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193803412_Drainage_Memo_160401
Drainage Report Lake Lucy Road Prepared for: Yosemite Holdings, INC Prepared by: Peter Allen April 1, 2016 Stantec Consulting Ltd. DRAINAGE REPORT April 1, 2016 ap v:\1938\active\193803412\design\stormwater\16-04-01 submittal\193803412_drainage_memo_160401.docx 1 A drainage analysis was completed for the proposed Lake Lucy Road project located northwest of the intersection of Lake Lucy Road and Yosemite Ave in Chanhassen, Minnesota. The proposed development will included 12 single family home lots with a new roadway and utilities. The following is a summary of the stormwater analysis completed for this development. Summary of Site Drainage Existing Conditions Under the existing conditions, the 9.0 arce site, which has a total drainage area of approximately 13.5 acres, is divided by a natural ridge that cuts the site approximately in half. This divide is also the hydrologic boundary between Minnehaha Creek Watershed District (MCWD) to the north and Riley Purgatory Bluff Creek Watershed District (RPBCWD) to the south. The north half of the site drains to two existing wetlands. These wetlands are connected by an overland spillway. Approximately 4 acres from off-site land to the north drains to the north wetland. The south half of the site drains to an existing culvert that flows to the south across Lake Lucy Road. The site is primarily wooded with 3 single family homes located on the southern side of the site. Proposed Conditions Proposed conditions will include the construction of 12 single family homes, a new roadway, and new utilities. The general drainage patterns will remain with the northern portion of the site draining to the two wetlands and the southern portion of the site draining to a proposed wet detention pond to the south. Runoff from the roadway will be treated by two filtration basins. The majority of pervious surfaces of the site will be turf, with the northwest corner being kept as woods. An emergency outflow pipe will be placed at the south end of Wetland East to provide additional outflow capacity during storm events that exceed the 100-yr, 24-hr event. Design Criteria Criteria and assumptions made for this analysis: • Peak runoff rates not to increase for the 2-, 10-, and 100-yr, 24-hr storm events. • Rainfall depths assuming TP-40 were used for this analysis with Type II rainfall distribution. Rainfall Event Rainfall Depth (in) 2-yr 2.8 10-yr 4.2 100-yr 6.0 • Minimum time of concentration was assumed to be 6 minutes. • Water quality requirement must meet NURP criteria (90% Total Suspended Solids (TSS) removal and 60% Total Phosphorus (TP) removal) DRAINAGE REPORT April 1, 2016 ap v:\1938\active\193803412\design\stormwater\16-04-01 submittal\193803412_drainage_memo_160401.docx 2 • Infiltration: Due to the presence of Hydrologic Soil Group (HSG) Type D soils, infiltration is not recommended for this site. • Wetlands: Meet the wetland requirements for bounce and inundation period for Manage 1 and Manage 2 wetland classifications. Peak Rate Control The following table summarizes the peak flow rates for each drainage area for the 2, 10, and 100-yr, 24-hr storm events under existing and proposed conditions. Based on the analysis the proposed stormwater management meets the City’s requirements for peak rate control. Refer