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2024-06-20 Water Managment Report Okeechobee County Water Management Report Proposed Site Improvements for Glenwood Park,LLC \\\\111111111/,�1 City of Okeechobee,FL ``��,OSNA C e�O�� '�,10E%ys• •!y% • 73p * = �% STATE O •F �v ' - ,: ' F 'n ORIDa. •S . .. Revised August 2022 -iissinilll\I\\ Revised January 2023 ,% Revised March 2023 Revised June 2023 Revised October 2023 Revised November 2023 Revised January 2024 Revised April 2024 1 el. ENGINEERING By: Steven L.Dobbs,P.E.#48134 Steven L.Dobbs Engineering 1062 Jakes Way Okeechobee,FL 34974 1 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 goingto the north and south swale of the and then g g 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 1' below natural ground. The average elevation where the Block 110 pond is located is 24 which sets the wet season water table elevation to elevation 23',around the Block 121 Dry Detention 121 the average elevation is 25 which sets the wet season water table elevation to elevation 24'. Proposed Use: The owner proposes construction of 10 quadplex homes for a total of 40 dwelling units with associated parking and storage area. 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 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 S-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'. Allowable discharge for the S-133 basin is 15.6 CSM for the 25 year—3 day event: Q= 15.6 cfs per square mile*A/640 Q 1 =15.6 cfs per square mile*2.07/640=0.05 cfs Q2=15.6 cfs per square mile*2.17/640=0.05 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. Based on the attached stage storage spreadsheet, the water quality volume is listed in table below. 2 Total water quality required for 150%of the water quality volume and elevation for the two sites is shown below. Water Ouality Table Basin WQ Volume Required Elevation WQ Volume Met WQ Volume Provided Ac-Ft Ac-Ft Onsite Blk 110 0.19 24.83 0.29 Onsite Blk 121 0.20 25.63 0.29 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 HydroCAD. Allowable Discharge Modeled Discharge Meets Criteria Onsite Blk 110 0.05 CFS 0.29 No,But minimum 3"Bleeder Onsite Blk 121 0.05 CFS 0.27 No,But minimum 3"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 HydroCAD flood routing input/output parameters. A summary of the flood routings for the Lake Node in each Phase is provided as follows: JO Year.2- Hr.Storm 25 Year.72 hr.Storni 100 fear.72 Hr.Storm (5.0"1 (90"1 f 10.0"1 Peak Stage Peak Rate Peak Stage Peak Rate Peak Stage (ft-NGVD'29) (cfs) (ft-NGVD'29) (cfs) (ft-NGVD'29) Onsite Blk 110 26.08 0.21 26.83 0.29 27.01 Onsite Blk 121 26.78 0.21 27.33 0.27 27.45 Recovery: To provide a recovery analysis showing that the system lowering of the water surface elevations within the water management system will occur in 36 hours or less for the proposed system, dry detention volume bleeder invert elevation was utilized as starting elevation. Offsite roadside swales: The offsite swales were modeled using HYDROCAD to review the proposed condition and verify the peak elevation offsite.The actual maximum discharge rate for the 25-year,72-hour storm event was calculated and shown below. 3 25 Year.72 hr.Storm (9.0") Peak Stage Peak Rate (ft-NGVD'29) (cfs) Offsite Blk 110 24.21 4.80 Offsite Blk 121 25.12 3.72 Water Use:The proposed potable water and wastewater for the project will be provided by Okeechobee Utility Authority. 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 is 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 retention system in order to meet the nutrient removal requirements.In addition,a nutrient analysis was completed using BMP Trains Model version 4.3.5,which indicates an additional 0.276 acre- feet of retention are required to meet the nutrient load reduction on Block 110 and 0.289 acre-feet of retention on Block 121.This will be achieved discharging at elevation of 25.20 NGVD '29 on Block 110 and at elevation 25.90 NGVD'29 on Block 121,which gives a volume of 0.29 acre-feet of retention on Block 110 and 0.29 acre-feet of retention on Block 121.With this additional retention,the system will be left 12"inches above wet season water table.From the soil survey,the K-sat is 92 micrometers per second or 13"per hour,to be conservative we used 6.5" per hour.This would require less than 4 hours to recover to wet season water table. s onstruction 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. 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Site and Catchment Information Analysis: Net Improvement Catchment Name BLOCK 121 BLOCK 110 Rainfall Zone Florida Zone 2 Florida Zone 2 Annual Mean Rainfall 51.00 51.00 Pre-Condition Landuse Information Landuse Undeveloped-Upland Hardwood: Undeveloped-Upland Hardwood: TN=1.042 TP=0.346 TN=1.042 TP=0.346 Area(acres) 2.17 2.07 Rational Coefficient 0.07 0.07 (0-1) Non DCIA Curve 74.00 74.00 Number DCIA Percent(0-100) 0.00 0.00 Nitrogen EMC (mg/1) 1.042 1.042 Phosphorus EMC 0.346 0.346 (mg/1) Runoff Volume (ac- 0.688 0.656 ft/yr) Groundwater N 0.000 0.000 (kg/Yr) Groundwater P 0.000 0.000 (kg/yr) Nitrogen Loading 0.884 0.843 (kg/yr) Phosphorus Loading 0.294 0.280 (kg/yr) Post-Condition Landuse Information Landuse Multi-Family: TN=2.320 TP=0.520 Multi-Family: TN=2.320 TP=0.520 Area(acres) 2.17 2.07 Rational Coefficient 0.45 0.46 (0-1) Non DCIA Curve 61.00 61.00 Number DCIA Percent(0-100) 53.20 54.60 about:blank 06/05/2024 Page 2 of 6 Wet Pond Area(ac) 0.00 0.00 Nitrogen EMC (mg/1) 2.320 2.320 Phosphorus EMC 0.520 0.520 (mg/1) Runoff Volume (ac- 4.114 4.020 ft/yr) Groundwater N 0.000 0.000 (kg/yr) Groundwater P 0.000 0.000 (kg/yr) Nitrogen Loading 11.767 11.498 (kg/yr) Phosphorus Loading 2.637 2.577 (kg/yr) Catchment Number: 1 Name: BLOCK 121 Project: FL22024 Date: 06/05/2024 Retention Design Retention Depth(in) 1.600 Retention Volume(ac-ft) 0.289 Watershed Characteristics Catchment Area(acres) 2.17 Contributing Area(acres) 2.170 Non-DCIA Curve Number 61.00 DCIA Percent 53.20 Rainfall Zone Florida Zone 2 Rainfall(in) 51.00 Surface Water Discharge Required TN Treatment Efficiency(%) 92 Provided TN Treatment Efficiency(%) 93 Required TP Treatment Efficiency(%) 89 Provided TP Treatment Efficiency(%) 93 Media Mix Information Type of Media Mix Not Specified Media N Reduction(%) Media P Reduction(%) about:blank 06/05/2024 Page 3 of 6 Groundwater Discharge (Stand-Alone) Treatment Rate (MG/yr) 0.000 TN Mass Load(kg/yr) 10.935 TN Concentration(mg/L) 0.000 TP Mass Load(kg/yr) 2.451 TP Concentration(mg/L) 0.000 Load Diagram for Retention (stand-alone) Load Treatment Surface Discharge N: 11.77 kg/yr —+ N: 93 % —> N: 0.83 kg/yr P: 2.64 kg/yr P: 93 % P: 0.19 kg/yr Mass Reduction N: 10.93 kg/yr P: 2.45 kg/yr Load Diagram for Retention ( As Used In Routing) Load Treatment Mass Discharged Upstream Nodes N: 11.77 kg/yr N: 92.9 % N: 0.83 kg/yr None P: 2.64 kg/yr P: 92 9 % P: 0.19 kg/yr Q: 4.11 ac-ft Q: 0.29 ac-ft Mass Removed N: 10.93 kg/yr P: 2.45 kg/yr Catchment Number: 2 Name: BLOCK 110 Project: FL22024 Date: 06/05/2024 Retention Design Retention Depth(in) 1.600 Retention Volume (ac-ft)0.276 about:blank 06/05/2024 Page 4 of 6 Watershed Characteristics Catchment Area(acres) 2.07 Contributing Area(acres) 2.070 Non-DCIA Curve Number 61.00 DCIA Percent 54.60 Rainfall Zone Florida Zone 2 Rainfall(in) 51.00 Surface Water Discharge Required TN Treatment Efficiency(%) 93 Provided TN Treatment Efficiency(%) 93 Required TP Treatment Efficiency(%) 89 Provided TP Treatment Efficiency(%) 93 Media Mix Information Type of Media Mix Not Specified Media N Reduction(%) Media P Reduction(%) Groundwater Discharge(Stand-Alone) Treatment Rate (MG/yr) 0.000 TN Mass Load(kg/yr) 10.662 TN Concentration(mg/L)0.000 TP Mass Load(kg/yr) 2.390 TP Concentration(mg/L) 0.000 Load Diagram for Retention (stand-alone) Load Treatment Surface Discharge N: 11.50 kg/yr -+ N: 93 % -+ N: 0.84 kg/yr P: 2.58 kg/yr P: 93 % P: 0.19 kg/yr Mass Reduction N: 10.66 kg/yr P: 2.39 kg/yr Load Diagram for Retention ( As Used In Routing) about:blank 06/05/2024 Page 5 of 6 Load Treatment Mass Discharged Upstream Nodes N: 11.50 kg/yr ---> N: 92.7% __ N: 0.84 kg/yr None P: 2.58 kg/yr P: 92 7 % P: 0.19 kg/yr Q: 4.02 ac-ft Q: 0.29 ac-ft Mass Removed N: 10.66 kg/yr P: 2.39 kg/yr Summary Treatment Report Version: 4.3.5 Project: FL22024 Analysis Type: Net Improvement Date:06/05/2024 BMP Types: Catchment 1 - (BLOCK 121) Routing Summary Retention Catchment 1 Routed to Outlet Catchment 2 - (BLOCK 110) Catchment 2 Routed to Outlet Retention Based on%removal values to the nearest percent Total nitrogen target removal met?Yes Total phosphorus target removal met?Yes Summary Report Nitrogen Surface Water Discharge Total N pre load 1.73 kg/yr Total N post load 23.27 kg/yr Target N load reduction 93 % Target N discharge load 1.73 kg/yr Percent N load reduction 93 % Provided N discharge load 1.67 kg/yr 3.68 lb/yr Provided N load removed 21.6 kg/yr 47.62 lb/yr Phosphorus Surface Water Discharge Total P pre load .573 kg/yr about:blank 06/05/2024 Page 6 of 6 Total P post load 5.215 kg/yr Target P load reduction 89 % Target P discharge load .573 kg/yr Percent P load reduction 93 % Provided P discharge load .374 kg/yr .82 lb/yr Provided P load removed 4.841 kg/yr 10.673 lb/yr about:blank 06/05/2024 Soil Map—Okeechobee County,Florida (Soil Map) a gg� ffi 516920 516950 516980 517010 517040 517070 517100 27°14'53"N ' 27°14'53"N J gl_' �E Ne 5th St I ii I- • I i • A i , N ;q) D - 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J M M 2 a a U) co co U) cn U) m a. c d 0 0 — a9 � - X co .e -# acoo > + :: • O � � � z < en N C O tn a' a) G. ea at 7 N C CO O Z U 81 Soil Map—Okeechobee County. Florida Soil Map Map Unit Legend Map Unit Symbol Map Unit Name Acres in AOI Percent of AOI 11 lmmokalee fine sand.0 to 2 5.2 100.0% percent slopes Totals for Area of Interest 5.2 100.0% t sl).\ Natural Resources Web Soil Survey 5/4/2022 Conservation Service National Cooperative Soil Survey Page 3 of 3 Hydrologic Soil Group—Okeechobee County,Florida (Hydrologic Soil Group) M 411 516920 516950 516960 517010 517040 517070 517103 27°14'53"N - - > 27°14'53"N JO . „. .,..,.. , , o «_F, - [ i -mow• Ne 5th St ; A : ; A j ' . z CDGs) XI 3 0 I Q� d D O ',tie a I , 110* bcnen ''t ,t 1111L 1 a ' i R • ,.. , , , _ , . „.._ 31 �4� LLL�}' I�C �6 .�d,1F'K-<.rr-.....�.-., ...c .��s�e..n,• �i,� --M 27°14'44"N 27°14'44"N 516920 516950 510360 517010 517040 517070 517100 3 3 eMap Sole:1:1,300 fi 4ait printed on A por (8.5'x 11")sheet Meter N 0 15 30 00 905 Feet 0 50 10D 200 300 AMap Prof n Web Merotor Corner wordirlates:WGS84 Fcirp tics:UTM Zone 17N WGS84 gimp Natural Resources Web Soil Survey 5/4/2022 Conservation Service National Cooperative Soil Survey Page 1 of 4 N N.0 O 0 N 'p o a) co c a) a) 'Q N co .L... c0 co a) it) 0) 7 N y Co O N ( 3 0 0. CO' a) a) rL a) -0 0 7 0 O 2 al d) Co C O C U N O ' a N N 0 oo C O. a U j M 0 E (n a) -p 0 w N r co N _ Y) E m - a) )n Z O C)O O O O •O l0 co E a) a N O Cl) a3 E C N a O E a- L a y ? a7 0 O O CD O .. • OY . c N O C N C L 2 M C O a) o p w o N j a) m Eco g co p U C Z a Z I o 0 5 E co L up N L Q • ai a C EU f `O_L a 7 0 O c Co a 'y U 0 L a tiEv .Cm Co Cm 0 ° _aso p vc a) • UQO) N <00) p N Qcon� o asO a) c 0 a) a 0 � c � a ' CotEasNLL a) a• ..-' ° C > co a) d c Ea r � 7co O .O OZ L� @ aa 0 a)D O d ° 2 a a) IL E C > O N a 0 a) .O O O 0 ` To CD a O %) 0 y o a Y o Coo 0. o x Co o CC O E 7 J � ° cEwO > a aoa p Noa• oE a �oa) m m � � Q o c o CO a)) Z > os `0 m oCo E m Co Y , d ` - o) co io m m E o a) 0 2 'o C cco aai Co 0 C a) Uj Y 3 '0 @ U o Q O --. (a L a a) 7 v) a) N E rn > E E m 7 cc0i o 'v o `o •a) a a) w E o E a) c m o c Q no O0 O7, a o O �O O) a) -0 co 0 a) 7 a) .O C O 0 a) co o > 7 >, co co N r a) L m co v E 03 o am a) co co oa o a.a) CO a) 7 _aY __ 2 Eo a) (NI ° ao) '� L N O C .0 C O U a) ° p a) p a7 O y U .C ..- O 7 O !n a) co- L Ep E C `p H , Lu E — 0 V) d E cn3U M a'5Q co H O On U) (n — aN H o ._ Co L_ >, C >, 7 a) O C) 7 o a N a• ° >,'o a°) 'ocr) .> Y — a) O O o y N a O m a O 7 >• y N L j 0 T N C >, 02 a) t N To OO .o co O O -0 d d coO L Z m E m a ct c a O o N u, ce `o m o O 0 0 0 Z• d In O D' D 2 < > 7 0 TO N O 2 Z ■ ■ ■ 0 a O) 4 ) W J a 2 a Q a) as 2 o C N w C O O C 0 O) N cp a) w < O a N y • C m O C • O E < O) < a Com 0 0 0 Z a < a Com 0 a 0 Z W < a Co a ID c c C ❑ ❑ ❑ ❑ ❑ ❑ ❑ ❑ o 2 o ■ ■ ■ ■ 0 CD ` — '5 co N) v) Is.N < a) O E y O Ce• c0 O a) 7 c C TO O ZQg V O� 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 B/D 5.2 100.0% to 2 percent slopes Totals for Area of Interest 5.2 100.0% 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 9 9 P 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 mainlyof deep, well drained to excessively Y P, 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 havinga slow infiltration rate when thoroughly wet. These consist 9 Y 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 (ND, 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 uNatural 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 usialk Natural Resources Web Soil Survey 5/4/2022 Conservation Service National Cooperative Soil Survey Page 4 of 4 Depth to Water Table—Okeechobee County,Florida 3 (Depth of Water Table) M 4 4 516920 516950 510360 517010 517040 517070 517100 27°14'53"N - .