEARTHSTONE CANAL I 2020-03-06 30% CONSTRUCTION DWGS. F5 SPLASH PAD I/R DATE DESCRIPTION

LANDSCAPE ELEMENTS KEY PLAN G1 STORMWATER AREA

2021-03-10 1 2 3 4 LANDSCAPE ELEMENTS NE 23RD TER.

H1 DUMPSTER

) Last Plotted: Plotted: ) Last A ENVIRONMENTAL ELEMENTS 5 6 7 8

BO BURROWING OWL LOCATION PROJECT NUMBER 2021-03-09 ( GT GOPHER TORTOISE LOCATION 60604487

SHEET TITLE OVERALL SITE PLAN

JESSICA.SOLEYN 0 100' 200' 300'

C:\USERS\JESSICA.SOLEYN\BIM 360\AECOM\60604487_CAPECORALNP\PROJECT FILES\910 CAD_BIM\LAKE MEADE PARK\20 SHEETS\C\C-200 OVERALL SITE PLAN-LM.DWG OVERALL SHEETS\C\C-200 MEADE PARK\20 CAD_BIM\LAKE FILES\910 360\AECOM\60604487_CAPECORALNP\PROJECT C:\USERS\JESSICA.SOLEYN\BIM SCALE: 1" = 100'-0" SHEET NUMBER Last saved by: saved by: Last Filename: Filename: C-200A Printed on ___% Post-Consumer Recycled Content Paper 5 4 3 2 1 APPENDIX 2 Topographic & Boundary Survey by E.F. Gaines Surveying Services, Inc. – Lake Meade Park (dated 02/01/20) (Sheets V-100 – V-103 of plans)

5 4 3 2 1 ANSI D 22" x 34" D 22" x ANSI PROJECT D

_____ LAKE MEADE PARK NEIGHBORHOOD

Approved: PARK IMPROVEMENTS CITY OF CAPE CORAL _____

Checked: CLIENT

CITY OF CAPE CORAL _____ 1510 CULTURAL PARK BOULEVARD CAPE CORAL, FLORIDA 33990 239.574.0401 tel Designer: www.capecoral.net

CONSULTANT

C AECOM 7650 W. COURTNEY CAMPBELL CAUSEWAY SUITE 700 TAMPA, FL 33607 813.286.1711 tel 813.287.8591 fax

Project Management Initials: Management Project www.aecom.com CONSULTANTS “ ” LANDSCAPE AND IRRIGATION DESIGN JOHNSON ENGINEERING, INC. 2122 JOHNSON STREET, P.O. BOX 1550 FORT MYERS, FLORIDA 33902-1550 239.334.0046 tel www.johnsonengineering.com

SURVEYOR E.F. GAINES SURVEYING SERVICES, INC. 5235 RAMSEY WAY, SUITE 10 FORT MYERS, FLORIDA 33907 239.418.0126 tel 239.418.0127 fax www.efgaines.com

ENVIRONMENTAL/ECOLOGICAL DESIGN PASSARELLA & ASSOCIATES, INC. 13620 METROPOLIS AVENUE, SUITE 200 FORT MYERS, FLORIDA 33912 239.274.0067 tel 239.274.0069 fax www.passarella.net

REGISTRATION

B

ISSUE/REVISION

I 2020-06-05 60% CONSTRUCTION DWGS I 2020-03-06 30% CONSTRUCTION DWGS. I/R DATE DESCRIPTION

2020-06-18 KEY PLAN ) Last Plotted: Plotted: ) Last

A 2020-06-04 ( PROJECT NUMBER 60604487

SHEET TITLE NOTE: ALL EXISTING CONDITION INFORMATION (BOUNDARY, TOPO, SITE FEATURES, UTILITIES, STORMWATER, ETC.) IS SUPPLIED BY THE SURVEY OVERALL EXISTING CONDITIONS (DATED 02/1/20) FOR LAKE MEADE PARK PROVIDED BY E.F. GAINES BOUNDARY & TOPOGRAPHIC CHRISTOPHER.BRYANT SURVEYING SERVICES, INC. AECOM IS NOT RESPONSIBLE FOR THE 0 120' 240' 360' VALIDITY OF THIS SUPPLIED INFORMATION. PRIOR TO BEGINNING SURVEY C:\USERS\CHRISTOPHER_BRYANT\BIM 360\AECOM\60604487_CAPECORALNP\PROJECT FILES\910 CAD_BIM\LAKE MEADE PARK\20 SHEETS\C\V-100-V-103_EX COND PLANS-LM.DWG PARK\20 SHEETS\C\V-100-V-103_EX MEADE FILES\910 CAD_BIM\LAKE 360\AECOM\60604487_CAPECORALNP\PROJECT C:\USERS\CHRISTOPHER_BRYANT\BIM CONSTRUCTION, THE CONTRACTOR SHALL FIELD VERIFY EXISTING SCALE: 1' = 120'-0" CONDITIONS AND BRING ANY DISCREPANCIES TO THE ATTENTION OF THE SHEET NUMBER SURVEYOR AND E.O.R. IMMEDIATELY FOR RESOLUTION. Filename: Filename: Last saved by: saved by: Last V-100 Printed on ___% Post-Consumer Recycled Content Paper 5 4 3 2 1 Last saved by: CHRISTOPHER.BRYANT(2020-06-04) Last Plotted: 2020-06-18 Project Management Initials: Designer: _____ Checked:_____ Approved:_____ ANSI D 22" x 34" Recycled Content Paper Printed on ___% Post-Consumer Filename: C:\USERS\CHRISTOPHER_BRYANT\BIM 360\AECOM\60604487_CAPECORALNP\PROJECT FILES\910 CAD_BIM\LAKE MEADE PARK\20 SHEETS\C\V-100-V-103_EX COND PLANS-LM.DWG C D A B 0 SCALE: 1" = 50'-0" 50' 5 5 100' 150' 4 4 3 3 2 2 FEATURES, UTILITIES, STORMWATER, ETC.) IS SUPPLIED BY THE SURVEY NOTE: ALL EXISTING CONDITION INFORMATION (BOUNDARY, TOPO, SITE SURVEYOR AND E.O.R. IMMEDIATELY FOR RESOLUTION. CONDITIONS AND BRING ANY DISCREPANCIES TO THE ATTENTION OF CONSTRUCTION, THE CONTRACTOR SHALL FIELD VERIFY EXISTING SURVEYING SERVICES, INC. AECOM IS NOT RESPONSIBLE FOR THE (DATED 02/1/20) FOR LAKE MEADE PARK PROVIDED BY E.F. GAINES VALIDITY OF THIS SUPPLIED INFORMATION. PRIOR TO BEGINNING 1 1 13620 METROPOLIS AVENUE, SUITE 200 PARK IMPROVEMENTS NEIGHBORHOOD LAKE MEADE PARK CITY OF CAPE CORAL www.passarella.net ENVIRONMENTAL/ECOLOGICAL DESIGN www.efgaines.com www.johnsonengineering.com LANDSCAPE AND IRRIGATION DESIGN 239.274.0067 tel 239.418.0126 tel 5235 RAMSEY WAY, SUITE 10 239.334.0046 tel 2122 JOHNSON STREET, P.O. BOX 1550 7650 W. COURTNEY CAMPBELL CAUSEWAY FORT MYERS, FLORIDA 33912 PASSARELLA & ASSOCIATES, INC. FORT MYERS, FLORIDA 33907 E.F. GAINES SURVEYING SERVICES, INC. SURVEYOR FORT MYERS, FLORIDA 33902-1550 JOHNSON ENGINEERING, INC. 813.286.1711 tel 813.287.8591 fax SUITE 700 V-101 SHEET NUMBER SURVEY BOUNDARY & TOPOGRAPHIC EXISTING CONDITIONS SHEET TITLE 60604487 PROJECT NUMBER KEY PLAN ISSUE/REVISION REGISTRATION CONSULTANTS www.aecom.com TAMPA, FL 33607 AECOM CONSULTANT CLIENT PROJECT I/R I I 1510 CULTURAL PARK BOULEVARD CAPE CORAL, FLORIDA 33990 CITY OF CAPE CORAL 239.574.0401 tel www.capecoral.net 2020-03-06 2020-06-05 DATE 239.274.0069 fax 239.418.0127 fax DESCRIPTION 30% CONSTRUCTION DWGS. 60% CONSTRUCTION DWGS Last saved by: CHRISTOPHER.BRYANT(2020-06-04) Last Plotted: 2020-06-18 Project Management Initials: Designer: _____ Checked:_____ Approved:_____ ANSI D 22" x 34" Recycled Content Paper Printed on ___% Post-Consumer Filename: C:\USERS\CHRISTOPHER_BRYANT\BIM 360\AECOM\60604487_CAPECORALNP\PROJECT FILES\910 CAD_BIM\LAKE MEADE PARK\20 SHEETS\C\V-100-V-103_EX COND PLANS-LM.DWG C D A B 0 SCALE: 1" = 50'-0" 50' 5 5 100' 150' 4 4 3 3 2 2 FEATURES, UTILITIES, STORMWATER, ETC.) IS SUPPLIED BY THE SURVEY NOTE: ALL EXISTING CONDITION INFORMATION (BOUNDARY, TOPO, SITE SURVEYOR AND E.O.R. IMMEDIATELY FOR RESOLUTION. CONDITIONS AND BRING ANY DISCREPANCIES TO THE ATTENTION OF CONSTRUCTION, THE CONTRACTOR SHALL FIELD VERIFY EXISTING SURVEYING SERVICES, INC. AECOM IS NOT RESPONSIBLE FOR THE (DATED 02/1/20) FOR LAKE MEADE PARK PROVIDED BY E.F. GAINES VALIDITY OF THIS SUPPLIED INFORMATION. PRIOR TO BEGINNING 1 1 13620 METROPOLIS AVENUE, SUITE 200 PARK IMPROVEMENTS NEIGHBORHOOD LAKE MEADE PARK CITY OF CAPE CORAL www.passarella.net ENVIRONMENTAL/ECOLOGICAL DESIGN www.efgaines.com www.johnsonengineering.com LANDSCAPE AND IRRIGATION DESIGN 239.274.0067 tel 239.418.0126 tel 5235 RAMSEY WAY, SUITE 10 239.334.0046 tel 2122 JOHNSON STREET, P.O. BOX 1550 7650 W. COURTNEY CAMPBELL CAUSEWAY FORT MYERS, FLORIDA 33912 PASSARELLA & ASSOCIATES, INC. FORT MYERS, FLORIDA 33907 E.F. GAINES SURVEYING SERVICES, INC. SURVEYOR FORT MYERS, FLORIDA 33902-1550 JOHNSON ENGINEERING, INC. 813.286.1711 tel 813.287.8591 fax SUITE 700 V-102 SHEET NUMBER SURVEY BOUNDARY & TOPOGRAPHIC EXISTING CONDITIONS SHEET TITLE 60604487 PROJECT NUMBER KEY PLAN ISSUE/REVISION REGISTRATION CONSULTANTS www.aecom.com TAMPA, FL 33607 AECOM CONSULTANT CLIENT PROJECT I/R I I 1510 CULTURAL PARK BOULEVARD CAPE CORAL, FLORIDA 33990 CITY OF CAPE CORAL 239.574.0401 tel www.capecoral.net 2020-03-06 2020-06-05 DATE 239.274.0069 fax 239.418.0127 fax DESCRIPTION 30% CONSTRUCTION DWGS. 60% CONSTRUCTION DWGS Last saved by: CHRISTOPHER.BRYANT(2020-06-04) Last Plotted: 2020-06-18 Project Management Initials: Designer: _____ Checked:_____ Approved:_____ ANSI D 22" x 34" Recycled Content Paper Printed on ___% Post-Consumer Filename: C:\USERS\CHRISTOPHER_BRYANT\BIM 360\AECOM\60604487_CAPECORALNP\PROJECT FILES\910 CAD_BIM\LAKE MEADE PARK\20 SHEETS\C\V-100-V-103_EX COND PLANS-LM.DWG C D A B 0 SCALE: 1" = 50'-0" 50' 5 5 100' 150' 4 4 3 3 2 2 FEATURES, UTILITIES, STORMWATER, ETC.) IS SUPPLIED BY THE SURVEY NOTE: ALL EXISTING CONDITION INFORMATION (BOUNDARY, TOPO, SITE CONDITIONS AND BRING ANY DISCREPANCIES TO THE ATTENTION OF CONSTRUCTION, THE CONTRACTOR SHALL FIELD VERIFY EXISTING (DATED 02/1/20) FOR LAKE MEADE PARK PROVIDED BY E.F. GAINES SURVEYOR AND E.O.R. IMMEDIATELY FOR RESOLUTION. SURVEYING SERVICES, INC. AECOM IS NOT RESPONSIBLE FOR THE VALIDITY OF THIS SUPPLIED INFORMATION. PRIOR TO BEGINNING 1 1 13620 METROPOLIS AVENUE, SUITE 200 PARK IMPROVEMENTS NEIGHBORHOOD LAKE MEADE PARK CITY OF CAPE CORAL www.passarella.net ENVIRONMENTAL/ECOLOGICAL DESIGN www.efgaines.com www.johnsonengineering.com LANDSCAPE AND IRRIGATION DESIGN 239.274.0067 tel 239.418.0126 tel 5235 RAMSEY WAY, SUITE 10 239.334.0046 tel 2122 JOHNSON STREET, P.O. BOX 1550 7650 W. COURTNEY CAMPBELL CAUSEWAY FORT MYERS, FLORIDA 33912 PASSARELLA & ASSOCIATES, INC. FORT MYERS, FLORIDA 33907 E.F. GAINES SURVEYING SERVICES, INC. SURVEYOR FORT MYERS, FLORIDA 33902-1550 JOHNSON ENGINEERING, INC. 813.286.1711 tel 813.287.8591 fax SUITE 700 V-103 SHEET NUMBER SURVEY BOUNDARY & TOPOGRAPHIC EXISTING CONDITIONS SHEET TITLE 60604487 PROJECT NUMBER KEY PLAN ISSUE/REVISION REGISTRATION CONSULTANTS www.aecom.com TAMPA, FL 33607 AECOM CONSULTANT CLIENT PROJECT I/R I I 1510 CULTURAL PARK BOULEVARD CAPE CORAL, FLORIDA 33990 CITY OF CAPE CORAL 239.574.0401 tel www.capecoral.net 2020-03-06 2020-06-05 DATE 239.274.0069 fax 239.418.0127 fax DESCRIPTION 30% CONSTRUCTION DWGS. 60% CONSTRUCTION DWGS APPENDIX 3 SFWMD Drainage Basin Map

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APPENDIX 4 NRCS Soils Map and additional NRCS Information

Soil Map—Lee County, Florida (LAKE MEADE) 81° 57' 10'' W 81° 56' 48'' W

405230 405320 405410 405500 405590 405680 405770 26° 41' 49'' N 26° 41' 49'' N 2953190 2953190 2953100 2953100 2953010 2953010 2952920 2952920 2952830 2952830 2952740 2952740 2952650 2952650 2952560 2952560

Soil Map may not be valid at this scale. 2952470 2952470

26° 41' 23'' N 26° 41' 23'' N 405230 405320 405410 405500 405590 405680 405770

Map Scale: 1:3,820 if printed on A portrait (8.5" x 11") sheet. Meters

81° 57' 10'' W N 0 50 100 200 300 81° 56' 48'' W Feet 0 150 300 600 900 Map projection: Web Mercator Corner coordinates: WGS84 Edge tics: UTM Zone 17N WGS84

Natural Resources Web Soil Survey 11/25/2019 Conservation Service National Cooperative Soil Survey Page 1 of 3 Soil Map—Lee County, Florida (LAKE MEADE)

MAP LEGEND MAP INFORMATION

Area of Interest (AOI) Spoil Area The soil surveys that comprise your AOI were mapped at Area of Interest (AOI) 1:20,000. Stony Spot Soils Very Stony Spot Warning: Soil Map may not be valid at this scale. Soil Map Unit Polygons Wet Spot Enlargement of maps beyond the scale of mapping can cause Soil Map Unit Lines misunderstanding of the detail of mapping and accuracy of soil Other line placement. The maps do not show the small areas of Soil Map Unit Points contrasting soils that could have been shown at a more detailed Special Line Features Special Point Features scale. Blowout Water Features Streams and Canals Please rely on the bar scale on each map sheet for map Borrow Pit measurements. Transportation Clay Spot Rails Source of Map: Natural Resources Conservation Service Web Soil Survey URL: Closed Depression Interstate Highways Coordinate System: Web Mercator (EPSG:3857) Gravel Pit US Routes Maps from the Web Soil Survey are based on the Web Mercator Gravelly Spot projection, which preserves direction and shape but distorts Major Roads distance and area. A projection that preserves area, such as the Landfill Local Roads Albers equal-area conic projection, should be used if more Lava Flow accurate calculations of distance or area are required. Background Marsh or swamp Aerial Photography This product is generated from the USDA-NRCS certified data as of the version date(s) listed below. Mine or Quarry Soil Survey Area: Lee County, Florida Miscellaneous Water Survey Area Data: Version 16, Sep 17, 2019 Perennial Water Soil map units are labeled (as space allows) for map scales Rock Outcrop 1:50,000 or larger.

Saline Spot Date(s) aerial images were photographed: Jan 10, 2019—Jan 18, 2019 Sandy Spot The orthophoto or other base map on which the soil lines were Severely Eroded Spot compiled and digitized probably differs from the background imagery displayed on these maps. As a result, some minor Sinkhole shifting of map unit boundaries may be evident. Slide or Slip

Sodic Spot

Natural Resources Web Soil Survey 11/25/2019 Conservation Service National Cooperative Soil Survey Page 2 of 3 Soil Map—Lee County, Florida LAKE MEADE

Map Unit Legend

Map Unit Symbol Map Unit Name Acres in AOI Percent of AOI

99 Water 8.3 13.0% 122 Matlacha gravelly fine sand, 55.8 87.0% limestone substratum-Urban land complex, 0 to 2 percent slopes Totals for Area of Interest 64.1 100.0%

Natural Resources Web Soil Survey 11/25/2019 Conservation Service National Cooperative Soil Survey Page 3 of 3 Unified Soil Classification (Surface)—Lee County, Florida LAKE MEADE

Unified Soil Classification (Surface)

Map unit symbol Map unit name Rating Acres in AOI Percent of AOI

99 Water 8.3 13.0% 122 Matlacha gravelly fine SP-SM 55.8 87.0% sand, limestone substratum-Urban land complex, 0 to 2 percent slopes Totals for Area of Interest 64.1 100.0%

Description

The Unified soil classification system classifies mineral and organic mineral soils for engineering purposes on the basis of particle-size characteristics, liquid limit, and plasticity index. It identifies three major soil divisions: (i) coarse-grained soils having less than 50 percent, by weight, particles smaller than 0.074 mm in diameter; (ii) fine-grained soils having 50 percent or more, by weight, particles smaller than 0.074 mm in diameter; and (iii) highly organic soils that demonstrate certain organic characteristics. These divisions are further subdivided into a total of 15 basic soil groups. The major soil divisions and basic soil groups are determined on the basis of estimated or measured values for grain-size distribution and Atterberg limits. ASTM D 2487 shows the criteria chart used for classifying soil in the Unified system and the 15 basic soil groups of the system and the plasticity chart for the Unified system.

