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2023-05-18 V. A. 23-001-TRC Stormwater Report dated 03/20/23Okeechobee County Water Management Report Proposed Site Improvements for Glenwood Park, LLC City of Okeechobee, FL Revised August 2022 Revised January 2023 Revised March 2023 ENGINEERING By: Steven L. Dobbs, P.E. # 48134 Steven L. Dobbs Engineering 1062 Jakes Way Okeechobee, FL 34974 Purpose: The purpose of this report is to provide South Florida Water Management District (SFWMD) and City of Okeechobee County with the calculations and documentation necessary to demonstrate the proposed surface water management system complies with state and local criteria. Existing Condition Description: The site is an open space lawn with trees and there were no previous improvements on site. There are two portions of the existing site: Block 110 which is the north portion that is enclosed between NE 5th Street, NE 3rd Ave., 4th Street, and NE 2nd Ave. with PARCEL ID: (3-15-37-35-0010- 01100-0010). And Block 121 which the south portion enclosed between NE 4th Street, NE 3rd Ave., NE 3rd Street, and NE 2nd Ave. with PARCEL IDs: (3-15-37-35-0010-01210-0060; 3-15-37-35-0010-01210-0040; 3-15-37- 35-0010-01210-0030; 3-15-37-35-0010-01210-0010; 3-15-37-35-0010-01210-0070; 3-15-37-35-0010-01210- 0090; 3-15-37-35-0010-01210-0100; and 3-15-37-35-0010-01210-0120). Both are in portion of Section 15, Township 37 South, Range 35 East, City of Okeechobee. The historic discharge for site block 110 is through a sheet flow going to the north and south swale of the and then discharging to an existing drainage structure on the northeast and southeast of the site while some flows are also contained in the site. The historic discharge for site block 121 is through a sheet flow going to the north and east swale of the and then discharging to an existing drainage structure on the northeast of the site while some flows are also contained in the site. The Soils Report for Okeechobee County identifies the site soil as Immokalee fine sand with 0 to 2% slopes. This soil has a Hydrologic Soil Group rating of B/D which is poorly drained in the natural state and moderately drained in developed. The soils report also indicates the wet season water table is approximately F below natural ground. The average elevation where the north pond is located is 24 which sets the wet season water table elevation to elevation 23, around the south pond the average elevation is 25 which sets the wet season water table elevation to elevation 24. Proposed Use: The owner proposes construction of 12 duplexes and 4 single family homes for a total of 28 dwelling units with associated parking and covered patio. The project will be served by a dry detention stormwater collection system. The water and sewer will be served by the Okeechobee utility Authority. Drainage Considerations: To attenuate the increased run-off generated by the proposed improvements and to ensure that water quality standards are met, we propose to pass all drainage areas through a dry detention system which will discharge to the west through north of Fire Station department by drainage pipe to swale. The dry detention basin is a 5-133 basin which is controlled at 13.5 NGVD `29. The control elevation for the BLOCK 110 will be the wet season water table at elevation 23. This will put the bottom of the pond at elevation 24.00. The control elevation for the BLOCK 121 will be the wet season water table at elevation 24. This will put the bottom of the pond at elevation 25.00. Allowable discharge for the 5-133 basin is 15.6 CSM for the 25 year— 3 day event: Q = 15.6 cfs per square mile * A / 640 Q1 = 15.6 cfs per square mile * 2.26/ 640 = 0.06 cfs Q2 = 15.6 cfs per square mile * 2.35/ 640 = 0.06 cfs A. Water Quality Water quality treatment is provided in the form of dry detention. Since the proposed water quality system is dry detention, the volume required is 75% of the calculated volume. However, since this project discharge into an impaired water basin and with a presumption of compliance with nutrient control by adding an additional 50% to the water quality volume the total water quality volume is see table below. Based on the attached stage storage spreadsheet, the water quality volume see table below is met at elevation see table below. Total water quality required for 150% of the water quality volume and elevation for the two sites is see table below. Water Ouality Table Basin WQ Volume Required Ac-Ft Elevation WQ Volume Met WQ Volume Provided Ac-Ft Onsite Blk 110 0.19 25.15 0.38 Onsite Blk 121 0.20 26.09 0.31 B. Water Quantity This project is located in the S-133 which discharges ultimately into Lake Okeechobee through S-133 out of the rim canal. The allowable peak discharge rate in this basin is 15.6 CSM. The allowable peak discharge rate for this project, based on the 25-year, 72-hour storm event was calculated and shown below. The actual maximum discharge rate for the 25-year, 72-hour storm event was calculated and shown below, which is within tolerance of the maximum allowable peak rate. To demonstrate conformance to this criterion, the proposed project was flood -routed using WaterCAD. Allowable Discharge Modeled Discharge Meets Criteria Onsite Blk 110 0.06 CFS 0.38 No, but minimum bleeder Onsite Blk 121 0.06 CFS 0.36 No, but minimum bleeder The 10-year, 24-hour storm (5.0") w/ discharge, the 25 year, 72 hour storm (9") w/ discharge, and the 100 year, 72 hour storm (10") w/o discharge, were evaluated based on the proposed plan. Please refer to the attached WaterCAD flood routing input/output parameters. A summary of the flood routings for the Lake Node in each Phase is provided as follows: 10 Year, 24 Hr. Storm 25 Year. 72 hr. Storm 100 Year, 72 Hr. Storm (5.011) (9,011) (10.011) Peak Stage Peak Rate Peak Stage Peak Rate Peak Stage (ft-NGVD'29) (cfs) (ft-NGVD'29) (cfs) (ft- NGVD'29) Onsite Blk 110 25.31 0.33 25.90 0.38 26.55 Onsite Blk 121 26.21 0.32 26.66 0.36 27.13 Water Use: The proposed potable water and wastewater for the project will be provided by Okeechobee Utility Authority. The wastewater will be by septic tank. There has been no Consumptive Water Use permit issued nor applied for this project. There are no existing wells onsite. Off -Site Drainage: There is no offsite flow onto this property. Flood Plain Analysis: As shown on the attached FEMA Panel 12093C0480C, property are in Zone X (Area of Minimal Flood Hazard) which is at area of minimal flood hazard. Nutrient Analysis: As previously stated, the project proposes to provide 150% of the required water quality treatment volume in the dry detention system in order to meet the nutrient removal requirements. Construction Recommendations: Runoff and/or any water generated by short-term dewatering during construction will be contained on -site. However, there is some potential for transport of sediment to off -site areas should heavy rainfall occur. In order to reduce the potential of any off -site transport of sediment or turbidity we recommend installation and maintenance of temporary silt fence around the perimeter of the proposed project until site work has been completed and the site has been stabilized. Conclusions: In my professional opinion, the proposed construction should have no impact to existing drainage patterns off -site and should have no impact on off -site areas. The recommendations above should be followed during and after the site work until such time as the ground surface has been adequately stabilized to prevent the off -site transport of any soil or suspended solids. The proposed design and construction will comply with applicable state and local requirements. S m 516920 516950 27° 14' 53" N r r s o 'gS'jA� c°3 — i r �a 1 i Soil Map —Okeechobee County, Florida (Soil Map) 5169980 517010 517040 *a — Soil Map , e valid � at this scale. 27° 14 44 N 1 516920 516950 516980 517010 517040 3 Map Scale: 1:1,300 if printed on A portrait (8.5" x 11") sheet. N 0 15 30 60 Meters 90 Feet 0 50 100 200 300 Map projection: Web Mercator Comer coordinates: WGS84 Edge tics: L TM Zone 17N WGS84 UsDA Natural Resources Web Soil Survey Conservation Service National Cooperative Soil Survey 517070 517070 M m 517100 27° 14' 53" N L N o_ �i R 53 27° 14' 44" N 517100 3 v 5/4/2022 Page 1 of 3 MAP LEGEND Area of Interest (AOI) 0 Area of Interest (AOI) Soils 0 Soil Map Unit Polygons rwr Soil Map Unit Lines 0 Soil Map Unit Points Special Point Features Vo Blowout Borrow Pit Clay Spot Closed Depression Gravel Pit .14 Gravelly Spot 0 Landfill Lava Flow Marsh or swamp + Mine or Quarry Miscellaneous Water Perennial Water Rock Outcrop Saline Spot 4 Sandy Spot Severely Eroded Spot Sinkhole Slide or Slip oa Sodic Spot Soil Map —Okeechobee County, Florida (Soil Map) MAP INFORMATION Spoil Area The soil surveys that comprise your AOI were mapped at 1:24,000. Stony Spot Very Stony Spot Warning: Soil Map may not be valid at this scale. Wet Spot Enlargement of maps beyond the scale of mapping can cause misunderstanding of the detail of mapping and accuracy of soil Other line placement. The maps do not show the small areas of .- Special Line Features contrasting soils that could have been shown at a more detailed scale. Water Features Streams and Canals Please rely on the bar scale on each map sheet for map measurements. Transportation Rails Source of Map: Natural Resources Conservation Service Web Soil Survey URL: rwr Interstate Highways Coordinate System: Web Mercator (EPSG:3857) US Routes Maps from the Web Soil Survey are based on the Web Mercator L Major Roads projection, which preserves direction and shape but distorts distance and area. A projection that preserves area, such as the Local Roads Albers equal-area conic projection, should be used if more accurate calculations of distance or area are required. Background . Aerial Photography This product is generated from the USDA-NRCS certified data as of the version date(s) listed below. Soil Survey Area: Okeechobee County, Florida Survey Area Data: Version 19, Aug 26, 2021 Soil map units are labeled (as space allows) for map scales 1:50,000 or larger. Date(s) aerial images were photographed: Jan 25, 2019—Jan 29, 2019 The orthophoto or other base map on which the soil lines were compiled and digitized probably differs from the background imagery displayed on these maps. As a result, some minor shifting of map unit boundaries may be evident. USDA Natural Resources Web Soil Survey 5/4/2022 Conservation Service National Cooperative Soil Survey Page 2 of 3 Soil Map —Okeechobee County, Florida Soil Map Map Unit Legend Map Unit Symbol Map Unit Name Acres in AOI Percent of AOI 11 Immokalee fine sand, 0 to 2 percent slopes Totals for Area of Interest 5.2 5.2 100.0% 100.0% usDA Natural Resources Web Soil Survey 5/4/2022 Conservation Service National Cooperative Soil Survey Page 3 of 3 3 516920 516950 27' 14' 53" N Hydrologic Soil Group —Okeechobee County, Florida (Hydrologic Soil Group) 516980 517010 517040 517070 r - *I f 8 k-r'rI�•• � i. — Soil Map ' e valid at this scale. 