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HomeMy WebLinkAbout2006-02-08 Site Drainage Engineering ReportFo lz, Freeman, Frickson, Inc. LAND PLANNING * SURVEYING • ENGINEERING ETYGINEEREN G REPORT FOR SITE D A INAGE Oakgreen Village General Plan Oak Park Heights, Minnesota February 8, 2006 5620 Memorial Avenue North, Stillwater, MN 55082 • Phone: (651) 439-8833 • Fax: (651) 430-9331 • Website: www.ffe-inc.com Bruce A. Folz, LS Timothy.): Freeman, LS Todd A, Erickson, PE 1939 - 2001 President Vice President PAGE DOCUMENT TABLE OF CONTENTS Title Page Table of Contents Letter Report Pages 1 - 4 SUPPORTING DOCUMENTS is Existing Site Drainage Map is Proposed Site Drainage Map • CN- Factor Calculation Table for Existing Conditions • CN- Factor Calculation Table for Proposed Conditions ® Existing and Proposed Discharge Summary • HydroCAD Hydrograph Summary Reports for the 2, 10, 100 -year Storm Events FoIz Freeman, Erickson, Inc. February 8, 2006 LAND PLANNING • SURVEYING • ENGINEERING Karen Erickson, P.E. City of Oak. Park Heights, Minnesota c /oBonestroo Rosene Anderlik & Associates 2335 West Highway 36 St. Paul, Minnesota 55113 RE: Drainage Report - Oakgreen Village - Ultimate Land Use Drainage Analysis 1.0 INTRODUCTION This drainage report is submitted to the City of Oak Park Heights for the design of the Oakgreen Village Development, located north of 58 Street and west of Oakgreen Avenue, in Oak Park Heights, Minnesota. This report has been written to demonstrate the proposed storm water routing and storm water runoff rate and volume change from the existing conditions to that of the proposed ultimate land use of the Oakgreen Village Development area. 2.0 EXISTING CONDITIONS In previous years the proposed site was farmed, however it is currently vacant. The terrain varies in elevation from 960 msl in the south to 926 msl in the north and currently consists of pasture /grass and woods. The wooded areas consist of pine, elm, box elder, maple and cotton wood trees and large areas of brush and undergrowth. The site contains one existing wetland (Pond 1), which has been delineated and defined in a report from Graham Environmental. This existing wetland has two constructed storm ponds on the east and west sides of the wetland, which were excavated during the construction of 58` Street. The surrounding area comprises of a single -- family development to the south, commercial zoned property to the north and west. Some existing single - family homes exist along Oakgreen Avenue to the east, which will be incorporated into an overall townhome development in the future as identified on the proposed plan. The site drainage is broken into nine existing drainage areas, with six existing ponding areas, as shown on the attached. Existing Drainage Map. 5620 Memorial Avenue North, Stillwater, MN 55082 4 Phone: (651) 439 -8833 4 Fax: (651) 430 -9331 • Wehsi te: www, ffe -in c. com Timothy]. Freeman, LS Todd A. Erickson, PE 1939 - 2001 President Vice President Bruce A. Folz, LS Hydrologic Event Rainfall (inches) 2 year 24 hour 2.75 10 year 24 hour 4.20 100 year 24 hour 5.90 The area has been previously defined in an overall general surface water management plan as prepared by a Bonestroo Report dated December 23, 1995 . (File No. 55121). The existing site drains to five subwatersheds identified in the report by Bonestroo. The areas as identified in the Oak Park. Annexation Area. Surface Water Management Plan found in the report are as follows:1 211, 221, 231 and 241. The management plan requires a maximum outflow from Pond 22, in area 221, of 6.4 cfs maximum flow rate leaving the area. The plan also dictates a storage volume of 4.2 acre-feet and a water quality volume of 1.9 acre-feet. Both factors are met with our proposed plan. 3M ANALYSIS 301 Calculation Method ............... The SCS calculation method was used to create the hydrographs used to determine pre and post - development runoff conditions. A combination of l ag flow, sheet flow and shallow concentrated flow were utilized in determining the time of concentration for pre and post - development conditions. The data relied upon for the delineation of the drainage areas is from a topo survey within the property limits and supplemented with Washington County aerial contour information. The existing and proposed open space SCS Curve Number was calculated using a factor of 58. A factor of 71 was used for wetland buffer areas. A factor of 100 was used for water surface or normal water elevation areas and a factor of 98 was used for all impervious surfaces. The data was analyzed utilizing "HydroCAD v7.1.3" software. The SCS Type II unit hydrograph was utilized for modeling each of the storm events. The analysis was completed for the 2, 10, 100 -year 24 -hr storm events. The single rainfall events were modeled for 30 hours. The rainfall data used for each of the hydrological event was as follows: Infiltration was not taken into account in the calculations; thus the drainage discharge rates are a conservative estimate. Ultimate land use was utilized in the calculation of the runoff for the proposed drainage model. The curve numbers (CN) that were developed were based on actual concept plans for proposed 2 areas identified in the concept plan submitted earlier this year. The areas to the north and northeast of the site (areas P7 and P8) were modeled with a CN of 88 (SCS Urban industrial for Type B Soils). The high water elevations for the 100 - year event as shown on the plans are for the ultimate development of the area as shown on the Proposed Drainage Map. 3.2 Water Quality Treatment Design. Only roof leader and open space water will flow to the existing wetland, and all other storm water from the streets and driveways will flow to the ponds by via streets and storm sewer. Wherever possible, water was routed in swales to increase contaminant removal. The total required water quality storage volume as called for in the Storm Water Management Plan from basins 22 and 23 is 2.4 acre -feet. Pond 1 as designed, is planned to be constructed with 2.3 acre -feet of storage. Ponding for proposed area. P2, currently contains water quality storage of approximately 0.7 acre-feet in addition to the proposed Pond 1 which exceeds the water quality requirement of 2.4 acre -feet for the area. It is estimated that the water quality storage provided is approximately 2+ inches per square foot of paved areas for all of the proposed areas of the ultimate land use. 33 Pond Sect ion, Storm water ponds have been designed with a 10:1 bench of 1 -foot in depth from the normal . water line. The slope above the ponds will be 4:1- and 3:1 below the 1 -foot bench. 3.4 Pond Outlet Structures The outlet structures for Ponds 1 and 2 are designed as submerged inlet pipes into concrete weir structures. The discharge from Pond 1 will flow to the north and connect to an existing storm manhole that has a 15" RCP outlet to the north. 3jijjeieiicyQ Considerations All homes will be protected by at minimum of a 1.0 foot separation from the emergency overflow of 946.0. The emergency outlet as shown on the grading plan is a route overland which will cross a low point on the proposed roadway and flow to Oakgreen. The emergency overflow will function only if the outlet structure from the existing wetland (Pond 2) and the proposed Pond 1 were to plug. The floor elevations for the townhomes adjacent to the wetland are proposed to be over 8+ feet above the calculated 1.00 -year event. 3 The proposed design makes use of the existing storm water ponds, wetland and the overall management plan as developed by Bonestroo and the City of Oak Park Heights, without adversely affecting the surrounding properties. Following is the Flow Comparison Table for a summary of the comparison of proposed to existing conditions. Supporting data can also be found in the attached HydroCAD result sheets. • Existing Site Drainage Map (D1) • Proposed Site Drainage Map (D2) • CN-Factor Calculation Table for Existing Conditions ▪ CN-Factor Calculation Table for Proposed Conditions • Existing and Proposed Discharge Summary • HydroCAD v7.13 Hydrograph Summary Reports for the 2, 10, 100-year Storm Events The proposed drainage will reroute a small area of drainage currently going to the Browns Creek Watershed. This will require a review from the Watershed. This area falls outside of the jurisdictional boundary but within the actual hydrologic boundary of the watershed. The analysis and proposal will also require the review from Middle St. Croix Watershed Organization. The calculations included in this report were completed for the design of the ultimate land use of Oakgreen Village Development area, any revision which occurs, which causes a change in the drainage analysis, will be supplied to the City and Watershed(s). This report was prepared by: Folz, Freeman, Erickson, Inc. Todd A. Erickson, PE MN Reg. No. 40418 4.0 RESULTS 5.0 SUPPORTING DOCUMENTS 6.0 REMARKS c: Pete Young, Washington County Conservation District c: Camilla Correll, Browns Creek Watershed District 4 G) rr�er r rr� w cr) G) 0.7 ,rnse cc 0 co cn 0 � r m 4 : • 611 C c ci] 0 0 4 0 Q. 0 c> cu 0 v Cr) co N ti 0 0) CO N N (o 0 0) 0 0) 0 CD Cr) 0 0 0 a 0 0) W 0 0 0 0 CD 0 o d o o CD 0 c3 0 0 0) 0 N 0 Q 0 (a; of) 0) 0o Ln co CO LO I d' O) 0 (0 CD• CO : N 4 ; N ,i 0: N 0 N: 0): N o ti 0 c; r` oo 0 C0 r` rn 0 Cam . CD (0 N o3 CO ' Liz CD St 0 N 0 CO CD r` d~ 00 0) (0 st 0 N.-- W V/ CO CO l! ) (0 Ln 0 0 0 0 0 0 0 0 © o a o 0 0 0 0 0 0 d o O CD 10 (0 N - CO CD o o t` N 0 0' o n © N 0 0 N- N 0 d" 0 0 (0 Co co 0 0 0) ti L 0 CD CO CD J Q H 0 H ooj kr) co C, 0 11 0 0 0 co 0) 11 0 11 0 Q cS 0 0 0 0 a 0 0 C0 0 N CO 1 CO I-0 I` N- • N- C-0 CO' d d" ▪ LC? 0 (0 co 1` Co a 0 N 0 a 0 a 0 CO N 0 CO M 0_ Co 0) CD CO LC) c5) 0 d f d- co 0€ a (0 o 0 0 ti 0 0 0 00 0 0 0 0 do CO 0 0 N 0 0 (0 0 a 0 N CO 10 0_ d 0 0 a 0 0 0 CO : (0 LC) Cfl cv 0 CO 0 . 0) 0) 0 CO °,1 a 00 CY) 0 0 0 0 0 0 0 0 0 co 0 N 0 lam - 0 0 0 0 0 0 0 N 10 0 0 N d' CO L t` 04 N CO • (0 d_ 0) d C9 0 °: CO CO (0 N a 00 N 0) - N a ▪ s 0 01 00 LC) 71 LO CO 0 0 0 0 0 0 0 • (0 01 �- c0 C\1 4 0 Ri 0 0 0 0 0 L0 0) N 0 0 a a 0 0 0 0 C0 0 : C0 CO o o M • - : co 0 1 ti c0 0) CO 0 (0 CO 0) N r- 0) 07 N co (6 0 0 N 0) Cc M. CC 0) J 0 1- Oakgreen Village Existing and Proposed Discharge Comparison Existing Flow Rate In CFS 24-Hour Storm Event 2 year 10 year 100 year 24-Hour Storm Event 2 year 10 year 100 year 24-Hour Storm Event 2 year 10 year 100 year Rate (cfs) B1 0.00 0.00 0.00 Proposed Flow Rate In CFS Rate (cfs) B1 0.00 0.00 0.00 Existing Volume Summary In Acre-Ft Volume (ac-ft) B1 0.00 0.00 _0.00 Rate (cfs) E6 '1.92 14.02 34.87 Rate (cfs) Pond 1 1.07 3.06 5.82 Volume (ac-ft) E6 0.22 0.98 2.15 Proposed Volume Summary In Acre-Ft Rate (cfs) E7 0.85 3.04 6.27 Rate (cfs) P7 0.14 1.19 3.17 24-Hour Storm Event 2 year 10 year 100 year Volume (ac-ft) B1 0.00 0.00 0.00 Volume (ac-ft) Pond 1 1.41 3.04 6.75 Volume (ac-ft) P7 0.03 0.11 0.25 Total Rate (cfs) 2.77 17.06 41 14 Rate (cfs) P8 1.23 5.93 13.36 Volume (ac-ft) E7 0.06 0.16 0.32 Volume Rate (ac-ft) 0.28 1.14 2.47 Volume (ac-ft) P8 0.12 0.38 0.80 NOTE: 1) No Infiltration was modeled in the above calculations, thus the proposed flows are conservative. 2) Ponds started at pond outlet elevation at start of all storm events. Total Rate (cfs) 2.44 10.18 22.35 Total Volume (ac-ft) 1.56 3.53 7.80 Total Rate Comparison (cfs) -0.33 -6.88 -18.79 Total Volume Comparison (ac-ft) 1.28 2.39 5.33 1 Prepared By: FFE, Inc. 02/08/2006 FILE NO. 05-104 Drainage Diagram for Oakgreen Existing Prepared by FoIz, Freeman, Erickson, Inc. 2/8/2006 HydroCADO 7.13 sin 002112 © 2006 HydroCAD Software Solutions LLC Oakgreen Existing Prepared by Folz, Freeman, Erickson, Inc. Page 2 H droCAD® 7.13 s/n 002112 © 2006 H droCAD Software Solutions LLC 2/8/2006 65.409 Area Listing (all nodes) Area (acres} CN Description (subcats) 45.145 58 Meadow, non - grazed, HSG B (E1,E2,E3,E4,E5,E6) 7.255 64 (E8) 1.700 65 2 acre lots, 12% imp, HSG B (E7) 10.629 98 Paved parking & roofs (E2, E3, E5, E6) 0.161 98 Pond (E4) 0.520 100 Pond (E3, E5) Oakgreen Existing Type 1/ 24 -hr 2 -Year Rainfall=2. 75" Prepared by Folz, Freeman, Erickson, Inc. Page 3 H droCAD® 7.13 s/n 002112 © 2006 H droCAD Software Solutions LLC 2/8/2006 Subcatchment El: Subcatchment E Subcatchment E3: Subcatchment E4: Subcatchment E5: Subcatchment E6: Subcatchment E7: Subcatchment E8: Pond B1: Pond B2: Pond B3: Pond 64: Pond B5: Pond City Pond: Time span =0.00 -30.00 hrs, dt =0.01 hrs, 3001 points Runoff by SCS TR -20 method, UH =SCS Reach routing by Sim -Route method - Pond routing by Sim -Route method Runoff Area= 627.283 sf Runoff Depth = 0.20" Flow Length = 1,391' Slope = 0.0120 7' Tc =39.9 min CN =58 Runoff =0.76 cfs 0.238 of Runoff Area =409,321 sf Runoff Depth =2.11" Flow Length= 845' Slope= 0.0310 '1' Tc =18.2 min CN =94 Runoff =22.48 cfs 1.651 af Runoff Area = 308.247 sf Runoff Depth = 0.47" Flow Length =690' Slope= 0.0250 '1' Tc =21.6 min CN =67 Runoff =2.60 cfs 0,275 of Runoff Area= 334.805 sf Runoff Depth= 0.22" Flow Length =763' Slope= 0.0280 '1' Tc =13,7 min CN =59 Runoff =0.96 cfs 0.143 of Runoff Area = 143.625 sf Runoff Depth= 0.54" Flow Length =950' Slope= 0.0250 '1' Tc =26.4 min CN =69 Runoff =1.32 cfs 0.148 of Runoff Area= 635.850 sf Runoff Depth = 0,22" Flow Length =600' Tc =12.6 min CN =59 Runoff =1.92 cfs 0.271 af Runoff Area = 74.036 sf Runoff Depth= 0.40" Flow Length =350' Tc =8.6 min CN =65 Runoff= 0.85 cfs 0.056 af Runoff Area =316,030 sf Runoff Depth = 0.36" Flow Length =337' Slope= 0.0390 '1' Tc =10.5 min CN =64 Runoff =2.85 cfs 0.220 af Peak Elev= 938.37' Storage =0.238 af Inflow =0.76 cfs 0.238 af 18.0" x 80.0' Culvert Outflow =0.00 cfs 0.000 af Peak Elev =937.74' Storage = 95.406 cf Inflow =22.68 cfs 2.190 af Outflow =0.00 cfs 0.000 af Peak Elev =939.70' Storage =1,168 cf Inflow =2.60 cfs 0.275 af Primary =2.17 cfs 0.268 of Secondary =0,00 cfs 0.000 of Outflow =2.17 cfs 0.268 of Peak EIev = 937.89' Storage = 16.303 cf Inflow =2.80 cfs 0.410 af Outflow =2.00 cfs 0.400 af Peak Elev= 937,80' Storage =19,671 cf Inflow =1.32 cfs 0,148 of Outflow =0.72 cfs 0.139 af Peak EIev = 947.64' Storage =0.220 af inflow =2.85 cfs 0.220 af 12.0" x 950.0' Culvert Outflow =0.00 cfs 0.000 af Total Runoff Area = 65.409 ac Runoff Volume = 3.002 af Average Runoff Depth = 0.55" 82.40% Pervious Area = 53.895 ac 17.60% Impervious Area = 11.513 ac Oakgreen Existing Type 11 24-hr -Year Rainfall =2.75" Prepared by Folz, Freeman, Erickson, Inc. Page 4 H droCAD® 7.13 sin 002112 © 2006 H droCAD Software Solutions LLC 2/8/2006 Runoff 0.76 cfs @ 12.60 hrs, Volume= Area sf CN Description 627,283 627,283 Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 10.8 50 0.0120 0.1 29.1 1,341 0.0120 39.9 1,391 Total 58 Meadow, non - grazed, HSG B Pervious Area Runoff = 22.48 cfs @ 12.10 hrs, Volume= Area sf CN Description 368,321 98 Paved parking & roofs 41,000 58 Meadow, non- razed, HSG B 409,321 94 Weighted Average 41,000 Pervious Area 368,321 Impervious Area 18.2 845 Total Runoff = 2.60 cfs a© 12.19 hrs, Volume= Subcatchment El: Runoff by SCS TR -20 method, UH =SCS, Time