The various groupings of this classification correlate in a general way with the engineering behavior of soils. This correlation provides a useful first step in any field or laboratory investigation for engineering purposes. It can serve to make some general interpretations relating to probable performance of the soil for engineering uses.

For each soil horizon in the database one or more Unified soil classifications may be listed. One is marked as the representative or most commonly occurring. The representative classification is shown here for the surface layer of the soil. Rating Options

Aggregation Method: Dominant Condition Component Percent Cutoff: None Specified Tie-break Rule: Lower Layer Options (Horizon Aggregation Method): Surface Layer (Not applicable)

Natural Resources Web Soil Survey 11/25/2019 Conservation Service National Cooperative Soil Survey Page 4 of 4 Hydrologic Soil Group—Lee County, Florida LAKE MEADE

Hydrologic Soil Group

Map unit symbol Map unit name Rating Acres in AOI Percent of AOI

99 Water 8.3 13.0% 122 Matlacha gravelly fine B 55.8 87.0% sand, limestone substratum-Urban land complex, 0 to 2 percent slopes Totals for Area of Interest 64.1 100.0%

Description

Hydrologic soil groups are based on estimates of runoff potential. Soils are assigned to one of four groups according to the rate of water infiltration when the soils are not protected by vegetation, are thoroughly wet, and receive precipitation from long-duration storms.

The soils in the United States are assigned to four groups (A, B, C, and D) and three dual classes (A/D, B/D, and C/D). The groups are defined as follows:

Group A. Soils having a high infiltration rate (low runoff potential) when thoroughly wet. These consist mainly of deep, well drained to excessively drained sands or gravelly sands. These soils have a high rate of water transmission.

Group B. Soils having a moderate infiltration rate when thoroughly wet. These consist chiefly of moderately deep or deep, moderately well drained or well drained soils that have moderately fine texture to moderately coarse texture. These soils have a moderate rate of water transmission.

Group C. Soils having a slow infiltration rate when thoroughly wet. These consist chiefly of soils having a layer that impedes the downward movement of water or soils of moderately fine texture or fine texture. These soils have a slow rate of water transmission.

Group D. Soils having a very slow infiltration rate (high runoff potential) when thoroughly wet. These consist chiefly of clays that have a high shrink-swell potential, soils that have a high water table, soils that have a claypan or clay layer at or near the surface, and soils that are shallow over nearly impervious material. These soils have a very slow rate of water transmission.

If a soil is assigned to a dual hydrologic group (A/D, B/D, or C/D), the first letter is for drained areas and the second is for undrained areas. Only the soils that in their natural condition are in group D are assigned to dual classes.

Natural Resources Web Soil Survey 11/25/2019 Conservation Service National Cooperative Soil Survey Page 3 of 4 Depth to Water Table—Lee County, Florida LAKE MEADE

Depth to Water Table

Map unit symbol Map unit name Rating (centimeters) Acres in AOI Percent of AOI

99 Water >200 8.3 13.0% 122 Matlacha gravelly fine 76 55.8 87.0% sand, limestone substratum-Urban land complex, 0 to 2 percent slopes Totals for Area of Interest 64.1 100.0%

Description

"Water table" refers to a saturated zone in the soil. It occurs during specified months. Estimates of the upper limit are based mainly on observations of the water table at selected sites and on evidence of a saturated zone, namely grayish colors (redoximorphic features) in the soil. A saturated zone that lasts for less than a month is not considered a water table.

This attribute is actually recorded as three separate values in the database. A low value and a high value indicate the range of this attribute for the soil component. A "representative" value indicates the expected value of this attribute for the component. For this soil property, only the representative value is used. Rating Options

Units of Measure: centimeters Aggregation Method: Dominant Component Component Percent Cutoff: None Specified Tie-break Rule: Lower Interpret Nulls as Zero: No Beginning Month: January Ending Month: December

Natural Resources Web Soil Survey 11/25/2019 Conservation Service National Cooperative Soil Survey Page 3 of 3 Saturated Hydraulic Conductivity (Ksat)—Lee County, Florida LAKE MEADE

Saturated Hydraulic Conductivity (Ksat)

Map unit symbol Map unit name Rating (micrometers Acres in AOI Percent of AOI per second)

99 Water 8.3 13.0% 122 Matlacha gravelly fine 58.1701 55.8 87.0% sand, limestone substratum-Urban land complex, 0 to 2 percent slopes Totals for Area of Interest 64.1 100.0%

Description

Saturated hydraulic conductivity (Ksat) refers to the ease with which pores in a saturated soil transmit water. The estimates are expressed in terms of micrometers per second. They are based on soil characteristics observed in the field, particularly structure, porosity, and texture. Saturated hydraulic conductivity is considered in the design of soil drainage systems and septic tank absorption fields.

For each soil layer, this attribute is actually recorded as three separate values in the database. A low value and a high value indicate the range of this attribute for the soil component. A "representative" value indicates the expected value of this attribute for the component. For this soil property, only the representative value is used.

The numeric Ksat values have been grouped according to standard Ksat class limits. Rating Options

Units of Measure: micrometers per second Aggregation Method: Dominant Component Component Percent Cutoff: None Specified Tie-break Rule: Fastest Interpret Nulls as Zero: No Layer Options (Horizon Aggregation Method): All Layers (Weighted Average)

Natural Resources Web Soil Survey 11/25/2019 Conservation Service National Cooperative Soil Survey Page 3 of 3 APPENDIX 5 SHGWT Boring Location Plan and Supporting Avg. SHGWT Elevation Calculations

TallahasseeTallahassee TallahasseeTallahassee JacksonvilleJacksonville

FLORIDA

TampaTampa

Site Location Cape Coral, FL Miami

© ©© 1993 19931993 D DD eL eL eL orme orme orme M MM apping apping apping

GFA International, Inc. FLORIDA’S LEADING ENGINEERING SOURCE TEST LOCATION PLAN SOURCE: GOOGLE EARTH PRO© Lake Meade Park Cape Coral, Lee County, FL

Drawn By: Checked By: Date: Alijah Bertsch AD 04/24/2020 Project No.: Approved By: 19-2990 Adam Dornacker, P.E. JOB NAME: Lake Meade Park - Neighborhood Park Improvements Project SUBJECT: Support for the Estimated Seasonal High Groundwater Table Elevations (per Geotech Report) DATE: 5/19/2020 REV DATE:

Refer to Boring Location Plan and the Report of Geotechnical Exploration by GFA International (GFA) for more information. (GFA Project No.: 19-2990, dated May 19, 2020)

Per Section 2.5 of the report, the seasonal high groundwater table (SHGWT) to be on the order of approximately 2 to 3 feet above the encountered groundwater table at time of drilling operations. On the dates of their field exploration, the groundwater table was encountered at a depth of approximately 5.75 to 6.5 feet below the existing ground surface.

Therefore, the SHGWT elevation will be calculated from the average of the Geotechnical estimated recommendation of 2.5 feet above the encountered groundwater table, and utilized for the Lake Meade Park - Neighborhood Park Improvements Project.

EXIST EST. EST. BORING GROUND DEPTH SHGWT NUMBER ELEV (FT) TO GWT ELEV (FT)

E-8 15.00 6.50 11.000 B-6 15.20 5.75 11.950 B-7 15.05 6.00 11.550 B-4 15.00 6.50 11.000 B-5 15.00 6.50 11.000 E-5 15.80 7.00 11.300 E-7 15.60 6.67 11.430 E-3 15.15 6.50 11.150 E-2 15.25 6.50 11.250 E-6 15.60 7.25 10.850 E-1 15.80 7.00 11.300

AVG. EST. SHGWT ELEV (FT) = 11.25 APPENDIX 6 Federal Emergency Management Agency (FEMA) Flood Insurance Rate Map (FIRM) 12127C0350H (dated February 19, 2014)

National Flood Hazard Layer FIRMette Legend 26°41'50.72"N SEE FIS REPORT FOR DETAILED LEGEND AND INDEX MAP FOR FIRM PANEL LAYOUT

W " Without Base Flood Elevation (BFE) 3

1 Zone A, V, A99 .

8 With BFE or Depth Zone AE, AO, AH, VE, AR 1 ' SPECIAL FLOOD 7

5 HAZARD AREAS Regulatory Floodway ° 1 8 0.2% Annual Chance Flood Hazard, Areas of 1% annual chance flood with average depth less than one foot or with drainage areas of less than one square mile Zone X Future Conditions 1% Annual Chance Flood Hazard Zone X Area with Reduced Flood Risk due to OTHER AREAS OF Levee. See Notes. Zone X FLOOD HAZARD Area with Flood Risk due to Levee Zone D

NO SCREEN Area of Minimal Flood Hazard Zone X Effective LOMRs

OTHER AREAS Area of Undetermined Flood Hazard Zone D

GENERAL Channel, Culvert, or Storm Sewer STRUCTURES Levee, Dike, or Floodwall

20.2 B Cross Sections with 1% Annual Chance 17.5 Water Surface Elevation

8 Coastal Transect Base Flood Elevation Line (BFE) Limit of Study Jurisdiction Boundary Coastal Transect Baseline OTHER Profile Baseline FEATURES Hydrographic Feature

Digital Data Available

No Digital Data Available MAP PANELS Unmapped Ü

The pin displayed on the map is an approximate point selected by the user and does not represent an authoritative property location.

This map complies with FEMA's standards for the use of digital flood maps if it is not void as described below. The basemap shown complies with FEMA's basemap accuracy standards The flood hazard information is derived directly from the authoritative NFHL web services provided by FEMA. This map was exported on 11/15/2019 at 1:58:29 PM and does not reflect changes or amendments subsequent to this date and 8

1 time. The NFHL and effective information may change or ° 5

6 become superseded by new data over time. ' 4 0 .

6 This map image is void if the one or more of the following map 7

" elements do not appear: basemap imagery, flood zone labels, W

USGS The National Map: Orthoimagery. Data refreshed April, 2019. legend, scale bar, map creation date, community identifiers, FIRM panel number, and FIRM effective date. Map images for Feet 1:6,000 26°41'18.58"N unmapped and unmodernized areas cannot be used for 0 250 500 1,000 1,500 2,000 regulatory purposes. APPENDIX 7 City of Cape Coral Weir-Controlled Canal System Data (City Stormwater GIS)

Minimum Maximum Sill Last Down‐ Up‐ Benchmar Upstream Downstre Sill Crest Crest Water BENCHMA COMM Carp Inflatable Number HT_OF_RI Elevation Structure Data OBJECTID ANGLE HEIGHT Edited CANAL LOCATION OBSERVED TYPE stream stream Water Up Weir Crest Weir Elevation ks Basin am Basin Elevation Elevation Elevation NOTES ID cgID Down RKS ENTS Grate Baffle of Risers SERS Feet Type Origin Date Elevation Elevation Additional Number Number Feet Feet Feet NGVD NGVD NGVD 1 ‐90 1.96 2/19/2020,EASTOVER CANAL OLD BRNT ST RD/39TH 6/26/2012, FIXED WEIR 3.37 3.37 122 BM313‐35‐TROPST 2 No No 11 0 1.95 0.75 1.95 1.95 Fixed Weir AIM 5 1005 2 ‐90 2.31 2/19/2020,GATOR SLOUGH CANAL BURNT STORE RD 6/26/2012, FIXED WEIR 4.19 3.43 178.7 TBM298‐74TS Debb 3.75 TBM 397‐1 No Yes 6 0 2.56 1.36 2.66 4.56 ObermeyerCC MinHt.=.1' 11 1011 3 ‐90 2.38 2/19/2020,HERMOSA CANAL BURNT STORE NW 9 ST 6/26/2012, MOVEABLE WEIR 2.66 3.71 3.21 1.05 83.7 TBM298‐71TS Debb 2.38 TMB298‐76No Yes 9 0 2.59 1.39 2.89 3.83 ObermeyerCC MinHt.=.3' 14 1014 4 ‐90 2.26 2/19/2020,SHADROE CANAL BURNT STORE/EMBERS 6/20/2012, MOVEABLE WEIR 2.65 3.68 3.36 0.99 97.5 TBM117‐49WtrE6/2 2.26 TBM298‐76No Yes 10 0 2.35 1.15 2.45 3.55 ObermeyerAIM MinHt.=.1' 15 1015 5 ‐90 6.48 2/19/2020,GATOR SLOUGH CANAL CHIQUITA BL 6/1/2012, 12FIXED WEIR 5.45 3.58 250.5 TBM 397‐53‐01 EL= 6.48 BM 268‐18 No No 19 6 6.42 5.22 6.42 6.42 Fixed Weir CC 4 1004 6 ‐120 10.37 2/19/2020,GATOR SLOUGH CANAL ANDALUSIA BL/NE36 LN 6/20/2012, MOVEABLE WEIR 10.4 11.95 10.58 8.46 92 BM268‐10‐01EL19. 10.4 TBM80‐43‐ No No 3 16 1 2 10.4 9.2 10.4 12 Gated Moveable Weir 19 1019 7 ‐90 8.37 2/19/2020,FRONTIER CANAL SANTA BARBARA BL 6/14/2012, MOVEABLE WEIR 8.34 5.45 52 TBM142‐69‐01EL=1 E=8.37 W=8.17 BM311‐33‐Yes Yes 3 4 8.33 7.13 8.33 9.83 ObermeyerCC MinHt.=.3' 21 1021 8 ‐90 7.3 2/19/2020,HORSESHOE CANAL CHIQUITA/NW 17TH ST 6/15/2012, FIXED WEIR 5.37 2.45 105 BM268‐21‐Water e Concrete=6.29 Board=7.31 TBM397‐33No No 12 12 4 7 6.33 5.13 6.33 7.32 Fixed Weir AIM 16 1016 9 ‐90 2.48 2/19/2020,HORSESHOE CANAL DIPLOMAT PKWY/NW14TH 6/25/2012, MOVEABLE WEIR 2.66 3.81 3.43 0.81 101.2 BM313‐39‐TSD26/1 2.48 TBM397‐37No Yes 7 0 2.47 1.27 2.57 3.89 ObermeyerCC MinHt.=.1' 13 1013 10 ‐90 2.43 2/19/2020,ARROZ CANAL BURNT STORE RD 6/26/2012, 12:00 AM 1.31 36.2 TMB397‐10TS DEBB 2.43 TBM397‐10No No 8 0 2.34 1.14 2.34 2.34 Not includeCC Not include 12 1012 11 ‐90 4.84 2/19/2020,SHADROE CANAL CHIQUITA BL/SW 1ST 6/18/2012, MOVEABLE WEIR 5.08 3.48 39 BM268‐25‐Water e E=4.84 W=4.70 TBM236‐76Yes No 5 10 4.99 3.79 4.99 4.99 Fixed MoveAIM 18 1018 12 ‐90 7.35 2/19/2020,HERMOSA CANAL CHIQUITA/TROPICANA 6/18/2012, FIXED WEIR 5.38 3.2 84.7 BM268‐23‐Water e Concrete=6.35 Board=7.35 TBM125‐30No No 8 12 4 9 6.4 5.2 6.4 7.42 Fixed Weir AIM 17 1017 13 180 6.1 2/19/2020,MEADE CANAL HANCOCK BR PKWY 6/29/2012, MOVEABLE WEIR 7.35 15 TBM 398‐24‐02 EL= 4.9 TBM 125‐3 Yes Yes 2 10 12 13 6.08 4.88 6.38 7.58 ObermeyerAIM MinHt.=.3' 6 1006 14 180 3.97 2/19/2020,MEADE CANAL VISCAYA PK 6/28/2012, FIXED WEIR 5.48 0.6 24 TBM 80‐42 Carp Gr 3.97 TBM 396‐1 Yes No 3 12 13 0 3.98 2.78 3.98 5.12 Fixed Weir AIM 3 1003 15 180 6.2 2/19/2020,MACKINAC CANAL SE 9TH ST 6/27/2012, FIXED WEIR 7.3 21.3 TBM 397‐1 Carp Gr 6.2 TBM 397‐3 Yes No 3 12 14 0 5.96 4.76 5.96 7.11 Fixed Weir CC 2 1002 17 180 6 2/19/2020,CHALLENGER CANAL SW 22ND ST@SW 5TH PL 6/13/2012, FIXED WEIR 7.15 26 TBM397‐74BYPASS 6.98 TBM397‐74Yes No 3 10 14 16 6.13 4.93 6.13 6.98 Fixed Weir CC 8 1008 21 ‐90 1.97 2/19/2020,DEWBERRY CANAL OLD BURNT STORE/NW45 6/26/2012, FIXED WEIR 3.36 3.36 10 TBM399‐25TrpStrm 2 No No 11 0 1.97 0.77 2 2 Fixed Weir CC 24 1024 23 150 8.35 2/19/2020,SYRACUSE CANAL WILMINGTON/SLOUGH 6/21/2012, FIXED WEIR 8.38 5.56 10 TBM397‐644 open 7.71 TBM142‐67No No 2 4 10.5 9.3 10.5 10.5 Fixed Weir CC 58 1058 24 180 6.01 2/19/2020,TICONDEROGA CANAL TRAFALGER/SW 15TH AV 6/12/2012, MOVEABLE WEIR 6.25 20 TBM 340‐17‐01 EL= 6.01 Deni 060 ElYes No 17 18 5.97 4.77 5.97 5.97 Moveable WAIM 10 1010 26 ‐120 8.67 2/19/2020,GATOR SLOUGH CANAL NELSON 6/5/2012, 12FIXED WEIR 8.19 5.79 226.8 TBM 397‐5 ZIG‐ZAG 8.67 No No 2 9 8.5 7.3 8.5 8.5 Fixed Weir CC 9 1009 27 180 1.95 2/19/2020,ARMSTRONG CANAL VETERANS/SW 20TH AV 6/13/2012, FIXED WEIR 1.99 1.52 TBM397‐26Water e 1.95 TMB97‐25‐ No No Fixed Weir 22 1022 1227 90 3 2/19/2020,CARNAVAL CANAL 1300 SW 18TH AV FIXED WEIR CANAL LEV Prev.We 2.7 Yes No Fixed Weir 26 1026 1627 ‐90 2/19/2020,GAINSBOROUGH CANAL DelPrado Bl/N Hancok Previously F Interconnect 48" RCP 12 14 2.84 1.64 7.99 7.99 Culvert CC 27 1027 2427 90 2/19/2020,MIDSUMMER CANAL NE 28 ST/NE 20 CT FIXED WEIR TWO 18" CULVERT PIPES 3 0 Fixed Weir AIM NGDV PIPE 29 1029 2428 ‐200 2/19/2020,ZANZIBAR CANAL WILMINGTON/SLOUGH FIXED WEIR 2 Culverts w fixed weir NO NO 19 4 7.2 6 7.2 7.2 1 Culvert wCC 57 1057 APPENDIX 8 Existing Conditions Drainage Basin Map