� 27°14'53"N >•e "' townom.Ne 5th St r 4 t f e - 1s 99 4 ,_ • R _. A 27°14'44"N / 27°14'44"N 516920 516950 516993 517010 517040 517070 517100 3 3 4 Map Scale:1:1,300 if printed on A portrait(8.5'x 11")sheet A N 0 15 30 60 so I3 A 0 50 100 200 3 ///�� Map proje�on:Web Mercator Corner aoordinat s:WGS84 Feet Fckp tics:U I Zone 17N WGS84 uSDA Natural Resources Web Soil Survey 5/4/2022 Conservation Service National Cooperative Soil Survey Page 1 of 3 N c7 N.0 0 N (p a) NO C V o a) 'p N f6 — co c0 E V) 0) A -, CO o N E y N co N I 3 t d U O, 0. Cl) a) r U O a) O ] O To' O 2 1 a3 o C C U U a) N '� _ N 0 E O U O C O . a) co co O E O >0 -5 0 w 'O f N N = Y1 a) a co U �`OO p C > > .2 U co 1.6 'o to E _ _ o Z co ai 'a0 — _ U) Yococoo- Cl) CO E C � � N O (0 n'O N ) N M n ul `7 U "O O a5 w L ...:C U a7 C E C L Z o CO a) a) 0 2' N ' a) R. o CO Eas ; u a) U NZa Z LLo y � ENo Q E o O7c L C d a) -a N -p CO Q N 3 L O d > C N co O N C o 7 N C.-1 >.aJ O a) G Q is o a o c E 0 w m c.--:,_r `m U 3 N as n c y o 17 U as O o .0 U) cv D 0 0) a) 2 o o < O • -o U o ° o o d o `o o • U U en n m Eu, � a) cc o o Q n ° LL Cl) > ° c > c 'o `m 0� c u c E aoi o en' N 0 E co u Z N▪ d .) O L 0 N 2 Z ° O a) 0 - o C N n N E N a • 0 0>-a O °N � I � 0N -0 Q ° >. V con 0 N sT2 o o Q u o r N Y a) a) 3 c n m E ao � c _o m - � 2QoC co`� U O � m a) o � oo Y a m _c -c a) ZEE onnsm ° aci :? Cl) m " - c co E 'Di— >. 2 O -O .0) c N C • • o- o >. a) U N N 7 m 0 a) @ O) E 00 '5>, 7 p 0 a) o- Z o c m aci w o CD 2 0 Y 3 � m � 0 .O a,0 'c c_ C iti r c w E 0 • Cl) a) OE0) >. E � 2 E6m0U � F2 o2 0 `o a`� nm,5 CI)— o c) aE) co m N 2 2 ° 'o c_ o o a) aa)) d Cl)o 2 < mo as o, L o Z, o ca N O C m C . @ a) 0 o U "2 co U C ` 0- a) co a) E O N O tO .a a) c CO a) V ° N a) C f6 CO CO j O n.'Cr) ° V U -C — L — O d N E N "O -C N f9 c ' C 0 U a) a) 0 0 0 U) O N . U -O w 0 0 O in U) O) C 0 E .0 o F- — › w E _ o ca a E co U 2 o.'5 Q co H o (o u) U) ,— O N F- 0 ._ m x o o z U 0 a) a) (/) Cl) T o r ~ Z � a°) CD a) 0 as - 5 cn o a n L m in o co70 o ° > a) >, > U co p CO C 0 a. m o 0 r fQ C a) V c -O co 0 N o O co 8 m dw oCZ m Z ° m Eco m a y o m c ON mC "cisN u .C ° Z 7V O 0_ C D 2 J Cl) Q a c CIomC oLL ° o W o ii u co co 3 it m W J m m a 3 m m a o U co 1) O O C C m O O C C C 0 0 U) 00 O 0 O a Y O 0 Q• O T O O N y 0 0 .- N C O 0 ,- N 0 O N C() ' i 00 N C N U i 0 N V7 U) 0 0 _ 0 N O Q O N l0 O Lo n Z J . Lc) O 0 0 N O 0 . C)) O O N N 0) C. N Ln A Z 0) 0 N N A m C C C al `/ V ` — '5 N U) U) =cis Q U) O 0 U) O d'• a) .. m 3 c C l6 O ZU 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 5.2 100.0% to 2 percent slopes iTotals for Area of Interest 5.2 i 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 Saturated Hydraulic Conductivity(Ksat)—Okeechobee County,Florida 1. a e $ § 516910 516940 516970 511000 517030 517060 517060 517120 _ Q 27°14'53 ' LNe 5th St P. ___ e ,r z A _ z m A w 13 0 a m D 0. D g CD33 t R Ne 4th St $ a d M 4 yts— r S I R I • —. + • q, R } • -,h. I _ 114 Ne.1 St'. .11111 ..... if AOCDt10 Li4ap lnihlw act be vaftd ail thi@ @e3:10e. ' i 27°14'44"N I•" -- I • • I 27°14'44"N 516910 51E840 516970 517000 517033 517060 517090 517120 3 3 ' Map Scale:1:1,400 if printed on A portrait(8.5"x 11")sheet Meters N 0 20 40 02 120 Feet 0 50 100 200 300 i�P Prof t Web Mertator Corder mordina�s:WGS84 Fr10a tit:UTM Zone 17N WGS84 1 USDA Natural Resources Web Soil Survey 10/24/2023 Conservation Service National Cooperative Soil Survey Page 1 of 3 CO C) N 4- 0 0 N csi ci) 6 0 COC ..7 a) a) 'p N «L+ co O G) N 01 U � O a) 7 N ` co O co y I 3 ° d V p U C L N -0 NNto II 2 0 O ! III cm Z ._ 0m U `° E a) m � N� � yN a O) 7 (� > O - N f00a0 O C U �O c R. a) 2 N .7 U E E aj •a 0 O in .c O O v) O' w O0 O a) a7 a3 -° E O O O M C a N 7 co . L L «:C N o y C L Z 0 L a)a N Q! O N L 7 a) d E 3 (n a) 0Z Z - o COIn :o 3 co w O) 0 0 a co (I) -o 0 0 -o O LL N O E a) > t o C L L C d a)U ) - QQ - -°a) L ,_ )- 0 y C - _ a) 0 0 ' a) To L 3 en C O a� w o re < O cOi Q. r aCi L u) L c a N O 7p O) y m C w CO O 'O m E N a) U N O N O (a - O a) U 7 U 07 a N _ co U c Q m m a) a) o _C > a $ m LL o > .. c > co o m mmc Ea) N r E T y Z N . 0 al N L N N In 7 n O 0 0 O` L L c @ a N Q) /� E C >-o a 7 U - a) ( a) N a a 'o N N 'y -o O a li 0 >, L y fa O N .O N O U-O a) - Y 0 D 3 a Y 7 Q U O v) E U O 7 J CO 0 a E fn f0 > 0 N L -0 c 0 2 Y E aoL � Z ? E as o o 0 o N o � as rn a) 0 ni n) Y o :� - ns m m E. c m E a) >. C ~ - Y y C U 2 a) a) O)"00 N CO CO E o .5 >, 7 O a ...• - c O_ - a7 7 fn - o a a CO 7 o ac) 'C E CO a) 2 io a) 3 t co m 5 .0 a, 2 C L c vv)) E to - - O 7 U 7 in 7 0 O O w o o w • E oc � E Ec o- -0 o a LL 'o o °c) m a _0 w 2 0 o c o o a) m 0 0 > Z Q m o O N L 0 Z,0 >: wc) o c 0 o') 2 � � y ° c i m aa) aa) Ea y0 0 ' a) cc) v E 0 a m co a) a 0 .4 c a) 7 0 — o y N a m 7 L N O C - C O U a) N 7p a) 0 a) O y o E ,� 'p 0 'p t0 (p O E a) O 1- - W E _ o 0 a E U) O 2 a'6 a) o (0 U) U) -- Oc, F- c°)_ co 0 a) a) a >, o a) U a) 7 Y O >, o ro 7 co Y - al oa) T a > a) 0 7 m C C C O 0 U OS U z r a) a) U) T n a s = CC 2, m Ts .c75 N co a) CIQ <a al al C CTa L co o.m Z m o 0 o U L rm a c° c° c° co 0 Om coo c o o o m to Q a a a _ t.o oLLI `o o 0omCmT m a o E -I _ N C N O N 77) EtO o Q) 'y Uo 2? a. a, 0 J O) p O. O) p to a () l 0 LL f2 < co a Z a) it Z o) u Z : V) O D M _1 < Q a c c c w a • m c 5 — m m m 0 C ° O _ , ❑ 1 i � . 0 LL 0 O `/ rn ` N O O O « C \ u . O N N N a) A al Q U) H CO d 0 y t H 7 y C l0 O z o Saturated Hydraulic Conductivity(Ksat)—Okeechobee County,Florida Saturated Hydraulic Conductivity (Ksat) Map unit symbol Map unit name Rating(micrometers Acres in AOI Percent of AOI per second) 11 Immokalee fine sand,0 92.0000 6.7 100.0% to 2 percent slopes Totals for Area of Interest 6.7 100.0%I — I 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):Depth Range (Weighted Average) Top Depth:0 Bottom Depth: 12 Units of Measure: Inches usNatural Resources Web Soil Survey 10/24/2023 Conservation Service National Cooperative Soil Survey Page 3 of 3 J R y ym L y y C i N G a W _ > o E 2 0. C I O - a. LL 1O2 W No = W C E w NW ..m ; UTowE NIh Sy N 18 . OS• 2-° E cm ° mE~ C v o _ aoc aa c wa o 0• vwfoy m LI wwy agvv ¢ W o >, a, y Co 7_ rt. o p y tA ° ti C T Ti y y a v � T9 «u Ym C I y p 'O Nt 3 U 2 e4N al, -0 N - C O O Y i O 10 W « L E W`2 S y 2 1-3 LL O 10 O y L L yy w W y T L . ` aW o `E au. • U C.cO S o. -o W cc y y U o U y if > r L = ` - U a 9 o '5 C E d y E-0 C N,0 UW N V-0 -G., O E 2 y 0 C U W 'O m E U aW a Wy .°.QQ O " oUW XW OLL Y 8Z CO 'Ow = - 00aR uaCLL ' « ° EWa. 0 O ma T CN O_ y CU O "° Q W 2 , N ° - ~ U Z i W O C C y O UL NL 2 y - Q 2 = 1- O '0 1- mA 0 Y a y y WW.L y `,N N ° a W w NjQm QWL . Uyy O - o c NNN ," Oz1ym 'a a NV > "-0 .O yOwW y 'VyyQ ..VV nno°. a W C W W W y W C N W ✓ y Eq 2 Q v «o6 Ea« R a ° m OW «= CR OE W 3y O O y W LL L J Q Q wW Q L J U 3 U W J U et 0 Z Gy LL a ciEy « N N r C yN 1 , Ly"- E El z w - :I; ��--^^ v c 1'a Y ° E oN � v a�v W '7;3 [I a I ' I ❑ E roam 3'c � 2Jmvy ,, aEvE4, J m ' t0N -0 w O C.0 =V a V v J N0.0 a OGO a O Q a w W W omcymLL 10 y c 0 v a A " Cn - o aCT OU.' 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A -it 77,II U C zI L m .— lk I" C Z ' ma, , 4,,,, ..* i € , , Fn T y 11111 s-sf: ...,„.„ ii,..1 ' W Cla) ,frot - „4 *4 i "1-. 4 i ' co a G +t � 1J L L ` a) a) N y A - a l ! • t c a * I' i . ` ' • Iry f rn y a f _ fi • m a Y 41) r .4 . ' : Pali r : ._ - N to N � N N C 4' a j qi li li jr NC a: _ L I • - E N 43 w f+ .....ram.^^-- - E C 1-3 41) • a 1 qT F C 0 j C CRC -s ,ice 'C 'C IL #r • { a 1. . � 4 u � al M fsz ! r C I � ro C " W W I:, Mil WMD CALCULATIONS <6S> 110 OFFSITE SWAL 0 tA tA BLOCK 110 BLOCK 110 110 OFFSITE SWALES 0 I>A I\ DA FDOT BLOCK 121 BLOCK 121 0 OFFSITE SWALES 0 121 OFFSITE SWALES Subcat Reach 'On• MU Routing Diagram for FL22024 POST Prepared by Newlines Engineering&Surveying, Printed 09/05/2024 HydroCAD®10.20-4b s/n 09679 ©2023 HydroCAD Software Solutions LLC FL22024 POST Prepared by Newlines Engineering & Surveying Printed 09/05/2024 HydroCAD® 10.20-4b s/n 09679 ©2023 HydroCAD Software Solutions LLC Page 2 Rainfall Events Listing (selected events) Event# Event Storm Type Curve Mode Duration B/B Depth AMC Name (hours) (inches) 1 10y-24h Type II FL 24-hr Default 24.00 1 5.00 2 2 25y-72h SFWMD 72-hr Default 72.00 1 9.00 2 FL22024 POST Prepared by Newlines Engineering & Surveying Printed 09/05/2024 HydroCAD® 10.20-4b s/n 09679 ©2023 HydroCAD Software Solutions LLC Page 3 Pipe Listing (selected nodes) Line# Node In-Invert Out-Invert Length Slope n Width Diam/Height Inside-Fill Node Number (feet) (feet) (feet) (ft/ft) (inches) (inches) (inches) Name 1 3P 21.50 21.50 36.3 0.0000 0.011 0.0 18.0 0.0 2 6P 21.50 21.50 111.0 0.0000 0.011 0.0 18.0 0.0 3 8P 23.50 23.50 11.0 0.0000 0.011 0.0 12.0 0.0 4 8P 23.50 23.50 8.0 0.0000 0.011 0.0 12.0 0.0 5 8P 23.00 23.00 7.0 0.0000 0.011 0.0 12.0 0.0 6 9P 23.50 23.50 9.0 0.0000 0.013 0.0 12.0 0.0 FL22024 POST Type II FL 24-hr 10y-24h Rainfall=5.00" Prepared by Newlines Engineering & Surveying Printed 09/05/2024 HydroCAD® 10.20-4b s/n 09679 ©2023 HydroCAD Software Solutions LLC Page 4 Time span=0.00-400.00 hrs, dt=0.01 hrs, 40001 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=2.070 ac 54.59% Impervious Runoff Depth=2.99" Tc=10.0 min CN=81 Runoff=3.36 cfs 0.515 af Subcatchment 2S: BLOCK 121 Runoff Area=2.170 ac 53.00% Impervious Runoff Depth=2.99" Tc=10.0 min CN=81 Runoff=3.53 cfs 0.540 of Subcatchment 6S: 110 OFFSITE SWALES Runoff Area=1.430 ac 34.97% Impervious Runoff Depth=2.36" Tc=10.0 min CN=74 Runoff=1.82 cfs 0.282 of Subcatchment 7S: 121 OFFSITE SWALES Runoff Area=1.580 ac 37.97% Impervious Runoff Depth=2.45" Tc=10.0 min CN=75 Runoff=2.09 cfs 0.322 af Pond 3P: BLOCK 110 Peak Elev=26.08' Storage=0.637 af Inflow=3.36 cfs 0.515 af Outflow=0.21 cfs 0.515 of Pond 6P: BLOCK 121 Peak Elev=26.78' Storage=0.657 af Inflow=3.53 cfs 0.540 af Outflow=0.21 cfs 0.540 af Pond 8P: 110 OFFSITE SWALES Peak EIev=23.82' Storage=0.013 af Inflow=1.95 cfs 0.797 af Primary=0.47 cfs 0.030 af Secondary=1.44 cfs 0.767 af Outflow=1.91 cfs 0.797 af Pond 9P: 110 OFFSITE SWALES Peak EIev=24.52' Storage=0.032 af Inflow=2.22 cfs 0.862 af 12.0" Round Culvert n=0.013 L=9.0' S=0.0000'/' Outflow=2.00 cfs 0.862 af Link 5L: FDOT Inflow=3.89 cfs 1.659 af Primary=3.89 cfs 1.659 af Total Runoff Area= 7.250 ac Runoff Volume= 1.659 af Average Runoff Depth=2.75" 53.38% Pervious=3.870 ac 46.62% Impervious =3.380 ac FL22024 POST Type 11 FL 24-hr 10y-24h Rainfall=5.00" Prepared by Newlines Engineering & Surveying Printed 09/05/2024 HydroCAD® 10.20-4b s/n 09679 ©2023 HydroCAD Software Solutions LLC Page 5 Summary for Subcatchment 1S: BLOCK 110 Runoff = 3.36 cfs @ 12.31 hrs, Volume= 0.515 af, Depth= 2.99" Routed to Pond 3P : BLOCK 110 Runoff by SCS TR-20 method, UH=SWFWMD-256, Weighted-CN, Time Span= 0.00-400.00 hrs, dt= 0.01 hrs Type II FL 24-hr 10y-24h Rainfall=5.00" Area (ac) CN Description 1.130 98 Paved parking, HSG A 0.940 61 >75% Grass cover, Good, HSG B 2.070 81 Weighted Average 0.940 61 45.41% Pervious Area 1.130 98 54.59% 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 3.36 cfs I Type II FL 24-hr 3- 10y-24h Rainfall=5.00" Runoff Area=2.070 ac Runoff Volume=0.515 af 2- Runoff Depth=2.99" LL Tc=10.0 min CN=81 1- 0 0 20 40 60 80 100 120 140 160 180 200 220 240 260 280 300 320 340 360 380 400 Time (hours) FL22024 POST Type II FL 24-hr 10y-24h Rainfall=5.00" Prepared by Newlines Engineering & Surveying Printed 09/05/2024 HydroCAD®10.20-4b s/n 09679 ©2023 HydroCAD Software Solutions LLC Pane 6 Hydrograph for Subcatchment 1 S: BLOCK 110 Time Precip. Excess Runoff Time Precip. Excess Runoff (hours) (inches) (inches) (cfs) (hours) (inches) (inches) (cfs) 0.00 0.00 0.00 0.00 260.00 5.00 2.99 0.00 5.00 0.33 0.00 0.00 265.00 5.00 2.99 0.00 10.00 0.96 0.08 0.11 270.00 5.00 2.99 0.00 15.00 4.18 2.27 0.31 275.00 5.00 2.99 0.00 20.00 4.73 2.75 0.15 280.00 5.00 2.99 0.00 25.00 5.00 2.99 0.00 285.00 5.00 2.99 0.00 30.00 5.00 2.99 0.00 290.00 5.00 2.99 0.00 35.00 5.00 2.99 0.00 295.00 5.00 2.99 0.00 40.00 5.00 2.99 0.00 300.00 5.00 2.99 0.00 45.00 5.00 2.99 0.00 305.00 5.00 2.99 0.00 50.00 5.00 2.99 0.00 310.00 5.00 2.99 0.00 55.00 5.00 2.99 0.00 315.00 5.00 2.99 0.00 60.00 5.00 2.99 0.00 320.00 5.00 2.99 0.00 65.00 5.00 2.99 0.00 325.00 5.00 2.99 0.00 70.00 5.00 2.99 0.00 330.00 5.00 2.99 0.00 75.00 5.00 2.99 0.00 335.00 5.00 2.99 0.00 80.00 5.00 2.99 0.00 340.00 5.00 2.99 0.00 85.00 5.00 2.99 0.00 345.00 5.00 2.99 0.00 90.00 5.00 2.99 0.00 350.00 5.00 2.99 0.00 95.00 5.00 2.99 0.00 355.00 5.00 2.99 0.00 100.00 5.00 2.99 0.00 360.00 5.00 2.99 0.00 105.00 5.00 2.99 0.00 365.00 5.00 2.99 0.00 110.00 5.00 2.99 0.00 370.00 5.00 2.99 0.00 115.00 5.00 2.99 0.00 375.00 5.00 2.99 0.00 120.00 5.00 2.99 0.00 380.00 5.00 2.99 0.00 125.00 5.00 2.99 0.00 385.00 5.00 2.99 0.00 130.00 5.00 2.99 0.00 390.00 5.00 2.99 0.00 135.00 5.00 2.99 0.00 395.00 5.00 2.99 0.00 140.00 5.00 2.99 0.00 400.00 5.00 2.99 0.00 145.00 5.00 2.99 0.00 150.00 5.00 2.99 0.00 155.00 5.00 2.99 0.00 160.00 5.00 2.99 0.00 165.00 5.00 2.99 0.00 170.00 5.00 2.99 0.00 175.00 5.00 2.99 0.00 180.00 5.00 2.99 0.00 185.00 5.00 2.99 0.00 190.00 5.00 2.99 0.00 195.00 5.00 2.99 0.00 200.00 5.00 2.99 0.00 205.00 5.00 2.99 0.00 210.00 5.00 2.99 0.00 215.00 5.00 2.99 0.00 220.00 5.00 2.99 0.00 225.00 5.00 2.99 0.00 230.00 5.00 2.99 0.00 235.00 5.00 2.99 0.00 240.00 5.00 2.99 0.00 245.00 5.00 2.99 0.00 250.00 5.00 2.99 0.00 255.00 5.00 2.99 0.00 FL22024 POST Type 11 FL 24-hr 10y-24h Rainfall=5.00" Prepared by Newlines Engineering & Surveying Printed 09/05/2024 HydroCAD® 10.20-4b s/n 09679 ©2023 HydroCAD Software Solutions LLC Page 7 Summary for Subcatchment 2S: BLOCK 121 Runoff = 3.53 cfs @ 