Span= 0.00 -30.00 hrs, dt= 0.01 hrs Type 11 24 -hr 2-Year Rainfall= 2.75" Sheet Flow, 0.238 at Depth= 0.20" Grass: Dense n= 0.240 P2= 2.75" 0.8 Shallow Concentrated Flow, Short Grass Pasture Kv= 7.0 f Subcatchment E2: 1.651 af, Depth= 2.11" Runoff by SCS TR -20 method, UH=SCS, Time Span= 0.00 -30.00 hrs, dt= 0.01 hrs Type 11 24 -hr 2 -Year Rainfall= 2.75" Tc Length Slope Velocity Capacity Description min feet ft /ft ft/sec cfs 7.4 50 0.0310 0.1 Sheet Flow, Grass: Dense n= 0.240 P2= 2.75" 10.8 795 0.0310 1.2 Shallow Concentrated Flow, Short Grass Pasture Kv= 7.0 fps Subcatchment E3: 0.275 af, Depth= 0.47" Runoff by SCS TR -20 method, UH =SCS, Time Span= 0.00 -30.00 hrs, dt= 0.01 hrs Type 11 24 -hr 2 -Year Rainfall =2.75" Area (sf) CN Description 241,454 58 Meadow, non - grazed, HSG B 53,145 98 Paved parking & roofs 13,648 100 Pond 308,247 67 Weighted Average 241,454 Pervious Area 66,793 Impervious Area Tc Length min feet ft /ft ft/sec cfs 21.6 690 0.0250 Slope Velocity Capacity Description 0.5 Lag/CN Method, Oakgreen Existing Prepared by Folz, Freeman, Erickson, Inc. H droCAD® 7.13 s/n 002112 © 2006 H droCAD Software Solutions LLC Subcatchment E4: Runoff = 0.96 cfs a© 12.12 hrs, Volume= 0.143 af, Depth= 0.22" Runoff by SCS TR -20 method, UH =SCS, Time Span= 0.00 -30.00 hrs, dt= 0.01 hrs Type 11 24 -hr 2 -Year Rainfall= 2.75" Area sf CN Description 327,805 7,000 334,805 327,805 7,000 58 98 Pond 59 Tc Length Slope (min) (feet) (ft/ft) 7.7 50 0.0280 3.0 210 0.0280 2.2 445 0.0280 0.8 58 0.0280 13.7 763 Total Runoff = Meadow, non - grazed, HSG B Weighted Average Pervious Area Impervious Area Velocity Capacity Description (ft /sec) (cfs) 0.1 Sheet Flow, Grass: Dense n= 0.240 P2= 2.75" 1.2 Shallow Concentrated Flow, Short Grass Pasture Kv= 7.0 fps 3.4 Shallow Concentrated Flow, Paved Kv= 20.3 fps 1.2 Shallow Concentrated Flow, Short Grass Pasture Kv= 7.OMps Subcatchment E5: 1.32 cfs @a 12.24 hrs, Volume= 0.148 af, Depth= 0.54" Runoff by SCS TR -20 method, UH =SCS, Time Span= 0.00 -30.00 hrs, dt= 0.01 hrs Type 11 24-hr 2 -Year Rai nfal1= 2.75" Area sf CN Description 104,254 58 Meadow, non - grazed, HSG B 30,371 98 Paved parking & roofs 9,000 100 Pond Tc (min) 26.4 Runoff 143,625 104,254 39,371 Length (feet) 950 Area sf 624,708 11,142 635,850 624,708 11,142 69 Weighted Average Pervious Area Impervious Area Slope Velocity Capacity Description (ftlft) (ft /sec) (cfs) 0.0250 0.6 1.92 cfs @ 12.11 hrs, Volume= CN Description 58 Meadow, non - grazed, HSG B 98 Paved parkin. & roofs 59 Weighted Average Pervious Area Impervious Area Lag /CN Method, Subcatchment E6: 0.271 af, Depth= 0.22" Runoff by SCS TR -20 method, UH =SCS, Time Span= 0.00 -30.00 hrs, dt= 0.01 hrs Type 11 24-hr 2 -Year Rainfall= 2.75" Type 11 24 2 - Year Rainfall =2.75" Page 5 2/8/2006 oa kg Teen Existing Type 11 24-hr 2 -Year Rainfall = 2. 75" Prepared by FoIz, Freeman, Erickson, Inc. Page 6 H droCAD® 7.13 s/n 002112 © 2006 H droCAD Software Solutions LLC 2/8/2006 Tc Length Slope Velocity Capacity Description (min) (feet) (ft /ft) (ft/sec) (cfs) 6.7 50 0.0400 0.1 5.9 550 0.0500 1.6 12.6 Runoff = 0.85 cfs a© 12.03 hrs, Volume= Runoff by SCS TR -20 method, UH =SCS, Time Span= 0.00-30.00 hrs, dt= 0.01 hrs Type 11 24 -hr 2 -Year Rainfall =2.75" Tc Length 8.6 350 Total Tc Length 10.5 65,152 8,884 600 Total Area (sf) CN Description 74,036 65 2 acre lots, 12% im•, HSG B 337 0.0390 Pervious Area Impervious Area Slope Velocity Capacity Description min feet ft /ft ft/sec cfs Runoff = 2.85 cfs © 12.05 hrs, Volume= Area sf CN Descri tion 316,030 64 31 6,030 Pervious Area Slope Velocity Capacity Description min feet ftlft ft/sec cfs 0.5 Lag /CN Method, Volume Invert Avail.Storage Storage Description Sheet Flow, Grass: Dense n= 0.240 P2= 2.75" Shallow Concentrated Flow, Short Grass Pasture Kv= 7.0 f Subcatchment E7: Plug -Flow detention time= (not calculated: initial storage excedes outflow) Center -of -Mass det. time (not calculated: no outflow) 0.056 af, Depth= 0.40" 5.4 50 0.0700 0.2 Sheet Flow, Grass: Dense n= 0.240 P2= 2.75" 3.2 300 0.0500 1.6 Shallow Concentrated Flow, Short Grass Pasture Kv= 7.0 f Subcatchment ES: 0.220 af, Depth= 0.36" Runoff by SCS TR -20 method, UH =SCS, Time Span= 0.00 -30.00 hrs, dt= 0.01 hrs Type 11 24 -hr 2 -Year Rainfall = 2.75" Pond B'I: Inflow Area = 14.400 ac, Inflow Depth = 0.20" for 2-Year event Inflow = 0.76 cfs a© 12.60 hrs, Volume= 0.238 of Outflow = 0.00 cfs © 0.00 hrs, Volume= 0.000 af, Atten= 100 %, Lag= 0.0 min Primary = 0.00 cfs © 0.00 hrs, Volume= 0.000 af Routing by Sim -Route method, Time Span= 0.00 -30.00 hrs, dt= 0.01 hrs Peak Elev= 938.37' © 26.26 hrs Surf.Area= 0.610 ac Storage= 0.238 af #1 938.00' 6.623 af Custom Stage Data (Irregular)Listed below Type /1 24-hr 2 -Year Rainfall= 2.75" Prepared by FoIz, Freeman, Erickson, Inc. Page 7 H droCAD® 7.13 sin 002112 © 2006 H droCAD Software Solutions LLC 2/8/2006 Oakgreen Existing Elevation Surf.Area Perim. Inc.Store Cum.Store Wet.Area feet acres feet acre -feet acre -feet acres 938.00 0.590 600.0 0.000 0.000 0.590 940.00 0.700 652.0 1.288 1.288 0.712 942.00 0.820 703.0 1.518 2.807 0.842 944.00 0.950 759.0 1.768 4.575 0.996 946.00 1.100 816.0 2.048 6.623 1.164 Device Routing Invert Outlet Devices #1 Primary 944.00' 18.0" x 80.0' long Culvert RCP, end - section conforming to fill, Ke= 0.500 Outlet Invert= 943.00' S= 0.0125 Cc= 0.900 n= 0.012 Primary OutFlow Max =0.00 cfs © 0.00 hrs HW= 938.00' (Free Discharge) 1 =Culvert ( Controls 0.00 cfs) Volume Invert Avail . Stora • e Stara • e Descri . tion #1 936.00' Elevation feet 936.00 938.00 940.00 942.00 Surf.Area Perim. s• -ft feet 41,382 232.0 69,260 1,428.0 158,230 1,930.0 180,000 2,100.0 Device Routing Invert Outlet Devices Pond B2: [80] Warning: Exceeded Pond B5 by 0.01' @a 29.96 hrs (0.15 cfs 0.075 af) Inflow Area = 34.711 ac, Inflow Depth = 0.76" for 2 -Year event Inflow = 22.68 cfs @ 12.11 hrs, Volume= 2.190 of Outflow = 0.00 cfs J 0.00 hrs, Volume= 0.000 af, Atten= 100 %, Lag= 0.0 min Primary 0.00 cfs @ 0.00 hrs, Volume= 0.000 af Routing by Sim -Route method, Time Span= 0.00 -30.00 hrs, dt= 0.01 hrs Peak Elev= 937.74' © 29.96 hrs Surf.Area= 65,682 sf Storage= 95,406 cf Plug -Flow detention time= (not calculated: initial storage excedes outflow) Center -of -Mass det. time (not calculated: no outflow) 668,899 cf Custom Stage Data (Irregular)Listed below Inc.Store Cum.Store cubic -feet cubic -feet 0 0 109,452 109,452 221,450 330,902 337,996 668,899 P rimary OutFlow Max =0.00 cfs © 0.00 hrs HW= 936.00' (Free Discharge) ' =Broad Crested Rectangular Weir( Controls 0.00 cfs) Pond B3: Routing by Sim -Route method, Time Span= 0.00-30.00 hrs, dt= 0.01 hrs Peak Elev= 939.70' © 12.29 hrs Surf.Area= 837 sf Storage= 1,168 cf Plug -Flow detention time= 32.6 min calculated for 0.268 af (97% of inflow) Center -of -Mass det. time 19.1 min ( 933.3 - 914.2 ) Wet.Area s• -ft 41,382 199,381 333,568 388,235 #1 Primary 939.50' 40.0' long x 20.0" breadth Broad - Crested Rectangular Weir Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 Coef. (English) 2.68 2.70 2.70 2.64 2.63 2.64 2.64 2.63 Inflow Area = 7.076 ac, Inflow Depth = 0.47" for 2 -Year event Inflow = 2.60 cfs © 12.19 hrs, Volume= 0.275 of Outflow = 2.17 cfs a7 12.29 hrs, Volume= 0.268 af, Atten= 16 %, Lag= 6.4 min Primary = 2.17 cfs a©7 12.29 hrs, Volume= 0.268 of Secondary = 0.00 cfs © 0.00 hrs, Volume= 0.000 af Oakgreen Existing Prepared by Folz, Freeman, Erickson, Inc. H droCAD® 7,13 sin 002112 © 2006 H droCAD Software Solutions LLC Volume Invert Avail.Storage Storage Description #1 938.00' Elevation feet 938.00 940.00 942.00 944.00 Surf.Area Perim. s• -ft feet 500 100.0 897 135.0 23,920 1,226.0 53,751 1,434.0 [86] Warning: Oscillations may require smaller dt Volume Invert Avail.Storage Storage Description Device Routing Invert Outlet Devices 96,696 cf Custom Stage Data (Irregular)Listed below Inc.Store Cum.Store cubic -feet cubic -feet 0 0 1,378 1,378 19,633 21,011 75,685 96,696 Wet.Area s 500 1,195 119,364 163,473 Type 11 24 2 - Year Rainfall =2.75" Page 8 2/8/2006 Device Routin. Invert Outlet Devices #1 Primary 938.42' 12.0" x 114.0' long Culvert CMP, end - section conforming to fill, Ke= 0.500 Outlet Invert= 938.24' S= 0.0016 '1' Cc= 0.900 n= 0.012 #2 Secondary 943.70' 100.0' long x 20.0' breadth Broad - Crested Rectangular Weir Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 Coef. (English) 2.68 2.70 2.70 2.64 2.63 2.64 2.64 2.63 Primary OutFlow Max =2.17 cfs @ 12.29 hrs HW= 939.70' TW= 937.84' (Dynamic Tailwater) 1= Culvert (Barrel Controls 2.17 cfs © 2.8 fps) § econdary OutFlow Max =0.00 cfs @ 0.00 hrs HW =938.00' TW =936.00' (Dynamic Tailwater) --2= Broad - Crested Rectangular Weir( Controls 0.00 cfs) Pond B4: Inflow Area = 14.762 ac, Inflow Depth > 0.33" for 2 -Year event Inflow = 2.80 cfs © 12.25 hrs, Volume= 0.410 of Outflow = 2.00 cfs © 12.49 hrs, Volume= 0.400 af, Atten= 28 %, Lag= 14.5 min Primary = 2.00 cfs © 12.49 hrs, Volume= 0.400 af Routing by Sim -Route method, Time Span= 0.00 -30.00 hrs, dt= 0.01 hrs Starting Elev= 937.70' Surf.Area= 12,515 sf Storage= 14,273 cf Peak Elev= 937.89' @ 12.49 hrs Surf.Area= 13,992 sf Storage= 16,303 cf (2,030 cf above start) Plug --Flow detention time 587.7 min calculated for 0.072 of (18% of inflow) Center -of -Mass det. time= 13.6 min ( 956.6 - 943.0 ) #1 936.00' 60,647 cf Custom Stage Data (Irregular)Listed below Elevation Surf.Area Perim. Inc.Store Cum.Store Wet.Area feet s• -ft feet cubic -feet cubic -feet s• -ft 936.00 6,490 500.0 0 0 6,490 937.00 7,057 595.0 6,772 6,772 14,786 938.00 14,854 701.0 10,716 17,488 25,737 940.00 29,095 875.0 43,159 60,647 47,616 #1 Primary 937.70' 10.0` long x 8.0' breadth Broad - Crested Rectangular Weir Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 1.80 2.00 2.50 3.00 3.50 4.00 4.50 5.00 5.50 Coef. (English) 2.43 2.54 2.70 2.69 2.68 2.68 2.66 2.64 2.64 2.64 2.65 2.65 2.66 2.66 2.68 2.70 2.74 P rimary OutFlow Max= 2.00 cfs © 12.49 hrs HW= 937.89' TW= 936.85' (Dynamic Tailwater) 1 Broad- Crested Rectangular Weir(Weir Controls 2.00 cfs a© 1.1 fps) Oakgreen Existing Type 11 24 -hr 2 -Year Rainfall=2. 75" Prepared by Fo z, Freeman, Erickson, Inc. Page 9 H droCAD® 7.13 s/n 002112 © 2006 H droCAD Software Solutions LLC 2/8/2006 Inflow Area = 10.552 ac, Inflow Depth = 0.17" for 2 -Year event Inflow = 1.32 cfs @ 12.24 hrs, Volume= 0.148 of Outflow -- 0.72 cfs @ 12.53 hrs, Volume= 0.139 af, Atten= 45 %, Lag= 17.8 min Primary = 0.72 cfs © 12.53 hrs, Volume= 0.139 af Routing by Sim -Route method, Time Span= 0.00 -30.00 hrs, dt= 0.01 hrs Starting Elev= 937.70' Surf.Area= 14,266 sf Storage= 18,439 cf Peak Elev= 937.80' © 12.53 hrs Surf.Area= 14,871 sf Storage= 19,671 cf (1,232 cf above start) Plug -Flow detention time (not calculated: initial storage excedes outflow) Center -of -Mass det. time= 11.0 min ( 919.8 - 908.9 ) Volume #1 Elevation feet 936.00 937.00 938.00 940.00 Invert 936.00' Avail.Storage Storage Description Surf.Area Perim. s . -ft feet 9,017 400.0 9,845 446.0 16,161 524.0 27,175 690.0 Device Routing Invert Outlet Devices Pond B5: 65,163 cf Custom Stage Data (Irregular)Listed below Inc.Store Cum.Store cubic -feet cubic-feet 0 0 9,428 9,428 12,873 22,301 42,862 65,163 Device Routing Invert Outlet Devices #1 Primary 937.70' 10.0' long x 8.0' breadth Broad- Crested Rectangular Weir Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 1.80 2.00 2.50 3.00 3.50 4.00 4.50 5.00 5.50 Coef. (English) 2.43 2.54 2.70 2.69 2.68 2.68 2.66 2.64 2.64 2.64 2.65 2.65 2.66 2.66 2.68 2.70 2.74 Primary OutFlow Max =0.72 cfs © 12.53 hrs HW= 937.80' TW= 936.88' (Dynamic Tailwater) 1=Broad- Crested Rectangular Weir(Weir Controls 0.72 cfs a[7 0.8 fps) Pond City Pond: Inflow Area = 7.255 ac, Inflow Depth = 0.36" for 2 -Year event Inflow = 2.85 cfs © 12.05 hrs, Volume= 0.220 of Outflow = 0.00 cfs @ 0.00 hrs, Volume= 0.000 af, Atten= 100 %, Lag= 0.0 min Primary = 0.00 cfs a© 0.00 hrs, Volume= 0.000 of Routing by Sim -Route method, Time Span= 0.00 -30.00 hrs, dt= 0.01 hrs Peak Elev= 947.64' a@ 24.60 hrs Surf.Area= 0.434 ac Storage= 0.220 af Plug -Flow detention time= (not calculated: initial storage excedes outflow) Center-of-Mass det. time= (not calculated: no outflow) Volume Invert Avail.Storage Storage Description #1 947.00' 1.961 af Custom Stage Data (Irregular}Listed below Elevation Surf.Area Perim. lnc.Store Cum.Store Wet.Area (feet) (acres) (feet) (acre-feet) (acre -feet) (acres) 947.00 0.144 289.0 0.000 0.000 0.144 948.00 0.600 598.0 0.346 0.346 0.645 950.00 1.035 819.0 1.615 1.961 1.218 Wet.Area 5. -ft 9,017 12,143 18,183 34,266 #1 Primary 949.00' 12.0" x 950.0' long Culvert CMP, end - section conforming to fill, Ike= 0.500 Outlet Invert= 936.52' S= 0.0131 '/' Cc= 0.900 n= 0.012 P rimary OutFlow Max =0.00 cfs © 0.00 hrs HW =947.00' TW= 937.70' (Dynamic Tailwater) 1= Culvert ( Controls 0.00 cfs) Oakgreen Existing Type 11 24-hr 1O -Year Rainfall =4.20" Prepared by Folz, Freeman, Erickson, Inc. Page 10 HydroCAD® 7.13 sin 002112 © 2006 HydroCAD Software Solutions LLC 2/8/2006 Subcatchment El: Subcatchment E2: Subcatchment E3: Subcatchment E4: Subcatchment E5: Subcatchment E6: Subcatchment E7: Subcatchment E8: Pond B1: Pond B2: Pond B3: Pond B4: Pond 65: Pond City Pond: Time span= 0.00 -30.00 hrs, dt =0.01 hrs, 3001 points Runoff by SCS TR -20 method, UH =SCS Reach routing by Sim -Route method - Pond routing by Sim -Route method Runoff Area= 627.283 sf Runoff Depth= 0.76" Flow Length =1,391' Slope = 0.0120 '1' Tc =39.9 min CN=58 Runoff =5.76 cfs 0.909 af Runoff Area =409,321 sf Runoff Depth =3.52" Flow Length =845' Slope =0,0310 '1' Tc =18.2 min CN =94 Runoff= 36.53 cfs 2.757 of Runoff Area =308,247 sf Runoff Depth = 1.27" Flow Length =690' Slope =0.0250 '1' Tc =21.6 min CN =67 Runoff =8.91 cfs 0.749 of Runoff Area= 334.805 sf Runoff Depth= 0.81" Flow Length =763' Slope =0.0280 '1' Tc =13.7 min CN =59 Runoff =7.04 cfs 0.518 af Runoff Area =143,625 sf Runoff Depth =1.40" Flow Length =950' Slope =0.0250 '1' Tc =26.4 min CN =69 Runoff= 4.09 cfs 0.384 af Runoff Area = 635.850 sf Runoff Depth = 0,81" Flow Length =600' Tc =12.6 min CN =59 Runoff =14.02 cfs 0.984 of Runoff Area =74,036 sf Runoff Depth= 1.15" Flow Length =350' Tc =8.6 min CN =65 Runoff =3.04 cfs 0.162 af Runoff Area =316,030 sf Runoff Depth =1.09" Flow Length =337' Slope =0.0390 7' Tc =10.5 min CN =64 Runoff =11.23 cfs 0.657 of Peak Elev= 939.41' Storage =0.909 af Inflow =5.76 cfs 0.909 af 18.0" x 80.0' Culvert Outflow =0.00 cfs 0,000 of Peak Elev =938.51' Storage =166,260 cf Inflow =42.12 cfs 3,817 af Outflow =4.00 cfs 0.000 af Peak Elev =940.59' Storage =7,170 cf inflow =8.91 cfs 0.749 af Primary =3.43 cfs 0.741 af Secondary =0.00 cfs 0.000 af Outflow =3.43 cfs 0.741 af Peak Elev= 938.51' Storage = 28.559 cf Inflow =9.76 cfs 1.259 af Outflow =6.16 cfs 0.931 af Peak Elev = 938.34' Storage =29,555 cf Inflow =4.09 cfs 0.384 af Outflow =2.89 cfs 0.129 af Peak Eiev= 948.39' Storage =0.657 af inflow =11.23 cfs 0.657 af 12.0" x 950.0' Culvert Outflow =0.00 cfs 0.000 af Total Runoff Area = 65.449 ac Runoff Volume = 7.121 af Average Runoff Depth = 1.31" 82.40% Pervious Area = 53.895 ac 17.60% Impervious Area = 11.513 ac