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HomeMy WebLinkAboutDrainage Report - Supplement, May 2006a~~~~~~'~FO 4"VT QDC~ Drainage Report -Supplement PARKWOOD WEST MASTER PLAN Carmel, Indiana May 2006 • • • • • • • Stormwater Quality In the time since the original approval for the subject project in 2001, the Stormwater quality requirements for Rule 5 have been revised to better provide Stormwater pollution prevention in streams and waterways. To comply with the new requirements the site construction plans have been revised to provide an additional Stormwater BMP, which corresponds with the recently approved Parkwood West Mass Grading plans for the outlots that are part of this development. The Aqua-Swirl AS-8 model by AquaShieldTM is the newly proposed Stormwater BMP for this project. The Aqua-Swirl unit will be used in conjunction with original proposed underground detention system to further address Best Management Practices for Stormwater, especially in Post-Construction conditions. The Aqua-Swirl structure will be placed along the outlet pipe from the underground detention, and treat the Stormwater being discharged from the site. Oils, sediment, and debris are removed from the Stormwater of a rate at or above 80% Total Suspended Solids removal. The AS-8 model was chosen based on the maximum treatment flow that could be handled. Because the unit is placed downstream of detention, the Aqua-Swirl was sized to treat the entire outlet flow of 9.4 cfs. A sizing chart provided by AquaShieldTM is attached. Also attached is an Aqua-Swirl Operation, Maintenance, and Inspection Manual. The owner will provide all inspections and maintenance of the BMP. Revised Detention Release At the request of the City of Carmel and the Hamilton County Surveyor's Office, the detention release has been revised to restrict both the 10-year and 100-year release rates by providing a 2-stage orifice setup at the release point of the underground detention system. The single 13.55" diameter orifice at invert elevation 821.50 has been replaced by a 6" diameter orifice at the same invert elevation and a 11.5" diameter orifice at invert elevation 822.25. The corresponding 10-year release rate is 6.40 cfs, and the 100-year rate is 9.08 cfs. Calculations are enclosed. May Drainage Report Supplement AquaShield'''° Stormwater Treatment Systems Aqua-Swir1T'" Sizing Chart (English) '~ 'Higher water quality treatment Flow rates can be designetl wiN multiple swirls. Aqua-Swirl'" Model Swirl Chamber Diameter ft. Maximum Stub-Out Pipe Outer Diameter in. Water Quality Treatment FlowZ cfs Oil/Debris Storage Capacity a! Sediment Storage Capacity ft' -° AS-2 2.50 $ 12 1.1 37 10 AS-3 3.25 10 i6 1.8 110 20 AS-4 4.25 12 18 3.2 190 32 AS-5 5.00 12 24 4.4 270 45 AS-6 6.00 14 30 6.3 390 65 AS-7 7.00 16 36 8.6 540 90 AS-8 8.00 18 42 11.2 710 115 AS-9 9.00 20 48 14.2 910 145 AS-10 10.0 22 54 17.5 1130 180 AS-12 12.0 24 48 25.2 1698 270 AS-XX* Custom -- -- >26 -- -- 1) The Aqua-S7virP"' Conveyance F/ow Diversion (CFOJ provides fu//treatment of the "first flush," while the peak design storm is diverted and channe%d through the main conveyance pipe. P/ease refer to your local representative for more information. 2) Many regu/atory agencies are establishing "water qua/ity treatment flow rates" for their areas based on the initial movement of po/lutants into the storm drainage system. The treatment flow rate of the Aqua-Swill'"' system is engineered to meet or exceed the local water quality treatment criteria. This "water qua/ity treatment flow rate" typically represents approximately 90% to 9s% of the total annual runoff volume. The design and orientation of the Aqua-Swirlr" generally entails some degree of customization. For assistance in design and specific sizing using historical rainfall data, please refer to an AquaShieldT" representative or visit our website at www.AquaShieldInc.com. CAD details and specifications are available upon request. 8 Aqua-Swirl rM Operation, Maintenance, and Inspection Manual for BMP Owners City of Carmel, Indiana (Note: Attach certifications forlocal regulatory authority including any applicable fees.) r ,; ,~ ~ ,?,~~~i~~'~~'m~ Sfte'ai-tl~Owner~informafion ; Site Name: Parkwcod West Change in ownership since last inspection? Y N Owner Name: Duke Realri L.P. Owner Address: 600 East 96th Street, Suite 100 Owner Phone Number: Emergency Phone Number: Location: Date: Time: Inspector Name: Floatable Debris and Oil 1. Remove manhole lid to expose liquid surface of Aqua-Swirh"". 2. Remove floafable debris with basket or net if any is present. 