to the attached drainage area map and HydroCAD output information for further details. Rate Control Summary Condition 2-year 10-year 100-year (cfs) (cfs) (cfs) Existing Conditions To South 5.4 9.7 13.5 To West 0.4 0.8 1.4 Total 5.9 10.7 15.0 Proposed Conditions To South 3.0 6.7 9.7 To West 0.0 0.0 0.0 Total 3.0 6.7 9.7 Volume Control The soils on site consist of primarily sandy clays and clayey sands. These soils don’t provide good infiltration rates; therefore, infiltration is considered an inappropriate form of stormwater management. In place of infiltration features, filtration features will be used to treat stormwater prior to discharging offsite. Water Quality Since infiltration is not feasible on the site, NURP water quality standards (90% TSS removal and 60% TP removal) were met. To achieve these standards, filtration basins and natural turf buffers were used. The software modeling program P8 was used to perform the necessary water quality calculations. NURP standards were achieved for each outfall location; wetland north, wetland east, and the pond outlet. A separate analysis was conducted for each outfall. Drainage areas for each outfall included some portions from offsite areas and undisturbed on-site areas. These areas were included in the analysis, but sediment loadings were removed to appropriately analyze the land disturbance drainage. Below is a summary of each outfall. DRAINAGE REPORT April 1, 2016 ap v:\1938\active\193803412\design\stormwater\16-04-01 submittal\193803412_drainage_memo_160401.docx 3 Wetland North The Wetland North receives flow from the northwest and north central portions of the site as well as approximately 4 acres of offsite flow. Onsite drainage area includes roadway, housing lots, and turf surfaces. The roadway and a portion of the lots will be routed to a 1.5-ft deep filtration basin with a draintile underdrain for treatment prior to discharging to the wetland. The remainder of the Wetland North drainage area flows overland (or turf buffer areas) prior to discharging to the wetland. Wetland East The Wetland East receives flow from a small area of on-site/disturbed area are form the west with the majority of the drainage area being from offsite/undisturbed areas. The on-site drainage area primarily includes a portion of residential lot area and a small amount of new sidewalk. The primary stormwater treatment features will consist of a turf buffer area and a small 1-ft high filtration berm that runs along the perimeter of the wetland. South The South outfall receive flow from southern portion of the site include the east portion of the proposed roadway. The runoff from the roadway is routed to a 1.0-ft deep filtration basin with a draintile underdrain for pretreatment prior to discharging into the wet detention pond. The wet detention pond includes a 5-ft deep permanent pool to provide water quality treatment prior to discharging off site. Below is a summary of the TSS and TP removal efficiencies. Based on the analysis the proposed stormwater management meets the City’s requirements for water quality treatment. More information can be found in the attached P8 output data. Water Quality Summary Outfall TSS Removal Efficiency (%) TP Removal Efficiency (%) Wetland North 90.3 62.0 Wetland East 94.3 76.3 South 95.9 76.8 Wetlands The general understanding of how the wetlands function under