Oakgreen Existing Type 11 24-hr 1O -Year Rainfall =4.20" Prepared by Folz, Freeman, Erickson, Inc. Page 11 H droCAD® 7.13 sin 002112 © 2006 H droCAD Software Solutions LLC 2/8/2006 Subcatchment El : Runoff = 5.76 cfs © 12.46 hrs, Volume= 0.909 af, Depth= 0.76" Runoff by SCS TR -20 method, UH =SCS, Time Span= 0.00 -30.00 hrs, dt= 0.01 hrs Type 11 24 -hr 10 -Year Rainfall= 4.20" Area sf CN Description 627,283 627,283 58 Meadow, non - .razed, HSG B Pervious Area To Length Slope Velocity Capacity Description min feet ft/ft ft/sec cfs 10.8 50 0.0120 29.1 1 ,341 0.0120 39.9 1,391 Total Runoff 36.53 cfs © 12.10 hrs, Volume= Runoff by SCS TR -20 method, UH=SCS, Time Span= 0.00 -30.00 hrs, dt= 0.01 hrs Type 11 24 -hr 10 -Year Rainfall =4.20" Area (sf) CN Description 368,321 98 Paved parking & roofs 41,000 58 Meadow, non- • razed, HSG B 94 Weighted Average Pervious Area Impervious Area 409,321 41,000 368,321 0.1 Sheet Flow, Grass: Dense n= 0.240 P2= 2.75" 0.8 Shallow Concentrated Flow, Short Grass Pasture Kv= 7.0 f To Length Slope Velocity Capacity Description min feet ftlffi ftlsec cfs 7.4 50 0.0310 0.1 10.8 18.2 308,247 241,454 66,793 795 0.0310 845 Total Area sf CN Description 241,454 58 53,145 98 13,648 100 Meadow, non - grazed, HSG B Paved parking & roofs Pond 67 Weighted Average Pervious Area Impervious Area Subcatchment E2: 2.757 af, Depth= 3.52" Sheet Flow, Grass: Dense n= 0.240 P2= 2.75" 1.2 Shallow Concentrated Flow, Short Grass Pasture Kv= 7.0 f Subcatchment E3: Runoff by SCS TR -20 method, UH =SCS, Time Span= 0.00 -30.00 hrs, dt= 0.01 hrs Type i 124 -hr 10 -Year Rainfall =4.20" To Length Slope Velocity Capacity Description min feet ft/ft ft/sec cfs 21.6 690 0.0250 0.5 Lag/CN Method, Runoff = 8.91 cfs © 12.17 hrs, Volume= 0.749 af, Depth= 1.27" Oakgreen Existing Type 11 24-hr 10-Year Rainfall =4.20" Prepared by Folz, Freeman, Erickson, Inc. Page 12 H droCAD® 7.13 sin 002112 © 2006 H droCAD Software Solutions LLC 2/8/2006 Runoff Runoff by SCS TR--20 method, UH =SCS, Time Span= 0.00 -30.00 hrs, dt= 0.01 hrs Type II 24 -hr 10 -Year Rainfall= 4.20" 7.7 3.0 2.2 0.8 13.7 763 Total Runoff Area (f) CN Description Tc Length = 7.04 cfs aJ 12.08 hrs, Volume= 327,805 58 Meadow, non - grazed, HSG B 7,000 98 Pond 334,805 59 Weighted Average 327,805 Pervious Area 7,000 Impervious Area 50 0.0280 210 0.0280 445 0.0280 58 0.0280 Slope Velocity Capacity min feet ft /ft ft/sec cfs -- 4.09 cfs @ 12.23 hrs, Volume= Runoff by SCS TR -20 method, UH =SCS, Time Span= 0.00 -30.00 hrs, dt= 0.01 hrs Type 11 24 -hr 10 -Year Rainfall= 4.20" Area sf CN Description 104,254 58 Meadow, non - grazed, HSG B 30,371 98 Paved parking & roofs 9,000 100 Pond Subcatchment E4: Description 0.518 af, Depth= 0.81" 0.1 Sheet Flow, Grass: Dense n= 0.240 P2= 2.75" 1.2 Shallow Concentrated Flow, Short Grass Pasture Kv= 7.0 fps 3.4 Shallow Concentrated Flow, Paved Kv= 20.3 fps 1.2 Shallow Concentrated Flow, Short Grass Pasture Kv= 7.0 fps Subcatchment E5: 0.384 af, Depth= 1.40" 143,625 104,254 39,371 69 Weighted Average Pervious Area Impervious Area Tc Length Slope Velocity Capacity Description min feet ftlft t/sec cfs 26.4 950 0.0250 0.6 Lag /CN Method, Runoff = 14.02 cfs © 12.07 hrs, Volume= Area sf CN Description 624,708 11,142 98 Paved p arki n p & roofs 635,850 624,708 11,142 58 Meadow, non - grazed, HSG B 59 Weighted Average Pervious Area Impervious Area Subcatchment E6: 0.984 af, Depth= 0.81" Runoff by SCS TR -20 method, UH =SCS, Time Span= 0.00-30.00 hrs, dt= 0.01 hrs Type 11 24 -hr 10 -Year Rainfall= 4.20" Oakgreen Existing Type 11 24-hr 10 -Year Rainfa11 =4.20" Prepared by Folz, Freeman, Erickson, Inc. Page 13 H droCAD® 7.13 sin 002112 © 2006 H droCAD Software Solutions LLC 2/8/2006 Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft /sec) (cfs) 6.7 50 0.0400 5.9 550 0.0500 12.6 600 Total Runoff 8.6 Tc Length 5.4 3.2 Runoff = 3.04 cfs @ 12.01 hrs, Volume= Runoff by SCS TR -20 method, UH =SCS, Time Span= 0.00 -30.00 hrs, dt= 0.01 hrs Type 11 24-hr 10 -Year Rainfall = 4.20" Area sf CN Description 65 2 acre Tots, 12% im Pervious Area Impervious Area 74,036 65,152 8,884 min feet ft /ft ft /sec cfs 50 0.0700 300 0.0500 350 Total Slope Velocity Capacity HSG B = 11.23 cfs a@ 12.03 hrs, Volume= Area sf CN Description 316,030 64 316,030 Pervious Area 0.1 Sheet Flow, Grass: Dense n= 0.240 P2= 2.75" 1.6 Shallow Concentrated Flow, Short Grass Pasture Kv= 7.0 f•s Subcatchment E7: Description 0.162 af, Depth= 1.15" 0.2 Sheet Flow, Grass: Dense n= 0.240 P2= 2.75" 1.6 Shallow Concentrated Flow, Short Grass Pasture Kv= 7.0 f•s Tc Length Slope Velocity Capacity Description (min) (feet) (ft /ft) (ft /sec) (cfs) Subcatchment E8: 10.5 337 0.0390 0.5 Lag /CN Method, 0.657 af, Depth= 1.09" Runoff by SCS TR -20 method, UH =SCS, Time Span= 0.00 -30.00 hrs, dt= 0.01 hrs Type 11 24 -hr 10 -Year Rainfall= 4.20" Pond BI: Inflow Area = 14.400 ac, Inflow Depth = 0.76" for 10 -Year event Inflow = 5.76 cfs a© 12.46 hrs, Volume= 0.909 of Outflow = 0.00 cfs © 0.00 hrs, Volume= 0.000 af, Atten= 100 %, Lag= 0.0 min Primary = 0.00 cfs © 0.00 hrs, Volume = 0.000 af Routing by Sim -Route method, Time Span= 0.00 -30.00 hrs, dt= 0.01 hrs Peak Elev= 939.41' © 26.26 hrs Surf.Area= 0.668 ac Storage= 0.909 af Plug -Flow detention time (not calculated: initial storage excedes outflow) Center -of -Mass det. time= (not calculated: no outflow) Volume Invert Avai I .Storage Storage Description #1 938.00' 6.623 af Custom Stage Data (Irregular}Listed below Oakgreen Existing Type 11 24-hr 1O -Year Rainfall =4.20" Prepared by Folz, Freeman, Erickson, Inc. Page 14 H droCAD® 7.13 s/n 002112 © 2006 H droCAD Software Solutions LLC 2/8/2006 Elevation Surf.Area Perim. Inc.Store Cum.Store Wet.Area (feet) (acres) (feet) (acre -feet) (acre-feet) (acres) 938.00 0.590 600.0 0.000 0.000 0.590 940.00 0.700 652.0 1.288 1.288 0.712 942.00 0.820 703.0 1.518 2.807 0.842 944.00 0.950 759.0 1.768 4.575 0.996 946.00 1.100 816.0 2.048 6.623 1.164 Device Routing Invert Outlet Devices #1 Primary 944.00' 18.0" x 80.0' long Culvert RCP, end - section conforming to fill, Ke= 0.500 Outlet Invert= 943.00' S= 0.0125 '1' Cc= 0.900 n= 0.012 Primary OutFlow Max =0.00 cfs © 0.00 hrs HW =938.00' (Free Discharge) 11 - 'I =Culvert ( Controls 0.00 cfs) [80 ] Warning: Exceeded Pond B5 by 0.18' a[7 24.23 hrs ( 12.44 cfs 14.103 af) Inflow Area = Inflow Outflow = Primary Pond B2: 34.711 ac, Inflow Depth = 1.32" for 10 -Year event 42.12 cfs @ 12.11 hrs, Volume= 3.817 of 0.00 cfs @ 0.00 hrs, Volume= 0.000 af, Atten= 100 %, Lag= 0.0 min 0.00 cfs © 0.00 hrs, Volume= 0.000 af Routing by Sim-Route method, Time Span= 0.00-30.00 hrs, dt= 0.01 hrs Peak Elev= 938.51' © 25.82 hrs Surf.Area= 92,083 sf Storage= 166,260 cf Plug -Flow detention time= (not calculated: initial storage excedes outflow) Center -of -Mass det. time= (not calculated: no outflow) Volume Invert Avail.Stora•e Stara •e Descri•tion #1 936.00' Elevation feet 936.00 938.00 940.00 942.00 Surf.Area 668,899 cf Custom Stage Data (Irregular)Listed below Perim. Wet.Area s. -ft 41,382 199,381 333,568 388,235 s• -ft feet 41,382 232.0 69,260 1,428.0 158,230 1,930.0 180,000 2,100.0 Inc.Store Cum.Store cubic -feet cubic -feet 0 0 109,452 109,452 221,450 330,902 337,996 668,899 Device Routi n. Invert Outlet Devices #1 Primary 939.50' 40.0' long x 20.0' breadth Broad - Crested Rectangular Weir Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 Coef. (English) 2.68 2.70 2.70 2.64 2.63 2.64 2.64 2.63 Primary mary OutFlow Max =0.00 cfs © 0.00 hrs HW =936.00' (Free Discharge) 1=Broad - Crested Rectangular Weir( Controls 0.00 cfs) Pond B3: Inflow Area = 7.076 ac, Inflow Depth = 1.27" for 10 -Year event Inflow 8.91 cfs © 12.17 hrs, Volume= 0.749 af Outflow = 3.43 cfs © 12.49 hrs, Volume= 0.741 af, Atten= 61%, Lag= 19.3 min Primary = 3.43 cfs © 12.49 hrs, Volume= 0.741 af Secondary = 0.00 cfs © 0.00 hrs, Volume= 0.000 af Routing by Sim -Route method, Time Span= 0.00 -30.00 hrs, dt= 0.01 hrs Peak Elev= 940.59' © 12.49 hrs Surf.Area= 7,689 sf Storage= 7,170 cf Plug -Flow detention time 25.3 min calculated for 0.741 af (99% of inflow) Center -of -Mass det. time= 19.0 min ( 896.5 - 877.5 ) Oakgreen Existing Prepared by Folz, Freeman, Erickson, Inc. H droCAD® 7.13 s/n 002112 © 2006 H droCAD Software Solutions LLC Volume Invert Avail.Storage Storage Description #1 938.00' 96,696 cf Custom Stage Data (Irregular)Listed below Elevation feet 938.00 940.00 942.00 944.00 Surf.Area Perim. Inc.Store Cum.Store Wet.Area s• --ft feet cubic -feet cubic -feet s• -ft 500 100.0 0 0 500 897 135.0 1,378 1,378 1,195 23,920 1,226.0 19,633 21,011 119,364 53,751 1,434.0 75,685 96,696 163,473 Device Routine Invert Outlet Devices Type 1124 - hr 10 - Year Rainfall =4.20" Page 15 2/8/2006 12.0" x 114.0' long Culvert CM P, end - section conforming to fill, Outlet Invert= 938.24' S= 0.0016 '1' Cc= 0.900 n= 0.012 #2 Secondary 943.70' 100.0' long x 20.0' breadth Broad - Crested Rectangular Weir Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 Coef. (English) 2.68 2.70 2.70 2.64 2.63 2.64 2.64 2.63 #1 Primary 938.42' Primary OutFlow Max= 3.43 cfs f 12.49 hrs HW= 940.59' TW= 938.07' (Dynamic Tailwater) t---1=Culvert (Barrel Controls 3.43 cfs @ 4.4 fps) Secondary OutFlow Max =0.00 cfs © 0.00 hrs HW =938,00' TW =936.00' (Dynamic Tailwater) t-2 =Broad - Crested Rectangular Weir( Controls 0.00 cfs) [86] Warning: Oscillations may require smaller dt Pond B4: Inflow Area = 14.762 ac, Inflow Depth = 1.02" for 10 -Year event Inflow = 9.76 cfs © 12.08 hrs, Volume= 1.259 af Outflow = 6.16 cfs © 12.28 hrs, Volume= 0.931 af, Atten= 37 %, Lag= 12.0 min Primary = 6.16 cfs © 12.28 hrs, Volume= 0.931 af Routing by Sim-Route method, Time Span= 0.00 -30.00 hrs, dt= 0.01 hrs Starting Elev= 937.70' Surf.Area= 12,515 sf Storage= 14,273 cf Peak Elev= 938.51' © 26.82 hrs Surf.Area= 18,507 sf Storage= 28,559 cf (14,286 cf above start) Plug -Flow detention time 209.9 min calculated for 0.603 af (48% of inflow) Center -of -Mass det. time= (not calculated: outflow precedes inflow) Volume Invert Avail.Stora•e Storage Description #1 936.00' Elevation (feet) 936.00 937.00 938.00 940.00 60,647 cf Custom Stage Data (Irregularpsted below Surf.Area Perim. lnc.Store Cum.Store Wet.Area s -ft feet cubic -feet cubic -feet s -ft 6,490 500.0 0 0 6,490 7,057 595.0 6,772 6,772 14,786 14,854 701.0 10,716 17,488 25,737 29,095 875.0 43,159 60,647 47,616 Ke= 0.500 Device Routing Invert Outlet Devices #1 Primary 937.70' 10.0' long x 8.0' breadth Broad - Crested Rectangular Weir Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 1.80 2.00 2.50 3.00 3.50 4.00 4.50 5.00 5.50 Coef. (English) 2.43 2.54 2.70 2.69 2.68 2.68 2.66 2.64 2.64 2.64 2.65 2.65 2.66 2.66 2.68 2.70 2.74 Primary OutFlow Max =6.16 cfs © 12.28 hrs HW=938.09' TW= 937.35' (Dynamic Tailwater) -1 =Broad - Crested Rectangular Weir(Weir Controls 6.16 cfs © 1.6 fps) Oakgreen Existing Type 11 24-hr 10-Year Rainfall =4.20'► Prepared by Folz, Freeman, Erickson, Inc. Page 16 H droCAD® 7.13 s/n 002112 © 2006 H droCAD Software Solutions LLC 2/8/2006 Inflow Area = 10.552 ac, Inflow Depth = 0.44" for 10 -Year event Inflow = 4.09 cfs © 12.23 hrs, Volume= 0.384 af Outflow = 2.89 cfs © 12.40 hrs, Volume= 0.129 af, Atten= 29 %, Lag= 10.5 min Primary = 2.89 cfs @ 12.40 hrs, Volume= 0.129 of Routing by Sim -Route method, Time Span= 0.00 -30.00 hrs, dt= 0.01 hrs Starting Elev= 937.70' Surf.Area= 14,266 sf Storage= 18,439 cf Peak Elev= 938.34' © 25.53 hrs Surf.Area= 18,025 sf Storage= 29,555 cf (11,115 cf above start) Plug -Flow detention time= (not calculated: initial storage excedes outflow) Center -of -Mass det. time (not calculated: outflow precedes inflow) Volume Invert Avail.Stora•e Storage Descri .tion #1 936.00' Elevation feet 936.00 937.00 938.00 940.00 Surf.Area 9,017 9,845 16,161 27,175 65,163 cf Custom Stage Data (Irregular)Listed below Perim. s s -ft feet 400.0 446.0 524.0 690.0 Device Routing Invert Outlet Devices #1 Primary 937.70' 10.0' long x 8.0' breadth Broad - Crested Rectangular Weir Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 1.80 2.00 2.50 3.00 3.50 4.00 4.50 5.00 5.50 Coef. (English) 2.43 2.54 2.70 2.69 2.68 2.68 2.66 2.64 2.64 2.64 2.65 2.65 2.66 2.66 2.68 2.70 2.74 Primary OutFlow Max =2.89 cfs © 12.40 hrs HW= 937.94' TW =937.53' (Dynamic Tailwater) t-- 'I =Broad - Crested Rectangular Weir(Weir Controls 2.89 cfs @ 1.2 fps) Inflow Area = 7.255 ac, Inflow Depth = 1.09" for 10 -Year event Inflow = 11.23 cfs @ 12.03 hrs, Volume= 0.657 of Outflow = 0.00 cfs © 0.00 hrs, Volume= 0.000 af, Atten= 100 %, Lag= 0.0 min Primary = 0.00 cfs @ 0.00 hrs, Volume = 0.000 af Routing by Sim -Route method, Time Span= 0.00 -30.00 hrs, dt= 0.01 hrs Peak Elev= 948.39' @ 24.60 hrs Surf.Area= 0.684 ac Storage= 0.657 af Plug -Row detention time= (not calculated: initial storage excedes outflow) Center -of -Mass det. time= (not calculated: no outflow) Volume Invert Avail.Storage Stora ■e Description #1 947.00' Elevation Surf.Area Perim. Inc.Store Cum.Store Wet.Area (feet) (acres) (feet) (acre -feet) (acre -feet) (acres) 947.00 0.144 289.0 0.000 0.000 0.144 948.00 0.600 598.0 0.346 0.346 0.645 950.00 1.035 819.0 1.615 1.961 1.218 Device Routine #1 Primary 1.961 af Invert Outlet Devices Pond B5: Inc.Store Cum.Store Wet.Area cubic -feet cubic -feet sg -ft 0 0 9,017 9,428 9,428 12,143 12,873 22,301 18,183 42,862 65,163 34,266 Pond City Pond: Custom Stage Data (Irregular)Listed below 949.00' 12.0" x 950.0' long Culvert CMP, end - section conforming to fill, Ke= 0.500 Outlet Invert= 936.52' S= 0.0131 '1' Cc= 0.900 n= 0.012 P rimary OutFlow Max =0.00 cfs @ 0.00 hrs HW= 947.00' TW= 937.70' (Dynamic Tailwater) '1=Culvert ( Controls 0.00 cfs) oa kg reen Existing Type 1124 -hr 100 -Year Rainfa11 =5.90" Prepared by Folz, Freeman, Erickson, Inc. Page 17 H droCAD® 7.13 s/n 002112 © 2006 H droCAD Software Solutions LLC 2/8/2006 Subcatchment El: Subcatchment E2: Subcatchment E3: Subcatchment E4: Subcatchment E5: Subcatchment E6: Subcatchment E7: Subcatchment E8: Pond B1: Pond B2: Pond B3: Pond B4: Pond B5: Pond City Pond: Time span =0.00 -30.00 hrs, dt=0.01 hrs, 3001 points Runoff by SCS TR -20 method, UH=SCS Reach routing by Sim -Route method - Pond routing by Sim -Route method Runoff Area= 627.283 sf Runoff Depth = 1.69" Flow Length =1,391 Slope =9,0120 '1' Tc =39.9 min CN =58 Runoff =15.56 cfs 2.034 of Runoff Area= 409.321 sf Runoff Depth =5.20" Flow Length =845' Slope =0.0310 7' Tc =18.2 min CN =94 Runoff =52.80 cfs 4.070 of Runoff Area = 308.247 sf Runoff Depth= 2.45" Flow Length =690' Slope =0.0250 'I' Tc =21.6 min CN =67 Runoff =18.15 cfs 1.448 of Runoff Area = 334.805 sf Runoff Depth =1.78" Flow Length =763' Slope =0.0280 '1' Tc =13.7 min CN =59 Runoff =17.63 cfs 1.137 of Runoff Area = 143.625 sf Runoff Depth = 2.63" Flow Length =950' Slope =0.0250 'l' Tc =26.4 min CN =69 Runoff =8.06 cfs 0.724 af Runoff Area =635,850 sf Runoff Depth =1.78" Flow Length =600' Tc =12.6 min CN =59 Runoff =34.87 cfs 2.159 of Runoff Area =74,036 sf Runoff Depth = 2.28" Flow Length =350' Tc =8.6 min CN =65 Runoff =6.27 cfs 0.323 af Runoff Area =316,030 sf Runoff Depth = 2.19" Flow Length =337' Slope= 0.0390 '1' Tc =10.5 min CN =64 Runoff =23.86 cfs 1.325 of Peak Elev =940.98' Storage =2.034 af Inflow =15.56 cfs 2.034 af 18,0" x 80.0' Culvert Outflow =0.00 cfs 0.000 af Peak Elev =939.36' Storage = 260.383 cf Inflow =67.98 cfs 5.978 af outflow =0.00 cfs 0.000 af Peak Elev =941.84' Storage = 19.408 cf Inflow =18.15 cfs 1.448 af Primary =4.76 cfs 1.426 af Secondary =0.00 cfs 0.000 af Outflow =4.76 cfs 1.426 af Peak Elev= 939.36' Storage = 46.902 cf Inflow =20.84 cfs 2.563 af Outflow =13.83 cfs 1.814 af Peak Elev =939,25' Storage =49,050 cf Inflow =8.06 cfs 0.796 af Outflow=3,95 cfs 0.094 af Peak Elev = 949.18' Storage =1.299 af Inflow =23.86 cfs 1.325 af 12,0" x 950.0' Culvert Outflow =0.14 cfs 0.072 af Total Runoff Area = 65.409 ac Runoff Volume = 13.220 af Average Runoff Depth = 2.43" 82.40% Pervious Area = 53.895 ac 17.60% Impervious Area = 11.513 ac Oakgreen Existing Type 1124 -hr 100 -Year Rainfall =5.90" Prepared by Folz, Freeman, Erickson, Inc. Page 18 H droCAD® 7.13 sin 002112 © 2006 H droCAD Software Solutions LLC 2/8/2006 Runoff = 15.56 cfs @a 12.41 hrs, Volume= Runoff by SCS TR -20 method, UH =SCS, Time Span= 0.00 -30.00 hrs, dt= 0.01 hrs Type 11 24-hr 100 -Year Rai nfal1= 5.90" Area sf CN Description 627,283 58 Meadow, non- razed, HSG B 627,283 Pervious Area Tc Length min feet ft/ft ft/sec cfs 10.8 50 0.0120 29.1 1,341 0.0120 39.9 1,391 Total Slope Velocity Capacity Description Subcatchment El: 2.034 af, Depth= 1.69" 0.1 Sheet Flow, Grass: Dense n= 0.240 P2= 2.75" 0.8 Shallow Concentrated Flow, Short Grass Pasture Kv= 7.0 f s Subcatchment E2: Runoff = 52.80 cfs a@ 12.10 hrs, Volume= 4.070 af, Depth= 5.20" Runoff by SCS TR -20 method, UH =SCS, Time Span= 0.00 -30.00 hrs, dt= 0.01 hrs Type 11 24 -hr 100 -Year Rainfall= 5.90" Area sf CN Description 368,321 98 Paved parking & roofs 41,000 58 Meadow, non- p razed, HSG B 94 Weighted Average Pervious Area Impervious Area 409,321 41,000 368,321 Tc Length Slope Velocity Capacity Description min feet ftlft ft/sec cfs 7.4 10.8 50 0.0310 795 0.0310 845 Total 0.1 Sheet Flow, Grass: Dense n= 0.240 P2= 2.75" 1.2 Shallow Concentrated Flow, Short Grass Pasture Kv= 7.0 f 18.2 Runoff 308,247 241,454 66,793 Tc Length 21.6 = 18.15 cfs © 12.15hrs, Volume= Area sf CN Description 241,454 53,145 13,648 58 Meadow, non - grazed, HSG B 98 Paved parking & roofs 100 Pond Slope Velocity Capacity 67 Weighted Average Pervious Area Impervious Area min feet ft /ft ft/sec cfs 690 0.0250 Subcatchment E3: Runoff by SCS TR -20 method, UH =SCS, Time Span= 0.00 -30.00 hrs, dt= 0.01 hrs Type 11 24 -hr 100 -Year Rainfall =5.90" Description 0 .5 Lag /CN Method, 1.448 af, Depth= 2.45" Oakgreen Existing Type 11 24-hr 100-Year Rainfall=5.90" Prepared by Folz, Freeman, Erickson, Inc. Page 19 H droCAD® 7.13 sin 002112 © 2006 H droCAD Software Solutions LLC 2/8/2006 Subcatchment E4: Runoff = 17.63 cfs @ 12.07 hrs, Volume= 1.137 af, Depth = 1.78" Runoff by SCS TR -20 method, UH =SCS, Time Span= 0.00 -30.00 hrs, dt= 0.01 hrs Type 11 24 -hr 100 -Year Rainfall= 5.90" Area sf CN Description 327,805 7,000 334,805 327,805 7,000 Tc Length min feet ft/ft ft /sec cfs 7.7 50 0.0280 3.0 210 0.0280 2.2 445 0.0280 0.8 58 0.0280 13.7 763 Total Runoff Runoff 143,625 104,254 39,371 624,708 11,142 635,850 624,708 11,142 58 Meadow, non- grazed, HSG B 98 Pond 59 Weighted Average Pervious Area Impervious Area Slope Velocity Capacity = 8.06 cfs © 12.20 hrs, Volume= Description Area sf C N Descri tion 104,254 58 Meadow, non - grazed, HSG B 30,371 98 Paved parking & roofs 9,000 100 Pond 69 Weighted Average Pervious Area Impervious Area 34.87 cfs a© 12.06 hrs, Volume= Area sf CN Description 0.1 Sheet Flow, Grass: Dense n= 0.240 P2= 2.75" 1.2 Shallow Concentrated Flow, Short Grass Pasture Kv= 7.0 fps 3.4 Shallow Concentrated Flow, Paved Kv= 20.3 fps 1.2 Shallow Concentrated Flow, Short Grass Pasture Kv= 7.0 f•s Subcatchment E5: 0.724 af, Depth= 2.63" Runoff by SCS TR -20 method, UH =SCS, Time Span= 0.00 -30.00 hrs, dt= 0.01 hrs Type 11 24-hr 100 -Year Rai nfal1= 5.90" Tc Length Slope Velocity Capacity Description (min) (feet) (ft /ft) (ft /sec) (cfs) 26.4 950 0.0250 0.6 Lag/CN Method, 58 Meadow, non - grazed, HSG B 98 Paved parkin. & roofs 59 Weighted Average Pervious Area Impervious Area Subcatchment E6: 2.159 af, Depth= 1.78" Runoff by SCS TR -20 method, UH =SCS, Time Span= 0.00-30.00 hrs, dt= 0.01 hrs Type 11 24 -hr 100 -Year Rainfall =5.90" oakgreen Existing Type 11 24-hr 100 -Year Rainfall =5.90" Prepared by Folz, Freeman, Erickson, Inc. Page 20 H droCAD® 7.13 sin 002112 ©2006 H droCAD Software Solutions LLC 2/8/2006 Tc Length Slope Velocity Capacity Description (min) (feet) (ft /ft) (ft/sec) (cfs) 6.7 50 0.0400 0.1 5.9 12.6 Runoff 550 0.0500 600 Total = 6.27 cfs a[7 12.01 hrs, Volume= Runoff by SCS TR -20 method, UH =SCS, Time Span= 0.00-30.00 hrs, dt= 0.01 hrs Type!! 24-h r 100 -Year Rainfall= 5.90" Area (sf) CN Description 74,036 65 2 acre lots, 12% imp, HSG B 65,152 Pervious Area 8,884 Impervious Area Tc Length Slope Velocity Capacity min feet ft /ft ft/sec cfs 5.4 3.2 8.6 Runoff Area sf 316,030 316,030 50 0.0700 300 0.0500 350 Total = 23.86 cfs © 12.03 hrs, Volume= 337 0.0390 CN Descri 'tion 64 Pervious Area Sheet Flow, Grass: Dense n= 0.240 P2= 2.75" 1.6 Shallow Concentrated Flow, Short Grass Pasture Kv= 7.0 fss Description 0.2 Sheet Flow, Grass: Dense n= 0.240 P2= 2.75" 1.6 Shallow Concentrated Flow, Short Grass Pasture Kv= 7.0 f•s Runoff by SCS TR -20 method, UH=SCS, Time Span= 0.00 -30.00 hrs, dt= 0.01 hrs Type!! 24 -hr 100 -Year Rainfall= 5.90" Slope Velocity Capacity Description Tc Length min feet ft /ft ft/sec cfs 10.5 Subcatchment E7: 0.323 af, Depth= 2.28" Subcatchment E8: 0.5 Lag /CN Method, 1.325 af, Depth= 2.19" Pond B1: Inflow Area = 14.400 ac, Inflow Depth = 1.69" for 100 -Year event Inflow = 15.56 cfs © 12.41 hrs, Volume= 2.034 of Outflow = 0.00 cfs © 0.00 hrs, Volume= 0.000 af, Atten= 100 %, Lag= 0.0 min Primary = 0.00 cfs © 0.00 hrs, Volume= 0.000 af Routing by Sim -Route method, Time Span= 0.00 -30.00 hrs, dt= 0.01 hrs Peak Elev= 940.98' t 26.26 hrs Surf.Area= 0.759 ac Storage= 2.034 af Plug -Flow detention time= (not calculated: initial storage excedes outflow) Center -of -Mass det. time (not calculated: no outflow) Volume Invert Avail.Storage Storage Description #1 938.00' 6.623 af Custom Stage Data (Irregular) Listed below Oakgreen Existing Type 1124 -hr 100-Year Rainfall =5.99" Prepared by Folz, Freeman, Erickson, Inc. Page 21 H droCAD® 7.13 sin 002112 © 2006 H droCAD Software Solutions LLC 2/8/2006 Elevation Surf.Area Perim. Inc.Store Cum.Store Wet.Area (feet) (acres) (feet) (acre -feet) (acre -feet) (acres) 938.00 0.590 600.0 0.000 0.000 0.590 940.00 0.700 652.0 1.288 1.288 0.712 942.00 0.820 703.0 1.518 2.807 0.842 944.00 0.950 759.0 1.768 4.575 0.996 946.00 1.100 816.0 2.048 6.623 1.164 Device Routine Invert Outlet Devices #1 Primary 944.00' 18.8 " x 80.0' long Culvert RCP, end - section conforming to fill, Ke= 0.500 Outlet Invert= 943.00' S= 0.0125 7' Cc= 0.900 n= 0.012 Primary OutFlow Max =0.00 cfs © 0.00 hrs HW= 938.00` (Free Discharge) 1= Culvert ( Controls 0.00 cfs) [80] Warning: Exceeded Pond B4 by 0.01' © 23.40 hrs (7.24 cfs 4.263 af) [80] Warning: Exceeded Pond B5 by 0.24' © 21.12 hrs (28.57 cfs 34.855 af) Inflow Area = 34.711 ac, Inflow Depth = 2.07" for 100 -Year event Inflow = 67.98 cfs @ 12.12 hrs, Volume= 5.978 of Outflow = 0.00 cfs © 0.00 hrs, Volume= 0.000 af, Atten= 100 %, Lag= 0.0 min Primary = 0.00 cfs © 0.00 hrs, Volume= 0.000 af Routing by Sim -Route method, Time Span= 0.00 -30.00 hrs, dt= 0.01 hrs Peak Elev= 939.36' a@ 25.05 hrs Surf.Area= 129,898 sf Storage= 260,383 cf Plug -Flow detention time= (not calculated: initial storage excedes outflow) Center -of -Mass det. time= (not calculated: no outflow) Volume Invert Avail.Storase Storage Descristion #1 936.00' 668,899 cf Elevation Surf.Area Perim. Inc.Store Cum.Store Wet.Area feet s -ft feet) (cubic -feet) (cubic -feet) s - 936.00 41,382 232.0 0 0 41,382 938.00 69,260 1,428.0 109,452 109,452 199,381 940.00 158,230 1,930.0 221,450 330,902 333,568 942.00 180,000 2,100.0 337,996 668,899 388,235 Device Routing invert Outlet Devices #1 Primary 939.50' 40.0' long x 20.0' breadth Broad - Crested Rectangular Weir Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 Coef. (English) 2.68 2.70 2.70 2.64 2.63 2.64 2.64 2.63 Primary OutFlow Max= 0.00 cfs © 0.00 hrs HW= 936.00' (Free Discharge) 'i= Broad - Crested Rectangular Weir( Controls 0.00 cfs) [86] Warning: Oscillations may require smaller dt Pond B2: Custom Stage Data (Irregular)Listed below Pond B3: Inflow Area = 7.076 ac, Inflow Depth = 2.45" for 100 -Year event Inflow = 18.15 cfs © 12.15 hrs, Volume= 1.448 of Outflow = 4.76 cfs @ 12.60 hrs, Volume= 1 .426 af, Atten= 74 %, Lag= 26.7 min Primary = 4.76 cfs @ 12.60 hrs, Volume= 1.426 af Secondary = 0.00 cfs © 0.00 hrs, Volume= 0.000 of Routing by Sim -Route method, Time Span= 0.00 -30.00 hrs, dt= 0.01 hrs oa kg reen Existing Type 1124 -hr 100 -Year Rainfall =5.90" Prepared by Folz, Freeman, Erickson, Inc, Page 22 H droCAD® 7.13 s/n 002112 © 2006 H droCAD Software Solutions LLC 2/8/2006 Peak Elev = 941.84' @a 12.60 hrs Surf.Area= 22,041 sf Storage= 19,408 cf Plug -Flow detention time 40.5 min calculated for 1.426 af (98% of inflow) Center-of-Mass det. time= 31.7 min ( 889.1 - 857.4 ) Volume Invert Avail.Storage Storage Description #1 938.00' 96,696 cf Custom Stage Data (Irregular)Listed below Elevation Surf.Area Perim. Inc.Store Cum.Store Wet.Area (feet) (sq -ft) (feet) (cubic -feet) (cubic -feet) (sq -ft) 938.00 500 100.0 0 0 500 940.00 897 1 35.0 1 ,378 1 ,378 1,195 942.00 23,920 1,226.0 19,633 21,011 119,364 944.00 53,751 1,434.0 75,685 96,696 163,473 Device Routing Invert Outlet Devices #1 Primary 938.42' 12.0 " x 114.0" long Culvert CMP, end - section conforming to fill, Ke= 0.500 Outlet Invert= 938.24' S= 0.0016 '1' Cc= 0.900 n= 0.012 #2 Secondary 943.70' 100.0' long x 20.0' breadth Broad - Crested Rectangular Weir Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 Coef. (English) 2.68 2.70 2.70 2.64 2.63 2.64 2.64 2.63 Primary OutFlow Max =4.76 cfs a@ 12.60 hrs HW= 941.84' TW= 938.38' (Dynamic Tailwater) 1=Culvert (Barrel Controls 4.76 cfs @ 6.1 fps) econdary OutFlow Max =0.00 cfs a7 0.00 hrs HW= 938.00' TW= 936.00' (Dynamic Tailwater) T 2 =Broad - Crested Rectangular Weir( Controls 0.00 cfs) [86] Warning: Oscillations may require smaller dt Pond B4: Inflow Area = 14.762 ac, Inflow Depth = 2.08" for 100 -Year event Inflow = 20.84 cfs © 12.07 hrs, Volume= 2.563 af Outflow = 13.83 cfs a@ 12.16 hrs, Volume= 1.814 af, Atten= 34 %, Lag= 5.6 min Primary = 13.83cfs© 12.16hrs, Volume= 1.814af Routing by Sim -Route method, Time Span= 0.00 -30.00 hrs, dt= 0.01 hrs Starting Elev = 937.70' Surf.Area= 12,515 sf Storage= 14,273 cf Peak Elev= 939.36' t 24.93 hrs Surf.Area= 24,560 sf Storage= 46,902 cf (32,629 cf above start) Plug -Flow detention time 156.0 min calculated for 1.486 af (58% of inflow) Center -of -Mass det. time= (not calculated: outflow precedes inflow) Volume Invert Avail.Storage Storage Description #1 936.00' Elevation (feet) 936.00 937.00 938.00 940.00 60,647 cf Custom Stage Data (Irregular)Listed below Surf.Area Perim. Inc.Store Cum.Store (sq -ft) (feet) (cubic -feet) (cubic -feet) 6,490 500.0 0 0 7,057 595.0 6,772 6,772 14,854 701.0 10,716 17,488 29,095 875.0 43,159 60,647 Wet.Area (sq -ft) 6,490 14,786 25,737 47,616 Device Routine Invert Outlet Devices #1 Primary 937.70' 10.0' long x 8.0" breadth Broad - Crested Rectangular Weir Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 1.80 2.00 2.50 3.00 3.50 4.00 4.50 5.00 5.50 Coef. (English) 2.43 2.54 2.70 2.69 2.68 2.68 2.66 2.64 2.64 2.64 2.65 2.65 2.66 2.66 2.68 2.70 2.74 Oakgreen Existing Type 11 24-hr 100 -Year Rainfall =5.90" Prepared by Folz, Freeman, Erickson, Inc. Page 23 H droCAD® 7.13 sin 002112 © 2006 H droCAD Software Solutions LLC 2/8/2006 Primary OutFlow Max =13.64 cfs © 12.16 hrs HW =938.34' TW= 937.79' (Dynamic Tailwater) ' =Broad Crested Rectangular Weir(Weir Controls 13.64 cfs © 2.1 fps) [86] Warning: Oscillations may require smaller dt Inflow Area = 10.552 ac, Inflow Depth > 0.91" for 100 -Year event Inflow = 8.06 cfs @ 12.20 hrs, Volume= 0.796 of Outflow = 3.95 cfs @ 12.17 hrs, Volume= 0.094 af, Atten= 51%, Lag= 0.0 min Primary = 3.95 cfs © 12.17 hrs, Volume= 0.094 af Routing by Sim -Route method, Time Span= 0.00 -30.00 hrs, dt= 0.01 hrs Starting Elev= 937.70' Surf.Area= 14,266 sf Storage= 18,439 cf Peak Elev= 939.25' a© 30.00 hrs Surf.Area= 23,034 sf Storage= 49,050 cf (30,611 cf above start) Plug -Flow detention time= (not calculated: initial storage excedes outflow) Center -of -Mass det. time= (not calculated: outflow precedes inflow) Volume Invert Avail.Stora e Storage Description #1 936.00' Elevation feet 936.00 937.00 938.00 940.00 Surf.Area 9,017 9,845 16,161 27,175 65,163 cf Custom Stage Data (Irregular] Jsted below Perim. Inc.Store Cum.Store s. -ft feet cubic -feet cubic -feet 400.0 0 0 446.0 9,428 9,428 524.0 12,873 22,301 690.0 42,862 65,163 Device Routin Invert Outlet Devices Pond B5: Wet.Area sI -ft 9,017 12,143 18,183 34,266 #1 Primary 937.70' 10.0' long x 8.0' breadth Broad - Crested Rectangular Weir Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 1.80 2.00 2.50 3.00 3.50 4.00 4.50 5.00 5.50 Coef. (English) 2.43 2.54 2.70 2.69 2.68 2.68 2.66 2.64 2.64 2.64 2.65 2.65 2.66 2.66 2.68 2.70 2.74 Primary OutFlow Max =3.75 cfs a@ 12.17 hrs HW =938.00' TW =937.81' (Dynamic Tailwater) 'l=Broad Crested Rectangular Weir(Weir Controls 3.75 cfs ac7 1.2 fps) Pond City Pond: Inflow Area = 7.255 ac, Inflow Depth = 2.19" for 100 -Year event Inflow = 23.86 cfs © 12.03 hrs, Volume= 1.325 of Outflow = 0.14 cfs @ 24.17 hrs, Volume= 0.072 af, Atten= 99 %, Lag= 728.4 min Primary = 0.14 cfs © 24.17 hrs, Volume= 0.072 af Routing by Sim -Route method, Time Span= 0.00 -30.00 hrs, dt= 0.01 hrs Peak Elev= 949.18' © 24.17 hrs Surf.Area= 0.857 ac Storage= 1.299 af Plug -Flow detention time= 820.8 min calculated for 0.072 af (5% of inflow) Center -of -Mass det. time= 661.4 min ( 1,515.8 - 854.4 ) Volume Invert Avail.Stora•e Storage Description #1 947.00' 1.961 af Custom Stage Data (Irregular)Listed below Elevation Surf.Area Perim. Inc.Store Cum.Store Wet.Area feet acres feet acre -feet acre -feet acres 947.00 0.144 289.0 0.000 0.000 0.144 948.00 0.600 598.0 0.346 0.346 0.645 950.00 1.035 819.0 1.615 1.961 1.218 Oa kg reen Existing Type 1124 -hr 100 -Year Rainfall =5.90" Prepared by Foiz, Freeman, Erickson, Inc. Page 24 H droCAD® 7.13 sin 002112 © 2006 H droCAD Software Solutions LLC 2/8/2006 Device Routin Invert Outlet Devices #1 Primary 949.00' 12.0" x 950.0' long Culvert CMP, end - section conforming to fill, Ke= 0.500 Outlet Invert= 936.52' S= 0.0131 '1' Cc= 0.900 n= 0.012 Primary OutFlow Max =0.14 cfs ac 24.17 hrs HW= 949.18' TW= 939.15' (Dynamic Tailwater) 1 -Culvert (Inlet Controls 0.14 cfs @ 1.4 fps) B Suhcat Reach Pon • Link P3 ,A, B5 Q r r r B3 / P4 POND ( P6 Drainage Diagram for Oakgreen Proposed 12 -05 -05 Prepared by Folz, Freeman, Erickson, inc. 2/8/2006 HydroCAD® 7.13 sin 002112 © 2006 HydroCAD Software Solutions LLC Oakgreen Proposed 12-05-05 Prepared by Folz, Freeman, Erickson, Inc. HydroCAD® 7.13 s/n 002112 © 2006 HydroCAD Software Solutions LLC Area Listing (all nodes) Area (acres) CN Description (subcats) 37.113 58 Meadow, non - grazed, HSG B (P1O,P2,P3,P6,P7,P8) 3.203 58 Woods /grass comb., Good, HSG B (P4,P5) 7.261 64 (P9) 2.756 78 (P1) 2.557 98 Build (P6) 0.792 98 Building (P3,P4,P5) 4.986 98 Paved parking & roofs (P1O,P3,P4,P5,P8) 4.095 98 Paved roads w /curbs & sewers (P6) 0.938 99 Pond (P4) 0.225 99 Water (P5) 1.238 100 Pond (P10,P3,P6) 65.166 Page 2 2/8/2006 Oakgreen Proposed 12 - - Type 11 24-hr 2 -Year Rainfall=2. 