3. If a hydrocarbon spill has occurred, (e.g. more than a sheen of oil or gas is present) the system should be cleaned immediately (see "Cleaning" Figure 3). Note: Water in an Aqua-Swirl" can appear black like oil due to the dark body of the surrounding structure. Oil appears darker than water in the system and is usually accompanied by debris (e.g. Styrofoam, etc.) with obvious signs of oil stains. The depth of oil can be measured with an oil/water interface probe, a stadia rod with water phylic paste, a coliwasa, or by simply collecting a representative sample with a jar attached to a rod. 4. If hydrocarbon absorbant floc or pads are used, these should be inspected to determine whether they are loaded with hydrocarbons. This will be indicated by a dark colaration of the pad or floc. Pads and/or floc should be removed and disposed of in accordance with City of Carmel, and an applicable state and/or federal laws if they contain hydrocarbons. Sediment Accumulation Lower a dipstick tube equipped with a ball valve (e.g. Sludge Judge or similar device) into Aqua-Swirl"" through the service access provided. Measure the depth of the sludge. At a maximum, the sludge should not exceed 36" depth before maintenance. See Figures 1 and Z. 36" Figure 2 Aqua-Swirly" O and M Manual Page 1 Figure 1 • • • • • • • • • • • Diversion Structures If an external diversion structure is present on the site, this should be inspected for the following items. 1. Inspect weir or other structure for structural decay or damage. Weirs are more susceptible to damage than off-set piping and should be checked to confine that they are not crumbling or decaying. 2. Inspect diversion structure and by-pass piping for signs of structural damage or blockage from debris or sediment accumulation. 3. Measure elevations on diversion weir or piping to ensure it is consistent with site plan design. 4. Inspect downstream structure in diversion system for signs of blockage or structural failure. C ~ n Call a local vactor company to remove sediments, oils and other floatable pollutants with a vactor. Dispose of all waste in accordance with City of Indianapolis and any applicable state, and/or federal requirements. Oil should be pumped and removed with any liquids and sediments that have been trapped in the system. These liquids should be taken to an industrial waste water treatment facility for treatment. Liquids and solids pumped from the AquaSwirl~M should not be dumped back into the stormwater system or into a sanitary sewer. Figure 3 Note: The AquaSwirlT"' is designed so that entry to the system is not necessary for inspection or maintenance. If, however, you wish to enter the system, this is an OSHA confined space entry and OSHA confined space entry procedures should be followed to enter the system. During Construction Inspect the AquaSwirlr"" every three months (minimum) and clean the system as needed. The AquaSwidrM should be inspected and cleaned at the end of construction regardless of whether it has reached its sediment or oil storage capacity. First Year Post-Construction Inspect the AquaSwirlr"" every three months and clean the system as needed. Inspect and clean the system once annually regardless of whether i[ has reached its sediment or Floatable pollutant storage capacity. Second and Subsequent Years Post-Construction If the AquaSwid""did not reach full sediment or Floatable pollutant capacity in the First Year Post-Construction, the system can be inspected once every six months and cleaned once annually. If the AquaSwirlr"' reached full sediment or floatable pollutant capacity in less than 12 months in the First Year Post-Construction, the system should be inspected once every six months and cleaned as needed. The AquaSwirln" should be cleaned annually regardless of whether it reaches its sediment or floatable pollutant capacity. Bypass Structures Bypass structures should be inspected whenever the AquaSwirl~ is inspected and maintained as needed. Aqua-Swirlru O and M Manual Page 2 • • • • • • • • • • • • • • • • -Maintenance Gomm - fo anon' Company Name: Street Address: City, State, Zip: Contact: Office Phone: Mobile Phone: Pager: cti Date of cleaning: _. _ _.. (Next inspection should be 3 months from this date for the first year). Time of cleaning: Date of next inspection: Floatable debris present (Y/N)? Oil present (Y/N)? Oil depth (inches): truetera Gan ' tr an Go menu Any structural damage? Y N Where? Any evidence of structural wear? Odors present? Any plugging? AquaSwirlr"' O and M Manual Page 3 Y N Where? Y N Describe: Y N Describe: .NOTES Aqua-Swirl~M 0 and M Manual Page 4 NOTES: 1. Attach site plan showing Aqua-SwirlT'" location. 2. Attach detail drawing showing Aqua-SwirlT"' dimensions and model number. 