27" 14' 44" N I ~ 516920 516950 516980 517010 517040 3 Map Scale: 1:1,300 if printed on A portrait (8.5" x 11") sheet. Meters N 0 15 30 60 90 Feet 0 50 100 200 300 Map projection: Web Mercator Comer coordinates: WGS84 Edge tics: UTM Zone 17N WGS84 USDA Natural Resources Web Soil Survey Conservation Service National Cooperative Soil Survey R 53 517070 517100 3 M V 5/4/2022 Page 1 of 4 27' 14' 44" N Hydrologic Soil Group —Okeechobee County, Florida (Hydrologic Soil Group) MAP LEGEND Area of Interest (AOI) Area of Interest (AOI) Soils Soil Rating Polygons 0 A 0 A/D 0 B 0 B/D C 0 C/D 0 D Not rated or not available Soil Rating Lines r r A r r A/D r B B/D r r C 0 C/D r r D r r Not rated or not available Soil Rating Points 0 A 0 A/D ■ B ■ B/D MAP INFORMATION p C The soil surveys that comprise your AOI were mapped at 1:24,000. 0 C/D 0 D Warning: Soil Map may not be valid at this scale. p Not rated or not available Enlargement of maps beyond the scale of mapping can cause misunderstanding of the detail of mapping and accuracy of soil Water Features line placement. The maps do not show the small areas of Streams and Canals contrasting soils that could have been shown at a more detailed scale. Transportation §_§_+ Rails Please rely on the bar scale on each map sheet for map #%-0 Interstate Highways measurements. US Routes Source of Map: Natural Resources Conservation Service Web Soil Survey URL: Major Roads Coordinate System: Web Mercator (EPSG:3857) Local Roads Maps from the Web Soil Survey are based on the Web Mercator Background projection, which preserves direction and shape but distorts distance and area. A projection that preserves area, such as the ® Aerial Photography Albers equal-area conic projection, should be used if more accurate calculations of distance or area are required. This product is generated from the USDA-NRCS certified data as of the version date(s) listed below. Soil Survey Area: Okeechobee County, Florida Survey Area Data: Version 19, Aug 26, 2021 Soil map units are labeled (as space allows) for map scales 1:50,000 or larger. Date(s) aerial images were photographed: Jan 25, 2019—Jan 29, 2019 The orthophoto or other base map on which the soil lines were compiled and digitized probably differs from the background imagery displayed on these maps. As a result, some minor shifting of map unit boundaries may be evident. UU� Natural Resources Web Soil Survey 5/4/2022 � Conservation Service National Cooperative Soil Survey Page 2 of 4 Hydrologic Soil Group —Okeechobee County, Florida Hydrologic Soil Group Hydrologic Soil Group Map unit symbol Map unit name Rating Acres in AOI Percent of AOI 11 Immokalee fine sand, 0 to 2 percent slopes B/D 5.2 100.0% 100.0% Totals for Area of Interest 5.2 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. Rating Options Aggregation Method: Dominant Condition Component Percent Cutoff. None Specified usDA Natural Resources Web Soil Survey 5/4/2022 Conservation Service National Cooperative Soil Survey Page 3 of 4 Hydrologic Soil Group —Okeechobee County, Florida Hydrologic Soil Group Tie -break Rule: Higher uSDA Natural Resources Web Soil Survey 5/4/2022 Conservation Service National Cooperative Soil Survey Page 4 of 4 3 m 516920 516950 27' 14' 53" N Depth to Water Table —Okeechobee County, Florida (Depth of Water Table) 516980 517010 517040 517070 -k lr 5 .... — Soil Map 'i e valid at this scale. 27' 14'44" N i y 516920 516950 516980 517010 517040 3 Map Scale: 1:1,300 if printed on A portrait (8.5" x 11") sheet. Meters N 0 15 30 60 90 Feet 0 50 100 200 300 Map projection: Web Mercator Comer coordinates: WGS84 Edge tics: UTM Zone 17N WGS84 USDA Natural Resources Web Soil Survey Conservation Service National Cooperative Soil Survey 517070 3 M m 517100 �} 27° 14' 57 N 93 R 53 27' 14' 44" N 517100 3 M V 5/4/2022 Page 1 of 3 Depth to Water Table —Okeechobee County, Florida (Depth of Water Table) MAP LEGEND Area of Interest (AOI) Area of Interest (AOI) Soils Soil Rating Polygons 0 0-25 25-50 0 50 - 100 100 - 150 150 - 200 0 > 200 0 Not rated or not available Soil Rating Lines 0 - 25 r r 25-50 r r 50 - 100 r 100 - 150 r r 150 - 200 ~ > 200 im 0 Not rated or not available Soil Rating Points 0-25 0 25-50 p 50 -100 0 100 - 150 0 150 - 200 > 200 0 Not rated or not available Water Features Streams and Canals Transportation §_§_+ Rails W%op Interstate Highways US Routes Major Roads Local Roads Background 1W Aerial Photography MAP INFORMATION The