existing conditions is that Wetland East overflows into Wetland North through the natural spillway at an elevation of 1006.6, and then Wetland North discharges at an unknown rate to the east through an outlet pipe at the northeast corner of Wetland North. The functionality of this outlet pipe is currently unknown DRAINAGE REPORT April 1, 2016 ap v:\1938\active\193803412\design\stormwater\16-04-01 submittal\193803412_drainage_memo_160401.docx 4 and therefore is not included in the HydroCAD modeling. The two wetlands onsite are classified as Manage 1 (Wetland East) and Manage 2 (Wetland North). These types of wetlands have specific bounce and inundation period required based on the Recommended Wetland Management Classification System that accompanies the Minnesota Routine Assessment Method (MnRAM) Evaluating Wetland Function that are summarized in the table below. Wetland Management Classification Permitted Bounce for 10-yr Event Inundation Period for 1-year & 2-year Event Inundation Period for 10-yr Event Runout Control Elevation Manage 1 Existing + 0.5 ft Existing + 1 day Existing + 7 days No Change Manage 2 Existing + 1.0 ft Existing + 2 days Existing + 14 days 0 to 1.0 ft above existing runout An inundation period analysis would not be accurate due to the unknown nature of the existing outlet pipe, therefore, bounce and runout control elevation criteria are the only requirement that were analyzed. The outlet elevation of Wetland East cannot be lowered; therefore an emergency outlet pipe was place at an elevation of 1006.7 which is above the existing overland spillway elevation. This emergency outlet will help alleviate flooding potential of the wetland areas during larger storm events (e.g. greater than 100-yr event). The table below summarizes the wetland analysis. More information can be found in the attached HydroCAD output files. Wetland Summary Wetland Condition 10-year HWL Runout Control Elevation (feet) (feet) Wetland North (Manage 2) Existing Conditions 1005.92 1006.6 Proposed Conditions 1006.15 (+0.23’) 1006.6 Wetland East (Manage 1) Existing Conditions 1004.84 1006.6 Proposed Conditions 1004.43 (-0.41’) 1006.6 (EOF 1006.7) Attachments: Proposed Drainage Area Map HydroCAD Output P8 Output DRAINAGE AREA MAP EXISTINGBITUMINOUSTRAIL EXISTINGBITUMINOUS TRAILCB=999.18INVN=6.30INVS=6.41 CB=998.44INVN=8.4INVS=8.45 18"CULVERTINV=993.49 SANMH=1021.12INVE=1007.94INVW=1007.96 G -B G - B G-BG-B >>>>> S-7ELEV=1029.2 SBELEV=1028.7 SBELEV=1028.7 B-6ELEV=1009.4 B-8ELEV=1011.3 B-5ELEV=1017.5 B-4ELEV=1010.20 B-3ELEV=1008.08 B-2ELEV=1007.88 B-1ELEV=1009.90 B-10ELEV=1004.52 OHP OHP OHP OHP OHP OHP O H P O H P O H P O H P O H P O H P O H P O H P O H P E-4 E-1 OS-3 OS-1 WETLAND NORTH WETLAND EAST DATE:PROJ. NO.: P l o t D a t e :0 3 /3 1 /2 0 1 6 -3 :5 7 p m D r a w i n g n a m e : V :\1 9 3 8 \a c t i v e \1 9 3 8 0 3 4 1 2 \C A D \D w g \1 9 3 8 0 3 4 1 2 _D r a i n a g e .d w g X r e f s :, 1 9 3 8 0 3 4 1 2 X S N O ,1 9 3 8 0 3 4 1 2 X S X V , 1 9 3 8 0 3 4 1 2 X B R D , 1 9 3 8 0 3 4 1 2 X S N V , 1 9 3 8 0 3 4 1 2 X S X T , 1 9 3 8 0 3 4 1 2 X S N Z , 1 9 3 8 0 3 4 9 3 X B R D ,1 9 3 8 0 3 4 1 2 X S N U ,L I D A R C o n t o u r s 2335 Highway 36 W St. Paul, MN 55113 www.stantec.com EXISTING DRAINAGE AREAS YOSEMITE HOLDINGS LLC LAKE LUCY ROAD 04/01/2016 193803412 FIGURE1 DRAINAGE AREAS DA ID AREA (AC)IMPERVIOUS (AC) E-1 