3. If a diversion structure is used, attached details showing basic design and elevations. TM Date Construction Started: Date Construction Ended: Darin ° o strust7art- Month Activity Inspect and Clean as Needed Inspect Bypass Structures (if applicable) and Maintain As Needed Clean System` ' The AquaSwirh" should be cleaned once a year regardless of whether it has reached full pollutant storage capacity. In addition, the system should be cleaned at the end of construction regardless of whether it has reach full pollutant storage capacity. F'rs Year ost-C'ans c io Activity 1 2 3 4 5 6 7 8 9 Inspect and Clean as Needed X - X X Inspect Bypass Structures X X X (if applicable) and Maintain As Needed Clean System` 1 2 3 4 5 6 7 8 9 10 11 12 X X X X X X X X X' 12 X X ' The AquaSwirh" should be cleaned once a year regardless of whether it has reached full pollutant storage capacity. Activity Inspect and Clean as Needed` X X Inspect Bypass Structures' (if applicable) and Maintain As Needed Clean System' X X X X 'If the AquaSwirh" did not reach full sediment or floatable pollutant rapacity in the First Year Post-Construction, the system can be inspected every six months and cleaned once annually. If the AquaSwirh" reached full sediment or floatable pollutant capacity in less than 12 months in the First Year Post-Construction, the system should be inspected as frequently as past history warrants (once every six months minimum) and cleaned as needed. The AquaSwirln'" should be cleaned annually regardless of whether it reaches its sediment or floatable pollutant capacity. EMernal bypass structures should be inspected whenever the AquaSwirh" is inspeced and maintained as needed. AquaSwirh" O and M Manual Page 5 ••••••••••~••••••••••••••••••••••••••••••A• PROPOSED CONDITIONS INPUT- 10 YEAR 24 HOUR __-= Basins===== ___ ___ Name: B1 GrOUp: BASE Unit Hydro9raph: Uh489 Rainfall File: Scsii-24 Rainfall Amount (iN 4.080 Area (ac) 2.500 Curve Number: 90.00 DCIA 1$): 0.00 Name: B2 Group: BASE Unit Hydro9raph: Uh484 Rainfall File: Scsii-24 Rainf ali Amount (in): 4.080 Area (a C): 1.180 Curve Number: 93.00 DCIA (L) O.DO Node: UGDETENI Status: Onsite Type: SCS Unit Hydro9raph Peaking Factor: 484.0 Storm Duration (hrs): 24.00 Time of Conc (mint: 14.00 Time Shift (hrs): 0.00 Max Allowable Olcf e): 999999.000 Node: UGDETEN3 ~ - Status: Onsite Type: SCS Unit Hydro9raph Peaking Factor: 484.0 Storm Duration (hrs) 24.00 Time of Conc (min): ].00 Time Shift (hrs): 0.00 Max Allowable 4fcES1: 999999.000 Name: B3 Node: UGDETEN3 Status: Onsite Group: BABE Type: SC9 Unit Hydro9raph llnit Hydrog raph: Uh484 Rainfall File: Scsii-24 Rainfall Amount (in): 4.080 Area (aW : 6.430 Cuzve Number: 92.00 DCIA (4): 0.00 Peaking Factor: 404.0 Storm Duration (hzs): 24.00 Time of Conc (mi n) 15.00 Time Shift (hrs) 0.00 Max Allowable Q(cf s): 999999.000 Name: B9 Node: UGDETEN2 Status: Onsite Group: BASE Type: SCS UniC Hydro9raph Unit Hydro9raph: Uh404 Rainfall File: Scsii-24 Rainfall Amount (inl: 4.000 Area (ac): 2.230 Curve Number: 92.00 DCIA (t) 0.00 PeaY,i ng Factor: 954.0 Storm Duration (hrs): 24.00 Time of Conc (min): 9.00 Time Shift (hrsl: 0.00 Max Allowable Q(cf s): 999999.000 Name: HS Node: UGDETEN2 Status: Onsite Group: BASE Type: SCS Unit Hydrog raph PARKWOOD WEST 5/30/06 Interconnected Channel and Pond Routing Model (ICPR) ©2002 Streamline Technologies, Inc. Page 1 of 6 PROPOSED CONDITIONS INPUT- 10 YEAR 24 HOUR Unit Hydrograph: Uh484 Rainfall File: Scsii-24 Rainfall Amount (in) 4.080 Area (ac) 3.820 Curve Number: 90.00 DCIA I&) 0.00 Peaking Factor: 484.0 Storm Duration (hrs): 24.00 Time of Conc (mi n): 11.00 Time Shift (hrs): 0.00 Maz Allowable Q(cf s): 999999.000 Name: H6 Node: PONDA ~ Status: Onsite Group: RASE Type: SCS Unit Hydrograph Unit Hydrograph: VI:4 S4 Rainfall File: Scsii-24 Rainfall Amount (in): 4.050 Area (ac): 7.010 Curve Number: 92.00 DCIA 1~): 0.00 Peaking Factor: 484.0 Storm Duration (hrs): 24.00 Time of Conc (mi n): 31.D0 Time Shift (hra): 0.00 Max Allowable Q(CE6): 999999.000 Name: OFFSITE Node: UGDETEN2 Status: Onsite Group: RASE Type: SCS Unit Hydrograph Unit Hydrograph: Uh489 RdinEall File: Scsii-24 Rainfall Amount (in): 2.640 Area (ac) 2.3")0 Curve Number: 68.00 DCIA 1&) 0.00 Peaking Factor: 484.0 Storm Duration(hrs) 24.00 Time of Conc (min): 25.00 Time Shift(hrs): 0.00 Max Allowable Q(cf s): 999999.000 _-__ Nodes __a=-=__~~__~~~_________~_________________ Name: OllT ease Flow(cf s): 0.000 Group: BASE Type: Time/Stage Time lhrs) Stage (ft) 0. 00 820. 000 5. 00 820. 500 lD. oo 821. 000 zo. oo 921. 000 30. 00 820. 500 40. 00 820. 000 Name: PONDA Group: BASE Type: Stage/Area PARNWOOD WEST 5/30f06 Base Flow(cf s): 0.000 Init Stage (ft) 920.000 Warn Stage (EU : 824.000 ___________________________ Init Stage (EU : 826.000 Warn Stage (f t): 933.000 Interconnected Channel and Pond Routing Model (ICPR) ©2002 Streamline Technologies, Inc. Page 2 of 6 PROPOSED CONDITIONS INPUT- 10 YEAR 24 HOUR 9tege (ft) Area (ac) 826 .000 0.2]23 82] .000 0.2660 820 .000 0.7020 P29 .000 0.3400 530 .000 0.3]60 431 .000 0.4152 832 .000 0.455] 833 .000 0.99]5 Name: UGDETENI Hase Flowlcf e): 0.000 Snit Stage (ft): 821 .520 Group: BASE Warn Stage (ft) 830 .000 Type: Stage/Area Stage ___________ (f tl ____ ______ Area (ac) _________ 021 .500 0.0100 825 .000 0.0100 828 .500 0.0100 Name: UGDETEN2 Base Flowlcf s): 0.000 Inic Stage (fU 822 .410 Group: BASE Plunge Factor: 1.00 Warn Stage (Et) 830 .000 Type: Manhole, F lat Floor Stage (f tl Area (ac) B2z.z4p o.plop 829.240 0.0100 __________________________________________________________________________________________ Name: UGDETEN3 Base Flowlcf s): 0.000 Inic Stage (EU : 822.1]0 Group: BABE Plunge Faa or: 1.00 Warn Stage (f CI: 830.000 Type: Manhole, Flat Floor StagelEtl Area (ac) 822.1]0 0.0100 829.1]p O.p100 _..