Last saved by: KEVIN.WESTBERRY(2020-06-16) Last Plotted: 2020-06-19 Project Management Initials: Designer: _____ Checked:_____ Approved:_____ ANSI D 22" x 34" Recycled Content Paper Printed on ___% Post-Consumer Filename: C:\USERS\CHRISTOPHER_BRYANT\BIM 360\AECOM\60604487_CAPECORALNP\PROJECT FILES\910 CAD_BIM\LAKE MEADE PARK\25 SKETCHES\C\2020-06-15_EXIST COND DRAIN MAP\EXIST COND DRAIN MAP-LM.DWG C D A B EXISTING DITCHES EXISTING 18" CMP OUTFALL FROM

LAKE MEADE LAKE MEADE EXISTING DITCHES (TYP) EXISTING 18" CMP OUTFALL FROM 5 5 (TYP) DIVIDES (TYP) LOCATION OF SUB-BASIN EXISTING APPROX. DITCHES AND INLETS (TYP) ROADSIDE 4 4 EXISTING DITCHES EXISTING EXISTING 18" CMP EXISTING DITCHES EXISTING 18" CMP OUTFALL FROM OUTFALL FROM (TYP) (TYP) HIAWATHA CANAL HEARTHSTONE CANAL EXISTING DITCHES EXISTING 15" CMP OUTFALL FROM EXISTING DITCHES EXISTING 15" CMP OUTFALL FROM (TYP) (TYP) 3 3 EXISTING DITCHES EXISTING 30" CMP OUTFALL FROM EXISTING DITCHES EXISTING 15" CMP OUTFALL FROM PROPERTY LIMITS (TYP) (TYP) (TYP) DITCHES AND INLETS (TYP) ROADSIDE EXISTING DITCHES AND INLETS (TYP)

ROADSIDE HIACYNTH CANAL

10 EXISTING

NE 23RD TER. NE 23RD TER. 2 2 0 SCALE: 1" = 100'-0" 100'

200' KISMET PKWY. (EB)

KISMET PKWY. (WB) 300' INFORMATION. EXISTING STORM PIPE/STRUCTURE REFER TO SHEETS V-100 - V-104 FOR EXISTING NOTE: CONDITIONS GRADING, DRAINAGE AND LEGEND PAVING AND GRADING 1 1 LINES (APPROX. LOCATION) EXISTING DRAINAGE BASIN BOUNDARY EXISTING GRADE CONTOUR LINE EXISTING ELEVATION 13620 METROPOLIS AVENUE, SUITE 200 PARK IMPROVEMENTS NEIGHBORHOOD LAKE MEADE PARK CITY OF CAPE CORAL www.passarella.net ENVIRONMENTAL/ECOLOGICAL DESIGN www.efgaines.com www.johnsonengineering.com LANDSCAPE AND IRRIGATION DESIGN 239.274.0067 tel 239.418.0126 tel 5235 RAMSEY WAY, SUITE 10 239.334.0046 tel 2122 JOHNSON STREET, P.O. BOX 1550 7650 W. COURTNEY CAMPBELL CAUSEWAY FORT MYERS, FLORIDA 33912 PASSARELLA & ASSOCIATES, INC. FORT MYERS, FLORIDA 33907 E.F. GAINES SURVEYING SERVICES, INC. SURVEYOR FORT MYERS, FLORIDA 33902-1550 JOHNSON ENGINEERING, INC. 813.286.1711 tel 813.287.8591 fax SUITE 700 EXIST-COND-MAP SHEET NUMBER DRAINAGE MAP EXISTING CONDITIONS SHEET TITLE 60604487 PROJECT NUMBER KEY PLAN ISSUE/REVISION REGISTRATION CONSULTANTS www.aecom.com TAMPA, FL 33607 AECOM CONSULTANT CLIENT PROJECT I/R I I 1510 CULTURAL PARK BOULEVARD CAPE CORAL, FLORIDA 33990 CITY OF CAPE CORAL 239.574.0401 tel www.capecoral.net 2020-03-06 2020-06-05 DATE 239.274.0069 fax 239.418.0127 fax DESCRIPTION 30% CONSTRUCTION DWGS. 60% CONSTRUCTION DWGS APPENDIX 9 Allowable Discharge Drainage Calculations

JOB NAME: Lake Meade Park - Neighborhood Park Improvements Project SUBJECT: Allowable Off-site Discharge Stormwater Calculations DATE: 2/28/2020 REV DATE: 3/23/2021

BASIN: PR-100 DRAINAGE AREA (AC): 27.21

ALLOWABLE OFF-SITE DISCHARGE CALCULATIONS (cfs): Off-site discharge is limited to 0.10 cfs/acre for the 3 day 25 yr. storm event unless there is a direct discharge to tidal waters.

Q = (0.10 cfs/AC) * total park area (AC)

ALLOWABLE OFF-SITE DISCHARGE CALCULATIONS (cfs): 2.72 (25-YR, 3-DAY)

BASIN: PR-400 DRAINAGE AREA (AC): 16.12

ALLOWABLE OFF-SITE DISCHARGE CALCULATIONS (cfs): Off-site discharge is limited to 0.10 cfs/acre for the 3 day 25 yr. storm event unless there is a direct discharge to tidal waters.

Q = (0.10 cfs/AC) * total park area (AC)

ALLOWABLE OFF-SITE DISCHARGE CALCULATIONS (cfs): 1.61 (25-YR, 3-DAY)

5-YR, 1-DAY RAINFALL VOLUME: 5.50 INCHES 25-YR, 3-DAY RAINFALL VOLUME: 11.0 INCHES 100-YR, 3-DAY RAINFALL VOLUME: 14.0 INCHES APPENDIX 10 Proposed Conditions Drainage Basin Map

Last saved by: KEVIN.WESTBERRY(2021-03-23) Last Plotted: 2021-03-23 Project Management Initials: Designer: _____ Checked:_____ Approved:_____ ANSI D 22" x 34" Recycled Content Paper Printed on ___% Post-Consumer Filename: C:\USERS\KEVIN.WESTBERRY\BIM 360\AECOM\60604487_CAPECORALNP\PROJECT FILES\910 CAD_BIM\LAKE MEADE PARK\25 SKETCHES\C\2021-01-19_PROP COND DRAIN MAP\PROP COND DRAIN MAP-LM.DWG C D A B

LAKE MEADE REMAIN AS PRE-TREATMENT, TYP. EXISTING REMAINING DITCHES TO EXISTING ROADSIDE DITCHES TO 5 5 BE INTERCONNECTED TO PROPOSED PONDS. BETWEEN PR-100 AND PR-400, TYP. BASIN DIVIDE PROPOSED PONDS. BE INTERCONNECTED TO EXISTING REMAINING DITCHES TO REMAIN AS PRETREATMENT, TYP. EXISTING ROADSIDE DITCHES TO PR-400 4 4 PR-100 HIAWATHA CANAL PR-400 HEARTHSTONE CANAL ST-35

X X DS-01 DS-01 CONTROL STRUCTURE TO STORMWATER OUTFALL HIAWATH" TO CITY CANAL PROPOSED STORMWATER OUTFALL "OUTFALL SYSTEM/LAKE MEADE X CONTROL STRUCTURE TO PIPE POND100 - OUTFALL STORMWATER OUTFALL PROPOSED STORMWATER HEARTH" TO CITY CANAL PROPOSED STORMWATER X RETENTION / DETENTION SYSTEM/LAKE MEADE PR-100 OUTFALL "OUTFALL PR-400 DS-02 X AREA (TYP) PR-100 POND 400 ST-33 RETENTION / DETENTION PROPOSED STORMWATER POND 100 AREA (TYP) ST-32 3 3 DS-02 ST-34 ST-31 PIPE POND300 - PIPE POND200 - PROPERTY LIMITS (TYP) POND200 PR-300 PR-400 POND100 PIPE POND500 - ST-27 POND100 PROPOSED FLOW DIRECTION (TYP) X ST-28 ST-26 PR-200

PR-200 X STORMWATER

X SWALE (TYP) COLLECTION

PROPOSED HIACYNTH CANAL

ST-18 X ST-15 ST-25 X STORMWATER SWALE (TYP) COLLECTION ST-30 PROPOSED ST-24 X PR-400 X PR-500 RETENTION / DETENTION PROPOSED STORMWATER POND 500 AREA (TYP)

ST-05 ST-14 X ST-03 ST-01 ST-02 ST-04

NE 23RD TER. NE 23RD TER. 2 2 POND500 PIPE POND600 - ST-13 POND400 PIPE POND800 - ST-29 0 SCALE: 1" = 100'-0" ST-23 ST-17 ST-10 ST-16 ST-12 ST-11 ST-07 ST-06 ST-09 ST-08 PR-600 100' RETENTION / DETENTION PROPOSED STORMWATER POND 600 PR-800 AREA (TYP) PR-700 ST-22 ST-20 ST-19 ST-21 1V:4H POND/ PROPOSED POND 800 SWALE (TYP) STORMWATER 200'

KISMET PKWY. (EB) DIRECTION (TYP) RUNOFF FLOW PROPOSED SURFACE POND600 PIPE POND700 - PROPOSED POND 700 SWALE (TYP) STORMWATER

KISMET PKWY. (WB) 300' REFER TO SHEETS C-300 - C-308 FOR DETAILED NOTE: GRADING AND DRAINAGE INFORMATION. ST-01 PAVING AND GRADING LEGEND STORM DRAINAGE SD SD EOP=00.00 00.00 TOC=00.00 1 1 PROPOSED STORM DRAIN PIPE PROPOSED STORM DRAIN PIPE TYPICAL FDOT 24" MITRED END SECTION TYPICAL FDOT TYPE 'D' STORM INLET/STRUCTURE TYPICAL FDOT TYPE 'C' STORM INLET/STRUCTURE TYPICAL FDOT TYPE 'G' STORM INLET/STRUCTURE TYPICAL FDOT TYPE 'F' STORM INLET/STRUCTURE PROPOSED ENDWALL OR HEADWALL PROPOSED YARD DRAIN PROPOSED STORM MANHOLE PROPOSED PLUG EXISTING - PROPOSED PIPE FLOW WITH EXFILTRATION TRENCH PROPOSED STORM DRAIN PIPE WITH EXFILTRATION TRENCH PROPOSED STORM DRAIN PIPE PROPOSED STRUCTURE TAG PROPOSED SWALE BOTTOM V TYPE TOP/TOP OF SLOPE CONTOUR PROPOSED POND-SWALES BOUNDARY PROPOSED DRAINAGE BASIN PROPOSED SIDE SLOPE EXIST.-PROP. SURF FLOW ARROW PROPOSED EOP & TOC ELEVATION PROPOSED ELEVATION EXISTING GRADE CONTOUR LINE EXISTING ELEVATION PARK IMPROVEMENTS NEIGHBORHOOD 13620 METROPOLIS AVENUE, SUITE 200 LAKE MEADE PARK CITY OF CAPE CORAL www.passarella.net ENVIRONMENTAL/ECOLOGICAL DESIGN www.efgaines.com 5235 RAMSEY WAY, SUITE 10 www.johnsonengineering.com LANDSCAPE AND IRRIGATION DESIGN 239.274.0067 tel 239.418.0126 tel 239.334.0046 tel 2122 JOHNSON STREET, P.O. BOX 1550 FORT MYERS, FLORIDA 33912 FORT MYERS, FLORIDA 33907 SURVEYOR FORT MYERS, FLORIDA 33902-1550 SUITE 700 7650 W. COURTNEY CAMPBELL CAUSEWAY PASSARELLA & ASSOCIATES, INC. E.F. GAINES SURVEYING SERVICES, INC. 813.286.1711 tel 813.287.8591 fax JOHNSON ENGINEERING, INC. TAMPA, FL 33607 PROP-COND-MAP SHEET NUMBER DRAINAGE MAP PROPOSED CONDITIONS SHEET TITLE 60604487 PROJECT NUMBER KEY PLAN ISSUE/REVISION REGISTRATION CONSULTANTS www.aecom.com AECOM CONSULTANT CLIENT PROJECT I/R I I I I 1510 CULTURAL PARK BOULEVARD CITY OF CAPE CORAL CAPE CORAL, FLORIDA 33990 239.574.0401 tel www.capecoral.net 2020-03-06 2020-06-05 2021-01-22 2021-03-12 DATE 239.274.0069 fax 239.418.0127 fax DESCRIPTION 30% CONSTRUCTION DWGS. 60% CONSTRUCTION DWGS 90% CONSTRUCTION DWGS 100% CONSTRUCTION DWGS APPENDIX 11 Proposed Conditions Drainage Calculations (Basin & Sub-Basin Calcs, WQTV Calcs, Ponds Summary, Dry Detention Orifice Bleed-down Calcs)

JOB NAME: Lake Meade Park - Neighborhood Park Improvements Project SUBJECT: Proposed Conditions Stormwater Calculations DATE: 2/6/2020 REV DATE: 3/23/2021

BASIN: PR-100 DRAINAGE AREA (AC): 27.21 (To Hiawatha Canal Outfall)

WEIGHTED CN = 69.8 (from Proposed Sub-Basin Summary Table)

TIME OF CONCENTRATION = 10 min - Conservative Assumption

5-YR, 1-DAY RAINFALL VOLUME: 5.50 INCHES 25-YR, 3-DAY RAINFALL VOLUME: 11.0 INCHES 100-YR, 3-DAY RAINFALL VOLUME: 14.0 INCHES

STANDARD WATER QUALITY TREATMENT VOLUME (WQTV) CALCULATIONS: Proposed Dry Detention System criteria per SFWMD ERP Applicant's Handbook Vol. II, Sec. 4.2: 75% of the Greater of the first 1" of runoff from developed project area, or total runoff of 2.5" over the total impervious area (excluding water bodies)

WQTV [75% of FIRST 1.0 INCH OF RUNOFF OVER BASIN] (AC-FT) = 1.70

WQTV [75% of 2.5 INCHES RUNOFF FROM IMPERV AREAS] (AC-FT) = 1.07

REQUIRED STD. WQTV IN POND (AC-FT) (greater of options above) = 1.70

ADDITIONAL IMPAIRED WATERS WATER QUALITY TREATMENT VOLUME (WQTV) CALCULATIONS: SFWMD requires an additional 50% impaired waters water quality treatment volume for most permits issued in City of Cape Coral (to be included due to water quality of all City canals)

ADDITIONAL WQTV [50% DUE TO IMPAIRED WATERS] (AC-FT) = 0.85

TOTAL REQUIRED WATER QUALITY TREATMENT VOLUME (WQTV) (AC-F 2.55

. VOLUME CUMULATIVE POND TOTAL ELEV (FT) AREA (SF) AREA (AC) (AC-FT) DESC. BOT 12.50 74696.00 1.715 0.000 13.00 96237.00 2.209 0.981 13.50 112916.00 2.592 2.181 14.00 142860.00 3.280 3.649 14.50 174154.00 3.998 5.469 TOB 15.00 301241.63 6.916 8.197

TOTAL VOL = 8.197

WQTV DLW AREA AT DLW VOL AT DLW 13.55 2.81 2.55 ELEV (FT) = (AC) = (AC-FT) =

ALLOWABLE OFF-SITE DISCHARGE CALCULATIONS (cfs): Off-site discharge is limited to 0.10 cfs/acre for the 3 day 25 yr. storm event unless there is a direct discharge to tidal waters.

Q = (0.10 cfs/AC) * total park contributing basin area (AC)

ALLOWABLE OFF-SITE DISCHARGE CALCULATIONS (cfs): 2.72 JOB NAME: Lake Meade Park - Neighborhood Park Improvements Project SUBJECT: Proposed Conditions Stormwater Calculations DATE: 2/6/2020 REV DATE: 3/23/2021

BASIN: PR-400 DRAINAGE AREA (AC): 16.12 (To Hearthstone Canal Outfall)

WEIGHTED CN = 65.6 (from Proposed Sub-Basin Summary Table)

TIME OF CONCENTRATION = 10 min - Conservative Assumption

5-YR, 1-DAY RAINFALL VOLUME: 5.50 INCHES 25-YR, 3-DAY RAINFALL VOLUME: 11.0 INCHES 100-YR, 3-DAY RAINFALL VOLUME: 14.0 INCHES

STANDARD WATER QUALITY TREATMENT VOLUME (WQTV) CALCULATIONS: Proposed Dry Detention System criteria per SFWMD ERP Applicant's Handbook Vol. II, Sec. 4.2: 75% of the Greater of the first 1" of runoff from developed project area, or total runoff of 2.5" over the total impervious area (excluding water bodies)

WQTV [75% of FIRST 1.0 INCH OF RUNOFF OVER BASIN] (AC-FT) = 1.01

WQTV [75% of 2.5 INCHES RUNOFF FROM IMPERV AREAS] (AC-FT) = 1.40

REQUIRED STD. WQTV IN POND (AC-FT) (greater of options above) = 1.40

ADDITIONAL IMPAIRED WATERS WATER QUALITY TREATMENT VOLUME (WQTV) CALCULATIONS: SFWMD requires an additional 50% impaired waters water quality treatment volume for most permits issued in City of Cape Coral (to be included due to water quality of all City canals)

ADDITIONAL WQTV [50% DUE TO IMPAIRED WATERS] (AC-FT) = 0.70

TOTAL REQUIRED WATER QUALITY TREATMENT VOLUME (WQTV) (AC-F 2.10

. VOLUME CUMULATIVE POND TOTAL ELEV (FT) AREA (SF) AREA (AC) (AC-FT) DESC. BOT 12.50 75265.00 1.728 0.000 13.00 82048.00 1.884 0.903 13.50 94500.00 2.169 1.916 14.00 110873.00 2.545 3.095 14.50 127553.00 2.928 4.463 TOB 15.00 170028.57 3.903 6.171

TOTAL VOL = 6.171

WQTV DLW AREA AT DLW VOL AT DLW 13.52 2.28 2.10 ELEV (FT) = (AC) = (AC-FT) =

ALLOWABLE OFF-SITE DISCHARGE CALCULATIONS (cfs): Off-site discharge is limited to 0.10 cfs/acre for the 3 day 25 yr. storm event unless there is a direct discharge to tidal waters.