3.70 0.14 E-2 1.66 0.22 E-3 2.98 0.0 E-4 0.23 0.0 OS-1 0.94 0.33 OS-3 4.00 0.18 TOTAL 13.51 0.87 N 0 60 120 EXISTINGBITUMINOUSTRAIL EXISTINGBITUMINOUS TRAIL 30' 5 5 .61 ' 94.97' 90.01' 92.11' 131.52' 9 0' 9 0 .3 7 ' 5 9 .8 3 ' 37.03'98.55' 322.43' 220.89' 143.59' 136.42' 1 0 1 .1 1 ' 1 1 0 .9 4 ' 4 5.65' 27.14' 4 8 .8 4' 1 0 1 .1 1 ' 9 0 .1 6 ' 9 4 .6 0 ' 170.39' 174.57' 97.34' 80' 5 .3 5 ' 2 3 6 .6 0 ' 36 .32 ' 2 2 .9 5 ' 2 0 0 ' 110'90'91.95'92.10'162.50' 1 3 7 .8 9 ' 2 1 5 .2 4 ' 1 9 5 .9 0 ' 1 5 7 .6 8 ' 141.51' 5 6 .0 5 ' 5 8 .9 6 ' 8 6 .2 8' 17.21'40.88' 18.16'38.22' 66.08' 36.78' 9 2 .95 ' 1 2 4 .6 7 ' 59.48 ' 1 0 2 .2 8 ' 93.86' 1 5 4 .3 7 ' 72.31' 3 5 .9 8 ' 5 3 .3 9 ' 34.67' 5 9 .2 7 ' 25.49' 70' 1 2.10' 70' 7 0 ' 7 0 ' 70' 70' 7 0 ' 80' 7 0 ' 7 0 ' 70' 80' 8 0 ' 8 0 ' 80' 80' 7 0 ' 8 0 ' 110'ATFYSB 1 0 2 .8 5 'A T F Y S B 1 0 0 .3 2 'A T F Y S B 8 0 ' 70' 8 0 ' 70' 7 5 ' 80' 1 4 . 1 9 ' CB=999.18INVN=6.30INVS=6.41 CB=998.44INVN=8.4INVS=8.45 18"CULVERTINV=993.49 SANMH=1021.12INVE=1007.94INVW=1007.96 G -B G - B G-BG-B >>>>> S-7ELEV=1029.2 SBELEV=1028.7 SBELEV=1028.7 B-6ELEV=1009.4 B-8ELEV=1011.3 B-5ELEV=1017.5 B-4ELEV=1010.20 B-3ELEV=1008.08 B-2ELEV=1007.88 B-1ELEV=1009.90 B-10ELEV=1004.52 OHP OHP OHP OHP OHP OHP O H P O H P O H P O H P O H P O H P O H P O H P O H P 1 0 :1 FL1011.0 FL15.28 FL13.53 FL12.03 1% FL 15.78 FL10.536%FL10.38 FL10.57 TC1014.22 TC TC FL16.28 FL 16.78 1% 1% FL17.28 FL 17.78 FL18.28 FL18.78 FL 19.28 FL 19.78 FL HP19.67 FL19.00 1%3 % 3 % 3 % 3 % FL 15.03 3 .9 3 % 1 0 2 2 FL 18.00 FL 19.00 1% 1 % 1 .3 % 1 0 2 4 1 0 2 0 1 0 1 8 1 0 2 2 1 0 2 0 1 0 2 2 > > > > > > > > > > >> P-1 P-4 P-2 P-5 P-6 P-3 OS-3 OS-1 WETLAND NORTH WETLAND EAST DATE:PROJ. NO.: P l o t D a t e :0 3 /3 1 /2 0 1 6 -4 :0 6 p m D r a w i n g n a m e : V :\1 9 3 8 \a c t i v e \1 9 3 8 0 3 4 1 2 \C A D \D w g \1 9 3 8 0 3 4 1 2 _D r a i n a g e .d w g X r e f s :, 1 9 3 8 0 3 4 1 2 X S N O ,1 9 3 8 0 3 4 1 2 X S X V , 1 9 3 8 0 3 4 1 2 X B R D , 1 9 3 8 0 3 4 1 2 X S N V , 1 9 3 8 0 3 4 1 2 X S X T , 1 9 3 8 0 3 4 1 2 X S N Z , 1 9 3 8 0 3 4 9 3 X B R D ,1 9 3 8 0 3 4 1 2 X S N U ,L I D A R C o n t o u r s 2335 Highway 36 W St. Paul, MN 55113 www.stantec.com PROPOSED DRAINAGE AREAS YOSEMITE HOLDINGS LLC LAKE LUCY ROAD 04/01/2016 193803412 FIGURE2 DRAINAGE AREAS DA ID AREA (AC)IMPERVIOUS (AC) P-1 2.45 0.69 P-2 1.18 0.26 P-3 2.88 0.55 P-4 0.56 0.33 P-5 0.21 0.08 P-6 0.68 0.35 P-7 0.61 0.18 OS-1 0.94 0.33 OS-3 4.00 0.18 TOTAL 13.51 2.95 HYDROCAD OUTPUT 1S E-01 2S E-02 3S E-3 4S E-04 9S OS-3 10S OS-1 8R Off-site 5P Existing Culvert 6P Wetland East 7P Wetland North Routing Diagram for 193803412_Existing_160322 Prepared by Stantec Consulting Ltd., Printed 3/31/2016 HydroCAD® 10.00-15 s/n 00429 © 2015 HydroCAD Software Solutions LLC Subcat Reach Pond Link You created this PDF from an application that is not licensed to print to novaPDF printer (http://www.novapdf.com) Type II 24-hr 2-yr Rainfall=2.80"193803412_Existing_160322 Printed 3/31/2016Prepared by Stantec Consulting Ltd. Page 2HydroCAD® 10.00-15 s/n 00429 © 2015 HydroCAD Software Solutions LLC Summary for Subcatchment 1S: E-01 Runoff =4.30 cfs @ 12.15 hrs, Volume=0.340 af, Depth=1.10" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-72.00 hrs, dt= 0.05 hrs Type II 24-hr 2-yr Rainfall=2.80" Area (ac)CN Description 2.370 80 >75% Grass cover, Good, HSG D 1.190 79 Woods/grass