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HomeMy WebLinkAbout2008 RAI #2 SubmittalSebastian Airport Hangar `A' RAI #2 Submittal Design Computations Pre -Development Drainage Map Post -Development Drainage Map ~ Construction Plans Geotechnical Report Addendum Design Computations Summary of Results Basin CN Calculations Stage -Storage Water Quality Volume ,r1 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 PONDS Results Project Data Aquifer Data Geometry Data Stage vs. Area Data Input Data Modjlow Log Detailed Results Volume (ft3) vs. Time (hrs) Water Elevation (ft) vs. Time (hrs) Stormsewer Summary of Results Basin Project: Hang A By: HS Date: 12/10/2008 Location: Sebastian County Checked: SG Date: 12/10/2008 Peak Flow Rates to Outfalls Node * I Sto rai I'_,e'il. Pre-De✓elopmenc Post- Discharae Develooment (cfs) (cfs) Outtall I 20-yr,,4 i n 0.76 0.24 . Max Stage Table P'ie-De.el.o er,. (ft) IPos Cewelapec� (i,)� 2o-yeal'-��.-���o.r I;)-yea.r,cf--ieD-! Rig NA �� A NA 17.80 b1ch C NA Kfl A^ WORKSHEET 2: Runoff curve number and runoff Project: HangarA Location: Sebastian Municipal Airport Circle One: CPresent Developed 1. Runoff curve number (CM Soil name and Cover description hydrologic group (cover type, treatmen4 and hydrologic (appendix A) condition, percent impervious area ratio) lmmokalee, (B/D) Good Condition (grass cover> 75%) Immokalee, (B/)) Impervious Area Use only one CN source per line. CN (weighted) = total product/total area = By: HS Date: Checked: SG Date: Drainage Area 12/912008 IWW2008 CN i/ Area N 00 apC39 W F W ❑ mi 80 0.53 42,40 98 0.95 93.10 T pals - 1.48 135.50 = 91.55 Use CN 1.48 I 135.50 92 .r%l WORKSHEET 2: Runoff cuiwe number and runoff Project HangarA Location: Sebastian Municipal Airport Circle One: Present Developed 1. Runoff curve number (CM Soil name and Cover description hydrologic group (cover type, treatment, and hydrologic (appendix A) condition, percent impervious area ratio) Immokalee, (B/D) Good Condition (grass cover> 75%) humokalee, (B/D) Impervious Area rmmoxetee, (B/D) Pond Surface Area Use only one CN source per line. CN (weighted) = total product/total area = a0a% By: HS Date: 12/9/2008 Checked: SG Date: 12/92008 Drainage Area CN J N Area acre ❑ ml 80 0.70 56.10 98 0.38 37.24 100 0.40 39.87 Totals = 1.48 133.21 133.21 = 90.01 Use CN 90 1.48 Sebastian Municipal Airport Hangar A 12/10/2008 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 16397 16883 0.5 8441.5 8441.5 0.19 20.0 17369 17883 0.5 8941.5 17383 0.40 20.5 18397 SHWT (ft) = 18.46 ft (Please see Geotech Report) Existing ground (topo) = 20.13 ft Water Quality Volume Provided = 0.21 ac- ft @ 20.0 ft Based on the attached PONDS results pre treatment of the water quality volume in proposed pre treatment Pond will percolate to groundwater within 27.4 hours after a storm. a" Am' Sebastian Municipal Airport Hangar A 12/10/08 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 Flow Max (25 year, 24 hour) Post -Development Flow Max (25 year, 24 hour) 1.48 AC 0.78 AC 53 2686 CF 3534 CF 3534 CF 2686 CF 6220 CF 3110 CF 9330 CF 20.0 FT 27.4 HOURS 8.21 Cfs 8.09 Cfs I04 Pre -Development Nodal Diagram Nodes A Stage/Area V Stage/Volume T Time/Stage M Manhole Basin 0 Overland Flow U SCS Unit CN S SBUB CN Y SCS Unit GA Z SBUB