Q = (0.10 cfs/AC) * total park contributing basin area (AC)

ALLOWABLE OFF-SITE DISCHARGE CALCULATIONS (cfs): 1.61 JOB NAME: Lake Meade Park - Neighborhood Park Improvements Project SUBJECT: Proposed Conditions Stormwater Calculations - Sub-Basin Breakdown DATE: 2/6/2020 REV. DATE: 3/23/2021

BEACH / SUB-BASIN SUB-BASIN / TOTAL BASIN TOTAL AREA POND AREA REINF TURF IMPERV AREA PERV AREA BEACH SAND WEIGHTED SR. NO. AREA (ACRE) (SQ.FT.) (SQ.FT.) AREA (SQ.FT.) (SQ.FT.) (SQ.FT.) AREA (SQ.FT.) CN *

ST-01 0.47 20370.00 0.0 10169.0 0.0 0.0 10201.00 72.98 ST-02 0.52 22669.00 0.0 407.0 0.0 17865.0 4397.00 90.59 ST-03 0.47 20667.00 0.0 0.0 0.0 10845.0 9822.00 80.42 ST-04 0.23 10007.00 0.0 0.0 0.0 9409.0 598.00 95.79 ST-05 0.48 20747.00 0.0 0.0 0.0 10845.0 9902.00 80.34 ST-06 0.50 21972.00 0.0 0.0 0.0 0.0 21972.00 61.00 ST-07 0.56 24401.00 0.0 0.0 0.0 20560.0 3841.00 92.18 ST-08 0.18 7745.00 0.0 0.0 0.0 4659.0 3086.00 83.26 ST-09 0.50 21872.00 0.0 0.0 0.0 16732.0 5140.00 89.30 ST-10 0.18 7734.00 0.0 0.0 0.0 4659.0 3075.00 83.29 ST-11 0.51 22161.00 0.0 6662.0 0.0 0.0 15499.00 68.21 ST-12 0.62 27102.00 0.0 1084.0 0.0 19510.0 6508.00 88.60 ST-13 0.14 6096.00 0.0 0.0 0.0 4603.0 1493.00 88.94 ST-14 0.38 16524.00 0.0 0.0 0.0 15031.0 1493.00 94.66 PR-100 17.48 761289.04 91806.0 20597.0 12675.0 36650.0 599561.04 63.25 PR-200 2.17 94500.00 10763.0 5035.0 0.0 67426.0 11276.00 88.68 PR-300 1.22 53013.00 7626.0 0.0 0.0 17538.0 27849.00 73.24 PR-400 14.25 620944.00 98898.0 6854.0 0.0 51220.0 463972.00 64.32 PR-500 0.29 12738.00 3660.0 624.0 0.0 5012.0 3442.00 76.73 PR-600 0.70 30541.00 12887.0 720.0 0.0 8159.0 8775.00 71.45 PR-700 0.75 32453.00 2913.0 0.0 0.0 9907.0 19633.00 72.30 PR-800 0.73 31956.00 5108.0 1622.0 0.0 6407.0 18819.00 69.64

TOTAL SUB- BASIN AREA 43.33 1887501.04 233661.00 53774.00 12675.00 337037.00 1250354.04 68.22 (ENTIRE

TOTAL SUB- BASIN AREA 16.12 702163.00 104006.00 16222.00 0.00 77137.00 504798.00 65.62 (PR-400 BASINS):

TOTAL SUB- BASIN AREA 27.21 1185338.04 129655.00 37552.00 12675.00 259900.00 745556.04 69.76 (PR-100 BASINS):

* = Weighted Curve Number (CN) Calculation for the Sub-Basins utilizes the following:

* Values taken from 210-VI-TR-55, Table 2-2a: Developed Urban Areas, Good Condition; Group B Soils, For the following land use cover conditions: Open Green Space= Good condition (Grass Cover >75%); Streets&Roads-Paved; Streets&Roads-Gravel; and Table A-1, UDOT CN Table for Beaches/Beach Sand.

Cover Type CN*

Pond** 61

Combined Impervious Areas 98 (pavement, bldg. roof, sidewalk)

Open Space / 61 Pervious (grass) Reinforced Turf/Gravel 85 (Semi- Impervious) Beaches / Beach 50 Sand **Not including dry detention pond areas in impervious areas for WQTV calculation per City of Cape Coral direction. Counted as Open Space.

Impervious Area Total (SF; for WQTV Calculations): 390811.00 Impervious Area PR100 (SF; for WQTV Calculations): 297452.00 Impervious Area PR400 (SF; for WQTV Calculations): 93359.00 JOB NAME: Lake Meade Park - Neighborhood Park Improvements Project SUBJECT: Proposed Conditions Stormwater Calculations - Ponds Summary DATE: 2/6/2020 REV DATE: 3/23/2021

. VOLUME POND 100 TOTAL: ELEV (FT) AREA (SF) AREA (AC) (AC-FT) DESC. BOT 12.50 74696 1.715 0.000 13.00 78919 1.812 0.882 13.50 83189 1.910 1.812 14.00 87485 2.008 2.792 TOB 14.50 91806 2.108 3.821 (above/outside TOB) 15.00 263392.63 6.047 5.859 (above/outside TOB) 15.50 477396.44 10.960 10.111 (above/outside TOB) 16.00 733996.85 16.850 17.308 (above/outside TOB) 16.50 777528.19 17.850 24.515 (Note: This Pond reps latest proposed park layout; Now on west side) TOTAL VOL = 3.821

VOLUME POND 200 TOTAL: ELEV (FT) AREA (SF) AREA (AC) (AC-FT) DESC. BOT 13.00 4937 0.113 0.000 13.50 6369 0.146 0.065 14.00 7800 0.179 0.146 14.50 9282 0.213 0.244 TOB 15.00 10763 0.247 0.359 (Note: This Pond reps the latest proposed park layout) TOTAL VOL = 0.359

VOLUME POND 300 TOTAL: ELEV (FT) AREA (SF) AREA (AC) (AC-FT) DESC. BOT 13.00 1064 0.024 0.000 13.50 2319 0.053 0.019 14.00 3573 0.082 0.053 14.50 5600 0.129 0.106 TOB 15.00 7626 0.175 0.182

TOTAL VOL = 0.182

VOLUME POND 400 TOTAL: ELEV (FT) AREA (SF) AREA (AC) (AC-FT) DESC. BOT 12.50 75265 1.728 0.000 13.00 81136 1.863 0.898 13.50 87031 1.998 1.863 14.00 92952 2.134 2.896 TOB 14.50 98898 2.270 3.997 (above/outside TOB) 15.00 164920.57 3.786 5.511 (above/outside TOB) 15.50 255602.07 5.868 7.924 (above/outside TOB) 16.00 405484.15 9.309 12.058 (above/outside TOB) 16.50 545051.27 12.513 17.115 (Note: This Pond reps the latest proposed park layout) TOTAL VOL = 3.997

VOLUME POND 500 TOTAL: ELEV (FT) AREA (SF) AREA (AC) (AC-FT) DESC. BOT 13.00 2011 0.046 0.000 13.50 2398 0.055 0.025 14.00 2785 0.064 0.055 14.50 3223 0.074 0.090 TOB 15.00 3660 0.084 0.129

TOTAL VOL = 0.129

VOLUME POND 600 TOTAL: ELEV (FT) AREA (SF) AREA (AC) (AC-FT) DESC. BOT 13.00 9306 0.214 0.000 13.50 10175 0.234 0.112 14.00 11043 0.254 0.234 14.50 11965 0.275 0.366 TOB 15.00 12887 0.296 0.508

TOTAL VOL = 0.508

VOLUME POND 700 TOTAL: ELEV (FT) AREA (SF) AREA (AC) (AC-FT) DESC. BOT 13.00 0 0.000 0.000 14.00 708 0.016 0.008 14.50 1811 0.042 0.023 TOB 15.00 2913 0.067 0.050

TOTAL VOL = 0.050

VOLUME POND 800 TOTAL: ELEV (FT) AREA (SF) AREA (AC) (AC-FT) DESC. BOT 13.00 912 0.021 0.000 13.50 1821 0.042 0.016 14.00 2729 0.063 0.042 14.50 3919 0.090 0.080 TOB 15.00 5108 0.117 0.132

TOTAL VOL = 0.132

VOLUME EXIST SW DITCH 100 TOTAL: ELEV (FT) AREA (SF) AREA (AC) (AC-FT) DESC. BOT 13.50 5916 0.136 0.000 14.00 19946 0.458 0.148 TOB 14.50 33977 0.780 0.458 TOTAL VOL = 0.458

VOLUME EXIST W DITCH 100 TOTAL: ELEV (FT) AREA (SF) AREA (AC) (AC-FT) DESC. BOT 13.50 2550 0.059 0.000 14.00 9520 0.219 0.069 TOB 14.50 16490 0.379 0.219

TOTAL VOL = 0.219

VOLUME EXIST SE DITCH 400 TOTAL: ELEV (FT) AREA (SF) AREA (AC) (AC-FT) DESC. BOT 13.50 4843 0.111 0.000 14.00 13258 0.304 0.104 TOB 14.50 21674 0.498 0.304

TOTAL VOL = 0.304

VOLUME EXIST E DITCH 400 TOTAL: ELEV (FT) AREA (SF) AREA (AC) (AC-FT) DESC. BOT 13.50 805 0.018 0.000 14.00 1934 0.044 0.016 TOB 14.50 3062 0.070 0.044

TOTAL VOL = 0.044

TOTAL VOL (ENTIRE SITE) = 9.177 (CHECK) (ALL PROPOSED PONDS ONLY)

TOTAL VOL (ENTIRE SITE) = 10.202 (CHECK) (ALL PROPOSED PONDS + EXISTING REMAINING DITCHES)

TOTALS FOR INTERCONNECTED BASINS/PONDS OUTFALLING TO HIAWATHA CANAL (THRU POND100 / DS-01):

AREA (SF) AREA (AC) TOTAL AREA ELEV=12.5 = 74696.00 1.715 TOTAL AREA ELEV=13 = 96237.00 2.209 TOTAL AREA ELEV=13.5 = 112916.00 2.592 TOTAL AREA ELEV=14 = 142860.00 3.280 TOTAL AREA ELEV=14.5 = 174154.00 3.998 TOTAL AREA ELEV=15 = 301241.63 6.916

TOTALS FOR INTERCONNECTED BASINS/PONDS OUTFALLING TO HEARTHSTONE CANAL (THRU POND400 / DS-02):

AREA (SF) AREA (AC) TOTAL AREA ELEV=12.5 = 75265.00 1.728 TOTAL AREA ELEV=13 = 82048.00 1.884 TOTAL AREA ELEV=13.5 = 94500.00 2.169 TOTAL AREA ELEV=14 = 110873.00 2.545 TOTAL AREA ELEV=14.5 = 127553.00 2.928 TOTAL AREA ELEV=15 = 170028.57 3.903 PR-100 - Orifice Bleeddown Calculations (24 Hour Drawdown Check) (Dry Detention) A. SITE INFORMATION

Site Ac. = 27.21 Acres * = Maximum design discharge of one-half inch of the detention DER Elev. = 13.55 Feet volume in 24 hours. (Per ERP App Hndbk Vol.II-Sec.5.2) NWL = 11.25 Feet Runoff = 0.5 Inches * Head (h) = 2.07 Feet h = DER Elev. - (NWL + ½d) Volume = 49,386 Cu.Ft.* Volume = 1.13 Ac.Ft.

½ B. VERTICAL CIRCULAR ORIFICE FLOW Q = C a (2 g h)

Diameter (d) = 5.50 Inches Orifice Area (a) = 0.1650 Sq.Ft. C Value = 0.60 Coefficient of discharge ½ Vol.Time = 7.03 Hours Total Time = 24.00 Hours

Head Increm. Total Flow Delta Delta Cum. Elevation h (Ft.) h (Ft.) Q Q Avg. Volume Hours Hours 13.55 2.07 1.14 0.05 1.14 1,235 0.30 13.50 2.02 1.13 0.30 0.05 1.12 1,235 0.31 13.45 1.97 1.11 0.61 0.05 1.11 1,235 0.31 13.39 1.92 1.10 0.92 0.05 1.09 1,235 0.31 13.34 1.86 1.08 1.23 0.05 1.08 1,235 0.32 13.29 1.81 1.07 1.55 0.05 1.06 1,235 0.32 13.24 1.76 1.05 1.87 0.05 1.05 1,235 0.33 13.19 1.71 1.04 2.20 0.05 1.03 1,235 0.33 13.14 1.66 1.02 2.53 0.05 1.01 1,235 0.34 13.08 1.60 1.01 2.87 0.05 1.00 1,235 0.34 13.03 1.55 0.99 3.22 0.05 0.98 1,235 0.35 12.98 1.50 0.97 3.56 0.05 0.96 1,235 0.36 12.93 1.45 0.96 3.92 0.05 0.95 1,235 0.36 12.88 1.40 0.94 4.28 0.05 0.93 1,235 0.37 12.83 1.35 0.92 4.65 0.05 0.91 1,235 0.38 12.77 1.29 0.90 5.03 0.05 0.89 1,235 0.38 12.72 1.24 0.89 5.41 0.05 0.88 1,235 0.39 12.67 1.19 0.87 5.80 0.05 0.86 1,235 0.40 12.62 1.14 0.85 6.20 0.05 0.84 1,235 0.41 12.57 1.09 0.83 6.61 0.05 0.82 1,235 0.42 12.51 1.04 0.81 7.03 0.05 0.80 1,235 0.43 12.46 0.98 0.79 7.46 0.05 0.78 1,235 0.44 12.41 0.93 0.77 7.90 0.05 0.76 1,235 0.45 12.36 0.88 0.75 8.35 0.05 0.73 1,235 0.47 12.31 0.83 0.72 8.82 0.05 0.71 1,235 0.48 12.26 0.78 0.70 9.30 0.05 0.69 1,235 0.50 12.20 0.72 0.68 9.80 0.05 0.66 1,235 0.52 12.15 0.67 0.65 10.32 0.05 0.64 1,235 0.54 12.10 0.62 0.63 10.85 0.05 0.61 1,235 0.56 12.05 0.57 0.60 11.41 0.05 0.59 1,235 0.59 12.00 0.52 0.57 12.00 0.05 0.56 1,235 0.62 11.95 0.47 0.54 12.62 0.05 0.53 1,235 0.65 11.89 0.41 0.51 13.27 0.05 0.49 1,235 0.69 11.84 0.36 0.48 13.96 0.05 0.46 1,235 0.74 11.79 0.31 0.44 14.70 0.05 0.42 1,235 0.81 11.74 0.26 0.40 15.51 0.05 0.38 1,235 0.90 11.69 0.21 0.36 16.41 0.05 0.34 1,235 1.02 11.63 0.16 0.31 17.43 0.05 0.28 1,235 1.21 11.58 0.10 0.26 18.63 0.05 0.22 1,235 1.57 11.53 0.05 0.18 20.21 0.05 0.09 1,235 3.79 11.48 0.00 0.00 24.00 PR-100 - Orifice Bleeddown Calculations (Full WQTV Drawdown Check) (Dry Detention) A. SITE INFORMATION

Site Ac. = 27.21 Acres * = (See Basin Cals Spreadsheet for WQTV Calculation DER Elev. = 13.55 Feet Breakdown) NWL = 11.25 Feet Runoff = 1.0 Inches Head (h) = 2.07 Feet h = DER Elev. - (NWL + ½d) Volume = 111,119 Cu.Ft.* Volume = 2.55 Ac.Ft.

½ B. VERTICAL CIRCULAR ORIFICE FLOW Q = C a (2 g h)

Diameter (d) = 5.50 Inches Orifice Area (a) = 0.1650 Sq.Ft. C Value = 0.60 Coefficient of discharge ½ Vol.Time = 15.82 Hours Total Time = 54.00 Hours

Head Increm. Total Flow Delta Delta Cum. Elevation h (Ft.) h (Ft.) Q Q Avg. Volume Hours Hours 13.55 2.07 1.14 0.05 1.14 2,778 0.68 13.50 2.02 1.13 0.68 0.05 1.12 2,778 0.69 13.45 1.97 1.11 1.37 0.05 1.11 2,778 0.70 13.39 1.92 1.10 2.06 0.05 1.09 2,778 0.71 13.34 1.86 1.08 2.77 0.05 1.08 2,778 0.72 13.29 1.81 1.07 3.49 0.05 1.06 2,778 0.73 13.24 1.76 1.05 4.21 0.05 1.05 2,778 0.74 13.19 1.71 1.04 4.95 0.05 1.03 2,778 0.75 13.14 1.66 1.02 5.70 0.05 1.01 2,778 0.76 13.08 1.60 1.01 6.46 0.05 1.00 2,778 0.77 13.03 1.55 0.99 7.23 0.05 0.98 2,778 0.79 12.98 1.50 0.97 8.02 0.05 0.96 2,778 0.80 12.93 1.45 0.96 8.82 0.05 0.95 2,778 0.81 12.88 1.40 0.94 9.63 0.05 0.93 2,778 0.83 12.83 1.35 0.92 10.46 0.05 0.91 2,778 0.85 12.77 1.29 0.90 11.31 0.05 0.89 2,778 0.86 12.72 1.24 0.89 12.17 0.05 0.88 2,778 0.88 12.67 1.19 0.87 13.05 0.05 0.86 2,778 0.90 12.62 1.14 0.85 13.95 0.05 0.84 2,778 0.92 12.57 1.09 0.83 14.87 0.05 0.82 2,778 0.94 12.51 1.04 0.81 15.82 0.05 0.80 2,778 0.97 12.46 0.98 0.79 16.78 0.05 0.78 2,778 0.99 12.41 0.93 0.77 17.78 0.05 0.76 2,778 1.02 12.36 0.88 0.75 18.80 0.05 0.73 2,778 1.05 12.31 0.83 0.72 19.85 0.05 0.71 2,778 1.08 12.26 0.78 0.70 20.93 0.05 0.69 2,778 1.12 12.20 0.72 0.68 22.05 0.05 0.66 2,778 1.16 12.15 0.67 0.65 23.22 0.05 0.64 2,778 1.21 12.10 0.62 0.63 24.42 0.05 0.61 2,778 1.26 12.05 0.57 0.60 25.68 0.05 0.59 2,778 1.32 12.00 0.52 0.57 27.00 0.05 0.56 2,778 1.39 11.95 0.47 0.54 28.39 0.05 0.53 2,778 1.46 11.89 0.41 0.51 29.85 0.05 0.49 2,778 1.56 11.84 0.36 0.48 31.41 0.05 0.46 2,778 1.68 11.79 0.31 0.44 33.09 0.05 0.42 2,778 1.82 11.74 0.26 0.40 34.91 0.05 0.38 2,778 2.02 11.69 0.21 0.36 36.92 0.05 0.34 2,778 2.29 11.63 0.16 0.31 39.21 0.05 0.28 2,778 2.71 11.58 0.10 0.26 41.93 0.05 0.22 2,778 3.54 11.53 0.05 0.18 45.46 0.05 0.09 2,778 8.54 11.48 0.00 0.00 54.00 PR-400 - Orifice Bleeddown Calculations (24 Hour Drawdown Check) (Dry Detention) A. SITE INFORMATION

Site Ac. = 16.12 Acres * = Maximum design discharge of one-half inch of the detention DER Elev. = 13.52 Feet volume in 24 hours. (Per ERP App Hndbk Vol.II-Sec.5.2) NWL = 11.25 Feet Runoff = 0.5 Inches * Head (h) = 2.15 Feet h = DER Elev. - (NWL + ½d) Volume = 29,258 Cu.Ft.* Volume = 0.67 Ac.Ft.