12.31 hrs, Volume= 0.540 af, Depth= 2.99" Routed to Pond 6P : BLOCK 121 Runoff by SCS TR-20 method, UH=SWFWMD-256, Weighted-CN, Time Span= 0.00-400.00 hrs, dt= 0.01 hrs Type II FL 24-hr 10y-24h Rainfall=5.00" Area Lac) _ CN Description 1.150 98 Paved parking, HSG A 1.020 61 >75% Grass cover, Good, HSG B 2.170 81 Weighted Average 1.020 61 47.00% Pervious Area 1.150 98 53.00% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 10.0 Direct Entry, Subcatchment 2S: BLOCK 121 Hydrograph _1 •Runoff 3.53 cfs I Type II FL 24-hr 3 10y-24h Rainfall=5.00" Runoff Area=2.170 ac Runoff Volume=0.540 af 2- Runoff Depth=2.99" LL Tc=10.0 min CN=81 1- 0 0 20 40 60 80 100 120 140 160 180 200 220 240 260 280 300 320 340 360 380 400 Time (hours) FL22024 POST Type II FL 24-hr 10y-24h Rainfall=5.00" Prepared by Newlines Engineering & Surveying Printed 09/05/2024 HydroCAD®10.20-4b s/n 09679 ©2023 HydroCAD Software Solutions LLC Page 8 Hydrograph for Subcatchment 2S: BLOCK 121 Time Precip. Excess Runoff Time Precip. Excess Runoff (hours) (inches) (inches) (cfs) (hours) (inches) (inches) (cfs) 0.00 0.00 0.00 0.00 260.00 5.00 2.99 0.00 5.00 0.33 0.00 0.00 265.00 5.00 2.99 0.00 10.00 0.96 0.08 0.12 270.00 5.00 2.99 0.00 15.00 4.18 2.27 0.33 275.00 5.00 2.99 0.00 20.00 4.73 2.75 0.16 280.00 5.00 2.99 0.00 25.00 5.00 2.99 0.00 285.00 5.00 2.99 0.00 30.00 5.00 2.99 0.00 290.00 5.00 2.99 0.00 35.00 5.00 2.99 0.00 295.00 5.00 2.99 0.00 40.00 5.00 2.99 0.00 300.00 5.00 2.99 0.00 45.00 5.00 2.99 0.00 305.00 5.00 2.99 0.00 50.00 5.00 2.99 0.00 310.00 5.00 2.99 0.00 55.00 5.00 2.99 0.00 315.00 5.00 2.99 0.00 60.00 5.00 2.99 0.00 320.00 5.00 2.99 0.00 65.00 5.00 2.99 0.00 325.00 5.00 2.99 0.00 70.00 5.00 2.99 0.00 330.00 5.00 2.99 0.00 75.00 5.00 2.99 0.00 335.00 5.00 2.99 0.00 80.00 5.00 2.99 0.00 340.00 5.00 2.99 0.00 85.00 5.00 2.99 0.00 345.00 5.00 2.99 0.00 90.00 5.00 2.99 0.00 350.00 5.00 2.99 0.00 95.00 5.00 2.99 0.00 355.00 5.00 2.99 0.00 100.00 5.00 2.99 0.00 360.00 5.00 2.99 0.00 105.00 5.00 2.99 0.00 365.00 5.00 2.99 0.00 110.00 5.00 2.99 0.00 370.00 5.00 2.99 0.00 115.00 5.00 2.99 0.00 375.00 5.00 2.99 0.00 120.00 5.00 2.99 0.00 380.00 5.00 2.99 0.00 125.00 5.00 2.99 0.00 385.00 5.00 2.99 0.00 130.00 5.00 2.99 0.00 390.00 5.00 2.99 0.00 135.00 5.00 2.99 0.00 395.00 5.00 2.99 0.00 140.00 5.00 2.99 0.00 400.00 5.00 2.99 0.00 145.00 5.00 2.99 0.00 150.00 5.00 2.99 0.00 155.00 5.00 2.99 0.00 160.00 5.00 2.99 0.00 165.00 5.00 2.99 0.00 170.00 5.00 2.99 0.00 175.00 5.00 2.99 0.00 180.00 5.00 2.99 0.00 185.00 5.00 2.99 0.00 190.00 5.00 2.99 0.00 195.00 5.00 2.99 0.00 200.00 5.00 2.99 0.00 205.00 5.00 2.99 0.00 210.00 5.00 2.99 0.00 215.00 5.00 2.99 0.00 220.00 5.00 2.99 0.00 225.00 5.00 2.99 0.00 230.00 5.00 2.99 0.00 235.00 5.00 2.99 0.00 240.00 5.00 2.99 0.00 245.00 5.00 2.99 0.00 250.00 5.00 2.99 0.00 255.00 5.00 2.99 0.00 FL22024 POST Type II FL 24-hr 10y-24h Rainfall=5.00" Prepared by Newlines Engineering & Surveying Printed 09/05/2024 HydroCAD® 10.20-4b s/n 09679 ©2023 HydroCAD Software Solutions LLC Page 9 Summary for Subcatchment 6S: 110 OFFSITE SWALES Runoff = 1.82 cfs @ 12.34 hrs, Volume= 0.282 af, Depth= 2.36" Routed to Pond 8P : 110 OFFSITE SWALES Runoff by SCS TR-20 method, UH=SWFWMD-256, Weighted-CN, Time Span= 0.00-400.00 hrs, dt= 0.01 hrs Type II FL 24-hr 10y-24h Rainfall=5.00" Area (ac) CN Description 0.500 98 Paved parking, HSG A 0.930 61 >75% Grass cover, Good, HSG B 1.430 74 Weighted Average 0.930 61 65.03% Pervious Area 0.500 98 34.97% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 10.0 Direct Entry, Subcatchment 6S: 110 OFFSITE SWALES Hydrograph 2 •Runoff 1.82 cfs I Type II FL 24-hr 10y-24h Rainfall=5.00" Runoff Area=1.430 ac Runoff Volume=0.282 af Runoff Depth=2.36" c• 1_ LL Tc=10.0 min CN=74 0 0 20 40 60 80 100 120 140 160 180 200 220 240 260 280 300 320 340 360 380 400 Time (hours) FL22024 POST Type II FL 24-hr 10y-24h Rainfall=5.00" Prepared by Newlines Engineering & Surveying Printed 09/05/2024 HydroCAD® 10.20-4b s/n 09679 ©2023 HydroCAD Software Solutions LLC Page 10 Hydrograph for Subcatchment 6S: 110 OFFSITE SWALES Time Precip. Excess Runoff Time Precip. Excess Runoff (hours) (inches) (inches) (cfs) (hours) (inches) (inches) (cfs) 0.00 0.00 0.00 0.00 260.00 5.00 2.36 0.00 5.00 0.33 0.00 0.00 265.00 5.00 2.36 0.00 10.00 0.96 0.02 0.03 270.00 5.00 2.36 0.00 15.00 4.18 1.73 0.19 275.00 5.00 2.36 0.00 20.00 4.73 2.15 0.10 280.00 5.00 2.36 0.00 25.00 5.00 2.36 0.00 285.00 5.00 2.36 0.00 30.00 5.00 2.36 0.00 290.00 5.00 2.36 0.00 35.00 5.00 2.36 0.00 295.00 5.00 2.36 0.00 40.00 5.00 2.36 0.00 300.00 5.00 2.36 0.00 45.00 5.00 2.36 0.00 305.00 5.00 2.36 0.00 50.00 5.00 2.36 0.00 310.00 5.00 2.36 0.00 55.00 5.00 2.36 0.00 315.00 5.00 2.36 0.00 60.00 5.00 2.36 0.00 320.00 5.00 2.36 0.00 65.00 5.00 2.36 0.00 325.00 5.00 2.36 0.00 70.00 5.00 2.36 0.00 330.00 5.00 2.36 0.00 75.00 5.00 2.36 0.00 335.00 5.00 2.36 0.00 80.00 5.00 2.36 0.00 340.00 5.00 2.36 0.00 85.00 5.00 2.36 0.00 345.00 5.00 2.36 0.00 90.00 5.00 2.36 0.00 350.00 5.00 2.36 0.00 95.00 5.00 2.36 0.00 355.00 5.00 2.36 0.00 100.00 5.00 2.36 0.00 360.00 5.00 2.36 0.00 105.00 5.00 2.36 0.00 365.00 5.00 2.36 0.00 110.00 5.00 2.36 0.00 370.00 5.00 2.36 0.00 115.00 5.00 2.36 0.00 375.00 5.00 2.36 0.00 120.00 5.00 2.36 0.00 380.00 5.00 2.36 0.00 125.00 5.00 2.36 0.00 385.00 5.00 2.36 0.00 130.00 5.00 2.36 0.00 390.00 5.00 2.36 0.00 135.00 5.00 2.36 0.00 395.00 5.00 2.36 0.00 140.00 5.00 2.36 0.00 400.00 5.00 2.36 0.00 145.00 5.00 2.36 0.00 150.00 5.00 2.36 0.00 155.00 5.00 2.36 0.00 160.00 5.00 2.36 0.00 165.00 5.00 2.36 0.00 170.00 5.00 2.36 0.00 175.00 5.00 2.36 0.00 180.00 5.00 2.36 0.00 185.00 5.00 2.36 0.00 190.00 5.00 2.36 0.00 195.00 5.00 2.36 0.00 200.00 5.00 2.36 0.00 205.00 5.00 2.36 0.00 210.00 5.00 2.36 0.00 215.00 5.00 2.36 0.00 220.00 5.00 2.36 0.00 225.00 5.00 2.36 0.00 230.00 5.00 2.36 0.00 235.00 5.00 2.36 0.00 240.00 5.00 2.36 0.00 245.00 5.00 2.36 0.00 250.00 5.00 2.36 0.00 255.00 5.00 2.36 0.00 FL22024 POST Type 11 FL 24-hr 10y-24h Rainfall=5.00" Prepared by Newlines Engineering & Surveying Printed 09/05/2024 HydroCAD® 10.20-4b s/n 09679 ©2023 HydroCAD Software Solutions LLC Page 11 Summary for Subcatchment 7S: 121 OFFSITE SWALES Runoff = 2.09 cfs @ 12.33 hrs, Volume= 0.322 af, Depth= 2.45" Routed to Pond 9P : 110 OFFSITE SWALES Runoff by SCS TR-20 method, UH=SWFWMD-256, Weighted-CN, Time Span= 0.00-400.00 hrs, dt= 0.01 hrs Type II FL 24-hr 10y-24h Rainfall=5.00" Area (ac) CN Description 0.600 98 Paved parking, HSG A 0.980 61 >75% Grass cover, Good, HSG B 1.580 75 Weighted Average 0.980 61 62.03% Pervious Area 0.600 98 37.97% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 10.0 Direct Entry, Subcatchment 7S: 121 OFFSITE SWALES Hydrograph ■Runoff 2.09 cfs I 2 Type II FL 24-hr 10y-24h Rainfall=5.00" Runoff Area=1.580 ac Runoff Volume=0.322 af Runoff Depth=2.45" LT- Tc=10.0 min CN=75 0 0 20 40 60 80 100 120 140 160 180 200 220 240 260 280 300 320 340 360 380 400 Time (hours) FL22024 POST Type II FL 24-hr 10y-24h Rainfall=5.00" Prepared by Newlines Engineering & Surveying Printed 09/05/2024 HydroCAD® 10.20-4b s/n 09679 ©2023 HydroCAD Software Solutions LLC Page 12 Hydrograph for Subcatchment 7S: 121 OFFSITE SWALES Time Precip. Excess Runoff Time Precip. Excess Runoff (hours) (inches) (inches) (cfs) (hours) (inches) (inches) (cfs) 0.00 0.00 0.00 0.00 260.00 5.00 2.45 0.00 5.00 0.33 0.00 0.00 265.00 5.00 2.45 0.00 10.00 0.96 0.02 0.04 270.00 5.00 2.45 0.00 15.00 4.18 1.80 0.21 275.00 5.00 2.45 0.00 20.00 4.73 2.23 0.11 280.00 5.00 2.45 0.00 25.00 5.00 2.45 0.00 285.00 5.00 2.45 0.00 30.00 5.00 2.45 0.00 290.00 5.00 2.45 0.00 35.00 5.00 2.45 0.00 295.00 5.00 2.45 0.00 40.00 5.00 2.45 0.00 300.00 5.00 2.45 0.00 45.00 5.00 2.45 0.00 305.00 5.00 2.45 0.00 50.00 5.00 2.45 0.00 310.00 5.00 2.45 0.00 55.00 5.00 2.45 0.00 315.00 5.00 2.45 0.00 60.00 5.00 2.45 0.00 320.00 5.00 2.45 0.00 65.00 5.00 2.45 0.00 325.00 5.00 2.45 0.00 70.00 5.00 2.45 0.00 330.00 5.00 2.45 0.00 75.00 5.00 2.45 0.00 335.00 5.00 2.45 0.00 80.00 5.00 2.45 0.00 340.00 5.00 2.45 0.00 85.00 5.00 2.45 0.00 345.00 5.00 2.45 0.00 90.00 5.00 2.45 0.00 350.00 5.00 2.45 0.00 95.00 5.00 2.45 0.00 355.00 5.00 2.45 0.00 100.00 5.00 2.45 0.00 360.00 5.00 2.45 0.00 105.00 5.00 2.45 0.00 365.00 5.00 2.45 0.00 110.00 5.00 2.45 0.00 370.00 5.00 2.45 0.00 115.00 5.00 2.45 0.00 375.00 5.00 2.45 0.00 120.00 5.00 2.45 0.00 380.00 5.00 2.45 0.00 125.00 5.00 2.45 0.00 385.00 5.00 2.45 0.00 130.00 5.00 2.45 0.00 390.00 5.00 2.45 0.00 135.00 5.00 2.45 0.00 395.00 5.00 2.45 0.00 140.00 5.00 2.45 0.00 400.00 5.00 2.45 0.00 145.00 5.00 2.45 0.00 150.00 5.00 2.45 0.00 155.00 5.00 2.45 0.00 160.00 5.00 2.45 0.00 165.00 5.00 2.45 0.00 170.00 5.00 2.45 0.00 175.00 5.00 2.45 0.00 180.00 5.00 2.45 0.00 185.00 5.00 2.45 0.00 190.00 5.00 2.45 0.00 195.00 5.00 2.45 0.00 200.00 5.00 2.45 0.00 205.00 5.00 2.45 0.00 210.00 5.00 2.45 0.00 215.00 5.00 2.45 0.00 220.00 5.00 2.45 0.00 225.00 5.00 2.45 0.00 230.00 5.00 2.45 0.00 235.00 5.00 2.45 0.00 240.00 5.00 2.45 0.00 245.00 5.00 2.45 0.00 250.00 5.00 2.45 0.00 255.00 5.00 2.45 0.00 FL22024 POST Type 11 FL 24-hr 10y-24h Rainfall=5.00" Prepared by Newlines Engineering & Surveying Printed 09/05/2024 HydroCAD® 10.20-4b s/n 09679 ©2023 HydroCAD Software Solutions LLC Page 13 Summary for Pond 3P: BLOCK 110 Inflow Area = 2.070 ac, 54.59% Impervious, Inflow Depth = 2.99" for 10y-24h event Inflow = 3.36 cfs @ 12.31 hrs, Volume= 0.515 of Outflow = 0.21 cfs @ 17.09 hrs, Volume= 0.515 af, Atten= 94%, Lag= 286.8 min Primary = 0.21 cfs @ 17.09 hrs, Volume= 0.515 af Routed to Pond 8P : 110 OFFSITE SWALES Routing by Stor-Ind method, Time Span= 0.00-400.00 hrs, dt= 0.01 hrs Starting Elev= 25.20' Surf.Area= 0.306 ac Storage= 0.292 af Peak Elev= 26.08' @ 17.09 hrs Surf.Area= 0.390 ac Storage= 0.637 af (0.346 af above start) Plug-Flow detention time= 2,147.5 min calculated for 0.223 af(43% of inflow) Center-of-Mass det. time= 1,107.1 min ( 1,952.7 - 845.6 ) Volume Invert Avail.Storage Storage Description #1 24.00' 0.570 af Dry retention 110 (Prismatic) Listed below(Recalc) #2 25.50' 1.120 af LOT Listed below-Impervious 1.690 af Total Available Storage Elevation Surf.Area Inc.Store Cum.Store (feet) (acres) (acre-feet) (acre-feet) 24.00 0.180 0.000 0.000 26.00 0.390 0.570 0.570 Elevation Cum.Store (feet) (acre-feet) 25.50 0.000 26.00 0.040 26.50 0.210 27.00 0.590 27.50 1.120 Device Routing Invert Outlet Devices #1 Primary 21.50' 18.0" Round Culvert L= 36.3' Ke= 0.500 Inlet/Outlet Invert= 21.50'/21.50' S= 0.0000 '/' Cc= 0.900 n= 0.011, Flow Area= 1.77 sf #2 Device 1 25.20' 3.0"Vert. Orifice C= 0.600 Limited to weir flow at low heads #3 Device 1 26.85' 1.0" x 1.0" Horiz. Grate X 12.00 columns X 18 rows C= 0.600 in 24.0"x 36.0" Grate (25% open area) Limited to weir flow at low heads Primary OutFlow Max=0.21 cfs @ 17.09 hrs HW=26.08' (Free Discharge) t-1=Culvert (Passes 0.21 cfs of 16.65 cfs potential flow) 4E2=Orifice (Orifice Controls 0.21 cfs @ 4.19 fps) 3=Grate Controls 0.00 cfs) FL22024 POST Type II FL 24-hr 10y-24h Rainfall=5.00" Prepared by Newlines Engineering & Surveying Printed 09/05/2024 HydroCADO 10.20-4b s/n 09679 ©2023 HydroCAD Software Solutions LLC Page 14 Grate Pond 3P: BLOCK 110 Culvert I I Pond 3P: BLOCK 110 Hydrograph ■Inflow 1 3.36 cfs I ■Primary Inflow Area=2.070 ac Peak EIev=26.08' Storage=0.637 of _G LL 1— cfs 0 0 20 40 60 80 100 120 140 160 180 200 220 240 260 280 300 320 340 360 380 400 Time (hours) FL22024 POST Type II FL 24-hr 10y-24h Rainfall=5.00" Prepared by Newlines Engineering & Surveying Printed 09/05/2024 HydroCAD® 10.20-4b s/n 09679 ©2023 HydroCAD Software Solutions LLC Page 15 Hydrograph for Pond 3P: BLOCK 110 Time Inflow Storage Elevation Primary (hours) (cfs) (acre-feet) (feet) (cfs) 0.00 0.00 0.292 25.20 0.00 10.00 0.11 0.303 25.24 0.00 20.00 0.15 0.630 26.06 0.20 30.00 0.00 0.520 25.81 0.16 40.00 0.00 0.407 25.54 0.11 50.00 0.00 0.342 25.36 0.05 60.00 0.00 0.319 25.29 0.02 70.00 0.00 0.310 25.26 0.01 80.00 0.00 0.305 25.24 0.00 90.00 0.00 0.302 25.23 0.00 100.00 0.00 0.300 25.23 0.00 110.00 0.00 0.299 25.22 0.00 120.00 0.00 0.298 25.22 0.00 130.00 0.00 0.297 25.22 0.00 140.00 0.00 0.296 25.22 0.00 150.00 0.00 0.296 25.21 0.00 160.00 0.00 0.295 25.21 0.00 170.00 0.00 0.295 25.21 0.00 180.00 0.00 0.294 25.21 0.00 190.00 0.00 0.294 25.21 0.00 200.00 0.00 0.294 25.21 0.00 210.00 0.00 0.293 25.21 0.00 220.00 0.00 0.293 25.20 0.00 230.00 0.00 0.293 25.20 0.00 240.00 0.00 0.293 25.20 0.00 250.00 0.00 0.293 25.20 0.00 260.00 0.00 0.292 25.20 0.00 270.00 0.00 0.292 25.20 0.00 280.00 0.00 0.292 25.20 0.00 290.00 0.00 0.292 25.20 0.00 300.00 0.00 0.292 25.20 0.00 310.00 0.00 0.292 25.20 0.00 320.00 0.00 0.292 25.20 0.00 330.00 0.00 0.292 25.20 0.00 340.00 0.00 0.292 25.20 0.00 350.00 0.00 0.292 25.20 0.00 360.00 0.00 0.292 25.20 0.00 370.00 0.00 0.292 25.20 0.00 380.00 0.00 0.292 25.20 0.00 390.00 0.00 0.292 25.20 0.00 400.00 0.00 0.292 25.20 0.00 FL22024 POST Type II FL 24-hr 10y-24h Rainfall=5.00" Prepared by Newlines Engineering & Surveying Printed 09/05/2024 HydroCAD® 10.20-4b s/n 09679 ©2023 HydroCAD Software Solutions LLC Page 16 Summary for Pond 6P: BLOCK 121 Inflow Area = 2.170 ac, 53.00% Impervious, Inflow Depth = 2.99" for 10y-24h event Inflow = 3.53 cfs @ 12.31 hrs, Volume= 0.540 af Outflow = 0.21 cfs @ 17.72 hrs, Volume= 0.540 af, Atten= 94%, Lag= 324.7 min Primary = 0.21 cfs @ 17.72 hrs, Volume= 0.540 af Routed to Pond 9P : 110 OFFSITE SWALES