GA Links I A: xUIT® P Pipe W Weir U: Bxiating C Channel D Drop Structure VII/ B Bridge a Rating Curve B Breach S Percolation P Filter I e: axxsxxac s X Exfil Trench T: YOut£all Interconnected Channel and Pond Routing Model (ICPR) 02002 Streamline Technologies, Inc. 1b"k Pre -Development Input Report ==== Basins Name: Existing Group: pre Unit Hydrograph: Uh256 Rainfall File: Flmod Rainfall Amount(in): 9.500 Area(ac): 1.480 Curve Number: 92.00 DCIA(%): 0.00 Node: %DITCH Status: Onsite Type: SCS Unit Hydrograph CN Peaking Factor: 2S6.0 Storm Duration(hrs): 24.00 Time of Conc(min): 10.00 Time Shi£t(hrs): 0.00 Max Allowable Q(c£s): 999999.000 .._. Nodes............................................................................... Name: XDITCH Ease Flow(cfs): 0.000 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 -------------- Nam: XOutfall Group: pre Type: Time/Stage Time(hra) Stage(ft) iwk 0.00 17 83D 100.00 17.830 Ease Flow(c£s): 0.000 Init Stage(ft): 17.830 Warn Stage(ft): 29.000 ____________________________ Init Stage(ft): 17.830 warn Stage(ft): 20.000 ---- Pipes ... ..........e=== ............... .............................. ----------- .....---------- Name: EXISTING 6" From Node: XDITCH Length(ft): 137.00 Group: pre To Node: XOutfall Count: 2 Friction Equation: Automatic UPSTREAM DOWNSTREAM Solution Algorithm: Most Restrictive Geometry: Circular Circular Flow: Both Span(in): 6.00 6.00 Entrance Lose 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 Mancing'e N: 0.013000 0.013000 outlet Ctrl Spec: Use do or tw Top Clip(in): 0.000 0.000 Inlet Ctrl Spec: Use do Hot Clip(in): 0.000 0.000 Stabilizer Option: None Upstream FHNA 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 - Sebastian\TA412026(LoPresti_Facilities)\documents\1g-permit_agencies\SMR %ICPR\25 YR-pRE.R32 Override Defaults: Yea Storm Duration (bra) : 24. 00 Rainfall Pile: Flmod Rainfall Amount(in): 9.50 Time(hrs) Print Inc(min) ____00___________ _1______________ 10.000 10.00 .00 14.000 5.0.00 Interconnected Channel and Pond Routing Model (ICPR) @2002 Streamline Technologies, Inc. Page I of 2 Pre -Development Input Report 18.000 10.00 1OWA 24.000 15.00 Qi ______________________________________-__________________________________-_________ Name: 25 YR-Prop _ Filename: Y:\Airports\X26 Sebastian\TA412026(L Presti_Facilities)\documents\lg-permit_agencies\SJRWMD\ICPR\25 YR-Prcp.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 Simulati.....-------------------- =................ ==== "_._...._.___==_ ==_ Name: 25YR-24-HR Hydrology Sim: 25 YR-Prop Filename: Y:\Airports\X26 - Sebastian\TA412026(L Presti_Facilities)\documents\lg-permit_agencies\SJRWMD\ICPR\25YR-24-6R.I32 Execute: Yea Restart: No Patch: No Alternative: No Max Delta Z(ft): 1.00 Delta Z Factor: 0.00500 Time Step Optimizer: 10.000 Start Time(hrs): 0.000 End Time lhrs): 24.00 Min Cal. Time(sec): 0.0100 Max Calc Time(aec): 0.1000 Boundary Stages: Boundary Flows: Time(hrs) Print Inc(min) _______________ ______________ 999.000 15.000 Group Run _______________ _____ BA58 Yee _____________________________ ___________ ______________________________ Name: PRE 25YR-24-HR Hydrology Sim: 25 YR-pRE Filename: Y:\Airporta\X26 - Sebastian\TA412026(L Preati_Facilities)\documents\lg-permit_agencies\SMR \ICPR\PRE 