75" Prepared by Falz, Freeman, Erickson, Inc. Page 3 droCAD® 7.13 s/n 002112 © 2006 HydroCAD Software Solutions LLC 2/8/2006 Subcatchment P1: Subcatchment P10: Subcatchment P2: Subcatchment P3: Subcatchment P4: Subcatchment P5: Subcatchment P6: Subcatchment P7: Subcatchment P8: Subcatchment P9: Pond B1: Pond B2: Pond B3: Pond B4: Pond B5: Pond CITY POND: Pond POND 1: Time span =0.00 -30.00 hrs, dt =0.01 hrs, 3001 points Runoff by SCS TR -20 method, UH =SCS Reach routing by Sim -Route method - Pond routing by Sim -Route method Runoff Area= 120.067 sf Runoff Depth= 0.95" Flow Length =207' Slope = 0.0200 7` Tc =6.8 min CN =78 Runoff =4.54 cfs 0.219 of Runoff Area =310,366 sf Runoff Depth =0,47" Flow Length =690' Slope =0.0250 `I' Tc =21.6 min CN =67 Runoff =2.62 cfs 0.276 of Runoff Area = 545.736 sf Runoff Depth = 0.20" Flow Length = 1,421' Tc =34.2 min CN =58 Runoff =0.71 cfs 0.207 of Runoff Area = 271.794 sf Runoff Depth =0.71 " Flow Length =892' Tc =14.5 min CN =73 Runoff =5.34 cfs 0.368 of Runoff Area = 120.175 sf Runoff Depth = 1.01" Flow Length =250' Tc =10.1 min CN =79 Runoff =4.24 cfs 0.232 of Runoff Area =151,185 sf Runoff Depth =0.90" Flow Length =250' Tc =10.8 min CN =77 Runoff =4.58 cfs 0.261 af Runoff Area =718,293 sf Runoff Depth =0.85" Flow Length =755` Tc =18.6 min CN =76 Runoff =15.35 cfs 1.169 of Runoff Area =76,617 sf Runoff Depth =0.20" Flow Length =525' Slope =0,0300 `I' Tc =18.9 min CN =58 Runoff =0.14 cfs 0.029 of Runoff Area = 208.114 sf Runoff Depth =0.30" Flow Length =410' Slope =0.0300 '1' Tc =12.4 min CN =62 Runoff =1.23 cfs 0.121 af Runoff Area =316,304 sf Runoff Depth = 0.36" Flow Length =401 Slope =0.0350 '1` Tc =16.1 min CN =64 Runoff =2.18 cfs 0.220 of Peak Elev= 938.66' Storage =0.426 af Inflow =4.55 cfs 0.426 af 18.0" x 80.0' Culvert Outflow =0.00 cfs 0.000 of Peak Elev= 936.43' Storage =50,664 cf Inflow =10.63 cfs 1.130 af Outflow =0.84 cfs 0.840 af Peak Elev= 939.73' Storage =1,189 cf Inflow=2.62 cfs 0.276 af Primary =2.14 cfs 0.269 of Secondary =0.00 cfs 0.000 of Outflow =2.14 cfs 0.269 of Peak Elev =938.06' Storage =4,557 cf Inflow =5.88 cfs 0.638 af Outflow =5.56 cfs 0.637 af Peak Elev= 937.94' Storage = 18.708 cf Inflow =4.58 cfs 0.261 af Outflow =2.86 cfs 0.261 af Peak Elev= 947.64' Storage =0.220 af Inflow =2,18 cfs 0,220 af 12.0" x 950.0` Culvert Outflow =0.00 cfs 0.000 of Peak Elev= 931.98' Storage =164,814 cf Inflow =15.43 cfs 2.009 af Outflow =1.07 cfs 1.406 af Total Runoff Area = 65.166 ac Runoff Volume = 3.103 af Average Runoff Depth = 0.57" 77.24% Pervious Area = 50.334 ac 22.76% Impervious Area = 14.833 ac Type 11 24 -hr 2 -Year Rainfall =2.75" Prepared by Folz, Freeman, Erickson, Inc. Page 4 H droCAD® 7.13 sin 002112 © 2006 H droCAD Software Solutions LLC 2/8/2006 Oakgreen Proposed 12-05-05 Runoff Runoff by SCS TR -20 method, UH =SCS, Time Span= 0.00-30.00 hrs, dt= 0.01 hrs Type 11 24 -hr 2 -Year Rainfall =2.75" 120,067 120,067 Tc Length min feet ft /ft ft/sec cfs 6.8 Runoff Runoff by SCS TR -20 method, UH =SCS, Time Span= 0.00-30.00 hrs, dt= 0.01 hrs Type 11 24 -hr 2 -Year Rainfall= 2.75" Tc Length Slope Velocity Capacity Description Jmin) (feet) (ft /ft) (ft/sec) (cfs) 21.6 690 0.0250 0.5 Lag /CN Method, Runoff = 0.71 cfs © 12.50 hrs, Volume= Runoff by SCS TR -20 method, UH =SCS, Time Span= 0.00 -30.00 hrs, dt= 0.01 hrs Type 11 24 -hr 2 -Year Rainfall =2.75" Tc Length Slope Velocity Capacity Description min feet ft /ft ft/sec cfs 7.5 26.7 1,371 0.0150 = 4.54 cfs @ 11.99 hrs, Volume= Area sf CN Description 545,736 545,736 78 207 0.0200 2.62 cfs @a 12.19 hrs, Volume= Area (sf) CN Description 243,573 58 Meadow, non - grazed, HSG B 53,145 98 Paved parking & roofs 13,648 100 Pond 310,366 67 Weighted Average 243,573 Pervious Area 66,793 Impervious Area Area sf CN Description 58 Meadow, non- p razed, HSG B Pervious Area 50 0.0300 34.2 1,421 Total Pervious Area Slope Velocity Capacity Description Subcatchment PI 0.5 Lag /CN Method, Runoff = 5.34 cfs a@ 12.08 hrs, Volume = 0.219 af, Depth= 0.95" Subcatchment P10: 0.276 af, Depth= 0.47" Subcatchment P2: 0.207 af, Depth= 0.20" 0.1 Sheet Flow, Grass: Dense n= 0.240 P2= 2.75" 0.9 Shallow Concentrated Flow, Short Grass Pasture Kv= 7.0 f s Subcatchment P3: 0.368 af, Depth= 0.71" Runoff by SCS TR -20 method, UH =SCS, Time Span= 0.00 -30.00 hrs, dt= 0.01 hrs Type 11 24 -hr 2 -Year Rainfall =2.75" Oakgreen Proposed 12 -05 -05 Prepared by Folz, Freeman, Erickson, Inc. H droCAD® 7.13 sin 002112 © 2006 H droCAD Software Solutions LLC Tc (min) 9.3 14.5 Runoff Area sf 85,649 98 11 ,784 98 172,551 58 1,810 100 271,794 172,551 99,243 Length (feet) 100 2.4 144 2.1 365 0.7 283 Slope (ft /ft) 0.0700 0.0200 0.0200 0.0200 Runoff = 892 Total Runoff by SCS TR-20 method, UH =SCS, Time Span= 0.00-30.00 hrs, dt= 0.01 hrs Type I124-hr 2 -Year Rainfall =2.75" Area sf CN Description 58,566 58 17,334 98 3,400 98 40,875 99 120,175 79 58,566 61,609 Tc Length (min) (feet) 6.7 50 3.4 200 10.1 Slope (ft /ft) 0.0400 0.0200 Area sf 80,969 55,000 9,816 5,400 151,185 80,969 70,216 250 Total CN Description Paved parking & roofs Building Meadow, non - grazed, HSG B Pond 73 Weighted Average Pervious Area Impervious Area Velocity (ft /sec) 0.2 1.0 2.9 6.9 Capacity Description (cfs) 4.24 cfs a@ 12.02 hrs, Volume= Sheet Flow, Grass: Dense n= 0.240 P2= 2.75" Shallow Concentrated Flow, Short Grass Pasture Kv= 7.0 fps Shallow Concentrated Flow, Paved Kv= 20.3 fps 5.46 Circular Channel (pipe), Diam= 12.0" Area 0.8 sf Perim= 3.1' Woods/grass comb., Good, HSG B Building Paved parking & roofs Pond Weighted Average Pervious Area Impervious Area Velocity Capacity Description (ft /sec) (cfs) 0.1 = 4.58 cfs © 12.03 hrs, Volume= Subcatchment P4: 0.232 af, Depth= 1.01" Sheet Flow, Grass: Dense n= 0.240 P2= 2,75" 1.0 Shallow Concentrated Flow, Short Grass Pasture Kv= 7.0 f Subcatchment P5: 0.261 af, Depth= 0.90" Runoff by SCS TR-20 method, UH =SCS, Time Span= 0.00-30.00 hrs, dt= 0.01 hrs Type 11 24-hr 2 -Year Rainfall =2.75" CN Description 58 Woods/grass comb., Good, HSG B 98 Paved parking & roofs 99 Water 98 Buildin• 77 Weighted Average Pervious Area Impervious Area Type 11 24 2 - Year Rainfall 2.75" Page 5 2/8/2006 .= 0.25' = 0.012 Oakgreen Proposed 12 -05 -05 Prepared by Folz, Freeman, Erickson, Inc. H droCAD® 7.13 s/n 002112 © 2006 H droCAD Software Solutions LLC Tc Length Slope Velocity Capacity Description min feet ft /ft ft /sec cfs 10.8 250 Total Runoff 8.8 50 0.0200 0.1 Sheet Flow, Grass: Dense n= 0.240 P2= 2.75" 2.0 200 0.0550 1.6 Shallow Concentrated Flow, Short Grass Pasture Kv= 7.0 fps -- 15.35 cfs a©7 12.13 hrs, Volume= Runoff by SCS TR -20 method, UH =SCS, Time Span= 0.00 -30.00 hrs, dt= 0.01 hrs Type 11 24 -hr 2 -Year Rainfall= 2.75" Runoff iption Areas CN„ DescrE ,�_ -._� 178,370 98 Paved roads w/curbs & sewers 111,403 98 Build 38,486 100 Pond 390,034 58 Meadow, non - grazed, HSG B 718,293 76 Weighted Average 390,034 Pervious Area 328,259 Impervious Area Tc Length Slope Velocity Capacity Description min feet ft /ft ft/sec cfs 6.7 50 0.0400 0.1 Sheet Flow, Grass: Dense n= 0.240 P2= 2.75" 11.9 705 0.0200 1.0 Shallow Concentrated Flow, Short Grass Pasture Kv= 7.0 f 18.6 755 Total -- 0.14 cfs @ 12.22 hrs, Volume= Runoff by SCS TR -20 method, UH =SCS, Time Span= 0.00 -30.00 hrs, dt= 0.01 hrs Type II 24 -hr 2 -Year Rainfall =2.75" Area sf CN Description 76,617 58 Meadow, non --p razed, HSG B Subcatchnnent P6: 1.169 af, Depth= 0.85" Subcatchment P7: 0.029 af, Depth= 0.20" Type 11 24 2 - Year Rainfall=2. 75" Page 6 2/8/2006 Tc Length Slope Velocity Capacity Description (min) (feet) (ft /ft) (ft/sec) (cfs) Runoff 76,617 Pervious Area 13.1 100 0.0300 0.1 5.8 425 0.0300 1.2 18.9 525 Total 1.23 cfs a@ 12.08 hrs, Volume= Sheet Flow, Grass: Dense n= 0.240 P2= 2.75" Shallow Concentrated Flow, Short Grass Pasture Kv= 7.0 f Subcatchment P8: 0.121 af, Depth= 0.30" Runoff by SCS TR -20 method, UH =SCS, Time Span= 0.00 -30.00 hrs, dt= 0.01 hrs Type 11 24 -hr 2 -Year Rainfall =2.75" Oakgreen Proposed 12 - - Type II 24 -hr 2 -Year Rainfall =2.75" Prepared by Folz, Freeman, Erickson, Inc. Page 7 H droCAD® 7.13 s/n 002112 © 2006 H droCAD Software Solutions LLC 2/8/2006 Area (sf) CN Description 188,114 58 Meadow, non - grazed, HSG B 20,000 98 Paved parking & roofs Runoff 208,114 62 Weighted Average 188,114 Pervious Area 20,000 Impervious Area Slope Velocity Capacity Tc Length min feet ft /ft ft /sec cfs 7.5 50 0.0300 0.1 4.9 360 0.0300 1.2 12.4 410 Total Area sf 316,304 316,304 Tc Length (min) (feet) 12.3 100 3.8 301 16.1 = 2.18 cfs © 12.13 hrs, Volume= Runoff by SCS TR -20 method, DH =SCS, Time Span= 0.00 -30.00 hrs, dt= 0.01 hrs Type i 124 -hr 2 -Year Rainfall- 2.75" CN Descri• tion 64 Device Routin■ #1 Primary Pervious Area 401 Total Slope Velocity Capacity Description (ft/ft) (ft /sec) (cfs) 0.0350 0.1 0.0350 1.3 Description Volume Invert Avail.Storage Storage Description Invert Outlet Devices Sheet Flow, Grass: Dense n= 0.240 P2= 2.75" Shallow Concentrated Flow, Short Grass Pasture Kv= 7.0 f Subcatchment P9: 0.220 af, Depth= 0.36" Sheet Flow, Grass: Dense n= 0.240 P2= 2.75" Shallow Concentrated Flow, Short Grass Pasture Kv= 7.0 f Pond B1: Inflow Area = 15.285 ac, Inflow Depth = 0.33" for 2 -Year event Inflow = 4.55 cfs a@ 11.99 hrs, Volume= 0.426 of Outflow = 0.00 cfs © 0.00 hrs, Volume= 0.000 af, Atten= 100 %, Lag= 0.0 min Primary = 0.00 cfs @ 0.00 hrs, Volume= 0.000 af Routing by Sim -Route method, Time Span= 0.00-30.00 hrs, dt= 0.01 hrs Peak Elev= 938.66' © 25.93 hrs Surf.Area= 0.626 ac Storage= 0.426 af Plug -Flow detention time= (not calculated: initial storage excedes outflow) Center -of -Mass det. time (not calculated: no outflow) #1 938.00' 6.623 af Custom Stage Data (Irregular)Listed below Elevation Surf.Area Perim. Inc.Store Cum.Store Wet.Area feet acres feet acre -feet acre -feet acres 938.00 0.590 600.0 0.000 0.000 0.590 940.00 0.700 652.0 1.288 1.288 0.712 942.00 0.820 703.0 1.518 2.807 0.842 944.00 0.950 759.0 1.768 4.575 0.996 946.00 1.100 816.0 2.048 6.623 1.164 942.00' 8.0" x 80.0' long Culvert CMP, end - section conforming to fill, Ke- 0.500 Outlet Invert= 941.00' S= 0.0125 '/' Cc= 0.900 n= 0.012 Oakgreen Proposed 12 - - Type 11 24-hr 2 -Year Rainfall =2.75" Prepared by Folz, Freeman, Erickson, Inc. Page 8 H droCAD® 7.13 s/n 002112 © 2006 H droCAD Software Solutions LLC 2/8/2006 Primary OutFlow Max =0.00 cfs © 0.00 hrs HW =938.00' (Free Discharge) = Culvert ( Controls 0.00 cfs) Volume Invert Avail.Stora•e Storage Description #1 935.50' Elevation feet 935.50 936.00 937.00 938.00 940.00 Surf.Area Perim. s• -ft feet 44,056 847.0 57,442 1,042.0 60,000 1,100.0 110,174 1,291.0 131,725 1,405.0 Device Routing Invert Outlet Devices Volume Invert Avail.Storage Storage Description Pond B2: Inflow Area = 26.855 ac, Inflow Depth > 0.50" for 2 -Year event Inflow = 10.63 cfs a@ 12.09 hrs, Volume= 1.130 of Outflow = 0.84 cfs © 15.26 hrs, Volume= 0.840 af, Atten= 92 %, Lag= 190.3 min Primary = 0.84 cfs @ 15.26 hrs, Volume= 0.840 of Routing by Sim -Route method, Time Span= 0.00 -30.00 hrs, dt= 0.01 hrs Starting Elev= 936.00' Surf.Area= 57,442 sf Storage= 25,301 cf Peak Elev= 936.43' © 15.26 hrs Surf.Area= 58,547 sf Storage= 50,664 cf (25,363 cf above start) Plug -Flow detention time= 799.2 min calculated for 0.259 af (23% of inflow) Center -of -Mass det. time 282.4 min ( 1,176.2 - 893.7 ) 409,422 cf Custom Stage Data (Irregular)Listed below Inc.Store Cum.Store cubic -feet cubic -feet 0 0 25,301 25,301 58,716 84,017 83,826 167,843 241,578 409,422 #1 Primary 936.00' 15.0" x 520.0' long Culvert RCP, square edge headwall, Ke= 0.500 Outlet Invert= 931.00' S= 0.0096 '/' Cc= 0.900 n= 0.012 #2 Device 1 938.50' 48.0" Horiz. Orifice /Grate Limited to weir flow C= 0.600 #3 Device 1 933.00' 15.0" x 29.0' long Culvert RCP, sq.cut end projecting, Ke= 0.500 Outlet Invert= 936.00' 3= - 0.1034 '1' Cc= 0.900 n= 0.012 Primary OutFlow Max =0.84 cfs © 15.26 hrs HW =936.43' TW = 931.86' (Dynamic Tailwater) 1= Culvert ( Controls 0.84 cfs) -2=Orifice/Grate ( Controls 0.00 cfs) --3 =Culvert (Inlet Controls 0.84 cfs © 2.2 fps) Pond B3: Inflow Area = 7.125 ac, Inflow Depth = 0.47" for 2 -Year event Inflow = 2.62 cfs © 12.19 hrs, Volume= 0.276 of Outflow = 2.14 cfs © 12.28 hrs, Volume= 0.269 af, Atten= 18 %, Lag= 5.5 min Primary = 2.14 cfs a© 12.28 hrs, Volume= 0.269 of Secondary = 0.00 cfs a@ 0.00 hrs, Volume= 0.000 af Routing by Sim -Route method, Time Span= 0.00 -30.00 hrs, dt= 0.01 hrs Peak Elev= 939.73' ( 12.30 hrs Surf.Area= 843 sf Storage= 1,189 cf Plug -Flow detention time= 32.7 min calculated for 0.269 af (97% of inflow) Center -of -Mass det. time= 19.2 min ( 933.4 - 914.2 ) #1 938.00' 96,696 cf Custom Stage Data (Irregular)Listed below Wet.Area sp -ft 44,056 73,373 83,317 119,678 144,284 Oakgreen Proposed 12 -05 -05 Prepared by Fo!z, Freeman, Erickson, Inc. H droCADO 7.13 s/n 002112 © 2006 H droCAD Software Solutions LLC Elevation feet 938.00 940.00 942.00 944.00 Elevation feet 936.00 937.00 938.00 939.00 Surf.Area Perim. ss -ft feet 500 100.0 897 135.0 23,920 1,226.0 53,751 1,434.0 Volume Invert Avail.Stora■e Storage Descri■tion #1 936.00' Surf.Area Perim. s • -ft feet 665 132.0 1,616 178.0 4,934 291.0 5,500 330.0 Device Routing Invert Outlet Devices Inc.Store Cum.Store cubic -feet cubic -feet 0 0 1,378 1,378 19,633 21,011 75,685 96,696 Device Routine Invert Outlet Devices #1 Primary 938.42' 12.0" x 120.0' long Culvert RCP, end - section conforming to fill, Ke= 0.500 Outlet Invert= 938.24' S= 0.0015 '1' Cc= 0.900 n= 0.012 #2 Secondary 943.70' 100.0' long x 20.0' breadth Broad- Crested Rectangular Weir Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 Coef. (English) 2.68 2.70 2.70 2.64 2.63 2.64 2.64 2.63 Primary OutFlow Max =2.14 cfs © 12.28 hrs HW= 939.72' TW= 938.04' (Dynamic Tailwater) t- 1 =Culvert (Barrel Controls 2.14 cfs © 2.7 fps) Secondary OutFlow Max =0.00 cfs @ 0.00 hrs HW=938.00' TW= 936.00' (Dynamic Tailwater) °2 =Broad - Crested Rectangular Weir( Controls 0.00 cfs) Pond B4: Inflow Area = 13.365 ac, Inflow Depth = 0.57" for 2 -Year event Inflow = 5.88 cfs @ 12.13 hrs, Volume= 0.638 af Outflow 5.56 cfs © 12.19 hrs, Volume= 0.637 af, Atten= 5 %, Lag= 3.3 min Primary = 5.56 cfs a© 12.19 hrs, Volume= 0.637 of Routing by Sim -Route method, Time Span= 0.00 -30.00 hrs, dt= 0.01 hrs Starting Elev= 937.70' Surf.Area= 3,939 sf Storage= 3,293 cf Peak Elev= 938.06' © 12.19 hrs Surf.Area= 4,969 sf Storage= 4,557 cf (1,264 cf above start) Plug -Flow detention time= 91.0 min calculated for 0.562 af (88% of inflow) Center -of -Mass det. time= 6.5 min ( 909.6 - 903.1 ) 9,445 cf