Routing by Stor-Ind method, Time Span= 0.00-400.00 hrs, dt= 0.01 hrs Starting Elev= 25.90' Surf.Area= 0.372 ac Storage= 0.289 af Peak Elev= 26.78' @ 17.72 hrs Surf.Area= 0.440 ac Storage= 0.657 af (0.368 af above start) Plug-Flow detention time= 2,317.7 min calculated for 0.251 af(46% of inflow) Center-of-Mass det. time= 1,234.5 min ( 2,080.0 - 845.6 ) Volume Invert Avail.Storage Storage Description #1 25.00' 0.532 af Dry retention 121 (Prismatic) Listed below(Recalc) #2 26.50' 0.730 af LOT Listed below-Impervious 1.262 af Total Available Storage Elevation Surf.Area Inc.Store Cum.Store (feet) (acres) (acre-feet) (acre-feet) 25.00 0.270 0.000 0.000 26.50 0.440 0.532 0.532 Elevation Cum.Store (feet) (acre-feet) 26.50 0.000 27.00 0.220 27.50 0.730 Device Routing Invert Outlet Devices #1 Primary 21.50' 18.0" Round Culvert L= 111.0' Ke= 0.500 Inlet/ Outlet Invert= 21.50' /21.50' S= 0.0000 '/' Cc= 0.900 n= 0.011, Flow Area= 1.77 sf #2 Device 1 25.90' 3.0"Vert. Orifice C= 0.600 Limited to weir flow at low heads #3 Device 1 27.40' 1.0"x 1.0" Horiz. Grate X 12.00 columns X 18 rows C= 0.600 in 24.0" x 36.0" Grate (25% open area) Limited to weir flow at low heads Primary OutFlow Max=0.21 cfs @ 17.72 hrs HW=26.78' (Free Discharge) L1=Culvert (Passes 0.21 cfs of 16.05 cfs potential flow) 4E2=Orifice (Orifice Controls 0.21 cfs @ 4.19 fps) 3=Grate ( Controls 0.00 cfs) Culvert I FL22024 POST Type 11 FL 24-hr 10y-24h Rainfall=5.00" Prepared by Newlines Engineering & Surveying Printed 09/05/2024 HydroCAD® 10.20-4b s/n 09679 ©2023 HydroCAD Software Solutions LLC Page 17 Pond 6P: BLOCK 121 Hydrograph / ■Inflow 3.53 cfs ] ■Primary Inflow Area=2.170 ac Peak Elev=26.78' 3 Storage=0.657 of U 2 O LL 1 0.21 c(s 0 0 20 40 60 80 100 120 140 160 180 200 220 240 260 280 300 320 340 360 380 400 Time (hours) FL22024 POST Type II FL 24-hr 10y-24h Rainfall=5.00" Prepared by Newlines Engineering & Surveying Printed 09/05/2024 HydroCAD® 10.20-4b s/n 09679 ©2023 HydroCAD Software Solutions LLC Page 18 Hydrograph for Pond 6P: BLOCK 121 Time Inflow Storage Elevation Primary (hours) (cfs) (acre-feet) (feet) (cfs) 0.00 0.00 0.289 25.90 0.00 10.00 0.12 0.301 25.93 0.00 20.00 0.16 0.651 26.77 0.20 30.00 0.00 0.541 26.52 0.17 40.00 0.00 0.426 26.25 0.11 50.00 0.00 0.357 26.08 0.05 60.00 0.00 0.328 26.00 0.02 70.00 0.00 0.316 25.97 0.01 80.00 0.00 0.309 25.95 0.01 90.00 0.00 0.305 25.94 0.00 100.00 0.00 0.302 25.93 0.00 110.00 0.00 0.300 25.93 0.00 120.00 0.00 0.298 25.93 0.00 130.00 0.00 0.297 25.92 0.00 140.00 0.00 0.296 25.92 0.00 150.00 0.00 0.296 25.92 0.00 160.00 0.00 0.295 25.92 0.00 170.00 0.00 0.294 25.91 0.00 180.00 0.00 0.294 25.91 0.00 190.00 0.00 0.293 25.91 0.00 200.00 0.00 0.293 25.91 0.00 210.00 0.00 0.292 25.91 0.00 220.00 0.00 0.292 25.91 0.00 230.00 0.00 0.291 25.91 0.00 240.00 0.00 0.291 25.91 0.00 250.00 0.00 0.291 25.91 0.00 260.00 0.00 0.291 25.90 0.00 270.00 0.00 0.290 25.90 0.00 280.00 0.00 0.290 25.90 0.00 290.00 0.00 0.290 25.90 0.00 300.00 0.00 0.290 25.90 0.00 310.00 0.00 0.290 25.90 0.00 320.00 0.00 0.290 25.90 0.00 330.00 0.00 0.290 25.90 0.00 340.00 0.00 0.290 25.90 0.00 350.00 0.00 0.289 25.90 0.00 360.00 0.00 0.289 25.90 0.00 370.00 0.00 0.289 25.90 0.00 380.00 0.00 0.289 25.90 0.00 390.00 0.00 0.289 25.90 0.00 400.00 0.00 0.289 25.90 0.00 FL22024 POST Type II FL 24-hr 10y-24h Rainfall=5.00" Prepared by Newlines Engineering & Surveying Printed 09/05/2024 HydroCAD® 10.20-4b s/n 09679 ©2023 HydroCAD Software Solutions LLC Page 19 Summary for Pond 8P: 110 OFFSITE SWALES Inflow Area = 3.500 ac, 46.57% Impervious, Inflow Depth = 2.73" for 10y-24h event Inflow = 1.95 cfs @ 12.35 hrs, Volume= 0.797 af Outflow = 1.91 cfs @ 12.44 hrs, Volume= 0.797 af, Atten= 2%, Lag= 5.7 min Primary = 0.47 cfs @ 12.44 hrs, Volume= 0.030 af Routed to Link 5L : FDOT Secondary = 1.44 cfs @ 12.44 hrs, Volume= 0.767 af Routed to Link 5L : FDOT Routing by Stor-Ind method, Time Span= 0.00-400.00 hrs, dt= 0.01 hrs Peak Elev= 23.82' @ 12.44 hrs Storage= 0.013 af Plug-Flow detention time= 2.1 min calculated for 0.797 af (100% of inflow) Center-of-Mass det. time= 2.1 min ( 1,570.4 - 1,568.3 ) Volume Invert Avail.Storage Storage Description #1 23.50' 0.710 af Custom Stage Data Listed below Elevation Cum.Store (feet) (acre-feet) 23.50 0.000 24.00 0.020 24.50 0.060 25.00 0.140 25.50 0.260 26.00 0.400 26.50 0.550 27.00 0.710 Device Routing Invert Outlet Devices #1 Primary 23.50' 12.0" Round Culvert L= 11.0' Ke= 0.500 Inlet/ Outlet Invert= 23.50' / 23.50' S= 0.0000 '/' Cc= 0.900 n= 0.011, Flow Area= 0.79 sf #2 Primary 23.50' 12.0" Round Culvert L= 8.0' Ke= 0.500 Inlet/ Outlet Invert= 23.50' / 23.50' S= 0.0000 '/' Cc= 0.900 n= 0.011, Flow Area= 0.79 sf #3 Secondary 23.00' 12.0" Round Culvert L= 7.0' Ke= 0.500 Inlet/ Outlet Invert= 23.00' / 23.00' S= 0.0000 '/' Cc= 0.900 n= 0.011, Flow Area= 0.79 sf Primary OutFlow Max=0.47 cfs @ 12.44 hrs HW=23.82' (Free Discharge) 'L1=Culvert (Barrel Controls 0.23 cfs @ 1.59 fps) 2=Culvert (Barrel Controls 0.24 cfs @ 1.65 fps) Secondary OutFlow Max=1.44 cfs @ 12.44 hrs HW=23.82' (Free Discharge) t--3=Culvert (Barrel Controls 1.44 cfs @ 2.84 fps) FL22024 POST Type I!FL 24-hr 10y-24h Rainfall=5.00" Prepared by Newlines Engineering & Surveying Printed 09/05/2024 HydroCAD® 10.20-4b s/n 09679 ©2023 HydroCAD Software Solutions LLC Page 20 Pond 8P: 110 OFFSITE SWALES Pond 8P: 110 OFFSITE SWALES Hydrograph •Inflow 11.95 cfs I ❑Outflow 9;�= Inflow Area=3.500 ac rimary :se ondary 2- Peak Elev=23.82' Stora a=0.013 of -imps 9 0 LL 0 20 40 60 80 100 120 140 160 180 200 220 240 260 280 300 320 340 360 380 400 Time (hours) FL22024 POST Type II FL 24-hr 10y-24h Rainfall=5.00" Prepared by Newlines Engineering & Surveying Printed 09/05/2024 HydroCAD® 10.20-4b s/n 09679 ©2023 HydroCAD Software Solutions LLC Page 21 Hydrograph for Pond 8P: 110 OFFSITE SWALES Time Inflow Storage Elevation Outflow Primary Secondary (hours) (cfs) (acre-feet) (feet) (cfs) (cfs) (cfs) 0.00 0.00 0.000 23.50 0.00 0.00 0.00 10.00 0.03 0.000 23.50 0.03 0.00 0.03 20.00 0.30 0.001 23.52 0.30 0.00 0.30 30.00 0.16 0.000 23.51 0.16 0.00 0.16 40.00 0.11 0.000 23.51 0.11 0.00 0.11 50.00 0.05 0.000 23.50 0.05 0.00 0.05 60.00 0.02 0.000 23.50 0.02 0.00 0.02 70.00 0.01 0.000 23.50 0.01 0.00 0.01 80.00 0.00 0.000 23.50 0.00 0.00 0.00 90.00 0.00 0.000 23.50 0.00 0.00 0.00 100.00 0.00 0.000 23.50 0.00 0.00 0.00 110.00 0.00 0.000 23.50 0.00 0.00 0.00 120.00 0.00 0.000 23.50 0.00 0.00 0.00 130.00 0.00 0.000 23.50 0.00 0.00 0.00 140.00 0.00 0.000 23.50 0.00 0.00 0.00 150.00 0.00 0.000 23.50 0.00 0.00 0.00 160.00 0.00 0.000 23.50 0.00 0.00 0.00 170.00 0.00 0.000 23.50 0.00 0.00 0.00 180.00 0.00 0.000 23.50 0.00 0.00 0.00 190.00 0.00 0.000 23.50 0.00 0.00 0.00 200.00 0.00 0.000 23.50 0.00 0.00 0.00 210.00 0.00 0.000 23.50 0.00 0.00 0.00 220.00 0.00 0.000 23.50 0.00 0.00 0.00 230.00 0.00 0.000 23.50 0.00 0.00 0.00 240.00 0.00 0.000 23.50 0.00 0.00 0.00 250.00 0.00 0.000 23.50 0.00 0.00 0.00 260.00 0.00 0.000 23.50 0.00 0.00 0.00 270.00 0.00 0.000 23.50 0.00 0.00 0.00 280.00 0.00 0.000 23.50 0.00 0.00 0.00 290.00 0.00 0.000 23.50 0.00 0.00 0.00 300.00 0.00 0.000 23.50 0.00 0.00 0.00 310.00 0.00 0.000 23.50 0.00 0.00 0.00 320.00 0.00 0.000 23.50 0.00 0.00 0.00 330.00 0.00 0.000 23.50 0.00 0.00 0.00 340.00 0.00 0.000 23.50 0.00 0.00 0.00 350.00 0.00 0.000 23.50 0.00 0.00 0.00 360.00 0.00 0.000 23.50 0.00 0.00 0.00 370.00 0.00 0.000 23.50 0.00 0.00 0.00 380.00 0.00 0.000 23.50 0.00 0.00 0.00 390.00 0.00 0.000 23.50 0.00 0.00 0.00 400.00 0.00 0.000 23.50 0.00 0.00 0.00 FL22024 POST Type II FL 24-hr 10y-24h Rainfall=5.00" Prepared by Newlines Engineering & Surveying Printed 09/05/2024 HydroCAD® 10.20-4b s/n 09679 ©2023 HydroCAD Software Solutions LLC Page 22 Summary for Pond 9P: 110 OFFSITE SWALES Inflow Area = 3.750 ac, 46.67% Impervious, Inflow Depth = 2.76" for 10y-24h event Inflow = 2.22 cfs @ 12.34 hrs, Volume= 0.862 af Outflow = 2.00 cfs @ 12.55 hrs, Volume= 0.862 af, Atten= 10%, Lag= 12.1 min Primary = 2.00 cfs @ 12.55 hrs, Volume= 0.862 af Routed to Link 5L : FDOT Routing by Stor-Ind method, Time Span= 0.00-400.00 hrs, dt= 0.01 hrs Peak Elev= 24.52' @ 12.55 hrs Storage= 0.032 af o Plug-Flow detention time= 29.3 min calculated for 0.862 af 100/o of inflow) ( Center-of-Mass det. time= 28.6 min ( 1,653.3 - 1,624.7 ) Volume Invert Avail.Storage Storage Description #1 23.50' 0.670 af Custom Stage Data Listed below Elevation Cum.Store (feet) (acre-feet) 23.50 0.000 24.00 0.010 24.50 0.030 25.00 0.080 25.50 0.180 26.00 0.320 26.50 0.490 27.00 0.670 Device Routing Invert Outlet Devices #1 Primary 23.50' 12.0" Round Culvert L= 9.0' Ke= 0.500 Inlet/ Outlet Invert= 23.50'/23.50' S= 0.0000 '/' Cc= 0.900 n= 0.013 Corrugated PE, smooth interior, Flow Area= 0.79 sf Primary OutFlow Max=2.00 cfs @ 12.55 hrs HW=24.52' (Free Discharge) L1=Culvert (Barrel Controls 2.00 cfs @ 3.09 fps) Pond 9P: 110 OFFSITE SWALES FL22024 POST Type II FL 24-hr 10y-24h Rainfall=5.00" Prepared by Newlines Engineering & Surveying Printed 09/05/2024 HydroCAD® 10.20-4b s/n 09679 ©2023 HydroCAD Software Solutions LLC Page 23 Pond 9P: 110 OFFSITE SWALES Hydrograph / •Inflow I (222 cfs I 0 Primary Inflow Area=3.750 ac 2 200cfs Peak,Elev=24.52' Storage=0.032 of i 12.0" -Round Culvert n-0013 L=9.0' S=0.0000 '/' 0 0 20 40 60 80 100 120 140 160 180 200 220 240 260 280 300 320 340 360 380 400 Time (hours) FL22024 POST Type II FL 24-hr 10y-24h Rainfall=5.00" Prepared by Newlines Engineering & Surveying Printed 09/05/2024 HydroCAD® 10.20-4b s/n 09679 ©2023 HydroCAD Software Solutions LLC Page 24 Hydrograph for Pond 9P: 110 OFFSITE SWALES Time Inflow Storage Elevation Primary (hours) (cfs) (acre-feet) (feet) (cfs) 0.00 0.00 0.000 23.50 0.00 10.00 0.04 0.002 23.59 0.02 20.00 0.31 0.007 23.87 0.31 30.00 0.17 0.006 23.78 0.17 40.00 0.11 0.005 23.73 0.11 50.00 0.05 0.003 23.67 0.06 60.00 0.02 0.002 23.61 0.02 70.00 0.01 0.002 23.58 0.01 80.00 0.01 0.001 23.57 0.01 90.00 0.00 0.001 23.55 0.00 100.00 0.00 0.001 23.55 0.00 110.00 0.00 0.001 23.54 0.00 120.00 0.00 0.001 23.54 0.00 130.00 0.00 0.001 23.54 0.00 140.00 0.00 0.001 23.53 0.00 150.00 0.00 0.001 23.53 0.00 160.00 0.00 0.001 23.53 0.00 170.00 0.00 0.000 23.52 0.00 180.00 0.00 0.000 23.52 0.00 190.00 0.00 0.000 23.52 0.00 200.00 0.00 0.000 23.52 0.00 210.00 0.00 0.000 23.51 0.00 220.00 0.00 0.000 23.51 0.00 230.00 0.00 0.000 23.51 0.00 240.00 0.00 0.000 23.51 0.00 250.00 0.00 0.000 23.51 0.00 260.00 0.00 0.000 23.51 0.00 270.00 0.00 0.000 23.51 0.00 280.00 0.00 0.000 23.51 0.00 290.00 0.00 0.000 23.51 0.00 300.00 0.00 0.000 23.50 0.00 310.00 0.00 0.000 23.50 0.00 320.00 0.00 0.000 23.50 0.00 330.00 0.00 0.000 23.50 0.00 340.00 0.00 0.000 23.50 0.00 350.00 0.00 0.000 23.50 0.00 360.00 0.00 0.000 23.50 0.00 370.00 0.00 0.000 23.50 0.00 380.00 0.00 0.000 23.50 0.00 390.00 0.00 0.000 23.50 0.00 400.00 0.00 0.000 23.50 0.00 FL22024 POST Type 11 FL 24-hr 10y-24h Rainfall=5.00" Prepared by Newlines Engineering & Surveying Printed 09/05/2024 HydroCAD® 10.20-4b s/n 09679 ©2023 HydroCAD Software Solutions LLC Page 25 Summary for Link 5L: FDOT Inflow Area = 7.250 ac, 46.62% Impervious, Inflow Depth = 2.75" for 10y-24h event Inflow = 3.89 cfs @ 12.47 hrs, Volume= 1.659 af Primary = 3.89 cfs @ 12.47 hrs, Volume= 1.659 af, Atten= 0%, Lag= 0.0 min Primary outflow= Inflow, Time Span= 0.00-400.00 hrs, dt= 0.01 hrs Link 5L: FDOT Hydrograph ■Inflow 13.89 cfs I ■Primary 4 389cfs- Inflow Area=7.250 ac 3- u o 2- u. 1- 0 0 20 40 60 80 100 120 140 160 180 200 220 240 260 280 300 320 340 360 380 400 Time (hours) FL22024 POST Type II FL 24-hr 10y-24h Rainfall=5.00" Prepared by Newlines Engineering & Surveying Printed 09/05/2024 HydroCAD® 10.20-4b s/n 09679 ©2023 HydroCAD Software Solutions LLC Page 26 Hydrograph for Link 5L: FDOT Time Inflow Elevation Primary Time Inflow Elevation Primary (hours) (cfs) (feet) (cfs) (hours) (cfs) (feet) (cfs) 0.00 0.00 0.00 0.00 260.00 0.00 0.00 0.00 5.00 0.00 0.00 0.00 265.00 0.00 0.00 0.00 10.00 0.05 0.00 0.05 270.00 0.00 0.00 0.00 15.00 0.82 0.00 0.82 275.00 0.00 0.00 0.00 20.00 0.61 0.00 0.61 280.00 0.00 0.00 0.00 25.00 0.39 0.00 0.39 285.00 0.00 0.00 0.00 30.00 0.33 0.00 0.33 290.00 0.00 0.00 0.00 35.00 0.28 0.00 0.28 295.00 0.00 0.00 0.00 40.00 0.22 0.00 0.22 300.00 0.00 0.00 0.00 45.00 0.17 0.00 0.17 305.00 0.00 0.00 0.00 50.00 0.10 0.00 0.10 310.00 0.00 0.00 0.00 55.00 0.06 0.00 0.06 315.00 0.00 0.00 0.00 60.00 0.04 0.00 0.04 320.00 0.00 0.00 0.00 65.00 0.03 0.00 0.03 325.00 0.00 0.00 0.00 70.00 0.02 0.00 0.02 330.00 0.00 0.00 0.00 75.00 0.01 0.00 0.01 335.00 0.00 0.00 0.00 80.00 0.01 0.00 0.01 340.00 0.00 0.00 0.00 85.00 0.01 0.00 0.01 345.00 0.00 0.00 0.00 90.00 0.01 0.00 0.01 350.00 0.00 0.00 0.00 95.00 0.01 0.00 0.01 355.00 0.00 0.00 0.00 100.00 0.00 0.00 0.00 360.00 0.00 0.00 0.00 105.00 0.00 0.00 0.00 365.00 0.00 0.00 0.00 110.00 0.00 0.00 0.00 370.00 0.00 0.00 0.00 115.00 0.00 0.00 0.00 375.00 0.00 0.00 0.00 120.00 0.00 0.00 0.00 380.00 0.00 0.00 0.00 125.00 0.00 0.00 0.00 385.00 0.00 0.00 0.00 130.00 0.00 0.00 0.00 390.00 0.00 0.00 0.00 135.00 0.00 0.00 0.00 395.00 0.00 0.00 0.00 140.00 0.00 0.00 0.00 400.00 0.00 0.00 0.00 145.00 0.00 0.00 0.00 150.00 0.00 0.00 0.00 155.00 0.00 0.00 0.00 160.00 0.00 0.00 0.00 165.00 0.00 0.00 0.00 170.00 0.00 0.00 0.00 175.00 0.00 0.00 0.00 180.00 0.00 0.00 0.00 185.00 0.00 0.00 0.00 190.00 0.00 0.00 0.00 195.00 0.00 0.00 0.00 200.00 0.00 0.00 0.00 205.00 0.00 0.00 0.00 210.00 0.00 0.00 0.00 215.00 0.00 0.00 0.00 220.00 0.00 