25YR-24-HR Execute: Yea Restart: No Patch: NO Alternative: NO Max Delta Z(ft): 1.00 Delta Z Factor: 0.00500 Time Step Optimizer: 10.000 Start Time(hre): 0.000 End Time Mrs): 24.00 - Min Calc Time(sec): 0.0100 Max Calc Time(sec): 0.1000 Boundary Stages: Boundary Flows: Time(hrs) Print Inc(min) _______________ _______________ 999.000 15.000 Group Run _______________ pre Yee Interconnected Channel and Pond Routing Model (ICPR) 02002 Streamline Technologies, Inc. Page 2 of 2 Pie -Development Node Min/Max Report Max Time Name Group Simulation Stage bra MITCH pre PRE 25"-24-HR 13.62 Mutfall pre PRE 25"-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 £t2 bra cfe bra cfe 1B.51 19.00 0.0000 47434 12.00 B.00 13.62 0.76 17.83 20.00 0.0000 3 13.62 0.76 0.00 0.00 Interconnected Channel and Pond Routing Model (ICPR) 02002 Streamline Technologies, Inc. Page 1 of 1 E I Pre -Development Link Min/Max Report Max Time Name Group Simulation Flow hre EXISTING V pre PRE 2SM-24-M 13.62 Max Max Max Time Max Max Time Max Flow Delta 0 US Stage US Stage DS Stage DS Stage cfe cfs hre ft hre ft 0.76 0.003 13.62 18.51 0.00 17.83 Interconnected Channel and Pond Routing Model ([CPR) 02002 Streamline Technologies, Inc. Page I of 1 AM^ `^k 'Oft Pre -Development Basin Summary Report Basin Name: Existing Group Name: pre Simulation: 25 YR-pRR Node Name: XDITCH Basin Type: SCS Unit Hydrograph Unit Hydrograph: Uh256 Peaking Pator: 256.0 Spec Time Inc (min): 1.33 Comp Time Inc (min): 1.33 Rainfall Pile: Plmod Rainfall Amount (in): 9.500 Storm Duration (hrs): 24.00 Status: Oneite Time of Conc (min): 10.00 Time Shift (hrs): 0.00 Area (ac): 1.480 Vol of Unit Hyd (in): 1.000 Curve Number: 92.000 DCIA (f): 0.000 Time Max (bra): 12.04 Plow Max (cfa): 8.21 Runoff Volume (in): 8.528 Runoff Volume (ft3): 45815 Interconnected Channel and Pond Routing Model (ICPR) 02002 Streamline Technologies, Inc. Page 1 of 1 Qi Posh -Development NcRal Diaqram Nodes I A: Pond A Stage/Area V Stage/Volume I D: Proposed A T Time/Stage M Manhole N: EeKhea Wei Basins 0 overland Flo. D SCS Unit CN S Sam CN Y SCS Unit GA E SBDH GA A: Ditch A Links P Pipe W Weir C Channel C: Dieeh AB D Drop Structure B Bridge R Rating Niue H Breach B Percolation A: Ditch H F Filter X Bxfil Trench C: Ditch HC A: Ditch C P: BAISTING 6• T: Outtall Interconnected Channel and Pond Routing Model (ICPR) 02002 Streamline Technologies, Inc. Post -Development Input Report arW. a ....Basin . ................... =..... ...................__ ................ ......-_ Name: Proposed A Node: Pond Statue: Onsite Group: BASS Type: SCS Unit Hydrograph CN II it Hydrograph: Oh256 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): 1.460 Time Shift(hrs): 0.00 Curve Number: 90.00 Max Allowable 0(cfs): 999999.000 DCIA(t): 0.00 .... Nodes ..... .... ..----- .a............ ...................................... .... Name: Ditch A Base Flow(cfs): 0.000 Init Stage(ft): 17.800 Group: BASS Warn Stage(ft): 19.800 Type: Stage/Area Staget£t) Area(ac) ------------------------ 17.800 0.0000 19.800 0.0010 ------------------------------------------------------------------------------------- Name: Ditch B Base Flow(cfs): 0.000 Init Stage(ft): 17.530 Group: BASH Warn Stage(ft): 19.000 Type: Stage/Area Stage(ft) ----------------- Are.