comb., Good, HSG D 0.140 98 Paved parking, HSG D 3.700 80 Weighted Average 3.560 96.22% Pervious Area 0.140 3.78% Impervious Area Tc Length Slope Velocity Capacity Description (min)(feet)(ft/ft)(ft/sec)(cfs) 16.7 165 0.1200 0.16 Sheet Flow, Woods: Light underbrush n= 0.400 P2= 2.80" 4.2 305 0.0590 1.21 Shallow Concentrated Flow, Woodland Kv= 5.0 fps 20.9 470 Total Summary for Subcatchment 2S: E-02 Runoff =3.31 cfs @ 12.03 hrs, Volume=0.187 af, Depth=1.35" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-72.00 hrs, dt= 0.05 hrs Type II 24-hr 2-yr Rainfall=2.80" Area (ac)CN Description 1.220 79 Woods/grass comb., Good, HSG D 0.220 98 Paved roads w/curbs & sewers, HSG D 0.220 98 Water Surface, 0% imp, HSG D 1.660 84 Weighted Average 1.440 86.75% Pervious Area 0.220 13.25% Impervious Area Tc Length Slope Velocity Capacity Description (min)(feet)(ft/ft)(ft/sec)(cfs) 8.0 60 0.1000 0.12 Sheet Flow, Woods: Light underbrush n= 0.400 P2= 2.80" 2.8 215 0.0650 1.27 Shallow Concentrated Flow, Woodland Kv= 5.0 fps 10.8 275 Total You created this PDF from an application that is not licensed to print to novaPDF printer (http://www.novapdf.com) Type II 24-hr 2-yr Rainfall=2.80"193803412_Existing_160322 Printed 3/31/2016Prepared by Stantec Consulting Ltd. Page 3HydroCAD® 10.00-15 s/n 00429 © 2015 HydroCAD Software Solutions LLC Summary for Subcatchment 3S: E-3 Runoff =4.32 cfs @ 12.14 hrs, Volume=0.336 af, Depth=1.35" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-72.00 hrs, dt= 0.05 hrs Type II 24-hr 2-yr Rainfall=2.80" Area (ac)CN Description 0.600 80 >75% Grass cover, Good, HSG D 1.620 79 Woods/grass comb., Good, HSG D 0.760 98 Water Surface, 0% imp, HSG D 2.980 84 Weighted Average 2.980 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min)(feet)(ft/ft)(ft/sec)(cfs) 17.8 180 0.1220 0.17 Sheet Flow, Woods: Light underbrush n= 0.400 P2= 2.80" 3.2 175 0.0340 0.92 Shallow Concentrated Flow, Woodland Kv= 5.0 fps 21.0 355 Total Summary for Subcatchment 4S: E-04 Runoff =0.42 cfs @ 11.99 hrs, Volume=0.021 af, Depth=1.10" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-72.00 hrs, dt= 0.05 hrs Type II 24-hr 2-yr Rainfall=2.80" Area (ac)CN Description 0.230 80 >75% Grass cover, Good, HSG D 0.230 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min)(feet)(ft/ft)(ft/sec)(cfs) 7.6 110 0.0545 0.24 Sheet Flow, Grass: Short n= 0.150 P2= 2.80" Summary for Subcatchment 9S: OS-3 Runoff =4.64 cfs @ 12.15 hrs, Volume=0.367 af, Depth=1.10" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-72.00 hrs, dt= 0.05 hrs Type II 24-hr 2-yr Rainfall=2.80" You created this PDF from an application that is not licensed to print to novaPDF printer (http://www.novapdf.com) Type II 24-hr 2-yr Rainfall=2.80"193803412_Existing_160322 Printed 3/31/2016Prepared by Stantec Consulting Ltd. Page 4HydroCAD® 10.00-15 s/n 00429 © 2015 HydroCAD Software Solutions LLC Area (ac)CN Description 3.820 79 Woods/grass comb., Good, HSG D 0.180 98 Paved parking, HSG D 4.000 80 Weighted Average 3.820 95.50% Pervious Area 0.180 4.50% Impervious Area Tc Length Slope Velocity Capacity Description (min)(feet)(ft/ft)(ft/sec)(cfs) 17.8 180 0.1220 0.17 Sheet Flow, Woods: Light underbrush n= 0.400 P2= 2.80" 3.2 175 0.0340 0.92 Shallow Concentrated Flow, Woodland Kv= 5.0 fps 21.0 355 Total Summary for Subcatchment 10S: OS-1 Runoff =1.30 cfs @ 12.21 hrs, Volume=0.117 