0.00 0.00 225.00 0.00 0.00 0.00 230.00 0.00 0.00 0.00 235.00 0.00 0.00 0.00 240.00 0.00 0.00 0.00 245.00 0.00 0.00 0.00 250.00 0.00 0.00 0.00 255.00 0.00 0.00 0.00 FL22024 POST SFWMD 72-hr 25y-72h Rainfall=9.00" Prepared by Newlines Engineering & Surveying Printed 09/05/2024 HydroCAD® 10.20-4b s/n 09679 ©2023 HydroCAD Software Solutions LLC Page 27 Time span=0.00-400.00 hrs, dt=0.01 hrs, 40001 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=2.070 ac 54.59% Impervious Runoff Depth=6.69" Tc=10.0 min CN=81 Runoff=7.90 cfs 1.155 of Subcatchment 2S: BLOCK 121 Runoff Area=2.170 ac 53.00% Impervious Runoff Depth=6.69" Tc=10.0 min CN=81 Runoff=8.28 cfs 1.210 af Subcatchment 6S: 110 OFFSITE SWALES Runoff Area=1.430 ac 34.97% Impervious Runoff Depth=5.83" Tc=10.0 min CN=74 Runoff=5.00 cfs 0.695 af Subcatchment 7S: 121 OFFSITE SWALES Runoff Area=1.580 ac 37.97% Impervious Runoff Depth=5.95" Tc=10.0 min CN=75 Runoff=5.60 cfs 0.784 af Pond 3P: BLOCK 110 Peak Elev=26.83' Storage=1.033 af Inflow=7.90 cfs 1.155 af Outflow=0.29 cfs 1.154 af Pond 6P: BLOCK 121 Peak Elev=27.33' Storage=1.092 af Inflow=8.28 cfs 1.210 af Outflow=0.27 cfs 1.210 af Pond 8P: 110 OFFSITE SWALES Peak Elev=24.21' Storage=0.037 af Inflow=5.22 cfs 1.849 af Primary=2.21 cfs 0.122 of Secondary=2.59 cfs 1.727 of Outflow=4.80 cfs 1.849 of Pond 9P: 110 OFFSITE SWALES Peak Elev=25.12' Storage=0.104 of Inflow=5.82 cfs 1.993 af 12.0" Round Culvert n=0.013 L=9.0' S=0.0000 '/' Outflow=3.72 cfs 1.993 af Link 5L: FDOT Inflow=8.41 cfs 3.842 of Primary=8.41 cfs 3.842 of Total Runoff Area= 7.250 ac Runoff Volume=3.843 af Average Runoff Depth = 6.36" 53.38% Pervious= 3.870 ac 46.62% Impervious = 3.380 ac FL22024 POST SFWMD 72-hr 25y-72h Rainfall=9.00" Prepared by Newlines Engineering & Surveying Printed 09/05/2024 HydroCAD® 10.20-4b s/n 09679 ©2023 HydroCAD Software Solutions LLC Page 28 Summary for Subcatchment 1S: BLOCK 110 Runoff = 7.90 cfs @ 59.96 hrs, Volume= 1.155 af, Depth= 6.69" Routed to Pond 3P : BLOCK 110 Runoff by SCS TR-20 method, UH=SWFWMD-256, Weighted-CN, Time Span= 0.00-400.00 hrs, dt= 0.01 hrs SFWMD 72-hr 25y-72h Rainfall=9.00" Area (ac) CN Description 1.130 98 Paved parking, HSG A 0.940 61 >75% Grass cover, Good, HSG B 2.070 81 Weighted Average 0.940 61 45.41% Pervious Area 1.130 98 54.59% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 10.0 Direct Entry, Subcatchment 1S: BLOCK 110 Hydrograph / •Runoff 17.90 cfs I 8 SFWMD 72-hr 7- 25y-72h Rainfall=9.00" Runoff Area=2.070 ac Runoff Volume=1.155 of - Runoff Depth=6.69" 4; Tc=10.0 min 3- CN=81 2- 1- 0 0 20 40 60 80 100 120 140 160 180 200 220 240 260 280 300 320 340 360 380 400 Time (hours) FL22024 POST SFWMD 72-hr 25y-72h Rainfall=9.00" Prepared by Newlines Engineering & Surveying Printed 09/05/2024 HydroCAD® 10.20-4b s/n 09679 ©2023 HydroCAD Software Solutions LLC Page 29 Hydrograph for Subcatchment 1S: BLOCK 110 Time Precip. Excess Runoff Time Precip. Excess Runoff (hours) (inches) (inches) (cfs) (hours) (inches) (inches) (cfs) 0.00 0.00 0.00 0.00 260.00 9.00 6.69 0.00 5.00 0.20 0.00 0.00 265.00 9.00 6.69 0.00 10.00 0.41 0.00 0.00 270.00 9.00 6.69 0.00 15.00 0.61 0.01 0.01 275.00 9.00 6.69 0.00 20.00 0.81 0.04 0.02 280.00 9.00 6.69 0.00 25.00 1.02 0.10 0.04 285.00 9.00 6.69 0.00 30.00 1.31 0.22 0.06 290.00 9.00 6.69 0.00 35.00 1.61 0.37 0.07 295.00 9.00 6.69 0.00 40.00 1.90 0.54 0.07 300.00 9.00 6.69 0.00 45.00 2.20 0.73 0.08 305.00 9.00 6.69 0.00 50.00 2.51 0.95 0.10 310.00 9.00 6.69 0.00 55.00 3.09 1.39 0.28 315.00 9.00 6.69 0.00 60.00 6.72 4.55 7.82 320.00 9.00 6.69 0.00 65.00 8.32 6.05 0.23 325.00 9.00 6.69 0.00 70.00 8.84 6.54 0.16 330.00 9.00 6.69 0.00 75.00 9.00 6.69 0.00 335.00 9.00 6.69 0.00 80.00 9.00 6.69 0.00 340.00 9.00 6.69 0.00 85.00 9.00 6.69 0.00 345.00 9.00 6.69 0.00 90.00 9.00 6.69 0.00 350.00 9.00 6.69 0.00 95.00 9.00 6.69 0.00 355.00 9.00 6.69 0.00 100.00 9.00 6.69 0.00 360.00 9.00 6.69 0.00 105.00 9.00 6.69 0.00 365.00 9.00 6.69 0.00 110.00 9.00 6.69 0.00 370.00 9.00 6.69 0.00 115.00 9.00 6.69 0.00 375.00 9.00 6.69 0.00 120.00 9.00 6.69 0.00 380.00 9.00 6.69 0.00 125.00 9.00 6.69 0.00 385.00 9.00 6.69 0.00 130.00 9.00 6.69 0.00 390.00 9.00 6.69 0.00 135.00 9.00 6.69 0.00 395.00 9.00 6.69 0.00 140.00 9.00 6.69 0.00 400.00 9.00 6.69 0.00 145.00 9.00 6.69 0.00 150.00 9.00 6.69 0.00 155.00 9.00 6.69 0.00 160.00 9.00 6.69 0.00 165.00 9.00 6.69 0.00 170.00 9.00 6.69 0.00 175.00 9.00 6.69 0.00 180.00 9.00 6.69 0.00 185.00 9.00 6.69 0.00 190.00 9.00 6.69 0.00 195.00 9.00 6.69 0.00 200.00 9.00 6.69 0.00 205.00 9.00 6.69 0.00 210.00 9.00 6.69 0.00 215.00 9.00 6.69 0.00 220.00 9.00 6.69 0.00 225.00 9.00 6.69 0.00 230.00 9.00 6.69 0.00 235.00 9.00 6.69 0.00 240.00 9.00 6.69 0.00 245.00 9.00 6.69 0.00 250.00 9.00 6.69 0.00 255.00 9.00 6.69 0.00 FL22024 POST SFWMD 72-hr 25y-72h Rainfall=9.00" Prepared by Newlines Engineering & Surveying Printed 09/05/2024 HydroCAD® 10.20-4b s/n 09679 ©2023 HydroCAD Software Solutions LLC Page 30 Summary for Subcatchment 2S: BLOCK 121 Runoff = 8.28 cfs @ 59.96 hrs, Volume= 1.210 af, Depth= 6.69" Routed to Pond 6P : BLOCK 121 Runoff by SCS TR-20 method, UH=SWFWMD-256, Weighted-CN, Time Span= 0.00-400.00 hrs, dt= 0.01 hrs SFWMD 72-hr 25y-72h Rainfall=9.00" Area (ac) CN Description _ 1.150 98 Paved parking, HSG A 1.020 61 >75% Grass cover, Good, HSG B 2.170 81 Weighted Average 1.020 61 47.00% Pervious Area 1.150 98 53.00% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 10.0 Direct Entry, Subcatchment 2S: BLOCK 121 Hydrograph g •Runoff 18.28 ors I 6= SFWMD 72-hr 25y-72h Rainfall=9.00" Runoff Area=2.170 ac 6- Runoff Volume=1.210 of 5 Runoff Depth=6.69" 4 Tc=10.0 min CN=81 3 2 1- 0 0 20 40 60 80 100 120 140 160 180 200 220 240 260 280 300 320 340 360 380 400 Time (hours) FL22024 POST SFWMD 72-hr 25y-72h Rainfall=9.00" Prepared by Newlines Engineering & Surveying Printed 09/05/2024 HydroCAD® 10.20-4b s/n 09679 ©2023 HydroCAD Software Solutions LLC Page 31 Hydrograph for Subcatchment 2S: BLOCK 121 Time Precip. Excess Runoff Time Precip. Excess Runoff (hours) (inches) (inches) (cfs) (hours) (inches) (inches) (cfs) 0.00 0.00 0.00 0.00 260.00 9.00 6.69 0.00 5.00 0.20 0.00 0.00 265.00 9.00 6.69 0.00 10.00 0.41 0.00 0.00 270.00 9.00 6.69 0.00 15.00 0.61 0.01 0.01 275.00 9.00 6.69 0.00 20.00 0.81 0.04 0.02 280.00 9.00 6.69 0.00 25.00 1.02 0.10 0.04 285.00 9.00 6.69 0.00 30.00 1.31 0.22 0.06 290.00 9.00 6.69 0.00 35.00 1.61 0.37 0.07 295.00 9.00 6.69 0.00 40.00 1.90 0.54 0.08 300.00 9.00 6.69 0.00 45.00 2.20 0.73 0.09 305.00 9.00 6.69 0.00 50.00 2.51 0.95 0.10 310.00 9.00 6.69 0.00 55.00 3.09 1.39 0.29 315.00 9.00 6.69 0.00 60.00 6.72 4.55 8.20 320.00 9.00 6.69 0.00 65.00 8.32 6.05 0.25 325.00 9.00 6.69 0.00 70.00 8.84 6.54 0.16 330.00 9.00 6.69 0.00 75.00 9.00 6.69 0.00 335.00 9.00 6.69 0.00 80.00 9.00 6.69 0.00 340.00 9.00 6.69 0.00 85.00 9.00 6.69 0.00 345.00 9.00 6.69 0.00 90.00 9.00 6.69 0.00 350.00 9.00 6.69 0.00 95.00 9.00 6.69 0.00 355.00 9.00 6.69 0.00 100.00 9.00 6.69 0.00 360.00 9.00 6.69 0.00 105.00 9.00 6.69 0.00 365.00 9.00 6.69 0.00 110.00 9.00 6.69 0.00 370.00 9.00 6.69 0.00 115.00 9.00 6.69 0.00 375.00 9.00 6.69 0.00 120.00 9.00 6.69 0.00 380.00 9.00 6.69 0.00 125.00 9.00 6.69 0.00 385.00 9.00 6.69 0.00 130.00 9.00 6.69 0.00 390.00 9.00 6.69 0.00 135.00 9.00 6.69 0.00 395.00 9.00 6.69 0.00 140.00 9.00 6.69 0.00 400.00 9.00 6.69 0.00 145.00 9.00 6.69 0.00 150.00 9.00 6.69 0.00 155.00 9.00 6.69 0.00 160.00 9.00 6.69 0.00 165.00 9.00 6.69 0.00 170.00 9.00 6.69 0.00 175.00 9.00 6.69 0.00 180.00 9.00 6.69 0.00 185.00 9.00 6.69 0.00 190.00 9.00 6.69 0.00 195.00 9.00 6.69 0.00 200.00 9.00 6.69 0.00 205.00 9.00 6.69 0.00 210.00 9.00 6.69 0.00 215.00 9.00 6.69 0.00 220.00 9.00 6.69 0.00 225.00 9.00 6.69 0.00 230.00 9.00 6.69 0.00 235.00 9.00 6.69 0.00 240.00 9.00 6.69 0.00 245.00 9.00 6.69 0.00 250.00 9.00 6.69 0.00 255.00 9.00 6.69 0.00 FL22024 POST SFWMD 72-hr 25y-72h Rainfall=9.00" Prepared by Newlines Engineering & Surveying Printed 09/05/2024 HydroCAD® 10.20-4b s/n 09679 ©2023 HydroCAD Software Solutions LLC Page 32 Summary for Subcatchment 6S: 110 OFFSITE SWALES Runoff = 5.00 cfs @ 59.96 hrs, Volume= 0.695 af, Depth= 5.83" Routed to Pond 8P : 110 OFFSITE SWALES Runoff by SCS TR-20 method, UH=SWFWMD-256, Weighted-CN, Time Span= 0.00-400.00 hrs, dt= 0.01 hrs SFWMD 72-hr 25y-72h Rainfall=9.00" Area (ac) CN Description 0.500 98 Paved parking, HSG A 0.930 61 >75% Grass cover, Good, HSG B 1.430 74 Weighted Average 0.930 61 65.03% Pervious Area 0.500 98 34.97% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 10.0 Direct Entry, Subcatchment 6S: 110 OFFSITE SWALES Hydrograph ■Runoff 1 5.00 cfs I SFWMD 72-hr 25y-72h Rainfall=9.00" 4- Runoff Area=1.430 ac Runoff Volume=0.695 af 3 Runoff Depth=5.83" Tc=10.0 m!n 2- CN=74 1 0 0 20 40 60 80 100 120 140 160 180 200 220 240 260 280 300 320 340 360 380 400 Time (hours) FL22024 POST SFWMD 72-hr 25y-72h Rainfall=9.00" Prepared by Newlines Engineering & Surveying Printed 09/05/2024 HydroCAD® 10.20-4b s/n 09679 ©2023 HydroCAD Software Solutions LLC Page 33 Hydrograph for Subcatchment 6S: 110 OFFSITE SWALES Time Precip. Excess Runoff Time Precip. Excess Runoff (hours) (inches) (inches) (cfs) (hours) (inches) (inches) (cfs) 0.00 0.00 0.00 0.00 260.00 9.00 5.83 0.00 5.00 0.20 0.00 0.00 265.00 9.00 5.83 0.00 10.00 0.41 0.00 0.00 270.00 9.00 5.83 0.00 15.00 0.61 0.00 0.00 275.00 9.00 5.83 0.00 20.00 0.81 0.00 0.00 280.00 9.00 5.83 0.00 25.00 1.02 0.03 0.01 285.00 9.00 5.83 0.00 30.00 1.31 0.09 0.02 290.00 9.00 5.83 0.00 35.00 1.61 0.19 0.03 295.00 9.00 5.83 0.00 40.00 1.90 0.31 0.04 300.00 9.00 5.83 0.00 45.00 2.20 0.44 0.04 305.00 9.00 5.83 0.00 50.00 2.51 0.61 0.05 310.00 9.00 5.83 0.00 55.00 3.09 0.97 0.16 315.00 9.00 5.83 0.00 60.00 6.72 3.80 4.96 320.00 9.00 5.83 0.00 65.00 8.32 5.22 0.15 325.00 9.00 5.83 0.00 70.00 8.84 5.68 0.10 330.00 9.00 5.83 0.00 75.00 9.00 5.83 0.00 335.00 9.00 5.83 0.00 80.00 9.00 5.83 0.00 340.00 9.00 5.83 0.00 85.00 9.00 5.83 0.00 345.00 9.00 5.83 0.00 90.00 9.00 5.83 0.00 350.00 9.00 5.83 0.00 95.00 9.00 5.83 0.00 355.00 9.00 5.83 0.00 100.00 9.00 5.83 0.00 360.00 9.00 5.83 0.00 105.00 9.00 5.83 0.00 365.00 9.00 5.83 0.00 110.00 9.00 5.83 0.00 370.00 9.00 5.83 0.00 115.00 9.00 5.83 0.00 375.00 9.00 5.83 0.00 120.00 9.00 5.83 0.00 380.00 9.00 5.83 0.00 125.00 9.00 5.83 0.00 385.00 9.00 5.83 0.00 130.00 9.00 5.83 0.00 390.00 9.00 5.83 0.00 135.00 9.00 5.83 0.00 395.00 9.00 5.83 0.00 140.00 9.00 5.83 0.00 400.00 9.00 5.83 0.00 145.00 9.00 5.83 0.00 150.00 9.00 5.83 0.00 155.00 9.00 5.83 0.00 160.00 9.00 5.83 0.00 165.00 9.00 5.83 0.00 170.00 9.00 5.83 0.00 175.00 9.00 5.83 0.00 180.00 9.00 5.83 0.00 185.00 9.00 5.83 0.00 190.00 9.00 5.83 0.00 195.00 9.00 5.83 0.00 200.00 9.00 5.83 0.00 205.00 9.00 5.83 0.00 210.00 9.00 5.83 0.00 215.00 9.00 5.83 0.00 220.00 9.00 5.83 0.00 225.00 9.00 5.83 0.00 230.00 9.00 5.83 0.00 235.00 9.00 5.83 0.00 240.00 9.00 5.83 0.00 245.00 9.00 5.83 0.00 250.00 9.00 5.83 0.00 255.00 9.00 5.83 0.00 FL22024 POST SFWMD 72-hr 25y-72h Rainfall=9.00" Prepared by Newlines Engineering & Surveying Printed 09/05/2024 HydroCAD® 10.20-4b s/n 09679 ©2023 HydroCAD Software Solutions LLC Page 34 Summary for Subcatchment 7S: 121 OFFSITE SWALES Runoff = 5.60 cfs @ 59.96 hrs, Volume= 0.784 af, Depth= 5.95" Routed to Pond 9P : 110 OFFSITE SWALES Runoff by SCS TR-20 method, UH=SWFWMD-256, Weighted-CN, Time Span= 0.00-400.00 hrs, dt= 0.01 hrs SFWMD 72-hr 25y-72h Rainfall=9.00" Area (ac) CN Description 0.600 98 Paved parking, HSG A 0.980 61 >75% Grass cover, Good, HSG B 1.580 75 Weighted Average 0.980 61 62.03% Pervious Area 0.600 98 37.97% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 10.0 Direct Entry, Subcatchment 7S: 121 OFFSITE SWALES Hydrograph I i ; 6 � , i.E _ •Runoff i is. �.i 1 SFWMD 72-rhr 5-v- 25y-72h Rainfall=9.00" F 1 1 Runoff Area=1„580 ac 4 Runoff Volume=Q.784 of : ff- ,�- j 13µn ep# D 0 �� o• 3= Tc=10.0 m n I 2- I i i I I I 0 ///% /////////i: % #. 