(..) ---------_____ 17.530 0.0000 19.000 0.0020 ------------------------------------------ Name: Ditch C ------------------------------------------ Baee Flow(cfs): 0.000 Init Stage(ft): 17.ODO Group: BASH warn Stage(ft): 19.000 Type: Stage/Area Stage(ft) Area(act) ------------------------------ 17.000 0.0000 19.000 0.0100 ------------------------------------------------------------------------------------- Name: Outfall Base Flow(cfe): 0.000 Init Stage(ft): 17.830 Group: BASE Warn Stage(ft): 20.000 Type: Time/Stage Time(hra) Stage(ft) ------------------------- 0.00 17.830 100.00 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 (so) ------------------------------ 19.500 0.3800 20.000 0.4000 20.500 0.4200 .... Cross Sections ........... ....... . . ..............._......................... Name: 1:SA Group: BASS ' Encroachment: No Interconnected Channel and Pond Routing Model gCPR) 02002 Streamline Technologies, Inc. Page 1 of 4 Post -Development Input Report r^ Station(ft) Elevation(it) Manniag's N 0.000 19.800 0.042000 8.000 17.800 0.042000 13.000 17.800 0.042000 22.000 19.800 0.042000 --------------------------------------------------------------------- Name: ME Group: BASE Encroachment: No Station(ft) Elevation(ft) --------------- Manning's N --------------- 0.000 --------------- 19.000 0.060000 21.000 18.500 0.042000 71.000 18.000 0.042000 81.000 17.930 0.042000 86.000 17.530 0.042000 93.000 18.000 0,042000 131.000 18.660 0.042000 171.000 19.000 0.060000 ----------------------------------------------- Name: MC --------------------- Group: BASE Encroachment: No Station(ft) Slevation(ft) Manning's N 0.000 19.000 0.060000 22.000 18.000 0.042000 91.000 17.000 0.042000 100.000 17.000 0.042000 153.000 18.000 0.042000 251.000 19.000 0.060000 ...... .... Pipes ....................................................... A^ Name: EXISTING 6^ From Node: Ditch C Group: BASE To Node: Outfall UPSTREAM DOWNSTREAM Geometry: Circular Circular Span (in): 6.00 6.00 Rise(in): 6.00 6.00 Invert(ft): 17.100 16.960 Me,nning's N: 0.013000 0.013000 Top Clip(in): 0.000 0.000 Bot Clip(in): 0.000 0.000 Upstream PENA Inlet Edge Description: Circular Concrete: Square edge w/ headwall Downstream PENA Inlet Edge Description: Circular Concrete: Square edge w/ headwall Length(ft): 137.00 Count: 2 Friction Equation: Automatic Solution Algorithm: Most Restrictive Flop: Both Entrance Lose Coef: 0.00 Exit Loss Coef: 1.00 Bend Lose Coef: 0.00 Outlet Ctrl Spec: tree do or tw Inlet Ctrl Spec: Use de Stabilizer Option: None .... c Channels ..........3........ ...............................=� ............_._... Name: Ditch AS From Node: Ditch A Length(ft): 286.00 Group: BASE To Node: Ditch S Count: 1 UPSTREAM DOWNSTREAM Friction Equation: Automatic Geometry: Irregular Irregular Solution Algorithm: Automatic Isvert(ft): 17.800 17.530 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 Lose Coef: 0.000 Hot Clip(ft): 0.000 0.000 Exit Lose Coef: 0.000 Main Met: MA XSB 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): Hot Width(£t): LESdSlp(h/v): RtSdSlp(h/v): Interconnected Channel and Pond Routing Model OUR) 02002 Streamline Technologies, Inc. Page 2 of 4 Poet -Development Input Report ----------------------------------------------- Name: Ditch BC From Node: Ditch B