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HomeMy WebLinkAbout2017-04-20 Stormwater Calculations OAK PARK SENIOR LIVING SITE DEVELOPMENT PHASE 5 STORMWATER CALCULATIONS BY LARSON ENGINEERING APRIL 20, 2017 CONTENTS: 1. Stormwater Runoff Summary 2. Existing Drainage Map 3. HydroCAD Report for Existing Conditions (2-yr, 10-yr and 100-yr events) 4. Proposed Drainage Map 5. HydroCAD Report for Proposed Conditions (2-yr, 10-yr and 100-yr events) 6. Folz, Freeman, Erickson, Inc. Engineering Report for Site Drainage (April 26, 2006) I hereby certify that this plan, specification, or report was prepared by me or under my direct supervision, and that I am a duly Licensed Professional Engineer under the laws of the State of Minnesota. gZp&es April 20, 2017 53681 T.J. Rose, P.E. Date Registration No. 5 Larson Oak Park Senior Living Site Development Phase 5 UPDATE OF STORMWATER RUNOFF SUMMARY Introduction: Phase 5 construction for the Oak Park Senior Living development includes a new senior living apartment complex with an underground parking garage and new surface parking stalls with sidewalks. The existing development consists of previously constructed senior living facilities, memory care units, and residential townhouse units. The entire development is served by a private asphalt roadway with concrete curb and gutter. The northern entrance to the development will be removed as well as a portion of the northern road. The road will be re-routed to allow easy navigation for residents and emergency vehicles. The two townhome buildings located within the footprint of the Phase 5 building will be removed. Pre-Development Conditions Prior to any developments taking place on this property, an existing stormwater analysis was prepared by FFE, Inc. and approved by the City of Oak Park Heights in 2006. This stormwater analysis is enclosed for reference. In 2006, the first phase of the development was constructed with an oversized stormwater pond located at the north end of the property. The oversizing of the stormwater treatment device was to accommodate future phases of this development. Pre-development runoff rates are shown below, as well as in the attached 2006 report from Folz, Freeman, Erickson, Inc. Pre-Development Site Runoff—2006 Runoff(cfs) 2-year 1.68 10-year _ 12.42 100-year 31.16 Existing Conditions The existing conditions include impervious areas from all of the construction that has occurred since the original analysis performed in 2006. The existing runoff rates from Pond 1 are shown below. Existing Site Runoff—As of August 19, 2015 Runoff(cfs) 2-year 1.43 10-year 2.33 100-year 2.80 Proposed Conditions The proposed site runoff includes all additional impervious area from the proposed Phase 5 construction. The proposed construction is contained within subcatchments 5 Larson P6 and P5, shown on the attached drainage maps. The proposed runoff rates from Pond 1 are shown below. The proposed runoff rates are higher than the existing runoff rates however, they are still significantly lower than the pre-development runoff rates. Proposed Site Runoff Runoff(cfs) 2-year 1.56 10-year 2.37 100-year 3.79 Water Quality Summary Infiltration will be used onsite to treat stormwater runoff and to reduce the volume of stormwater discharged from the site. Three onsite basins will be used for infiltration. Soil borings were obtained for the entire development prior to the submittal of the original PUD. Soils below the surface are typically Type SM. To be conservative, an infiltration rate of 0.3 in/hr will be used for each of the basins. The original PUD submittal provided a "proposed" impervious area of 767,423 SF. This would be the total impervious area after the entire development is constructed. Currently through Phase 5, there is 704,535 SF of impervious area proposed. Per MSCWMO requirements, the required infiltration volume is 1.1 inches for all new impervious surface area. Infiltration is not permitted on pond bottoms due to sediment build up that will occur over time. Scarification and tilling practices will be used to loosen the soil after construction is complete. It is assumed that there will be no compacted soils onsite. During Phase 4 construction, it was determined that 1,888 CF of runoff must be retained onsite. Water Quality Design: New Impervious Area = 50,561 SF Required Water Quality Volume = 1.1" x 50,561 SF = 4,634 cubic feet Required WGV w/ Phase 4 = 4,634 CF + 1,888 SF = 6,522 cubic feet Infiltration Rate Surface Area Infiltration Volume During 10-year Event Basin B4 0.3 in/hr 1,129 SF 639 CF Basin B5 0.3 in/hr 10,017 SF 2,270 CF Pond 1 0.3 in/hr 35,171 SF 5,804 CF Total 41,535 SF 8,713 CF Oa I ; I . , I u h. IMI _ I l 111 1 . Ir 11 r 11 HI \l, '' ,.t p 6 1,'ri' 17.11mt-mi2;ip,4 ' I 111 .111)1 , . : wg -le, ,•t _ i p _ :1 !. , co i II' 11 1 ' r ' . a � , li--t-1-._ off .R. _, ., „,,),. .„,,, , .,� aV ,\1•11:' :: �, n ah " . - li f �ira 1 ` a syy I \ 1 '0 i, . , ,,„,,, ,, ,,/ 1 TL. > 0 Et 0 ,, ''.?ri;1':';'1/: tir .7 Li . . I 1 :rib e s\X 1- 1 1[ [1_1 . !,4?'/ ,` 1 „. li l,,, \ 0 .\___ 1., .----‘ f 1 i ,,/./ Z ----- '''-- \k,1, Pm Py ow\ ------„ Ii..--4 . ....1. 412 �;, � A" 191 i r — Q0 a OPSL Phase 5-Existing CB X.CB ( P6 ) (P4) OND 1 Pond 1 (P3) B4 B2 4 B5 d °N °°°° d P9 Wetland City Pond i i /B / (P5> <plo> Subcat Reach 'on• Link Routing Diagram for Oak Park Sr Living Phase 5-Existing 2017.04.2( Prepared by{enter your company name here), Printed 4/20/2017 HydroCAD®10.00-19 s/n 01934 ©2016 HydroCAD Software Solutions LLC Oak Park Sr Living Phase 5 - Existing 2017.04.20 Prepared by{enter your company name here] Printed 4/20/2017 HydroCAD® 10.00-19 s/n 01934 ©2016 HydroCAD Software Solutions LLC Page 2 Area Listing (all nodes) Area CN Description (sq-ft) (subcatchment-numbers) 316,304 64 (P9) 164,347 98 Building (P3, P4, P5, P6) 403,945 58 Meadow, non-grazed, HSG B (P10, P3) 417,784 60 Meadow, non-grazed, HSG B (P6) 215,065 98 Paved parking&roofs (P10, P3, P5) 169,596 98 Paved roads w/curbs&sewers (P6) 54,254 100 Pond (P10, P3, P6) 40,875 99 Pond (P4) 9,837 99 Water (P5) 175,751 58 Woods/grass comb., Good, HSG B (P4, P5) 1,967,758 73 TOTAL AREA Oak Park Sr Living Phase 5 - Existing 2017.04.20 Type 1124-hr 2-Year Rainfall=2.75" Prepared by{enter your company name here} Printed 4/20/2017 HydroCAD®10.00-19 s/n 01934 ©2016 HydroCAD Software Solutions LLC Page 3 Summary for Subcatchment P10: Runoff = 2.62 cfs @ 12.19 hrs, Volume= 12,042 cf, Depth= 0.47" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-30.00 hrs, dt= 0.01 hrs Type II 24-hr 2-Year Rainfall=2.75" 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 78.48% Pervious Area 66,793 21.52% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 21.6 690 0.0250 0.53 Lag/CN Method, Summary for Subcatchment P3: Runoff = 4.95 cfs @ 12.08 hrs, Volume= 14,854 cf, Depth= 0.71" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span=0.00-30.00 hrs, dt= 0.01 hrs Type II 24-hr 2-Year Rainfall=2.75" Area (sf) CN Description 82,241 98 Paved parking & roofs 7,378 98 Building 160,372 58 Meadow, non-grazed, HSG B 1,810 100 Pond 251,801 73 Weighted Average 160,372 63.69% Pervious Area 91,429 36.31% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 9.3 100 0.0700 0.18 Sheet Flow, Grass: Dense n= 0.240 P2= 2.75" 2.4 144 0.0200 0.99 Shallow Concentrated Flow, Short Grass Pasture Kv= 7.0 fps 2.1 365 0.0200 2.87 Shallow Concentrated Flow, Paved Kv= 20.3 fps 0.7 283 0.0200 6.95 5.46 Pipe Channel, 12.0" Round Area= 0.8 sf Perim= 3.1' r= 0.25' n= 0.012 14.5 892 Total Oak Park Sr Living Phase 5 - Existing 2017.04.20 Type 1124-hr 2-Year Rainfall=2.75" Prepared by{enter your company name here} Printed 4/20/2017 HydroCAD®10.00-19 sin 01934 ©2016 HydroCAD Software Solutions LLC Page 4 Summary for Subcatchment P4: Runoff = 4.61 cfs @ 12.02 hrs, Volume= 10,887 cf, Depth= 1.25" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-30.00 hrs, dt= 0.01 hrs Type II 24-hr 2-Year Rainfall=2.75" Area (sf) CN Description 41,292 58 Woods/grass comb., Good, HSG B 22,508 98 Building 40,875 99 Pond 104,675 83 Weighted Average 41,292 39.45% Pervious Area 63,383 60.55% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.7 50 0.0400 0.12 Sheet Flow, Grass: Dense n= 0.240 P2= 2.75" 3.4 200 0.0200 0.99 Shallow Concentrated Flow, Short Grass Pasture Kv= 7.0 fps 10.1 250 Total Summary for Subcatchment P5: Runoff = 8.60 cfs @ 12.03 hrs, Volume= 21,199 cf, Depth= 0.95" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-30.00 hrs, dt= 0.01 hrs Type II 24-hr 2-Year Rainfall=2.75" Area (sf) CN Description 134,459 58 Woods/grass comb., Good, HSG B 79,679 98 Paved parking & roofs 9,837 99 Water 42,568 98 Building 266,543 78 Weighted Average 134,459 50.45% Pervious Area 132,084 49.55% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 8.8 50 0.0200 0.09 Sheet Flow, Grass: Dense n= 0.240 P2= 2.75" 2.0 200 0.0550 1.64 Shallow Concentrated Flow, Short Grass Pasture Kv= 7.0 fps 10.8 250 Total Oak Park Sr Living Phase 5 - Existing 2017.04.20 Type 1124-hr 2-Year Rainfall=2.75" Prepared by{enter your company name here) Printed 4/20/2017 HydroCAD®10.00-19 s/n 01934 ©2016 HydroCAD Software Solutions LLC Page 5 Summary for Subcatchment P6: Runoff = 15.34 cfs @ 12.13 hrs, Volume= 50,895 cf, Depth= 0.85" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-30.00 hrs, dt= 0.01 hrs Type II 24-hr 2-Year Rainfall=2.75" Area (sf) CN Description 169,596 98 Paved roads w/curbs&sewers 91,893 98 Building 38,796 100 Pond 417,784 60 Meadow, non-grazed, HSG B 718,069 76 Weighted Average 417,784 58.18% Pervious Area 300,285 41.82% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.7 50 0.0400 0.12 Sheet Flow, Grass: Dense n= 0.240 P2= 2.75" 11.9 705 0.0200 0.99 Shallow Concentrated Flow, Short Grass Pasture Kv= 7.0 fps 18.6 755 Total Summary for Subcatchment P9: Runoff = 2.18 cfs @ 12.13 hrs, Volume= 9,600 cf, Depth= 0.36" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-30.00 hrs, dt= 0.01 hrs Type II 24-hr 2-Year Rainfall=2.75" Area (sf) CN Description 316,304 64 316,304 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 12.3 100 0.0350 0.14 Sheet Flow, Grass: Dense n= 0.240 P2= 2.75" 3.8 301 0.0350 1.31 Shallow Concentrated Flow, Short Grass Pasture Kv= 7.0 fps 16.1 401 Total Summary for Pond B2: Wetland Inflow Area = 1,249,689 sf, 28.30% Impervious, Inflow Depth = 0.41" for 2-Year event Inflow = 7.20 cfs @ 12.08 hrs, Volume= 42,982 cf Outflow = 1.00 cfs @ 14.22 hrs, Volume= 56,057 cf, Atten= 86%, Lag= 128.4 min Primary = 1.00 cfs @ 14.22 hrs, Volume= 56,057 cf Oak Park Sr Living Phase 5 - Existing 2017.04.20 Type 1124-hr 2-Year Rainfall=2.75" Prepared by{enter your company name here} Printed 4/20/2017 HydroCAD®10.00-19 s/n 01934 ©2016 HydroCAD Software Solutions LLC Page 6 Routing by Sim-Route method, Time Span= 0.00-30.00 hrs, dt= 0.01 hrs Starting Elev= 936.00' Surf.Area=45,780 sf Storage= 22,458 cf Peak Elev= 936.01' @ 14.22 hrs Surf.Area=45,828 sf Storage= 22,837 cf (379 cf above start) Plug-Flow detention time= 390.7 min calculated for 33,600 cf(78% of inflow) Center-of-Mass det. time= (not calculated: outflow precedes inflow) Volume Invert Avail.Storage Storage Description #1 935.50' 254,384 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) 935.50 44,056 847.0 0 0 44,056 936.00 45,780 844.0 22,458 22,458 44,641 938.00 59,126 955.0 104,622 127,079 60,633 940.00 68,288 1,064.0 127,304 254,384 78,261 Device Routing Invert Outlet Devices #1 Primary 935.20' 15.0" Round Culvert L= 879.0' RCP, square edge headwall, Ke= 0.500 Inlet/Outlet Invert= 935.20'/928.00' S= 0.0082 '/' Cc= 0.900 n= 0.012, Flow Area= 1.23 sf #2 Device 1 937.50' 48.0" Horiz. Orifice/Grate C= 0.600 Limited to weir flow at low heads #3 Device 1 935.50' 15.0" Round Culvert L= 38.0' RCP, sq.cut end projecting, Ke= 0.500 Inlet/Outlet Invert= 935.50'/935.20' S= 0.0079 '/' Cc= 0.900 n= 0.012, Flow Area= 1.23 sf Primary OutFlow Max=1.00 cfs @ 14.22 hrs HW=936.01' TW=928.95' (Dynamic Tailwater) L =Culvert (Passes 1.00 cfs of 2.56 cfs potential flow) 2=Orifice/Grate ( Controls 0.00 cfs) 3 Culvert (Barrel Controls 1.00 cfs @ 3.17 fps) Summary for Pond B3: Inflow Area = 310,366 sf, 21.52% Impervious, Inflow Depth = 0.47" for 2-Year event Inflow = 2.62 cfs @ 12.19 hrs, Volume= 12,042 cf Outflow = 2.14 cfs @ 12.28 hrs, Volume= 11,739 cf, Atten= 18%, Lag= 5.5 min Primary = 2.14 cfs @ 12.28 hrs, Volume= 11,739 cf Secondary = 0.00 cfs @ 0.00 hrs, Volume= 0 cf 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 