soil surveys that comprise your AOI were mapped at 1:24,000. Warning: Soil Map may not be valid at this scale. Enlargement of maps beyond the scale of mapping can cause misunderstanding of the detail of mapping and accuracy of soil line placement. The maps do not show the small areas of contrasting soils that could have been shown at a more detailed scale. Please rely on the bar scale on each map sheet for map measurements. Source of Map: Natural Resources Conservation Service Web Soil Survey URL: Coordinate System: Web Mercator (EPSG:3857) Maps from the Web Soil Survey are based on the Web Mercator projection, which preserves direction and shape but distorts distance and area. A projection that preserves area, such as the Albers equal-area conic projection, should be used if more accurate calculations of distance or area are required. This product is generated from the USDA-NRCS certified data as of the version date(s) listed below. Soil Survey Area: Okeechobee County, Florida Survey Area Data: Version 19, Aug 26, 2021 Soil map units are labeled (as space allows) for map scales 1:50,000 or larger. Date(s) aerial images were photographed: Jan 25, 2019—Jan 29, 2019 The orthophoto or other base map on which the soil lines were compiled and digitized probably differs from the background imagery displayed on these maps. As a result, some minor shifting of map unit boundaries may be evident. UU� Natural Resources Web Soil Survey 5/4/2022 � Conservation Service National Cooperative Soil Survey Page 2 of 3 Depth to Water Table —Okeechobee County, Florida Depth of Water Table Depth to Water Table Map unit symbol Map unit name Rating (centimeters) Acres in AOI Percent of AOI 11 Immokalee fine sand, 0 31 to 2 percent slopes Totals for Area of Interest 5.2 5.2 100.0% 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 usDA Natural Resources Web Soil Survey 5/4/2022 Conservation Service National Cooperative Soil Survey Page 3 of 3 National Flood Hazard Layer FIRMette 80o50'W 270155"N L t ti E `4A.6 �F I r � FEMA Lz -GOP FLOOD V4f #1 on 1 Feet - ZorieAE ..�. "L. (EL'16 Feet) �` Mir # * -AM 49 #itss •.t` Pi 01T37S R35E 516` �GITY OF OIKEECHOBEE AREA OF FAS 1 i Or lAr' PORT L r * WL � IF x ,W b , ri T97S R35ES21 4 T37S R35E S15 IININ1A FLOOD HAZARD . I r4 s k #AM- r 4 T37S R35E S22 — y * 0 250 500 1,000 1,500 2,000 Basemap: USGS National Map: Orthoimagery. Data refreshed October, 2020 Legend SEE FIS REPORT FOR DETAILED LEGEND AND INDEX MAP FOR FIRM PANEL LAYOUT Without Base Flood Elevation (BFE) Zone A, V, A99 SPECIAL FLOOD With BFE or Depth Zone AE, AO, AH, VE, AR HAZARD AREAS Regulatory Floodway OTHER AREAS OF FLOOD HAZARD 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 zonex Area with Reduced Flood Risk due to Levee. See Notes. zone x Area with Flood Risk due to Leveezone D NO SCREEN Area of Minimal Flood Hazard zonex Q Effective LOMRs OTHER AREAS Area of Undetermined Flood Hazard zone GENERAL -- - - Channel, Culvert, or Storm Sewer STRUCTURES IIIIIII Levee, Dike, or Floodwall cl Cross Sections with 1% Annual Chance 17•5 Water Surface Elevation a - - - Coastal Transect ^-^^-5n— Base Flood Elevation Line (BFE) Limit of Study Jurisdiction Boundary — --- Coastal Transect Baseline OTHER _ Profile Baseline FEATURES Hydrographic Feature Digital Data Available N No Digital Data Available MAP PANELS Unmapped QThe 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 5/4/2022 at 10:28 AM and does not reflect changes or amendments subsequent to this date and time. The NFHL and effective information may change or become superseded by new data over time. This map image is void if the one or more of the following map elements do not appear: basemap imagery, flood zone labels, legend, scale bar, map creation date, community identifiers, FIRM panel number, and FIRM effective date. Map images for unmapped and unmodernized areas cannot be used for regulatory purposes. U.S. Fish and Wildlife Service National Wetlands Inventor .-A. %% a � � all Ilk 1:3,789 s. _ 0 0.03 0.06 0.12 mi I 0 0.05 0.1 0.2 km Wetland Mapper wi May 4, 2022 Wetlands Freshwater Emergent Wetland Lake Estuarine and Marine Deepwater Freshwater Forested/Shrub Wetland ❑ Other Estuarine and Marine Wetland Freshwater Pond F-] Riverine w as • �wr S Ma o"a�L S, A : This map is for general reference only. The US Fish and Wildlife Service is not responsible for the accuracy or currentness of the base data shown on this map. All wetlands related data should be used in accordance with the layer metadata found on the Wetlands Mapper web site. National Wetlands Inventory (NWI) This page was produced by the NWI mapper Basin Information For: FL22024-BLOCK 110 Total Basin Area - Total Basin Area (water quality) Impervious Area Rootline/Bldg. Wetland Lakes Pavement/Sidewalk Total Impervious Area Pervious Area Dry Detention Green Total Pervious Area Percent Impervious Adjusted Soil Storage Calculated SCS Curve Number Time of Concentration Water Ouality Calculation 1/2" Pretreatment x Total Area V x Total Area Runoff from 2.5"x % net Impervious - SFWMD criteria Required Water Quality Volume Dry Detention Multiplier Adjusted Required Water Quality Volume 