~ Pipes _____________ _~-.-_____~__....._____.__...._________...-__.-_...._. Name: L2 From Node: UGDETEN2 Length (f[) 1436.00 Group: EASE To Node: UGDETENI Count: 1 Friction Equation: Average Conveyance UPSTREAM DOWNSTREAM Solution Algorithm: Automatic PARKWOOO WEST 5/30/06 Interconnected Channel and Pond Rouring Model (ICPR) ©2002 Streamline Technologies, Inc. Page 3 of 6 PROPOSED ^_ONDITIONS IxPUT- 10 YEAR 24 HOUR Geometry: Circular Circular Flow: Both Span (in): 84.00 sa.00 Entrance Loss Coef: 0.50 Ri se (in): 84.00 84.00 Exit Loss Coef: 0.00 Inve rC (fU : 822.240 822.240 Bend LO86 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 HoC Clip (in): 0.000 0.000 Stabilizer Option: None Upstream FHWA Inlet Edge Description: Circular Concrete: Square edge w/ headwall Downstream FHWA Inlet Edge Description: Circular Concrete: Square edge w/ headwall Name: L4 From Node: UGDETEN3 Length (Et): 2383.00 Group: BASE _ To Node: UGDETENI Count: 1 Friction Equation: Average Conveyance UPSTREAM DOWNSTREAM Solution Algorithm: Automatic Geometry: Circular Circular Flow: Both Spanlin) 84.00 84.00 Entrance Loss Coef: 0.50 Rise (in) 84.00 84.00 Exit LO66 Coef: 0.00 Invert (f t) 822.190 821.500 Bend Loss Coef: 0.00 Manning's N: 0.013000 0.013000 Outlet Ctrl Spec: Use do or tw Top Clip (ir) 0.000 0.000 Inlet Ctrl Spec: Use do Bot Clip lint: 0.000 0.000 Stabilizer Option: None Up9CYeam FHWA IR1CC Edge De6c YipCiOn: Circular CMP: Headwall DOwnBtYEdm FHWA Inlet Edge De 9CYlptlon Circular CMP: Headwall ~__. DroP S[ructuree ___- _--~______________~___________ ____________________ __________-___ :Jame: L1 From Node: UGDETENI Length(ft): 1]0.00 Group: HASE To Node: OUT COLLRC: 1 UPSTREAM DOWNSTREAM Friction Equation: Average Conveyance Geometry: Circular Circular Solution Algorithm: Automatic Span (in): 15.00 15.00 Flow: HOth Rise (in): 15.00 15.00 Entrance LOSS Coef: 0.000 Invert (E[): 821.500 821.000 Exit Loss Coef: 0.]50 Manning's N : 0.012000 0.012000 Outlet Ctrl Spec: Ube do or tw Top Clip (in): 0.000 0.000 Inlet Ctrl Spec: Use do Bot Clip (in) : 0.000 0.000 Solution Ines: 10 Upstream FHWA Inlet Edge Description: Circular Conc rete: Square edge w/ headwall PARXWOOD WEST 5/30/06 Interconnected Channel and Pond Routing Model (ICPR) ©2002 Streamline Technologies, Inc. Page 4 of 6 PROPOSED CONDITIONS INPUT- 10 YEAR 24 HOUR Downstream FHwA Inlet Edge Description: Circular Concrete: Square edge w/ headwall "' Weir 1 of 2 for Drop Structure L1 '*' GOllnt: 1 Type: Vertical: Mavis Flow: Both Geometry: Circular Span (in): 6.00 Rise (iN : 6.00 "' Weir 2 of 2 for Drop Ee ructure L1 "' Gount: 1 Type: Vertical: Mavis Flow: Both Geometry: Circular Span (in) 11.50 Rlse (Sn): 11.50 Bottom Clip (in) 0.000 Top Clip (in): 0.000 Weir Disc CoeE: 3.200 Orifice Disc CoeE: 0.600 invert (fU : 021.500 Control Elev(ft): 821.500 Bottom Clip lint: 0.000 Top Clip (iN 0.000 Weir Diec CoeE: 3.200 Orifice Disc Coef: 0.600 Invert ( f t) : 822.250 Control E1ev (fe): 822.250 TABLE TABLE Name: L3 From Node: PONDA Length(fU : ]2.00 Group: BASE To Node: UGDETEN$ Co mtr 1 UPSTREAM DOWNSTREAM Friction Equation: Average Conveyance Geometry: Circular Circular Solution Algorithm: Automatic Span (in): 12.00 12.00 Flow: Both Rise (in): 12.00 12.00 Entrance Lose Coef: 0.500 Inve rt (ft) 025.950 825.500 Exit Loss Coef: 0.000 Manning 's N: 0.013000 D.013000 Outlet Ctrl Spec: Use do or tw Top Clip (in) 0.000 0.000 Inlet Ctrl Spec: Use do Bot Clip (i n): 0.000 0.000 Solu tion Incs: 10 Upstream FHWA Inlet Edge Description: Circular Concrete: Square edge w/ headwall Downstream FHWA Inlet Edg e Description: Circular Concr ete: Square edge w/ headwall "' Weir 1 of 2 for Drop Structure L3 *'* TABLE Couac: 1 Eoetom Clip (in): 0.000 Type: Verei cal: Mavis Top C1iF lin) 0.000 Flow: Both Weir Disc Coef: 3.200 Geometry: Circular Orifice Disc Coef: 0.60C Span (in) 4.00 Inve rC (f t) 026.000 Ri se (in): 4.00 Ceatrol E1ev (fU : 026.000 *" Weir 2 of 2 Eor Drop Structure L3 "* PARKWOOD WEST ' 5/30/06 Interconnected Channel and Pond Routing Model (ICPR) ©2002 Streamline Technologies, Inc. Page 5 of 6 PROPOSED CONDITIONS INPUT- 10 YEAR 24 HOUR Count: 1 Type: Horizontal Flow: Bcth GeomeY ry: Rectangular Span(in): 2.00 Rlse (in): 2.00 Bottom Clip(in): 0.000 Top Clip (in): 0.000 Weir Disc Co ef: 3.200 Orifice Disc Co ef: 0.600 Inver[(f t): 831.990 Control E1ev (ft): 831.990 ___= Hydrolo9Y Simulations =_--________~_____~_______~_ ---___________________ Name: 10YR24HR - Filename: G:\SD\Projea s\65493-Parkwood West \ENG\Detention\10YR29HR.R32 Override Defaults: No Time (hrsi Print Inc (min) 30.000 5.00 ===~=Routing Simulations Name: 10YR24HR Filename: G:\SD\Pn Execute: Yes Alternative: No Max Delta 2(fU Time Step optimizer Start Time (hrs) Min Calc Time (sec) Boundary Stages Hydrology Sim: 10YR24HR ejects\65493-Parkwood West\ENG\Detention\10YR24HR.I3F Restart: No Patch: NO 1.00 Delta Z Factor: 0.00500 10.000 O.U00 End Time (hrsi: 30.00 