11,739 cf(97% of inflow) Center-of-Mass det. time= 19.2 min ( 933.4-914.2 ) Volume Invert Avail.Storage Storage Description #1 938.00' 96,696 cf Custom Stage Data(Irregular)Listed below Oak Park Sr Living Phase 5 - Existing 2017.04.20 Type 1124-hr 2-Year Rainfall=2.75" Prepared by{enter your company name here} Printed 4/20/2017 HydroCAD®10.00-19 s/n 01934 ©2016 HydroCAD Software Solutions LLC Page 7 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 0 500 940.00 897 135.0 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" Round Culvert L= 120.0' RCP, end-section conforming to fill, Ke= 0.500 Inlet/Outlet Invert= 938.42'/938.24' S= 0.0015 '/' Cc= 0.900 n= 0.012, Flow Area= 0.79 sf #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=938.23' (Dynamic Tailwater) L1=Culvert (Barrel Controls 2.14 cfs @ 2.75 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) Summary for Pond B4: Inflow Area = 562,167 sf, 28.15% Impervious, Inflow Depth > 0.57" for 2-Year event Inflow = 5.52 cfs @ 12.14 hrs, Volume= 26,592 cf Outflow = 5.12 cfs @ 12.20 hrs, Volume= 26,160 cf, Atten= 7%, Lag=4.1 min Discarded = 0.01 cfs @ 11.94 hrs, Volume= 611 cf Primary = 5.11 cfs @ 12.20 hrs, Volume= 25,549 cf Routing by Sim-Route method, Time Span= 0.00-30.00 hrs, dt= 0.01 hrs Peak Elev= 938.24' @ 12.20 hrs Surf.Area= 3,965 sf Storage= 2,045 cf Plug-Flow detention time= 22.7 min calculated for 26,160 cf(98% of inflow) Center-of-Mass det.time= 13.4 min ( 917.5-904.0 ) Volume Invert Avail.Storage Storage Description #1 937.70' 11,008 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) 937.70 1,878 182.0 0 0 1,878 938.00 3,572 243.0 804 804 3,942 940.00 6,804 403.0 10,204 11,008 12,192 Device Routing Invert Outlet Devices #1 Primary 937.90' 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 #2 Discarded 937.70' 0.300 in/hr Exfiltration over Wetted area from 937.70' -937.90' Excluded Wetted area = 1,878 sf Oak Park Sr Living Phase 5 - Existing 2017.04.20 Type 1124-hr 2-Year Rainfall=2.75" Prepared by{enter your company name here} Printed 4/20/2017 HydroCAD®10.00-19 s/n 01934 ©2016 HydroCAD Software Solutions LLC Page 8 Qiscarded OutFlow Max=0.01 cfs @ 11.94 hrs HW=937.92' (Free Discharge) 2=Exfiltration (Exfiltration Controls 0.01 cfs) Primary OutFlow Max=5.11 cfs @ 12.20 hrs HW=938.24' TW=935.83' (Dynamic Tailwater) t-1=Broad-Crested Rectangular Weir(Weir Controls 5.11 cfs @ 1.49 fps) Summary for Pond B5: Inflow Area = 582,847 sf, 22.66% Impervious, Inflow Depth = 0.44" for 2-Year event Inflow = 8.60 cfs @ 12.03 hrs, Volume= 21,199 cf Outflow = 0.33 cfs @ 15.05 hrs, Volume= 8,752 cf, Atten= 96%, Lag= 180.8 min Discarded = 0.03 cfs @ 13.57 hrs, Volume= 2,207 cf Primary = 0.29 cfs @ 15.05 hrs, Volume= 6,546 cf Routing by Sim-Route method, Time Span= 0.00-30.00 hrs, dt= 0.01 hrs Starting Elev= 937.00' Surf.Area= 16,501 sf Storage= 16,179 cf Peak Elev= 937.85' @ 15.05 hrs Surf.Area=21,240 sf Storage= 29,956 cf (13,778 cf above start) Plug-Flow detention time= (not calculated: initial storage exceeds outflow) Center-of-Mass det. time= 274.7 min ( 1,133.7 -859.0 ) Volume Invert Avail.Storage Storage Description #1 936.00' 87,809 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) 936.00 10,936 483.0 0 0 10,936 938.00 22,066 624.0 32,358 32,358 23,406 940.00 33,801 779.0 55,452 87,809 40,768 Device Routing Invert Outlet Devices #1 Primary 937.80' 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 #2 Discarded 937.00' 0.300 in/hr Exfiltration over Wetted area from 937.00'-937.80' Excluded Wetted area = 17,171 sf Qiscarded OutFlow Max=0.03 cfs @ 13.57 hrs HW=937.80' (Free Discharge) 2=Exfiltration (Exfiltration Controls 0.03 cfs) Primary OutFlow Max=0.29 cfs @ 15.05 hrs HW=937.85' TW=936.01' (Dynamic Tailwater) t--1=Broad-Crested Rectangular Weir(Weir Controls 0.29 cfs @ 0.57 fps) Summary for Pond CITY POND: City Pond Inflow Area = 316,304 sf, 0.00% Impervious, Inflow Depth = 0.36" for 2-Year event Inflow = 2.18 cfs @ 12.13 hrs, Volume= 9,600 cf Outflow = 0.00 cfs @ 0.00 hrs, Volume= 0 cf, Atten= 100%, Lag= 0.0 min Primary = 0.00 cfs @ 0.00 hrs, Volume= 0 cf Oak Park Sr Living Phase 5 - Existing 2017.04.20 Type 1124-hr 2-Year Rainfall=2.75" Prepared by{enter your company name here) Printed 4/20/2017 HydroCAD®10.00-19 s/n 01934 ©2016 HydroCAD Software Solutions LLC Page 9 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 exceeds 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. 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" Round Culvert L= 950.0' CMP, end-section conforming to fill, Ke= 0.500 Inlet/Outlet Invert= 949.00'/939.00' S= 0.0105 '/' Cc= 0.900 n= 0.012, Flow Area= 0.79 sf Primary OutFlow Max=0.00 cfs @ 0.00 hrs HW=947.00' TW=937.00' (Dynamic Tailwater) t1=Culvert ( Controls 0.00 cfs) Summary for Pond EX. CB: [57] Hint: Peaked at 920.60' (Flood elevation advised) Inflow Area = 1,967,758 sf, 33.23% Impervious, Inflow Depth > 0.51" for 2-Year event Inflow = 1.40 cfs @ 17.48 hrs, Volume= 83,394 cf Outflow = 1.40 cfs @ 17.49 hrs, Volume= 83,394 cf, Atten= 0%, Lag= 0.6 min Primary = 1.40 cfs @ 17.49 hrs, Volume= 83,394 cf Routing by Sim-Route method, Time Span= 0.00-30.00 hrs, dt= 0.01 hrs Peak Elev= 920.60' @ 17.49 hrs Device Routing Invert Outlet Devices #1 Primary 920.03' 15.0" Round Culvert L= 171.0' RCP, sq.cut end projecting, Ke= 0.500 Inlet/Outlet Invert= 920.03'/918.00' S= 0.0119 '/' Cc= 0.900 n= 0.012 Concrete pipe, finished, Flow Area= 1.23 sf Primary OutFlow Max=1.40 cfs @ 17.49 hrs HW=920.60' (Free Discharge) ,Primary (Inlet Controls 1.40 cfs @ 2.57 fps) Summary for Pond POND 1: Pond 1 Oak Park Sr Living Phase 5 - Existing 2017.04.20 Type 1124-hr 2-Year Rainfall=2.75" Prepared by{enter your company name here} Printed 4/20/2017 HydroCAD®10.00-19 s/n 01934 ©2016 HydroCAD Software Solutions LLC Page 10 Inflow Area = 1,967,758 sf, 33.23% Impervious, Inflow Depth > 0.65" for 2-Year event Inflow = 15.71 cfs @ 12.13 hrs, Volume= 106,946 cf Outflow = 1.43 cfs @ 17.48 hrs, Volume= 85,261 cf, Atten= 91%, Lag= 321.2 min Discarded = 0.03 cfs @ 17.48 hrs, Volume= 1,841 cf Primary = 1.40 cfs @ 17.48 hrs, Volume= 83,419 cf Secondary = 0.00 cfs @ 0.00 hrs, Volume= 0 cf Routing by Sim-Route method, Time Span= 0.00-30.00 hrs, dt= 0.01 hrs Starting Elev= 928.00' Surf.Area= 37,312 sf Storage= 141,077 cf Peak Elev= 929.03' @ 17.48 hrs Surf.Area=42,094 sf Storage= 184,072 cf (42,995 cf above start) Plug-Flow detention time= (not calculated: initial storage exceeds outflow) Center-of-Mass det. time= 289.3 min ( 1,174.4 -885.1 ) Volume Invert Avail.Storage Storage Description #1 918.00' 454,299 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) 918.00 1,896 411.0 0 0 1,896 920.00 5,088 119.0 6,727 6,727 14,223 922.00 10,092 889.0 14,897 21,624 75,996 924.00 15,717 978.0 25,602 47,226 89,350 926.00 22,593 1,125.0 38,103 85,329 114,040 927.00 25,986 1,145.0 24,270 109,598 117,827 928.00 37,312 1,198.0 31,479 141,077 127,778 930.00 46,629 1,239.0 83,768 224,845 136,094 932.00 56,719 1,289.0 103,183 328,029 146,466 934.00 69,777 1,366.0 126,271 454,299 162,949 Device Routing Invert Outlet Devices #1 Primary 928.00' 8.0" Round Culvert L= 273.0' RCP, square edge headwall, Ke= 0.500 Inlet/Outlet Invert= 928.00'/922.54' S= 0.0200 '/' Cc= 0.900 n= 0.011 Concrete pipe, straight&clean, Flow Area= 0.35 sf #2 Device 1 925.00' 30.0"W x 24.0" H Vert. Orifice/Grate C= 0.600 #3 Device 1 932.80' 48.0" Horiz. Orifice/Grate C= 0.600 Limited to weir flow at low heads #4 Secondary 933.50' 15.0' 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 #5 Discarded 928.00' 0.300 in/hr Exfiltration over Wetted area above 928.00' Excluded Wetted area = 127,778 sf Oak Park Sr Living Phase 5 - Existing 2017.04.20 Type 1124-hr 2-Year Rainfall=2.75" Prepared by{enter your company name here} Printed 4/20/2017 HydroCAD®10.00-19 s/n 01934 ©2016 HydroCAD Software Solutions LLC Page 11 iscarded OutFlow Max=0.03 cfs @ 17.48 hrs HW=929.03' (Free Discharge) =Exfiltration (Exfiltration Controls 0.03 cfs) Primary OutFlow Max=1.40 cfs @ 17.48 hrs HW=929.03' TW=920.60' (Dynamic Tailwater) t.- Culvert (Inlet Controls 1.40 cfs @ 4.01 fps) 2=Orifice/Grate (Passes 1.40 cfs of 24.39 cfs potential flow) 3 Orifice/Grate ( Controls 0.00 cfs) econdary OutFlow Max=0.00 cfs @ 0.00 hrs HW=928.00' (Free Discharge) =Broad-Crested Rectangular Weir( Controls 0.00 cfs) Oak Park Sr Living Phase 5 - Existing 2017.04.20 Type II 24-hr 10-Year Rainfall=4.20" Prepared by{enter your company name here) Printed 4/20/2017 HydroCAD®10.00-19 sin 01934 ©2016 HydroCAD Software Solutions LLC Page 12 Summary for Subcatchment P10: Runoff = 8.97 cfs @ 12.17 hrs, Volume= 32,839 cf, Depth= 1.27" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-30.00 hrs, dt= 0.01 hrs Type II 24-hr 10-Year Rainfall=4.20" 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 78.48% Pervious Area 66,793 21.52% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 21.6 690 0.0250 0.53 Lag/CN Method, Summary for Subcatchment P3: Runoff = 12.60 cfs @ 12.07 hrs, Volume= 35,095 cf, Depth= 1.67" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-30.00 hrs, dt= 0.01 hrs Type II 24-hr 10-Year Rainfall=4.20" Area (sf) CN Description 82,241 98 Paved parking & roofs 7,378 98 Building 160,372 58 Meadow, non-grazed, HSG B 1,810 100 Pond 251,801 73 Weighted Average 160,372 63.69% Pervious Area 91,429 36.31% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 9.3 100 0.0700 0.18 Sheet Flow, Grass: Dense n= 0.240 P2= 2.75" 2.4 144 0.0200 0.99 Shallow Concentrated Flow, Short Grass Pasture Kv= 7.0 fps 2.1 365 0.0200 2.87 Shallow Concentrated Flow, Paved Kv=20.3 fps 0.7 283 0.0200 6.95 5.46 Pipe Channel, 12.0" Round Area=0.8 sf Perim= 3.1' r= 0.25' n= 0.012 14.5 892 Total Oak Park Sr Living Phase 5 - Existing 2017.04.20 Type 1124-hr 10-Year Rainfall=4.20" Prepared by{enter your company name here} Printed 4/20/2017 HydroCAD®10.00-19 s/n 01934 ©2016 HydroCAD Software Solutions LLC Page 13 Summary for Subcatchment P4: Runoff = 9.03 cfs @ 12.02 hrs, Volume= 21,464 cf, Depth= 2.46" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-30.00 hrs, dt= 0.01 hrs Type II 24-hr 10-Year Rainfall=4.20" Area (sf) CN Description 41,292 58 Woods/grass comb., Good, HSG B * 22,508 98 Building * 40,875 99 Pond 104,675 83 Weighted Average 41,292 39.45% Pervious Area 63,383 60.55% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.7 50 0.0400 0.12 Sheet Flow, Grass: Dense n= 0.240 P2= 2.75" 3.4 200 0.0200 0.99 Shallow Concentrated Flow, Short Grass Pasture Kv= 7.0 fps 10.1 250 Total Summary for Subcatchment P5: Runoff = 18.77 cfs @ 12.03 hrs, Volume= 45,480 cf, Depth= 2.05" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-30.00 hrs, dt= 0.01 hrs Type II 24-hr 10-Year Rainfall=4.20" Area (sf) CN Description 134,459 58 Woods/grass comb., Good, HSG B 79,679 98 Paved parking & roofs * 9,837 99 Water * 42,568 98 Building 266,543 78 Weighted Average 134,459 50.45% Pervious Area 132,084 49.55% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 8.8 50 0.0200 0.09 Sheet Flow, Grass: Dense n= 0.240 P2= 2.75" 2.0 200 0.0550 1.64 Shallow Concentrated Flow, Short Grass Pasture Kv= 7.0 fps 10.8 250 Total Oak Park Sr Living Phase 5 - Existing 2017.04.20 Type 1124-hr 10-Year Rainfall=4.20" Prepared by {enter your company name here) Printed 4/20/2017 HydroCAD®10.00-19 s/n 01934 ©2016 HydroCAD Software Solutions LLC Page 14 Summary for Subcatchment P6: Runoff = 35.90 cfs @ 12.11 hrs, Volume= 113,282 cf, Depth= 1.89" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-30.00 hrs, dt= 0.01 hrs Type II 24-hr 10-Year Rainfall=4.20" Area (sf) CN Description 169,596 98 Paved roads w/curbs &sewers * 91,893 98 Building * 38,796 100 Pond 417,784 60 Meadow, non-grazed, HSG B 718,069 76 Weighted Average 417,784 58.18% Pervious Area 300,285 41.82% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.7 50 0.0400 0.12 Sheet Flow, Grass: Dense n= 0.240 P2= 2.75" 11.9 705 0.0200 0.99 Shallow Concentrated Flow, Short Grass Pasture Kv= 7.0 fps 18.6 755 Total Summary for Subcatchment P9: Runoff = 9.00 cfs @ 12.10 hrs, Volume= 28,648 cf, Depth= 1.09" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-30.00 hrs, dt= 0.01 hrs Type II 24-hr 10-Year Rainfall=4.20" Area (sf) CN Description 316,304 64 316,304 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 12.3 100 0.0350 0.14 Sheet Flow, Grass: Dense n= 0.240 P2= 2.75" 3.8 301 0.0350 1.31 Shallow Concentrated Flow, Short Grass Pasture Kv= 7.0 fps 16.1 401 Total