Group: BABE To Node: Ditch C NPETREAM Geometry: Irregular Invert(£t): 17.530 TClpinitZ(ft): 9999.000 Manning -a N: Top Clip(ft): 0.000 Hot Clip(£t): 0.000 Main XSec: XSB AuxElevl(ft): 0.000 Aux XSecl: Aux3lev2(ft): 0.000 Aux XSec2: Top Width(ft): Depth(ft): Hot Width(ft): LtSdSlp(h/v): RtSdSlp(h/v): .... Weirs Name: Earthen Weir Group: BASE Flow: Both Type: Vertical: Pread _____________________________________ Length(ft): 302.00 Count: 1 DOWNSTREAM Friction Equation: Automatic Irregular Solution Algorithm: Automatic 17.000 Flow: Both 9999.000 Contraction Coef: 0.100 Expansion Coef: 0.300 0.000 Entrance Loss Coef: 0.000 0.000 Exit Loss Coef: 0.000 XSC Outlet Ctrl Spec: Use do or tw 0.000 Inlet Ctrl Spec: Use do Stabilizer Option: Level Pool Option 0.000 Stabilizer Tol(£t): 0.100 From Node: Pond To Node: Ditch A Count: 1 Geometry: Trapezoidal Bottom Width(ft): 10.00 Left Side Slope(h/v): 4.00 Right Side Slope(h/v): 4.00 invert(ft) : 20.000 Control Elevation(ft): 20.000 Struct Opening Dim(ft): 9999.00 TABLE Bottom Clip(ft): 0.000 I^ Top Clip(ft): 0.000 Weir Discharge Coef: 3.200 Orifice Discharge Coef: 0.600 .... Hydrology Simulations Name: 25 YR-pRE Filename: Y:\Airporta\X26 - Sebastian\TA412026(LoPresti_Facilities)\documents\lg-permit_agencies\SMR \ICPR\25 YR-pRE.R32 Override Defaults: Yea Storm Duratioa(hre): 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 Name: 25 YR-Prop Filename: Y:\Airports\X26 - Sebastian\TA412026(LoPresti Facilities)\documents\lg-permit_agencies\SJR \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 .... Rwtin9 Simulations ... _.i.................................:..... Interconnected Channel and Pond Routing Model (ICPR) C2002 Streamline Technologies, Inc. Page 3 of 4 Poet-De�relopmsnt Input Report Name: 25YR-24-HR Hydrology Sim: 25 YR-Prop Filename: Y:\Airports\X26 - Sebastian\TA412026(DOPresti_Facilities)\documents\1g-permit_agencies\SSR.W6m\1CPR\25YR-24-HR.132 Execute: Yes Restart: No Patch: No Alternative: No Max Delta Z(ft): 1.00 Delta Z factor: 0.00500 Time Step Optimizer: 10.000 Start Time Mrs): 0.000 End Time(hre): 24.00 Min Calm Time (see): 0.0100 Max Calc Time(sec): 0.1000 Boundary Stages: Boundary Flows: Time(hrs) Print Inc(min) _______________ _______________ 999.000 15.000 Group Run BASE Yes ----------------------------------- __________________________________________________________ Name: PRE 25YR-24-HR Hydrology Sim: 25 YR-pRB Filename: Y:\Aixporta\X26 - Sebastian\TA412026(boPresti Pacilitiea)\documents\19-pern+lt_agencies\SSRwPID\ICpR\PRE 25YR-24-HA Execute: Yes Restart: No patch: No Alternative: No Max Delta Z(ft): 1.00 Delta Z Factor: 0.00500 Time Step Optimizer: 10.000 Start Time(hrs): 0.000 End Time(hrs): 24.00 Min Calc Time(see): 0.0100 Max Calm Tim (See): 0.1000 Boundary Stages: Boundary Flows: Time(hre) Print Inc(min) _______________ 999.000 _______________ 15.000 Group Run ____________ ir e -____ Yea r Intemonnected Channel and Pond Routing Model (ICPR) C2002 Sheamline Technologies, Inc. Page 4 of 4 Poet -Development Node Min/Max Report Max Time Max Warning Max Delta Max Surf Max Time Max Max Time Max Name Group Simulation Stage Stage Stage Stage Area Inflow Inflow Outflow Outflow hra ft ft ft ft2 hra cfs Dre cfe Ditch A BASE 25YR-24-HR 12.70 17.90 19.80 -0.0000 0 12.18 6.57 12.18 6.57 Ditch B BASE 25YR-24-HR 12.70 17.90 19.00 0.0000 11764 12.18 6.57 12.18 6.57 Ditch C BASE 25YR-24-HR 12.70 17.90 19.00 0.0001 17617 12.18 6.57 12.70 0.24 Outfall BASE 25YR-24-M 0.00 17. 