½ B. VERTICAL CIRCULAR ORIFICE FLOW Q = C a (2 g h)

Diameter (d) = 3.00 Inches Orifice Area (a) = 0.0491 Sq.Ft. C Value = 0.60 Coefficient of discharge ½ Vol.Time = 13.75 Hours Total Time = 46.96 Hours

Head Increm. Total Flow Delta Delta Cum. Elevation h (Ft.) h (Ft.) Q Q Avg. Volume Hours Hours 13.52 2.15 0.35 0.05 0.34 731 0.59 13.47 2.09 0.34 0.59 0.05 0.34 731 0.60 13.41 2.04 0.34 1.19 0.05 0.34 731 0.61 13.36 1.98 0.33 1.80 0.05 0.33 731 0.61 13.31 1.93 0.33 2.41 0.05 0.33 731 0.62 13.25 1.88 0.32 3.03 0.05 0.32 731 0.63 13.20 1.82 0.32 3.66 0.05 0.32 731 0.64 13.14 1.77 0.31 4.31 0.05 0.31 731 0.65 13.09 1.72 0.31 4.96 0.05 0.31 731 0.66 13.04 1.66 0.30 5.62 0.05 0.30 731 0.67 12.98 1.61 0.30 6.29 0.05 0.30 731 0.68 12.93 1.56 0.29 6.97 0.05 0.29 731 0.70 12.88 1.50 0.29 7.67 0.05 0.29 731 0.71 12.82 1.45 0.28 8.38 0.05 0.28 731 0.72 12.77 1.39 0.28 9.10 0.05 0.28 731 0.74 12.72 1.34 0.27 9.83 0.05 0.27 731 0.75 12.66 1.29 0.27 10.58 0.05 0.27 731 0.77 12.61 1.23 0.26 11.35 0.05 0.26 731 0.78 12.55 1.18 0.26 12.13 0.05 0.25 731 0.80 12.50 1.13 0.25 12.93 0.05 0.25 731 0.82 12.45 1.07 0.24 13.75 0.05 0.24 731 0.84 12.39 1.02 0.24 14.59 0.05 0.24 731 0.86 12.34 0.97 0.23 15.46 0.05 0.23 731 0.89 12.29 0.91 0.23 16.34 0.05 0.22 731 0.91 12.23 0.86 0.22 17.26 0.05 0.22 731 0.94 12.18 0.80 0.21 18.20 0.05 0.21 731 0.98 12.13 0.75 0.20 19.18 0.05 0.20 731 1.01 12.07 0.70 0.20 20.19 0.05 0.19 731 1.05 12.02 0.64 0.19 21.24 0.05 0.19 731 1.09 11.96 0.59 0.18 22.33 0.05 0.18 731 1.15 11.91 0.54 0.17 23.48 0.05 0.17 731 1.20 11.86 0.48 0.16 24.68 0.05 0.16 731 1.27 11.80 0.43 0.15 25.96 0.05 0.15 731 1.36 11.75 0.38 0.14 27.31 0.05 0.14 731 1.46 11.70 0.32 0.13 28.77 0.05 0.13 731 1.58 11.64 0.27 0.12 30.35 0.05 0.12 731 1.75 11.59 0.21 0.11 32.11 0.05 0.10 731 1.99 11.54 0.16 0.09 34.10 0.05 0.09 731 2.36 11.48 0.11 0.08 36.46 0.05 0.07 731 3.08 11.43 0.05 0.05 39.53 0.05 0.03 731 7.42 11.38 0.00 0.00 46.96 PR-400 - Orifice Bleeddown Calculations (Full WQTV Drawdown Check) (Dry Detention) A. SITE INFORMATION

Site Ac. = 16.12 Acres * = (See Basin Cals Spreadsheet for WQTV Calculation DER Elev. = 13.52 Feet Breakdown) NWL = 11.25 Feet Runoff = 1.0 Inches Head (h) = 2.15 Feet h = DER Elev. - (NWL + ½d) Volume = 65,830 Cu.Ft.* Volume = 1.51 Ac.Ft.

½ B. VERTICAL CIRCULAR ORIFICE FLOW Q = C a (2 g h)

Diameter (d) = 3.00 Inches Orifice Area (a) = 0.0491 Sq.Ft. C Value = 0.60 Coefficient of discharge ½ Vol.Time = 30.94 Hours Total Time = 105.65 Hours

Head Increm. Total Flow Delta Delta Cum. Elevation h (Ft.) h (Ft.) Q Q Avg. Volume Hours Hours 13.52 2.15 0.35 0.05 0.34 1,646 1.33 13.47 2.09 0.34 1.33 0.05 0.34 1,646 1.35 13.41 2.04 0.34 2.68 0.05 0.34 1,646 1.36 13.36 1.98 0.33 4.04 0.05 0.33 1,646 1.38 13.31 1.93 0.33 5.42 0.05 0.33 1,646 1.40 13.25 1.88 0.32 6.82 0.05 0.32 1,646 1.42 13.20 1.82 0.32 8.25 0.05 0.32 1,646 1.44 13.14 1.77 0.31 9.69 0.05 0.31 1,646 1.47 13.09 1.72 0.31 11.15 0.05 0.31 1,646 1.49 13.04 1.66 0.30 12.64 0.05 0.30 1,646 1.51 12.98 1.61 0.30 14.15 0.05 0.30 1,646 1.54 12.93 1.56 0.29 15.69 0.05 0.29 1,646 1.56 12.88 1.50 0.29 17.26 0.05 0.29 1,646 1.59 12.82 1.45 0.28 18.85 0.05 0.28 1,646 1.62 12.77 1.39 0.28 20.47 0.05 0.28 1,646 1.65 12.72 1.34 0.27 22.13 0.05 0.27 1,646 1.69 12.66 1.29 0.27 23.81 0.05 0.27 1,646 1.72 12.61 1.23 0.26 25.54 0.05 0.26 1,646 1.76 12.55 1.18 0.26 27.30 0.05 0.25 1,646 1.80 12.50 1.13 0.25 29.10 0.05 0.25 1,646 1.84 12.45 1.07 0.24 30.94 0.05 0.24 1,646 1.89 12.39 1.02 0.24 32.84 0.05 0.24 1,646 1.94 12.34 0.97 0.23 34.78 0.05 0.23 1,646 2.00 12.29 0.91 0.23 36.78 0.05 0.22 1,646 2.06 12.23 0.86 0.22 38.83 0.05 0.22 1,646 2.12 12.18 0.80 0.21 40.95 0.05 0.21 1,646 2.19 12.13 0.75 0.20 43.15 0.05 0.20 1,646 2.27 12.07 0.70 0.20 45.42 0.05 0.19 1,646 2.36 12.02 0.64 0.19 47.78 0.05 0.19 1,646 2.46 11.96 0.59 0.18 50.25 0.05 0.18 1,646 2.58 11.91 0.54 0.17 52.83 0.05 0.17 1,646 2.71 11.86 0.48 0.16 55.54 0.05 0.16 1,646 2.87 11.80 0.43 0.15 58.40 0.05 0.15 1,646 3.05 11.75 0.38 0.14 61.45 0.05 0.14 1,646 3.28 11.70 0.32 0.13 64.73 0.05 0.13 1,646 3.57 11.64 0.27 0.12 68.30 0.05 0.12 1,646 3.94 11.59 0.21 0.11 72.24 0.05 0.10 1,646 4.48 11.54 0.16 0.09 76.72 0.05 0.09 1,646 5.31 11.48 0.11 0.08 82.03 0.05 0.07 1,646 6.92 11.43 0.05 0.05 88.95 0.05 0.03 1,646 16.70 11.38 0.00 0.00 105.65 Last saved by: DAVID.E.WEBSTER(2021-01-22) Last Plotted: 2021-03-03 Project Management Initials: Designer: _____ Checked:_____ Approved:_____ ANSI D 22" x 34" Recycled Content Paper Printed on ___% Post-Consumer Filename: C:\USERS\CHRISTOPHER_BRYANT\BIM 360\AECOM\60604487_CAPECORALNP\PROJECT FILES\910 CAD_BIM\LAKE MEADE PARK\20 SHEETS\C\C-530_GRAD_DRAIN DETAILS-LM.DWG C D A B 5 5 4 4 3 3 2 2 NATIONAL GEODETIC VERTICAL DATUM OF 1929 PER THE TOPOGRAGHIC SURVEY BY E.F. GAINES (NGVD29). TO OBTAIN NAVD88 ELEVATIONS, SHOWN FOR THIS AREA. SUBTRACT 1.18' FROM THE NGVD29 ELEVATIONS SHOWN ON THE DRAWINGS ARE BASED UPON SURVEYING SERVICES, INC., ALL ELEVATIONS VERTICAL DATUM INFORMATION 1 1 PARK IMPROVEMENTS NEIGHBORHOOD 13620 METROPOLIS AVENUE, SUITE 200 LAKE MEADE PARK CITY OF CAPE CORAL www.passarella.net ENVIRONMENTAL/ECOLOGICAL DESIGN www.efgaines.com 5235 RAMSEY WAY, SUITE 10 www.johnsonengineering.com LANDSCAPE AND IRRIGATION DESIGN 239.274.0067 tel 239.418.0126 tel 239.334.0046 tel 2122 JOHNSON STREET, P.O. BOX 1550 FORT MYERS, FLORIDA 33912 FORT MYERS, FLORIDA 33907 SURVEYOR FORT MYERS, FLORIDA 33902-1550 SUITE 700 7650 W. COURTNEY CAMPBELL CAUSEWAY PASSARELLA & ASSOCIATES, INC. E.F. GAINES SURVEYING SERVICES, INC. 813.286.1711 tel 813.287.8591 fax JOHNSON ENGINEERING, INC. TAMPA, FL 33607 C-530 SHEET NUMBER GRADING & DRAINAGE DETAILS SHEET TITLE 60604487 PROJECT NUMBER KEY PLAN ISSUE/REVISION REGISTRATION CONSULTANTS www.aecom.com AECOM CONSULTANT CLIENT PROJECT I/R I I I I 1510 CULTURAL PARK BOULEVARD CITY OF CAPE CORAL CAPE CORAL, FLORIDA 33990 239.574.0401 tel www.capecoral.net 2020-03-06 2020-06-05 2021-01-22 2021-03-12 DATE 239.274.0069 fax 239.418.0127 fax DESCRIPTION 30% CONSTRUCTION DWGS. 60% CONSTRUCTION DWGS 90% CONSTRUCTION DWGS 100% CONSTRUCTION DWGS APPENDIX 12 Proposed Conditions ICPR Analysis (Basin-Node Diagram, Node Min/Max, All Input, 100Yr-3Day Zero Discharge (for Building FFE))

BASIN-NODE DIAGRAM

Lake Meade Park - Neighborhood Park Improvements Project Proposed Conditions Analysis - SFWMD & City of Cape Coral Analysis BASIN-NODE DIAGRAM REPORT

03-23-21

Nodes A Stage/Area V Stage/Volume T Time/Stage M Manhole

A: POND700 P: PIPEPD700-PD600 Basins U: PR700 A: ST12

A: POND600 U: ST12 A: ST13 A: ST14 O Overland Flow U: PR600

U: ST13 U: ST14

P: PIPE 13-POND600 P: PIPE 14-13 U SCS Unit CN P: PIPE 12-11 A: ST08

U: ST08 P: PIPE 08-07

S SBUH CN P: PIPEPD600-PD500 P: PIPE 09-08

A: ST11 A: ST07 A: ST06 Y SCS Unit GA A: ST09 U: ST11 U: ST07 U: ST06 Z SBUH GA U: ST09 P: PIPE 07-02

P: PIPE 10-09 P: PIPE 06-01

P: PIPE 11-POND800

A: ST02 A: ST10

A: POND500 A: ST01 U: ST02 U: ST10 Links P: PIPE 02-01 U: PR500 U: ST01 P Pipe P: PIPE 03-02 A: POND800 A: ST03 P: PIPE 01-POND200 U: PR800 W Weir U: ST03

P: PIPE 04-03 C Channel A: POND300 P: PIPEPD500-PD100 U: PR300 A: ST04 P: PIPEPD800-PD400 D Drop Structure A: POND200 P: PIPEPD300-PD200 U: ST04 U: PR200 B Bridge P: PIPE 05-04

A: POND400 A: ST05 P: PIPEPD200-PD100 U: PR400 R Rating Curve U: ST05

H Breach A: POND100 U: PR100 E Percolation D: DS-02 F Filter D: DS-01 T: OUTFALL-HEARTH X Exfil Trench T: OUTFALL-HIAWATH

Interconnected Channel and Pond Routing Model (ICPR) ©2002 Streamline Technologies, Inc. NODE MIN / MAX

Lake Meade Park - Neighborhood Park Improvements Project Proposed Conditions Analysis - SFWMD & City of Cape Coral Analysis NODE MIN / MAX REPORT

03-23-21

Max Time Max Warning Max Delta Max Surf Max Time Max Max Time Max Name Group Simulation Stage Stage Stage Stage Area Inflow Inflow Outflow Outflow hrs ft ft ft ft2 hrs cfs hrs cfs

OUTFALL-HEARTH BASE PR100YR3DAY 0.00 9.370 10.000 0.0000 0 72.00 1.679 0.00 0.000 OUTFALL-HIAWATH BASE PR100YR3DAY 0.00 9.370 10.000 0.0000 0 72.00 2.791 0.00 0.000 POND100 BASE PR100YR3DAY 72.00 15.874 14.500 -0.0557 669516 60.00 119.336 72.00 2.791 POND200 BASE PR100YR3DAY 60.32 16.058 15.000 -0.1342 13906 60.01 33.579 60.20 26.421 POND300 BASE PR100YR3DAY 60.43 16.160 15.000 -0.0248 12325 60.00 7.108 0.00 5.774 POND400 BASE PR100YR3DAY 72.00 16.010 14.500 -0.0173 408323 60.00 89.743 72.00 1.679 POND500 BASE PR100YR3DAY 72.00 15.875 15.000 -0.0448 4435 60.16 5.301 0.00 12.544 POND600 BASE PR100YR3DAY 72.00 15.875 15.000 -0.0391 14508 60.00 9.797 60.26 4.010 POND700 BASE PR100YR3DAY 72.00 15.875 15.000 -0.0237 4865 60.00 4.285 0.00 5.516 POND800 BASE PR100YR3DAY 72.00 16.010 15.000 -0.0596 7486 60.00 10.380 0.00 9.583 ST01 BASE PR100YR3DAY 60.16 16.476 15.000 0.0348 150 60.03 21.855 60.04 21.744 ST02 BASE PR100YR3DAY 60.10 16.848 15.000 -0.0050 151 60.04 17.194 60.04 17.088 ST03 BASE PR100YR3DAY 60.09 16.985 15.000 0.0043 139 60.02 6.498 60.04 6.377 ST04 BASE PR100YR3DAY 60.09 17.161 15.000 0.0047 137 60.01 3.973 60.05 3.847 ST05 BASE PR100YR3DAY 60.08 17.240 15.000 0.0048 134 60.00 2.826 60.03 2.591 ST06 BASE PR100YR3DAY 60.12 16.655 15.000 0.0037 135 60.00 2.459 60.02 2.272 ST07 BASE PR100YR3DAY 60.09 17.096 15.000 0.0059 142 60.04 7.891 60.05 7.799 ST08 BASE PR100YR3DAY 60.09 17.169 15.000 0.0052 139 60.04 4.724 60.07 4.663 ST09 BASE PR100YR3DAY 60.08 17.342 15.000 0.0050 137 60.01 3.835 60.06 3.718 ST10 BASE PR100YR3DAY 60.08 17.353 15.000 0.0050 134 60.00 1.076 60.10 0.964 ST11 BASE PR100YR3DAY 72.00 16.011 15.000 0.0172 138 60.00 6.350 60.01 6.250 ST12 BASE PR100YR3DAY 60.08 16.173 15.000 0.0030 136 60.00 3.781 60.01 3.641 ST13 BASE PR100YR3DAY 72.00 15.875 15.000 0.0265 135 60.00 3.121 60.00 3.051 ST14 BASE PR100YR3DAY 72.00 15.875 15.000 0.0070 134 60.00 2.348 60.00 2.269 OUTFALL-HEARTH BASE PR25YR3DAY 0.00 9.370 10.000 0.0000 0 72.00 1.494 0.00 0.000 OUTFALL-HIAWATH BASE PR25YR3DAY 0.00 9.370 10.000 0.0000 0 68.54 2.598 0.00 0.000 POND100 BASE PR25YR3DAY 68.54 15.491 14.500 -0.0557 473689 60.02 84.561 68.54 2.598 POND200 BASE PR25YR3DAY 68.46 15.492 15.000 -0.1342 12230 60.01 25.853 0.00 22.890 POND300 BASE PR25YR3DAY 68.44 15.492 15.000 -0.0248 9619 60.00 5.421 0.00 5.774 POND400 BASE PR25YR3DAY 72.00 15.583 14.500 -0.0173 280417 60.00 68.401 72.00 1.494 POND500 BASE PR25YR3DAY 68.50 15.491 15.000 -0.0448 4101 60.22 2.925 0.00 12.544 POND600 BASE PR25YR3DAY 68.49 15.492 15.000 -0.0391 13807 60.00 7.376 0.00 2.508 POND700 BASE PR25YR3DAY 68.48 15.492 15.000 -0.0237 4014 60.00 3.242 0.00 5.516 POND800 BASE PR25YR3DAY 72.00 15.583 15.000 -0.0596 6480 60.00 7.860 0.00 9.583 ST01 BASE PR25YR3DAY 60.23 15.608 15.000 0.0348 150 60.03 16.673 60.03 16.560 ST02 BASE PR25YR3DAY 60.16 15.790 15.000 -0.0050 151 60.03 13.289 60.03 13.178 ST03 BASE PR25YR3DAY 60.14 15.860 15.000 0.0036 139 60.02 4.994 60.03 4.877 ST04 BASE PR25YR3DAY 60.12 15.953 15.000 0.0039 137 60.01 3.067 60.04 2.947 ST05 BASE PR25YR3DAY 60.12 15.995 15.000 0.0040 134 60.00 2.165 60.03 1.977 ST06 BASE PR25YR3DAY 60.19 15.681 15.000 0.0032 135 60.00 1.761 60.02 1.604 ST07 BASE PR25YR3DAY 60.12 15.922 15.000 0.0052 142 60.03 6.132 60.04 6.032 ST08 BASE PR25YR3DAY 60.13 15.961 15.000 -0.0047 139 60.04 3.655 60.06 3.577 ST09 BASE PR25YR3DAY 60.12 16.058 15.000 0.0046 137 60.01 2.983 60.05 2.869 ST10 BASE PR25YR3DAY 60.11 16.063 15.000 0.0046 134 60.00 0.830 59.71 0.901 ST11 BASE PR25YR3DAY 72.00 15.583 15.000 0.0172 138 60.00 4.827 60.01 4.730 ST12 BASE PR25YR3DAY 72.00 15.583 15.000 0.0030 136 60.00 2.944 60.01 2.824 ST13 BASE PR25YR3DAY 68.48 15.491 15.000 0.0265 135 60.00 2.411 60.00 2.324 ST14 BASE PR25YR3DAY 68.47 15.492 15.000 0.0070 134 60.00 1.841 60.00 1.748 OUTFALL-HEARTH BASE PR5YR1DAY 0.00 9.370 10.000 0.0000 0 24.00 0.876 0.00 0.000

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Max Time Max Warning Max Delta Max Surf Max Time Max Max Time Max Name Group Simulation Stage Stage Stage Stage Area Inflow Inflow Outflow Outflow hrs ft ft ft ft2 hrs cfs hrs cfs