Summary for Pond B2: Wetland Inflow Area = 1,249,689 sf, 28.30% Impervious, Inflow Depth = 1.14" for 10-Year event Inflow = 23.46 cfs @ 12.09 hrs, Volume= 118,735 cf Outflow = 4.05 cfs @ 13.72 hrs, Volume= 129,182 cf, Atten= 83%, Lag= 97.8 min Primary = 4.05 cfs @ 13.72 hrs, Volume= 129,182 cf Oak Park Sr Living Phase 5 - Existing 2017.04.20 Type 1124-hr 10-Year Rainfall=4.20" Prepared by{enter your company name here} Printed 4/20/2017 HydroCAD®10.00-19 sin 01934 ©2016 HydroCAD Software Solutions LLC Page 15 Routing by Sim-Route method, Time Span= 0.00-30.00 hrs, dt= 0.01 hrs Starting Elev= 936.00' Surf.Area= 45,780 sf Storage= 22,458 cf Peak Elev= 936.70' @ 13.72 hrs Surf.Area= 50,428 sf Storage= 58,892 cf (36,434 cf above start) Plug-Flow detention time= 270.3 min calculated for 106,689 cf(90% of inflow) Center-of-Mass det. time= 98.6 min ( 975.2 -876.6 ) Volume Invert Avail.Storage Storage Description #1 935.50' 254,384 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) 935.50 44,056 847.0 0 0 44,056 936.00 45,780 844.0 22,458 22,458 44,641 938.00 59,126 955.0 104,622 127,079 60,633 940.00 68,288 1,064.0 127,304 254,384 78,261 Device Routing Invert Outlet Devices #1 Primary 935.20' 15.0" Round Culvert L= 879.0' RCP, square edge headwall, Ke= 0.500 Inlet/Outlet Invert= 935.20'/928.00' S= 0.0082 'P Cc= 0.900 n= 0.012, Flow Area= 1.23 sf #2 Device 1 937.50' 48.0" Horiz. Orifice/Grate C= 0.600 Limited to weir flow at low heads #3 Device 1 935.50' 15.0" Round Culvert L= 38.0' RCP, sq.cut end projecting, Ke= 0.500 Inlet/Outlet Invert= 935.50'/935.20' S=0.0079 '/' Cc= 0.900 n= 0.012, Flow Area= 1.23 sf Primary OutFlow Max=4.05 cfs @ 13.72 hrs HW=936.70' TW=930.14' (Dynamic Tailwater) L =Culvert (Passes 4.05 cfs of 5.52 cfs potential flow) 2=Orifice/Grate ( Controls 0.00 cfs) 3=Culvert (Barrel Controls 4.05 cfs @ 4.29 fps) Summary for Pond B3: Inflow Area = 310,366 sf, 21.52% Impervious, Inflow Depth = 1.27" for 10-Year event Inflow = 8.97 cfs @ 12.17 hrs, Volume= 32,839 cf Outflow = 3.39 cfs @ 12.49 hrs, Volume= 32,536 cf, Atten= 62%, Lag= 19.7 min Primary = 3.39 cfs @ 12.49 hrs, Volume= 32,536 cf Secondary = 0.00 cfs @ 0.00 hrs, Volume= 0 cf 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 32,525 cf(99% of inflow) Center-of-Mass det. time= 20.6 min (898.1 -877.5 ) Volume Invert Avail.Storage Storage Description #1 938.00' 96,696 cf Custom Stage Data(Irregular)Listed below Oak Park Sr Living Phase 5 - Existing 2017.04.20 Type 1124-hr 10-Year Rainfall=4.20" Prepared by{enter your company name here} Printed 4/20/2017 HydroCAD®10.00-19 s/n 01934 ©2016 HydroCAD Software Solutions LLC Page 16 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 0 500 940.00 897 135.0 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" Round Culvert L= 120.0' RCP, end-section conforming to fill, Ke= 0.500 Inlet/Outlet Invert= 938.42'/938.24' S= 0.0015 '/' Cc= 0.900 n= 0.012, Flow Area= 0.79 sf #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=938.28' (Dynamic Tailwater) t1=Culvert (Barrel Controls 3.39 cfs @ 4.32 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) Summary for Pond B4: Inflow Area = 562,167 sf, 28.15% Impervious, Inflow Depth = 1.44" for 10-Year event Inflow = 15.25 cfs @ 12.07 hrs, Volume= 67,631 cf Outflow = 14.55 cfs @ 12.12 hrs, Volume= 67,195 cf, Atten= 5%, Lag= 2.7 min Discarded = 0.01 cfs @ 11.44 hrs, Volume= 639 cf Primary = 14.54 cfs @ 12.12 hrs, Volume= 66,556 cf Routing by Sim-Route method, Time Span= 0.00-30.00 hrs, dt= 0.01 hrs Peak Elev= 938.56' @ 12.12 hrs Surf.Area=4,481 sf Storage= 3,674 cf Plug-Flow detention time= 12.0 min calculated for 67,195 cf(99% of inflow) Center-of-Mass det. time= 8.1 min ( 883.2 -875.0 ) Volume Invert Avail.Storage Storage Description #1 937.70' 11,008 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) 937.70 1,878 182.0 0 0 1,878 938.00 3,572 243.0 804 804 3,942 940.00 6,804 403.0 10,204 11,008 12,192 Device Routing Invert Outlet Devices #1 Primary 937.90' 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 #2 Discarded 937.70' 0.300 in/hr Exfiltration over Wetted area from 937.70' -937.90' Excluded Wetted area = 1,878 sf Oak Park Sr Living Phase 5 - Existing 2017.04.20 Type II 24-hr 10-Year Rainfall=4.20" Prepared by{enter your company name here} Printed 4/20/2017 HydroCAD®10.00-19 sin 01934 ©2016 HydroCAD Software Solutions LLC Page 17 Qiscarded OutFlow Max=0.01 cfs @ 11.44 hrs HW=937.90' (Free Discharge) 2=Exfiltration (Exfiltration Controls 0.01 cfs) Primary OutFlow Max=14.54 cfs @ 12.12 hrs HW=938.56' TW=936.05' (Dynamic Tailwater) t1=Broad-Crested Rectangular Weir(Weir Controls 14.54 cfs @ 2.19 fps) Summary for Pond B5: Inflow Area = 582,847 sf, 22.66% Impervious, Inflow Depth = 0.94" for 10-Year event Inflow = 18.77 cfs @ 12.03 hrs, Volume= 45,480 cf Outflow = 4.73 cfs @ 12.26 hrs, Volume= 32,985 cf, Atten= 75%, Lag= 13.7 min Discarded = 0.03 cfs @ 12.03 hrs, Volume= 2,270 cf Primary = 4.70 cfs @ 12.26 hrs, Volume= 30,715 cf Routing by Sim-Route method, Time Span= 0.00-30.00 hrs, dt= 0.01 hrs Starting Elev= 937.00' Surf.Area= 16,501 sf Storage= 16,179 cf Peak Elev= 938.13' @ 12.26 hrs Surf.Area= 22,800 sf Storage= 35,824 cf (19,645 cf above start) Plug-Flow detention time= 386.6 min calculated for 16,801 cf(37% of inflow) Center-of-Mass det. time= 95.2 min ( 931.6 -836.5 ) Volume Invert Avail.Storage Storage Description #1 936.00' 87,809 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) 936.00 10,936 483.0 0 0 10,936 938.00 22,066 624.0 32,358 32,358 23,406 940.00 33,801 779.0 55,452 87,809 40,768 Device Routing Invert Outlet Devices #1 Primary 937.80' 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 #2 Discarded 937.00' 0.300 in/hr Exfiltration over Wetted area from 937.00'-937.80' Excluded Wetted area = 17,171 sf Qiscarded OutFlow Max=0.03 cfs @ 12.03 hrs HW=937.81' (Free Discharge) 2=Exfiltration (Exfiltration Controls 0.03 cfs) Primary OutFlow Max=4.69 cfs @ 12.26 hrs HW=938.13' TW=936.23' (Dynamic Tailwater) t1=Broad-Crested Rectangular Weir(Weir Controls 4.69 cfs @ 1.44 fps) Summary for Pond CITY POND: City Pond Inflow Area = 316,304 sf, 0.00% Impervious, Inflow Depth = 1.09" for 10-Year event Inflow = 9.00 cfs @ 12.10 hrs, Volume= 28,648 cf Outflow = 0.00 cfs @ 0.00 hrs, Volume= 0 cf, Atten= 100%, Lag= 0.0 min Primary = 0.00 cfs @ 0.00 hrs, Volume= 0 cf Oak Park Sr Living Phase 5 - Existing 2017.04.20 Type 1124-hr 10-Year Rainfall=4.20" Prepared by{enter your company name here} Printed 4/20/2017 HydroCAD®10.00-19 s/n 01934 ©2016 HydroCAD Software Solutions LLC Page 18 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 exceeds 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. 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" Round Culvert L= 950.0' CMP, end-section conforming to fill, Ke= 0.500 Inlet/Outlet Invert= 949.00'/939.00' S= 0.0105 '/' Cc= 0.900 n= 0.012, Flow Area= 0.79 sf Primary OutFlow Max=0.00 cfs @ 0.00 hrs HW=947.00' TW=937.00' (Dynamic Tailwater) t1=Culvert ( Controls 0.00 cfs) Summary for Pond EX. CB: [57] Hint: Peaked at 920.77' (Flood elevation advised) Inflow Area = 1,967,758 sf, 33.23% Impervious, Inflow Depth > 0.90" for 10-Year event Inflow = 2.24 cfs @ 20.28 hrs, Volume= 147,028 cf Outflow = 2.24 cfs @ 20.29 hrs, Volume= 147,028 cf, Atten= 0%, Lag= 0.6 min Primary = 2.24 cfs @ 20.29 hrs, Volume= 147,028 cf Routing by Sim-Route method, Time Span= 0.00-30.00 hrs, dt= 0.01 hrs Peak Elev= 920.77' @ 20.29 hrs Device Routing Invert Outlet Devices #1 Primary 920.03' 15.0" Round Culvert L= 171.0' RCP, sq.cut end projecting, Ke= 0.500 Inlet/Outlet Invert= 920.03'/918.00' S= 0.0119 '/' Cc= 0.900 n= 0.012 Concrete pipe, finished, Flow Area= 1.23 sf Primary OutFlow Max=2.24 cfs @ 20.29 hrs HW=920.77' (Free Discharge) ,Primary (Inlet Controls 2.24 cfs @ 2.94 fps) Summary for Pond POND 1: Pond 1 Oak Park Sr Living Phase 5 - Existing 2017.04.20 Type 1124-hr 10-Year Rainfall=4.20" Prepared by{enter your company name here) Printed 4/20/2017 HydroCAD®10.00-19 s/n 01934 ©2016 HydroCAD Software Solutions LLC Page 19 Inflow Area = 1,967,758 sf, 33.23% Impervious, Inflow Depth > 1.48" for 10-Year event Inflow = 37.05 cfs @ 12.12 hrs, Volume= 242,453 cf Outflow = 2.33 cfs @ 20.28 hrs, Volume= 152,403 cf, Atten= 94%, Lag=489.5 min Discarded = 0.09 cfs @ 20.28 hrs, Volume= 5,299 cf Primary = 2.24 cfs @ 20.28 hrs, Volume= 147,104 cf Secondary = 0.00 cfs @ 0.00 hrs, Volume= 0 cf Routing by Sim-Route method, Time Span= 0.00-30.00 hrs, dt= 0.01 hrs Starting Elev= 928.00' Surf.Area= 37,312 sf Storage= 141,077 cf Peak Elev= 930.89' @ 20.28 hrs Surf.Area= 51,124 sf Storage= 270,817 cf (129,740 cf above start) Plug-Flow detention time= 1,613.9 min calculated for 11,326 cf(5% of inflow) Center-of-Mass det. time= 315.7 min ( 1,232.0-916.3 ) Volume Invert Avail.Storage Storage Description #1 918.00' 454,299 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) 918.00 1,896 411.0 0 0 1,896 920.00 5,088 119.0 6,727 6,727 14,223 922.00 10,092 889.0 14,897 21,624 75,996 924.00 15,717 978.0 25,602 47,226 89,350 926.00 22,593 1,125.0 38,103 85,329 114,040 927.00 25,986 1,145.0 24,270 109,598 117,827 928.00 37,312 1,198.0 31,479 141,077 127,778 930.00 46,629 1,239.0 83,768 224,845 136,094 932.00 56,719 1,289.0 103,183 328,029 146,466 934.00 69,777 1,366.0 126,271 454,299 162,949 Device Routing Invert Outlet Devices #1 Primary 928.00' 8.0" Round Culvert L=273.0' RCP, square edge headwall, Ke= 0.500 Inlet/Outlet Invert= 928.00'/922.54' S= 0.0200 '/' Cc= 0.900 n= 0.011 Concrete pipe, straight &clean, Flow Area= 0.35 sf #2 Device 1 925.00' 30.0"W x 24.0" H Vert. Orifice/Grate C= 0.600 #3 Device 1 932.80' 48.0" Horiz. Orifice/Grate C= 0.600 Limited to weir flow at low heads #4 Secondary 933.50' 15.0' 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 #5 Discarded 928.00' 0.300 in/hr Exfiltration over Wetted area above 928.00' Excluded Wetted area = 127,778 sf Oak Park Sr Living Phase 5 - Existing 2017.04.20 Type 1124-hr 10-Year Rainfall=4.20 Prepared by{enter your company name here} Printed 4/20/2017 HydroCAD®10.00-19 s/n 01934 ©2016 HydroCAD Software Solutions LLC Page 20 piscarded OutFlow Max=0.09 cfs @ 20.28 hrs HW=930.89' (Free Discharge) =Exfiltration (Exfiltration Controls 0.09 cfs) Primary OutFlow Max=2.24 cfs @ 20.28 hrs HW=930.89' TW=920.77' (Dynamic Tailwater) t =Culvert (Barrel Controls 2.24 cfs @ 6.41 fps) 2=Orifice/Grate (Passes 2.24 cfs of 40.93 cfs potential flow) 3=Orifice/Grate (Controls 0.00 cfs) econdary OutFlow Max=0.00 cfs @ 0.00 hrs HW=928.00' (Free Discharge) 4=Broad-Crested Rectangular Weir( Controls 0.00 cfs) Oak Park Sr Living Phase 5 - Existing 2017.04.20 Type /l 24-hr 100-Year Rainfall=5.90" Prepared by{enter your company name here} Printed 4/20/2017 HydroCAD®10.00-19 s/n 01934 ©2016 HydroCAD Software Solutions LLC Page 21 Summary for Subcatchment P10: Runoff = 18.28 cfs @ 12.15 hrs, Volume= 63,492 cf, Depth= 2.45" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-30.00 hrs, dt= 0.01 hrs Type II 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 310,366 67 Weighted Average 243,573 78.48% Pervious Area 66,793 21.52% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 21.6 690 0.0250 0.53 Lag/CN Method, Summary for Subcatchment P3: Runoff = 22.93 cfs @ 12.07 hrs, Volume= 63,073 cf, Depth= 3.01" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-30.00 hrs, dt= 0.01 hrs Type II 24-hr 100-Year Rainfall=5.90" Area (sf) CN Description 82,241 98 Paved parking & roofs 7,378 98 Building 160,372 58 Meadow, non-grazed, HSG B 1,810 100 Pond 251,801 73 Weighted Average 160,372 63.69% Pervious Area 91,429 36.31% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 9.3 100 0.0700 0.18 Sheet Flow, Grass: Dense n= 0.240 P2= 2.75" 2.4 144 0.0200 0.99 Shallow Concentrated Flow, Short Grass Pasture Kv= 7.0 fps 2.1 365 0.0200 2.87 Shallow Concentrated Flow, Paved Kv= 20.3 fps 0.7 283 0.0200 6.95 5.46 Pipe Channel, 12.0" Round Area= 0.8 sf Perim= 3.1' r= 0.25' n= 0.012 14.5 892 Total Oak Park Sr Living Phase 5 - Existing 2017.04.20 Type 1124-hr 100-Year Rainfall=5.90" Prepared by{enter your company name here} Printed 4/20/2017 HydroCAD®10.00-19 s/n 01934 ©2016 HydroCAD Software Solutions LLC Page 22 Summary for Subcatchment P4: Runoff = 14.41 cfs @ 12.02 hrs, Volume= 34,880 cf, Depth= 4.00" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-30.00 hrs, dt= 0.01 hrs Type II 24-hr 100-Year Rainfall=5.90" Area (sf) CN Description 41,292 58 Woods/grass comb., Good, HSG