0.5000 Max Cale Time (sec): 60.0000 BOUndaYy F1OW5: Time (hrs) Print Inc (min) 30.000 5.000 Group Run BASE Yes ___= Boundary Conditions =_______-__---__-___________________________________ TABLE PARKWOOD WEST 5/30/06 Interconnected Channel and Pond Routing Model (ICPR) ©2002 Streamline Technologies, Inc. Page 6 of 6 PROPOSEL CONDITIONS- 10 YEAR 29 HOUR HASIN SUMMARY HaSin Name: B1 Group Name: BASE Simulation: 10YR24HR Node Name: UGDETENI Ha gin Type: SCS Unit Hydrograph Unit Hydrograph: Uh484 Yeakiny Fae or: 484.0 Spec Time Inc (min): 1.8~ Comp Time Inc (min): 1.8] Rainfall File: Sc sii-29 Rainfall Amount (in): 4.080 StOYm DuiatiOn (hrs) 29.00 Status: OnBite Time of Conc (min): 14.00 Time Shift (hrs1: 0.00 Area (ac): 2.500 Vol of Unit Hyd (in): 1.001 Curve Number: 90.000 DCIA (&) 0.000 Time Max (hrs): 12.09 Flow Max (cf B): 8.885 Runoff Volume (in): 2.991 Runoff Volume (f t3): 2]14p.5]9 Basin Name: B2 Group Name: BASE Simulation: SOYR24HR Node Name: UGDETEN3 Hasin Type: SCS Unit Hydrograph Unit Hydrograph: Uh4B4 Peaking Fator: 484.0 Spec Time Inc (min): 0.93 Comp Time Inc (min): 0.93 Rainfall File: Scsii-24 Rainfall Amoun[ (inl: 4.080 Storm Duration (hrs): 24.00 HtdtnB: Onsite Time of Conc (min): ].00 Time Shift lhrs) 0.00 Area (ac) 1.180 Vol of Unit Hyd (in) 1.000 Curve Number: 93.000 DCIA (&): 0.000 Time Max (hrs) 12.01 Flow Max (cES) 5.11] Runoff volume (in) 3.293 Runoff Volume (ft3) 14104.944 PAR%WOOD WEST S/30/06 Interconnected Channel and Pond Routing Model (ICPR) ©2002 Streamline Technologies, Inc. Page 1 of 4 PROPOSED CONDITIONS- 10 YEAR 24 HOUA BASIN EOMMARY Basin Name: B3 Group Name: BASE Simulation: 10 YR24HR Node Name: UGDETEN3 Basin Type: SCS Unit Hydrograph llniC Hydrog raph: Uh484 Peaking Fator: 904.0 Spec Time Inc (min): 2.00 Comp Time Inc (mint: 2.00 Rainfall File: Sc sii-24 Rainfall Amoune (in): 4.080 $tOLm Duration (hr6) 24.00 Status: Onalee Time Bf Conc (min): 15.00 Time Shift (hre) 0.00 Area (ac): 6.930 Vol of Unit Hyd (in): 1.000 Curve Number: 92.000 DCIA (}); 0.000 Time Max (hrs) 12.0] Flow Max (cE9) 23.422 Runoff Volume (in): 3.191 Runcif Volume (ft3): ]aaA .251 Hasin Name: Ha Group Name: BASE Simulation: 10YR24HR Node Name: UGDETEN2 Basin Type: SCS Unit Hydrog raph llnic Hydrograph: Uh404 Peaking Facor: 484.0 Spec Time Inc (min): 1.20 Comp Time Inc (min): 1.20 Rainfall File: Scsii-24 Rainfall Amount (in) 4.080 Storm Duration (hre) 24.00 Status: Onsiee Time of Conc (min): 9.00 Time ShifC (hrs): 0.00 Azea (ac) : 2.130 Vol of Uni[ Hyd lia) 1.000 Curve Number: 92.000 DCIA (&) 0.000 Time Max (hts): 12.02 Flow Max Icf s): 8.022 Runoff Volume (in) 3.191 Runoff Volume (f t3l 24669.326 PAR KWOOD WEST 5/30/06 Interconnected Channe] and Pond Routing Model (ICPR) ©2002 Streamline Technologies, Inc. Page 2 of 4 ••••••••••••••••••••••••••••••••••••••••••• PROPOSED CONDITIONS- 10 YEAR 24 HOUR BASIN SUMMARY Hasin Name: BS Group Name: HASE Simulation: 10YR24 HR Node Name: UGDETEN2 Basin Type: SCS Unit Hydrograph Unit Hydrograph: Vh484 Peaking Fator: 904.0 Spec Time Inc (min): 1.4] Comp Time Inc Imi n): 1.4] Rainfall File: Hcsii-29 Rai nEell Amount (in): 4.080 Storm Duration (hrs): 24.00 Statue: OnsiGe Time of COnC (min): 11.00 Time Shift (hre): 0.00 Area (ac): 3.020 Vol of ^nic Hyd (in): 1.000 Curve Number: 90.000 OCIA (&): 0.000 Time Max (hrel: 12.03 Flow Max (cf e) 14.569 Runoff Volume (in): 2.990 Runoff Volume Ifcl): 4146].823 Basin Name: H6 Group Name: HASE Simulation: 10YR24HR Node Name: PONDA Basin Type: SCS Unit Hydrograph Unit Hydrograph: Uh464 Peaking Fator: 484.0 SPCC Time Inc (min): 1.4] Comp Time Inc (min): 1.9] Rainfall File: Scsii-24 Rainfall Amount lin): 4.080 Stozm Duration (hre) 24.00 Status: Onsice Time of Conc Imi n): 11.00 Time Shift Ihrs): 0.00 Area (ac): ].010 Vol of Uni[ Hyd (in): 1.000 Curve Number: 92.000 DCIA (~): 0.000 Time Max Ihrs): 12.03 Flow Max Icf s): 2"!.9]1 Runoff Volume (iN : 3.190 Runoff Volume (EC31: 811]2.013 PARHWOOD WEST 5/30/06 Interconnected Channel and Pond Routing Model (ICPR) ©2002 Streamline Technologies, Inc. Page 3 of 4 PROPOSE-0 CONDITIONS- 10 YEAR 24 HOUR BASIN SUMMARY Basin Name: OFFSITE Group Name: BASE Simulation: 10YR24HR Node Name: UGDETEN2 Basin Type: SCS Unit Hydrograph Unit Hydrograph: Uh484 Peaking Fator: 484.0 Spec Time lnc (min): 3.33 Comp Time Inc (min): 3.33 Rainfall File: Scsii-29 Rainfall AmounC (in) 2.640 SCOrm -uration (h rs): 29.00 Status: Onsite Time of Conc (min): 25.00 Time Shift (hra): 0.00 Area (ac) : 2.3'10 Vol of Unit Hyd (in) 1.000 Curve Number: 69.000 DCZA (&): 0.000 Time Max (hxs) 12.22 Flow Max (cf s): 0.'15"] Runoff Colume (in): 0.450 Runoff Volume (f t3) 38"11.909 PARKWOOD WEST 5/30/06 Interconnected Channel and Pond Routing Model (ICPR) ©2002 Streamline Technologies, Inc. Page 4 of 4 ••••••••••••••••••••••••••••••••••••••••••• PROPOSED l'ONDITIONS - 10 YEAR 24 HOUR Max Time Max Warning Max Delta Max Surf Max Time Mdx Mdx Time Max Name Group Simulation Stage Stage Stage Stage Area Inflow Inflow Outflow Outflow hrs Et ft ft ft2 hrs cfs hrs cfe OUT HASE 10YR24HR 10 .00 821 .000 824. 