0.5 Water quality stage (0.106116083742252 ac-ft) Water Quality Stage Min. Req Road Crown Elev. (10 yr-24 hr storm) Min. Req Perimeter Berm Elev. (25 yr-72 hr storm) Min. Req F.F.E. (100 yr-72 hr zero discharge) 2.26 ac 10-year, 1-day Pia - 5.00 in V=(((5.00-0.2(1.80))^2)/(5.00-0.8(1.80)))*2.26/12= 0.63 ac-ft 10-year, 3-day P25 = 9.00 in V =(((9.00-0.2(1.80))^2)/(9.00-0.8(1.80)))*2.26/12 = 1.35 ac-ft 100-year,3-day Ploo - 10.00 in V=(((10.00-0.2(1.80))^2)/(10.00-0.8(1.80)))*2.26/12 1.53 ac-ft 2.26 ac 0.34 ac Control Structure Desien Stage 26.02 ft-NGVD 26.67 ft-NGVD 26.81 ft-NGVD = ac = ac Max. Allowable Discharge = 0.06 cfs = 0.42 ac Control Elevation = 23.00 ft-NGVD = 0.76 ac Req. Weir Crest Elevation = 26.67 ft-NGVD = 0.19 ac = 1.31 ac = 1.50 ac Pro. Weir Crest Elevation = 26.50 ft-NGVD = 33.6 % Provided Water Quality = 0.38 ac-ft = 1.80 in Bleed Down Volume = 0.19 ac.ft 1/2 detention volume = 73 Allowable Bleeder Discharge = 0.10 cfs = 10.00 min = 0.23 degrees Circular Orifice Design: Q - 0.6*A*(2*g*H)0.5 = 0.09 ac-ft Solving the above equation for Diameter yields - 0.19 ac-ft D=2*(Q/(0.6*7c*(2*g*H)o.5))"*12in/Ft - 0.10 ac-ft Assuming 3-inch bleeder initially D = 2*[0.10/(0.6*3.414*(2*32.2*(26.50-(23.00+0.125)))^0.5)]^0.5 * 12 in/Ft - 0.19 ac-ft 1.13 1.5*0.75 - 0.21 ac-ft D - 1.42 in - 25.08 ft-NAVD - 25.33 ft-NAVD = 26.02 ft-NGVD = 26.67 ft-NGVD = 26.81 ft-NGVD StaEe Storage Calculations for Basin FL22024-BLOCK 110 for one bleeder Land use Category Storage e Area ac. From Elev. To Elev. Cumulative Sta a-Stora a (ac-ft) 24.00 1 24.50 1 25.00 25.50 26.00 26.50 27.00 27.50 28.00 28.50 29.00 Dry retention Vertical 0.00 24.00 24.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.001 0.00 Dry retention bank Linear 0.19 24.00 25.00 0.001 0.021 0.101 0.191 0.291 0.381 0.481 0.571 0.671 0.761 0.86 Building I Vertical 1 0.34 28.40 0.001 0.00 0.001 0.00 0.001 0.00 0.001 0.00 0.001 0.03 0.20 Pavement I Linear 1 0.42 27.00 28.00 0.001 0.001 0.001 0.001 0.001 0.001 0.001 0.051 0.211 0.42 0.63 Green I Linear 1 1.31 25.00 27.00 0.001 0.001 0.001 0.081 0.331 0.741 1.311 1.971 2.631 3.28 3.94 Total: 1 2.26 1 1 Totals:1 0.001 0.0241 0.101 0.271 0.611 1.121 1.791 2.591 3.50 4.50 5.63 29/03/2023 Z:\2022 Florida\FL22024-Mitch Stephens\STORMWATER\FL22024 site info.xls Basin Information For: FL22024-BLOCK 121 Total Basin Area - Total Basin Area (water quality) Impervious Area Rootline/Bldg. Wetland Lakes Pavement/Sidewalk Total Impervious Area Pervious Area Dry Detention Green Total Pervious Area Percent Impervious Adjusted Soil Storage Calculated SCS Curve Number Time of Concentration Water Ouality Calculation 1/2" Pretreatment x Total Area V x Total Area Runoff from 2.5"x % net Impervious - SFWMD criteria Required Water Quality Volume Dry Detention Multiplier Adjusted Required Water Quality Volume 0.5 Water quality stage (0.110325401063189 ac-ft) Water Quality Stage Min. Req Road Crown Elev. (10 yr-24 hr storm) Min. Req Perimeter Berm Elev. (25 yr-72 hr storm) Min. Req F.F.E. (100 yr-72 hr zero discharge) 2.35 ac 10-year, 1-day Pia - 5.00 in V=(((5.00-0.2(1.88))^2)/(5.00-0.8(1.88)))*2.35/12= 0.64 ac-ft 10-year, 3-day P25 = 9.00 in V =(((9.00-0.2(1.88))^2)/(9.00-0.8(1.88)))*2.35/12 = 1.39 ac-ft 100-year, 3-day Ploo - 10.00 in V=(((10.00-0.2(1.88))^2)/(10.00-0.8(1.88)))*2.35/12 1.58 ac-ft 2.35 ac 0.34 ac Control Structure Desien Stage 26.71 ft-NGVD 27.23 ft-NGVD 27.34 ft-NGVD = ac = ac Max. Allowable Discharge = 0.06 cfs = 0.42 ac Control Elevation = 24.00 ft-NGVD = 0.76 ac Req. Weir Crest Elevation = 27.23 ft-NGVD = 0.21 ac = 1.39 ac = 1.59 ac Pro. Weir Crest Elevation = 27.00 ft-NGVD = 32.3 % Provided Water Quality = 0.31 ac-ft = 1.88 in Bleed Down Volume = 0.16 ac.ft 1/2 detention volume = 73 Allowable Bleeder Discharge = 0.08 cfs = 10.00 min = 0.33 degrees Circular Orifice Design: Q - 0.6*A*(2*g*H)0.5 = 0.10 ac-ft Solving the above equation for Diameter yields - 0.20 ac-ft D=2*(Q/(0.6*7c*(2*g*H)o.5))"*12in/Ft - 0.10 ac-ft Assuming 3-inch bleeder initially D = 2*[0.08/(0.6*3.414*(2*32.2*(27.00-(24.00+0.125)))^0.5)]^0.5 * 12 in/Ft - 0.20 ac-ft 1.13 1.5*0.75 - 0.22 ac-ft D = 1.34 in - 26.04 ft-NAVD 26.21 ft-NAVD = 26.71 ft-NGVD = 27.23 ft-NGVD = 27.34 ft-NGVD StaEe Storage Calculations for Basin FL22024-BLOCK 121 for one bleeder Land use Category Storage e Area ac. From Elev. To Elev. Cumulative Sta a-Stora a (ac-ft) 25.00 1 25.50 1 26.00 26.50 27.00 27.50 28.00 28.50 29.00 29.50 30.00 Dry retention Vertical 0.00 25.00 25.