B 22,508 98 Building 40,875 99 Pond 104,675 83 Weighted Average 41,292 39.45% Pervious Area 63,383 60.55% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.7 50 0.0400 0.12 Sheet Flow, Grass: Dense n= 0.240 P2= 2.75" 3.4 200 0.0200 0.99 Shallow Concentrated Flow, Short Grass Pasture Kv= 7.0 fps 10.1 250 Total Summary for Subcatchment P5: Runoff = 31.76 cfs @ 12.02 hrs, Volume= 77,536 cf, Depth= 3.49" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-30.00 hrs, dt= 0.01 hrs Type II 24-hr 100-Year Rainfall=5.90" Area (sf) CN Description 134,459 58 Woods/grass comb., Good, HSG B 79,679 98 Paved parking & roofs 9,837 99 Water 42,568 98 Building 266,543 78 Weighted Average 134,459 50.45% Pervious Area 132,084 49.55% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 8.8 50 0.0200 0.09 Sheet Flow, Grass: Dense n= 0.240 P2= 2.75" 2.0 200 0.0550 1.64 Shallow Concentrated Flow, Short Grass Pasture Kv= 7.0 fps 10.8 250 Total Oak Park Sr Living Phase 5 - Existing 2017.04.20 Type 1124-hr 100-Year Rainfall=5.90" Prepared by{enter your company name here} Printed 4/20/2017 HydroCAD®10.00-19 s/n 01934 ©2016 HydroCAD Software Solutions LLC Page 23 Summary for Subcatchment P6: Runoff = 62.94 cfs @ 12.11 hrs, Volume= 197,110 cf, Depth= 3.29" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-30.00 hrs, dt= 0.01 hrs Type II 24-hr 100-Year Rainfall=5.90" Area (sf) CN Description 169,596 98 Paved roads w/curbs &sewers 91,893 98 Building 38,796 100 Pond 417,784 60 Meadow, non-grazed, HSG B 718,069 76 Weighted Average 417,784 58.18% Pervious Area 300,285 41.82% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.7 50 0.0400 0.12 Sheet Flow, Grass: Dense n= 0.240 P2= 2.75" 11.9 705 0.0200 0.99 Shallow Concentrated Flow, Short Grass Pasture Kv= 7.0 fps 18.6 755 Total Summary for Subcatchment P9: Runoff = 19.47 cfs @ 12.09 hrs, Volume= 57,788 cf, Depth= 2.19" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-30.00 hrs, dt=0.01 hrs Type II 24-hr 100-Year Rainfall=5.90" Area (sf) CN Description 316,304 64 316,304 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 12.3 100 0.0350 0.14 Sheet Flow, Grass: Dense n= 0.240 P2= 2.75" 3.8 301 0.0350 1.31 Shallow Concentrated Flow, Short Grass Pasture Kv= 7.0 fps 16.1 401 Total Summary for Pond B2: Wetland Inflow Area = 1,249,689 sf, 28.30% Impervious, Inflow Depth > 2.16" for 100-Year event Inflow = 49.20 cfs @ 12.09 hrs, Volume= 225,202 cf Outflow = 5.76 cfs @ 12.55 hrs, Volume= 231,490 cf, Atten= 88%, Lag= 27.9 min Primary = 5.76 cfs @ 12.55 hrs, Volume= 231,490 cf Oak Park Sr Living Phase 5 - Existing 2017.04.20 Type 1124-hr 100-Year Rainfall=5.90" Prepared by {enter your company name here) Printed 4/20/2017 HydroCAD®10.00-19 s/n 01934 ©2016 HydroCAD Software Solutions LLC Page 24 Routing by Sim-Route method, Time Span= 0.00-30.00 hrs, dt= 0.01 hrs Starting Elev= 936.00' Surf.Area=45,780 sf Storage= 22,458 cf Peak Elev= 937.70' @ 14.68 hrs Surf.Area= 57,119 sf Storage= 111,344 cf (88,886 cf above start) Plug-Flow detention time= 282.2 min calculated for 208,963 cf(93% of inflow) Center-of-Mass det. time= 172.2 min ( 1,039.9-867.7 ) Volume Invert Avail.Storage Storage Description #1 935.50' 254,384 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) 935.50 44,056 847.0 0 0 44,056 936.00 45,780 844.0 22,458 22,458 44,641 938.00 59,126 955.0 104,622 127,079 60,633 940.00 68,288 1,064.0 127,304 254,384 78,261 Device Routing Invert Outlet Devices #1 Primary 935.20' 15.0" Round Culvert L= 879.0' RCP, square edge headwall, Ke= 0.500 Inlet/Outlet Invert= 935.20'/928.00' S= 0.0082 '/' Cc= 0.900 n= 0.012, Flow Area= 1.23 sf #2 Device 1 937.50' 48.0" Horiz. Orifice/Grate C=0.600 Limited to weir flow at low heads #3 Device 1 935.50' 15.0" Round Culvert L= 38.0' RCP, sq.cut end projecting, Ke= 0.500 Inlet/Outlet Invert= 935.50'/935.20' S= 0.0079 '/' Cc= 0.900 n= 0.012, Flow Area= 1.23 sf Primary OutFlow Max=5.75 cfs @ 12.55 hrs HW=937.23' TW=930.76' (Dynamic Tailwater) L =Culvert (Outlet Controls 5.75 cfs @ 4.68 fps) 2=Orifice/Grate ( Controls 0.00 cfs) 3=Culvert (Passes 5.75 cfs of 5.78 cfs potential flow) Summary for Pond B3: Inflow Area = 310,366 sf, 21.52% Impervious, Inflow Depth = 2.45" for 100-Year event Inflow = 18.28 cfs @ 12.15 hrs, Volume= 63,492 cf Outflow = 4.71 cfs @ 12.61 hrs, Volume= 63,188 cf, Atten= 74%, Lag= 27.1 min Primary = 4.71 cfs @ 12.61 hrs, Volume= 63,188 cf Secondary = 0.00 cfs @ 0.00 hrs, Volume= 0 cf Routing by Sim-Route method, Time Span= 0.00-30.00 hrs, dt= 0.01 hrs Peak Elev= 941.87' @ 12.61 hrs Surf.Area= 22,433 sf Storage= 19,743 cf Plug-Flow detention time= 39.6 min calculated for 63,188 cf(100% of inflow) Center-of-Mass det. time= 36.7 min ( 894.1 -857.4 ) Volume Invert Avail.Storage Storage Description #1 938.00' 96,696 cf Custom Stage Data(Irregular)Listed below Oak Park Sr Living Phase 5 - Existing 2017.04.20 Type 1124-hr 100-Year Rainfall=5.90" Prepared by{enter your company name here) Printed 4/20/2017 HydroCAD®10.00-19 sin 01934 ©2016 HydroCAD Software Solutions LLC Page 25 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 0 500 940.00 897 135.0 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" Round Culvert L= 120.0' RCP, end-section conforming to fill, Ke= 0.500 Inlet/Outlet Invert= 938.42'/938.24' S= 0.0015 '/' Cc= 0.900 n= 0.012, Flow Area= 0.79 sf #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=4.71 cfs @ 12.61 hrs HW=941.87' TW=938.36' (Dynamic Tailwater) L1=Culvert (Barrel Controls 4.71 cfs @ 6.00 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) Summary for Pond B4: Inflow Area = 562,167 sf, 28.15% Impervious, Inflow Depth = 2.70" for 100-Year event Inflow = 26.09 cfs @ 12.07 hrs, Volume= 126,261 cf Outflow = 25.28 cfs @ 12.11 hrs, Volume= 125,823 cf, Atten= 3%, Lag= 2.2 min Discarded = 0.01 cfs @ 10.22 hrs, Volume= 688 cf Primary = 25.27 cfs @ 12.11 hrs, Volume= 125,135 cf Routing by Sim-Route method, Time Span= 0.00-30.00 hrs, dt= 0.01 hrs Peak Elev= 938.86' @ 12.11 hrs Surf.Area=4,964 sf Storage= 5,197 cf Plug-Flow detention time= 8.8 min calculated for 125,823 cf(100% of inflow) Center-of-Mass det. time= 6.6 min ( 872.0 -865.4 ) Volume Invert Avail.Storage Storage Description #1 937.70' 11,008 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) 937.70 1,878 182.0 0 0 1,878 938.00 3,572 243.0 804 804 3,942 940.00 6,804 403.0 10,204 11,008 12,192 Device Routing Invert Outlet Devices #1 Primary 937.90' 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 #2 Discarded 937.70' 0.300 in/hr Exfiltration over Wetted area from 937.70'-937.90' Excluded Wetted area = 1,878 sf III Oak Park Sr Living Phase 5 - Existing 2017.04.20 Type 1124-hr 100-Year Rainfall=5.90" Prepared by{enter your company name here} Printed 4/20/2017 HydroCAD®10.00-19 s/n 01934 ©2016 HydroCAD Software Solutions LLC Page 26 piscarded OutFlow Max=0.01 cfs @ 10.22 hrs HW=937.90' (Free Discharge) 2=Exfiltration (Exfiltration Controls 0.01 cfs) Primary OutFlow Max=25.25 cfs @ 12.11 hrs HW=938.86' TW=936.47' (Dynamic Tailwater) L1=Broad-Crested Rectangular Weir(Weir Controls 25.25 cfs @ 2.63 fps) Summary for Pond B5: Inflow Area = 582,847 sf, 22.66% Impervious, Inflow Depth > 1.66" for 100-Year event Inflow = 31.76 cfs @ 12.02 hrs, Volume= 80,701 cf Outflow = 15.32 cfs @ 12.16 hrs, Volume= 67,535 cf, Atten= 52%, Lag= 8.0 min Discarded = 0.03 cfs @ 11.88 hrs, Volume= 2,345 cf Primary = 15.29 cfs @ 12.16 hrs, Volume= 65,189 cf Routing by Sim-Route method, Time Span= 0.00-30.00 hrs, dt= 0.01 hrs Starting Elev=937.00' Surf.Area= 16,501 sf Storage= 16,179 cf Peak Elev= 938.49' @ 12.16 hrs Surf.Area= 24,913 sf Storage= 45,809 cf (29,630 cf above start) Plug-Flow detention time= 246.9 min calculated for 51,356 cf(64% of inflow) Center-of-Mass det. time= 58.0 min ( 906.6 -848.6 ) Volume Invert Avail.Storage Storage Description #1 936.00' 87,809 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) 936.00 10,936 483.0 0 0 10,936 938.00 22,066 624.0 32,358 32,358 23,406 940.00 33,801 779.0 55,452 87,809 40,768 Device Routing Invert Outlet Devices #1 Primary 937.80' 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 #2 Discarded 937.00' 0.300 in/hr Exfiltration over Wetted area from 937.00'-937.80' Excluded Wetted area = 17,171 sf piscarded OutFlow Max=0.03 cfs @ 11.88 hrs HW=937.80' (Free Discharge) 2=Exfiltration (Exfiltration Controls 0.03 cfs) Primary OutFlow Max=15.28 cfs @ 12.16 hrs HW=938.48' TW=936.62' (Dynamic Tailwater) ,Primary Rectangular Weir(Weir Controls 15.28 cfs @ 2.23 fps) Summary for Pond CITY POND: City Pond Inflow Area = 316,304 sf, 0.00% Impervious, Inflow Depth = 2.19" for 100-Year event Inflow = 19.47 cfs @ 12.09 hrs, Volume= 57,788 cf Outflow = 0.14 cfs @ 24.26 hrs, Volume= 3,168 cf, Atten= 99%, Lag= 729.9 min Primary = 0.14 cfs @ 24.26 hrs, Volume= 3,168 cf Oak Park Sr Living Phase 5 - Existing 2017.04.20 Type /l 24-hr 100-Year Rainfall=5.90" Prepared by{enter your company name here) Printed 4/20/2017 HydroCAD®10.00-19 s/n 01934 ©2016 HydroCAD Software Solutions LLC Page 27 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 3,168 cf(5% of inflow) Center-of-Mass det. time= 658.8 min ( 1,518.4 -859.6 ) Volume Invert Avail.Storage 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 Device Routing Invert Outlet Devices #1 Primary 949.00' 12.0" Round Culvert L= 950.0' CMP, end-section conforming to fill, Ke= 0.500 Inlet/Outlet Invert= 949.00'/939.00' S= 0.0105 '/' Cc= 0.900 n= 0.012, Flow Area= 0.79 sf Primary OutFlow Max=0.14 cfs @ 24.26 hrs HW=949.18' TW=937.86' (Dynamic Tailwater) L1=Culvert (Inlet Controls 0.14 cfs @ 1.44 fps) Summary for Pond EX. CB: [57] Hint: Peaked at 920.84' (Flood elevation advised) Inflow Area = 1,967,758 sf, 33.23% Impervious, Inflow Depth > 1.04" for 100-Year event Inflow = 2.59 cfs @ 24.20 hrs, Volume= 169,861 cf Outflow = 2.59 cfs @ 24.21 hrs, Volume= 169,861 cf, Atten= 0%, Lag= 0.6 min Primary = 2.59 cfs @ 24.21 hrs, Volume= 169,861 cf Routing by Sim-Route method, Time Span= 0.00-30.00 hrs, dt= 0.01 hrs Peak Elev= 920.84' @ 24.21 hrs Device Routing Invert Outlet Devices #1 Primary 920.03' 15.0" Round Culvert L= 171.0' RCP, sq.cut end projecting, Ke= 0.500 Inlet/Outlet Invert= 920.03'/918.00' S= 0.0119 'P Cc= 0.900 n= 0.012 Concrete pipe, finished, Flow Area= 1.23 sf Primary OutFlow Max=2.59 cfs @ 24.21 hrs HW=920.84' (Free Discharge) ,Primary (Inlet Controls 2.59 cfs @ 3.07 fps) Summary for Pond POND 1: Pond 1 Oak Park Sr Living Phase 5 - Existing 2017.04.20 Type 11 24-hr 100-Year Rainfall=5.90" Prepared by{enter your company name here} Printed 4/20/2017 HydroCAD®10.00-19 s/n 01934 ©2016 HydroCAD Software Solutions LLC Page 28 Inflow Area = 1,967,758 sf, 33.23% Impervious, Inflow Depth > 2.61" for 100-Year event Inflow = 65.99 cfs @ 12.11 hrs, Volume= 428,580 cf Outflow = 2.80 cfs @ 24.20 hrs, Volume= 181,759 cf, Allen= 96%, Lag= 725.1 min Discarded = 0.21 cfs @ 24.20 hrs, Volume= 11,807 cf Primary = 2.59 cfs @ 24.20 hrs, Volume= 169,952 cf Secondary = 0.00 cfs @ 0.00 hrs, Volume= 0 cf Routing by Sim-Route method, Time Span= 0.00-30.00 hrs, dt= 0.01 hrs Starting Elev= 928.00' Surf.Area= 37,312 sf Storage= 141,077 cf Peak Elev= 933.48' @ 24.20 hrs Surf.Area=66,381 sf Storage=421,460 cf (280,383 cf above start) Plug-Flow detention time= 1,164.6 min calculated for 40,682 cf(9% of inflow) Center-of-Mass det. time= 293.7 min ( 1,238.5 -944.9 ) Volume Invert Avail.Storage Storage Description #1 918.00' 454,299 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) j 918.00 1,896 411.0 0 0 1,896 920.00 5,088 119.0 6,727 6,727 14,223 922.00 10,092 889.0 14,897 21,624 75,996 924.00 15,717 978.0 25,602 47,226 89,350 926.00 22,593 1,125.0 38,103 85,329 114,040 927.00 25,986 1,145.0 24,270 109,598 117,827 928.00 37,312 1,198.0 31,479 141,077 127,778 930.00 46,629 1,239.0 83,768 224,845 136,094 932.00 56,719 1,289.0 103,183 328,029 146,466 934.00 69,777 1,366.0 126,271 454,299 162,949 Device Routing Invert Outlet Devices #1 Primary 928.00' 8.0" Round Culvert L= 273.0' RCP, square edge headwall, Ke= 0.500 Inlet/Outlet Invert= 928.00'/922.54' S= 0.0200 '/' Cc= 0.900 n= 0.011 Concrete pipe, straight&clean, Flow Area= 0.35 sf #2 Device 1 925.00' 30.0"W x 24.0" H Vert. Orifice/Grate C= 0.600 #3 Device 1 932.80' 48.0" Horiz. Orifice/Grate C= 0.600 Limited to weir flow at low heads #4 Secondary 933.50' 15.0' 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 #5 Discarded 928.00' 0.300 in/hr Exfiltration over Wetted area above 928.00' Excluded Wetted area = 127,778 sf Oak Park Sr Living Phase 5 - Existing 2017.04.20 Type 1124-hr 100-Year Rainfall=5.90" Prepared by{enter your company name here} Printed 4/20/2017 HydroCAD®10.00-19 s/n 01934 ©2016 HydroCAD Software Solutions LLC Page 29 iscarded OutFlow Max=0.21 cfs @ 24.20 hrs HW=933.48' (Free Discharge) =Exfiltration (Exfiltration Controls 0.21 cfs) Primary OutFlow Max=2.59 cfs @ 24.20 hrs HW=933.48' TW=920.84' (Dynamic Tailwater) t— =Culvert (Barrel Controls 2.59 cfs @ 7.41 fps) 2=Orifice/Grate (Passes < 56.36 cfs potential flow) 3 Orifice/Grate (Passes < 23.03 cfs potential flow) econdary OutFlow Max=0.00 cfs @ 0.00 hrs HW=928.00' (Free Discharge) 4=Broad-Crested Rectangular Weir( Controls 0.00 cfs) a 1 " 1 I _ _ ---__. _ I I' - )1 . ...