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HomeMy WebLinkAbout2008 RAI #1 SubmittalSt. John's River Water Management District Environmental Resource Permit Application Drainage Report RAI #1 for Sebastian Municipal Airport Hangar "A" SE` MUNICIPAL Al QRT November 2008 Index and Certification Page St. John's River Water Management District Environmental Resource Permit Application Drainage Report RAI # 1 Drainage Computations Exhibits and Attachments Project Plans (Civil) Sebastian Airport Hangar A November 18, 2008 21 Pages 4 Sheets 3 Sheets Mark C. Jansen State of Florida P.E. Number 56059 THE LPA GROUP INCORPORATED 615 Crescent Executive Court Suite 200 Orlando, FL 32817 407-306-0200/0460(Fax) FL Registration 0004307 Sebastian Airport Hangar `A' R,4I #1 Submittal Design Computations Post -Development Drainage Map Overall Drainage Map Construction Plans Geotechnical Report Topographic Survey Design Computations Summary of Results Basin Pre -Development Calculations AdICPR Nodal Diagram Input Report Node Min/Max Report Basin Summary Report Post Development Calculations AdICPR Nodal Diagram Input Report Node Min/Max Report Basin Summary Report Stage -Storage Water Quality Volume PONDS Results Project Data Aquifer Data Geometry Data Stage vs. Area Data Input Data Modflow Log Detailed Results Volume (fF) vs. Time (hrs) Water Elevation (ft) vs. Time (hrs) Summary of Results Basin Project: Hangar A By: HS Date: 11/3/2008 Location: Sebastian County Checked: SG Date: 11/3/2008 Peak Flow Rates to Outfalls Node Storm went Pre -Development Discharae cfs Post- Development cfs 'Dutfall 25-yr/24-Hr 2.05 0.00 Max Stage Table Node Pre -Developed (ft) Post -Developed (ft) 25-year24-hour 25-year24-hour Pond NA 20.35 Ditch A NA 17.83 Ditch B NA 17.83 Ditch C NA 17.83 Pre -Development Nodal Diagram Nodes A Stage/Area v Stage/volume T Time/Stage M Manhole Basins O Overland Flow U SCS Unit CN S SBL H CN Y SCS Unit GA Z SBUH GA Links P Pipe W Weir C Channel D Drop Structure B Bridge R Rating Curve H Breach E Percolation F Filter X Exfil Trench A: X➢ITCH Ti: Existing -t P c PRE 10. 1 -1T: XCutfall Interconnected Channel and Pond Routing Model (ICPR) 02002 Streamline Technologies, Inc. Pre -Development Input Report t ------------------------------------------------------------------------------------------ ------------------------------------------------------------------------------------------ ___= Basins Name: Existing Node: XDITCH Status: Onsite Group: pre Type: SCS Unit Hydrograph CN Unit Hydrograph: Uh256 Peaking Factor: 256.0 Rainfall File: Flmod Storm Duration(hrs): 24.00 Rainfall Amount(in): 9.500 Time of Conc(min): 10.00 Area(ac): 1.170 Time Shift(hrs): 0.00 Curve Number: 91.38 Max Allowable Q(cfs): 999999.000 DCIA($): 0.00 Nodes ________ ----------------------------- _________________________________________ ------------ Name: XDITCH Group: pre Type: Stage/Area Stage(ft) Area(ac) 17.200 0.0600 17.400 0.1920 17.600 0.3240 17.800 0.5080 18.000 0.6710 Base Flow(cfs): 0.000 Init Stage(ft): 17.830 Warn Stage(ft): 19.000 ----------------------------------------------------------------------------------------- Name: XOutfall Base FlOw(Cfs): 0.000 Init Stage(ft): 17.830 Group: pre Warn Stage(ft): 20.000 Type: Time/Stage Time(hrs) Stage(ft) ------------------------------ 0.00 -17.830 1000.00 17.830 ----------- ___= Pipes =______ ------------------------------ __________________________________________ -------------- Name: PRE 10" From Node: XDITCH Length(ft): 142.00 Group: pre To Node: XOutfall Count: 2 Friction Equation: Automatic UPSTREAM DOWNSTREAM Solution Algorithm: Most Restrictive Geometry: Circular Circular Flow: Both Span(in): 10.00 10.00 Entrance Loss Coef: 0.00 Rise(in): 10.00 10.00 Exit Loss Coef: 1.00 Irvert(ft): 17.000 17.000 Bend Loss Coef: 0.00 Manning's N: 0.013000 0.013000 Outlet Ctrl Spec: Use do or tw Top Clip(in): 0.000 0.000 Inlet Ctrl Spec: Use do Bot Clip(in): 0.000 0.000 Stabilizer Option: None Upstream FHWA Inlet Edge Description: Circular Concrete: Square edge w/ headwall Downstream FHWA Inlet Edge Description: Circular Concrete: Square edge w/ headwall ------------------------------------------------------------------------------ ============= Hydrology Simulations_______________________________________________________________ Name: 25 YR-pRE Filename: Y:\Airports\X26 - Sebasti an\TA412 02 6 (LoPres t i_Facil it ies)\documents\lg-permit_agenc ies\SJRWMD\ICPR\25 YR-pRE.R32 Override Defaults: Yes Storm Duration(hrs): 24.00 Rainfall File: Flmod Rainfall Amount(in): 9.50 Time(hrs) Print Inc(min) --------------- --------------- a .000 15.00 10.000 10.00 14.000 5.00 Interconnected Channel and Pond Routing Model ([CPR) 02002 Streamline Technologies, Inc. Page 1 of 2 Pre -Development Input Report 18.000 10.00 24.000 15.00 ---------------------------------------------------------------------------------------------------- Name: 25 YR-Prop Filename: Y:\Airports\X26 - Sebastian\TA412026(LoPresti_Facilities) \documents\lg-permit_agencies\SJRWMD\ICPR\25 YR-Prop.R32 Override Defaults: Yes Storm Duration(hrs): 24.00 Rainfall File: Flmod Rainfall Amount(in): 9.50 Time(hrs) Print Inc(min) 8.000 15.00 10.000 10.00 14.000 5.00 18.000 10.00 24.000 15.00 ------------------------------------------------------------------------- Routing Simulations=======================================================-= ---- =--- ------------------------------------------------------------------------------------------ Name: 25YR-24-HR Hydrology Sim: 25 YR-Prop Filename: Y:\Airports\X26 - Sebastian\TA412 0 2 6 (LoPrest i_Faci lit ies)\documents\lg -permit _agencies\SJRWMD\ICPR\25YR-24-HR.I32 Execute: Yes Restart: No Alternative: No Max Delta Z(ft): 1.00 Time Step Optimizer: 10.000 Start Time(hrs): 0.000 Min Calc Time(sec): 0.0100 Boundary Stages: Time(hrs) Print Inc(min) --------------- --------------- 999.000 15.000 Group Run --------------- ----- BASE Yes Patch: No Delta Z Factor: 0.00500 End Time(hrs): 24.00 Max Calc Time(sec): 0.1000 Boundary Flows: ---------------------------------------------------------------------------------------------------- Name: PRE 25YR-24-HR Hydrology Sim: 25 YR-pRE Filename: Y:\Airports\X26 - Sebasti an\TA4 12 02 6 (LoPrest i_Faci li ties) \documents\lg-permit_agenc ies\SJRWMD\ICPR\PRE 25YR-24-HR Execute: Yes Restart: No Alternative: No Max Delta Z(ft): 1.00 Time Step Optimizer: 10.000 Start Time(hrs): 0.000 Min Calc Time(sec): 0.0100 Boundary Stages: Time(hrs) Print Inc(min) --------------- --------------- 999.000 15.000 Group Run pre Yes Patch: No Delta Z Factor: 0.00500 End Time(hrs): 24.00 Max Calc Time(sec): 0.1000 Boundary Flows: Ir_-terconnected Channel and Pond Routing Model (ICPR) 02002 Streamline Technologies, Inc. Page 2 of 2 Pre -Development Node Min -Max Report. Max Time Name Group Simulation Stage hrs XDITCH pre PRE 25YR-24-HR 12.64 XOutfall pre PRE 25YR-24-HR 0.00 Max Warning Max Delta Max Surf Max Time Max Max Time Max Stage Stage Stage Area Inflow Inflow Outflow Outflow ft ft ft ft2 hrs cfs hrs cfs 18.19 19.00 0.0000 36014 12.00 6.30 12.64 2.05 17.83 20.00 0.0000 9 12.64 2.05 0.00 0.00 Interconnected Channel and Pond Routing Model (ICPR) ©2002 Streamline Technologies, Inc. Page 1 of I Pre -Development Basin Summary Report Basin Name: Existing Group Name: pre Simulation: 25 YR-pRE Node Name: XDITCH Basin Type: SCS Unit Hydrograph Unit Hydrograph: Uh256 Peaking Fator: 256.0 Spec Time Inc (min): 1.33 Comp Time Inc (min): 1.33 Rainfall File: Flmod Rainfall Amount (in): 9.500 Storm Duration (hrs): 24.00 Status: Onsite Time of Conc (min): 10.00 Time Shift (hrs): 0.00 Area (ac): 1.170 Vol of Unit Hyd (in): 1.000 Curve Number: 91.380 DCIA (%): 0.000 Time Max (hrs): i2.04 Flow Max (cfs): 6.46 Runoff Volume (in): 8.452 Runoff Volume (ft3): 35896 Interconnected Channel and Pond Routing Model (ICPR) 02002 Streamline Technologies, Inc. Page 1 of 1 Post -Development Nodal Diagram Nodes I A: Pond A Stage/Area V Stage/volume U: Proposed A T Time/Stage M Manhole W: Earthen Weir Basins O overland Flow U SCS Unit CN S SBTM CN Y SCS Unit GA Z SBUH GA A: Ditch A Links P Pipe W Weir C: Ditch AE C Channel D Drop Structure B Bridge R Rating Curve H Breach E Percolation A: Ditch B F Filter R Exfil Trench C:Ditch BC A: Ditch C P: EXISTING 6" T: Outfall Interconnected Channel and Pond Routing Model (ICPR) ©2002 Streamline Technologies, Inc. Post -Development Input Report -----============----------------------------------------------====----------------------- ___= Basins ______ ---------------------------------------------- __________________________ Name: Proposed A Node: Pond Status: Onsite Group: BASE Type: SCS Unit Hydrograph CN Unit Hydrograph: Uh256 Peaking Factor: 256.0 Rainfall File: Flmod Storm Duration(hrs): 24.00 Rainfall Amount(in): 9.500 Time of Conc(min): 10.00 Area(ac): 1.480 Time Shift(hrs): 0.00 Curve Number: 62.00 Max Allowable Q(cfs): 999999.000 DCIA(%): 0.00 ------------------------------------------------------------------------------------------ ------------------------------------------------------------------------------------------ ___= Nodes =---------------------------------------------- ------------------------------------------------------------------------------------------ Name: Ditch A Base Flow(cfs): 0.000 Init