000 0.0011 0 12 .85 6 .401 0. 00 p. 000 PONDA HASE 10YR24HR 14 .65 830 .124 833. 000 0.0050 16591 12 .00 2'] .490 15. 13 0. 805 UGDETENI HASE 10YR24HR 12 .85 826 .109 83 p. 000 0.0050 13435 16 .01 44 .909 12. 85 6. 401 UGDETEN2 HASE 10YR24HR 12 .82 826 .120 830. 000 0.0050 5432 12 .00 23 .985 16. 01 43. 912 UGDETENJ BASE 10YR24HR 12. 84 826 .109 830. 000 0.0050 8619 12 .00 2') .086 12. 08 10. 322 PARKWOOD WEST 5/30/06 Interconnected Channel and Pond Routing Mode] (ICPR) ©2002 Streamline Technologies, Inc. Page 1 of 1 PROPOSED CONDITIONS INPUT - 100 YEAR 24 NOUR .... Basins Name: B1 Group: BASE Unit Hydrograph: Uh404 Rainfall File: Ec sii-29 Rainfall Amount liv) 6.000 Area lac): 2.500 Curve Number 90.00 DCIA(&): 0.00 Node: UG-ETEN1 Status: Onsite Type: SCS Unit Hydrograph Peaking Factor: 484.0 Storm Duration (hrs): 29.00 Time of Conc (mi n): 14.00 Time Shift (hrs): 0.00 Max Allowable O(cf s): 999999.000 11ame: B2 Node : UGDETEN3 Status: Onsite Group: BASE Type : SCS Unit Hydrograph Unit Hydrograph: [fi484 Peaking FacCOY: 484.0 Rainfall File: Scsii-24 Storm -uration (hrs) 24.00 Ralnfdll AmOLnt (in) 6.OOD Time Of Conc (mi n) 7.00 Area (ac): 1.180 Time Shift (hrs) 0.00 Cu rue Number- 93.00 Max Allowable O(cfs): 999999.000 DCIA (4): 0.00 Name: B3 Node : UGDET EN3 Scacus: Onsi[e Group: BASE Type : SCS Unit Hydrograph Unit Hydrograph: Uh904 Rainfall File: Scsii-24 Rainfall Amuu nt (iN : 6.000 Area (ac): 6.430 Curve Number: 92.00 DCiA (&): 0.00 Peaking FaccOr: 484.0 Storm Ou ration(hre) 24.00 Time of Conc (min): 15.00 Time Shift (hrs): 0.00 Max Allowable Q(cf s): 999999.000 Name: H4 NOde: UGDETEN2 Stdtue: Onsite Group: BASE Type: SCS Unit Hydrograph Unit Hydrograph: Uh484 Peaking Fa a or: 404.0 Rainfall File: Sc sii-24 Storm Duration (hrs): 24.00 Rainfall Amoun[lin) 6.000 Time of Conc (min): 9.00 Area (ac) 2.130 Time Shift (hrs): 0.00 Curve Number. 92.00 Max Allowable O(cf s): 999999.000 DCIA(&): 0.00 Name: HS Node: UGDETEN2 $tatU9: OnsiCe Group: BASE Type: SCS Unit Hydrograph PARKWOOD WEST 5/30/06 Interconnected Channel and Pond Routing Model (ICPR) ©2002 Streamline Technologies, Inc. Page 1 of 6 •••••••~••••••••~••~•i••••••••••~•••••••••• PROPOSED CONDITIONS INPUT - 100 YEAR 29 HOUR Unit Hydrograph: Uh404 Rainfall File: Sc eii-24 Rainfall Amount (in) 6.000 Area (ac) 3.820 Curve Number: 90.00 DCIA(&): 0.00 Peaking Factor: 484.0 Storm Duration (hra): 24.00 Time of Conc (mint: 11.00 Time Shift (hrS): 0.00 Max Allowable Q(cf S1: 999999.000 Name: H6 Node: PONDA SCatus: On9ite Group: BASE Type: SCS Uni[ Hydrograph Unit Hydrograph: Vh484 Peaking Factor: 404.0 Rainfall File: Sc sii-24 Storm Duration (hrs): 24.00 Rainfall Amount (in): 6.000 Time of Conc (min): 11.00 Area (ac): 9.010 Time Shift (hrs) 0.00 Curve Nvmbe r: 92.00 Max Allowable Q(c£s) 999999.000 DCIA (41: 0.00 Name: OFFSITE Node: UGDETEN2 HCdCUS: Onsite Group: SASE Type: SCS Unit Hydrograph Unit Hydrograph: Uh484 Rai of a'_1 File: Scsii-24 Rainfall Amount (in): 4.000 Area (ac) 2.390 Curve Number: 68.00 DCIA (5) 0.00 ___= Nodes Naine: OUT Group: HALE Type: Time/Stage Time (hr s) Stage (f t) 0. 00 820 .000 5 .00 020 .500 10 .00 821 .000 20 .00 821 .000 30 .00 820 .500 40 .00 820 .000 Peaking Factor: 404.0 Storm Du ration(hrs) 24.00 Time of Conc (mi n7: 25.00 Time Shif[(hrs) 0.00 Max Allowable Q(ct s): 999999.000 Base Flowlcf s): 0.000 Init Stage (ftl: 820.000 Warn Stage (f C) 824.000 Name: PONDA Base Flowlcf e): 0.000 Init Stage (ft): 026.000 Group: BASE Warn Stage (f C): 833.000 Type: Stage/Area PARRW00D WEST 5/30/06 Interconnected Channel and Pond Routing Model (ICPR) ©2002 Streamline Technologies, Inc. - ~ Page 2 of 6 PROPOSE- CONDITIONS INPUT - 100 YEAR 24 HOUR Stage (f CJ Area (ac) 826.000 D.2323 82].000 0.2660 828.000 0.3020 829.000 0.3400 830.000 0.3960 831.000 0.4152 832.000 0.455] 833.000 0.49]5 Name: UGEETENI Base Flow (cf s): 0.000 Init Stage (f [I 821.520 Group: BASE Warn Stage (f t) 830.000 Tyne: Stage/Area Etage(ftI Area (ac) Bzl.soD o.oloo ezs.ooo o.aloo 828.500 0.0100 Name: UGDETEN2 Base Flow(cf s): 0.000 Init Stage (fc) 822.410 Group: BASE Plunge Factor: 1.00 Warn Stage (fe): 830.000 Type: Manhole, Flat Floor Stage (f t) Area (acl 822.290 0.0100 829.240 0.0100 Name: UGDETEN3 Base Flow(cf s): 0.000 Init Stage (f [): 822.1]0 Group: HASS Plunge Pactor: 1.00 Warn Stage (fU : 830.000 Type: hfanhole, Flat Flooz SCage (ft) Area (ac) 822.1]0 0.0100 829.1]0 0.0100 ___= Pipes _____ ______ _:...