--__-)k 1 mu i miklimmorr i i 7,, ,1: Nil , 1 i. 1`1�� .� "(j- • t� LIN ""moi, � i 11, i!,!1111I Q .; - ; 9 Q I, I I I° , 440 i IP p u-, , J i ! 1 m , . II, /mss. I ���, , � � E F oEA U- r- Q L '.\iiii�' ' iti„ ���p \ - �� .1\ l'fi n'' jk E i J offik< \\. .\s. CC 1 IRA g ;, LI ,j t� i, fly ,... �\ k. - CD W •- y 1.- -1 ',. CS ' �, � iG 1 ` -_ .4 ..,,, „cp ..i., ki4....24.2,11, 6.,,.1 grimier am . -__.i. 11° 1 \ 1` --.. „,_;.. trI ..7.0111SEI 1111 J r Qj...----. ... Oa OPSL Phase 5-Proposed ACB X.CB <P6> (P4) Pond 1 ( P3) D B4 1> B2 Q 65 Q °rte° 4 (P 9) i Wetland City Pond AB3 <P5> (P10) ---\-- Subcat Reach 'on. Link Routing Diagram for Oak Park Sr Living Phase 5-Proposed 2017.04.2 ----\\____ Prepared by{enter your company name here}, Printed 4/20/2017 HydroCAD®10.00-19 s/n 01934 ©2016 HydroCAD Software Solutions LLC Oak Park Sr Living Phase 5 - Proposed 2017.04.20 Prepared by{enter your company name here} Printed 4/20/2017 HydroCAD® 10.00-19 s/n 01934 ©2016 HydroCAD Software Solutions LLC Page 2 Area Listing (all nodes) Area CN Description (sq-ft) (subcatchment-numbers) 316,304 64 (P9) 179,476 98 Building (P3, P4, P5, P6) 403,945 58 Meadow, non-grazed, HSG B (P10, P3) 369,134 60 Meadow, non-grazed, HSG B (P6) 216,976 98 Paved parking& roofs (P10, P3, P5) 203,117 98 Paved roads w/curbs&sewers (P6) 54,254 100 Pond (P10, P3, P6) 40,875 99 Pond (P4) 9,837 99 Water (P5) 173,840 58 Woods/grass comb., Good, HSG B (P4, P5) 1,967,758 74 TOTAL AREA Oak Park Sr Living Phase 5 - Proposed 2017.04.20 Type 1124-hr 2-Year Rainfall=2.75" Prepared by{enter your company name here} Printed 4/20/2017 HydroCAD®10.00-19 s/n 01934 ©2016 HydroCAD Software Solutions LLC Page 3 Summary for Subcatchment P10: Runoff = 2.62 cfs @ 12.19 hrs, Volume= 12,042 cf, Depth= 0.47" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-30.00 hrs, dt= 0.01 hrs Type II 24-hr 2-Year Rainfall=2.75" 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 78.48% Pervious Area 66,793 21.52% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 21.6 690 0.0250 0.53 Lag/CN Method, Summary for Subcatchment P3: Runoff = 4.95 cfs @ 12.08 hrs, Volume= 14,854 cf, Depth= 0.71" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span=0.00-30.00 hrs, dt= 0.01 hrs Type II 24-hr 2-Year Rainfall=2.75" Area (sf) CN Description 82,241 98 Paved parking & roofs 7,378 98 Building 160,372 58 Meadow, non-grazed, HSG B 1,810 100 Pond 251,801 73 Weighted Average 160,372 63.69% Pervious Area 91,429 36.31% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 9.3 100 0.0700 0.18 Sheet Flow, Grass: Dense n= 0.240 P2= 2.75" 2.4 144 0.0200 0.99 Shallow Concentrated Flow, Short Grass Pasture Kv= 7.0 fps 2.1 365 0.0200 2.87 Shallow Concentrated Flow, Paved Kv=20.3 fps 0.7 283 0.0200 6.95 5.46 Pipe Channel, 12.0" Round Area= 0.8 sf Perim= 3.1' r= 0.25' n= 0.012 14.5 892 Total Oak Park Sr Living Phase 5 - Proposed 2017.04.20 Type 1124-hr 2-Year Rainfall=2.75" Prepared by{enter your company name here} Printed 4/20/2017 HydroCAD®10.00-19 s/n 01934 ©2016 HydroCAD Software Solutions LLC Page 4 Summary for Subcatchment P4: Runoff = 4.61 cfs @ 12.02 hrs, Volume= 10,887 cf, Depth= 1.25" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-30.00 hrs, dt= 0.01 hrs Type II 24-hr 2-Year Rainfall=2.75" Area (sf) CN Description 41,292 58 Woods/grass comb., Good, HSG B 22,508 98 Building 40,875 99 Pond 104,675 83 Weighted Average 41,292 39.45% Pervious Area 63,383 60.55% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.7 50 0.0400 0.12 Sheet Flow, Grass: Dense n= 0.240 P2= 2.75" 3.4 200 0.0200 0.99 Shallow Concentrated Flow, Short Grass Pasture Kv= 7.0 fps 10.1 250 Total Summary for Subcatchment P5: Runoff = 8.60 cfs @ 12.03 hrs, Volume= 21,199 cf, Depth= 0.95" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-30.00 hrs, dt= 0.01 hrs Type II 24-hr 2-Year Rainfall=2.75" Area (sf) CN Description 132,548 58 Woods/grass comb., Good, HSG B 81,590 98 Paved parking & roofs 9,837 99 Water 42,568 98 Building 266,543 78 Weighted Average 132,548 49.73% Pervious Area 133,995 50.27% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 8.8 50 0.0200 0.09 Sheet Flow, Grass: Dense n= 0.240 P2= 2.75" 2.0 200 0.0550 1.64 Shallow Concentrated Flow, Short Grass Pasture Kv= 7.0 fps 10.8 250 Total Oak Park Sr Living Phase 5 - Proposed 2017.04.20 Type 1124-hr 2-Year Rainfall=2.75" Prepared by{enter your company name here) Printed 4/20/2017 HydroCAD®10.00-19 s/n 01934 ©2016 HydroCAD Software Solutions LLC Page 5 Summary for Subcatchment P6: Runoff = 18.72 cfs @ 12.12 hrs, Volume= 60,385 cf, Depth= 1.01" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-30.00 hrs, dt= 0.01 hrs Type,II 24-hr 2-Year Rainfall=2.75" Area (sf) CN Description 203,117 98 Paved roads w/curbs &sewers 107,022 98 Building 38,796 100 Pond 369,134 60 Meadow, non-grazed, HSG B 718,069 79 Weighted Average 369,134 51.41% Pervious Area 348,935 48.59% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.7 50 0.0400 0.12 Sheet Flow, Grass: Dense n= 0.240 P2= 2.75" 11.9 705 0.0200 0.99 Shallow Concentrated Flow, Short Grass Pasture Kv= 7.0 fps 18.6 755 Total Summary for Subcatchment P9: Runoff = 2.18 cfs @ 12.13 hrs, Volume= 9,600 cf, Depth= 0.36" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span=0.00-30.00 hrs, dt= 0.01 hrs Type II 24-hr 2-Year Rainfall=2.75" Area (sf) CN Description 316,304 64 316,304 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 12.3 100 0.0350 0.14 Sheet Flow, Grass: Dense n= 0.240 P2= 2.75" 3.8 301 0.0350 1.31 Shallow Concentrated Flow, Short Grass Pasture Kv= 7.0 fps 16.1 401 Total Summary for Pond B2: Wetland Inflow Area = 1,249,689 sf, 28.46% Impervious, Inflow Depth = 0.41" for 2-Year event Inflow = 7.20 cfs @ 12.08 hrs, Volume= 42,982 cf Outflow = 1.00 cfs @ 14.22 hrs, Volume= 56,057 cf, Atten= 86%, Lag= 128.4 min Primary = 1.00 cfs @ 14.22 hrs, Volume= 56,057 cf Oak Park Sr Living Phase 5 - Proposed 2017.04.20 Type 1124-hr 2-Year Rainfall=2.75" Prepared by{enter your company name here) Printed 4/20/2017 HydroCAD®10.00-19 sin 01934 ©2016 HydroCAD Software Solutions LLC Page 6 Routing by Sim-Route method, Time Span= 0.00-30.00 hrs, dt= 0.01 hrs Starting Elev= 936.00' Surf.Area=45,780 sf Storage=22,458 cf Peak Elev= 936.01' @ 14.22 hrs Surf.Area=45,828 sf Storage= 22,837 cf (379 cf above start) Plug-Flow detention time= 390.7 min calculated for 33,600 cf(78% of inflow) Center-of-Mass det. time= (not calculated: outflow precedes inflow) Volume Invert Avail.Storage Storage Description #1 935.50' 254,384 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) 935.50 44,056 847.0 0 0 44,056 936.00 45,780 844.0 22,458 22,458 44,641 938.00 59,126 955.0 104,622 127,079 60,633 940.00 68,288 1,064.0 127,304 254,384 78,261 Device Routing Invert Outlet Devices #1 Primary 935.20' 15.0" Round Culvert L= 879.0' RCP, square edge headwall, Ke= 0.500 Inlet/Outlet Invert= 935.20'/928.00' S= 0.0082 '/' Cc= 0.900 n= 0.012, Flow Area= 1.23 sf #2 Device 1 937.50' 48.0" Horiz. Orifice/Grate C= 0.600 Limited to weir flow at low heads #3 Device 1 935.50' 15.0" Round Culvert L= 38.0' RCP, sq.cut end projecting, Ke= 0.500 Inlet/Outlet Invert= 935.50'/935.20' S= 0.0079 '/' Cc= 0.900 n= 0.012, Flow Area= 1.23 sf Primary OutFlow Max=1.00 cfs @ 14.22 hrs HW=936.01' TW=929.09' (Dynamic Tailwater) L =Culvert (Passes 1.00 cfs of 2.56 cfs potential flow) 2=Orifice/Grate ( Controls 0.00 cfs) 3=Culvert (Barrel Controls 1.00 cfs @ 3.17 fps) Summary for Pond B3: Inflow Area = 310,366 sf, 21.52% Impervious, Inflow Depth = 0.47" for 2-Year event Inflow = 2.62 cfs @ 12.19 hrs, Volume= 12,042 cf Outflow = 2.14 cfs @ 12.28 hrs, Volume= 11,739 cf, Atten= 18%, Lag= 5.5 min Primary = 2.14 cfs @ 12.28 hrs, Volume= 11,739 cf Secondary = 0.00 cfs @ 0.00 hrs, Volume= 0 cf 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 11,739 cf(97% of inflow) Center-of-Mass det. time= 19.2 min ( 933.4 -914.2 ) Volume Invert Avail.Storage Storage Description #1 938.00' 96,696 cf Custom Stage Data (Irregular)Listed below Oak Park Sr Living Phase 5 - Proposed 2017.04.20 Type 1124-hr 2-Year Rainfall=2.75" Prepared by{enter your company name here) Printed 4/20/2017 HydroCAD®10.00-19 sin 01934 ©2016 HydroCAD Software Solutions LLC Page 7 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 0 500 940.00 897 135.0 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" Round Culvert L= 120.0' RCP, end-section conforming to fill, Ke= 0.500 Inlet/Outlet Invert= 938.42'/938.24' S= 0.0015 '/' Cc= 0.900 n= 0.012, Flow Area= 0.79 sf #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=938.23' (Dynamic Tailwater) 'L1=Culvert (Barrel Controls 2.14 cfs @ 2.75 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) Summary for Pond B4: Inflow Area = 562,167 sf, 28.15% Impervious, Inflow Depth > 0.57" for 2-Year event Inflow = 5.52 cfs @ 12.14 hrs, Volume= 26,592 cf Outflow = 5.12 cfs @ 12.20 hrs, Volume= 26,160 cf, Atten= 7%, Lag=4.1 min Discarded = 0.01 cfs @ 11.94 hrs, Volume= 611 cf Primary = 5.11 cfs @ 12.20 hrs, Volume= 25,549 cf Routing by Sim-Route method, Time Span= 0.00-30.00 hrs, dt= 0.01 hrs Peak Elev= 938.24' @ 12.20 hrs Surf.Area= 3,965 sf Storage= 2,045 cf Plug-Flow detention time= 22.7 min calculated for 26,160 cf(98% of inflow) Center-of-Mass det. time= 13.4 min ( 917.5-904.0 ) Volume Invert Avail.Storage Storage Description #1 937.70' 11,008 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) 937.70 1,878 182.0 0 0 1,878 938.00 3,572 243.0 804 804 3,942 940.00 6,804 403.0 10,204 11,008 12,192 Device Routing Invert Outlet Devices #1 Primary 937.90' 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 #2 Discarded 937.70' 0.300 in/hr Exfiltration over Wetted area from 937.70'-937.90' Excluded Wetted area = 1,878 sf Oak Park Sr Living Phase 5 - Proposed 2017.04.20 Type 1124-hr 2-Year Rainfall=2.75" Prepared by{enter your company name here) Printed 4/20/2017 HydroCAD®10.00-19 sin 01934 ©2016 HydroCAD Software Solutions LLC Page 8 Qiscarded OutFlow Max=0.01 cfs @ 11.94 hrs HW=937.92' (Free Discharge) 2=Exfiltration (Exfiltration Controls 0.01 cfs) Primary OutFlow Max=5.11 cfs @ 12.20 hrs HW=938.24' TW=935.83' (Dynamic Tailwater) 4P-1=Broad-Crested Rectangular Weir(Weir Controls 5.11 cfs @ 1.49 fps) Summary for Pond B5: Inflow Area = 582,847 sf, 22.99% Impervious, Inflow Depth = 0.44" for 2-Year event Inflow = 8.60 cfs @ 12.03 hrs, Volume= 21,199 cf Outflow = 0.33 cfs @ 15.05 hrs, Volume= 8,752 cf, Atten= 96%, Lag= 180.8 min Discarded = 0.03 cfs @ 13.57 hrs, Volume= 2,207 cf Primary = 0.29 cfs @ 15.05 hrs, Volume= 6,546 cf Routing by Sim-Route method, Time Span= 0.00-30.00 hrs, dt= 0.01 hrs Starting Elev= 937.00' Surf.Area= 16,501 sf Storage= 16,179 cf Peak Elev= 937.85' @ 15.05 hrs Surf.Area=21,240 sf Storage= 29,956 cf (13,778 cf above start) Plug-Flow detention time= (not calculated: initial storage exceeds outflow) Center-of-Mass det. time= 274.7 min ( 1,133.7-859.0 ) Volume Invert Avail.Storage Storage Description #1 936.00' 87,809 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) 936.00 10,936 483.0 0 0 10,936 938.00 22,066 624.0 32,358 32,358 23,406 940.00 33,801 779.0 55,452 87,809 40,768 Device Routing Invert Outlet Devices #1 Primary 937.80' 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 #2 Discarded 937.00' 0.300 in/hr Exfiltration over Wetted area from 937.00'-937.80' Excluded Wetted area = 17,171 sf Qiscarded OutFlow Max=0.03 cfs @ 13.57 hrs HW=937.80' (Free Discharge) 2=Exfiltration (Exfiltration Controls 0.03 cfs) Primary OutFlow Max=0.29 cfs @ 15.05 hrs HW=937.85' TW=936.01' (Dynamic Tailwater) .t1=Broad-Crested Rectangular Weir(Weir Controls 0.29 cfs @ 0.57 fps) Summary for Pond CITY POND: City Pond Inflow Area = 316,304 sf, 0.00% Impervious, Inflow Depth = 0.36" for 2-Year event Inflow = 2.18 cfs @ 12.13 hrs, Volume= 9,600 cf Outflow = 0.00 cfs @ 0.00 hrs, Volume= 0 cf, Atten= 100%, Lag= 0.0 min Primary = 0.00 cfs @ 0.00 hrs, Volume= 0 cf Oak Park Sr Living Phase 5 - Proposed 2017.04.20 Type 1124-hr 2-Year Rainfall=2.75" Prepared by{enter your company name here} Printed 4/20/2017 HydroCAD®10.00-19 sin 01934 ©2016 HydroCAD Software Solutions LLC Page 9 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 exceeds 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. 