Stage(ft): 17.830 Group: BASE Warn Stage(ft): 19.600 Type: Stage/Area Stage(ft) Area(ac) ------------------------------ ------------------------------------------------------------------------------------------ Name: Ditch B Base Flow(cfs): 0.000 Init Stage(ft): 17.830 Group: BASE Warn Stage(ft): 18.000 Type: Stage/Area Stage(ft) Area(ac) ------------------------------ ------------------------------------------------------------------------------------------ Name: Ditch C Base Flow(cfs): 0.000 Init Stage(ft): 17.830 Group: BASE Warn Stage(ft): 18.000 Type: Stage/Area Stage(ft) Area(ac) ------------------------------ ------------------------------------------------------------------------------------------ Name: Outfall Base Flow(cfs): 0.000 Init Stage(ft): 17.830 Group: BASE Warn Stage(ft): 20.000 Type: Time/Stage Time(hrs) Stage(ft) 0.00 17.830 1000.00 17.830 ------------------------------------------------------------------------------------------ Name: Pond Base Flow(cfs): 0.000 Init Stage(ft): 19.500 Group: BASE Warn Stage(ft): 20.500 Type: Stage/Area . Stage(ft) Area(ac) --------------- --------------- 19.500 0.2900 20.000 0.3100 20.500 0.3300 ------------ ------------------------------------------------------------------------------------------ ____ Cross Sections Name: XSA Group: BASE Encroachment: No Station(ft) Elevation(ft) Manning's N 0.000 19.800 0.042000 8.000 17.500 0.042000 13.000 17.500 0.042000 21.000 19.600 0.042000 Interconnected Channel and Pond Routing Model (ICPR) 02002 Streamline Technologies, Inc. Page 1 of 4 Pcst-Development Input Report ---------------- ---------------------------------- Name: XSB Group:BASE Encroachment: No Station(ft) Elevation(ft) Manning's N -62.700 19.000 0.060000 0.000 18.000 0.042000 1.500 17.400 0.042000 6.500 17.400 0.042000 8.000 18.000 0.042000 98.400 19.000 0.060000 - ------------- - -- ------------------------------------------------ Name: XSC Group: BASE Encroachment: No Station(ft) Elevation(ft) Manning's N ------------------------------ -206.600 --------------- 19.000 0.060000 0.000 18.200 0.042000 11.500 17.400 0.042000 26.700 17.400 0.042000 33.600 18.000 0.042000 89.000 19.000 0.060000 ------------------------------------------------------------------------------------------ ___= Pipes ------------------------------------------------------------------------------------------ Name: EXISTING 6" From Node: Ditch C Length(ft): 137.00 Group: BASE To Node; Outfall Count: 2 Friction Equation: Automatic UPSTREAM DOWNSTREAM Solution Algorithm: Most Restrictive Geometry: Circular Circular Flow: Both Span(in): 6.00 6.00 Entrance Loss Coef: 0.00 Rise(in): 6.00 6.00 Exit Loss Coef: 1.00 Invert(ft): 17.100 16.860 Bend Loss Coef: 0.00 Manning's N: 0.013000 0.013000 Outlet Ctrl Spec: Use do or tw Top Clip(in): 0.000 0.000 Inlet Ctrl Spec: Use do Bot clip (in): 0.000 0.000 Stabilizer Option: None Upstream FHWA Inlet Edge Description: Circular Concrete: Square edge w/ headwall Downstream FHWA Inlet Edge Description: Circular Concrete: Square edge w/ headwall Channels Name: Ditch AB From Node: Ditch A Length(ft): 