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.001 0.00 Dry retention bank Linear 0.21 25.00 26.00 0.001 0.031 0.101 0.211 0.311 0.411 0.521 0.621 0.731 0.831 0.93 Building I Vertical 1 0.34 28.40 0.001 0.00 0.001 0.00 0.001 0.00 0.001 0.03 0.201 0.37 0.54 Pavement I Linear 1 0.42 27.00 28.00 0.001 0.001 0.001 0.001 0.001 0.051 0.211 0.421 0.631 0.84 1.05 Green I Linear 1 1.39 26.00 27.00 0.001 0.001 0.001 0.171 0.691 1.391 2.081 2.771 3.471 4.16 4.85 Total: 1 2.35 1 1 Totals:1 0.001 0.0261 0.101 0.381 1.001 1.851 2.811 3.851 5.03 6.20 7.38 29/03/2023 Z:\2022 Florida\FL22024-Mitch Stephens\STORMWATER\FL22024 site info.xls 1S � 3P BLOCK 110 BLOCK 110 v 5L jS � 4P FDOT BLOCK 121 BLOCK 121 Subcat Reach on Link FL22024 POST Type 11 FL 24-hr 10y-24h Rainfall=5.00" Prepared by HP Printed 29/03/2023 HydroCAD® 10.00-26 s/n 09679 © 2020 HydroCAD Software Solutions LLC Page 2 Time span=0.00-120.00 hrs, dt=0.01 hrs, 12001 points Runoff by SCS TR-20 method, UH=SWFWMD-256, Weighted-CN Reach routing by Stor-Ind+Trans method - Pond routing by Stor-Ind method Subcatchment 1S: BLOCK 110 Runoff Area=2.260 ac 33.63% Impervious Runoff Depth=2.28" Tc=10.0 min CN=73 Runoff=2.77 cfs 0.429 of Subcatchment 2S: BLOCK 121 Runoff Area=2.350 ac 32.34% Impervious Runoff Depth=2.28" Tc=10.0 min CN=73 Runoff=2.88 cfs 0.447 of Pond 3P: BLOCK 110 Peak Elev=25.31' Storage=0.206 of Inflow=2.77 cfs 0.429 of Outflow=0.33 cfs 0.429 of Pond 4P: BLOCK 121 Peak Elev=26.21' Storage=0.219 of Inflow=2.88 cfs 0.447 of Outflow=0.32 cfs 0.447 of Link 5L: FDOT Inflow=0.66 cfs 0.876 of Primary=0.66 cfs 0.876 of Total Runoff Area = 4.610 ac Runoff Volume = 0.876 of Average Runoff Depth = 2.28" 67.03% Pervious = 3.090 ac 32.97% Impervious = 1.520 ac FL22024 POST Type 11 FL 24-hr 10y-24h Rainfall=5.00" Prepared by HP Printed 29/03/2023 HydroCAD® 10.00-26 s/n 09679 © 2020 HydroCAD Software Solutions LLC Page 3 Summary for Subcatchment 1 S: BLOCK 110 Runoff = 2.77 cfs @ 12.34 hrs, Volume= 0.429 af, Depth= 2.28" Runoff by SCS TR-20 method, UH=SWFWMD-256, Weighted-CN, Time Span= 0.00-120.00 hrs, dt= 0.01 hrs Type II FL 24-hr 10y-24h Rainfall=5.00" Area (ac) CN Description 0.760 98 Paved parking, HSG A 1.500 61 >75% Grass cover, Good, HSG B 2.260 73 Weighted Average 1.500 61 66.37% Pervious Area 0.760 98 33.63% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 10.0 Direct Entry, N C1 3 0 LL Subcatchment 1 S: BLOCK 110 Hydrograph 3 2 1 0 0 5 10 15 20 25 30 35 40 45 50 55 60 65 70 75 80 85 90 95 100 105 110 115 120 Time (hours) ❑ Runoff FL22024 POST Type 11 FL 24-hr 10y-24h Rainfall=5.00" Prepared by HP Printed 29/03/2023 HydroCAD® 10.00-26 s/n 09679 © 2020 HydroCAD Software Solutions LLC Page 4 Summary for Subcatchment 2S: BLOCK 121 Runoff = 2.88 cfs @ 12.34 hrs, Volume= 0.447 af, Depth= 2.28" Runoff by SCS TR-20 method, UH=SWFWMD-256, Weighted-CN, Time Span= 0.00-120.00 hrs, dt= 0.01 hrs Type II FL 24-hr 10y-24h Rainfall=5.00" Area (ac) CN Description 0.760 98 Paved parking, HSG A 1.590 61 >75% Grass cover, Good, HSG B 2.350 73 Weighted Average 1.590 61 67.66% Pervious Area 0.760 98 32.34% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 10.0 Direct Entry, N C1 3 0 LL Subcatchment 2S: BLOCK 121 Hydrograph 3 2 1 0 0 5 10 15 20 25 30 35 40 45 50 55 60 65 70 75 80 85 90 95 100 105 110 115 120 Time (hours) ❑ Runoff FL22024 POST Type 11 FL 24-hr 10y-24h Rainfall=5.00" Prepared by HP Printed 29/03/2023 HydroCAD® 10.00-26 s/n 09679 © 2020 HydroCAD Software Solutions LLC Page 5 Summary for Pond 3P: BLOCK 110 [44] Hint: Outlet device #2 is below defined storage Inflow Area = 2.260 ac, 33.63% Impervious, Inflow Depth = 2.28" for 10y-24h event Inflow = 2.77 cfs @ 12.34 hrs, Volume= 0.429 of Outflow = 0.33 cfs @ 14.60 hrs, Volume= 0.429 af, Atten= 88%, Lag= 135.5 min Primary = 0.33 cfs @ 14.60 hrs, Volume= 0.429 of Routing by Stor-Ind method, Time Span= 0.00-120.00 hrs, dt= 0.01 hrs Peak Elev= 25.31' @ 14.60 hrs Surf.Area= 0.000 ac Storage= 0.206 of Plug -Flow detention time= 291.7 min calculated for 0.429 of (100% of inflow) Center -of -Mass det. time= 291.7 min ( 1,160.2 - 868.6 ) Volume Invert Avail.Storage Storage Description #1 24.00' 3.500 of Custom Stage Data Listed below Elevation Cum.Store (feet) (acre-feet) 24.00 0.000 24.50 0.024 25.00 0.100 25.50 0.270 26.00 0.610 26.50 1.120 27.00 1.790 27.50 2.590 28.00 3.500 Device Routing Invert Outlet Devices #1 Primary 23.33' 18.0" Round Culvert L= 32.0' Ke= 0.500 Inlet / Outlet Invert= 23.33' / 23.30' S= 0.0009 T Cc= 0.900 n= 0.025, Flow Area= 1.77 sf #2 Device 1 23.00' 3.0" Vert. Orifice/Grate C= 0.600 #3 Device 1 26.50' 24.0" x 36.0" Horiz. Orifice/Grate C= 0.600 Limited to weir flow at low heads Primary OutFlow Max=0.33 cfs @ 14.60 hrs HW=25.31' (Free Discharge) L1=Culvert (Passes 0.33 cfs of 5.49 cfs potential flow) L2=Orifice/Grate (Orifice Controls 0.33 cfs @ 6.78 fps) 3=Orifice/G rate ( Controls 0.00 cfs) FL22024 POST Type // FL 24-hr 10y-24h Rainfall=5.00" Prepared by HP Printed 29/03/2023 HydroCAD® 10.00-26 s/n 09679 © 2020 HydroCAD Software Solutions LLC Page 6 0 Pond 3P: BLOCK 110 Hydrograph Time (hours) e Inflow ❑ Primary FL22024 POST Type 11 FL 24-hr 10y-24h Rainfall=5.00" Prepared by HP Printed 29/03/2023 HydroCAD® 10.00-26 s/n 09679 © 2020 HydroCAD Software Solutions LLC Page 7 Summary for Pond 4P: BLOCK 121 [44] Hint: Outlet device #2 is below defined storage Inflow Area = 2.350 ac, 32.34% Impervious, Inflow Depth = 2.28" for 10y-24h event Inflow = 2.88 cfs @ 12.34 hrs, Volume= 0.447 of Outflow = 0.32 cfs @ 14.81 hrs, Volume= 0.447 af, Atten= 89%, Lag= 148.4 min Primary = 0.32 cfs @ 14.81 hrs, Volume= 0.447 of Routing by Stor-Ind method, Time Span= 0.00-120.00 hrs, dt= 0.01 hrs Peak Elev= 26.21' @ 14.81 hrs Surf.Area= 0.000 ac Storage= 0.219 of Plug -Flow detention time= 316.9 min calculated for 0.447 of (100% of inflow) Center -of -Mass det. time= 