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" Round Culvert L=950.0' CMP, end-section conforming to fill, Ke=0.500 Inlet/Outlet Invert= 949.00'/939.00' S= 0.0105 '/' Cc= 0.900 n= 0.012, Flow Area= 0.79 sf Primary OutFlow Max=0.00 cfs @ 0.00 hrs HW=947.00' TW=937.00' (Dynamic Tailwater) t1=Culvert ( Controls 0.00 cfs) Summary for Pond EX. CB: [57] Hint: Peaked at 920.63' (Flood elevation advised) Inflow Area = 1,967,758 sf, 35.80% Impervious, Inflow Depth > 0.55" for 2-Year event Inflow = 1.53 cfs @ 16.94 hrs, Volume= 90,905 cf Outflow = 1.53 cfs @ 16.95 hrs, Volume= 90,905 cf, Atten= 0%, Lag= 0.6 min Primary = 1.53 cfs @ 16.95 hrs, Volume= 90,905 cf Routing by Sim-Route method, Time Span= 0.00-30.00 hrs, dt= 0.01 hrs Peak Elev= 920.63' @ 16.95 hrs Device Routing Invert Outlet Devices #1 Primary 920.03' 15.0" Round Culvert L= 171.0' RCP, sq.cut end projecting, Ke= 0.500 Inlet/Outlet Invert= 920.03'/918.00' S= 0.0119 '/' Cc= 0.900 n= 0.012 Concrete pipe, finished, Flow Area= 1.23 sf Primary OutFlow Max=1.53 cfs @ 16.95 hrs HW=920.63' (Free Discharge) ,Primary (Inlet Controls 1.53 cfs @ 2.63 fps) Summary for Pond POND 1: Pond 1 Oak Park Sr Living Phase 5 - Proposed 2017.04.20 Type 1124-hr 2-Year Rainfall=2.75" Prepared by{enter your company name here} Printed 4/20/2017 HydroCAD®10.00-19 s/n 01934 ©2016 HydroCAD Software Solutions LLC Page 10 Inflow Area = 1,967,758 sf, 35.80% Impervious, Inflow Depth > 0.71" for 2-Year event Inflow = 19.10 cfs @ 12.13 hrs, Volume= 116,436 cf Outflow = 1.56 cfs @ 16.94 hrs, Volume= 92,970 cf, Atten= 92%, Lag=289.0 min Discarded = 0.03 cfs @ 16.94 hrs, Volume= 2,037 cf Primary = 1.53 cfs @ 16.94 hrs, Volume= 90,933 cf Secondary = 0.00 cfs @ 0.00 hrs, Volume= 0 cf Routing by Sim-Route method, Time Span= 0.00-30.00 hrs, dt= 0.01 hrs Starting Elev= 928.00' Surf.Area= 37,312 sf Storage= 141,077 cf Peak Elev= 929.16' @ 16.94 hrs Surf.Area=42,711 sf Storage= 189,617 cf (48,540 cf above start) Plug-Flow detention time= (not calculated: initial storage exceeds outflow) Center-of-Mass det. time= 297.1 min ( 1,175.8-878.6 ) Volume Invert Avail.Storage Storage Description #1 918.00' 454,299 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) 918.00 1,896 411.0 0 0 1,896 920.00 5,088 119.0 6,727 6,727 14,223 922.00 10,092 889.0 14,897 21,624 75,996 924.00 15,717 978.0 25,602 47,226 89,350 926.00 22,593 1,125.0 38,103 85,329 114,040 927.00 25,986 1,145.0 24,270 109,598 117,827 928.00 37,312 1,198.0 31,479 141,077 127,778 930.00 46,629 1,239.0 83,768 224,845 136,094 932.00 56,719 1,289.0 103,183 328,029 146,466 934.00 69,777 1,366.0 126,271 454,299 162,949 Device Routing Invert Outlet Devices #1 Primary 928.00' 8.0" Round Culvert L= 273.0' RCP, square edge headwall, Ke= 0.500 Inlet/Outlet Invert= 928.00'/922.54' S= 0.0200 '/' Cc= 0.900 n= 0.011 Concrete pipe, straight&clean, Flow Area= 0.35 sf #2 Device 1 925.00' 30.0"W x 24.0" H Vert. Orifice/Grate C= 0.600 #3 Device 1 932.80' 48.0" Horiz. Orifice/Grate C= 0.600 Limited to weir flow at low heads #4 Secondary 933.50' 15.0' 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 #5 Discarded 928.00' 0.300 in/hr Exfiltration over Wetted area above 928.00' Excluded Wetted area = 127,778 sf Oak Park Sr Living Phase 5 - Proposed 2017.04.20 Type 1124-hr 2-Year Rainfall=2.75" Prepared by{enter your company name here} Printed 4/20/2017 HydroCAD®10.00-19 s/n 01934 ©2016 HydroCAD Software Solutions LLC Page 11 iscarded OutFlow Max=0.03 cfs @ 16.94 hrs HW=929.16' (Free Discharge) =Exfiltration (Exfiltration Controls 0.03 cfs) Primary OutFlow Max=1.53 cfs @ 16.94 hrs HW=929.16' TW=920.63' (Dynamic Tailwater) t =Culvert (Inlet Controls 1.53 cfs @ 4.37 fps) 2=Orifice/Grate (Passes 1.53 cfs of 25.92 cfs potential flow) 3 Orifice/Grate ( Controls 0.00 cfs) econdary OutFlow Max=0.00 cfs @ 0.00 hrs HW=928.00' (Free Discharge) =Broad-Crested Rectangular Weir( Controls 0.00 cfs) Oak Park Sr Living Phase 5 - Proposed 2017.0420 Type 1124-hr 10-Year Rainfall=4.20" Prepared by{enter your company name here} Printed 4/20/2017 HydroCAD®10.00-19 s/n 01934 ©2016 HydroCAD Software Solutions LLC Page 12 Summary for Subcatchment P10: Runoff = 8.97 cfs @ 12.17 hrs, Volume= 32,839 cf, Depth= 1.27" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-30.00 hrs, dt= 0.01 hrs Type II 24-hr 10-Year Rainfall=4.20" 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 78.48% Pervious Area 66,793 21.52% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 21.6 690 0.0250 0.53 Lag/CN Method, Summary for Subcatchment P3: Runoff = 12.60 cfs @ 12.07 hrs, Volume= 35,095 cf, Depth= 1.67" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-30.00 hrs, dt= 0.01 hrs Type II 24-hr 10-Year Rainfall=4.20" Area (sf) CN Description 82,241 98 Paved parking & roofs 7,378 98 Building 160,372 58 Meadow, non-grazed, HSG B * 1,810 100 Pond 251,801 73 Weighted Average 160,372 63.69% Pervious Area 91,429 36.31% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 9.3 100 0.0700 0.18 Sheet Flow, Grass: Dense n= 0.240 P2= 2.75" 2.4 144 0.0200 0.99 Shallow Concentrated Flow, Short Grass Pasture Kv= 7.0 fps 2.1 365 0.0200 2.87 Shallow Concentrated Flow, Paved Kv= 20.3 fps 0.7 283 0.0200 6.95 5.46 Pipe Channel, 12.0" Round Area= 0.8 sf Perim= 3.1' r= 0.25' n= 0.012 14.5 892 Total Oak Park Sr Living Phase 5 - Proposed 2017.04.20 Type 1124-hr 10-Year Rainfall=4.20" Prepared by{enter your company name here) Printed 4/20/2017 HydroCAD®10.00-19 sin 01934 ©2016 HydroCAD Software Solutions LLC Page 13 Summary for Subcatchment P4: Runoff = 9.03 cfs @ 12.02 hrs, Volume= 21,464 cf, Depth= 2.46" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-30.00 hrs, dt= 0.01 hrs Type II 24-hr 10-Year Rainfall=4.20" Area (sf) CN Description 41,292 58 Woods/grass comb., Good, HSG B * 22,508 98 Building * 40,875 99 Pond 104,675 83 Weighted Average 41,292 39.45% Pervious Area 63,383 60.55% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.7 50 0.0400 0.12 Sheet Flow, Grass: Dense n= 0.240 P2= 2.75" 3.4 200 0.0200 0.99 Shallow Concentrated Flow, Short Grass Pasture Kv= 7.0 fps 10.1 250 Total Summary for Subcatchment P5: Runoff = 18.77 cfs @ 12.03 hrs, Volume= 45,480 cf, Depth= 2.05" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-30.00 hrs, dt= 0.01 hrs Type II 24-hr 10-Year Rainfall=4.20" Area (sf) CN Description 132,548 58 Woods/grass comb., Good, HSG B 81,590 98 Paved parking & roofs * 9,837 99 Water * 42,568 98 Building 266,543 78 Weighted Average 132,548 49.73% Pervious Area 133,995 50.27% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 8.8 50 0.0200 0.09 Sheet Flow, Grass: Dense n=0.240 P2= 2.75" 2.0 200 0.0550 1.64 Shallow Concentrated Flow, Short Grass Pasture Kv= 7.0 fps 10.8 250 Total Oak Park Sr Living Phase 5 - Proposed 2017.04.20 Type l/24-hr 10-Year Rainfall=4.20" Prepared by{enter your company name here) Printed 4/20/2017 HydroCAD®10.00-19 s/n 01934 ©2016 HydroCAD Software Solutions LLC Page 14 Summary for Subcatchment P6: Runoff = 40.59 cfs @ 12.11 hrs, Volume= 127,279 cf, Depth= 2.13" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-30.00 hrs, dt= 0.01 hrs Type II 24-hr 10-Year Rainfall=4.20" Area (sf) CN Description 203,117 98 Paved roads w/curbs &sewers * 107,022 98 Building * 38,796 100 Pond 369,134 60 Meadow, non-grazed, HSG B 718,069 79 Weighted Average 369,134 51.41% Pervious Area 348,935 48.59% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.7 50 0.0400 0.12 Sheet Flow, Grass: Dense n= 0.240 P2= 2.75" 11.9 705 0.0200 0.99 Shallow Concentrated Flow, Short Grass Pasture Kv= 7.0 fps 18.6 755 Total Summary for Subcatchment P9: Runoff = 9.00 cfs @ 12.10 hrs, Volume= 28,648 cf, Depth= 1.09" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-30.00 hrs, dt= 0.01 hrs Type II 24-hr 10-Year Rainfall=4.20" Area (sf) CN Description 316,304 64 316,304 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 12.3 100 0.0350 0.14 Sheet Flow, Grass: Dense n= 0.240 P2= 2.75" 3.8 301 0.0350 1.31 Shallow Concentrated Flow, Short Grass Pasture Kv= 7.0 fps 16.1 401 Total Summary for Pond B2: Wetland Inflow Area = 1,249,689 sf, 28.46% Impervious, Inflow Depth = 1.14" for 10-Year event Inflow = 23.46 cfs @ 12.09 hrs, Volume= 118,735 cf Outflow = 4.05 cfs @ 13.72 hrs, Volume= 129,182 cf, Atten= 83%, Lag= 97.8 min Primary = 4.05 cfs @ 13.72 hrs, Volume= 129,182 cf Oak Park Sr Living Phase 5 - Proposed 2017.04.20 Type 1124-hr 10-Year Rainfall=4.20" Prepared by{enter your company name here} Printed 4/20/2017 HydroCAD®10.00-19 s/n 01934 ©2016 HydroCAD Software Solutions LLC Page 15 Routing by Sim-Route method, Time Span= 0.00-30.00 hrs, dt= 0.01 hrs Starting Elev= 936.00' Surf.Area= 45,780 sf Storage= 22,458 cf Peak Elev= 936.70' @ 13.72 hrs Surf.Area= 50,428 sf Storage= 58,892 cf (36,434 cf above start) Plug-Flow detention time= 270.3 min calculated for 106,689 cf(90% of inflow) Center-of-Mass det. time= 98.6 min ( 975.2 -876.6 ) Volume Invert Avail.Storage Storage Description #1 935.50' 254,384 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) 935.50 44,056 847.0 0 0 44,056 936.00 45,780 844.0 22,458 22,458 44,641 938.00 59,126 955.0 104,622 127,079 60,633 940.00 68,288 1,064.0 127,304 254,384 78,261 Device Routing Invert Outlet Devices #1 Primary 935.20' 15.0" Round Culvert L= 879.0' RCP, square edge headwall, Ke= 0.500 Inlet/Outlet Invert= 935.20'/928.00' S= 0.0082 '/' Cc= 0.900 n= 0.012, Flow Area= 1.23 sf #2 Device 1 937.50' 48.0" Horiz. Orifice/Grate C= 0.600 Limited to weir flow at low heads #3 Device 1 935.50' 15.0" Round Culvert L= 38.0' RCP, sq.cut end projecting, Ke= 0.500 Inlet/Outlet Invert= 935.50'/935.20' S= 0.0079 '/' Cc= 0.900 n= 0.012, Flow Area= 1.23 sf Primary OutFlow Max=4.05 cfs @ 13.72 hrs HW=936.70' TW=930.34' (Dynamic Tailwater) t =Culvert (Passes 4.05 cfs of 5.52 cfs potential flow) 2=Orifice/Grate ( Controls 0.00 cfs) 3=Culvert (Barrel Controls 4.05 cfs @ 4.29 fps) Summary for Pond B3: Inflow Area = 310,366 sf, 21.52% Impervious, Inflow Depth = 1.27" for 10-Year event Inflow = 8.97 cfs @ 12.17 hrs, Volume= 32,839 cf Outflow = 3.39 cfs @ 12.49 hrs, Volume= 32,536 cf, Atten=62%, Lag= 19.7 min Primary = 3.39 cfs @ 12.49 hrs, Volume= 32,536 cf Secondary = 0.00 cfs @ 0.00 hrs, Volume= 0 cf 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 32,525 cf(99% of inflow) Center-of-Mass det. time= 20.6 min ( 898.1 -877.5 ) Volume Invert Avail.Storage Storage Description #1 938.00' 96,696 cf Custom Stage Data(Irregular)Listed below Oak Park Sr Living Phase 5 - Proposed 2017.04.20 Type 1124-hr 10-Year Rainfall=4.20" Prepared by{enter your company name here) Printed 4/20/2017 HydroCAD®10.00-19 s/n 01934 ©2016 HydroCAD Software Solutions LLC Page 16 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 0 500 940.00 897 135.0 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" Round Culvert L= 120.0' RCP, end-section conforming to fill, Ke= 0.500 Inlet/Outlet Invert= 938.42'/938.24' S= 0.0015 '/' Cc= 0.900 n= 0.012, Flow Area= 0.79 sf #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=938.28' (Dynamic Tailwater) ,Primary (Barrel Controls 3.39 cfs @ 4.32 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) Summary for Pond B4: Inflow Area = 562,167 sf, 28.15% Impervious, Inflow Depth = 1.44" for 10-Year event Inflow = 15.25 cfs @ 12.07 hrs, Volume= 67,631 cf Outflow = 14.55 cfs @ 12.12 hrs, Volume= 67,195 cf, Atten= 5%, Lag= 2.7 min Discarded = 0.01 cfs @ 11.44 hrs, Volume= 639 cf Primary = 14.54 cfs @ 12.12 hrs, Volume= 66,556 cf Routing by Sim-Route method, Time Span= 0.00-30.00 hrs, dt= 0.01 hrs Peak Elev= 938.56' @ 12.12 hrs Surf.Area=4,481 sf Storage= 3,674 cf Plug-Flow detention time= 12.0 min calculated for 67,195 cf(99% of inflow) Center-of-Mass det. time= 8.1 min ( 883.2 -875.0 ) Volume Invert Avail.Storage Storage Description #1 937.70' 11,008 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) 937.70 1,878 182.0 0 0 1,878 938.00 3,572 243.0 804 804 3,942 940.00 6,804 403.0 10,204 11,008 12,192 Device Routing Invert