af, Depth=1.49" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-72.00 hrs, dt= 0.05 hrs Type II 24-hr 2-yr Rainfall=2.80" Area (ac)CN Description 0.610 79 Woods/grass comb., Good, HSG D 0.330 98 Paved roads w/curbs & sewers, HSG D 0.940 86 Weighted Average 0.610 64.89% Pervious Area 0.330 35.11% Impervious Area Tc Length Slope Velocity Capacity Description (min)(feet)(ft/ft)(ft/sec)(cfs) 26.9 250 0.0840 0.15 Sheet Flow, Woods: Light underbrush n= 0.400 P2= 2.80" 0.1 15 0.1300 1.80 Shallow Concentrated Flow, Woodland Kv= 5.0 fps 27.0 265 Total Summary for Reach 8R: Off-site Inflow Area =4.870 ac,9.65% Impervious, Inflow Depth = 1.18" for 2-yr event Inflow =5.47 cfs @ 12.19 hrs, Volume=0.478 af Outflow =5.47 cfs @ 12.19 hrs, Volume=0.478 af, Atten= 0%, Lag= 0.0 min Routing by Stor-Ind+Trans method, Time Span= 0.00-72.00 hrs, dt= 0.05 hrs You created this PDF from an application that is not licensed to print to novaPDF printer (http://www.novapdf.com) Type II 24-hr 2-yr Rainfall=2.80"193803412_Existing_160322 Printed 3/31/2016Prepared by Stantec Consulting Ltd. Page 5HydroCAD® 10.00-15 s/n 00429 © 2015 HydroCAD Software Solutions LLC Summary for Pond 5P: Existing Culvert Inflow Area =4.640 ac,10.13% Impervious, Inflow Depth = 1.18" for 2-yr event Inflow =5.54 cfs @ 12.16 hrs, Volume=0.457 af Outflow =5.38 cfs @ 12.20 hrs, Volume=0.457 af, Atten= 3%, Lag= 2.3 min Primary =5.38 cfs @ 12.20 hrs, Volume=0.457 af Routing by Stor-Ind method, Time Span= 0.00-72.00 hrs, dt= 0.05 hrs Peak Elev= 994.65' @ 12.20 hrs Surf.Area= 1,055 sf Storage= 403 cf Plug-Flow detention time= 0.4 min calculated for 0.456 af (100% of inflow) Center-of-Mass det. time= 0.4 min ( 856.8 - 856.4 ) Volume Invert Avail.Storage Storage Description #1 994.00'14,709 cf Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet)(sq-ft)(cubic-feet)(cubic-feet) 994.00 186 0 0 996.00 2,860 3,046 3,046 998.00 8,803 11,663 14,709 Device Routing Invert Outlet Devices #1 Primary 993.49'18.0" Round Culvert L= 23.0' Ke= 0.500 Inlet / Outlet Invert= 993.49' / 992.88' S= 0.0265 '/' Cc= 0.900 n= 0.013, Flow Area= 1.77 sf Primary OutFlow Max=5.36 cfs @ 12.20 hrs HW=994.65' (Free Discharge) 1=Culvert (Inlet Controls 5.36 cfs @ 3.66 fps) Summary for Pond 6P: Wetland East Inflow Area =8.640 ac,4.63% Impervious, Inflow Depth = 0.26" for 2-yr event Inflow =3.31 cfs @ 12.03 hrs, Volume=0.187 af Outflow =0.00 cfs @ 0.00 hrs, Volume=0.000 af, Atten= 100%, Lag= 0.0 min Routing by Stor-Ind method, Time Span= 0.00-72.00 hrs, dt= 0.05 hrs Peak Elev= 1,003.94' @ 24.65 hrs Surf.Area= 6,485 sf Storage= 8,154 cf 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 1,002.00'68,938 cf Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet)(sq-ft)(cubic-feet)(cubic-feet) 1,002.00 1,907 0 0 1,004.00 6,618 8,525 8,525 1,006.00 13,714 20,332 28,857 1,008.00 26,367 40,081 68,938 You created this PDF from an application that is not licensed to print to novaPDF printer (http://www.novapdf.com) Type II 24-hr 2-yr Rainfall=2.80"193803412_Existing_160322 Printed 3/31/2016Prepared by Stantec Consulting Ltd. Page 6HydroCAD® 10.00-15 s/n 00429 © 2015 HydroCAD Software Solutions LLC Summary for Pond 7P: Wetland North Inflow Area =6.980 ac,2.58% Impervious, Inflow Depth = 1.21" for 2-yr event Inflow =8.96 cfs @ 12.15 hrs, Volume=0.703 af Outflow =0.00 cfs @ 0.00 hrs, Volume=0.000 af, Atten= 100%, Lag= 0.0 