0 20 40 60 80 100 120 140 160 180 200 220 240 260 280 300 320 340 360 380 400 Time (hours) FL22024 POST SFWMD 72-hr 25y-72h Rainfall=9.00" Prepared by Newlines Engineering & Surveying Printed 09/05/2024 HydroCAD® 10.20-4b s/n 09679 ©2023 HydroCAD Software Solutions LLC Page 35 Hydrograph for Subcatchment 7S: 121 OFFSITE SWALES Time Precip. Excess Runoff Time Precip. Excess Runoff (hours) (inches) (inches) (cfs) (hours) (inches) (inches) (cfsj 0.00 0.00 0.00 0.00 260.00 9.00 5.95 0.00 5.00 0.20 0.00 0.00 265.00 9.00 5.95 0.00 10.00 0.41 0.00 0.00 270.00 9.00 5.95 0.00 15.00 0.61 0.00 0.00 275.00 9.00 5.95 0.00 20.00 0.81 0.01 0.00 280.00 9.00 5.95 0.00 25.00 1.02 0.03 0.01 285.00 9.00 5.95 0.00 30.00 1.31 0.11 0.03 290.00 9.00 5.95 0.00 35.00 1.61 0.21 0.04 295.00 9.00 5.95 0.00 40.00 1.90 0.33 0.04 300.00 9.00 5.95 0.00 45.00 2.20 0.48 0.05 305.00 9.00 5.95 0.00 50.00 2.51 0.66 0.06 310.00 9.00 5.95 0.00 55.00 3.09 1.02 0.18 315.00 9.00 5.95 0.00 60.00 6.72 3.91 5.56 320.00 9.00 5.95 0.00 65.00 8.32 5.34 0.17 325.00 9.00 5.95 0.00 70.00 8.84 5.81 0.12 330.00 9.00 5.95 0.00 75.00 9.00 5.95 0.00 335.00 9.00 5.95 0.00 80.00 9.00 5.95 0.00 340.00 9.00 5.95 0.00 85.00 9.00 5.95 0.00 345.00 9.00 5.95 0.00 90.00 9.00 5.95 0.00 350.00 9.00 5.95 0.00 95.00 9.00 5.95 0.00 355.00 9.00 5.95 0.00 100.00 9.00 5.95 0.00 360.00 9.00 5.95 0.00 105.00 9.00 5.95 0.00 365.00 9.00 5.95 0.00 110.00 9.00 5.95 0.00 370.00 9.00 5.95 0.00 115.00 9.00 5.95 0.00 375.00 9.00 5.95 0.00 120.00 9.00 5.95 0.00 380.00 9.00 5.95 0.00 125.00 9.00 5.95 0.00 385.00 9.00 5.95 0.00 130.00 9.00 5.95 0.00 390.00 9.00 5.95 0.00 135.00 9.00 5.95 0.00 395.00 9.00 5.95 0.00 140.00 9.00 5.95 0.00 400.00 9.00 5.95 0.00 145.00 9.00 5.95 0.00 150.00 9.00 5.95 0.00 155.00 9.00 5.95 0.00 160.00 9.00 5.95 0.00 165.00 9.00 5.95 0.00 170.00 9.00 5.95 0.00 175.00 9.00 5.95 0.00 180.00 9.00 5.95 0.00 185.00 9.00 5.95 0.00 190.00 9.00 5.95 0.00 195.00 9.00 5.95 0.00 200.00 9.00 5.95 0.00 205.00 9.00 5.95 0.00 210.00 9.00 5.95 0.00 215.00 9.00 5.95 0.00 220.00 9.00 5.95 0.00 225.00 9.00 5.95 0.00 230.00 9.00 5.95 0.00 235.00 9.00 5.95 0.00 240.00 9.00 5.95 0.00 245.00 9.00 5.95 0.00 250.00 9.00 5.95 0.00 255.00 9.00 5.95 0.00 FL22024 POST SFWMD 72-hr 25y-72h Rainfall=9.00" Prepared by Newlines Engineering & Surveying Printed 09/05/2024 HydroCAD® 10.20-4b s/n 09679 ©2023 HydroCAD Software Solutions LLC Page 36 Summary for Pond 3P: BLOCK 110 Inflow Area = 2.070 ac, 54.59% Impervious, Inflow Depth = 6.69" for 25y-72h event Inflow = 7.90 cfs @ 59.96 hrs, Volume= 1.155 of Outflow = 0.29 cfs @ 64.20 hrs, Volume= 1.154 af, Atten= 96%, Lag= 254.2 min Primary = 0.29 cfs @ 64.20 hrs, Volume= 1.154 of Routed to Pond 8P : 110 OFFSITE SWALES Routing by Stor-Ind method, Time Span= 0.00-400.00 hrs, dt= 0.01 hrs Starting Elev= 25.20' Surf.Area= 0.306 ac Storage= 0.292 af Peak Elev= 26.83' @ 64.20 hrs Surf.Area= 0.390 ac Storage= 1.033 af (0.741 af above start) Plug-Flow detention time= 1,999.1 min calculated for 0.863 af 75% of 9 ( inflow) Center-of-Mass det. time= 1,324.9 min (4,758.5- 3,433.7 ) Volume Invert Avail.Storage Storage Description #1 24.00' 0.570 af Dry retention 110 (Prismatic) Listed below(Recalc) #2 25.50' 1.120 af LOT Listed below-Impervious 1.690 af Total Available Storage Elevation Surf.Area Inc.Store Cum.Store (feet) (acres) (acre-feet) (acre-feet) 24.00 0.180 0.000 0.000 26.00 0.390 0.570 0.570 Elevation Cum.Store (feet) (acre-feet) 25.50 0.000 26.00 0.040 26.50 0.210 27.00 0.590 27.50 1.120 Device Routing Invert Outlet Devices #1 Primary 21.50' 18.0" Round Culvert L= 36.3' Ke= 0.500 Inlet/Outlet Invert= 21.50'/21.50' S= 0.0000 '/' Cc= 0.900 n= 0.011, Flow Area= 1.77 sf #2 Device 1 25.20' 3.0"Vert. Orifice C= 0.600 Limited to weir flow at low heads #3 Device 1 26.85' 1.0"x 1.0" Horiz. Grate X 12.00 columns X 18 rows C= 0.600 in 24.0" x 36.0" Grate (25% open area) Limited to weir flow at low heads Primary OutFlow Max=0.29 cfs @ 64.20 hrs HW=26.83' (Free Discharge) L1=Culvert (Passes 0.29 cfs of 18.21 cfs potential flow) 12=Orifice (Orifice Controls 0.29 cfs @ 5.91 fps) 3=Grate ( Controls 0.00 cfs) FL22024 POST SFWMD 72-hr 25y-72h Rainfall=9.00" Prepared by Newlines Engineering & Surveying Printed 09/05/2024 HydroCAD® 10.20-4b s/n 09679 ©2023 HydroCAD Software Solutions LLC Page 37 Pond 3P: BLOCK 110 Culvert Pond 3P: BLOCK 110 Hydrograph / ■Inflow 7.90 cfs( ■Primary 8- Inflow Area=2.070 ac Peak EIev=26.83' Storage=1 .033 of 6- . 3 y 0 4- u. 2 CHEM 0 f` 0 20 40 60 80 100 120 140 160 180 200 220 240 260 280 300 320 340 360 380 400 Time (hours) FL22024 POST SFWMD 72-hr 25y-72h Rainfall=9.00" Prepared by Newlines Engineering & Surveying Printed 09/05/2024 HydroCAD® 10.20-4b s/n 09679 ©2023 HydroCAD Software Solutions LLC Page 38 Hydrograph for Pond 3P: BLOCK 110 Time Inflow Storage Elevation Primary (hours) (cfs) (acre-feet) (feet) (cfs) 0.00 0.00 0.292 25.20 0.00 10.00 0.00 0.292 25.20 0.00 20.00 0.02 0.298 25.22 0.00 30.00 0.06 0.322 25.30 0.02 40.00 0.07 0.347 25.38 0.05 50.00 0.10 0.363 25.43 0.08 60.00 7.82 0.714 26.30 0.23 70.00 0.16 0.997 26.79 0.29 80.00 0.00 0.801 26.53 0.26 90.00 0.00 0.612 26.01 0.19 100.00 0.00 0.472 25.70 0.14 110.00 0.00 0.375 25.46 0.09 120.00 0.00 0.330 25.32 0.03 130.00 0.00 0.315 25.27 0.01 140.00 0.00 0.308 25.25 0.01 150.00 0.00 0.304 25.24 0.00 160.00 0.00 0.301 25.23 0.00 170.00 0.00 0.300 25.23 0.00 180.00 0.00 0.298 25.22 0.00 190.00 0.00 0.297 25.22 0.00 200.00 0.00 0.297 25.22 0.00 210.00 0.00 0.296 25.21 0.00 220.00 0.00 0.295 25.21 0.00 230.00 0.00 0.295 25.21 0.00 240.00 0.00 0.294 25.21 0.00 250.00 0.00 0.294 25.21 0.00 260.00 0.00 0.294 25.21 0.00 270.00 0.00 0.293 25.21 0.00 280.00 0.00 0.293 25.21 0.00 290.00 0.00 0.293 25.20 0.00 300.00 0.00 0.293 25.20 0.00 310.00 0.00 0.293 25.20 0.00 320.00 0.00 0.292 25.20 0.00 330.00 0.00 0.292 25.20 0.00 340.00 0.00 0.292 25.20 0.00 350.00 0.00 0.292 25.20 0.00 360.00 0.00 0.292 25.20 0.00 370.00 0.00 0.292 25.20 0.00 380.00 0.00 0.292 25.20 0.00 390.00 0.00 0.292 25.20 0.00 400.00 0.00 0.292 25.20 0.00 FL22024 POST SFWMD 72-hr 25y-72h Rainfall=9.00" Prepared by Newlines Engineering & Surveying Printed 09/05/2024 HydroCAD® 10.20-4b s/n 09679 ©2023 HydroCAD Software Solutions LLC Page 39 Summary for Pond 6P: BLOCK 121 Inflow Area = 2.170 ac, 53.00% Impervious, Inflow Depth = 6.69" for 25y-72h event Inflow = 8.28 cfs © 59.96 hrs, Volume= 1.210 af Outflow = 0.27 cfs @ 64.39 hrs, Volume= 1.210 af, Atten= 97%, Lag= 266.0 min Primary = 0.27 cfs © 64.39 hrs, Volume= 1.210 af Routed to Pond 9P : 110 OFFSITE SWALES Routing by Stor-Ind method, Time Span= 0.00-400.00 hrs, dt= 0.01 hrs Starting Elev= 25.90' Surf.Area= 0.372 ac Storage= 0.289 af Peak Elev= 27.33' @ 64.39 hrs Surf.Area= 0.440 ac Storage= 1.092 af (0.803 af above start) Plug-Flow detention time= 2,206.9 min calculated for 0.921 af(76% of inflow) Center-of-Mass det. time= 1,525.5 min ( 4,959.1 - 3,433.7 ) Volume Invert Avail.Storage Storage Description #1 25.00' 0.532 af Dry retention 121 (Prismatic) Listed below (Recalc) #2 26.50' 0.730 af LOT Listed below -Impervious 1.262 af Total Available Storage Elevation Surf.Area Inc.Store Cum.Store (feet) (acres) (acre-feet) (acre-feet) 25.00 0.270 0.000 0.000 26.50 0.440 0.532 0.532 Elevation Cum.Store (feet) (acre-feet) 26.50 0.000 27.00 0.220 27.50 0.730 Device Routing Invert Outlet Devices #1 Primary 21.50' 18.0" Round Culvert L= 111.0' Ke= 0.500 Inlet/ Outlet Invert= 21.50' /21.50' S= 0.0000 '/' Cc= 0.900 n= 0.011, Flow Area= 1.77 sf #2 Device 1 25.90' 3.0" Vert. Orifice C= 0.600 Limited to weir flow at low heads #3 Device 1 27.40' 1.0" x 1.0" Horiz. Grate X 12.00 columns X 18 rows C= 0.600 in 24.0" x 36.0" Grate (25% open area) Limited to weir flow at low heads Primary OutFlow Max=0.27 cfs © 64.39 hrs HW=27.33' (Free Discharge) t-1=Culvert (Passes 0.27 cfs of 17.18 cfs potential flow) 4E2=Orifice (Orifice Controls 0.27 cfs @ 5.51 fps) 3=Grate ( Controls 0.00 cfs) Grate Pond 6P: BLOCK 121 Orifice Culvert FL22024 POST SFWMD 72-hr 25y-72h Rainfall=9.00" Prepared by Newlines Engineering & Surveying Printed 09/05/2024 HydroCAD® 10.20-4b s/n 09679 ©2023 HydroCAD Software Solutions LLC Page 40 Pond 6P: BLOCK 121 Hydrograph ■Inflow r 9; 18.28cfs I I i •Primary Inflow Area=2.170 ac 8 � i Peak Elev=27:331 Storage=1 .092 of 6 i u 5 I : / i T. 4-` i 3/' 2 1 ' i 0 20 40 60 80 100 120 140 160 180 200 220 240 260 280 300 320 340 360 380 400 Time (hours) FL22024 POST SFWMD 72-hr 25y-72h Rainfall=9.00" Prepared by Newlines Engineering & Surveying Printed 09/05/2024 HydroCAD® 10.20-4b s/n 09679 ©2023 HydroCAD Software Solutions LLC Page 41 Hydrograph for Pond 6P: BLOCK 121 Time Inflow Storage Elevation Primary (hours) (cfs) (acre-feet) (feet) (cfs) 0.00 0.00 0.289 25.90 0.00 10.00 0.00 0.289 25.90 0.00 20.00 0.02 0.296 25.92 0.00 30.00 0.06 0.323 25.99 0.02 40.00 0.08 0.353 26.07 0.05 50.00 0.10 0.375 26.12 0.07 60.00 8.20 0.746 26.99 0.23 70.00 0.16 1.071 27.31 0.27 80.00 0.00 0.887 27.13 0.25 90.00 0.00 0.693 26.86 0.22 100.00 0.00 0.535 26.51 0.16 110.00 0.00 0.422 26.24 0.11 120.00 0.00 0.355 26.07 0.05 130.00 0.00 0.328 26.00 0.02 140.00 0.00 0.315 25.97 0.01 150.00 0.00 0.309 25.95 0.01 160.00 0.00 0.305 25.94 0.00 170.00 0.00 0.302 25.93 0.00 180.00 0.00 0.300 25.93 0.00 190.00 0.00 0.298 25.93 0.00 200.00 0.00 0.297 25.92 0.00 210.00 0.00 0.296 25.92 0.00 220.00 0.00 0.295 25.92 0.00 230.00 0.00 0.295 25.92 0.00 240.00 0.00 0.294 25.91 0.00 250.00 0.00 0.293 25.91 0.00 260.00 0.00 0.293 25.91 0.00 270.00 0.00 0.292 25.91 0.00 280.00 0.00 0.292 25.91 0.00 290.00 0.00 0.292 25.91 0.00 300.00 0.00 0.291 25.91 0.00 310.00 0.00 0.291 25.91 0.00 320.00 0.00 0.291 25.91 0.00 330.00 0.00 0.291 25.90 0.00 340.00 0.00 0.290 25.90 0.00 350.00 0.00 0.290 25.90 0.00 360.00 0.00 0.290 25.90 0.00 370.00 0.00 0.290 25.90 0.00 380.00 0.00 0.290 25.90 0.00 390.00 0.00 0.290 25.90 0.00 400.00 0.00 0.290 25.90 0.00 FL22024 POST SFWMD 72-hr 25y-72h Rainfall=9.00" Prepared by Newlines Engineering & Surveying Printed 09/05/2024 HydroCAD® 10.20-4b s/n 09679 ©2023 HydroCAD Software Solutions LLC Page 42 Summary for Pond 8P: 110 OFFSITE SWALES Inflow Area = 3.500 ac, 46.57% Impervious, Inflow Depth = 6.34" for 25y-72h event Inflow = 5.22 cfs © 59.97 hrs, Volume= 1.849 af Outflow = 4.80 cfs @ 60.07 hrs, Volume= 1.849 af, Atten= 8%, Lag= 6.2 min Primary = 2.21 cfs @ 60.07 hrs, Volume= 0.122 af Routed to Link 5L : FDOT Secondary = 2.59 cfs © 60.07 hrs, Volume= 1.727 af Routed to Link 5L : FDOT Routing by Stor-Ind method, Time Span= 0.00-400.00 hrs, dt= 0.01 hrs Peak Elev= 24.21' @ 60.07 hrs Storage= 0.037 af Plug-Flow detention time= 2.2 min calculated for 1.849 af(100% of inflow) Center-of-Mass det. time= 2.2 min ( 4,290.3 - 4,288.1 ) Volume Invert Avail.Storage Storage Description #1 23.50' 0.710 af Custom Stage Data Listed below Elevation Cum.Store (feet) (acre-feet) 23.50 0.000 24.00 0.020 24.50 0.060 25.00 0.140 25.50 0.260 26.00 0.400 26.50 0.550 27.00 0.710 Device Routing Invert Outlet Devices #1 Primary 23.50' 12.0" Round Culvert L= 11.0' Ke= 0.500 Inlet/ Outlet Invert= 23.50' / 23.50' S= 0.0000 '/' Cc= 0.900 n= 0.011, Flow Area= 0.79 sf #2 Primary 23.50' 12.0" Round Culvert L= 8.0' Ke= 0.500 Inlet/ Outlet Invert= 23.50' / 23.50' S= 0.0000 '/' Cc= 0.900 n= 0.011, Flow Area= 0.79 sf #3 Secondary 23.00' 12.0" Round Culvert L= 7.0' Ke= 0.500 Inlet/ Outlet Invert= 23.00' / 23.00' S= 0.0000 '/' Cc= 0.900 n= 0.011, Flow Area= 0.79 sf Primary OutFlow Max=2.21 cfs @ 60.07 hrs HW=24.21' (Free Discharge) 'L1=Culvert (Barrel Controls 1.09 cfs @ 2.57 fps) 2=Culvert (Barrel Controls 1.11 cfs @ 2.62 fps) Secondary OutFlow Max=2.59 cfs @ 60.07 hrs HW=24.21' (Free Discharge) L3=Culvert (Barrel Controls 2.59 cfs @ 3.46 fps) FL22024 POST SFWMD 72-hr 25y-72h Rainfall=9.00" Prepared by Newlines Engineering & Surveying Printed 09/05/2024 HydroCAD® 10.20-4b s/n 09679 ©2023 HydroCAD Software Solutions LLC Palle 43 Pond 8P: 110 OFFSITE SWALES Pond 8P: 110 OFFSITE SWALES Hydrograph ■Inflow / 8.22 cfs I 0 Outflow Inflow Area=3.500 ac ®Se ondary 4.80 cfs Peak Elev=24.21' 5 Storage=0.037 of 4 U U 3- 2.59 cfs —- — A Orj 0 20 40 60 80 100 120 140 160 180 200 220 240 260 280 300 320 340 360 380 400 Time (hours) FL22024 POST SFWMD 72-hr 25y-72h Rainfall=9.00" Prepared by Newlines Engineering & Surveying Printed 09/05/2024 HydroCAD® 10.20-4b s/n 09679 ©2023 HydroCAD Software Solutions LLC Page 44 Hydrograph for Pond 8P: 110 OFFSITE SWALES Time Inflow Storage Elevation Outflow Primary Secondary (hours) (cfs) (acre-feet) (feet) (cfs) (cfs) (cfs) 0.00 0.00 0.000 23.50 0.00 0.00 0.00 10.00 0.00 0.000 23.50 0.00 0.00 0.00 20.00 0.00 0.000 23.50 0.00 0.00 0.00 30.00 0.04 0.000 23.50 0.04 0.00 0.04 40.00 0.09 0.000 23.50 0.09 0.00 0.09 50.00 0.13 0.000 23.51 0.13 0.00 0.13 60.00 5.19 0.035 24.19 4.62 2.08 2.53 70.00 0.39 0.001 23.52 0.39 0.00 0.39 80.00 0.26 0.001 23.51 0.26 0.00 0.26 90.00 0.19 0.000 23.51 0.20 0.00 0.19 100.00 0.14 0.000 23.51 0.14 0.00 0.14 110.00 0.09 0.000 23.50 0.09 0.00 0.09 120.00 0.03 0.000 23.50 0.03 0.00 0.03 130.00 0.01 0.000 23.50 0.01 0.00 0.01 140.00 0.01 0.000 23.50 0.01 0.00 0.01 150.00 0.00 0.000 23.50 0.00 0.00 0.00 160.00 0.00 0.000 23.50 0.00 0.00 0.00 170.00 0.00 0.000 23.50 0.00 0.00 0.00 180.00 0.00 0.000 23.50 0.00 0.00 0.00 190.00 0.00 0.000 23.50 0.00 0.00 0.00 200.00 0.00 0.000 23.50 0.00 0.00 0.00 210.00 0.00 0.000 23.50 0.00 0.00 0.00 220.00 0.00 0.000 23.50 0.00 0.00 0.00 230.00 0.00 0.000 23.50 0.00 0.00 0.00 240.00 0.00 0.000 23.50 0.00 0.00 0.00 250.00 0.00 0.000 23.50 0.00 0.00 0.00 260.00 0.00 0.000 23.50 0.00 0.00 0.00 270.00 0.00 0.000 23.50 0.00 0.00 0.00 280.00 0.00 0.000 23.50 0.00 0.00 0.00 290.00 0.00 0.000 23.50 0.00 0.00 0.00 300.00 0.00 0.000 23.50 0.00 0.00 0.00 310.00 0.00 0.000 23.50 0.00 0.00 0.00 320.00 0.00 0.000 23.50 0.00 0.00 0.00 330.00 0.00 0.000 23.50 0.00 0.00 0.00 340.00 0.00 0.000 23.50 0.00 0.00 0.00 350.00 0.00 0.000 23.50 0.00 0.00 0.00 360.00 0.00 0.000 23.50 0.00 0.00 0.00 370.00 0.00 0.000 23.50 0.00 0.00 0.00 380.00 0.00 0.000 23.50 0.00 0.00 0.00 390.00 0.00 0.000 23.50 0.00 0.00 0.00 400.00 0.00 0.000 23.50 0.00 0.00 0.00 FL22024 POST SFWMD 72-hr 25y-72h Rainfall=9.00" Prepared by Newlines Engineering & Surveying Printed 09/05/2024 HydroCAD® 10.20-4b s/n 09679 ©2023 HydroCAD Software Solutions LLC Page 45 Summary for Pond 9P: 110 OFFSITE SWALES Inflow Area = 3.750 ac, 46.67% Impervious, Inflow Depth = 6.38" for 25y-72h event Inflow = 5.82 cfs @ 59.97 hrs, Volume= 1.993 af Outflow = 3.72 cfs @ 60.21 hrs, Volume= 1.993 af, Atten= 36%, Lag= 14.7 min Primary = 3.72 cfs @ 60.21 hrs, Volume= 1.993 af Routed to Link 5L : FDOT Routing by Stor-Ind method, Time Span= 0.00-400.00 hrs, dt= 0.01 hrs Peak Elev= 25.12' @ 60.21 hrs Storage= 0.104 af Plug-Flow detention time= 24.4 min calculated for 1.993 af(100% of inflow) Center-of-Mass det. time= 23.7 min ( 4,407.8 -4,384.1 ) Volume Invert Avail.Storage Storage Description #1 23.50' 0.670 af Custom Stage Data Listed below