Custom Stage Data (Irregulary fisted below Inc.Store Cum.Store Wet.Area cubic -feet cubic -feet s s -ft 0 0 665 1,106 1,106 1,810 3,125 4,230 6,034 5,214 9,445 7,986 #1 Primary 937.70' 10.0' long x 10.0' breadth Broad- Crested Rectangular Weir Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 Coef. (English) 2.49 2.56 2.70 2.69 2.68 2.69 2.67 2.64 Primary OutFlow Max= 5.56 cfs a@ 12.19 hrs HW= 938.06' TW= 936.17' (Dynamic Tailwater) 1 =Broad- Crested Rectangular Weir(Weir Controls 5.56 cfs © 1.5 fps) Pond B5: Inflow Area = 10.732 ac, Inflow Depth = 0.29" for 2 -Year event Inflow = 4.58 cfs © 12.03 hrs, Volume= 0.261 af Outflow = 2.86 cfs @ 12.14 hrs, Volume= 0.261 af, Atten= 38 %, Lag= 6.0 min Primary = 2.86 cfs t 12.14 hrs, Volume= 0.261 af Routing by Sim -Route method, Time Span= 0.00 -30.00 hrs, dt= 0.01 hrs Wet.Area s• -ft 500 1,195 119,364 163,473 Type 11 24 2 - Year Rainfall =2.75" Page 9 2/8/2006 Oakgreen Proposed 12 - - Type 11 24-hr 2 -Year Rainfall =2. Prepared by Folz, Freeman, Erickson, Inc. Page 10 HydroCAD® 7.13 sin 002112 © 2006 HydroCAD Software Solutions LLC 2/8/2006 Starting Elev= 937.70' Surf.Area= 9,954 sf Storage= 16,374 cf Peak Elev= 937.94' © 12.14 hrs Surf.Area= 9,990 sf Storage= 18,708 cf (2,334 cf above start) Plug -Flow detention time (not calculated: initial storage excedes outflow) Center -of -Mass det. time= 27.0 min ( 889.5 - 862.5 ) Volume Invert Avail.Storage Storage Description #1 936.00' 30,335 cf Custom Stage Data (trregularyListed below Elevation feet 936.00 937.00 938.00 939.00 Surf.Area Perim. s• -ft feet 9,017 400.0 9,845 446.0 10,000 480.0 12,000 520.0 Inc.Store Cum.Store cubic -feet cubic -feet 0 0 9,428 9,428 9,922 19,350 10,985 30,335 Device Routine Invert Outlet Devices #1 Primary 937.70' 10.0' long x 10.0' breadth Broad- Crested Rectangular Weir Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 Coef. (English) 2.49 2.56 2.70 2.69 2.68 2.69 2.67 2.64 P rimary OutFlow Max =2.85 cfs @ 12.14 hrs HW =937.94' TW =936.13' (Dynamic Tallwater) 1=Broad- Crested Rectangular Weir(Weir Controls 2.85 cfs @ 1.2 fps) Volume Invert Avail.Stora• e Stora• e Descri tion #1 947.00' 1.961 af Device Routing Invert Outlet Devices Pond CITY POND: Inflow Area = 7.261 ac, Inflow Depth = 0.36" for 2-Year event Inflow = 2.18 cfs @ 12.13 hrs, Volume= 0.220 of Outflow = 0.00 cfs © 0.00 hrs, Volume= 0.000 af, Atten= 100 %, Lag= 0.0 min Primary = 0.00 cfs © 0.00 hrs, Volume= 0.000 af Routing by Sim -Route method, Time Span= 0.00 -30.00 hrs, dt= 0.01 hrs Peak Elev= 947.64' © 24.91 hrs Surf.Area= 0.434 ac Storage= 0.220 af Plug -Flow detention time (not calculated: initial storage excedes outflow) Center -of -Mass det. time (not calculated: no outflow) Custom Stage Data (Irregular)Listed below Elevation Surf.Area Perim. Inc.Store Cum.Store Wet.Area (feet) (acres) (feet) (acre -feet) (acre -feet) (acres) 947.00 0.144 289.0 0.000 0.000 0.144 948.00 0.600 598.0 0.346 0.346 0.645 950.00 1.035 819.0 1.615 1.961 1.218 Wet.Area s• -ft 9,017 12,143 14,690 17,913 #1 Primary 949.00' 12.0" x 950.0' long Culvert CMP, end - section conforming to fill, Ke= 0.500 Outlet Invert= 939.00' S= 0.0105 '1' Cc= 0.900 n= 0.012 Primary OutFlow Max =0.00 cfs @a 0.00 hrs HW=947.00' TW= 937.70' (Dynamic Tailwater) 'I = Culvert ( Controls 0.00 cfs) Pond POND 1: Inflow Area = 43.345 ac, Inflow Depth > 0.56" for 2 -Year event Inflow = 15.43 cfs @ 12.13 hrs, Volume= 2.009 of Outflow = 1.07 cfs @ 19.87 hrs, Volume= 1.406 af, Atten= 93 %, Lag= 464.3 min Primary = 1.07 cfs © 19.87 hrs, Volume= 1.406 af Routing by Sim -Route method, Time Span= 0.00 -30.00 hrs, dt= 0.01 hrs Oakgreen Proposed 12 Type 11 24-hr 2 -Year Rainfall=2. 75" Prepared by Folz, Freeman, Erickson, Inc. Page 11 H droCAD® 7.13 s/n 002112 © 2006 H droCAD Software Solutions LLC 2/8/2006 Starting Elev= 931.00' Surf.Area= 38,506 sf Storage= 1 25,115 cf Peak Elev= 931.98' j 19.87 hrs Surf.Area= 42,387 sf Storage= 164,814 cf (39,698 cf above start) Plug -Flow detention time (not calculated: initial storage excedes outflow) Center -of -Mass det. time= 265.5 min ( 1,265.4 - 999.9 ) Volume Invert Avail.Stora•e Storage Descri•tion #1 924.00' Elevation feet 924.00 926.00 928.00 930.00 931.00 932.00 934.00 936.00 Surf.Area 7,269 12,097 18,360 25,680 38,506 42,462 50,587 58,944 367,938 cf Custom Stage Data (lrregular)Listed below Perim. s• -ft feet 592.0 946.0 1,179.0 1,245.0 1,316.0 1,335.0 1,373.0 1,412.0 Inc.Store Cum.Store cubic -feet cubic -feet 0 0 19,162 19,162 30,240 49,402 43,836 93,238 31,877 125,115 40,468 165,583 92,931 258,514 109,425 367,938 Wet.Area s + -ft 7,269 50,622 90,080 103,040 117,566 121,788 130,413 139,494 Device Routine Invert Outlet Devices #1 Primary 931.00' 12.0" x 324.0' long Culvert RCP, mitered to conform to fill, Ke= 0.700 Cutlet Invert= 921.84' S= 0.0283 '1' Cc= 0.900 n= 0.012 #2 Device 1 933.40' 10.0' long x 1.00' rise Sharp - Crested Rectangular Weir2 End Contraction(s) 1.0' Crest Height #3 Device 1 928.00' 8.0" x 16.0' long Culvert CMP, projecting, no headwall, Ke= 0.900 Outlet Invert= 931.00' S= - 0.1875 '1' Cc= 0.900 n= 0.012 P rimary OutFlow Max =1.07 cfs @ 19.87 hrs HW= 931.98' (Free Discharge) =Culvert (Passes 1.07 cfs of 2.33 cfs potential flow) -2=Sharp-Crested Rectangular Weir( Controls 0.00 cfs) - - - - --- =Culvert (Inlet Controls 1.07 cfs © 3.1 fps) Oakgreen Proposed 12 - - Type II 24 -hr 10 -Year Rainfall =4.20" Prepared by Folz, Freeman, Erickson, Inc. Page 12 H droCADO 7.13 s/n 002112 © 2006 H droCAD Software Solutions LLC 2/8/2006 Subcatchment P1: Subcatchment P10: Subcatchment P2: Subcatchment P3: Subcatchment P4: Subcatchment P5: Subcatchment P6: Subcatchment P7: Subcatchment P8: Subcatchment P9: Pond BI: Pond B2: Pond B3: Pond B4: Pond B5: Pond CITY POND: Pond POND 1: Time span = 0.00 -30.00 hrs, dt =0.01 hrs, 3001 points Runoff by SCS TR -20 method, UH =SCS Reach routing by Sim -Route method - Pond routing by Sim -Route method Runoff Area =120,067 sf Runoff Depth =2.05" Flow Length =207' Slope =0.0200 7' Tc =6.8 min CN =78 Runoff =9.80 cfs 0.470 af Runoff Area =310,366 sf Runoff Depth =1.27" Flow Length =690' Slope =0.0250 '1' Tc =21.6 min CN =67 Runoff =8,97 cfs 0.754 of Runoff Area =545,736 sf Runoff Depth= 0.76" Flow Length =1,421' Tc =34.2 min CN =58 Runoff =5.60 cfs 0.791 af Runoff Area =271,794 sf Runoff Depth =1.67" Flow Length =892' Tc =14.5 min CN=73 Runoff =13.60 cfs 0.870 of Runoff Area =120,175 sf Runoff Depth =2,13" Flow Length =250' Tc =10.1 min CN =79 Runoff =9.02 cfs 0.489 of Runoff Area =151,185 sf Runoff Depth =1.97" Flow Length =250' Tc =10.8 min CN =77 Runoff =10.24 cfs 0.570 of Runoff Area =718,293 sf Runoff Depth =1.89" Flow Length =755' Tc =18.6 min CN =76 Runoff =35.92 cfs 2.601 af Runoff Area =76,617 sf Runoff Depth =0.76" Flow Length =525' Slope = 0.0300 '1' Tc =18.9 min CN =58 Runoff =1.19 cfs 0.111 af Runoff Area =208,114 sf Runoff Depth =0.97" Flow Length =410' Slope =0.0300 7' Tc =12.4 min CN =62 Runoff =5.93 cfs 0.387 of Runoff Area =316, 304 sf Runoff Depth =1, 09" Flow Length =401' Slope =0.0350 '1' Tc =16.1 min CN=64 Runoff =9.00 cfs 0.658 of Peak Elev =939.96' Storage =1.261 af Inflow =10.36 cfs 1.261 af 18.0" x 80.0' Culvert Outflow =0.00 cfs 0.000 of Peak Elev =936.97' Storage= 82,501 cf Inflow =29.46 cfs 2.675 af Outflow =3.45 cfs 2.287 af Peak Elev =940.61' Storage =7,331 cf Inflow =8.97 cfs 0.754 of Primary =3.39 cfs 0.747 af Secondary =0.00 cfs 0.000 af Outflow= 3.39 cfs 0.747 af Peak Elev = 938.39' Storage =6,272 cf Inflow =16.25 cfs 1.617 af Outflow =15.50 cfs 1.616 af Peak Elev =938.14' Storage =20,911 cf Inflow =10.24 cfs 0.570 of Outflow =7.61 cfs 0.569 af Peak Elev = 948.39' Storage =0.658 af Inflow =9.00 cfs 0.658 af 12.0" x 950.0' Culvert Outflow =0.00 cfs 0.000 of Peak Elev = 933.50' Storage = 235.459 cf Inflow= 36,65 cfs 4.888 af Outflow =3.06 cfs 3.042 af Total Runoff Area = 65.166 ac Runoff Volume = 7.701 af Average Runoff Depth = 1.42" 77.24% Pervious Area = 50.334 ac 22.76% Impervious Area = 14.833 ac Oakgreen Proposed 12 - - Type 11 24-hr 1O -Year Rarnfal1= 4.20" Prepared by Folz, Freeman, Erickson, Inc. Page 13 H droCAD® 7.13 s/n 002112 © 2006 H droCAD Software Solutions LLC 218/2006 Runoff 21.6 Area sf 120,067 Area (sf) 243,573 53,145 13,648 310,366 243,573 66,793 Tc Length 9.80 cfs @ 11.98 hrs, Volume= Runoff by SCS TR -20 method, UH =SCS, Time Span = 0.00 -30.00 hrs, dt= 0.01 hrs Type II 24 -hr 10 -Year Rainfall =4.20" 120,067 545,736 207 0.0200 690 0.0250 34.2 1,421 Total CN Description 78 Pervious Area Slope Velocity Tc Length min feet ft /ft ft/sec cfs 6.8 Capacity Description CN Description 58 98 100 0.5 Lag/CN Method, Runoff = 8.97 cfs © 12.17 hrs, Volume= Runoff by SCS TR -20 method, UH =SCS, Time Span= 0.00 -30.00 hrs, dt= 0.01 hrs Type 11 24 -hr 10 -Year Rainfall =4.20" Meadow, non - grazed, HSG B Paved parking & roofs Pond 67 Weighted Average Pervious Area Impervious Area Slope Velocity Capacity Description min feet ft /ft ft/sec cfs Area (sf) CN Description 0.5 Lag/CN Method, Runoff = 5.60 cfs @ 12.35 hrs, Volume = Runoff by SCS TR -20 method, UH =SCS, Time Span= 0.00 -30.00 hrs, dt= 0.01 hrs Type 11 24-hr 10 -Year Rainfall =4.20" 545,736 58 Meadow, non- p razed, HSG B Pervious Area Runoff = 13.60 cfs © 12.07 hrs, Volume= Subcatchment P1: 0.470 af, Depth= 2.05" Subcatchment P10: Subcatchment P2: Tc Length Slope Velocity Capacity Description min feet ftlft ftlsec cfs 7.5 50 0.0300 0.1 Sheet Flow, Grass: Dense n= 0.240 P2= 2.75" 26.7 1,371 0.0150 0.9 Shallow Concentrated Flow, Short Grass Pasture Kv= 7.0 fps Subcatchment P3: Runoff by SCS TR -20 method, UH =SCS, Time Span= 0.00-30.00 hrs, dt= 0.01 hrs Type 11 24 -hr 10 -Year Rainfall = 4.20" 0.754 af, Depth= 1.27" 0.791 af, Depth= 0.76" 0.870 af, Depth= 1.67" Oakgreen Proposed 12 - - Type 11 24-hr 10 -Year Rainfall =4.20" Prepared by FoIz, Freeman, Erickson, Inc. Page 14 H droCAD® 7.13 sin 002112 © 2006 H droCAD Software Solutions LLC 2/8/2006 Tc Length 9.3 2.4 2.1 0.7 14.5 Area (sf) CN Description 85,649 98 Paved parking & roofs 11 ,784 98 Building 172,551 58 Meadow, non - grazed, HSG B 1,810 100 Pond 271,794 73 Weighted Average 172,551 Pervious Area 99,243 Impervious Area 120,175 58,566 61,609 100 0.0700 144 0.0200 365 0.0200 283 0.0200 892 Total 10.1 250 Total Slope Velocity Capacity min feet ft/ft ft /sec cfs 79 Weighted Average Pervious Area Impervious Area 3.4 200 0.0200 1.0 Runoff = 10.24 cfs © 12.03 hrs, Volume= Area (sf) CN Description 77 Weighted Average Pervious Area Impervious Area Description Area (sf) CN Description 58,566 58 Woods/grass comb., Good, HSG B 17,334 98 Building 3,400 98 Paved parking & roofs 40,875 99 Pond Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft /sec) (cfs) 6.7 50 0.0400 0.1 0.2 Sheet Flow, Grass: Dense n= 0.240 P2= 2.75" 1.0 Shallow Concentrated Flow, Short Grass Pasture Kv= 7.0 fps 2.9 Shallow Concentrated Flow, Paved Kv= 20.3 fps 6.9 5.46 Circular Channel (pipe), Diam= 12.0" Area 0.8 sf Perim= 3.1' r= 0.25' n= 0.012 80,969 58 Woods/grass comb., Good, HSG B 55,000 98 Paved parking & roofs 9,816 99 Water 5,400 98 Buildin 151,185 80,969 70,216 Subcatchment P4: Runoff -- 9.02 cfs a7 12.02 hrs, Volume= 0.489 af, Depth= 2.13" Runoff by SCS TR-20 method, UH =SCS, Time Span= 0.00 -30.00 hrs, dt= 0.01 hrs Type 11 24-hr 10 -Year Rainfall =4.20" Sheet Flow, Grass: Dense n= 0.240 P2= 2.75" Shallow Concentrated Flow, Short Grass Pasture Kv= 7.0 fps Subcatchment P5: 0.570 af, Depth= 1.97" Runoff by SCS TR -20 method, UH =SCS, Time Span= 0.00 -30.00 hrs, dt= 0.01 hrs Type 11 24-hr 10 --Year Rainfall= 4,20" Oakgreen Proposed 12-05-05 Prepared by Folz, Freeman, Erickson, Inc. H droCAD® 7.13 s/n 002112 © 2006 H droCAD Software Solutions LLC Tc Length Slope Velocity Capacity Description min feet ft /ft ft /sec cfs 8.8 2.0 10.8 Runoff Tc Length (min) (feet) 6.7 50 11.9 705 18.6 Runoff Area sf 76,617 76,617 Tc Length Amin) (feet) 13.1 100 5.8 425 18.9 Runoff 50 0.0200 200 0.0550 250 Total = 35.92 cfs a© 12.11 hrs, Volume= Runoff by SCS TR-20 method, UH =SCS, Time Span= 0.00 -30.00 hrs, dt= 0.01 hrs Type II 24 -hr 10 -Year Rainfall =4.20" Area sf CN Description 178,370 98 111,403 98 38,486 100 390,034 58 718,293 76 390,034 328,259 Slope (ft /ft) 0.0400 0.0200 755 Total = 1.19 cfs a@ 12.15 hrs, Volume= Runoff by SCS TR -20 method, UH =SCS, Time Span= 0.00 -30.00 hrs, dt= 0.01 hrs Type II 24 -hr 10 -Year Rainfall= 4.20" CN Description 58 Meadow, non - Pervious Area Slope (ft /ft) 0.0300 0.0300 525 Total 0.1 Sheet Flow, Grass: Dense n= 0.240 P2= 2.75" 1.6 Shallow Concentrated Flow, Short Grass Pasture Kv= 7.0 f•s Paved roads w /curbs & sewers Build Pond Meadow, non- p razed, HSG B Weighted Average Pervious Area Impervious Area Velocity (ft /sec) 0.1 Velocity (ft /sec) 0.1 Capacity Description (cfs) razed, HSG B Capacity Description (cfs) 5.93 cfs a@ 12.06 hrs, Volume= Subcatchment P6: Sheet Flow, 2.601 af, Depth= 1.89" P2= 2.75" 1.0 Shallow Concentrated Flow, Short Grass Pasture Kv= 7.0 f Grass: Dense n= 0.240 Subcatchment P7: Sheet Flow, Grass: Dense 0.111 af, Depth= 0.76" n= 0.240 P2= 2.75" 1.2 Shallow Concentrated Flow, Short Grass Pasture Kv= 7.0 f Subcatchment P8: 0.387 af, Depth= 0.97" Runoff by SCS TR -20 method, UH =SCS, Time Span= 0.00 -30.00 hrs, dt= 0.01 hrs Type 11 24 -hr 10 -Year Rainfall =4.20" Type 11 24 - hr 10 Rainfall =4.20" Page 15 218/2006 Oakgreen Proposed 12 -05 -05 Prepared by Folz, Freeman, Erickson, Inc. H droCAD® 7.13 sin 002112 © 2006 H droCAD Software Solutions LLC 7.5 4.9 12.4 Runoff 12.3 3.8 16.1 Area sf CN Description 188,114 20,000 98 Paved parking & roofs 208,114 62 Weighted Average 188,114 Pervious Area 20,000 Impervious Area Tc Length 58 Meadow, non - grazed, HSG B Slope Velocity Capacity min feet ftlft ft/sec cfs 50 0.0300 360 0.0300 410 Total = 9.00 cfs @ 12.10 hrs, Volume= Runoff by SCS TR -20 method, UH =SCS, Time Span= 0.00 -30.00 hrs, dt= 0.01 hrs Type I124-hr 10-Year Rainfall =4.20" Area sf CN Description 316,304 316,304 64 Tc Length Slope Velocity Capacity Description min feet ft /ft ft/sec cfs 100 0.0350 301 0.0350 ................. 