300.00 Group: BASE To Node: Ditch B Count: 1 UPSTREAM DOWNSTREAM Friction Equation: Automatic Geometry: Irregular Irregular Solution Algorithm: Automatic Invert(ft): 0.000 0.000 Flow: Both TClpinitZ(ft): 9999.000 9999.000 Contraction Coef: 0.100 Manning's N: Expansion Coef: 0.300 Top Clip(ft): 0.000 0.000 Entrance Loss Coef: 0.000 Bot Clip(ft): 0.000 0.000 Exit Loss Coef: 0.000 Main XSec: XSA XSB Outlet Ctrl Spec: Use do or tw AuxElevl(ft): 0..000 0.0.00 Inlet Ctrl Spec: Use do Aux XSecl; Stabilizer Option: Level Pool Option AuxElev2(ft): 0.000 0.000 Stabilizer Tol(ft): 0.100 Aux XSec2: Top Width(ft) : Depth(ft): Bat Width(ft): LtSdSlp(h/v): Rtsdslp (h/v) : ------------------------------------------------------------- Name: Ditch BC From Node: Ditch B ------------------------------ Length(ft): 370.00 Group: BASE To Node: Ditch C Count: 1 UPSTREAM DOWNSTREAM Friction Equation: Automatic Geometry: Irregular Irregular Solution Algorithm: Automatic Interconnected Channel and Pond Routing Model (ICPR) 02002 Streamline Technologies, Inc. Page 2 of 4 Post -Development Input Report invert(ft): 0.000 0.000 Flow: Both TC1pInitZ(ft): 9999.000 9999.000 Contraction Coef: 0.100 Manning's N: Expansion Coef: 0.300. Top Clip(ft): 0.000 0.000 Entrance Loss Coef: 0.000 Sot Clip(ft): 0.000 0.000 Exit Loss Coef: 0.000 Main XSec: XSB XSC Outlet Ctrl Spec: Use do or tw AuxElevl(ft): 0.000 0.000 Inlet Ctrl Spec: Use do Aux XSecl: Stabilizer option: Level Pool Option AuxElev2(ft): 0.000 0.000 Stabilizer Tol(ft): 0.100 Aux XSec2: Top Width(ft): Depth(ft): Bot Width(ft): LtSdSlp(h/v): RtSdSlp(h/v): ------------------------------------------------------------------------- ----------------------------------------------------- ___= Weirs Name: Group: BASE Flow: Both Type: Horizontal Span(in): 0.00 Rise(in): 0.00 Invert(ft): 0.000 Control Elevation(ft): 0.000 Bottom Clip(in): 0.000 Top Clip(in): 0.000 Weir Discharge Coef: 3.200 Orifice Discharge Coef: 0.600 From Node: To Node: Count: 1 Geometry: Circular TABLE -------------------------------------------------------------------------------- - - ---- ----- -- Name: Earthen Weir From Node: Pond Group: BASE To Node: Ditch A Flow: Both Count: 1 Type: Vertical: Fread Geometry: Trapezoidal Bottom width(ft): 4.00 Left Side Slope(h/v): 4.00 Right Side Slope(h/v): 4.00 Invert(ft): 20.100 Control Elevation(ft): 20.100 Struct Opening Dim(ft): 9999.00 TABLE Bottom Clip(ft): 0.000 Top Clip(ft): 0.000 Weir Discharge Coef: 3.200 Orifice Discharge Coef: 0.600 Hydrology Simulations ------ ---------- =------------------------------------------------------------------------- -------------------------------------------------------------------------------------- Name: 25 YR-pRE Filename: Y:\Airports\X26 - Sebastian\TA412026(LoPresti_Facilities) \documents\lg-permit_agencies\SJRWMD\ICPR\25 YR-pRE.R32 Override Defaults: Yes Storm Duration(hrs): 24.00 Rainfall File: Flmod Rainfall Amount(in): 3.50 Time(hrs) Print Inc(min) a.000 15.00 10.000 10.00 14.000 5.00 1S.000 10.00 24.000 15.00 ---------------------------------------------------------------------------------------------------- Name: 