Outlet Devices #1 Primary 937.90' 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 #2 Discarded 937.70' 0.300 in/hr Exfiltration over Wetted area from 937.70' -937.90' Excluded Wetted area = 1,878 sf Oak Park Sr Living Phase 5 - Proposed 2017.04.20 Type 1124-hr 10-Year Rainfall=4.20" Prepared by{enter your company name here} Printed 4/20/2017 HydroCAD®10.00-19 s/n 01934 ©2016 HydroCAD Software Solutions LLC Page 17 Qiscarded OutFlow Max=0.01 cfs @ 11.44 hrs HW=937.90' (Free Discharge) 2=Exfiltration (Exfiltration Controls 0.01 cfs) Primary OutFlow Max=14.54 cfs @ 12.12 hrs HW=938.56' TW=936.05' (Dynamic Tailwater) 4P-1=Broad-Crested Rectangular Weir(Weir Controls 14.54 cfs @ 2.19 fps) Summary for Pond B5: Inflow Area = 582,847 sf, 22.99% Impervious, Inflow Depth = 0.94" for 10-Year event Inflow = 18.77 cfs @ 12.03 hrs, Volume= 45,480 cf Outflow = 4.73 cfs @ 12.26 hrs, Volume= 32,985 cf, Atten= 75%, Lag= 13.7 min Discarded = 0.03 cfs @ 12.03 hrs, Volume= 2,270 cf Primary = 4.70 cfs @ 12.26 hrs, Volume= 30,715 cf Routing by Sim-Route method, Time Span= 0.00-30.00 hrs, dt= 0.01 hrs Starting Elev= 937.00' Surf.Area= 16,501 sf Storage= 16,179 cf Peak Elev= 938.13' @ 12.26 hrs Surf.Area= 22,800 sf Storage= 35,824 cf (19,645 cf above start) Plug-Flow detention time= 386.6 min calculated for 16,801 cf(37% of inflow) Center-of-Mass det. time= 95.2 min ( 931.6 -836.5 ) Volume Invert Avail.Storage Storage Description #1 936.00' 87,809 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) 936.00 10,936 483.0 0 0 10,936 938.00 22,066 624.0 32,358 32,358 23,406 940.00 33,801 779.0 55,452 87,809 40,768 Device Routing Invert Outlet Devices #1 Primary 937.80' 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 #2 Discarded 937.00' 0.300 in/hr Exfiltration over Wetted area from 937.00' -937.80' Excluded Wetted area = 17,171 sf Qiscarded OutFlow Max=0.03 cfs @ 12.03 hrs HW=937.81' (Free Discharge) 2=Exfiltration (Exfiltration Controls 0.03 cfs) Primary OutFlow Max=4.69 cfs @ 12.26 hrs HW=938.13' TW=936.23' (Dynamic Tailwater) 1=Broad-Crested Rectangular Weir(Weir Controls 4.69 cfs @ 1.44 fps) Summary for Pond CITY POND: City Pond Inflow Area = 316,304 sf, 0.00% Impervious, Inflow Depth = 1.09" for 10-Year event Inflow = 9.00 cfs @ 12.10 hrs, Volume= 28,648 cf Outflow = 0.00 cfs @ 0.00 hrs, Volume= 0 cf, Atten= 100%, Lag= 0.0 min Primary = 0.00 cfs @ 0.00 hrs, Volume= 0 cf Oak Park Sr Living Phase 5 - Proposed 2017.04.20 Type 1124-hr 10-Year Rainfall=4.20" Prepared by{enter your company name here} Printed 4/20/2017 HydroCAD®10.00-19 s/n 01934 ©2016 HydroCAD Software Solutions LLC Page 18 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 exceeds 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. 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" Round Culvert L= 950.0' CMP, end-section conforming to fill, Ke= 0.500 Inlet/Outlet Invert= 949.00'/939.00' S= 0.0105 '/' Cc= 0.900 n= 0.012, Flow Area= 0.79 sf Primary OutFlow Max=0.00 cfs @ 0.00 hrs HW=947.00' TW=937.00' (Dynamic Tailwater) L1=Culvert ( Controls 0.00 cfs) Summary for Pond EX. CB: [57] Hint: Peaked at 920.78' (Flood elevation advised) Inflow Area = 1,967,758 sf, 35.80% Impervious, Inflow Depth > 0.91" for 10-Year event Inflow = 2.27 cfs @ 20.28 hrs, Volume= 149,921 cf Outflow = 2.27 cfs @ 20.29 hrs, Volume= 149,921 cf, Atten= 0%, Lag= 0.6 min Primary = 2.27 cfs @ 20.29 hrs, Volume= 149,921 cf Routing by Sim-Route method, Time Span= 0.00-30.00 hrs, dt= 0.01 hrs Peak Elev= 920.78' @ 20.29 hrs Device Routing Invert Outlet Devices #1 Primary 920.03' 15.0" Round Culvert L= 171.0' RCP, sq.cut end projecting, Ke= 0.500 Inlet/Outlet Invert= 920.03'/918.00' S= 0.0119 '/' Cc= 0.900 n= 0.012 Concrete pipe, finished, Flow Area= 1.23 sf Primary OutFlow Max=2.27 cfs @ 20.29 hrs HW=920.78' (Free Discharge) L1=Culvert (Inlet Controls 2.27 cfs @ 2.95 fps) Summary for Pond POND 1: Pond 1 Oak Park Sr Living Phase 5 - Proposed 2017.04.20 Type 1124-hr 10-Year Rainfall=4.20" Prepared by{enter your company name here} Printed 4/20/2017 HydroCAD®10.00-19 s/n 01934 ©2016 HydroCAD Software Solutions LLC Page 19 1 Inflow Area = 1,967,758 sf, 35.80% Impervious, Inflow Depth > 1.56" for 10-Year event Inflow = 41.73 cfs @ 12.11 hrs, Volume= 256,450 cf Outflow = 2.37 cfs @ 20.28 hrs, Volume= 155,803 cf, Atten= 94%, Lag= 490.2 min Discarded = 0.10 cfs @ 20.28 hrs, Volume= 5,804 cf Primary = 2.27 cfs @ 20.28 hrs, Volume= 149,999 cf Secondary = 0.00 cfs @ 0.00 hrs, Volume= 0 cf Routing by Sim-Route method, Time Span= 0.00-30.00 hrs, dt= 0.01 hrs Starting Elev= 928.00' Surf.Area= 37,312 sf Storage= 141,077 cf Peak Elev= 931.11' @ 20.28 hrs Surf.Area= 52,244 sf Storage= 282,261 cf (141,184 cf above start) Plug-Flow detention time= 1,522.3 min calculated for 14,726 cf(6% of inflow) Center-of-Mass det. time= 321.1 min ( 1,229.6 -908.5 ) Volume Invert Avail.Storage Storage Description #1 918.00' 454,299 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) 918.00 1,896 411.0 0 0 1,896 920.00 5,088 119.0 6,727 6,727 14,223 922.00 10,092 889.0 14,897 21,624 75,996 924.00 15,717 978.0 25,602 47,226 89,350 926.00 22,593 1,125.0 38,103 85,329 114,040 927.00 25,986 1,145.0 24,270 109,598 117,827 928.00 37,312 1,198.0 31,479 141,077 127,778 930.00 46,629 1,239.0 83,768 224,845 136,094 932.00 56,719 1,289.0 103,183 328,029 146,466 934.00 69,777 1,366.0 126,271 454,299 162,949 Device Routing Invert Outlet Devices #1 Primary 928.00' 8.0" Round Culvert L= 273.0' RCP, square edge headwall, Ke= 0.500 Inlet/Outlet Invert= 928.00'/922.54' S= 0.0200 '/' Cc= 0.900 n= 0.011 Concrete pipe, straight&clean, Flow Area= 0.35 sf #2 Device 1 925.00' 30.0"W x 24.0" H Veil. Orifice/Grate C= 0.600 #3 Device 1 932.80' 48.0" Horiz. Orifice/Grate C= 0.600 Limited to weir flow at low heads #4 Secondary 933.50' 15.0' 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 #5 Discarded 928.00' 0.300 in/hr Exfiltration over Wetted area above 928.00' Excluded Wetted area = 127,778 sf Oak Park Sr Living Phase 5 - Proposed 2017.04.20 Type 1124-hr 10-Year Rainfall=4.20" Prepared by{enter your company name here} Printed 4/20/2017 j HydroCAD®10.00-19 s/n 01934 ©2016 HydroCAD Software Solutions LLC Page 20 iscarded OutFlow Max=0.10 cfs @ 20.28 hrs HW=931.11' (Free Discharge) =Exfiltration (Exfiltration Controls 0.10 cfs) Primary OutFlow Max=2.27 cfs @ 20.28 hrs HW=931.11 TW=920.78' (Dynamic Tailwater) t =Culvert (Barrel Controls 2.27 cfs @ 6.50 fps) 2=Orifice/Grate (Passes 2.27 cfs of 42.48 cfs potential flow) 3=Orifice/Grate ( Controls 0.00 cfs) econdary OutFlow Max=0.00 cfs @ 0.00 hrs HW=928.00' (Free Discharge) 4=Broad-Crested Rectangular Weir( Controls 0.00 cfs) Oak Park Sr Living Phase 5 - Proposed 2017.04.20 Type 1124-hr 100-Year Rainfall=5.90" Prepared by{enter your company name here) Printed 4/20/2017 HydroCAD®10.00-19 s/n 01934 ©2016 HydroCAD Software Solutions LLC Page 21 Summary for Subcatchment P10: Runoff = 18.28 cfs @ 12.15 hrs, Volume= 63,492 cf, Depth= 2.45" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-30.00 hrs, dt= 0.01 hrs Type II 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 310,366 67 Weighted Average 243,573 78.48% Pervious Area 66,793 21.52% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 21.6 690 0.0250 0.53 Lag/CN Method, Summary for Subcatchment P3: Runoff = 22.93 cfs @ 12.07 hrs, Volume= 63,073 cf, Depth= 3.01" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-30.00 hrs, dt= 0.01 hrs Type II 24-hr 100-Year Rainfall=5.90" Area (sf) CN Description 82,241 98 Paved parking & roofs 7,378 98 Building 160,372 58 Meadow, non-grazed, HSG B " 1,810 100 Pond 251,801 73 Weighted Average 160,372 63.69% Pervious Area 91,429 36.31% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 9.3 100 0.0700 0.18 Sheet Flow, Grass: Dense n= 0.240 P2= 2.75" 2.4 144 0.0200 0.99 Shallow Concentrated Flow, Short Grass Pasture Kv= 7.0 fps 2.1 365 0.0200 2.87 Shallow Concentrated Flow, Paved Kv= 20.3 fps 0.7 283 0.0200 6.95 5.46 Pipe Channel, 12.0" Round Area=0.8 sf Perim= 3.1' r=0.25' n= 0.012 14.5 892 Total Oak Park Sr Living Phase 5 - Proposed 2017.04.20 Type 1124-hr 100-Year Rainfall=5.90" Prepared by{enter your company name here} Printed 4/20/2017 HydroCAD®10.00-19 s/n 01934 ©2016 HydroCAD Software Solutions LLC Page 22 Summary for Subcatchment P4: Runoff = 14.41 cfs @ 12.02 hrs, Volume= 34,880 cf, Depth= 4.00" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-30.00 hrs, dt= 0.01 hrs Type II 24-hr 100-Year Rainfall=5.90" Area (sf) CN Description 41,292 58 Woods/grass comb., Good, HSG B 22,508 98 Building 40,875 99 Pond 104,675 83 Weighted Average 41,292 39.45% Pervious Area 63,383 60.55% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.7 50 0.0400 0.12 Sheet Flow, Grass: Dense n= 0.240 P2= 2.75" 3.4 200 0.0200 0.99 Shallow Concentrated Flow, Short Grass Pasture Kv= 7.0 fps 10.1 250 Total Summary for Subcatchment P5: Runoff = 31.76 cfs @ 12.02 hrs, Volume= 77,536 cf, Depth= 3.49" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span=0.00-30.00 hrs, dt= 0.01 hrs Type II 24-hr 100-Year Rainfall=5.90" Area (sf) CN Description 132,548 58 Woods/grass comb., Good, HSG B 81,590 98 Paved parking & roofs 9,837 99 Water 42,568 98 Building 266,543 78 Weighted Average 132,548 49.73% Pervious Area 133,995 50.27% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 8.8 50 0.0200 0.09 Sheet Flow, Grass: Dense n= 0.240 P2= 2.75" 2.0 200 0.0550 1.64 Shallow Concentrated Flow, Short Grass Pasture Kv= 7.0 fps 10.8 250 Total Oak Park Sr Living Phase 5 - Proposed 2017.04.20 Type 1124-hr 100-Year Rainfall=5.90" Prepared by{enter your company name here} Printed 4/20/2017 HydroCAD®10.00-19 s/n 01934 ©2016 HydroCAD Software Solutions LLC Page 23 Summary for Subcatchment P6: Runoff = 68.45 cfs @ 12.11 hrs, Volume= 214,851 cf, Depth= 3.59" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-30.00 hrs, dt= 0.01 hrs Type II 24-hr 100-Year Rainfall=5.90" Area (sf) CN Description 203,117 98 Paved roads w/curbs&sewers * 107,022 98 Building * 38,796 100 Pond 369,134 60 Meadow, non-grazed, HSG B 718,069 79 Weighted Average 369,134 51.41% Pervious Area 348,935 48.59% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.7 50 0.0400 0.12 Sheet Flow, Grass: Dense n= 0.240 P2= 2.75" 11.9 705 0.0200 0.99 Shallow Concentrated Flow, Short Grass Pasture Kv= 7.0 fps 18.6 755 Total Summary for Subcatchment P9: Runoff = 19.47 cfs @ 12.09 hrs, Volume= 57,788 cf, Depth= 2.19" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-30.00 hrs, dt=0.01 hrs Type II 24-hr 100-Year Rainfall=5.90" Area (sf) CN Description 316,304 64 316,304 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 12.3 100 0.0350 0.14 Sheet Flow, Grass: Dense n= 0.240 P2= 2.75" 3.8 301 0.0350 1.31 Shallow Concentrated Flow, Short Grass Pasture Kv= 7.0 fps 16.1 401 Total Summary for Pond B2: Wetland Inflow Area = 1,249,689 sf, 28.46% Impervious, Inflow Depth > 2.16" for 100-Year event Inflow = 49.20 cfs @ 12.09 hrs, Volume= 225,202 cf Outflow = 5.65 cfs @ 12.52 hrs, Volume= 231,326 cf, Atten= 89%, Lag= 26.1 min Primary = 5.65 cfs @ 12.52 hrs, Volume= 231,326 cf Oak Park Sr Living Phase 5 - Proposed 2017.04.20 Type 1124-hr 100-Year Rainfall=5.90" Prepared by{enter your company name here} Printed 4/20/2017 HydroCAD®10.00-19 s/n 01934 ©2016 HydroCAD Software Solutions LLC Page 24 Routing by Sim-Route method, Time Span= 0.00-30.00 hrs, dt= 0.01 hrs Starting Elev= 936.00' Surf.Area= 45,780 sf Storage= 22,458 cf Peak Elev= 937.72' @ 14.75 hrs Surf.Area= 57,230 sf Storage= 112,216 cf (89,758 cf above start) Plug-Flow detention time= 287.5 min calculated for 208,868 cf(93% of inflow) Center-of-Mass det. time= 176.6 min ( 1,044.3-867.7 ) Volume Invert Avail.Storage Storage Description #1 935.50' 254,384 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) 935.50 44,056 847.0 0 0 44,056 936.00 45,780 844.0 22,458 22,458 44,641 938.00 59,126 955.0 104,622 127,079 60,633 940.00 68,288 1,064.0 127,304 254,384 78,261 Device Routing Invert Outlet Devices #1 Primary 935.20' 15.0" Round Culvert L= 879.0' RCP, square edge headwall, Ke= 0.500 Inlet/Outlet Invert= 935.20'/928.00' S= 0.0082 '/' Cc= 0.900 n= 0.012, Flow Area= 1.23 sf #2 Device 1 937.50' 48.0" Horiz. Orifice/Grate C= 0.600 Limited to weir flow at low heads #3 Device 1 935.50' 15.0" Round Culvert L= 38.0' RCP, sq.cut end projecting, Ke= 0.500 Inlet/Outlet Invert= 935.50'/935.20' S= 0.0079 '/' Cc= 0.900 n= 0.012, Flow Area= 1.23 sf Primary OutFlow Max=5.65 cfs @ 12.52 hrs