401 Total Pervious Area Description 0.1 Sheet Flow, Grass: Dense n= 0.240 P2= 2.75" 1.2 Shallow Concentrated Flow, Short Grass Pasture Kv= 7.0 f ps Subcatchment P9: 0.658 af, Depth= 1.09" 0.1 Sheet Flow, Grass: Dense n= 0.240 P2= 2.75" 1.3 Shallow Concentrated Flow, Short Grass Pasture Kv= 7.0 f Type 11 24 10 - Year Rainfall =4.20" Page 16 2/8/2006 Pond BI: Inflow Area = 15.285 ac, Inflow Depth = 0.99" for 10 -Year event Inflow = 10.36 cfs a©7 11.99 hrs, Volume= 1.261 af Outflow = 0.00 cfs a© 0.00 hrs, Volume= 0.000 af, Atten= 100 %, Lag= 0.0 min Primary = 0.00 cfs © 0.00 hrs, Volume= 0.000 af Routing by Sim -Route method, Time Span= 0.00 -30.00 hrs, dt= 0.01 hrs Peak Elev= 939.96' © 25.93 hrs Surf.Area= 0.698 ac Storage= 1.261 af Plug -Flow detention time= (not calculated: initial storage excedes outflow) Center -of -Mass det. time= (not calculated: no outflow) Volume Invert Avail.Storape Storage Description #1 938.00' 6.623 af Custom Stage Data (Irregular )....fisted below Elevation Surf.Area Perim. Inc.Store Cum.Store Wet.Area (feet) (acres) (feet) (acre -feet) (acre -feet) (acres) 938.00 0.590 600.0 0.000 0.000 0.590 940.00 0.700 652.0 1.288 1.288 0.712 942.00 0.820 703.0 1.518 2.807 0.842 944.00 0.950 759.0 1.768 4.575 0.996 946.00 1.100 816.0 2.048 6.623 1.164 Device Routine #1 Primary Invert Outlet Devices 942.00' 18.0" x 80.0' long Culvert CMP, end - section conforming to fill, Ke= 0.500 Outlet Invert= 941.00' S= 0.0125 '1' Cc= 0.900 n= 0.012 Oakgreen Proposed 12 - - Type 11 24-hr 10 -Year Rainfall =4.20►' Prepared by Folz, Freeman, Erickson, Inc. Page 17 H droCAD® 7.13 s/n 002112 © 2006 H droCAD Software Solutions LLC 218/2006 Primary OutFlow Max =0.00 cfs © 0.00 hrs HW= 938.00' (Free Discharge) -1= Culvert ( Controls 0,00 cfs) Inflow Area = 26.855 ac, Inflow Depth = 1.20" for 10 -Year event Inflow = 29.46 cfs @ 12.08 hrs, Volume= 2.675 of Outflow = 3.45 cfs © 13.72 hrs, Volume= 2.287 af, Atten= 88 %, Lag= 98.2 min Primary = 3.45 cfs @ 13.72 hrs, Volume= 2.287 of Routing by Sim -Route method, Time Span= 0.00 -30.00 hrs, dt= 0.01 hrs Starting Elev= 936.00' Surf.Area= 57,442 sf Storage= 25,301 cf Peak Elev= 936.97' @ 13.72 hrs Surf.Area= 59,934 sf Storage= 82,501 cf (57,200 cf above start) Plug -Flow detention time 440.1 min calculated for 1.706 af (64% of inflow) Center -of -Mass det. time 222.5 min ( 1,089.1 e 866.6 ) Volume #1 Elevation feet 935.50 936.00 937.00 938.00 940.00 Invert 935.50' #1 938.00' Surf.Area 44,056 57,442 60,000 110,174 131,725 Pond B2: Avail.Storage Storage Description „_,._ 409,422 cf Custom Stage Data (Irregular)Listed below Perim. Inc.Store Cum.Store sa -ft feet cubic -feet cubic -feet 847.0 0 0 1,042.0 25,301 25,301 1,100.0 58,716 84,017 1,291.0 83,826 167,843 1,405.0 241,578 409,422 Wet.Area s I -ft 44,056 73,373 83,317 119,678 144,284 Device Routine Invert Outlet Devices #1 Primary 936.00' 15.0" x 520.0' long Culvert RCP, square edge headwall, Ke= 0.500 Outlet Invert= 931.00' S= 0.0096 '1' Cc= 0.900 n= 0.012 #2 Device 1 938.50' 48.0" Horiz. Orifice/Grate Limited to weir flow C= 0.600 #3 Device 1 933.00' 15.0" x 29,0' long Culvert RCP, sq.cut end projecting, Ke= 0.500 Outlet Invert= 936.00' S= -0.1034 '1' Cc= 0.900 n= 0.012 Primary OutFlow Max =3.45 cfs @ 13.72 hrs HW= 936.97' TW =932 .90' (Dynamic Tailwater) t--1 =Culvert ( Controls 3.45 cfs) -2=Orifice/Grate ( Controls 0.00 cfs) -3= Culvert (Inlet Controls 3.45 cfs © 3.4 fps) Pond B3: Inflow Area = 7.125 ac, Inflow Depth = 1.27" for 10 -Year event Inflow - 8.97 cfs @ 12.17 hrs, Volume= 0.754 of Outflow = 3.39 cfs © 12.49 hrs, Volume= 0.747 af, Atten= 62 %, Lag= 19.7 min Primary = 3.39 cfs @ 12.49 hrs, Volume= 0.747 af Secondary = 0.00 cfs © 0.00 hrs, Volume= 0.000 af Routing by Sim -Route method, Time Span= 0.00 -30.00 hrs, dt= 0.01 hrs Peak Elev= 940.61' @ 12.49 hrs Surf.Area= 7,878 sf Storage= 7,331 cf Plug -Flow detention time= 25.8 min calculated for 0.747 af (99% of inflow) Center -of -Mass det. time= 20.6 min ( 898.1 - 877.5 ) Volume Invert Avail.Storage Storage Description 96,696 cf Custom Stage Data (Irregular)Listed below Oakgreen Proposed 12 -05 -05 Prepared by FoIz, Freeman, Erickson, Inc. H droCAD® 7.13 sin 002112 © 2006 H droCAD Software Solutions LLC Elevation feet 938.00 940.00 942.00 944.00 Device Routine Invert Outlet Devices #1 Primary 938.42' 12.0" x 120.0' long Culvert RCP, end - section conforming to fill, Ke= 0.500 Outlet Invert= 938.24' S= 0.0015 Cc= 0.900 n= 0.012 #2 Secondary 943.70' 100.0' long x 20.0' breadth Broad - Crested Rectangular Weir Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 Coef. (English) 2.68 2.70 2.70 2.64 2.63 2.64 2.64 2.63 Primary OutFlow Max =3.39 cfs © 12.49 hrs HW= 940.61' TW= 938.09' (Dynamic Tailwater) 1- Culvert (Barrel Controls 3.39 cfs c 4.3 fps) Secondary OutFlow Max =0.00 cfs © 0.00 hrs HW= 938.00' TW= 936.00' (Dynamic Tailwater) --2 =Broad - Crested Rectangular Weir( Controls 0.00 cfs) Inflow Area = 13.365 ac, Inflow Depth = 1.45" for 10 -Year event Inflow = 16.25 cfs © 12.07 hrs, Volume= 1.617 of Outflow = 15.50 cfs a@ 12.12 hrs, Volume= 1.616 af, Atten= 5 %, Lag= 2.7 min Primary = 15.50 cfs © 12.12 hrs, Volume= 1.616 of Routing by Sim -Route method, Time Span= 0.0030.00 hrs, dt= 0.01 hrs Starting Elev= 937.70' Surf.Area = 3,939 sf Storage= 3,293 cf Peak EIev= 938.39' © 12.12 hrs Surf.Area= 5,156 sf Storage= 6,272 cf (2,979 cf above start) Plug -Flow detention time= 39.7 min calculated for 1.541 of (95% of inflow) Center -of -Mass det. time= 5.0 min ( 879.1 - 874.2 ) Volume Invert Avail.Stora•e Storage Descri•tion #1 936.00' Elevation feet 936.00 937.00 938.00 939.00 Surf.Area Perim. s . -ft feet 500 100.0 897 135.0 23,920 1,226.0 53,751 1,434.0 Surf.Area Perim. s ■ -ft feet 665 132.0 1,616 178.0 4,934 291.0 5,500 330.0 Inc.Store Cum.Store cubic -feet cubic -feet 0 0 1,378 1,378 19,633 21,011 75,685 96,696 Pond B4: 9,445 cf Custom Stage Data (Irregularpsted below Inc.Store Cum.Store cubic -feet cubic -feet 0 0 1,106 1,106 3,125 4,230 5,214 9,445 Wet.Area s• -ft 500 1,195 119,364 163,473 Wet.Area s• -ft 665 1,810 6,034 7,986 Device Routing Invert Outlet Devices #1 Primary 937.70' 10.0' long x 10.0' breadth Broad - Crested Rectangular Weir Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 Coef. (English) 2.49 2.56 2.70 2.69 2.68 2.69 2.67 2.64 P rimary OutFlow Max =15.49 cfs a@ 12.12 hrs HW= 938.39' TW= 936.41' (Dynamic Tailwater) 1=Broad- Crested Rectangular Weir(Weir Controls 15.49 cfs © 2.2 fps) Pond B5: Inflow Area = 10.732 ac, Inflow Depth = 0.64" for 10 -Year event Inflow = 10.24 cfs © 12.03 hrs, Volume = 0.570 af Outflow = 7.61 cfs © 12.11 hrs, Volume= 0.569 af, Atten= 26 %, Lag= 4.8 min Primary = 7.61 cfs a@ 12.11 hrs, Volume= 0.569 of Routing by Sim -Route method, Time Span= 0.00 -30.00 hrs, dt= 0.01 hrs Type 11 24 10 - Year Rainfa11 =4.20" Page 18 2/8/2006 Oakgreen Proposed 12 Type 11 24-hr 10 -Year Rainfall =4.20" Prepared by Fotz, Freeman, Erickson, Inc. Page 19 H droCAD® 7.13 s/n 002112 © 2006 H droCAD Software Solutions LLC 2/8/2006 Starting Elev= 937.70' Surf.Area= 9,954 sf Storage= 16,374 cf Peak Elev= 938.14' @ 12.11 hrs Surf.Area= 10,284 sf Storage= 20,911 cf (4,538 cf above start) Plug -Flow detention time 380.2 min calculated for 0.193 af (34% of inflow) Center -of -Mass det. time 20.8 min ( 860.0 - 839.2 ) Volume Invert Avail.Storage Storage Description #1 936.00' 30,335 cf Custom Stage Data (Irregular)Listed below Elevation feet 936.00 937.00 938.00 939.00 Device Routin • Invert Outlet Devices #1 Primary 937.70' 10.0' long x 10.0' breadth Broad - Crested Rectangular Weir Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 Coef. (English) 2.49 2.56 2.70 2.69 2.68 2.69 2.67 2.64 #1 Device Routin #1 Primary OutFlow Max =7.61 cfs © 12.11 hrs HW =938.14' TW =936.39' (Dynamic Tailwater) t --1 =Broad- Crested Rectangular Weir(Weir Controls 7.61 cfs © 1.7 fps) 947.00' Primary Surf.Area Perim. Inc.Store Cum.Store s + -ft feet cubic -feet cubic -feet 9,017 400.0 0 0 9,845 446.0 9,428 9,428 10,000 480.0 9,922 19,350 12,000 520.0 10,985 30,335 1.961 af Pond CITY POND: Routing by Sim -Route method, Time Span= 0.00 -30.00 hrs, dt= 0.01 hrs Peak Elev= 948.39' @ 24.91 hrs Surf.Area= 0.684 ac Storage= 0.658 af Plug -Flow detention time= (not calculated: initial storage excedes outflow) Center -of -Mass det. time (not calculated: no outflow) Volume Invert Avail.Stora•e Storage Description Custom Stage Data (Irregular)Listed below Elevation Surf.Area Perim. Inc.Store Cum.Store Wet.Area (feet) (acres) (feet) (acre -feet) (acre -feet) (acres) 947.00 0.144 289.0 0.000 948.00 0.600 598.0 0.346 950.00 1.035 819.0 1.615 0.000 0.346 1.961 Pond POND 1: Routing by Sim -Route method, Time Span= 0.00 - -30.00 hrs, dt= 0.01 hrs 0.144 0.645 1.218 Wet.Area s• -ft 9,017 12,143 14,690 17,913 Inflow Area = 7.261 ac, Inflow Depth = 1.09" for 10 -Year event Inflow = 9.00 cfs @ 12.10 hrs, Volume= 0.658 of Outflow = 0.00 cfs @ 0.00 hrs, Volume= 0.000 af, Atten= 100 %, Lag= 0.0 min Primary = 0.00 cfs © 0.00 hrs, Volume= 0.000 af Invert Outlet Devices 949.00' 12.0" x 950.0' long Culvert CMP, end - section conforming to fill, Ke= 0.500 Outlet Invert= 939.00' S= 0.0105 '1' Cc= 0.900 n= 0.012 Primary OutFlow Max =0.00 cfs © 0.00 hrs HW =947.00' TW= 937.70' (Dynamic Tailwater) t-1 =Culvert ( Controls 0.00 cfs) Inflow Area = 43.345 ac, Inflow Depth > 1.35" for 10 -Year event Inflow = 36.65 cfs @ 12.12 hrs, Volume= 4.888 of Outflow = 3.06 cfs @ 17.55 hrs, Volume= 3.042 af, Atten= 92 %, Lag= 326.0 min Primary = 3.06 cfs @ 17.55 hrs, Volume= 3.042 of Oakgreen Proposed 12 - - Type 11 24-hr 10 -Year Rainfall =4.20" Prepared by Folz, Freeman, Erickson, Inc. Page 20 H droCAD® 7.13 s/n 002112 © 2006 H droCAD Software Solutions LLC 2/8/2006 Starting Elev= 931.00' Surf. Area= 38,506 sf Storage= 125,115 cf Peak Elev = 933.50' @ 17.55 hrs Surf.Area= 48,571 sf Storage= 235,459 cf (110,344 cf above start) Plug -Flow detention time= 1,078.8 min calculated for 0.170 of (3% of inflow) Center -of -Mass det. time= 287.2 min ( 1,248.6 - 961.4 ) Volume Invert Avail.Storage Storage Description #1 924.00' 367,938 cf Custom Stage Data (Irregular)Listed below Elevation Surf.Area Perim. inc.Store Cum.Store Wet.Area feet s. -ft feet cubic -feet cubic -feet s• -ft 924.00 7,269 592.0 0 0 7,269 926.00 12,097 946.0 19,162 19,162 50,622 928.00 18,360 1,179.0 30,240 49,402 90,080 930.00 25,680 1,245.0 43,836 93,238 103,040 931.00 38,506 1,316.0 31,877 125,115 117,566 932.00 42,462 1,335.0 40,468 165,583 121,788 934.00 50,587 1,373.0 92,931 258,514 130,413 936.00 58,944 1,412.0 109,425 367,938 139,494 Device Routing Invert Outlet Devices #1 Primary 931.00' 12.0" x 324.0' long Culvert RCP, mitered to conform to fill, Ke= 0.700 Cutlet Invert= 921.84' S= 0.02837' Cc= 0.900 n= 0.012 #2 Device 1 933.40' 10.0' long x 1.00' rise Sharp - Crested Rectangular Weir2 End Contractions) 1.0' Crest Height #3 Device 1 928.00' 8.0" x 16.0' long Culvert CMP, projecting, no headwall, Ke= 0.900 Outlet Invert= 931.00' S= - 0.1875 '1' Cc= 0.900 n= 0.012 Primary OutFlow Max =3.06 cfs © 17.55 hrs HW= 933.50' (Free Discharge) 1=Culvert (Passes 3.06 cfs of 4.72 cfs potential flow) 2 =SharpsCrested Rectangular Weir(Weir Controls 1.11 cfs @ 1.1 fps) 3= Culvert (Inlet Controls 1.95 cfs © 5.6 fps) Oakgreen Proposed 12 - - Type 1124 -hr 100 -Year Rainfa11 =5.90" Prepared by Folz, Freeman, Erickson, Inc. Page 21 H droCADO 7.13 sin 002112 © 2006 H droCAD Software Solutions LLC 2/8/2006 Subcatchment P1: Subcatchment P10: Subcatchment P2: Subcatchment P3: Subcatchment P4: Subcatchment P5: Subcatchment P6: Subcatchment P7: Subcatchment P8: Subcatchment P9: Pond B1: Pond B2: Pond B3: Pond B4: Pond B5: Pond CITY POND: Pond POND 1: Time span =0.00 -30.00 hrs, dt =0.01 hrs, 3001 points Runoff by SCS TR -20 method, UH =SCS Reach routing by Sim -Route method - Pond routing by Sim -Route method Runoff Area = 120.067 sf Runoff Depth =3.49" Flow Length =207' Slope =0.0200 '1' Tc =6.8 min CN =78 Runoff =16.48 cfs 0.802 af Runoff Area = 310.366 sf Runoff Depth =2.45" Flow Length =690' Slope =0.0250 '1' Tc =21.6 min CN =67 Runoff =18.28 cfs 1.458 of Runoff Area =545,736 sf Runoff Depth = 1.69" Flow Length =1,421' Tc =34.2 min CN=58 Runoff =15,13 cfs 1.769 of Runoff Area =271 ,794 sf Runoff Depth = 3.01" Flow Length =892' Tc =14.5 min CN =73 Runoff =24.75 cfs 1.563 of Runoff Area =120,175 sf Runoff Depth =3.59" Flow Length =250' Tc =10.1 min CN =79 Runoff =15,07 cfs 0.825 of Runoff Area =151,185 sf Runoff Depth =3.39" Flow Length =250' Tc =10.8 min CN =77 Runoff =17.54 cfs 0.981 af Runoff Area =718,293 sf Runoff Depth =3.29" Flow Length =755' Tc =18.6 min CN =76 Runoff =62.96 cfs 4,526 of Runoff Area = 76.617 sf Runoff Depth =1.69" Flow Length =525' Slope = 0.0300 7' Tc =18.9 min CN =58 Runoff =3.17 cfs 0,248 of Runoff Area =208,114 sf Runoff Depth =2.02" Flow Length =410' Slope =0.0300 '1' Tc =1 z ,4 min CN =62 Runoff =13.36 cfs 0.805 of Runoff Area= 316,304 sf Runoff Depth =2.19" Flow Length =401' Slope = 0.0350 '1' Tc=16,1 min CN =64 Runoff =19.47 cfs 1.327 of Peak Elev =941.69' Storage =2.571 af Inflow =19,77 cfs 2.571 af 18.0" x 80.0' Culvert Outflow =0, 00 cfs 0.000 af Peak Elev =937.51' Storage =126,412 cf Inflow =52.61 cfs 4.888 af Outflow =5.48 cfs 4.379 af Peak Elev =941.87' Storage = 19.743 cf Inflow =18.28 cfs 1.458 af Primary =4.71 cfs 1.451 af Secondary =0.00 cfs 0.000 af Outflow =4.71 cfs 1.451 af Peak Elev= 938.71' Storage =7,911 cf Inflow =27.91 cfs 3.014 of Outflow= 27.04 cfs 3.013 af Peak EIev= 938.35' Storage =23,221 cf Inflow =17.54 cfs 1.054 of Outflow =14,21 cfs 1.049 of Peak EIev = 949.18' Storage =1.299 af Inflow =19.47 cfs 1.327 af 12.0" x 950.0' Culvert Outflow =0,14 cfs 0.073 of Peak Elev =934.54' Storage =288,224 cf Inflow =65,76 cfs 8,905 af Outflow =5.82 cfs 6,750 af Total Runoff Area = 65.166 ac Runoff Volume = 14.305 af Average Runoff Depth = 2.63" 77.24% Pervious Area = 50.334 ac 22.76% Impervious Area = 14.833 ac Oakgreen Proposed '12 - 05 - 05 Type 11 24-hr 100 -Year Rainfall= 5.90" Prepared by Foiz, Freeman, Erickson, Inc. Page 22 H droCAD® 7.13 s/n 002112 © 2006 H droCAD Software Solutions LLC 2/8/2006 Subcatchment PI: Runoff = 16.48 cfs a@ 11.98 hrs, Volume= 0.802 af, Depth= 3.49" Runoff by SCS TR -20 method, UH =SCS, Time Span= 0.00 -30.00 hrs, dt= 0.01 hrs Type 11 24 -hr 100 -Year Rainfall= 5.90" Area sf CN Description 120,067 78 120,067 Pervious Area Tc Length Slope Velocity Capacity Description min feet ft /ft ft/sec cfs 6.8 207 0.0200 0.5 Lag /CN Method, Runoff = 18.28 cfs a@ 12.15 hrs, Volume= 1.458 af, Depth= 2.45" Runoff by SCS TR -20 method, UH =SCS, Time Span= 0.00 -30.00 hrs, dt= 0.01 hrs Type 11 24 -hr 100 -Year Rainfall= 5.90" Area sf CN Description 243,573 58 Meadow, non - grazed, HSG B 53,145 98 Paved parking & roofs 13,648 100 Pond Subcatchment P10: Runoff 310,366 243,573 66,793 67 Weighted Average Pervious Area Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft /ft) (ftlsec) (cfs) 21.6 690 0.0250 0.5 Lag /CN Method, 15.13 cfs a© 12.34 hrs, Volume= Runoff by SCS TR -20 method, UH =SCS, Time Span= 0.00 -30.00 hrs, dt= 0.01 hrs Type 11 24 -hr 100 -Year Rainfall= 5.90" Area (sf) CN Description 545,736 58 Meadow, non- razed, HSG B Subcatchment P2: 1.769 af, Depth= 1.69" 545,736 Pervious Area Tc Length Slope Velocity Capacity Description min feet ft /ft ftlsec cfs 7.5 50 0.0300 0.1 Sheet Flow, Grass: Dense n= 0.240 P2= 2.75" 26.7 1,371 0.0150 0.9 Shallow Concentrated Flow, Short Grass Pasture Kv= 7.0 f 34.2 1,421 Total Subcatchment P3: Runoff = 24.75 cfs @a 12.07 hrs, Volume= 1.563 af, Depth= 3.01" Runoff by SCS TR -20 method, UH =SCS, Time Span= 0.00 -30.00 hrs, dt= 0.01 hrs Type 11 24-hr 100 -Year Rainfall= 5.90" Oakgreen Proposed 12 -05 -05 Prepared by Folz, Freeman, Erickson, Inc. H droCAD® 7.13 sin 002112 © 2006 H droCAD Software Solutions LLC 9.3 2.4 2.1 0.7 14.5 Area sf CN Description 85,649 98 11 ,784 98 172,551 58 1,810 100 271,794 172,551 99,243 73 100 0.0700 144 0.0200 365 0.0200 283 0.0200 892 Total Area sf CN Description Paved parking & roofs Building Meadow, non - grazed, HSG B Pond Weighted Average Pervious Area Impervious Area Slope Velocity Capacity Tc Length min feet ft /ft ft /sec cfs Runoff - 1 5.07 cfs a@ 12.02 hrs, Volume= Description 