--_- - __~______________ ~____--_________~___ ____________:_ Name: L2 From EJOde: UGDETEN2 Length (f t) 1436.00 Ozoup: BASE TO Node: llGDETENl GOUnt: 1 Friction Equation: Average Conveyance UPSTREAM DOWNSTREAM SoluCion Algorithm: Automatic PARICWOOD WEST 5/30/06 Interconnected Channel and Pond Routing Mode] (ICPR) ©2002 Streamline Technologies, inc. Page 3 of 6 PROPOSED CONDITIONS INPUT - 100 YEAR 24 HOUR Geometry: Circular Circular Flow: Both Span(in) 84.00 84.00 Entrance Loss Coef: 0.50 ftiselin) B4 .00 84.00 Exit Loee Coef: 0.00 Inve r[Ift) 822.240 022.240 Bend Loss Coef: 0.00 Manni ng's N: 0.013000 0.013000 OuCleC Ctrl Spec: Use d[ or Cw Top Cliplin): 0.000 0.000 Inlet Ccrl Spec: Use do BoC Cliplin): 0.000 0.000 Stabilizer Option: None Up6 tream FHWA Irt1Bt Edge OC6C ripCion: Circular Concrete: Square edge w/ headwall Downstream FHWA Inlet Edge D2BCripGiOn: Circular Concrete: Square edge w/ headwall Name: L4 From Node: UGDETEN3 Le ngthlEU : 2383.00 Group: BABE TO Node: UGDETENI Count: 1 Fria ion Equation: Average Conveyance UPSTREAM DOWNSTREAM Solution Algorithm: AuCOmaCiC Geometry: Circular Circular Flow: BOth Span(in): 84.00 84.00 Entrance Loss Coef: 0.50 Rise (in) 84.00 84.00 Exi[ Loss Coef: 0.00 Invert (fU 822.1]0 821.500 Bend Loss Coef: 0.00 Ma nning's N: 0.013000 0.013000 Outlet Ctrl Spec: Use do or tw Top Clip (inl: 0.000 0.000 Inlet C[rl Spec: Use da Ho[ Clip (in): 0.000 0.000 S[abili xer Option: None Upstream FHWA Isle[ Edge Description: Circular CMP: Headwall Downstream FHWA Inlet Edge Description: Ci sular CMP: Headwall .... Drop Structures =_.~.~ Name: L1 u'roup: EASE UPSTREAM Geometry: Circular Span (in): 15.00 Rise (in): 15.00 IDvere (ft(: 821.500 Manning'e N: 0.012000 Top Clip (in): 0.000 Bot Clip (in): 0.000 Fzom Node: UGDETENI To Node: OUT DOWNSTREAM Circular 15.00 15.00 021.000 o.olzooo 0.000 0.000 Upstream FHWA Inlet Edge Description: Circular Concrete: Square edge w/ headwall Length (f t): 1"1x.00 Count: 1 Friction Equation Solution Algorithm Flow EntLanCC LOBS ~COeE Exit LossCOef Outlet Ctrl Spec Inlet Ctrl Spec Solution Incs Average Conveyance Automatic Hoth 0.000 ' 0.'150 Use do or tw Use do to PAR%WOOD WEST 5/30/06 Interconnected Channel and Pond Routing Mode] (ICPR) ©2002 Streamline Technologies, Inc. Page 4 of 6 PROPOSED CONDITIONS INPUT - 100 YEAR 29 HOUR Downstream FHWA Inlet Edge Description: Circular Concrete: Square edge w/ headwail *^" Weir 1 of 2 for Drop Structure L1 *"' TABLE Counc: 1 Eottom Clip (in) 0.000 Type: Vertical: Mavis Top Clip (in) 0.000 Flow: Both Weir Disc Coef: 3.200 Geometry: Circular Orifice Disc Coef: 0.600 Span (in): 11.50 Inve rt (ft1: 822.250 Rise (in): 11.50 Control Elev (f[) 022.250 "" Weir 2 of 2 for Drop Structure L1 "* TABLE Count: 1 Bottom Clip(in): 0.000 Type: Vertical: Mavis Top Clip (inl: 0.000 Flow: Both Weir Diac Coef: 3.200 Geometry: circular Orifice Disc Coef: 0.600 Span(iN 6.00 Invert (ft): 821.500 Rise (in) 6.00 Control Elev(fU : 021.500 Name: L3 From Node: PONDA Length (Et): 92.00 Group: BASE To Node: UGDETEN2 Count: 1 UPSTREAM DOWNSTREAM Frictio n Equation: Average Conveyance Geometry: Circular Circular Solution Algorithm: Automatic Span (in): 12.00 12.00 Flow: Both Rise (in): 12.00 12.00 Entrance Loss Coef: 0.500 Invert lfU : 025.950 825.500 Exit Lose Caef: 0.000 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 Hot Clip (in) O.D00 0.000 Sol ution Incs: 10 Upstream FHWA Inlet Edge Description: Circular Concrete: Square edge w/ headwall Downstream FHWA Inlet Edge Description: Circular Concrete: Square edge w/ headwall '*` Weir 2 of 2 Eor Drop Structure L3 '*' Count: 1 Type: Vertical: Mavis Flow: Ho[h Geometry: Circular 6pen (in7: 4.00 Rise (iN= 4.00 '^' Weir 2 of 2 '. or Drop Structure L3 '** Hotmm Clip (in): 0.000 Top Clip (in) 0.000 Weir Disc Coef: 3.200 Orifice Disc Coef: 0.600 Invertlftl: 026.000 Control Elev (f tl 826.000 TABLE PARRWOOD WEST 5/30/06 Interconnected Channel and Pond Routing Model (ICPR) ©2002 Streamline Tectmologies, Inc. Page 5 of 6 PROPOSED CONDITIONS INP JT - 100 YEAR 24 HOAR Count: 1 Eottom Clip (in): 0.000 Type: Horizontal Tep Clip (in): 0.000 Flow: Bcth Weir Disc Coef: 3.200 Geometry: Rectangular Orifice Disc Coef: 0.600 Span (in) 2.00 Invert (ft) 831.900 Rise (i nJ: 2. D0 Control Elev (fU 831.990 ____ HYdrologY Simulatious ___°_________ -___________________ ______:_________ Name: 100YR24HR Filename: G:\SD\Projects\65493-Parkwood west\ENG\Oetention\1 00YR24HR.R32 OverYide Default9: No Time (hrs) Print Inc (mi n) 7o.ooa s.aa _--lROUtin9 Simulations ___________________ ___:_________________ ______---_--_ Name: 100YR24HR Hydrology Sim: 100YR24HR Filename: G:\SD\Projects\65493-Parkwood West\ENG\Dete noon\100YR29 HR.I32 Execute: Yes Restart: No PdCCh: No AlternaCive: No Max Delta Z(fU 1.00 Time step Optimizer: 10.000 Start Time (hrs): 0.000 Min Calc Time (sec): 0.5000 Boundary Stages: Time lhrs) Prine Inc (mi n) 30.000 5.000 Group Run BASE Yes ___= Boundary Conditions PARICWOOD WEST 5/30/06 Delta Z Factor: 0.00500 End Ti me (hrs): 30.00 Max Calc Time (sec): 60.0000 Boundary Flows: TABLE Interconnected Channe] and Pond Routing Model (ICPR) ©2002 Sheamline Technologies, Inc. Page 6 of 6 •~•••••••••r~•••1••••••••••••A••••••••••!