Elevation Cum.Store (feet) (acre-feet) 23.50 0.000 24.00 0.010 24.50 0.030 25.00 0.080 25.50 0.180 26.00 0.320 26.50 0.490 27.00 0.670 Device Routing Invert Outlet Devices #1 Primary 23.50' 12.0" Round Culvert L= 9.0' Ke= 0.500 Inlet/Outlet Invert= 23.50'/23.50' S= 0.0000 '/' Cc= 0.900 n= 0.013 Corrugated PE, smooth interior, Flow Area= 0.79 sf Primary OutFlow Max=3.72 cfs @ 60.21 hrs HW=25.12' (Free Discharge) t1=Culvert (Barrel Controls 3.72 cfs @ 4.73 fps) Pond 9P: 110 OFFSITE SWALES FL22024 POST SFWMD 72-hr 25y-72h Rainfall=9.00" Prepared by Newlines Engineering & Surveying Printed 09/05/2024 HydroCAD® 10.20-4b s/n 09679 ©2023 HydroCAD Software Solutions LLC Page 46 Pond 9P: 110 OFFSITE SWALES Hydrograph / ■Inflow 1 5.82 ds J _■Primary 6- Inflow Area=3.750 ac Peak Elev=25.12' 5- Storage=0.104 of 4- 13.72 crs 12.0" Round Culvert = n=0.013 L=9.0' 2- S=0.0000 'I' 1- 0 0 20 40 60 80 100 120 140 160 180 200 220 240 260 280 300 320 340 360 380 400 Time (hours) FL22024 POST SFWMD 72-hr 25y-72h Rainfall=9.00" Prepared by Newlines Engineering & Surveying Printed 09/05/2024 HydroCAD® 10.20-4b s/n 09679 ©2023 HydroCAD Software Solutions LLC Page 47 Hydrograph for Pond 9P: 110 OFFSITE SWALES Time Inflow Storage Elevation Primary Q1ours) (cfs) (acre-feet) (feet) (cfs) 0.00 0.00 0.000 23.50 0.00 10.00 0.00 0.000 23.50 0.00 20.00 0.01 0.001 23.54 0.00 30.00 0.05 0.003 23.65 0.04 40.00 0.09 0.004 23.71 0.09 50.00 0.14 0.005 23.75 0.14 60.00 5.79 0.082 25.01 3.37 70.00 0.38 0.008 23.91 0.38 80.00 0.25 0.007 23.83 0.25 90.00 0.22 0.006 23.81 0.22 100.00 0.16 0.005 23.77 0.17 110.00 0.11 0.005 23.73 0.11 120.00 0.05 0.003 23.66 0.05 130.00 0.02 0.002 23.61 0.02 140.00 0.01 0.002 23.58 0.01 150.00 0.01 0.001 23.57 0.01 160.00 0.00 0.001 23.55 0.00 170.00 0.00 0.001 23.55 0.00 180.00 0.00 0.001 23.54 0.00 190.00 0.00 0.001 23.54 0.00 200.00 0.00 0.001 23.54 0.00 210.00 0.00 0.001 23.53 0.00 220.00 0.00 0.001 23.53 0.00 230.00 0.00 0.001 23.53 0.00 240.00 0.00 0.000 23.52 0.00 250.00 0.00 0.000 23.52 0.00 260.00 0.00 0.000 23.52 0.00 270.00 0.00 0.000 23.52 0.00 280.00 0.00 0.000 23.51 0.00 290.00 0.00 0.000 23.51 0.00 300.00 0.00 0.000 23.51 0.00 310.00 0.00 0.000 23.51 0.00 320.00 0.00 0.000 23.51 0.00 330.00 0.00 0.000 23.51 0.00 340.00 0.00 0.000 23.51 0.00 350.00 0.00 0.000 23.51 0.00 360.00 0.00 0.000 23.51 0.00 370.00 0.00 0.000 23.50 0.00 380.00 0.00 0.000 23.50 0.00 390.00 0.00 0.000 23.50 0.00 400.00 0.00 0.000 23.50 0.00 FL22024 POST SFWMD 72-hr 25y-72h Rainfall=9.00" Prepared by Newlines Engineering & Surveying Printed 09/05/2024 HydroCAD® 10.20-4b s/n 09679 ©2023 HydroCAD Software Solutions LLC Page 48 Summary for Link 5L: FDOT Inflow Area = 7.250 ac, 46.62% Impervious, Inflow Depth = 6.36" for 25y-72h event Inflow = 8.41 cfs @ 60.10 hrs, Volume= 3.842 af Primary = 8.41 cfs @ 60.10 hrs, Volume= 3.842 af, Atten= 0%, Lag= 0.0 min Primary outflow = Inflow, Time Span= 0.00-400.00 hrs, dt= 0.01 hrs Link 5L: FDOT Hydrograph / ■Inflow 18.41 as) 1 p Primary 9- - /-- 8"141 1 ' 1 I 'Inflow Area=7.250 ac 8- i I 7 I 6 I w .) 5 o z i I 1 1 LL 4_ 3- 2_ I 1_ 1 ; 0 0 20 40 60 80 100 120 140 160 180 200 220 240 260 280 300 320 340 360 380 400 Time (hours) FL22024 POST SFWMD 72-hr 25y-72h Rainfall=9.00" Prepared by Newlines Engineering & Surveying Printed 09/05/2024 HydroCAD® 10.20-4b s/n 09679 ©2023 HydroCAD Software Solutions LLC Page 49 Hydrograph for Link 5L: FDOT Time Inflow Elevation Primary Time Inflow Elevation Primary (hours) (cfs) (feet) (cfs) (hours) (cfs) (feet) (cfs) 0.00 0.00 0.00 0.00 260.00 0.00 0.00 0.00 5.00 0.00 0.00 0.00 265.00 0.00 0.00 0.00 10.00 0.00 0.00 0.00 270.00 0.00 0.00 0.00 15.00 0.00 0.00 0.00 275.00 0.00 0.00 0.00 20.00 0.01 0.00 0.01 280.00 0.00 0.00 0.00 25.00 0.03 0.00 0.03 285.00 0.00 0.00 0.00 30.00 0.09 0.00 0.09 290.00 0.00 0.00 0.00 35.00 0.14 0.00 0.14 295.00 0.00 0.00 0.00 40.00 0.18 0.00 0.18 300.00 0.00 0.00 0.00 45.00 0.22 0.00 0.22 305.00 0.00 0.00 0.00 50.00 0.26 0.00 0.26 310.00 0.00 0.00 0.00 55.00 0.54 0.00 0.54 315.00 0.00 0.00 0.00 60.00 7.98 0.00 7.98 320.00 0.00 0.00 0.00 65.00 0.89 0.00 0.89 325.00 0.00 0.00 0.00 70.00 0.77 0.00 0.77 330.00 0.00 0.00 0.00 75.00 0.53 0.00 0.53 335.00 0.00 0.00 0.00 80.00 0.51 0.00 0.51 340.00 0.00 0.00 0.00 85.00 0.47 0.00 0.47 345.00 0.00 0.00 0.00 90.00 0.41 0.00 0.41 350.00 0.00 0.00 0.00 95.00 0.36 0.00 0.36 355.00 0.00 0.00 0.00 100.00 0.31 0.00 0.31 360.00 0.00 0.00 0.00 105.00 0.26 0.00 0.26 365.00 0.00 0.00 0.00 110.00 0.20 0.00 0.20 370.00 0.00 0.00 0.00 115.00 0.13 0.00 0.13 375.00 0.00 0.00 0.00 120.00 0.08 0.00 0.08 380.00 0.00 0.00 0.00 125.00 0.05 0.00 0.05 385.00 0.00 0.00 0.00 130.00 0.03 0.00 0.03 390.00 0.00 0.00 0.00 135.00 0.02 0.00 0.02 395.00 0.00 0.00 0.00 140.00 0.02 0.00 0.02 400.00 0.00 0.00 0.00 145.00 0.01 0.00 0.01 150.00 0.01 0.00 0.01 155.00 0.01 0.00 0.01 160.00 0.01 0.00 0.01 165.00 0.01 0.00 0.01 170.00 0.00 0.00 0.00 175.00 0.00 0.00 0.00 180.00 0.00 0.00 0.00 185.00 0.00 0.00 0.00 190.00 0.00 0.00 0.00 195.00 0.00 0.00 0.00 200.00 0.00 0.00 0.00 205.00 0.00 0.00 0.00 210.00 0.00 0.00 0.00 215.00 0.00 0.00 0.00 220.00 0.00 0.00 0.00 225.00 0.00 0.00 0.00 230.00 0.00 0.00 0.00 235.00 0.00 0.00 0.00 240.00 0.00 0.00 0.00 245.00 0.00 0.00 0.00 250.00 0.00 0.00 0.00 255.00 0.00 0.00 0.00 FL22024 POST Multi-Event Tables Prepared by Newlines Engineering & Surveying Printed 09/05/2024 HydroCAD® 10.20-4b s/n 09679 ©2023 HydroCAD Software Solutions LLC Page 50 Events for Subcatchment 1 S: BLOCK 110 Event Rainfall Runoff Volume Depth (inches) (cfs) (acre-feet) (inches) 10y-24h 5.00 3.36 0.515 2.99 25y-72h 9.00 7.90 1.155 6.69 FL22024 POST Multi-Event Tables Prepared by Newlines Engineering & Surveying Printed 09/05/2024 HydroCAD® 10.20-4b s/n 09679 ©2023 HydroCAD Software Solutions LLC Page 51 Events for Subcatchment 2S: BLOCK 121 Event Rainfall Runoff Volume Depth (inches) (cfs) (acre-feet) (inches) 10y-24h 5.00 3.53 0.540 2.99 25y-72h 9.00 8.28 1.210 6.69 FL22024 POST Multi-Event Tables Prepared by Newlines Engineering & Surveying Printed 09/05/2024 HydroCAD® 10.20-4b s/n 09679 ©2023 HydroCAD Software Solutions LLC Page 52 Events for Subcatchment 6S: 110 OFFSITE SWALES Event Rainfall Runoff Volume Depth (inches) (cfs) (acre-feet) (inches) 10y-24h 5.00 1.82 0.282 2.36 25y-72h 9.00 5.00 0.695 5.83 FL22024 POST Multi-Event Tables Prepared by Newlines Engineering & Surveying Printed 09/05/2024 HydroCAD® 10.20-4b s/n 09679 ©2023 HydroCAD Software Solutions LLC Page 53 Events for Subcatchment 7S: 121 OFFSITE SWALES Event Rainfall Runoff Volume Depth (inches) (cfs) (acre-feet) (inches) 10y-24h 5.00 2.09 0.322 2.45 25y-72h 9.00 5.60 0.784 5.95 FL22024 POST Multi-Event Tables Prepared by Newlines Engineering & Surveying Printed 09/05/2024 HydroCAD® 10.20-4b s/n 09679 ©2023 HydroCAD Software Solutions LLC Page 54 Events for Pond 3P: BLOCK 110 Event Inflow Primary Elevation Storage (cfs) (cfs) (feet) (acre-feet) 10y-24h 3.36 0.21 26.08 0.637 25y-72h 7.90 0.29 26.83 1.033 FL22024 POST Multi-Event Tables Prepared by Newlines Engineering & Surveying Printed 09/05/2024 HydroCAD® 10.20-4b s/n 09679 ©2023 HydroCAD Software Solutions LLC Page 55 Events for Pond 6P: BLOCK 121 Event Inflow Primary Elevation Storage (cfs) (cfs) (feet) (acre-feet) 10y-24h 3.53 0.21 26.78 0.657 25y-72h 8.28 0.27 27.33 1.092 FL22024 POST Multi-Event Tables Prepared by Newlines Engineering & Surveying Printed 09/05/2024 HydroCAD® 10.20-4b s/n 09679 ©2023 HydroCAD Software Solutions LLC Page 56 Events for Pond 8P: 110 OFFSITE SWALES Event Inflow Outflow Primary Secondary Elevation Storage (cfs) (cfs) (cfs) (cfs) (feet) (acre-feet) 10y-24h 1.95 1.91 0.47 1.44 23.82 0.013 25y-72h 5.22 4.80 2.21 2.59 24.21 0.037 FL22024 POST Multi-Event Tables Prepared by Newlines Engineering & Surveying Printed 09/05/2024 HydroCAD® 10.20-4b s/n 09679 ©2023 HydroCAD Software Solutions LLC Page 57 Events for Pond 9P: 110 OFFSITE SWALES Event Inflow Primary Elevation Storage (cfs) (cfs) (feet) (acre-feet) 10y-24h 2.22 2.00 24.52 0.032 25y-72h 5.82 3.72 25.12 0.104 FL22024 POST Multi-Event Tables Prepared by Newlines Engineering & Surveying Printed 09/05/2024 HydroCAD® 10.20-4b s/n 09679 ©2023 HydroCAD Software Solutions LLC Page 58 Events for Link 5L: FDOT Event Inflow Primary Elevation (cfs) (cfs) (feet) 10y-24h 3.89 3.89 0.00 25y-72h 8.41 8.41 0.00 RECOVERY ANALYSIS 3P BLOCK 110 BLOCK 110 AND BLOCK 121 BLOCK 121 SubCat Reach on. Routing Diagram for FL22024 POST-RECOVER Prepared by Newlines Engineering&Surveying, Printed 09/05/2024 HydroCAD®10.20-4b s/n 09679 ©2023 HydroCAD Software Solutions LLC FL22024 POST-RECOVER Prepared by Newlines Engineering & Surveying Printed 09/05/2024 HydroCAD® 10.20-4b s/n 09679 ©2023 HydroCAD Software Solutions LLC Page 2 Rainfall Events Listing Event# Event Storm Type Curve Mode Duration B/B Depth AMC Name (hours) (inches) 1 RECOVER SFWMD 72-hr Default 72.00 1 0.04 2 FL22024 POST-RECOVER Prepared by Newlines Engineering & Surveying Printed 09/05/2024 HydroCAD® 10.20-4b s/n 09679 ©2023 HydroCAD Software Solutions LLC Page 3 Pipe Listing (selected nodes) Line# Node In-Invert Out-Invert Length Slope n Width Diam/Height Inside-Fill Node Number (feet) (feet) (feet) (ft/ft) (inches) (inches) (inches) Name 1 3P 21.50 21.50 36.3 0.0000 0.011 0.0 18.0 0.0 2 6P 21.50 21.50 111.0 0.0000 0.011 0.0 18.0 0.0 FL22024 POST-RECOVER SFWMD 72-hr RECOVER Rainfall=0.04" Prepared by Newlines Engineering & Surveying Printed 09/05/2024 HydroCAD® 10.20-4b s/n 09679 ©2023 HydroCAD Software Solutions LLC Page 4 Time span=0.00-400.00 hrs, dt=0.01 hrs, 40001 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=2.070 ac 54.59% Impervious Runoff Depth=0.00" Tc=10.0 min CN=81 Runoff=0.00 cfs 0.000 af Subcatchment 2S: BLOCK 121 Runoff Area=2.170 ac 53.00% Impervious Runoff Depth=0.00" Tc=10.0 min CN=81 Runoff=0.00 cfs 0.000 af Pond 3P: BLOCK 110 Peak Elev=25.20' Storage=0.292 af Inflow=0.00 cfs 0.000 af Discarded=1.19 cfs 0.292 af Primary=0.00 cfs 0.000 af Outflow=1.19 cfs 0.292 af Pond 6P: BLOCK 121 Peak EIev=25.90' Storage=0.289 af Inflow=0.00 cfs 0.000 af Discarded=0.90 cfs 0.289 af Primary=0.00 cfs 0.000 af Outflow=0.90 cfs 0.289 af Total Runoff Area=4.240 ac Runoff Volume= 0.000 af Average Runoff Depth =0.00" 46.23% Pervious = 1.960 ac 53.77% Impervious =2.280 ac FL22024 POST-RECOVER SFWMD 72-hr RECOVER Rainfall=0.04" Prepared by Newlines Engineering & Surveying Printed 09/05/2024 HydroCAD®10.20-4b s/n 09679 ©2023 HydroCAD Software Solutions LLC Page 5 Summary for Subcatchment 1 S: BLOCK 110 Runoff = 0.00 cfs @ 0.00 hrs, Volume= 0.000 af, Depth= 0.00" Routed to Pond 3P : BLOCK 110 Runoff by SCS TR-20 method, UH=SWFWMD-256, Weighted-CN, Time Span= 0.00-400.00 hrs, dt= 0.01 hrs SFWMD 72-hr RECOVER Rainfall=0.04" Area (ac) CN Description 1.130 98 Paved parking, HSG A 0.940 61 >75% Grass cover, Good, HSG B 2.070 81 Weighted Average 0.940 61 45.41% Pervious Area 1.130 98 54.59% 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 1y •Runoff SFWMD 72-hr RECOVER Rainfall=0.04" Runoff Area=2.070 ac Runoff Volume=0.000 af Runoff Depth=0.00" Tc=10.0 min LL CN=81 i a.°o cfs 0 0 20 40 60 80 100 120 140 160 180 200 220 240 260 280 300 320 340 360 380 400 Time (hours) FL22024 POST-RECOVER SFWMD 72-hr RECOVER Rainfall=0.04" Prepared by Newlines Engineering & Surveying Printed 09/05/2024 HydroCAD® 10.20-4b s/n 09679 ©2023 HydroCAD Software Solutions LLC Page 6 Hydrograph for Subcatchment 1S: BLOCK 110 Time Precip. Excess Runoff Time Precip. Excess Runoff (hours) (inches) (inches) (cfs) (hours) (inches) (inches) (cfs) 0.00 0.00 0.00 0.00 260.00 0.04 0.00 0.00 5.00 0.00 0.00 0.00 265.00 0.04 0.00 0.00 10.00 0.00 0.00 0.00 270.00 0.04 0.00 0.00 15.00 0.00 0.00 0.00 275.00 0.04 0.00 0.00 20.00 0.00 0.00 0.00 280.00 0.04 0.00 0.00 25.00 0.00 0.00 0.00 285.00 0.04 0.00 0.00 30.00 0.01 0.00 0.00 290.00 0.04 0.00 0.00 35.00 0.01 0.00 0.00 295.00 0.04 0.00 0.00 40.00 0.01 0.00 0.00 300.00 0.04 0.00 0.00 45.00 0.01 0.00 0.00 305.00 0.04 0.00 0.00 50.00 0.01 0.00 0.00 310.00 0.04 0.00 0.00 55.00 0.01 0.00 0.00 315.00 0.04 0.00 0.00 60.00 0.03 0.00 0.00 320.00 0.04 0.00 0.00 65.00 0.04 0.00 0.00 325.00 0.04 0.00 0.00 70.00 0.04 0.00 0.00 330.00 0.04 0.00 0.00 75.00 0.04 0.00 0.00 335.00 0.04 0.00 0.00 80.00 0.04 0.00 0.00 340.00 0.04 0.00 0.00 85.00 0.04 0.00 0.00 345.00 0.04 0.00 0.00 90.00 0.04 0.00 0.00 350.00 0.04 0.00 0.00 95.00 0.04 0.00 0.00 355.00 0.04 0.00 0.00 100.00 0.04 0.00 0.00 360.00 0.04 0.00 0.00 105.00 0.04 0.00 0.00 365.00 0.04 0.00 0.00 110.00 0.04 0.00 0.00 370.00 0.04 0.00 0.00 115.00 0.04 0.00 0.00 375.00 0.04 0.00 0.00 120.00 0.04 0.00 0.00 380.00 0.04 0.00 0.00 125.00 0.04 0.00 0.00 385.00 0.04 0.00 0.00 130.00 0.04 0.00 0.00 390.00 0.04 0.00 0.00 135.00 0.04 0.00 0.00 395.00 0.04 0.00 0.00 140.00 0.04 0.00 0.00 400.00 0.04 0.00 0.00 145.00 0.04 0.00 0.00 150.00 0.04 0.00 0.00 155.00 0.04 0.00 0.00 160.00 0.04 0.00 0.00 165.00 0.04 0.00 0.00 170.00 0.04 0.00 0.00 175.00 0.04 0.00 0.00 180.00 0.04 0.00 0.00 185.00 0.04 0.00 0.00 190.00 0.04 0.00 0.00 195.00 0.04 0.00 0.00 200.00 0.04 0.00 0.00 205.00 0.04 0.00 0.00 210.00 0.04 0.00 0.00 215.00 0.04 0.00 0.00 220.00 0.04 0.00 0.00 225.00 0.04 0.00 0.00 230.00 0.04 0.00 0.00 235.00 0.04 0.00 0.00 240.00 0.04 0.00 0.00 245.00 0.04 0.00 0.00 250.00 0.04 0.00 0.00 255.00 0.04 0.00 0.00 FL22024 POST-RECOVER SFWMD 72-hr RECOVER Rainfall=0.04" Prepared by Newlines Engineering & Surveying Printed 09/05/2024 HydroCAD® 10.20-4b