25 YR-Prop Filename: Y:\Airports\X26 - Sebast ian\TA4 12 0 2 6 (LoPrest i_Fac i lit ies)\documents\lg-permit_agenc ie s\SJRWMD\ICPR\25 YR-Prop.R32 Override Defaults; Yes Storm Duration(hrs): 24.00 Rainfall File: Flmod Rainfall Amount(in): 9.50 Time(hrs) Print Inc(min) Interconnected Channel and Pond Routing Model (ICPR) 02002 Streamline Technologies, Inc. Page 3 of 4 Post -Development Input Report 8.000 15.00 10.000 10.00 14.000 5.00 18.000 10.00 24.000 15.00 Routing Simulations ----------------------------------------------------- ------------------------------ Name: 25YR-24-HR Hydrology Sim: 25 YR-Prop Filename: Y:\Airports\X26 - Sebastian\TA412 02 6 (LoPre st i_Facilities)\documents\lg-permit_agencies\SJRWMD\ICPR\25YR-24-HR.I32 Execute: Yes Restart: No Alternative: No Max Delta Z(ft): 1.00 Time Step Optimizer: 10.000 Start Time(hrs): 0.000 Min Cale Time(sec): 0.0100 Boundary Stages: Time(hrs) Print Inc(min) ------------------------------ 999.000 15.000 Groua Run BASE Yes Patch: No Delta Z Factor: 0.00500 End Time(hrs): 24.00 Max Calc Time(sec): 0.1000 Boundary Flows: -------------------------------------------------------------------------------------------------- - Name: PRE 25YR-24-HR Hydrology Sim: 25 YR-pRE Filename: Y:\Airports\X26 - Sebastian\ TA4 12 02 6 (LoPrest i_Faci l it ies)\documents\lg-permit_agencies\ SJRWMD\ I CPR\ PRE 25YR-24-HR Execute: Yes Restart: No Alternative: No Max Delta Z(ft): 1.00 Time Step Optimizer: 10.000 Start Time(hrs): 0.000 Min Cale Time(sec): 0.0100 Boundary Stages: Time(hrs) Print Inc(min) 999.000 15.000 Group Run pre Yes Patch: No Delta Z Factor: 0.00500 End Time(hrs): 24.00 Max Calc Time(sec): 0.1000 Boundary Flows: Interconnected Channel and Pond Routing Model (ICPR) C@2002 Streamline Technologies, Inc. Page 4 of 4 Post -Development Mode Min/Max Name Group Simulation Ditch A BASE 25YR-24-HR Ditch B BASE 25YR-24-HR Ditch C BASE 25YR-24-HR Outfall BASE 25YR-24-HR Pond BASE 25YR-24-HR Max Time Max Warning Max Dslta Max Surf Max Time Max Max Time Max Stage Stage Stage Stage Area Inflow Inflow Outflow Outflow hrs ft ft ft ft2 hrs cfs hrs cfs 15.91 17.83 19.60 -0.0000 8517 12.63 1.86 12.63 1.86 17.15 17.83 18.00 -0.0000 63565 12.63 1.86 12.58 1.84 12.58 17.83 18.00 0.0000 48582 12.58 1.84 12.58 0.00 0.00 17..83 20.00 0.0000 3 12.58 0.00 0.00 0.00 12.63 20.35 2.0.50 0.0000 14106 12.08 4.83 12.63 1.86 Interconnected Channel and Pond Routing Model ([CPR) ©2002 Streamline Technologies, Inc. Page I of I Post -Development Basin Summary Basin Name: Group Name: Simulation: Node Name: Basin Type: Unit Hydrograph: Peaking Fator: Spec Time Inc (min): Comp Time Inc (min): Rainfall File: Rainfall Amount (in): Storm Duration (hrs): Status: Time of Conc (min): Time Shift (hrs): Area (ac): Vol of Unit Hyd (in): Curve Number: DCIA ( U : Proposed A BASE 25 YR-Prop Pond SCS Unit Hydrograph Uh256 256.0 1.33 1.33 Flmod 9.500 24.00 Onsite 10.00 0.00 1.480 1.000 62.000 0.000 Time Max (hrs!: 12.04 Flow Max (cfs): 4.94 Runoff Volume (in): 4.752 Runoff Volume (ft3): 25528 Interconnected Channel and Pond Routing Model (ICPR) 02002 Streamline Technologies, Inc. Page 1 of 1 Sebastian Municipal Airport Hangar A 10/16/2008 HAS POND STAGE -STORAGE TABLES - POST DEVELOPMENT DRAINAGE BASIN A POND A Contour Contour Avg. Cont. Delta h Volume Cumul. Cumul. Elev. Area (sf) Area (sf) (ft) (cf) Vol. (cf) Vol. (Ac-ft) 0 19.5 12419 12889.5 0.5 6444.75 6444.75 0.15 20.0 13360 13843 0.5 6921.5 13366.25 0.31 20.5 14326 SHWT (ft) = 18.46 ft (Please see Geotech Report) Existing ground (topo) = 20.13 ft Water Quality Volume Provided = 0.19 ac- ft @ 20.1 ft Based on the attached PONDS results pre treatment of the water quality volume in proposed pre treatment Pond will percolate to groundwater within 48 hours after a storm. Sebastian Municipal Airport Hangar A 11/03/08 HAS DRAINAGE BASIN "A" SUMMARY Developed Basin Area Impervious Area Impervious Percentage 0.5"x Basin Area 1.25" x Impervious Area Required Water Quality Volume (Subtotal) 0.5" X Basin Area (for on line treatment) Required Water Quality Volume (Subtotal) 50% Additional Treatment (due to Sensitive Receiving Waters) Required Water Quality Volume (Total) Water Quality Elevation (See PONDS Results) PROVIDED WATER QUALITY VOLUME WATER QUALITY DRAWDOWN TIME (See PONDS Results) Pre -Development Runoff Volume (25 year, 24 hour) Post -Development Runoff Volume (25 year, 24 hour) REQUIRED ATTENUATION VOLUME 1.48 AC 0.57 AC 39 2686 CF 2586 CF 2686 CF 2686 CF 5372 CF 2686 CF 8059 CF 20.1 FT 48 HOURS 35930 CF 25528 CF 0 CF CONTROLLING REQUIRED STORMWATER MANAGEMENT VOLUME IS: Water Quality Proiect Data Project Name: Simulation Description: Project Number: Engineer : Supervising Engineer: Date: Aquifer Data PONDS Version 3.3.0228 Retention Pond Recovery - Refined Method Copyright 2008 Devo Seereeram, Ph.D., P.E. Sebastian Hangar A Recovery Analysis TA412026 HAS M LJ 10-16-2008 Base Of Aquifer Elevation, [B] (ft datum): Water Table Elevation, [WT] (ft datum): Horizontal Saturated Hydraulic Conductivity, [Kh] (ft/day): Fillable Porosity, [n] (%): Unsaturated Vertical Infiltration Rate, [Iv] (ft/day): Maximum Area For Unsaturated Infiltration, [Av] (ft2): Geometry Data Equivalent Pond Length, [L] (ft): 170.0 Equivalent Pond Width, [W] (ft): 84.0 Ground water mound is expected to intersect the pond bottom Sta4e vs Area Data Stage Area (ft datum) (ft2) 19.50 12419.0 20.00 13360.0 20.50 14326.0 16.63 18.46 21.00 30.00 19.3 12419.0 Sebastian Hangar A 11-14-2008 12:15:19 Page 1 PONDS Version 3.3.0228 Retention Pond Recovery - Refined Method Copyright 2008 Devo Seereeram, Ph.D., P.E. Scenario Input Data Scenario 1 :: Unknown ft3 Slug load Hydrograph Type: Slug Load Modflow Routing: Routed with infiltration Treatment Volume (W) 7405 Initial ground water level (ft datum) default, 18.46 Time After Storm Event (days) 0.100 0.250 0.500 1.000 1.500 Time After Storm Event (days) 2.000 2.500 3.000 3.500 4.000 Sebastian Hangar A 11-14-2008 12:15:20 Page 2 PONDS Version 3.3.0228 Retention Pond Recovery - Refined Method Copyright 2008 Devo Seereeram, Ph.D., P.E. Modflow Loq MODFLOW CONTROL PARAMETERS Perimeter boundary condition: constant head Maximum