min Primary =0.00 cfs @ 0.00 hrs, Volume=0.000 af Routing by Stor-Ind method, Time Span= 0.00-72.00 hrs, dt= 0.05 hrs Peak Elev= 1,005.20' @ 25.25 hrs Surf.Area= 34,467 sf Storage= 30,642 cf 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 1,004.00'188,161 cf Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet)(sq-ft)(cubic-feet)(cubic-feet) 1,004.00 16,694 0 0 1,006.00 46,368 63,062 63,062 1,008.00 78,731 125,099 188,161 Device Routing Invert Outlet Devices #1 Primary 1,006.60'10.0' long x 10.0' breadth Broad-Crested Rectangular Weir Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 Coef. (English) 2.49 2.56 2.70 2.69 2.68 2.69 2.67 2.64 Primary OutFlow Max=0.00 cfs @ 0.00 hrs HW=1,004.00' (Free Discharge) 1=Broad-Crested Rectangular Weir ( Controls 0.00 cfs) You created this PDF from an application that is not licensed to print to novaPDF printer (http://www.novapdf.com) Type II 24-hr 10-yr Rainfall=4.20"193803412_Existing_160322 Printed 3/31/2016Prepared by Stantec Consulting Ltd. Page 7HydroCAD® 10.00-15 s/n 00429 © 2015 HydroCAD Software Solutions LLC Summary for Subcatchment 1S: E-01 Runoff =8.81 cfs @ 12.14 hrs, Volume=0.681 af, Depth=2.21" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-72.00 hrs, dt= 0.05 hrs Type II 24-hr 10-yr Rainfall=4.20" Area (ac)CN Description 2.370 80 >75% Grass cover, Good, HSG D 1.190 79 Woods/grass comb., Good, HSG D 0.140 98 Paved parking, HSG D 3.700 80 Weighted Average 3.560 96.22% Pervious Area 0.140 3.78% Impervious Area Tc Length Slope Velocity Capacity Description (min)(feet)(ft/ft)(ft/sec)(cfs) 16.7 165 0.1200 0.16 Sheet Flow, Woods: Light underbrush n= 0.400 P2= 2.80" 4.2 305 0.0590 1.21 Shallow Concentrated Flow, Woodland Kv= 5.0 fps 20.9 470 Total Summary for Subcatchment 2S: E-02 Runoff =6.17 cfs @ 12.02 hrs, Volume=0.352 af, Depth=2.55" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-72.00 hrs, dt= 0.05 hrs Type II 24-hr 10-yr Rainfall=4.20" Area (ac)CN Description 1.220 79 Woods/grass comb., Good, HSG D 0.220 98 Paved roads w/curbs & sewers, HSG D 0.220 98 Water Surface, 0% imp, HSG D 1.660 84 Weighted Average 1.440 86.75% Pervious Area 0.220 13.25% Impervious Area Tc Length Slope Velocity Capacity Description (min)(feet)(ft/ft)(ft/sec)(cfs) 8.0 60 0.1000 0.12 Sheet Flow, Woods: Light underbrush n= 0.400 P2= 2.80" 2.8 215 0.0650 1.27 Shallow Concentrated Flow, Woodland Kv= 5.0 fps 10.8 275 Total You created this PDF from an application that is not licensed to print to novaPDF printer (http://www.novapdf.com) Type II 24-hr 10-yr Rainfall=4.20"193803412_Existing_160322 Printed 3/31/2016Prepared by Stantec Consulting Ltd. Page 8HydroCAD® 10.00-15 s/n 00429 © 2015 HydroCAD Software Solutions LLC Summary for Subcatchment 3S: E-3 Runoff =8.17 cfs @ 12.14 hrs, Volume=0.633 af, Depth=2.55" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-72.00 hrs, dt= 0.05 hrs Type II 24-hr 10-yr Rainfall=4.20" Area (ac)CN Description 0.600 80 >75% Grass cover, Good, HSG D 1.620 79 Woods/grass comb., Good, HSG D 0.760 98 Water Surface, 0% imp, HSG D 2.980 84 Weighted Average 2.980 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min)(feet)(ft/ft)(ft/sec)(cfs) 17.8 180 0.1220 0.17 Sheet Flow, Woods: Light underbrush n= 0.400 P2= 2.80" 3.2 175 0.0340 0.92 Shallow Concentrated Flow, Woodland Kv= 5.0 fps 21.0 355 Total Summary for Subcatchment 4S: E-04 Runoff =0.84 