OUTFALL-HIAWATH BASE PR5YR1DAY 0.00 9.370 10.000 0.0000 0 24.00 2.009 0.00 0.000 POND100 BASE PR5YR1DAY 24.00 14.587 14.500 -0.0557 121785 20.01 51.546 24.00 2.009 POND200 BASE PR5YR1DAY 24.00 14.588 15.000 -0.1342 9552 20.03 20.714 0.00 22.890 POND300 BASE PR5YR1DAY 24.00 14.588 15.000 -0.0248 5958 20.00 3.597 0.00 5.774 POND400 BASE PR5YR1DAY 24.00 14.420 14.500 -0.0173 97942 20.00 46.699 24.00 0.876 POND500 BASE PR5YR1DAY 24.00 14.587 15.000 -0.0448 3313 19.82 2.815 0.00 12.544 POND600 BASE PR5YR1DAY 24.00 14.588 15.000 -0.0391 12153 20.00 6.212 0.00 2.508 POND700 BASE PR5YR1DAY 24.00 14.588 15.000 -0.0237 2005 20.00 2.048 0.00 5.516 POND800 BASE PR5YR1DAY 24.00 14.420 15.000 -0.0596 3745 20.01 5.104 0.00 9.583 ST01 BASE PR5YR1DAY 24.00 14.593 15.000 0.0348 150 20.04 11.355 20.05 11.243 ST02 BASE PR5YR1DAY 24.00 14.589 15.000 -0.0050 151 20.04 9.650 20.04 9.535 ST03 BASE PR5YR1DAY 24.00 14.595 15.000 0.0032 139 20.03 3.457 20.06 3.347 ST04 BASE PR5YR1DAY 24.00 14.594 15.000 0.0033 137 20.02 2.181 20.05 2.067 ST05 BASE PR5YR1DAY 24.00 14.596 15.000 0.0034 134 20.00 1.477 20.04 1.310 ST06 BASE PR5YR1DAY 24.00 14.591 15.000 0.0032 135 20.00 0.806 20.08 0.685 ST07 BASE PR5YR1DAY 24.00 14.596 15.000 -0.0043 142 20.04 4.572 20.06 4.473 ST08 BASE PR5YR1DAY 24.00 14.594 15.000 0.0045 139 20.06 2.701 20.06 2.564 ST09 BASE PR5YR1DAY 24.00 14.597 15.000 0.0048 137 20.06 2.270 20.06 2.148 ST10 BASE PR5YR1DAY 24.00 14.596 15.000 0.0039 134 20.00 0.591 19.90 0.781 ST11 BASE PR5YR1DAY 24.00 14.420 15.000 0.0172 138 20.01 3.224 20.01 3.135 ST12 BASE PR5YR1DAY 24.00 14.420 15.000 0.0030 136 20.00 2.241 20.01 2.128 ST13 BASE PR5YR1DAY 24.00 14.588 15.000 0.0265 135 20.00 1.899 20.00 1.815 ST14 BASE PR5YR1DAY 24.00 14.588 15.000 0.0070 134 20.00 1.481 20.00 1.392

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Max Time Max Warning Max Delta Max Surf Max Time Max Max Time Max Name Group Simulation Stage Stage Stage Stage Area Inflow Inflow Outflow Outflow hrs ft ft ft ft2 hrs cfs hrs cfs

OUTFALL-HEARTH BASE PR100YR3DAY 0.00 9.370 10.000 0.0000 0 0.00 0.000 0.00 0.000 OUTFALL-HIAWATH BASE PR100YR3DAY 0.00 9.370 10.000 0.0000 0 0.00 0.000 0.00 0.000 POND100 BASE PR100YR3DAY 72.00 16.225 14.500 -0.0546 753602 60.00 121.250 0.00 0.000 POND200 BASE PR100YR3DAY 60.30 16.368 15.000 -0.1342 14825 60.01 33.747 60.21 27.075 POND300 BASE PR100YR3DAY 60.42 16.470 15.000 -0.0248 13580 60.00 7.110 0.00 5.774 POND400 BASE PR100YR3DAY 72.00 16.294 14.500 -0.0164 487461 60.00 89.883 0.00 0.000 POND500 BASE PR100YR3DAY 72.00 16.225 15.000 -0.0448 4740 60.14 6.080 0.00 12.544 POND600 BASE PR100YR3DAY 72.00 16.225 15.000 -0.0391 15150 60.00 9.760 60.25 4.751 POND700 BASE PR100YR3DAY 72.00 16.225 15.000 -0.0237 5644 60.00 4.286 0.00 5.516 POND800 BASE PR100YR3DAY 72.00 16.294 15.000 -0.0596 8152 60.00 10.400 0.00 9.583 ST01 BASE PR100YR3DAY 60.14 16.819 15.000 0.0348 150 60.03 21.982 60.04 21.885 ST02 BASE PR100YR3DAY 60.09 17.208 15.000 -0.0050 151 60.04 17.291 60.04 17.199 ST03 BASE PR100YR3DAY 60.08 17.349 15.000 0.0043 139 60.02 6.526 60.04 6.419 ST04 BASE PR100YR3DAY 60.08 17.530 15.000 0.0046 137 60.01 3.987 60.05 3.875 ST05 BASE PR100YR3DAY 60.07 17.610 15.000 0.0048 134 60.00 2.827 60.03 2.605 ST06 BASE PR100YR3DAY 60.10 17.008 15.000 0.0036 135 60.00 2.459 60.02 2.286 ST07 BASE PR100YR3DAY 60.08 17.463 15.000 0.0059 142 60.04 7.933 60.05 7.853 ST08 BASE PR100YR3DAY 60.08 17.538 15.000 0.0052 139 60.04 4.751 60.07 4.703 ST09 BASE PR100YR3DAY 60.08 17.714 15.000 0.0050 137 60.01 3.849 60.06 3.744 ST10 BASE PR100YR3DAY 60.08 17.726 15.000 0.0050 134 60.00 1.076 60.10 0.977 ST11 BASE PR100YR3DAY 72.00 16.294 15.000 0.0172 138 60.00 6.360 60.01 6.270 ST12 BASE PR100YR3DAY 60.06 16.422 15.000 0.0031 136 60.00 3.781 60.01 3.651 ST13 BASE PR100YR3DAY 72.00 16.225 15.000 0.0265 135 60.00 3.133 60.00 3.076 ST14 BASE PR100YR3DAY 72.00 16.226 15.000 0.0073 134 60.00 2.349 60.00 2.282

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======Basins ======

Name: PR100 Node: POND100 Status: Onsite Group: BASE Type: SCS Unit Hydrograph CN

Unit Hydrograph: Uh256 Peaking Factor: 256.0 Rainfall File: Sfwmd72 Storm Duration(hrs): 72.00 Rainfall Amount(in): 11.000 Time of Conc(min): 10.00 Area(ac): 17.480 Time Shift(hrs): 0.00 Curve Number: 67.71 Max Allowable Q(cfs): 999999.000 DCIA(%): 0.00

------Name: PR200 Node: POND200 Status: Onsite Group: BASE Type: SCS Unit Hydrograph CN

Unit Hydrograph: Uh256 Peaking Factor: 256.0 Rainfall File: Sfwmd72 Storm Duration(hrs): 72.00 Rainfall Amount(in): 11.000 Time of Conc(min): 10.00 Area(ac): 2.170 Time Shift(hrs): 0.00 Curve Number: 92.89 Max Allowable Q(cfs): 999999.000 DCIA(%): 0.00

------Name: PR300 Node: POND300 Status: Onsite Group: BASE Type: SCS Unit Hydrograph CN

Unit Hydrograph: Uh256 Peaking Factor: 256.0 Rainfall File: Sfwmd72 Storm Duration(hrs): 72.00 Rainfall Amount(in): 11.000 Time of Conc(min): 10.00 Area(ac): 1.220 Time Shift(hrs): 0.00 Curve Number: 78.56 Max Allowable Q(cfs): 999999.000 DCIA(%): 0.00

------Name: PR400 Node: POND400 Status: Onsite Group: BASE Type: SCS Unit Hydrograph CN

Unit Hydrograph: Uh256 Peaking Factor: 256.0 Rainfall File: Sfwmd72 Storm Duration(hrs): 72.00 Rainfall Amount(in): 11.000 Time of Conc(min): 10.00 Area(ac): 14.250 Time Shift(hrs): 0.00 Curve Number: 79.20 Max Allowable Q(cfs): 999999.000 DCIA(%): 0.00

------Name: PR500 Node: POND500 Status: Onsite Group: BASE Type: SCS Unit Hydrograph CN

Unit Hydrograph: Uh256 Peaking Factor: 256.0 Rainfall File: Sfwmd72 Storm Duration(hrs): 72.00 Rainfall Amount(in): 11.000 Time of Conc(min): 10.00 Area(ac): 0.290 Time Shift(hrs): 0.00 Curve Number: 87.37 Max Allowable Q(cfs): 999999.000 DCIA(%): 0.00

------Name: PR600 Node: POND600 Status: Onsite Group: BASE Type: SCS Unit Hydrograph CN

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Unit Hydrograph: Uh256 Peaking Factor: 256.0 Rainfall File: Sfwmd72 Storm Duration(hrs): 72.00 Rainfall Amount(in): 11.000 Time of Conc(min): 10.00 Area(ac): 0.700 Time Shift(hrs): 0.00 Curve Number: 87.06 Max Allowable Q(cfs): 999999.000 DCIA(%): 0.00

------Name: PR700 Node: POND700 Status: Onsite Group: BASE Type: SCS Unit Hydrograph CN

Unit Hydrograph: Uh256 Peaking Factor: 256.0 Rainfall File: Sfwmd72 Storm Duration(hrs): 72.00 Rainfall Amount(in): 11.000 Time of Conc(min): 10.00 Area(ac): 0.750 Time Shift(hrs): 0.00 Curve Number: 75.62 Max Allowable Q(cfs): 999999.000 DCIA(%): 0.00

------Name: PR800 Node: POND800 Status: Onsite Group: BASE Type: SCS Unit Hydrograph CN

Unit Hydrograph: Uh256 Peaking Factor: 256.0 Rainfall File: Sfwmd72 Storm Duration(hrs): 72.00 Rainfall Amount(in): 11.000 Time of Conc(min): 10.00 Area(ac): 0.730 Time Shift(hrs): 0.00 Curve Number: 75.55 Max Allowable Q(cfs): 999999.000 DCIA(%): 0.00

------Name: ST01 Node: ST01 Status: Onsite Group: BASE Type: SCS Unit Hydrograph CN

Unit Hydrograph: Uh256 Peaking Factor: 256.0 Rainfall File: Sfwmd72 Storm Duration(hrs): 72.00 Rainfall Amount(in): 11.000 Time of Conc(min): 10.00 Area(ac): 0.470 Time Shift(hrs): 0.00 Curve Number: 72.98 Max Allowable Q(cfs): 999999.000 DCIA(%): 0.00

------Name: ST02 Node: ST02 Status: Onsite Group: BASE Type: SCS Unit Hydrograph CN

Unit Hydrograph: Uh256 Peaking Factor: 256.0 Rainfall File: Sfwmd72 Storm Duration(hrs): 72.00 Rainfall Amount(in): 11.000 Time of Conc(min): 10.00 Area(ac): 0.520 Time Shift(hrs): 0.00 Curve Number: 90.59 Max Allowable Q(cfs): 999999.000 DCIA(%): 0.00

------Name: ST03 Node: ST03 Status: Onsite Group: BASE Type: SCS Unit Hydrograph CN

Unit Hydrograph: Uh256 Peaking Factor: 256.0 Rainfall File: Sfwmd72 Storm Duration(hrs): 72.00 Rainfall Amount(in): 11.000 Time of Conc(min): 10.00 Area(ac): 0.470 Time Shift(hrs): 0.00 Curve Number: 80.42 Max Allowable Q(cfs): 999999.000 DCIA(%): 0.00

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------Name: ST04 Node: ST04 Status: Onsite Group: BASE Type: SCS Unit Hydrograph CN

Unit Hydrograph: Uh256 Peaking Factor: 256.0 Rainfall File: Sfwmd72 Storm Duration(hrs): 72.00 Rainfall Amount(in): 11.000 Time of Conc(min): 10.00 Area(ac): 0.230 Time Shift(hrs): 0.00 Curve Number: 95.79 Max Allowable Q(cfs): 999999.000 DCIA(%): 0.00

------Name: ST05 Node: ST05 Status: Onsite Group: BASE Type: SCS Unit Hydrograph CN

Unit Hydrograph: Uh256 Peaking Factor: 256.0 Rainfall File: Sfwmd72 Storm Duration(hrs): 72.00 Rainfall Amount(in): 11.000 Time of Conc(min): 10.00 Area(ac): 0.480 Time Shift(hrs): 0.00 Curve Number: 80.34 Max Allowable Q(cfs): 999999.000 DCIA(%): 0.00

------Name: ST06 Node: ST06 Status: Onsite Group: BASE Type: SCS Unit Hydrograph CN

Unit Hydrograph: Uh256 Peaking Factor: 256.0 Rainfall File: Sfwmd72 Storm Duration(hrs): 72.00 Rainfall Amount(in): 11.000 Time of Conc(min): 10.00 Area(ac): 0.500 Time Shift(hrs): 0.00 Curve Number: 61.00 Max Allowable Q(cfs): 999999.000 DCIA(%): 0.00

------Name: ST07 Node: ST07 Status: Onsite Group: BASE Type: SCS Unit Hydrograph CN

Unit Hydrograph: Uh256 Peaking Factor: 256.0 Rainfall File: Sfwmd72 Storm Duration(hrs): 72.00 Rainfall Amount(in): 11.000 Time of Conc(min): 10.00 Area(ac): 0.560 Time Shift(hrs): 0.00 Curve Number: 92.18 Max Allowable Q(cfs): 999999.000 DCIA(%): 0.00

------Name: ST08 Node: ST08 Status: Onsite Group: BASE Type: SCS Unit Hydrograph CN

Unit Hydrograph: Uh256 Peaking Factor: 256.0 Rainfall File: Sfwmd72 Storm Duration(hrs): 72.00 Rainfall Amount(in): 11.000 Time of Conc(min): 10.00 Area(ac): 0.180 Time Shift(hrs): 0.00 Curve Number: 83.26 Max Allowable Q(cfs): 999999.000 DCIA(%): 0.00

------Name: ST09 Node: ST09 Status: Onsite Group: BASE Type: SCS Unit Hydrograph CN

Unit Hydrograph: Uh256 Peaking Factor: 256.0 Rainfall File: Sfwmd72 Storm Duration(hrs): 72.00 Rainfall Amount(in): 11.000 Time of Conc(min): 10.00

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Area(ac): 0.500 Time Shift(hrs): 0.00 Curve Number: 89.30 Max Allowable Q(cfs): 999999.000 DCIA(%): 0.00

------Name: ST10 Node: ST10 Status: Onsite Group: BASE Type: SCS Unit Hydrograph CN

Unit Hydrograph: Uh256 Peaking Factor: 256.0 Rainfall File: Sfwmd72 Storm Duration(hrs): 72.00 Rainfall Amount(in): 11.000 Time of Conc(min): 10.00 Area(ac): 0.180 Time Shift(hrs): 0.00 Curve Number: 83.29 Max Allowable Q(cfs): 999999.000 DCIA(%): 0.00

------Name: ST11 Node: ST11 Status: Onsite Group: BASE Type: SCS Unit Hydrograph CN

Unit Hydrograph: Uh256 Peaking Factor: 256.0 Rainfall File: Sfwmd72 Storm Duration(hrs): 72.00 Rainfall Amount(in): 11.000 Time of Conc(min): 10.00 Area(ac): 0.510 Time Shift(hrs): 0.00 Curve Number: 68.21 Max Allowable Q(cfs): 999999.000 DCIA(%): 0.00

------Name: ST12 Node: ST12 Status: Onsite Group: BASE Type: SCS Unit Hydrograph CN

Unit Hydrograph: Uh256 Peaking Factor: 256.0 Rainfall File: Sfwmd72 Storm Duration(hrs): 72.00 Rainfall Amount(in): 11.000 Time of Conc(min): 10.00 Area(ac): 0.620 Time Shift(hrs): 0.00 Curve Number: 88.60 Max Allowable Q(cfs): 999999.000 DCIA(%): 0.00

------Name: ST13 Node: ST13 Status: Onsite Group: BASE Type: SCS Unit Hydrograph CN

Unit Hydrograph: Uh256 Peaking Factor: 256.0 Rainfall File: Sfwmd72 Storm Duration(hrs): 72.00 Rainfall Amount(in): 11.000 Time of Conc(min): 10.00 Area(ac): 0.140 Time Shift(hrs): 0.00 Curve Number: 88.94 Max Allowable Q(cfs): 999999.000 DCIA(%): 0.00

------Name: ST14 Node: ST14 Status: Onsite Group: BASE Type: SCS Unit Hydrograph CN

Unit Hydrograph: Uh256 Peaking Factor: 256.0 Rainfall File: Sfwmd72 Storm Duration(hrs): 72.00 Rainfall Amount(in): 11.000 Time of Conc(min): 10.00 Area(ac): 0.380 Time Shift(hrs): 0.00 Curve Number: 94.66 Max Allowable Q(cfs): 999999.000 DCIA(%): 0.00

======Nodes ======

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======

Name: OUTFALL-HEARTH Base Flow(cfs): 0.000 Init Stage(ft): 9.370 Group: BASE Warn Stage(ft): 10.000 Type: Time/Stage

Main site outfalls to the existing Cape Coral Hiawatha (west side of site) and Hearthstone (east side of site) C

Time(hrs) Stage(ft) ------0.00 9.370 12.00 9.370 24.00 9.370 36.00 9.370 48.00 9.370 60.00 9.370 72.00 9.370

------Name: OUTFALL-HIAWATH Base Flow(cfs): 0.000 Init Stage(ft): 9.370 Group: BASE Warn Stage(ft): 10.000 Type: Time/Stage

Main site outfalls to the existing Cape Coral Hiawatha (west side of site) and Hearthstone (east side of site) C

Time(hrs) Stage(ft) ------0.00 9.370 12.00 9.370 24.00 9.370 36.00 9.370 48.00 9.370 60.00 9.370 72.00 9.370

------Name: POND100 Base Flow(cfs): 0.000 Init Stage(ft): 12.500 Group: BASE Warn Stage(ft): 14.500 Type: Stage/Area

Many proposed ponds and existing remaining ditches are interconnected to Pond100. The site currently outfalls fr

Stage(ft) Area(ac) ------12.500 1.7150 13.500 1.9100 14.500 2.1080 15.000 6.0470 15.500 10.9600 16.000 16.8500 16.500 17.8500

------Name: POND200 Base Flow(cfs): 0.000 Init Stage(ft): 13.000 Group: BASE Warn Stage(ft): 15.000 Type: Stage/Area

Many proposed ponds and existing remaining ditches are interconnected to Pond100. The site currently outfalls fr

Stage(ft) Area(ac) ------13.000 0.1130 14.000 0.1790 15.000 0.2470

------Name: POND300 Base Flow(cfs): 0.000 Init Stage(ft): 13.000 Group: BASE Warn Stage(ft): 15.000 Type: Stage/Area

Many proposed ponds and existing remaining ditches are interconnected to Pond100. The site currently outfalls fr

Stage(ft) Area(ac)

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------13.000 0.0240 14.000 0.0820 15.000 0.1750