0.2 Sheet Flow, Grass: Dense n= 0.240 P2= 2.75" 1.0 Shallow Concentrated Flow, Short Grass Pasture Kv= 7.0 fps 2.9 Shallow Concentrated Flow, Paved Kv= 20.3 fps 6.9 5.46 Circular Channel (pipe), Diam= 12.0" Area 0.8 sf Perim= 3.1' Subcatchment P4: 0.825 af, Depth= 3.59" Runoff by SCS TR -20 method, UH =SCS, Time Span= 0.00 -30.00 hrs, dt= 0.01 hrs Type II 24 -hr 100 -Year Rainfall =5.90" Type 11 24 100 - Year Rainfall =5.90" Page 23 2/8/2006 = 0.25' = 0.012 58,566 17,334 3,400 40,875 120,175 58,566 61,609 58 Woods/grass comb., Good, HSG B 98 Building 98 Paved parking & roofs 99 Pond 79 Weighted Average Pervious Area Impervious Area Slope Velocity Capacity Tc Length min feet ft /ft ft /sec cfs 6.7 Description 3.4 10.1 50 0.0400 200 0.0200 250 Total Runoff -- 17.54 cfs @ 12.03 hrs, Volume Runoff by SCS TR -20 method, UH =SCS, Time Span= 0.00-30.00 hrs, dt= 0.01 hrs Type I! 24 -hr 100 -Year Rainfall= 5.90" Area sf CN Description 80,969 58 55,000 98 9,816 99 5,400 98 0.1 Sheet Flow, Grass: Dense n= 0.240 P2= 2.75" 1.0 Shallow Concentrated Flow, Short Grass Pasture Kv= 7.0 fps Woods/grass comb., Good, HSG B Paved parking & roofs Water Building 151,185 77 Weighted Average 80,969 Pervious Area 70,216 Impervious Area Subcatchment P5: 0.981 af, Depth= 3.39" Oakgreen Proposed 12 - - Type 1124 -hr 100 -Year Rainfall =5.90" Prepared by Folz, Freeman, Erickson, Inc. Page 24 H droCAD® 7.13 sin 002112 © 2006 H droCAD Software Solutions LLC 2/8/2006 Tc Length Slope Velocity Capacity Description (min) (feet) (ft /ft) (ft /sec) (cfs) 8.8 50 0.0200 0.1 2.0 200 0.0550 10.8 250 Total Runoff = 62.96 cfs @ 12.11 hrs, Volume= Runoff by SOS TR -20 method, UH =SCS, Time Span= 0.00 -30.00 hrs, dt= 0.01 hrs Type II 24 -hr 100 -Year Rainfall= 5.90" Area (sf) ON Description 178,370 98 Paved roads w /curbs & sewers 111,403 98 Build 38,486 100 Pond 390,034 58 Meadow, non - grazed, HSG B 718,293 76 Weighted Average 390,034 Pervious Area 328,259 Impervious Area Tc Length (min) (feet) 6.7 50 11.9 705 0.0200 18.6 755 Total Sheet Flow, Grass: Dense n= 0.240 P2= 2.75" 1.6 Shallow Concentrated Flow, Short Grass Pasture Kv= 7.0 f Slope Velocity Capacity Description (ft /ft) (ft /sec) (cfs) 0.0400 0.1 1.0 Subcatchment P6: 4.526 af, Depth= 3.29" Sheet Flow, Grass: Dense n= 0.240 P2= 2.75" Shallow Concentrated Flow, Short Grass Pasture Kv= 7.0 frs Subcatchment P7: Runoff = 3.17 cfs @ 12.13 hrs, Volume= 0.248 af, Depth= 1.69" Runoff by SCS TR -20 method, UH =SCS, Time Span= 0.00 -30.00 hrs, dt= 0.01 hrs Type 11 24 -hr 100 -Year Rainfall= 5.90" Area sf CN Description Tc Length Slope Velocity Capacity Description (min) (feet) (ftlft) (ft /sec) (cfs) 13.1 100 0.0300 0.1 5.8 425 0.0300 18.9 76,617 76,617 525 Total 58 Meadow, non - grazed, HSG B Pervious Area 1.2 Runoff = 13.36 cfs @ 12.05 hrs, Volume= Sheet Flow, Grass: Dense n= 0.240 P2= 2.75" Shallow Concentrated Flow, Short Grass Pasture Kv= 7.0 f ps Subcatchment P8: 0.805 af, Depth= 2.02" Runoff by SCS TR-20 method, UH =SCS, Time Span= 0.00 -30.00 hrs, dt= 0.01 hrs Type 11 24 -hr 100 -Year Rainfall =5.90" Oakgreen Proposed 12 -05 -05 Prepared by Folz, Freeman, Erickson, Inc. H droCADO 7.13 s/n 002112 © 2006 H droCAD Software Solutions LLC Tc Length min feet ftlft ft/sec cfs 7.5 50 0.0300 0.1 4.9 360 0.0300 1.2 12.4 410 Total Runoff = 19.47 cfs @ 12.09 hrs, Volume= Runoff by SCS TR-20 method, UH =SCS, Time Span= 0.00-30.00 hrs, dt= 0.01 hrs Type I124-hr 100 -Year Rainfall =5.90" Tc Length min feet ft /ft ft/sec cfs 12.3 3.8 16.1 Area sf CN Descri tion 188,114 58 Meadow, non - grazed, HSG B 20,000 98 Paved parking & roofs 208,114 62 Weighted Average 188,114 Pervious Area 20,000 Impervious Area Area sf CN Description 316,304 316,304 Slope Velocity Capacity Description 64 100 0.0350 301 0.0350 401 Total Pervious Area Slope Velocity Capacity Sheet Flow, Grass: Dense n= 0.240 P2= 2.75" Shallow Concentrated Flow, Short Grass Pasture Kv= 7.0 f Subcatchment P9: Description 1.327 af, Depth= 2.19" 0.1 Sheet Flow, Grass: Dense n= 0.240 P2= 2.75" 1.3 Shallow Concentrated Flow, Short Grass Pasture Kv= 7.0 fps Pond BI: Plug -Flow detention time= (not calculated: initial storage excedes outflow) Center -of -Mass det. time= (not calculated: no outflow) Inflow Area = 15.285 ac, Inflow Depth = 2.02" for 100 -Year event Inflow = 19.77 cfs @ 11.99 hrs, Volume= 2.571 af Outflow = 0.00 cfs © 0.00 hrs, Volume= 0.000 af, Atten= 100 %, Lag= 0.0 min Primary = 0.00 cfs © 0.00 hrs, Volume= 0.000 af Routing by Sim -Route method, Time Span= 0.00-30.00 hrs, dt= 0.01 hrs Peak Elev= 941.69' © 25.93 hrs Surf.Area= 0.801 ac Storage= 2.571 af Volume Invert Avail.Storape Storage Description #1 938.00' 6.623 af Custom Stage Data (Irregular)Listed below Elevation Surf,Area Perim. lnc.Store Cum.Store Wet.Area (feet) (acres) (feet) (acre -feet) (acre -feet) (acres) 938.00 0.590 600.0 0.000 0.000 0.590 940.00 0.700 652.0 1.288 1.288 0.712 942.00 0.820 703.0 1.518 2.807 0.842 944.00 0.950 759.0 1.768 4.575 0.996 946.00 1.100 816.0 2.048 6.623 1.164 Type 11 24 - hr 100 - Year Rainfall =5.90" Page 25 2/8/2006 Device Routing Invert Outlet Devices #1 Primary 942.00' 18.0" x 80.0' long Culvert CMP, end - section conforming to fill, Ke= 0.500 Outlet Invert= 941.00' S= 0.0125 Cc= 0.900 n= 0.012 Oakgreen Proposed 12 - - Type 1124 -hr 100 -Year Rainfall= 5.90" Prepared by Folz, Freeman, Erickson, Inc. Page 26 H droCAD® 7.13 sin 002112 © 2006 H droCAD Software Solutions LLC 2/812046 Primary OutFlow Max =0.00 cfs @ 0.00 hrs HW= 938.00' (Free Discharge) 'i- Culvert ( Controls 0.00 cfs) Inflow Area = Inflow = Outflow = Primary Elevation feet 935.50 936.00 937.00 938.00 940.00 Device Routin Invert #1 Primary 936.00' #2 Device 1 #3 Device 1 Inflow Area = Inflow = Outflow Primary = Secondary = Volume #1 938.00' 26.855 ac, Inflow Depth > 2.18" 52.61 cfs © 12.07 hrs, Volume= 5.48 cfs a© 13.70 hrs, Volume= 5.48 cfs a© 13.70 hrs, Volume= Volume Invert Avail .Stora• e Stara • e Descri• tion #1 935.50' Surf.Area s• -ft 44,056 57,442 60,000 110,174 131,725 938.50' 933.00' Pond B2: Routing by Sim -Route method, Time Span= 0.00 -30.00 hrs, dt= 0.01 hrs Starting Elev= 936.00' Surf.Area= 57,442 sf Storage= 25,301 cf Peak Elev= 937.51' © 14.45 hrs Surf.Area= 85,375 sf Storage= 126,412 cf (101,111 cf above start) Plug -Flow detention time= 374.8 min calculated for 3.797 af (78% of inflow) Center -of -Mass det. time= 228.8 min ( 1,092.7 - 863.8 ) 409,422 cf Custom Stage Data (Irregular)Listed below Perim. Inc.Store Cum.Store feet cubic -feet cubic -feet 847.0 0 0 1,042.0 25,301 25,301 1,100.0 58,716 84,017 1,291.0 83,826 167,843 1,405.0 241,578 409,422 for 100 -Year event 4.888 af 4.379 af, Atten= 90 %, Lag= 97.5 min 4.379 af Outlet Devices 15.0" x 529.0' long Culvert RCP, square edge headwall, Ke= 0.500 Outlet Invert= 931.00' S= 0.0096 'l' Cc= 0.900 n= 0.012 48.0" Horiz. Orifice /Grate Limited to weir flow C= 0.600 15.0 " x 29.0' long Culvert RCP, sq.cut end projecting, Ke= 0.500 Outlet Invert= 936.00' S= - 0.1034 '/' Cc= 0.900 n= 0.012 Primary OutFlow Max =5.48 cfs © 13.70 hrs HW= 937.48' TW= 934.12' (Dynamic Tailwater) 1 =Culvert (Outlet Controls 5.48 cfs © 4.7 fps) - 2= Orifice /Grate ( Controls 0.00 cfs) 3 - =Culvert (Passes 5.48 cfs of 5.48 cfs potential flow) 7.125 ac, Inflow Depth = 2.45" 18.28 cfs @ 12.15 hrs, Volume= 4.71 cfs @ 12.61 hrs, Volume= 4.71 cfs a@ 12.61 hrs, Volume= 0.00 cfs © 0.00 hrs, Volume= Invert Avail.Stora•e Storage Descri•tion Pond B3: Routing by Sim -Route method, Time Span= 0.00 -30.00 hrs, dt= 0.01 hrs Peak Elev= 941.87' fJ 12.61 hrs Surf.Area= 22,433 sf Storage= 19,743 cf Plug -Flow detention time= 39.6 min calculated for 1.451 af (100% of inflow) Center -of -Mass det. time= 36.7 min ( 894.1 - 857.4 ) for 100 -Year event 1.458 af 1.451 af, Atten= 74 %, Lag= 27.1 min 1.451 af 0.000 af 96,696 cf Custom Stage Data (Irregularpsted below Wet.Area s• -ft 44,056 73,373 83,317 11 9,678 144,284 Oakgreen Proposed 12 -05 -05 Prepared by Folz, Freeman, Erickson, Inc. H droCAD® 7.13 sin 002112 © 2006 H droCAD Software Solutions LLC Elevation feet 938.00 940.00 942.00 944.00 Device Routine Invert Outlet Devices 12.0" x 120.0' long Culvert RCP, end - section conforming to fill, Outlet Invert= 938.24' S= 0.0015 7' Cc= 0.900 n= 0.012 #2 Secondary 943.70' 100.0' long x 20.0' breadth Broad- Crested Rectangular Weir Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 Coef. (English) 2.68 2.70 2.70 2.64 2.63 2.64 2.64 2.63 #1 Primary OutFlow Max =4.71 cfs © 12.61 hrs HW =941.87' TW= 938.17' (Dynamic Tailwater) 4 L-1=Culvert (Barrel Controls 4.71 cfs ( 6.0 fps) Secondary OutFlow Max =0.00 cfs © 0.00 hrs HW= 938.00' TW =936.00' (Dynamic Tailwater) -2 =Broad - Crested Rectangular Weir( Controls 0.00 cfs) Inflow Area = 13.365 ac, Inflow Depth = 2.71" for 100 -Year event Inflow = 27.91 cfs © 12.07 hrs, Volume= 3.014 af Outflow = 27.04 cfs © 12.11 hrs, Volume= 3.013 af, Atten= 3 %, Lag= 2.2 min Primary = 27.04 cfs [7a 12.11 hrs, Volume= 3.013 of Routing by Sim-Route method, Time Span= 0.00 -30.00 hrs, dt= 0.01 hrs Starting Elev= 937.70' Surf.Area= 3,939 sf Storage= 3,293 cf Peak Elev= 938.71' © 12.11 hrs Surf.Area= 5,334 sf Storage= 7,911 cf (4,618 cf above start) Plug -Flow detention time 24.4 min calculated for 2.938 af (97% of inflow) Center -of -Mass det. time 4.3 min ( 868.6 - 864.3 ) Volume Invert Avail.Stora•e Storage Descri•tion #1 936.00' Elevation (feet) 936.00 937.00 938.00 939.00 Primary 938.42' Perim. Inc.Store Cum.Store s• -ft feet cubic -feet cubic -feet Surf.Area 500 100.0 897 135.0 23,920 1,226.0 53,751 1,434.0 0 0 1,378 1,378 19,633 21,011 75,685 96,696 Pond B4: Wet.Area s + -ft 500 1,195 119,364 163,473 9,445 cf Custom Stage Data (Irregular)Listed below Surf.Area Perim. Inc.Store Cum.Store Wet.Area (sq -ft) (feet) (cubic -feet) (cubic -feet) __La : fit 665 132.0 0 0 665 1,616 178.0 1,106 1,106 1,810 4,934 291.0 3,125 4,230 6,034 5,500 330.0 5,214 9,445 7,986 Device Routin■ Invert Outlet Devices #1 Primary 937.70' 10.0' long x 10.0' breadth Broad - Crested Rectangular Weir Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 Coef. (English) 2.49 2.56 2.70 2.69 2.68 2.69 2.67 2.64 Ke= 0.500 Primary OutFlow Max =27.02 cfs © 12.11 hrs HW =938.71 TW =936.83' (Dynamic Tailwater) t-1 =Broad- Crested Rectangular Weir(Weir Controls 27.02 cfs © 2.7 fps) Pond B5: Inflow Area = 10.732 ac, Inflow Depth > 1.18" for 100 -Year event Inflow = 17.54 cfs © 12.03 hrs, Volume= 1.054 of Outflow = 14.21 cfs © 12.09 hrs, Volume= 1.049 af, Atten= 19 %, Lag= 4.1 min Primary = 14.21 cfs 12.09 hrs, Volume= 1.049 af Routing by Sim -Route method, Time Span= 0.00 -30.00 hrs, dt= 0.01 hrs Type 11 24 100 - Year Rainfall =5.90" Page 27 2/8/2006 Oakgreen Proposed 12 Type 1124 -hr 100 -Year Rainfall =5.90" Prepared by Folz, Freeman, Erickson, Inc. Page 28 H droCAD® 7.13 sin 002112 © 2006 H droCAD Software Solutions LLC 2/8/2006 Starting Elev= 937.70' Surf.Area= 9,954 sf Storage = 16,374 cf Peak Elev= 938.35' © 12.09 hrs Surf.Area= 10,705 sf Storage= 23,221 cf (6,847 cf above start) Plug -Flow detention time= 263.9 min calculated for 0.673 af (64% of inflow) Center -of -Mass det. time= 14.6 min ( 886.2 - 871.6 ) Volume Invert Avaii.Storage Storage Description #1 936.00' 30,335 cf Custom Stage Data (Irregular}Listed below Elevation (feet) 936.00 937.00 938.00 939.00 Surf.Area Perim. Inc.Store Cum.Store (sq -ft) (feet) (cubic -feet) (cubic -feet) 9,017 400.0 0 0 9,845 446.0 9,428 9,428 10,000 480.0 9,922 19,350 12,000 520.0 10,985 30,335 Device Routi n• Invert Outlet Devices #1 Primary 937.70' 10.0' long x 10.0' breadth Broad - Crested Rectangular Weir Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 Coef. (English) 2.49 2.56 2.70 2.69 2.68 2.69 2.67 2.64 Primary OutFlow Max =14.20 cfs @ 12.09 hrs HW =938.35' TW= 936.79' (Dynamic Tailwater) 1=Broad- Crested Rectangular Weir(Weir Controls 14.20 cfs @ 2.2 fps) Inflow Area = 7.261 ac, Inflow Depth = 2.19" for 100 -Year event Inflow = 19.47 cfs a@ 12.09 hrs, Volume= 1.327 of Outflow = 0.14 cfs © 24.26 hrs, Volume= 0.073 at Atten= 99 %, Lag= 729.9 min Primary = 0.14 cfs © 24.26 hrs, Volume= 0.073 af Routing by Sim -Route method, Time Span= 0.00 -30.00 hrs, dt= 0.01 hrs Peak Elev= 949.18' @ 24.26 hrs Surf.Area= 0.857 ac Storage= 1.299 af Plug-Flow detention time= 819.4 min calculated for 0.073 af (5% of inflow) Center -of -Mass det. time 658.8 min ( 1,518.4 - 859.6 ) Volume Invert Avail.Stora ■e Storage Description #1 947.00' Elevation Surf.Area Perim. Inc.Store Cum.Store Wet.Area (feet) (acres) (feet) (acre -feet) (acre -feet) (acres) 947.00 0.144 289.0 0.000 0.000 0.144 948.00 0.600 598.0 0.346 0.346 0.645 950.00 1.035 819.0 1.615 1.961 1.218 Device Routing Invert Outlet Devices #1 Primary 949.00' 12.0" x 950.0' long Culvert CMP, end - section conforming to fill, Ke= 0.500 Outlet Invert= 939.00' S= 0.0105 Cc= 0.900 n= 0.012 Primary OutFlow Max =0.14 cfs © 24.26 hrs HW= 949.18' TW =937.75 (Dynamic Tailwater) 1- Culvert (Inlet Controls 0.14 cfs © 1.4 fps) [95] Warning: Outlet Device #2 rise exceeded Pond CITY POND: 1.961 af Custom Stage Data (Irregularyisted below Pond POND 1: Wet.Area (sq 9,017 12,143 14,690 17,913 Inflow Area = 43.345 ac, Inflow Depth > 2.47" for 100 -Year event Inflow = 65.76 cfs © 12.11 hrs, Volume= 8.905 of Outflow = 5.82 cfs © 17.51 hrs, Volume= 6.750 af, Atten= 91%, Lag= 324.0 min Primary = 5.82 cfs © 17.51 hrs, Volume= 6.750 af Oakgreen Proposed 12 - - Type 11 24-hr 100 -Year Rainfall= 5.90" Prepared by Folz, Freeman, Erickson, Inc. Page 29 H droCAD® 7.13 sin 002112 © 2006 H droCAD Software Solutions LLC 2/8/2006 Routing by Sim -Route method, Time Span= 0.00 -30.00 hrs, dt= 0.01 hrs Starting Elev= 931.00' Surf.Area= 38,506 sf Storage= 125,115 cf Peak Elev= 934.54' © 17.51 hrs Surf.Area= 52,856 sf Storage= 288,224 cf (163,109 cf above start) Plug -Flow detention time 640.5 min calculated for 3.878 of (44% of inflow) Center -of -Mass det. time= 226.5 min ( 1,187.3 -- 960.8 ) Volume Invert Avail.Storage Storage Description #1 924.00' 367,938 cf Custom Stage Data (Irregular)Listed below Elevation feet 924.00 926.00 928.00 930.00 931.00 932.00 934.00 936.00 Surf.Area 7,269 12,097 18,360 25,680 38,506 42,462 50,587 58,944 Perim. s . -ft feet 592.0 946.0 1,179.0 1,245.0 1,316.0 1,335.0 1,373.0 1,412.0 l nc.Store cubic-feet 0 19,162 30,240 43,836 31,877 40,468 92,931 109,425 Cum.Store cubic -feet 0 19,162 49,402 93,238 125,115 165,583 258,514 367,938 Device Routine Invert Outlet Devices #1 Primary 931.00' 12.0 " x 324.0" long Culvert RCP, mitered to conform to fill, Ke= 0.700 Outlet Invert= 921.84' S= 0.0283 '1' Cc= 0.900 n= 0.012 #2 Device 1 933.40' 10.0' long x 1.00" rise Sharp - Crested Rectangular Weir2 End Contraction(s) 1.0' Crest Height #3 Device 1 928.00' 8.0 " x 16.0' long Culvert CMP, projecting, no headwall, Ke= 0.900 Outlet Invert= 931.00' S= -0.1875 '/' Cc= 0.900 n= 0.012 Primary OutFlow Max =5.82 cfs © 17.51 hrs HW =934.54' (Free Discharge) X1 =Culvert (Inlet Controls 5.82 cfs © 7.4 fps) -2 =Sharp - Crested Rectangular Weir(Passes < 42.66 cfs potential flow) -3 =Culvert (Passes < 2.38 cfs potential flow) Wet.Area sI -ft 7,269 50,622 90,080 103,040 117,566 121,788 1 30,413 139,494