•• PROPOSED CONDITIONS - 100 YEAR 24 HOUR BASIN SUMMARY Basin Name: B1 Group Name: RASE Simulation: 100YR24HR Node Name: UGDETENI 9a sin Type: SCS Unit Hydrograph Unit Hydrograph: Uh48a Peaking Fator: 484.0 Spec 1'i me Inc (min) : 1.8] Comp Time Inc (min): 1.89 Rainfall File: Hcsii-24 Rainfall Amount (in): 6.000 Storm Duration (hrsl: 24.00 Statue: Onsite Time of Conc (min): 14.00 Time Shift (hrs): 0.00 Area (ac) 2.500 Vol of Unit Hyd (in): 1.001 Curve Number: 90.000 D CIA (k) 0.000 Time Max (hrs) 12.04 Flow Max (cfs): 13.993 Runoff Volume (in): 4.839 Runoff Volume (ft3): 93911.]6] Hasin Name: B2 Group Name: BASB Simulation: 100YR24HR Node Name: UGDETEN3 Basin Type: SCS Unit Hydrograph Unit Hydrograph: Uh484 Peaking FatO r: 489.0 Spec Time Inc (min): 0.93 Comp Time Inc (min): 0.93 Rainfall File: Scsii-24 Rainfall Amount (in): 6.000 Storm Duration (hrsl: 24.00 Status: Onsite Time of Conc (min): ].00 Time Shift (hrs) 0.00 Area (ac) 1.190 Vol of Unit Hyd lin) 1.000 Curve Number. 93.000 DCZA (&) 0.000 Time Max (hrsl: 11.99 Flow Max (cf s): x.]90 Runoff Volume (in) 5.1"]5 Runoff Volume (f t3) 22166.652 PARI(WOOD WEST 5/30/06 Interconnected Channe] and Pond Routing Model (ICPR) ©2002 Streamline Technologies, Inc. Page 1 of 4 •~•~•!•••i•~~~•••!~••••••••~•~••••~•••••r•• PROPOSED CONDITIONS - 100 YEAR 24 HOUR BASIN SUMMARY Basin Ndme: B3 Group Name: BASE Simulation: 100YR29HR Node Name: UGDETEN3 Basin Type: SCS Unit Hydzog raph Unit Hyd rograph: Uh 464 Peaking Fato r: 484.0 Spec Time Inc (min): 2.00 Comp Time Inc (min): 2.00 Rainfall File: Sc sii-24 Rainfall Amount (iN 6.000 Storm Duration (hrs) 24.00 Statue: Onsite Time of Conc (min): 15.00 Time Shift (hrsl: 0.00 Area lac): 6.430 Vol of Unit Hyd (inl: 1.000 Curve Number: 92.000 DCIA (t) 0.000 Time Max (hrs): 12.0] Flow Max (cfs): 36.10] Runoff Volume (in): 5.063 Runoff Volume (f t3): 11816].682 Basin Name: B4 Group Name: BASE Simulation: 100YR24NR Node Name: UGDETEN2 Basin Type: SCS VniL Hydmgraph Unit Hydrograph: Uh484 Peaking Fator: 484.0 Spec Time Inc (min): 1.20 Comp Time Inc (miN : 1.20 Aainf all File: Sc sii-29 Rainfall Amount (in): 6.000 Sturm Duration (hrs) 24.00 Status: Onsite Time of Conc (min): 9.00 Time Shift (hrs): 0.00 Area (ac): 2.130 Vol of Unit Hyd (in): 1.000 Curve Number: 92.000 DCIA (&) 0.000 Time Max (hrs): 12.02 Flow Max (cf s): 13.551 Runoff Volume (in): 5.063 Runoff Volume (f t3): 39144.193 PARKWOOD WEST 5/30/06 Interconnected Channel and Pond Routing Model (ICPR) ©2002 Streamline Technologies, Inc. Page 2 of 4 •••••!•••••••i•••••r•••••i••••••••••••••A•• PROPOSED CONDITIONS - 100 YEAR 29 HOUR BASIN SUI4MARY Basin Name: BS Group Name: BASE Simulation: 100YR24HR Node Name: UGDETEN2 Basin Type: SCS Unit Hydrograph Unit Hydzog raph: Uh484 Peaking Fator: 484.0 Spec Time Ine (min): 1.47 Comp Time Inc (min): 1.47 Rainfall File: Scsii-24 Rainfall Amount (in) 6.000 Storm Duration (hrs) 24.00 Status: Onsite Time of Cone (min): 11.00 Time Shift (hra): 0.00 Area (ac): 3.020 Vol of Unit Hyd (in): 1.000 Curve Number: 90.000 DCIA (&) 0.000 Time Max (h rs): 12.03 Flow Max (cf s): 22.863 Runoff Volume (in): 9.838 - Runoff Volume (Et3): 6"1092.684 Basin Name: B6 GYOUp Nam2: RASE Simulation: 100YR24HR Node Name: PONDA Basin Type: SCS Unit Hydrograph Unit Hydrograph: IIh484 Peaking Fato r: 484.0 Spec Time InC (min): 1.49 Comp Time Inc (mint: 1.49 Rainfall File: Scsii-24 Rainfall AmOUnt (in): 6.000 Storm DUYdC10R (hrs) 24.00 SCdCU6: On91te Time of Conc (min): 11.00 Time Shift (hrs): 0.00 Area (ac) "].010 Vol of Unit Hyd (in): 1.000 Curve Number: 92.000 DCIA (&): 0.000 Time Max (hrs) 12.03 Flow Max (cf s) 43.062 Runoff Volume (in) 5.062 Runoff Volume (ft3) 128801.681 PARICWOOD "WEST 5/30/06 Interconnected Channe] and Pond Routing Model (ICPR) ©2002 Streamline Technologies, Inc. Page 3 of 4 ••~•••••••••!~i••~••••~••••••f••••••••••••• PROPOSED CONDITIONS - 100 YEAR 29 HOllR HASIN SUMMARY Basin Name: OFFSITE Group Name: BASE Simulation: 100YR29HR Node Name: UGDETEN2 Basin Type: SCS Uni[ Hydrograph Unit Hydrogzaph: [Tn484 Peaking Fator: 484.0 Spec Time Inc (min): 3.33 Comp Time Inc (min): 3.33 Rainfall File: Scsii-24 Rainfall Amoune (in1: 4.080 Storm Duration (hxs) 24.00 Status: On91CE Time Of Conc (min): 25.00 Time Shift (hrs): 0.00 Area (acl: 2.370 Vol of llnit Hyd (inl: 1.000 CLrve Number: 68.000 OCIA (&) 0.000 Time Max (hre): 12.1'1 Flow Max (cfs): 2.640 Runoff Volume (inl: 1.254 Runoff Volume (ftJ): 30'190.230 PARKWOOD NEST 5/30/06 Interconnected Channel and Pond Rooting Model (ICPR) ©2002 Streamline Technologies, Inc. Page 4 of 4 ••••••••••••••••••••••••••••••••••••••••••• PROPOSED CONDITIONS - 100 YEAR 29 HOUR Max Time Max Wd ruing Max De1Cd Max Surf Max Time Max Mdx Time Max Name Group Simulation Stage Stage Stage Stage Area Inflow Inflow Outflow Outflow hrs ft Et Et ft2 hrs cfs hre cfe OUT BASE 100YR24HR 10 .00 821 .000 824. 000' 0.001] 0 12. 89 9 .0]8 0. 00 0 .000 PONDA BASE 100YR24HR 15 .88 832 .200 833. 000 0.0050 20215 12. 00 42 .4]2 1] .90 1 .060 UGDETENI BASE 100YR24HR 12 .8] 829 .]95 830, 000 0.00]6 1104 12. 00 60 .864 12. 8] 9 .0]8 UGDETEN2 BASE 100YR24HR 12 .8] 829 .]98 830. 000 -0.0080 68 ]. 12. 00 38 .385 12 .00 23 .005 GGDETEN3 SASE 100YR24HR 12 .8] 829 .]9] 830. 000 0.0050 853 12. 00 41 .901 11 .99 15 .299 (cam -`(~~- ~~tS~- = 9.08 c~ PARXWOOD WEST 5/30/06 Interconnected Channel and Pond Routing Mode] (ICPR) ©2002 Streamline Technologies, Inc. _ Page 1 of 1