------Name: POND400 Base Flow(cfs): 0.000 Init Stage(ft): 12.500 Group: BASE Warn Stage(ft): 14.500 Type: Stage/Area

Many proposed ponds and existing remaining ditches are interconnected to Pond100. The site currently outfalls fr

Stage(ft) Area(ac) ------12.500 1.7280 13.500 1.9980 14.500 2.2700 15.000 3.7860 15.500 5.8680 16.000 9.3090 16.500 12.5130

------Name: POND500 Base Flow(cfs): 0.000 Init Stage(ft): 13.000 Group: BASE Warn Stage(ft): 15.000 Type: Stage/Area

Many proposed ponds and existing remaining ditches are interconnected to Pond100. The site currently outfalls fr

Stage(ft) Area(ac) ------13.000 0.0460 14.000 0.0640 15.000 0.0840

------Name: POND600 Base Flow(cfs): 0.000 Init Stage(ft): 13.000 Group: BASE Warn Stage(ft): 15.000 Type: Stage/Area

Many proposed ponds and existing remaining ditches are interconnected to Pond100. The site currently outfalls fr

Stage(ft) Area(ac) ------13.000 0.2140 14.000 0.2540 15.000 0.2960

------Name: POND700 Base Flow(cfs): 0.000 Init Stage(ft): 13.000 Group: BASE Warn Stage(ft): 15.000 Type: Stage/Area

Many proposed ponds and existing remaining ditches are interconnected to Pond100. The site currently outfalls fr

Stage(ft) Area(ac) ------13.000 0.0000 14.000 0.0160 15.000 0.0670

------Name: POND800 Base Flow(cfs): 0.000 Init Stage(ft): 13.000 Group: BASE Warn Stage(ft): 15.000 Type: Stage/Area

Many proposed ponds and existing remaining ditches are interconnected to Pond100. The site currently outfalls fr

Stage(ft) Area(ac) ------13.000 0.0210 14.000 0.0630 15.000 0.1170

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------Name: ST01 Base Flow(cfs): 0.000 Init Stage(ft): 11.000 Group: BASE Warn Stage(ft): 15.000 Type: Stage/Area

Inlet within parking area collecting subbasin runoff to the interconnected ponds

Stage(ft) Area(ac) ------11.000 0.0030 12.000 0.0030 13.000 0.0030 14.000 0.0030 15.000 0.0030

------Name: ST02 Base Flow(cfs): 0.000 Init Stage(ft): 11.000 Group: BASE Warn Stage(ft): 15.000 Type: Stage/Area

Inlet within parking area collecting subbasin runoff to the interconnected ponds

Stage(ft) Area(ac) ------11.000 0.0030 12.000 0.0030 13.000 0.0030 14.000 0.0030 15.000 0.0030

------Name: ST03 Base Flow(cfs): 0.000 Init Stage(ft): 11.000 Group: BASE Warn Stage(ft): 15.000 Type: Stage/Area

Inlet within parking area collecting subbasin runoff to the interconnected ponds

Stage(ft) Area(ac) ------11.000 0.0030 12.000 0.0030 13.000 0.0030 14.000 0.0030 15.000 0.0030

------Name: ST04 Base Flow(cfs): 0.000 Init Stage(ft): 11.000 Group: BASE Warn Stage(ft): 15.000 Type: Stage/Area

Inlet within parking area collecting subbasin runoff to the interconnected ponds

Stage(ft) Area(ac) ------11.000 0.0030 12.000 0.0030 13.000 0.0030 14.000 0.0030 15.000 0.0030

------Name: ST05 Base Flow(cfs): 0.000 Init Stage(ft): 11.000 Group: BASE Warn Stage(ft): 15.000 Type: Stage/Area

Inlet within parking area collecting subbasin runoff to the interconnected ponds

Stage(ft) Area(ac) ------11.000 0.0030 12.000 0.0030 13.000 0.0030

Interconnected Channel and Pond Routing Model (ICPR) ©2002 Streamline Technologies, Inc. Page 7 of 21 Lake Meade Park - Neighborhood Park Improvements Project Proposed Conditions Analysis - SFWMD & City of Cape Coral Analysis ALL INPUT REPORT

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14.000 0.0030 15.000 0.0030

------Name: ST06 Base Flow(cfs): 0.000 Init Stage(ft): 11.000 Group: BASE Warn Stage(ft): 15.000 Type: Stage/Area

Inlet within parking area collecting subbasin runoff to the interconnected ponds

Stage(ft) Area(ac) ------11.000 0.0030 12.000 0.0030 13.000 0.0030 14.000 0.0030 15.000 0.0030

------Name: ST07 Base Flow(cfs): 0.000 Init Stage(ft): 11.000 Group: BASE Warn Stage(ft): 15.000 Type: Stage/Area

Inlet within parking area collecting subbasin runoff to the interconnected ponds

Stage(ft) Area(ac) ------11.000 0.0030 12.000 0.0030 13.000 0.0030 14.000 0.0030 15.000 0.0030

------Name: ST08 Base Flow(cfs): 0.000 Init Stage(ft): 11.000 Group: BASE Warn Stage(ft): 15.000 Type: Stage/Area

Inlet within parking area collecting subbasin runoff to the interconnected ponds

Stage(ft) Area(ac) ------11.000 0.0030 12.000 0.0030 13.000 0.0030 14.000 0.0030 15.000 0.0030

------Name: ST09 Base Flow(cfs): 0.000 Init Stage(ft): 11.000 Group: BASE Warn Stage(ft): 15.000 Type: Stage/Area

Inlet within parking area collecting subbasin runoff to the interconnected ponds

Stage(ft) Area(ac) ------11.000 0.0030 12.000 0.0030 13.000 0.0030 14.000 0.0030 15.000 0.0030

------Name: ST10 Base Flow(cfs): 0.000 Init Stage(ft): 11.000 Group: BASE Warn Stage(ft): 15.000 Type: Stage/Area

Inlet within parking area collecting subbasin runoff to the interconnected ponds

Stage(ft) Area(ac) ------11.000 0.0030

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12.000 0.0030 13.000 0.0030 14.000 0.0030 15.000 0.0030

------Name: ST11 Base Flow(cfs): 0.000 Init Stage(ft): 11.000 Group: BASE Warn Stage(ft): 15.000 Type: Stage/Area

Inlet within parking area collecting subbasin runoff to the interconnected ponds

Stage(ft) Area(ac) ------11.000 0.0030 12.000 0.0030 13.000 0.0030 14.000 0.0030 15.000 0.0030

------Name: ST12 Base Flow(cfs): 0.000 Init Stage(ft): 11.000 Group: BASE Warn Stage(ft): 15.000 Type: Stage/Area

Inlet within parking area collecting subbasin runoff to the interconnected ponds

Stage(ft) Area(ac) ------11.000 0.0030 12.000 0.0030 13.000 0.0030 14.000 0.0030 15.000 0.0030

------Name: ST13 Base Flow(cfs): 0.000 Init Stage(ft): 11.000 Group: BASE Warn Stage(ft): 15.000 Type: Stage/Area

Inlet within parking area collecting subbasin runoff to the interconnected ponds

Stage(ft) Area(ac) ------11.000 0.0030 12.000 0.0030 13.000 0.0030 14.000 0.0030 15.000 0.0030

------Name: ST14 Base Flow(cfs): 0.000 Init Stage(ft): 11.000 Group: BASE Warn Stage(ft): 15.000 Type: Stage/Area

Inlet within parking area collecting subbasin runoff to the interconnected ponds

Stage(ft) Area(ac) ------11.000 0.0030 12.000 0.0030 13.000 0.0030 14.000 0.0030 15.000 0.0030

======Cross Sections ======

Name: Group: BASE Encroachment: No

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Station(ft) Elevation(ft) Manning's N ------

======Operating Tables ======

Name: Group: BASE Type: Bottom Clip Function: Time vs. Depth of Clip

Time(hrs) Clip Depth(in) ------

======Pipes ======

Name: PIPE 01-POND200 From Node: ST01 Length(ft): 115.00 Group: BASE To Node: POND200 Count: 1 Friction Equation: Automatic UPSTREAM DOWNSTREAM Solution Algorithm: Most Restrictive Geometry: Circular Circular Flow: Both Span(in): 30.00 30.00 Entrance Loss Coef: 0.00 Rise(in): 30.00 30.00 Exit Loss Coef: 1.00 Invert(ft): 9.820 9.600 Bend Loss Coef: 0.00 Manning's N: 0.013000 0.013000 Outlet Ctrl Spec: Use dc or tw Top Clip(in): 0.000 0.000 Inlet Ctrl Spec: Use dc Bot Clip(in): 0.000 0.000 Stabilizer Option: None

Upstream FHWA Inlet Edge Description: Circular Concrete: Square edge w/ headwall

Downstream FHWA Inlet Edge Description: Circular Concrete: Square edge w/ headwall

------Name: PIPE 02-01 From Node: ST02 Length(ft): 131.00 Group: BASE To Node: ST01 Count: 1 Friction Equation: Automatic UPSTREAM DOWNSTREAM Solution Algorithm: Most Restrictive Geometry: Circular Circular Flow: Both Span(in): 30.00 30.00 Entrance Loss Coef: 0.00 Rise(in): 30.00 30.00 Exit Loss Coef: 1.00 Invert(ft): 11.160 10.880 Bend Loss Coef: 0.00 Manning's N: 0.013000 0.013000 Outlet Ctrl Spec: Use dc or tw Top Clip(in): 0.000 0.000 Inlet Ctrl Spec: Use dc Bot Clip(in): 0.000 0.000 Stabilizer Option: None

Upstream FHWA Inlet Edge Description: Circular Concrete: Square edge w/ headwall

Downstream FHWA Inlet Edge Description: Circular Concrete: Square edge w/ headwall

------Name: PIPE 03-02 From Node: ST03 Length(ft): 102.00 Group: BASE To Node: ST02 Count: 1 Friction Equation: Automatic UPSTREAM DOWNSTREAM Solution Algorithm: Most Restrictive Geometry: Circular Circular Flow: Both Span(in): 24.00 24.00 Entrance Loss Coef: 0.00

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Rise(in): 24.00 24.00 Exit Loss Coef: 1.00 Invert(ft): 11.630 11.410 Bend Loss Coef: 0.00 Manning's N: 0.013000 0.013000 Outlet Ctrl Spec: Use dc or tw Top Clip(in): 0.000 0.000 Inlet Ctrl Spec: Use dc Bot Clip(in): 0.000 0.000 Stabilizer Option: None

Upstream FHWA Inlet Edge Description: Circular Concrete: Square edge w/ headwall

Downstream FHWA Inlet Edge Description: Circular Concrete: Square edge w/ headwall

------Name: PIPE 04-03 From Node: ST04 Length(ft): 81.00 Group: BASE To Node: ST03 Count: 1 Friction Equation: Automatic UPSTREAM DOWNSTREAM Solution Algorithm: Most Restrictive Geometry: Circular Circular Flow: Both Span(in): 18.00 18.00 Entrance Loss Coef: 0.00 Rise(in): 18.00 18.00 Exit Loss Coef: 1.00 Invert(ft): 11.800 11.630 Bend Loss Coef: 0.00 Manning's N: 0.013000 0.013000 Outlet Ctrl Spec: Use dc or tw Top Clip(in): 0.000 0.000 Inlet Ctrl Spec: Use dc Bot Clip(in): 0.000 0.000 Stabilizer Option: None

Upstream FHWA Inlet Edge Description: Circular Concrete: Square edge w/ headwall

Downstream FHWA Inlet Edge Description: Circular Concrete: Square edge w/ headwall

------Name: PIPE 05-04 From Node: ST05 Length(ft): 81.00 Group: BASE To Node: ST04 Count: 1 Friction Equation: Automatic UPSTREAM DOWNSTREAM Solution Algorithm: Most Restrictive Geometry: Circular Circular Flow: Both Span(in): 18.00 18.00 Entrance Loss Coef: 0.00 Rise(in): 18.00 18.00 Exit Loss Coef: 1.00 Invert(ft): 12.000 11.800 Bend Loss Coef: 0.00 Manning's N: 0.013000 0.013000 Outlet Ctrl Spec: Use dc or tw Top Clip(in): 0.000 0.000 Inlet Ctrl Spec: Use dc Bot Clip(in): 0.000 0.000 Stabilizer Option: None

Upstream FHWA Inlet Edge Description: Circular Concrete: Square edge w/ headwall

Downstream FHWA Inlet Edge Description: Circular Concrete: Square edge w/ headwall

------Name: PIPE 06-01 From Node: ST06 Length(ft): 135.00 Group: BASE To Node: ST01 Count: 1 Friction Equation: Automatic UPSTREAM DOWNSTREAM Solution Algorithm: Most Restrictive Geometry: Circular Circular Flow: Both Span(in): 15.00 15.00 Entrance Loss Coef: 0.00 Rise(in): 15.00 15.00 Exit Loss Coef: 1.00 Invert(ft): 11.150 10.880 Bend Loss Coef: 0.00 Manning's N: 0.013000 0.013000 Outlet Ctrl Spec: Use dc or tw Top Clip(in): 0.000 0.000 Inlet Ctrl Spec: Use dc

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Bot Clip(in): 0.000 0.000 Stabilizer Option: None

Upstream FHWA Inlet Edge Description: Circular Concrete: Square edge w/ headwall

Downstream FHWA Inlet Edge Description: Circular Concrete: Square edge w/ headwall

------Name: PIPE 07-02 From Node: ST07 Length(ft): 136.00 Group: BASE To Node: ST02 Count: 1 Friction Equation: Automatic UPSTREAM DOWNSTREAM Solution Algorithm: Most Restrictive Geometry: Circular Circular Flow: Both Span(in): 24.00 24.00 Entrance Loss Coef: 0.00 Rise(in): 24.00 24.00 Exit Loss Coef: 1.00 Invert(ft): 11.440 11.160 Bend Loss Coef: 0.00 Manning's N: 0.013000 0.013000 Outlet Ctrl Spec: Use dc or tw Top Clip(in): 0.000 0.000 Inlet Ctrl Spec: Use dc Bot Clip(in): 0.000 0.000 Stabilizer Option: None

Upstream FHWA Inlet Edge Description: Circular Concrete: Square edge w/ headwall

Downstream FHWA Inlet Edge Description: Circular Concrete: Square edge w/ headwall

------Name: PIPE 08-07 From Node: ST08 Length(ft): 93.00 Group: BASE To Node: ST07 Count: 1 Friction Equation: Automatic UPSTREAM DOWNSTREAM Solution Algorithm: Most Restrictive Geometry: Circular Circular Flow: Both Span(in): 24.00 24.00 Entrance Loss Coef: 0.00 Rise(in): 24.00 24.00 Exit Loss Coef: 1.00 Invert(ft): 11.630 11.440 Bend Loss Coef: 0.00 Manning's N: 0.013000 0.013000 Outlet Ctrl Spec: Use dc or tw Top Clip(in): 0.000 0.000 Inlet Ctrl Spec: Use dc Bot Clip(in): 0.000 0.000 Stabilizer Option: None

Upstream FHWA Inlet Edge Description: Circular Concrete: Square edge w/ headwall

Downstream FHWA Inlet Edge Description: Circular Concrete: Square edge w/ headwall

------Name: PIPE 09-08 From Node: ST09 Length(ft): 85.00 Group: BASE To Node: ST08 Count: 1 Friction Equation: Automatic UPSTREAM DOWNSTREAM Solution Algorithm: Most Restrictive Geometry: Circular Circular Flow: Both Span(in): 18.00 18.00 Entrance Loss Coef: 0.00 Rise(in): 18.00 18.00 Exit Loss Coef: 1.00 Invert(ft): 11.800 11.630 Bend Loss Coef: 0.00 Manning's N: 0.013000 0.013000 Outlet Ctrl Spec: Use dc or tw Top Clip(in): 0.000 0.000 Inlet Ctrl Spec: Use dc Bot Clip(in): 0.000 0.000 Stabilizer Option: None

Interconnected Channel and Pond Routing Model (ICPR) ©2002 Streamline Technologies, Inc. Page 12 of 21 Lake Meade Park - Neighborhood Park Improvements Project Proposed Conditions Analysis - SFWMD & City of Cape Coral Analysis ALL INPUT REPORT

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Upstream FHWA Inlet Edge Description: Circular Concrete: Square edge w/ headwall

Downstream FHWA Inlet Edge Description: Circular Concrete: Square edge w/ headwall

------Name: PIPE 10-09 From Node: ST10 Length(ft): 85.00 Group: BASE To Node: ST09 Count: 1 Friction Equation: Automatic UPSTREAM DOWNSTREAM Solution Algorithm: Most Restrictive Geometry: Circular Circular Flow: Both Span(in): 18.00 18.00 Entrance Loss Coef: 0.00 Rise(in): 18.00 18.00 Exit Loss Coef: 1.00 Invert(ft): 12.000 11.800 Bend Loss Coef: 0.00 Manning's N: 0.013000 0.013000 Outlet Ctrl Spec: Use dc or tw Top Clip(in): 0.000 0.000 Inlet Ctrl Spec: Use dc Bot Clip(in): 0.000 0.000 Stabilizer Option: None

Upstream FHWA Inlet Edge Description: Circular Concrete: Square edge w/ headwall

Downstream FHWA Inlet Edge Description: Circular Concrete: Square edge w/ headwall

------Name: PIPE 11-POND800 From Node: ST11 Length(ft): 70.00 Group: BASE To Node: POND800 Count: 1 Friction Equation: Automatic UPSTREAM DOWNSTREAM Solution Algorithm: Most Restrictive Geometry: Circular Circular Flow: Both Span(in): 18.00 18.00 Entrance Loss Coef: 0.00 Rise(in): 18.00 18.00 Exit Loss Coef: 1.00 Invert(ft): 10.880 10.740 Bend Loss Coef: 0.00 Manning's N: 0.013000 0.013000 Outlet Ctrl Spec: Use dc or tw Top Clip(in): 0.000 0.000 Inlet Ctrl Spec: Use dc Bot Clip(in): 0.000 0.000 Stabilizer Option: None

Upstream FHWA Inlet Edge Description: Circular Concrete: Square edge w/ headwall

Downstream FHWA Inlet Edge Description: Circular Concrete: Square edge w/ headwall

------Name: PIPE 12-11 From Node: ST12 Length(ft): 131.00 Group: BASE To Node: ST11 Count: 1 Friction Equation: Automatic UPSTREAM DOWNSTREAM Solution Algorithm: Most Restrictive Geometry: Circular Circular Flow: Both Span(in): 18.00 18.00 Entrance Loss Coef: 0.00 Rise(in): 18.00 18.00 Exit Loss Coef: 1.00 Invert(ft): 11.160 10.880 Bend Loss Coef: 0.00 Manning's N: 0.013000 0.013000 Outlet Ctrl Spec: Use dc or tw Top Clip(in): 0.000 0.000 Inlet Ctrl Spec: Use dc Bot Clip(in): 0.000 0.000 Stabilizer Option: None

Upstream FHWA Inlet Edge Description: Circular Concrete: Square edge w/ headwall

Downstream FHWA Inlet Edge Description:

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Circular Concrete: Square edge w/ headwall