HW=937.20' TW=930.97' (Dynamic Tailwater) t =Culvert (Outlet Controls 5.65 cfs @ 4.60 fps) 2=Orifice/Grate ( Controls 0.00 cfs) 3=Culvert (Passes 5.65 cfs of 5.69 cfs potential flow) Summary for Pond B3: Inflow Area = 310,366 sf, 21.52% Impervious, Inflow Depth = 2.45" for 100-Year event Inflow = 18.28 cfs @ 12.15 hrs, Volume= 63,492 cf Outflow = 4.71 cfs @ 12.61 hrs, Volume= 63,188 cf, Atten= 74%, Lag=27.1 min Primary = 4.71 cfs @ 12.61 hrs, Volume= 63,188 cf Secondary = 0.00 cfs @ 0.00 hrs, Volume= 0 cf Routing by Sim-Route method, Time Span= 0.00-30.00 hrs, dt= 0.01 hrs Peak Elev= 941.87' @ 12.61 hrs Surf.Area=22,433 sf Storage= 19,743 cf Plug-Flow detention time= 39.6 min calculated for 63,188 cf(100% of inflow) Center-of-Mass det. time= 36.7 min ( 894.1 -857.4 ) Volume Invert Avail.Storage Storage Description #1 938.00' 96,696 cf Custom Stage Data (Irregular)Listed below Oak Park Sr Living Phase 5 - Proposed 2017.04.20 Type 1124-hr 100-Year Rainfall=5.90" Prepared by{enter your company name here) Printed 4/20/2017 HydroCAD®10.00-19 s/n 01934 ©2016 HydroCAD Software Solutions LLC Page 25 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 0 500 940.00 897 135.0 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" Round Culvert L= 120.0' RCP, end-section conforming to fill, Ke= 0.500 Inlet/Outlet Invert= 938.42'/938.24' S=0.0015 '/' Cc= 0.900 n= 0.012, Flow Area= 0.79 sf #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=4.71 cfs @ 12.61 hrs HW=941.87' TW=938.36' (Dynamic Tailwater) t1=Culvert (Barrel Controls 4.71 cfs @ 6.00 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) Summary for Pond B4: Inflow Area = 562,167 sf, 28.15% Impervious, Inflow Depth = 2.70" for 100-Year event Inflow = 26.09 cfs @ 12.07 hrs, Volume= 126,261 cf Outflow = 25.28 cfs @ 12.11 hrs, Volume= 125,823 cf, Atten= 3%, Lag= 2.2 min Discarded = 0.01 cfs @ 10.22 hrs, Volume= 688 cf Primary = 25.27 cfs @ 12.11 hrs, Volume= 125,135 cf Routing by Sim-Route method, Time Span= 0.00-30.00 hrs, dt= 0.01 hrs Peak Elev= 938.86' @ 12.11 hrs Surf.Area=4,964 sf Storage= 5,197 cf Plug-Flow detention time= 8.8 min calculated for 125,823 cf(100% of inflow) Center-of-Mass det. time= 6.6 min ( 872.0-865.4 ) Volume Invert Avail.Storage Storage Description #1 937.70' 11,008 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) 937.70 1,878 182.0 0 0 1,878 938.00 3,572 243.0 804 804 3,942 940.00 6,804 403.0 10,204 11,008 12,192 Device Routing Invert Outlet Devices #1 Primary 937.90' 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 #2 Discarded 937.70' 0.300 in/hr Exfiltration over Wetted area from 937.70' -937.90' Excluded Wetted area = 1,878 sf Oak Park Sr Living Phase 5 - Proposed 2017.04.20 Type 1124-hr 100-Year Rainfall=5.90" Prepared by{enter your company name here} Printed 4/20/2017 HydroCAD®10.00-19 s/n 01934 ©2016 HydroCAD Software Solutions LLC Page 26 Qiscarded OutFlow Max=0.01 cfs @ 10.22 hrs HW=937.90' (Free Discharge) 2=Exfiltration (Exfiltration Controls 0.01 cfs) Primary OutFlow Max=25.25 cfs @ 12.11 hrs HW=938.86' TW=936.47' (Dynamic Tailwater) L1=Broad-Crested Rectangular Weir(Weir Controls 25.25 cfs @ 2.63 fps) Summary for Pond B5: Inflow Area = 582,847 sf, 22.99% Impervious, Inflow Depth > 1.66" for 100-Year event Inflow = 31.76 cfs @ 12.02 hrs, Volume= 80,701 cf Outflow = 15.32 cfs @ 12.16 hrs, Volume= 67,535 cf, Atten= 52%, Lag= 8.0 min Discarded = 0.03 cfs @ 11.88 hrs, Volume= 2,345 cf Primary = 15.29 cfs @ 12.16 hrs, Volume= 65,189 cf Routing by Sim-Route method, Time Span= 0.00-30.00 hrs, dt= 0.01 hrs Starting Elev= 937.00' Surf.Area= 16,501 sf Storage= 16,179 cf Peak Elev= 938.49' @ 12.16 hrs Surf.Area=24,913 sf Storage=45,809 cf (29,630 cf above start) Plug-Flow detention time= 246.9 min calculated for 51,356 cf(64% of inflow) Center-of-Mass det. time= 58.0 min ( 906.6 -848.6 ) Volume Invert Avail.Storage Storage Description #1 936.00' 87,809 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) 936.00 10,936 483.0 0 0 10,936 938.00 22,066 624.0 32,358 32,358 23,406 940.00 33,801 779.0 55,452 87,809 40,768 Device Routing Invert Outlet Devices #1 Primary 937.80' 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 #2 Discarded 937.00' 0.300 in/hr Exfiltration over Wetted area from 937.00'-937.80' Excluded Wetted area = 17,171 sf piscarded OutFlow Max=0.03 cfs @ 11.88 hrs HW=937.80' (Free Discharge) 2=Exfiltration (Exfiltration Controls 0.03 cfs) Primary OutFlow Max=15.28 cfs @ 12.16 hrs HW=938.48' TW=936.62' (Dynamic Tailwater) ,Primary Rectangular Weir(Weir Controls 15.28 cfs @ 2.23 fps) Summary for Pond CITY POND: City Pond Inflow Area = 316,304 sf, 0.00% Impervious, Inflow Depth = 2.19" for 100-Year event Inflow = 19.47 cfs @ 12.09 hrs, Volume= 57,788 cf Outflow = 0.14 cfs @ 24.26 hrs, Volume= 3,168 cf, Atten= 99%, Lag= 729.9 min Primary = 0.14 cfs @ 24.26 hrs, Volume= 3,168 cf Oak Park Sr Living Phase 5 - Proposed 2017.04.20 Type 1124-hr 100-Year Rainfall=5.90" Prepared by{enter your company name here) Printed 4/20/2017 HydroCAD®10.00-19 s/n 01934 ©2016 HydroCAD Software Solutions LLC Page 27 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 3,168 cf(5% of inflow) Center-of-Mass det. time= 658.8 min ( 1,518.4-859.6 ) Volume Invert Avail.Storage 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 Device Routing Invert Outlet Devices #1 Primary 949.00' 12.0" Round Culvert L= 950.0' CMP, end-section conforming to fill, Ke= 0.500 Inlet/Outlet Invert= 949.00'/939.00' S= 0.0105 '/' Cc= 0.900 n= 0.012, Flow Area= 0.79 sf Primary OutFlow Max=0.14 cfs @ 24.26 hrs HW=949.18' TW=937.86' (Dynamic Tailwater) L1=Culvert (Inlet Controls 0.14 cfs @ 1.44 fps) Summary for Pond EX. CB: [57] Hint: Peaked at 920.84' (Flood elevation advised) Inflow Area = 1,967,758 sf, 35.80% Impervious, Inflow Depth > 1.05" for 100-Year event Inflow = 2.60 cfs @ 22.62 hrs, Volume= 172,422 cf Outflow = 2.60 cfs @ 22.63 hrs, Volume= 172,422 cf, Atten= 0%, Lag= 0.6 min Primary = 2.60 cfs @ 22.63 hrs, Volume= 172,422 cf Routing by Sim-Route method, Time Span= 0.00-30.00 hrs, dt= 0.01 hrs Peak Elev= 920.84' @ 22.63 hrs Device Routing Invert Outlet Devices #1 Primary 920.03' 15.0" Round Culvert L= 171.0' RCP, sq.cut end projecting, Ke= 0.500 Inlet/Outlet Invert= 920.03'/918.00' S= 0.0119 '/' Cc= 0.900 n= 0.012 Concrete pipe, finished, Flow Area= 1.23 sf Primary OutFlow Max=2.60 cfs @ 22.63 hrs HW=920.84' (Free Discharge) L1=Culvert (Inlet Controls 2.60 cfs @ 3.07 fps) Summary for Pond POND 1: Pond 1 Oak Park Sr Living Phase 5 - Proposed 2017.04.20 Type 1124-hr 100-Year Rainfall=5.90" Prepared by{enter your company name here} Printed 4/20/2017 HydroCAD®10.00-19 s/n 01934 ©2016 HydroCAD Software Solutions LLC Page 28 Inflow Area = 1,967,758 sf, 35.80% Impervious, Inflow Depth > 2.72" for 100-Year event Inflow = 71.47 cfs @ 12.11 hrs, Volume= 446,157 cf Outflow = 3.79 cfs @ 22.62 hrs, Volume= 194,615 cf, Atten= 95%, Lag= 630.6 min Discarded = 0.22 cfs @ 22.62 hrs, Volume= 12,365 cf Primary = 2.60 cfs @ 22.62 hrs, Volume= 172,513 cf Secondary = 0.97 cfs @ 22.62 hrs, Volume= 9,736 cf Routing by Sim-Route method, Time Span= 0.00-30.00 hrs, dt= 0.01 hrs Starting Elev= 928.00' Surf.Area= 37,312 sf Storage= 141,077 cf Peak Elev= 933.59' @ 22.62 hrs Surf.Area=67,086 sf Storage= 428,278 cf (287,201 cf above start) Plug-Flow detention time= 1,087.6 min calculated for 53,520 cf(12% of inflow) Center-of-Mass det. time= 301.6 min ( 1,240.7 - 939.1 ) Volume Invert Avail.Storage Storage Description #1 918.00' 454,299 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) 918.00 1,896 411.0 0 0 1,896 920.00 5,088 119.0 6,727 6,727 14,223 922.00 10,092 889.0 14,897 21,624 75,996 924.00 15,717 978.0 25,602 47,226 89,350 926.00 22,593 1,125.0 38,103 85,329 114,040 927.00 25,986 1,145.0 24,270 109,598 117,827 928.00 37,312 1,198.0 31,479 141,077 127,778 930.00 46,629 1,239.0 83,768 224,845 136,094 932.00 56,719 1,289.0 103,183 328,029 146,466 934.00 69,777 1,366.0 126,271 454,299 162,949 Device Routing Invert Outlet Devices #1 Primary 928.00' 8.0" Round Culvert L= 273.0' RCP, square edge headwall, Ke= 0.500 Inlet/Outlet Invert= 928.00'/922.54' S= 0.0200 '/' Cc= 0.900 n= 0.011 Concrete pipe, straight &clean, Flow Area= 0.35 sf #2 Device 1 925.00' 30.0"W x 24.0" H Vert. Orifice/Grate C= 0.600 #3 Device 1 932.80' 48.0" Horiz. Orifice/Grate C= 0.600 Limited to weir flow at low heads #4 Secondary 933.50' 15.0' 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 #5 Discarded 928.00' 0.300 in/hr Exfiltration over Wetted area above 928.00' Excluded Wetted area = 127,778 sf Oak Park Sr Living Phase 5 - Proposed 2017.04.20 Type 1124-hr 100-Year Rainfall=5.90" Prepared by {enter your company name here) Printed 4/20/2017 HydroCAD®10.00-19 s/n 01934 ©2016 HydroCAD Software Solutions LLC Page 29 iscarded OutFlow Max=0.22 cfs @ 22.62 hrs HW=933.59' (Free Discharge) =Exfiltration (Exfiltration Controls 0.22 cfs) Primary OutFlow Max=2.60 cfs @ 22.62 hrs HW=933.59' TW=920.84' (Dynamic Tailwater) t =Culvert (Barrel Controls 2.60 cfs @ 7.45 fps) 2=Orifice/Grate (Passes < 56.91 cfs potential flow) 3=Orifice/Grate (Passes < 28.74 cfs potential flow) econdary OutFlow Max=0.97 cfs @ 22.62 hrs HW=933.59' (Free Discharge) =Broad-Crested Rectangular Weir(Weir Controls 0.97 cfs @ 0.74 fps) Folz, Freeman, Erickson, Inc. " LAND PLANNING •• SURVEYING •• ENGINEERING W F 7777775r ENGINEERING REPORT FOR SITE DRAINAGE Oakgreen Village General Plan Oak Park Heights, Minnesota April 26, 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 J.Freeman,LS Todd A.Erickson,PE 1939-2001 President Vice President TABLE OF CONTENTS PAGE DOCUMENT Title Page Table of Contents Letter Report Pages 1 -4 SUPPORTING DOCUMENTS • Existing Site Drainage Map • 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 Folz, Freeman, Erickson, Inc. 11" LAND PLANNING • SURVEYING • ENGINEERING Ts April 26, 2006 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 58th 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 B2, 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 58th 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• 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 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:152, 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. 3.0 ANALYSIS 3.1 Calculation Method The SCS calculation method was used to create the hydrographs used to determine pre and post- development runoff conditions. A combination of lag 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 v7.13" 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: Hydrologic Event Rainfall(inches) 2 year 24 hour 2.75 10 year 24 hour 4.20 100 year 24 hour 5.90 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 areas identified in the concept plan submitted earlier this year. 2 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 4.5 acre-feet of storage 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. 3.3 Pond Typical Section 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. 3.5 Emergency Overflow 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 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 100-year event. 4.0 RESULTS 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. 3 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. 5.0 SUPPORTING DOCUMENTS • Existing Site Drainage Map(Dl) • 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 6.0 REMARKS 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. 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CO m CtiO cn m -o O a o m co a aL Oakgreen Village Existing and Proposed Discharge Comparison Existing Flow Rate In CFS Rate Rate Rate 24-Hour (cfs) (cfs) (cfs) Storm Event B2 E7 TOTAL 2 year 0.00 1.68 1.68 10 year 0.00 12.42 12.42 100 year 0.00 31.16 31.16 Proposed Flow Rate In CFS Rate Rate Total Total Rate 24-Hour (cfs) (cfs) Rate Comparison Storm Event Pond 1 P7 (CFS) (CFS) 2 year 1.12 0.32 1.44 -0.24 10 year 1.95 2.82 4.77 -7.65 100 year 5.31 7.52 12.83 -18.33 Existing Volume Summary In Acre-Ft Volume Volume Volume 24-Hour (ac-ft) (ac-ft) (ac-ft) Storm Event B2 E7 Total 2 year 0.00 0.26 0.26 10 year 0.00 0.95 0.95 100 year 0.00 2.09 2.09 Proposed Volume Summary In Acre-Ft Volume Volume Total Total Volume 24-Hour (ac-ft) (ac-ft) Volume Comparison Storm Event Pond 1 P7 (AC-FT) (AC-FT) 2 year 1.53 0.07 1.60 1.34 10 year 2.85 0.28 3.13 2.18 100 year 5.16 0.64 5.80 3.71 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. Prepared By: FFE, Inc. 4/26/2006 FILE NO. 05-104