316.9 min ( 1,185.5 - 868.6 ) Volume Invert Avail.Storage Storage Description #1 25.00' 5.030 of Custom Stage Data Listed below Elevation Cum.Store (feet) (acre-feet) 25.00 0.000 25.50 0.026 26.00 0.100 26.50 0.380 27.00 1.000 27.50 1.850 28.00 2.810 28.50 3.850 29.00 5.030 Device Routing Invert Outlet Devices #1 Primary 24.33' 18.0" Round Culvert L= 29.0' Ke= 0.500 Inlet / Outlet Invert= 24.33' / 24.30' S= 0.0010 '/' Cc= 0.900 n= 0.025, Flow Area= 1.77 sf #2 Device 1 24.00' 3.0" Vert. Orifice/Grate C= 0.600 #3 Device 1 27.00' 24.0" x 36.0" Horiz. Orifice/Grate C= 0.600 Limited to weir flow at low heads Primary OutFlow Max=0.32 cfs @ 14.81 hrs HW=26.21' (Free Discharge) L1=Culvert (Passes 0.32 cfs of 5.55 cfs potential flow) L2=Orifice/Grate (Orifice Controls 0.32 cfs @ 6.61 fps) 3=Orifice/G rate ( Controls 0.00 cfs) FL22024 POST Type // FL 24-hr 10y-24h Rainfall=5.00" Prepared by HP Printed 29/03/2023 HydroCAD® 10.00-26 s/n 09679 © 2020 HydroCAD Software Solutions LLC Page 8 Pond 4P: BLOCK 121 Hydrograph Inflow 288 0f @ 1234 hrs ❑ Primary 3 '., '., - Inflow Area=2.350 ac Peak Elev=26.21 Storage=0,.219 of 2 N 0 LL 1 .0 65 70 75 :0 85 90 95 100 FL22024 POST Type 11 FL 24-hr 10y-24h Rainfall=5.00" Prepared by HP Printed 29/03/2023 HydroCAD® 10.00-26 s/n 09679 © 2020 HydroCAD Software Solutions LLC Page 9 Summary for Link 5L: MOT Inflow Area = 4.610 ac, 32.97% Impervious, Inflow Depth = 2.28" for 10y-24h event Inflow = 0.66 cfs @ 14.68 hrs, Volume= 0.876 of Primary = 0.66 cfs @ 14.68 hrs, Volume= 0.876 af, Atten= 0%, Lag= 0.0 min Primary outflow = Inflow, Time Span= 0.00-120.00 hrs, dt= 0.01 hrs N U 3 0 LL Link 5L: MOT Hydrograph 0 5 10 15 20 25 30 35 40 45 50 55 60 65 70 75 80 85 90 95 100 105 110 115 120 Time (hours) ❑ Inflow ❑ Primary FL22024 POST SFWMD 72-hr 25y-72h Rainfall=9.00" Prepared by HP Printed 29/03/2023 HvdroCAD® 10.00-26 s/n 09679 © 2020 HvdroCAD Software Solutions LLC Page 10 Time span=0.00-120.00 hrs, dt=0.01 hrs, 12001 points Runoff by SCS TR-20 method, UH=SWFWMD-256, Weighted-CN Reach routing by Stor-Ind+Trans method - Pond routing by Stor-Ind method Subcatchment 1S: BLOCK 110 Runoff Area=2.260 ac 33.63% Impervious Runoff Depth=5.71" Tc=10.0 min CN=73 Runoff=7.78 cfs 1.075 of Subcatchment 2S: BLOCK 121 Runoff Area=2.350 ac 32.34% Impervious Runoff Depth=5.71" Tc=10.0 min CN=73 Runoff=8.09 cfs 1.117 of Pond 3P: BLOCK 110 Peak EIev=25.90' Storage=0.542 of Inflow=7.78 cfs 1.075 of Outflow=0.38 cfs 1.075 of Pond 4P: BLOCK 121 Peak EIev=26.66' Storage=0.578 of Inflow=8.09 cfs 1.117 of Outflow=0.36 cfs 1.117 of Link 5L: FDOT Inflow=0.74 cfs 2.192 of Primary=0.74 cfs 2.192 of Total Runoff Area = 4.610 ac Runoff Volume = 2.192 of Average Runoff Depth = 5.71" 67.03% Pervious = 3.090 ac 32.97% Impervious = 1.520 ac FL22024 POST SFWMD 72-hr 25y-72h Rainfall=9.00" Prepared by HP Printed 29/03/2023 HydroCAD® 10.00-26 s/n 09679 ©2020 HydroCAD Software Solutions LLC Page 11 Summary for Subcatchment 1 S: BLOCK 110 Runoff = 7.78 cfs @ 59.97 hrs, Volume= 1.075 af, Depth= 5.71" Runoff by SCS TR-20 method, UH=SWFWMD-256, Weighted-CN, Time Span= 0.00-120.00 hrs, dt= 0.01 hrs SFWMD 72-hr 25y-72h Rainfall=9.00" Area (ac) CN Description 0.760 98 Paved parking, HSG A 1.500 61 >75% Grass cover, Good, HSG B 2.260 73 Weighted Average 1.500 61 66.37% Pervious Area 0.760 98 33.63% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 10.0 Direct Entry, Subcatchment 1 S: BLOCK 110 Hydrograph ■ Runoff 0 5 10 15 20 25 30 35 40 45 50 55 60 65 70 75 80 85 90 95 100 105 110 115 120 Time (hours) FL22024 POST SFWMD 72-hr 25y-72h Rainfall=9.00" Prepared by HP Printed 29/03/2023 HydroCAD® 10.00-26 s/n 09679 © 2020 HydroCAD Software Solutions LLC Page 12 Summary for Subcatchment 2S: BLOCK 121 Runoff = 8.09 cfs @ 59.97 hrs, Volume= 1.117 af, Depth= 5.71" Runoff by SCS TR-20 method, UH=SWFWMD-256, Weighted-CN, Time Span= 0.00-120.00 hrs, dt= 0.01 hrs SFWMD 72-hr 25y-72h Rainfall=9.00" Area (ac) CN Description 0.760 98 Paved parking, HSG A 1.590 61 >75% Grass cover, Good, HSG B 2.350 73 Weighted Average 1.590 61 67.66% Pervious Area 0.760 98 32.34% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 10.0 Direct Entry, Subcatchment 2S: BLOCK 121 Hydrograph 9 8- 7- 6 u 5 3 LL 4 3 2- 1 0 0 5 10 15 20 25 30 35 40 45 50 55 60 65 70 75 80 85 90 95 100 105 110 115 120 Time (hours) ■ Runoff FL22024 POST SFWMD 72-hr 25y-72h Rainfall=9.00" Prepared by HP Printed 29/03/2023 HydroCAD® 10.00-26 s/n 09679 © 2020 HydroCAD Software Solutions LLC Page 13 Summary for Pond 3P: BLOCK 110 [44] Hint: Outlet device #2 is below defined storage Inflow Area = 2.260 ac, 33.63% Impervious, Inflow Depth = 5.71" for 25y-72h event Inflow = 7.78 cfs @ 59.97 hrs, Volume= 1.075 of Outflow = 0.38 cfs @ 63.72 hrs, Volume= 1.075 af, Atten= 95%, Lag= 225.0 min Primary = 0.38 cfs @ 63.72 hrs, Volume= 1.075 of Routing by Stor-Ind method, Time Span= 0.00-120.00 hrs, dt= 0.01 hrs Peak Elev= 25.90' @ 63.72 hrs Surf.Area= 0.000 ac Storage= 0.542 of Plug -Flow detention time= 531.7 min calculated for 1.075 of (100% of inflow) Center -of -Mass det. time= 531.8 min ( 4,047.5 - 3,515.7 ) Volume Invert Avail.Storage Storage Description #1 24.00' 3.500 of