83 20.00 0.0000 20 12.70 0.24 0.00 0.00 Pond BASE 25YR-24-HR 12.18 20.33 20.50 0.0000 17992 12.00 7.08 12.18 6.57 lntemonnected Channel and Pond Routing Model QCPR) 02002 Stmamline Technologies, Inc. Page 1 of 1 Z Poet -Development Link Min/Max Report Max Time Max Max Max Time Max Max Time Max Name Group Simulation Plow Plow Delta Q US Stage US Stage DS Stage DS Stage hra cfe cfe hre ft hra ft Ditch AS SASS 25YR-24-HR 12.19 6.50 6.S72 12.70 17.90 12.70 10.90 Ditch SC BASS 25YR-24-HR 12.18 6.50 6.502 12.90 17.90 12.70 17.90 Earthen Weir BASH 25YR-24-M 12.18 6.50 0.000 12.18 20.33 12.90 17.90 EXISTING 6" EASE 25YR-24-HR 12.70 0.24 -0.430 12.70 17.90 0.00 17.83 interconnected Channel and Pond Routing Model (ICPR) 02002 Streamline Technologies, Inc. Page 1 of 1 AIM ,Oftk Poet -Development Basin Summary Report Basin Name: Proposed A Group Name: BASE Simulation: 25 M-Prop Node Name: Pond Basin Type: SCS Unit Hydrograph Unit Hydrograph: Uh256 Peaking Pator: 256.0 Spec Time Inc (min): 1.33 Comp Time Inc (min): 1.33 Rainfall Pile: Flmod Rainfall Amount (in): 9.500 Storm Duration (hrs): 24.00 Statue: Onsite Time of C. (min): 10.00 Tim Shift (bra): 0.00 Area (so): 1.480 Vol of Unit Hyd (in): 1.000 Curve Number: 90.000 DCIA (t): 0.000 Time Max (hre): 12.04 Flo. Max (cfe): 8.09 Runoff Volume (in): 8.283 Runoff Volume (ft3): 4449E Interconnected Channel and Pond Routing Model OCPR) 02002 Streamline Technologies, Inc. Page 1 of I PONDS Version 3.3.0228 Retention Pond Recovery - Refined Method ofiftak Copyright 2008 Devo Seereeram, Ph.D., P.E. Proiect Data i►\ Project Name: Simulation Description: Project Number: Engineer : Supervising Engineer. Date: Aquifer Data Sebastian Hangar A Recovery Analysis TA412026 HAS MLJ 12-11-2008 Base Of Aquifer Elevation, [B] (ft datum): Water Table Elevation, (W7] (ftdatum): Horizontal Saturated Hydraulic Conductivity, [Kh] (ft/day): Fillable Porosity, [n] (%): Unsaturated Vertical Infiltration Rate, [Iv] (fttday): Maximum Area For Unsaturated Infiltration, [Av] (fr=): Geometry Data Equivalent Pond Length, [L] (ft): 142.0 Equivalent Pond Width, [W[ (ft): 130.0 Ground water mound is expected to intersect the pond bottom Staoe vs Area Data Stage Area (ft datum) (fie) 19.50 16397.0 20.00 17369.0 20.50 18397.0 16.63 18.46 21.00 30.00 12.87 16397.0 Sebastian Hangar A 12-11-2008 11:46:08 Page 1 Ab PONDS Version 3.3.0228 Retention Pond Recovery - Refined Method Copyright 2008 Devo Seereeram, Ph.D., P.E. Scenario Input Data Scenario 1 :: Unknown ft'slug load Hydrograph Type: Modflow Routing: Treatment Volume (ft3) Slug Load Routed with infiltration 8059 Initial groundwater level (ft datum) default, 18.46 Time After Time After Storm Event Storm Event (days) (days) 0.100 2.000 0.250 2.500 0.500 3.000 1.000 3.500 1.500 4.000 Sebastian Hangar A 12-11-2008 11:46:09 Page 2 PONDS Version 3.3.0228 Retention Pond Recovery - Refined Method Copyright 2008 Devo Seereeram, Ph.D., P.E. Modf low Loci 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 12/11/2008 11:45:41 End Scenado 1 12/11/2008 11:45:41 Sebastian Hangar A 12-11-2008 