------Name: PIPE 13-POND600 From Node: ST13 Length(ft): 32.00 Group: BASE To Node: POND600 Count: 1 Friction Equation: Automatic UPSTREAM DOWNSTREAM Solution Algorithm: Most Restrictive Geometry: Circular Circular Flow: Both Span(in): 18.00 18.00 Entrance Loss Coef: 0.00 Rise(in): 18.00 18.00 Exit Loss Coef: 1.00 Invert(ft): 10.520 10.420 Bend Loss Coef: 0.00 Manning's N: 0.013000 0.013000 Outlet Ctrl Spec: Use dc or tw Top Clip(in): 0.000 0.000 Inlet Ctrl Spec: Use dc Bot Clip(in): 0.000 0.000 Stabilizer Option: None

Upstream FHWA Inlet Edge Description: Circular Concrete: Square edge w/ headwall

Downstream FHWA Inlet Edge Description: Circular Concrete: Square edge w/ headwall

------Name: PIPE 14-13 From Node: ST14 Length(ft): 95.00 Group: BASE To Node: ST13 Count: 1 Friction Equation: Automatic UPSTREAM DOWNSTREAM Solution Algorithm: Most Restrictive Geometry: Circular Circular Flow: Both Span(in): 18.00 18.00 Entrance Loss Coef: 0.00 Rise(in): 18.00 18.00 Exit Loss Coef: 1.00 Invert(ft): 10.800 10.520 Bend Loss Coef: 0.00 Manning's N: 0.013000 0.013000 Outlet Ctrl Spec: Use dc or tw Top Clip(in): 0.000 0.000 Inlet Ctrl Spec: Use dc Bot Clip(in): 0.000 0.000 Stabilizer Option: None

Upstream FHWA Inlet Edge Description: Circular Concrete: Square edge w/ headwall

Downstream FHWA Inlet Edge Description: Circular Concrete: Square edge w/ headwall

------Name: PIPEPD200-PD100 From Node: POND200 Length(ft): 52.00 Group: BASE To Node: POND100 Count: 1 Friction Equation: Automatic UPSTREAM DOWNSTREAM Solution Algorithm: Most Restrictive Geometry: Circular Circular Flow: Both Span(in): 30.00 30.00 Entrance Loss Coef: 0.00 Rise(in): 30.00 30.00 Exit Loss Coef: 1.00 Invert(ft): 8.380 8.200 Bend Loss Coef: 0.00 Manning's N: 0.013000 0.013000 Outlet Ctrl Spec: Use dc or tw Top Clip(in): 0.000 0.000 Inlet Ctrl Spec: Use dc Bot Clip(in): 0.000 0.000 Stabilizer Option: None

Upstream FHWA Inlet Edge Description: Circular Concrete: Square edge w/ headwall

Downstream FHWA Inlet Edge Description: Circular Concrete: Square edge w/ headwall

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------Name: PIPEPD300-PD200 From Node: POND300 Length(ft): 82.00 Group: BASE To Node: POND200 Count: 1 Friction Equation: Automatic UPSTREAM DOWNSTREAM Solution Algorithm: Most Restrictive Geometry: Circular Circular Flow: Both Span(in): 18.00 18.00 Entrance Loss Coef: 0.00 Rise(in): 18.00 18.00 Exit Loss Coef: 1.00 Invert(ft): 10.290 10.110 Bend Loss Coef: 0.00 Manning's N: 0.013000 0.013000 Outlet Ctrl Spec: Use dc or tw Top Clip(in): 0.000 0.000 Inlet Ctrl Spec: Use dc Bot Clip(in): 0.000 0.000 Stabilizer Option: None

Upstream FHWA Inlet Edge Description: Circular Concrete: Square edge w/ headwall

Downstream FHWA Inlet Edge Description: Circular Concrete: Square edge w/ headwall

------Name: PIPEPD500-PD100 From Node: POND500 Length(ft): 82.00 Group: BASE To Node: POND100 Count: 1 Friction Equation: Automatic UPSTREAM DOWNSTREAM Solution Algorithm: Most Restrictive Geometry: Circular Circular Flow: Both Span(in): 24.00 24.00 Entrance Loss Coef: 0.00 Rise(in): 24.00 24.00 Exit Loss Coef: 1.00 Invert(ft): 8.380 8.200 Bend Loss Coef: 0.00 Manning's N: 0.013000 0.013000 Outlet Ctrl Spec: Use dc or tw Top Clip(in): 0.000 0.000 Inlet Ctrl Spec: Use dc Bot Clip(in): 0.000 0.000 Stabilizer Option: None

Upstream FHWA Inlet Edge Description: Circular Concrete: Square edge w/ headwall

Downstream FHWA Inlet Edge Description: Circular Concrete: Square edge w/ headwall

------Name: PIPEPD600-PD500 From Node: POND600 Length(ft): 194.00 Group: BASE To Node: POND500 Count: 1 Friction Equation: Automatic UPSTREAM DOWNSTREAM Solution Algorithm: Most Restrictive Geometry: Circular Circular Flow: Both Span(in): 24.00 24.00 Entrance Loss Coef: 0.00 Rise(in): 24.00 24.00 Exit Loss Coef: 1.00 Invert(ft): 9.750 9.380 Bend Loss Coef: 0.00 Manning's N: 0.013000 0.013000 Outlet Ctrl Spec: Use dc or tw Top Clip(in): 0.000 0.000 Inlet Ctrl Spec: Use dc Bot Clip(in): 0.000 0.000 Stabilizer Option: None

Upstream FHWA Inlet Edge Description: Circular Concrete: Square edge w/ headwall

Downstream FHWA Inlet Edge Description: Circular Concrete: Square edge w/ headwall

------Name: PIPEPD700-PD600 From Node: POND700 Length(ft): 64.00 Group: BASE To Node: POND600 Count: 1 Friction Equation: Automatic

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03-23-21

UPSTREAM DOWNSTREAM Solution Algorithm: Most Restrictive Geometry: Circular Circular Flow: Both Span(in): 24.00 24.00 Entrance Loss Coef: 0.00 Rise(in): 24.00 24.00 Exit Loss Coef: 1.00 Invert(ft): 10.500 10.350 Bend Loss Coef: 0.00 Manning's N: 0.013000 0.013000 Outlet Ctrl Spec: Use dc or tw Top Clip(in): 0.000 0.000 Inlet Ctrl Spec: Use dc Bot Clip(in): 0.000 0.000 Stabilizer Option: None

Upstream FHWA Inlet Edge Description: Circular Concrete: Square edge w/ headwall

Downstream FHWA Inlet Edge Description: Circular Concrete: Square edge w/ headwall

------Name: PIPEPD800-PD400 From Node: POND800 Length(ft): 198.00 Group: BASE To Node: POND400 Count: 1 Friction Equation: Automatic UPSTREAM DOWNSTREAM Solution Algorithm: Most Restrictive Geometry: Circular Circular Flow: Both Span(in): 24.00 24.00 Entrance Loss Coef: 0.00 Rise(in): 24.00 24.00 Exit Loss Coef: 1.00 Invert(ft): 10.290 9.880 Bend Loss Coef: 0.00 Manning's N: 0.013000 0.013000 Outlet Ctrl Spec: Use dc or tw Top Clip(in): 0.000 0.000 Inlet Ctrl Spec: Use dc Bot Clip(in): 0.000 0.000 Stabilizer Option: None

Upstream FHWA Inlet Edge Description: Circular Concrete: Square edge w/ headwall

Downstream FHWA Inlet Edge Description: Circular Concrete: Square edge w/ headwall

======Drop Structures ======

Name: DS-01 From Node: POND100 Length(ft): 70.00 Group: BASE To Node: OUTFALL-HIAWATH Count: 1

UPSTREAM DOWNSTREAM Friction Equation: Automatic Geometry: Circular Circular Solution Algorithm: Most Restrictive Span(in): 18.00 18.00 Flow: Both Rise(in): 18.00 18.00 Entrance Loss Coef: 0.000 Invert(ft): 9.800 6.500 Exit Loss Coef: 1.000 Manning's N: 0.013000 0.013000 Outlet Ctrl Spec: Use dc or tw Top Clip(in): 0.000 0.000 Inlet Ctrl Spec: Use dc Bot Clip(in): 0.000 0.000 Solution Incs: 10

Upstream FHWA Inlet Edge Description: Circular Concrete: Square edge w/ headwall

Downstream FHWA Inlet Edge Description: Circular Concrete: Square edge w/ headwall

*** Weir 1 of 3 for Drop Structure DS-01 *** TABLE Count: 1 Bottom Clip(in): 0.000 Type: Vertical: Mavis Top Clip(in): 0.000 Flow: Both Weir Disc Coef: 3.200 Geometry: Rectangular Orifice Disc Coef: 0.600

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03-23-21

Span(in): 2.00 Invert(ft): 13.550 Rise(in): 12.00 Control Elev(ft): 13.550

*** Weir 2 of 3 for Drop Structure DS-01 *** TABLE Count: 1 Bottom Clip(in): 0.000 Type: Horizontal Top Clip(in): 0.000 Flow: Both Weir Disc Coef: 3.200 Geometry: Rectangular Orifice Disc Coef: 0.600

Span(in): 24.00 Invert(ft): 16.000 Rise(in): 36.00 Control Elev(ft): 16.000

*** Weir 3 of 3 for Drop Structure DS-01 *** TABLE Count: 1 Bottom Clip(in): 0.000 Type: Horizontal Top Clip(in): 0.000 Flow: Both Weir Disc Coef: 3.200 Geometry: Circular Orifice Disc Coef: 0.600

Span(in): 5.50 Invert(ft): 11.250 Rise(in): 5.50 Control Elev(ft): 11.250

------Name: DS-02 From Node: POND400 Length(ft): 70.00 Group: BASE To Node: OUTFALL-HEARTH Count: 1

UPSTREAM DOWNSTREAM Friction Equation: Automatic Geometry: Circular Circular Solution Algorithm: Most Restrictive Span(in): 15.00 15.00 Flow: Both Rise(in): 15.00 15.00 Entrance Loss Coef: 0.000 Invert(ft): 9.800 6.780 Exit Loss Coef: 1.000 Manning's N: 0.013000 0.013000 Outlet Ctrl Spec: Use dc or tw Top Clip(in): 0.000 0.000 Inlet Ctrl Spec: Use dc Bot Clip(in): 0.000 0.000 Solution Incs: 10

Upstream FHWA Inlet Edge Description: Circular Concrete: Square edge w/ headwall

Downstream FHWA Inlet Edge Description: Circular Concrete: Square edge w/ headwall

*** Weir 1 of 3 for Drop Structure DS-02 *** TABLE Count: 1 Bottom Clip(in): 0.000 Type: Vertical: Mavis Top Clip(in): 0.000 Flow: Both Weir Disc Coef: 3.200 Geometry: Rectangular Orifice Disc Coef: 0.600

Span(in): 2.00 Invert(ft): 13.520 Rise(in): 12.00 Control Elev(ft): 13.520

*** Weir 2 of 3 for Drop Structure DS-02 *** TABLE Count: 1 Bottom Clip(in): 0.000 Type: Horizontal Top Clip(in): 0.000 Flow: Both Weir Disc Coef: 3.200 Geometry: Rectangular Orifice Disc Coef: 0.600

Span(in): 24.00 Invert(ft): 16.000 Rise(in): 36.00 Control Elev(ft): 16.000

*** Weir 3 of 3 for Drop Structure DS-02 *** TABLE Count: 1 Bottom Clip(in): 0.000 Type: Horizontal Top Clip(in): 0.000 Flow: Both Weir Disc Coef: 3.200 Geometry: Circular Orifice Disc Coef: 0.600

Span(in): 3.00 Invert(ft): 11.250

Interconnected Channel and Pond Routing Model (ICPR) ©2002 Streamline Technologies, Inc. Page 17 of 21 Lake Meade Park - Neighborhood Park Improvements Project Proposed Conditions Analysis - SFWMD & City of Cape Coral Analysis ALL INPUT REPORT

03-23-21

Rise(in): 3.00 Control Elev(ft): 11.250

======Weirs ======

Name: From Node: Group: BASE To Node: Flow: Both Count: 1 Type: Horizontal Geometry: Circular

Span(in): 0.00 Rise(in): 0.00 Invert(ft): 0.000 Control Elevation(ft): 0.000 TABLE Bottom Clip(in): 0.000 Top Clip(in): 0.000 Weir Discharge Coef: 3.200 Orifice Discharge Coef: 0.600

======Bridges ======

Name: From Node: Flow: Both Group: BASE To Node: Run WSPRO: No

XSEC TYPE NAME INV(ft) STAT(ft) SKEW(deg) EXPAN CONTRAC Exit 0.000 0.00 0.000 0.500 0.000 Full Valley 0.000 0.00 0.000 0.500 0.000 Approach 0.000 0.00 0.000 0.500 0.000 Roadway 0.000 0.00 0.000

Road Surface Material: Paved Road Embankment Top Width(ft): 0.00 Road Unsubmerged Weir Q Coef: 0.000

RATING CURVE CONTROL TW(ft) QMin(cfs) QMax(cfs) QInc(cfs) ------0.000 0.000 0.000 0.000

======Rating Curves ======

Name: From Node: Count: 1 Group: BASE To Node: Flow: Both

TABLE ELEV ON(ft) ELEV OFF(ft) #1: 0.000 0.000 #2: 0.000 0.000 #3: 0.000 0.000 #4: 0.000 0.000

======Percolation Links ======

Name: From Node: Flow: Both Group: BASE To Node: Count: 1

Surface Area Option: Use 1st Point in Stage/Area Table Vertical Flow Termination: Horizontal Flow Algorithm

Interconnected Channel and Pond Routing Model (ICPR) ©2002 Streamline Technologies, Inc. Page 18 of 21 Lake Meade Park - Neighborhood Park Improvements Project Proposed Conditions Analysis - SFWMD & City of Cape Coral Analysis ALL INPUT REPORT

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Aquifer Base Elev(ft): 0.000 Perimeter 1(ft): 0.000 Water Table Elev(ft): 0.000 Perimeter 2(ft): 0.000 Ann Recharge Rate(in/year): 0.000 Perimeter 3(ft): 0.000 Horiz Conductivity(ft/day): 0.000 Distance 1 to 2(ft): 0.000 Vert Conductivity(ft/day): 0.000 Distance 2 to 3(ft): 0.000 Effective Porosity(dec): 0.000 Num Cells 1 to 2: 0 Suction Head(in): 0.000 Num Cells 2 to 3: 0 Layer Thickness(ft): 0.000

======Exfiltration Trenches ======

Name: From Node: Flow: Both Group: BASE To Node: Count: 1

Aquifer Base Elev(ft): 0.000 Trench Bot Elev(ft): 0.000 Water Table Elev(ft): 0.000 Trench Width(ft): 0.000 Ann Recharge Rate(in/year): 0.000 Trench Length(ft): 0.000 Horiz Conductivity(ft/day): 0.000 Trench Height(ft): 0.000 Vert Conductivity(ft/day): 0.000 Gravel Porosity(dec): 0.000 Effective Porosity(dec): 0.000 Pipe Diameter(in): 0.000 Suction Head(in): 0.000 Pipe Invert Elev(ft): 0.000 End Treatment: Exclude Cell Spacing(ft): 0.000 Num Cells: 0

======Hydrology Simulations ======

Name: PR100YR3DAY Filename: C:\Users\Kevin.Westberry\Desktop\Proposals, Projects and Word Docs\Projects\CCNP\_400-Technical\4

Override Defaults: Yes Storm Duration(hrs): 72.00 Rainfall File: Sfwmd72 Rainfall Amount(in): 14.00

Time(hrs) Print Inc(min) ------72.000 30.00

------Name: PR25YR3DAY Filename: C:\Users\Kevin.Westberry\Desktop\Proposals, Projects and Word Docs\Projects\CCNP\_400-Technical\4

Override Defaults: Yes Storm Duration(hrs): 72.00 Rainfall File: Sfwmd72 Rainfall Amount(in): 11.00

Time(hrs) Print Inc(min) ------72.000 30.00

------Name: PR5YR1DAY Filename: C:\Users\Kevin.Westberry\Desktop\Proposals, Projects and Word Docs\Projects\CCNP\_400-Technical\4

Override Defaults: Yes Storm Duration(hrs): 24.00 Rainfall File: Sfwmd72 Rainfall Amount(in): 5.50

Time(hrs) Print Inc(min) ------

Interconnected Channel and Pond Routing Model (ICPR) ©2002 Streamline Technologies, Inc. Page 19 of 21 Lake Meade Park - Neighborhood Park Improvements Project Proposed Conditions Analysis - SFWMD & City of Cape Coral Analysis ALL INPUT REPORT

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30.000 15.00

======Routing Simulations ======

Name: PR100YR3DAY Hydrology Sim: PR100YR3DAY Filename: C:\Users\Kevin.Westberry\Desktop\Proposals, Projects and Word Docs\Projects\CCNP\_400-Technical\4

Execute: Yes Restart: No Patch: No Alternative: No

Max Delta Z(ft): 1.00 Delta Z Factor: 0.00500 Time Step Optimizer: 10.000 Start Time(hrs): 0.000 End Time(hrs): 72.00 Min Calc Time(sec): 0.5000 Max Calc Time(sec): 60.0000 Boundary Stages: Boundary Flows:

Time(hrs) Print Inc(min) ------24.000 30.000 48.000 15.000 72.000 30.000

Group Run ------BASE Yes

------Name: PR25YR3DAY Hydrology Sim: PR25YR3DAY Filename: C:\Users\Kevin.Westberry\Desktop\Proposals, Projects and Word Docs\Projects\CCNP\_400-Technical\4

Execute: Yes Restart: No Patch: No Alternative: No

Max Delta Z(ft): 1.00 Delta Z Factor: 0.00500 Time Step Optimizer: 10.000 Start Time(hrs): 0.000 End Time(hrs): 72.00 Min Calc Time(sec): 0.5000 Max Calc Time(sec): 60.0000 Boundary Stages: Boundary Flows:

Time(hrs) Print Inc(min) ------24.000 30.000 48.000 15.000 72.000 30.000

Group Run ------BASE Yes

------Name: PR5YR1DAY Hydrology Sim: PR5YR1DAY Filename: C:\Users\Kevin.Westberry\Desktop\Proposals, Projects and Word Docs\Projects\CCNP\_400-Technical\4

Execute: Yes Restart: No Patch: No Alternative: No

Max Delta Z(ft): 1.00 Delta Z Factor: 0.00500 Time Step Optimizer: 10.000 Start Time(hrs): 0.000 End Time(hrs): 24.00 Min Calc Time(sec): 0.5000 Max Calc Time(sec): 60.0000 Boundary Stages: Boundary Flows:

Time(hrs) Print Inc(min)

Interconnected Channel and Pond Routing Model (ICPR) ©2002 Streamline Technologies, Inc. Page 20 of 21 Lake Meade Park - Neighborhood Park Improvements Project Proposed Conditions Analysis - SFWMD & City of Cape Coral Analysis ALL INPUT REPORT

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------8.000 30.000 16.000 15.000 24.000 30.000

Group Run ------BASE Yes

Interconnected Channel and Pond Routing Model (ICPR) ©2002 Streamline Technologies, Inc. Page 21 of 21