Custom Stage Data Listed below Elevation Cum.Store (feet) (acre-feet) 24.00 0.000 24.50 0.024 25.00 0.100 25.50 0.270 26.00 0.610 26.50 1.120 27.00 1.790 27.50 2.590 28.00 3.500 Device Routing Invert Outlet Devices #1 Primary 23.33' 18.0" Round Culvert L= 32.0' Ke= 0.500 Inlet / Outlet Invert= 23.33' / 23.30' S= 0.0009 T Cc= 0.900 n= 0.025, Flow Area= 1.77 sf #2 Device 1 23.00' 3.0" Vert. Orifice/Grate C= 0.600 #3 Device 1 26.50' 24.0" x 36.0" Horiz. Orifice/Grate C= 0.600 Limited to weir flow at low heads Primary OutFlow Max=0.38 cfs @ 63.72 hrs HW=25.90' (Free Discharge) L1=Culvert (Passes 0.38 cfs of 7.77 cfs potential flow) L2=Orifice/Grate (Orifice Controls 0.38 cfs @ 7.72 fps) 3=Orifice/G rate ( Controls 0.00 cfs) FL22024 POST SFWMD 72-hr 25y-72h Rainfall=9.00" Prepared by HP Printed 29/03/2023 HydroCAD® 10.00-26 s/n 09679 ©2020 HydroCAD Software Solutions LLC Page 14 W C1 Pond 3P: BLOCK 110 Hydrograph Time (hours) I Inflow ■ Primary FL22024 POST SFWMD 72-hr 25y-72h Rainfall=9.00" Prepared by HP Printed 29/03/2023 HydroCAD® 10.00-26 s/n 09679 © 2020 HydroCAD Software Solutions LLC Page 15 Summary for Pond 4P: BLOCK 121 [44] Hint: Outlet device #2 is below defined storage Inflow Area = 2.350 ac, 32.34% Impervious, Inflow Depth = 5.71" for 25y-72h event Inflow = 8.09 cfs @ 59.97 hrs, Volume= 1.117 of Outflow = 0.36 cfs @ 64.05 hrs, Volume= 1.117 af, Atten= 96%, Lag= 245.3 min Primary = 0.36 cfs @ 64.05 hrs, Volume= 1.117 of Routing by Stor-Ind method, Time Span= 0.00-120.00 hrs, dt= 0.01 hrs Peak Elev= 26.66' @ 64.05 hrs Surf.Area= 0.000 ac Storage= 0.578 of Plug -Flow detention time= 588.5 min calculated for 1.117 of (100% of inflow) Center -of -Mass det. time= 588.5 min ( 4,104.2 - 3,515.7 ) Volume Invert Avail.Storage Storage Description #1 25.00' 5.030 of Custom Stage Data Listed below Elevation Cum.Store (feet) (acre-feet) 25.00 0.000 25.50 0.026 26.00 0.100 26.50 0.380 27.00 1.000 27.50 1.850 28.00 2.810 28.50 3.850 29.00 5.030 Device Routing Invert Outlet Devices #1 Primary 24.33' 18.0" Round Culvert L= 29.0' Ke= 0.500 Inlet / Outlet Invert= 24.33' / 24.30' S= 0.0010 '/' Cc= 0.900 n= 0.025, Flow Area= 1.77 sf #2 Device 1 24.00' 3.0" Vert. Orifice/Grate C= 0.600 #3 Device 1 27.00' 24.0" x 36.0" Horiz. Orifice/Grate C= 0.600 Limited to weir flow at low heads Primary OutFlow Max=0.36 cfs @ 64.05 hrs HW=26.66' (Free Discharge) L1=Culvert (Passes 0.36 cfs of 7.07 cfs potential flow) L2=Orifice/Grate (Orifice Controls 0.36 cfs @ 7.35 fps) 3=Orifice/G rate ( Controls 0.00 cfs) FL22024 POST SFWMD 72-hr 25y-72h Rainfall=9.00" Prepared by HP Printed 29/03/2023 HydroCAD® 10.00-26 s/n 09679 ©2020 HydroCAD Software Solutions LLC Page 16 e Inflow ❑ Primary N C1 FL22024 POST SFWMD 72-hr 25y-72h Rainfall=9.00" Prepared by HP Printed 29/03/2023 HydroCAD® 10.00-26 s/n 09679 © 2020 HydroCAD Software Solutions LLC Page 17 Summary for Link 5L: MOT Inflow Area = 4.610 ac, 32.97% Impervious, Inflow Depth = 5.71" for 25y-72h event Inflow = 0.74 cfs @ 63.86 hrs, Volume= 2.192 of Primary = 0.74 cfs @ 63.86 hrs, Volume= 2.192 af, Atten= 0%, Lag= 0.0 min Primary outflow = Inflow, Time Span= 0.00-120.00 hrs, dt= 0.01 hrs N U 3 0 LL Link 5L: MOT Hydrograph 0 5 10 15 20 25 30 35 40 45 50 55 60 65 70 75 80 85 90 95 100 105 110 115 120 Time (hours) ❑ Inflow ❑ Primary FL22024 POST SFWMD 72-hr 25y-72h Rainfall=9.00" Prepared by HP Printed 29/03/2023 HydroCAD® 10.00-26 s/n 09679 © 2020 HydroCAD Software Solutions LLC Summary for Pond 13P: BLOCK 110 - 100Y-72H Inflow Area = 2.260 ac, 33.63% Impervious, Inflow Depth = 5.71" for 25y-72h event Inflow = 7.78 cfs @ 59.97 hrs, Volume= 1.075 of Outflow = 0.00 cfs @ 0.00 hrs, Volume= 0.000 af, Atten= 100%, Lag= 0.0 min Routing by Stor-Ind method, Time Span= 0.00-120.00 hrs, dt= 0.01 hrs Peak Elev= 26.39' @ 73.01 hrs Surf.Area= 0.000 ac Storage= 1.075 of Plug -Flow detention time= (not calculated: initial storage exceeds outflow) Center -of -Mass det. time= (not calculated: no outflow) Volume Invert Avail.Storage Storage Description #1 23.33' 3.570 of Custom Stage Data Listed below Elevation Cum.Store (feet) (acre-feet) 23.33 0.000 23.50 0.002 24.00 0.030 24.50 0.080 25.00 0.160 25.50 0.340 26.00 0.680 26.50 1.180 27.00 1.850 27.50 2.660 28.00 3.570 FL22024 POST SFWMD 72-hr 25y-72h Rainfall=9.00" Prepared by HP Printed 29/03/2023 HydroCAD® 10.00-26 s/n 09679 © 2020 HydroCAD Software Solutions LLC Summary for Pond 14P: BLOCK 121 - 100Y-72H Inflow Area = 2.350 ac, 32.34% Impervious, Inflow Depth = 5.71" for 25y-72h event Inflow = 8.09 cfs @ 59.97 hrs, Volume= 1.117 of Outflow = 0.00 cfs @ 0.00 hrs, Volume= 0.000 af, Atten= 100%, Lag= 0.0 min Routing by Stor-Ind method, Time Span= 0.00-120.00 hrs, dt= 0.01 hrs Peak Elev= 27.03' @ 73.01 hrs Surf.Area= 0.000 ac Storage= 1.117 of Plug -Flow detention time= (not calculated: initial storage exceeds outflow) Center -of -Mass det. time= (not calculated: no outflow) Volume Invert Avail.Storage Storage Description #1 24.33' 5.100 of Custom Stage Data Listed below Elevation Cum.Store (feet) (acre-feet) 24.33 0.000 24.50 0.002 25.00 0.030 25.50 0.080 26.00 0.170 26.50 0.450 27.00 1.070 27.50 1.920 28.00 2.880 28.50 3.920 29.00 5.100