s/n 09679 ©2023 HydroCAD Software Solutions LLC Page 7 Summary for Subcatchment 2S: BLOCK 121 Runoff = 0.00 cfs @ 0.00 hrs, Volume= 0.000 af, Depth= 0.00" Routed to Pond 6P : BLOCK 121 Runoff by SCS TR-20 method, UH=SWFWMD-256, Weighted-CN, Time Span= 0.00-400.00 hrs, dt= 0.01 hrs SFWMD 72-hr RECOVER Rainfall=0.04" Area (ac) CN Description 1.150 98 Paved parking, HSG A 1.020 61 >75% Grass cover, Good, HSG B 2.170 81 Weighted Average 1.020 61 47.00% Pervious Area 1.150 98 53.00% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 10.0 Direct Entry, Subcatchment 2S: BLOCK 121 Hydrograph 1 ■Runoff SFWMD 72-hr RECOVER Rainfall=0.04" Runoff Area=2.1i0 ac Runoff Volume=0.000 of Runoff Depth=O.00" o Tc=10.0 min LL CN=81 ,or 0 0 20 40 60 80 100 120 140 160 180 200 220 240 260 280 300 320 340 360 380 400 Time (hours) FL22024 POST-RECOVER SFWMD 72-hr RECOVER Rainfall=0.04" Prepared by Newlines Engineering & Surveying Printed 09/05/2024 HydroCAD® 10.20-4b s/n 09679 ©2023 HydroCAD Software Solutions LLC Page 8 Hydrograph for Subcatchment 2S: BLOCK 121 Time Precip. Excess Runoff Time Precip. Excess Runoff (hours) (inches) (inches) (cfs) (hours) (inches) (inches) (cfs) 0.00 0.00 0.00 0.00 260.00 0.04 0.00 0.00 5.00 0.00 0.00 0.00 265.00 0.04 0.00 0.00 10.00 0.00 0.00 0.00 270.00 0.04 0.00 0.00 15.00 0.00 0.00 0.00 275.00 0.04 0.00 0.00 20.00 0.00 0.00 0.00 280.00 0.04 0.00 0.00 25.00 0.00 0.00 0.00 285.00 0.04 0.00 0.00 30.00 0.01 0.00 0.00 290.00 0.04 0.00 0.00 35.00 0.01 0.00 0.00 295.00 0.04 0.00 0.00 40.00 0.01 0.00 0.00 300.00 0.04 0.00 0.00 45.00 0.01 0.00 0.00 305.00 0.04 0.00 0.00 50.00 0.01 0.00 0.00 310.00 0.04 0.00 0.00 55.00 0.01 0.00 0.00 315.00 0.04 0.00 0.00 60.00 0.03 0.00 0.00 320.00 0.04 0.00 0.00 65.00 0.04 0.00 0.00 325.00 0.04 0.00 0.00 70.00 0.04 0.00 0.00 330.00 0.04 0.00 0.00 75.00 0.04 0.00 0.00 335.00 0.04 0.00 0.00 80.00 0.04 0.00 0.00 340.00 0.04 0.00 0.00 85.00 0.04 0.00 0.00 345.00 0.04 0.00 0.00 90.00 0.04 0.00 0.00 350.00 0.04 0.00 0.00 95.00 0.04 0.00 0.00 355.00 0.04 0.00 0.00 100.00 0.04 0.00 0.00 360.00 0.04 0.00 0.00 105.00 0.04 0.00 0.00 365.00 0.04 0.00 0.00 110.00 0.04 0.00 0.00 370.00 0.04 0.00 0.00 115.00 0.04 0.00 0.00 375.00 0.04 0.00 0.00 120.00 0.04 0.00 0.00 380.00 0.04 0.00 0.00 125.00 0.04 0.00 0.00 385.00 0.04 0.00 0.00 130.00 0.04 0.00 0.00 390.00 0.04 0.00 0.00 135.00 0.04 0.00 0.00 395.00 0.04 0.00 0.00 140.00 0.04 0.00 0.00 400.00 0.04 0.00 0.00 145.00 0.04 0.00 0.00 150.00 0.04 0.00 0.00 155.00 0.04 0.00 0.00 160.00 0.04 0.00 0.00 165.00 0.04 0.00 0.00 170.00 0.04 0.00 0.00 175.00 0.04 0.00 0.00 180.00 0.04 0.00 0.00 185.00 0.04 0.00 0.00 190.00 0.04 0.00 0.00 195.00 0.04 0.00 0.00 200.00 0.04 0.00 0.00 205.00 0.04 0.00 0.00 210.00 0.04 0.00 0.00 215.00 0.04 0.00 0.00 220.00 0.04 0.00 0.00 225.00 0.04 0.00 0.00 230.00 0.04 0.00 0.00 235.00 0.04 0.00 0.00 240.00 0.04 0.00 0.00 245.00 0.04 0.00 0.00 250.00 0.04 0.00 0.00 255.00 0.04 0.00 0.00 FL22024 POST-RECOVER SFWMD 72-hr RECOVER Rainfall=0.04" Prepared by Newlines Engineering & Surveying Printed 09/05/2024 HydroCAD® 10.20-4b s/n 09679 ©2023 HydroCAD Software Solutions LLC Page 9 Summary for Pond 3P: BLOCK 110 Inflow Area = 2.070 ac, 54.59% Impervious, Inflow Depth = 0.00" for RECOVER event Inflow = 0.00 cfs @ 0.00 hrs, Volume= 0.000 af Outflow = 1.19 cfs @ 0.00 hrs, Volume= 0.292 af, Atten= 0%, Lag= 0.0 min Discarded = 1.19 cfs @ 0.00 hrs, Volume= 0.292 af Primary = 0.00 cfs @ 0.00 hrs, Volume= 0.000 af Routed to nonexistent node 8P Routing by Stor-Ind method, Time Span= 0.00-400.00 hrs, dt= 0.01 hrs Starting Elev= 25.20' Surf.Area= 0.306 ac Storage= 0.292 af Peak Elev= 25.20' @ 0.00 hrs Surf.Area= 0.306 ac Storage= 0.292 af Plug-Flow detention time= (not calculated: no plugs found) Center-of-Mass det. time= (not calculated: no inflow) Volume Invert Avail.Storage Storage Description #1 24.00' 0.570 af Dry retention 110 (Prismatic) Listed below(Recalc) #2 25.50' 1.120 af LOT Listed below-Impervious 1.690 af Total Available Storage Elevation Surf.Area Inc.Store Cum.Store (feet) (acres) (acre-feet) (acre-feet) 24.00 0.180 0.000 0.000 26.00 0.390 0.570 0.570 Elevation Cum.Store (feet) (acre-feet) 25.50 0.000 26.00 0.040 26.50 0.210 27.00 0.590 27.50 1.120 Device Routing Invert Outlet Devices #1 Primary 21.50' 18.0" Round Culvert L= 36.3' Ke= 0.500 Inlet/Outlet Invert= 21.50'/21.50' S= 0.0000 '/' Cc= 0.900 n= 0.011, Flow Area= 1.77 sf #2 Device 1 25.20' 3.0"Vert. Orifice C= 0.600 Limited to weir flow at low heads #3 Device 1 26.85' 1.0"x 1.0" Horiz. Grate X 12.00 columns X 18 rows C= 0.600 in 24.0" x 36.0" Grate (25% open area) Limited to weir flow at low heads #4 Discarded 24.00' 6.500 in/hr Exfiltration over Surface area above 24.00' Conductivity to Groundwater Elevation = 23.00' Excluded Surface area = 0.180 ac FL22024 POST-RECOVER SFWMD 72-hr RECOVER Rainfall=0.04" Prepared by Newlines Engineering & Surveying Printed 09/05/2024 HydroCAD® 10.20-4b s/n 09679 ©2023 HydroCAD Software Solutions LLC Page 10 Discarded OutFlow Max=1.19 cfs @ 0.00 hrs HW=25.20' (Free Discharge) t_4=Exfiltration ( Controls 1.19 cfs) Primary OutFlow Max=0.00 cfs @ 0.00 hrs HW=25.20' (Free Discharge) t-1=Culvert (Passes 0.00 cfs of 14.61 cfs potential flow) -2=Orifice ( Controls 0.00 cfs) 3=Grate ( Controls 0.00 cfs) Grate Pond 3P: BLOCK 110 Orifice r, t,at;e, Culvert Pond 3P: BLOCK 110 Hydrograph •Inflow Outflow i!y<<51 InfloW Area= .Q70 ac Discarded ■Primary Peak giev=25.20 • S orage=0.292 of a t 3 mili.% e ,iiiiiiiiii ,'iiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiii�iiiiriii.�i 0.00 cfs . /% ��/i / %i 0 20 40 60 80 100 120 140 160 180 200 220 240 260 280 300 320 340 360 380 400 Time (hours) FL22024 POST-RECOVER SFWMD 72-hr RECOVER Rainfall=0.04" Prepared by Newlines Engineering & Surveying Printed 09/05/2024 HydroCAD® 10.20-4b s/n 09679 ©2023 HydroCAD Software Solutions LLC Page 11 Hydrograph for Pond 3P: BLOCK 110 Time Inflow Storage Elevation Outflow Discarded Primary (hours) (cfs) (acre-feet) (feet) (cfs) (cfs) (cfs) 0.00 0.00 0.292 25.20 1.19 1.19 0.00 10.00 0.00 0.011 24.06 0.04 0.04 0.00 20.00 0.00 0.000 24.00 0.00 0.00 0.00 30.00 0.00 0.000 24.00 0.00 0.00 0.00 40.00 0.00 0.000 24.00 0.00 0.00 0.00 50.00 0.00 0.000 24.00 0.00 0.00 0.00 60.00 0.00 0.000 24.00 0.00 0.00 0.00 70.00 0.00 0.000 24.00 0.00 0.00 0.00 80.00 0.00 0.000 24.00 0.00 0.00 0.00 90.00 0.00 0.000 24.00 0.00 0.00 0.00 100.00 0.00 0.000 24.00 0.00 0.00 0.00 110.00 0.00 0.000 24.00 0.00 0.00 0.00 120.00 0.00 0.000 24.00 0.00 0.00 0.00 130.00 0.00 0.000 24.00 0.00 0.00 0.00 140.00 0.00 0.000 24.00 0.00 0.00 0.00 150.00 0.00 0.000 24.00 0.00 0.00 0.00 160.00 0.00 0.000 24.00 0.00 0.00 0.00 170.00 0.00 0.000 24.00 0.00 0.00 0.00 180.00 0.00 0.000 24.00 0.00 0.00 0.00 190.00 0.00 0.000 24.00 0.00 0.00 0.00 200.00 0.00 0.000 24.00 0.00 0.00 0.00 210.00 0.00 0.000 24.00 0.00 0.00 0.00 220.00 0.00 0.000 24.00 0.00 0.00 0.00 230.00 0.00 0.000 24.00 0.00 0.00 0.00 240.00 0.00 0.000 24.00 0.00 0.00 0.00 250.00 0.00 0.000 24.00 0.00 0.00 0.00 260.00 0.00 0.000 24.00 0.00 0.00 0.00 270.00 0.00 0.000 24.00 0.00 0.00 0.00 280.00 0.00 0.000 24.00 0.00 0.00 0.00 290.00 0.00 0.000 24.00 0.00 0.00 0.00 300.00 0.00 0.000 24.00 0.00 0.00 0.00 310.00 0.00 0.000 24.00 0.00 0.00 0.00 320.00 0.00 0.000 24.00 0.00 0.00 0.00 330.00 0.00 0.000 24.00 0.00 0.00 0.00 340.00 0.00 0.000 24.00 0.00 0.00 0.00 350.00 0.00 0.000 24.00 0.00 0.00 0.00 360.00 0.00 0.000 24.00 0.00 0.00 0.00 370.00 0.00 0.000 24.00 0.00 0.00 0.00 380.00 0.00 0.000 24.00 0.00 0.00 0.00 390.00 0.00 0.000 24.00 0.00 0.00 0.00 400.00 0.00 0.000 24.00 0.00 0.00 0.00 FL22024 POST-RECOVER SFWMD 72-hr RECOVER Rainfall=0.04" Prepared by Newlines Engineering & Surveying Printed 09/05/2024 HydroCAD® 10.20-4b s/n 09679 ©2023 HydroCAD Software Solutions LLC Page 12 Summary for Pond 6P: BLOCK 121 Inflow Area = 2.170 ac, 53.00% Impervious, Inflow Depth = 0.00" for RECOVER event Inflow = 0.00 cfs @ 0.00 hrs, Volume= 0.000 af Outflow = 0.90 cfs @ 0.00 hrs, Volume= 0.289 af, Atten= 0%, Lag= 0.0 min Discarded = 0.90 cfs @ 0.00 hrs, Volume= 0.289 af Primary = 0.00 cfs @ 0.00 hrs, Volume= 0.000 af Routed to nonexistent node 9P Routing by Stor-Ind method, Time Span= 0.00-400.00 hrs, dt= 0.01 hrs Starting Elev= 25.90' Surf.Area= 0.372 ac Storage= 0.289 af Peak Elev= 25.90' @ 0.00 hrs Surf.Area= 0.372 ac Storage= 0.289 af Plug-Flow detention time= (not calculated: no plugs found) Center-of-Mass det. time= (not calculated: no inflow) Volume Invert Avail.Storage Storage Description #1 25.00' 0.532 af Dry retention 121 (Prismatic) Listed below(Recalc) #2 26.50' 0.730 af LOT Listed below-Impervious 1.262 af Total Available Storage Elevation Surf.Area Inc.Store Cum.Store (feet) (acres) (acre-feet) (acre-feet) 25.00 0.270 0.000 0.000 26.50 0.440 0.532 0.532 Elevation Cum.Store (feet) (acre-feet) 26.50 0.000 27.00 0.220 27.50 0.730 Device Routing Invert Outlet Devices #1 Primary 21.50' 18.0" Round Culvert L= 111.0' Ke= 0.500 Inlet/Outlet Invert= 21.50'/21.50' S= 0.0000 '/' Cc= 0.900 n= 0.011, Flow Area= 1.77 sf #2 Device 1 25.90' 3.0"Vert. Orifice C= 0.600 Limited to weir flow at low heads #3 Device 1 27.40' 1.0"x 1.0" Horiz. Grate X 12.00 columns X 18 rows C= 0.600 in 24.0" x 36.0" Grate (25% open area) Limited to weir flow at low heads #4 Discarded 25.00' 6.500 in/hr Exfiltration over Surface area above 25.00' Conductivity to Groundwater Elevation = 24.00' Excluded Surface area = 0.270 ac iscarded OutFlow Max=0.90 cfs @ 0.00 hrs HW=25.90' (Free Discharge) =Exfiltration ( Controls 0.90 cfs) Primary OutFlow Max=0.00 cfs @ 0.00 hrs HW=25.90' (Free Discharge) 4-1=Culvert (Passes 0.00 cfs of 14.05 cfs potential flow) 'E2=Orifice (Orifice Controls 0.00 cfs) 3=Grate ( Controls 0.00 cfs) FL22024 POST-RECOVER SFWMD 72-hr RECOVER Rainfall=0.04" Prepared by Newlines Engineering & Surveying Printed 09/05/2024 HydroCAD® 10.20-4b s/n 09679 ©2023 HydroCAD Software Solutions LLC Page 13 Grate Culvert I 1 Pond 6P: BLOCK 121 Hydrograph / ■Inflow O 0 Outflow 090 cfs Inflow Area=2.170 ac •Discarded 1 0 90 cfs ■Primary Peak Elev=25.90r Storage=0.289 of i LL 0.00 cfs _ 0 0 20 40 60 80 100 120 140 160 180 200 220 240 260 280 300 320 340 360 380 400 Time (hours) FL22024 POST-RECOVER SFWMD 72-hr RECOVER Rainfall=0.04" Prepared by Newlines Engineering & Surveying Printed 09/05/2024 HydroCAD® 10.20-4b s/n 09679 ©2023 HydroCAD Software Solutions LLC Page 14 Hydrograph for Pond 6P: BLOCK 121 Time Inflow Storage Elevation Outflow Discarded Primary (hours) (cfs) (acre-feet) (feet) (cfs) (cfs) (cfs) 0.00 0.00 0.289 25.90 0.90 0.90 0.00 10.00 0.00 0.026 25.09 0.07 0.07 0.00 20.00 0.00 0.003 25.01 0.01 0.01 0.00 30.00 0.00 0.000 25.00 0.00 0.00 0.00 40.00 0.00 0.000 25.00 0.00 0.00 0.00 50.00 0.00 0.000 25.00 0.00 0.00 0.00 60.00 0.00 0.000 25.00 0.00 0.00 0.00 70.00 0.00 0.000 25.00 0.00 0.00 0.00 80.00 0.00 0.000 25.00 0.00 0.00 0.00 90.00 0.00 0.000 25.00 0.00 0.00 0.00 100.00 0.00 0.000 25.00 0.00 0.00 0.00 110.00 0.00 0.000 25.00 0.00 0.00 0.00 120.00 0.00 0.000 25.00 0.00 0.00 0.00 130.00 0.00 0.000 25.00 0.00 0.00 0.00 140.00 0.00 0.000 25.00 0.00 0.00 0.00 150.00 0.00 0.000 25.00 0.00 0.00 0.00 160.00 0.00 0.000 25.00 0.00 0.00 0.00 170.00 0.00 0.000 25.00 0.00 0.00 0.00 180.00 0.00 0.000 25.00 0.00 0.00 0.00 190.00 0.00 0.000 25.00 0.00 0.00 0.00 200.00 0.00 0.000 25.00 0.00 0.00 0.00 210.00 0.00 0.000 25.00 0.00 0.00 0.00 220.00 0.00 0.000 25.00 0.00 0.00 0.00 230.00 0.00 0.000 25.00 0.00 0.00 0.00 240.00 0.00 0.000 25.00 0.00 0.00 0.00 250.00 0.00 0.000 25.00 0.00 0.00 0.00 260.00 0.00 0.000 25.00 0.00 0.00 0.00 270.00 0.00 0.000 25.00 0.00 0.00 0.00 280.00 0.00 0.000 25.00 0.00 0.00 0.00 290.00 0.00 0.000 25.00 0.00 0.00 0.00 300.00 0.00 0.000 25.00 0.00 0.00 0.00 310.00 0.00 0.000 25.00 0.00 0.00 0.00 320.00 0.00 0.000 25.00 0.00 0.00 0.00 330.00 0.00 0.000 25.00 0.00 0.00 0.00 340.00 0.00 0.000 25.00 0.00 0.00 0.00 350.00 0.00 0.000 25.00 0.00 0.00 0.00 360.00 0.00 0.000 25.00 0.00 0.00 0.00 370.00 0.00 0.000 25.00 0.00 0.00 0.00 380.00 0.00 0.000 25.00 0.00 0.00 0.00 390.00 0.00 0.000 25.00 0.00 0.00 0.00 400.00 0.00 0.000 25.00 0.00 0.00 0.00 FL22024 POST-RECOVER Multi-Event Tables Prepared by Newlines Engineering & Surveying Printed 09/05/2024 HydroCAD® 10.20-4b s/n 09679 ©2023 HydroCAD Software Solutions LLC Page 15 Events for Subcatchment 1 S: BLOCK 110 Event Rainfall Runoff Volume Depth (inches) (cfs) (acre-feet) (inches) RECOVER 0.04 0.00 0.000 0.00 F L22024 POST-RECOVER Multi-Event Tables Prepared by Newlines Engineering & Surveying Printed 09/05/2024 HydroCAD® 10.20-4b s/n 09679 ©2023 HydroCAD Software Solutions LLC Page 16 Events for Subcatchment 2S: BLOCK 121 Event Rainfall Runoff Volume Depth (inches) (cfs) (acre-feet) (inches) RECOVER 0.04 0.00 0.000 0.00 FL22024 POST-RECOVER Multi-Event Tables Prepared by Newlines Engineering & Surveying Printed 09/05/2024 HydroCAD® 10.20-4b s/n 09679 ©2023 HydroCAD Software Solutions LLC Page 17 Events for Pond 3P: BLOCK 110 Event Inflow Outflow Discarded Primary Elevation Storage (cfs) (cfs) (cfs) (cfs) (feet) (acre-feet) RECOVER 0.00 1.19 1.19 0.00 25.20 0.292 FL22024 POST-RECOVER Multi-Event Tables Prepared by Newlines Engineering & Surveying Printed 09/05/2024 HydroCAD® 10.20-4b s/n 09679 ©2023 HydroCAD Software Solutions LLC Page 18 Events for Pond 6P: BLOCK 121 Event Inflow Outflow Discarded Primary Elevation Storage (cfs) (cfs) (cfs) (cfs) (feet) (acre-feet) RECOVER 0.00 0.90 0.90 0.00 25.90 0.289