11:46:10 Page 3 PONDS Version 3.3.0228 Retention Pond Recovery - Refined Method rn, Copyright 2008 Devo Seereeram, Ph.D., P.E. Detailed Results :: Scenario 1 :: Unknown ft3slug load A%^ /mk Elapsed Inlim Outside Stage Infiltration Ovenlm Cumulative Cumulative Cumuladve Time Rate Recharge Elevation Rate Discharge Infiow Infiltration Discharge Flow (hours) ((N/s) (ft/day) (ft datum) (ft /s) (N/s) Volume (W) Volume (ft.) Volume (ft-) Type 0.000 1343.1670 0.0000 18.460 0.00000 0.00000 0.0 0.0 0.0 N.A. 0.002 1343.1670 0.0000 19.977 2.44125 0.00000 8059.0 14.7 0.0 U/P 2.400 0.0000 0.0000 19.630 0.42684 0.00000 8059.0 5912.5 0.0 U/S 6.000 0.0000 0.0000 19.697 0.03623 0.00000 8059.0 6459.3 0.0 S 12.000 0.0000 0.0000 19.563 0.02329 0.00000 8069.0 7027.2 0.0 S 24.000 0.0000 0.0000 19.517 0.01194 0.00000 8059.0 7774.4 0.0 S 36.000 0.0000 0.0000 19.457 0.00329 0.00000 8059.0 8059.0 0.0 S 48.000 0.0000 0.0000 19.389 0.00000 0.00000 8059.0 8059.0 0.0 S 60.000 0.0000 0.0000 19.335 0.00000 0.00000 8059.0 8059.0 0.0 S 72.000 0.0000 0.0000 19.290 0.00000 0.00000 8059.0 8059.0 0.0 S 84.000 0.0000 0.0000 19.253 0.00000 0.00000 $059.0 8059.0 0.0 S 96.000 0.0000 0.0000 19.220 - - 8059.0 8059.0 0.0 NA. Sebastian Hangar A 12-11-2008 11:48:10 Page 4 a m 9000 d :lice 6000 w N N 5000 O d 4000 E U 3000 2000 - --- - i I Plot of Cumulative Volumes and Pond Stage vs Elapsed Time Scenario 1 :: Unknown ft'slug load 20.2 20.0 -19.8 A 19.6 o c 19.4M rL0 m c 'mom m < O N 0 W -M < �. 3 19.2 % wQ > 'Do, w LL SOD& o =1 N 00 -19.0 m c 3 m 0 a C -18.8 N 100f%. - -18.6 o I 0 m 0 18.4 J 10 20 30 40 50 60 70 80 90 100 Elapsed Time (hrs) j d IY1 Axis: Cumulative Inflow— Cumulative Infiltration— Cumulative Discharge— Y2 Axis: Pond Stage— I m N d v x 1600 d v 1 a 1000 400 200 N N I O I O I m I i Plot of Flow Rates and Pond Stage vs Elapsed Time Scenario 1 :: Unknown f 3 slug load 0 0 10 20 30 40 50 60 70 80 Elapsed Time (hrs) d Y1 Axis: Inflow Rate-- Infiltration Rate— Discharge Rate— Y2 Axis: Pond Stage — ME 19.8 i m E m 19.4 r o 0 !9. T O O O 0 $ Z 0CL m o Arn v 19.2r, R CD�ci�im 'm < CA m o_ tL M O W � 19.0 m = N a ce in 3 m 0 18.8 a im 18.4 90 100 Scenario: Base D-1 D-2 Title: LOPresll Hangar Project Engineer: hsemple StartnCAD v5.6 [05.08.014.00] y:\...\sjrwdudormced\lopresit hangar.stm LPA Group Incorporated m 12/10/08 11:04:54 AM © Bentley Systems, Inc. Haestad Methods Solution Center Watertown, CT 06795 USA +1-203-755-1666 Page 1 of 1 Scen_ x Base Label Length Section- -Node- Upstream Upstream (ft) Shape Upstream Inlet Inlet Size Downstream Area CA (acres) (acres) P-1 62.00 Circular D-1 0.29 0.17 18 Inch D-2 P-2 115.00 Circular D-2 0.30 0.25 18 Inch D-3 P-3 119.00 Circular D-3 0.33 0.27 18 Inch D-4 DOT Report Upstream Calculated -Ground- -Invert- -HGL- System CA Upstream Upstream Upstream (acres) Downstream Downstream Downstream (it) (ft) (ft) 0.17 20.40 17.00 20.26 20.50 16.75 20.25 0.42 20.50 16.75 20.23 20.50 16.50 20.16 0.69 20.50 16.50 20.11 19.50 16.00 19.93 Tide: LoPresit Hangar A Project Engineer. hsample y.\... \sjrwmdlslormcad\lopresit hangar.stm LPA Group Incorporated StonnCAD v5.6 [05.06.014.001 12/10/08 11:04:06 AM 0 Bentley Systems, Inc. Haestad Methods Solution Center Watertown, CT 06795 USA +1-203-755-1666 Page 1 of 1 Pre -Development Drainage