iterations of outer loop: 150 Maximum iterations of inner loop: 60 Horizontal conductivity within pond: 1000000 (if groundwater mound is expected to intersect pond bottom) Instantanerous storage coefficient: Volumetric balance Default head closure tolerance: .01 Default residual closure tolerance: .5 Target water budget error: 1 On failure to converge: Rerun limiting inner loop to one iteration > Maximum number of iterations of outer loop: 500 Running Average Porosity is active > Starting on pass: 2 > When outer iteration reaches: 50 > Number of data points: 4 Running Average Pond Stage (for discharge structures with tailwater) is active > Starting on pass: 2 > When outer iteration reaches: 50 > Number of data points: 4 Grid size: 1000 ft (from pond centerline) Mound Output: none Begin Scenario 1 10/17/2008 12:39:37 End Scenario 1 10/17/2008 12:39:37 Sebastian Hangar A 11-14-2008 12:15:20 Page 3 PONDS Version 3.3.0228 Retention Pond Recovery - Refined Method Copyright 2008 Devo Seereeram, Ph.D., P.E. Detailed Results :: Scenario ? :: Unknown ft3 slug load Elapsed Inflow Outside Stage Infiltration Overflow Cumulative Cumulative Cumulative Time Rate Recharge Elevation Rate Discharge Inflow Infiltration Discharge Flow (hours) MIN (ft/day) (ft datum) (wls) MIN Volume (ft') Volume (W) Volume (ft') Type 0.000 1234.1670 0.0000 18.460 0.00000 0.00000 0.0 0.0 0.0 N.A. 0.002 1234.1670 0.0000 20.070 2.77260 0.00000 7405.0 16.6 0.0 U/P 2.400 0.0000 0.0000 19.716 0.34128 0.00000 7405.0 4683.1 0.0 U/S 6.000 0.0000 0.0000 19.673 0.03622 0.00000 7405.0 5231.2 0.0 S 12.000 0.0000 0.0000 19.628 0.02302 0.00000 7405.0 5794.5 0.0 S 24.000 0.0000 0.0000 19.570 0.01484 0.00000 7405.0 6525.4 0.0 S 36.000 0.0000 0.0000 19.526 0.01018 0.00000 7405.0 7076.5 0.0 S 48.000 0.0000 0.0000 19.477 0.00380 0.00000 7405.0 7405.0 0.0 S 60.000 0.0000 0.0000 19.406 0.00000 0.00000 7405.0 7405.0 0.0 S 72.000 0.0000 0.0000 19.349 0.00000 0.00000 7405.0 7405.0 0.0 S 84.000 0.0000 0.0000 19.302 0.00000 0.00000 7405.0 7405.0 0.0 S 96.000 0.0000 0.0000 19.262 --- --- 7405.0 7405.0 0.0 N.A. Sebastian Hangar A 11-14-2008 12:15:20 Page 4 m _ v D N O O Oo N N O CU m C" I 8000'ti I 7000- 6000 M rn as E 5000 6 d > a 4000 E V 3000 i 2000 I 1000, 0 0 Plot of Cumulative Volumes and Pond Stage vs Elapsed Time Scenario 1 :: Unknown ft'slug load 10 20 30 40 50 60 70 80 90 Elapsed Time (hrs) Y1 Axis: Cumulative Inflow---- Cumulative Infiltration-- Cumulative Discharge-- Y2 Axis: Pond Stage- 20.2 20.0 19.8 19.6 ,-h �► E O v c 00 19.4M Ca v naz CD M 0 cn $ CD M C O = O m cQ to 19.2�pN,�M > N 'ao, w =o W 0°°m o N °D 19.0 m CL 3 m rt S O a 18.8 i 18.4 100 CO cu Q d 1600 _ d D 1400 i 10001 800-1 600 75 :ids 200 0 -200 0 Plot of Flow Rates and Pond Stage vs Elapsed Time Scenario 1 :: Unknown ft'slug load 20.2 10 20 30 40 50 60 70 80 Elapsed Time (hrs) Y1 Axis: Inflow Rate--- Infiltration Rate--- Discharge Rate— Y2 Axis: Pond Stage-- 20.0 19.8 X 19.6 CD E o 0 00 19.4$ nav C m M O CD o a�< CD -% y to < N 19.22 ���� W To CA)c °D C is of cc c N 00 19.0 171 Q. 3 m 3 O Q .18.8 18.6 18.4 90 100 Post -Development Drainage Map