cfs @ 11.99 hrs, Volume=0.042 af, Depth=2.21" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-72.00 hrs, dt= 0.05 hrs Type II 24-hr 10-yr Rainfall=4.20" Area (ac)CN Description 0.230 80 >75% Grass cover, Good, HSG D 0.230 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min)(feet)(ft/ft)(ft/sec)(cfs) 7.6 110 0.0545 0.24 Sheet Flow, Grass: Short n= 0.150 P2= 2.80" Summary for Subcatchment 9S: OS-3 Runoff =9.50 cfs @ 12.14 hrs, Volume=0.736 af, Depth=2.21" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-72.00 hrs, dt= 0.05 hrs Type II 24-hr 10-yr Rainfall=4.20" You created this PDF from an application that is not licensed to print to novaPDF printer (http://www.novapdf.com) Type II 24-hr 10-yr Rainfall=4.20"193803412_Existing_160322 Printed 3/31/2016Prepared by Stantec Consulting Ltd. Page 9HydroCAD® 10.00-15 s/n 00429 © 2015 HydroCAD Software Solutions LLC Area (ac)CN Description 3.820 79 Woods/grass comb., Good, HSG D 0.180 98 Paved parking, HSG D 4.000 80 Weighted Average 3.820 95.50% Pervious Area 0.180 4.50% Impervious Area Tc Length Slope Velocity Capacity Description (min)(feet)(ft/ft)(ft/sec)(cfs) 17.8 180 0.1220 0.17 Sheet Flow, Woods: Light underbrush n= 0.400 P2= 2.80" 3.2 175 0.0340 0.92 Shallow Concentrated Flow, Woodland Kv= 5.0 fps 21.0 355 Total Summary for Subcatchment 10S: OS-1 Runoff =2.37 cfs @ 12.20 hrs, Volume=0.214 af, Depth=2.73" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-72.00 hrs, dt= 0.05 hrs Type II 24-hr 10-yr Rainfall=4.20" Area (ac)CN Description 0.610 79 Woods/grass comb., Good, HSG D 0.330 98 Paved roads w/curbs & sewers, HSG D 0.940 86 Weighted Average 0.610 64.89% Pervious Area 0.330 35.11% Impervious Area Tc Length Slope Velocity Capacity Description (min)(feet)(ft/ft)(ft/sec)(cfs) 26.9 250 0.0840 0.15 Sheet Flow, Woods: Light underbrush n= 0.400 P2= 2.80" 0.1 15 0.1300 1.80 Shallow Concentrated Flow, Woodland Kv= 5.0 fps 27.0 265 Total Summary for Reach 8R: Off-site Inflow Area =4.870 ac,9.65% Impervious, Inflow Depth = 2.31" for 10-yr event Inflow =9.80 cfs @ 12.23 hrs, Volume=0.937 af Outflow =9.80 cfs @ 12.23 hrs, Volume=0.937 af, Atten= 0%, Lag= 0.0 min Routing by Stor-Ind+Trans method, Time Span= 0.00-72.00 hrs, dt= 0.05 hrs You created this PDF from an application that is not licensed to print to novaPDF printer (http://www.novapdf.com) Type II 24-hr 10-yr Rainfall=4.20"193803412_Existing_160322 Printed 3/31/2016Prepared by Stantec Consulting Ltd. Page 10HydroCAD® 10.00-15 s/n 00429 © 2015 HydroCAD Software Solutions LLC Summary for Pond 5P: Existing Culvert Inflow Area =4.640 ac,10.13% Impervious, Inflow Depth = 2.31" for 10-yr event Inflow =11.06 cfs @ 12.15 hrs, Volume=0.895 af Outflow =9.66 cfs @ 12.24 hrs, Volume=0.895 af, Atten= 13%, Lag= 5.2 min Primary =9.66 cfs @ 12.24 hrs, Volume=0.895 af Routing by Stor-Ind method, Time Span= 0.00-72.00 hrs, dt= 0.05 hrs Peak Elev= 995.53' @ 12.24 hrs Surf.Area= 2,230 sf Storage= 1,847 cf Plug-Flow detention time= 1.1 min calculated for 0.894 af (100% of inflow) Center-of-Mass det. time= 1.1 min ( 838.3 - 837.2 ) Volume Invert Avail.Storage Storage Description #1 994.00'14,709 cf Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet)(sq-ft)(cubic-feet)(cubic-feet) 994.00 186 0 0 996.00 2,860 3,046 3,046 998.00 8,803 11,663 14,709 Device Routing Invert Outlet Devices #1 Primary 993.49'18.0" Round Culvert L= 23.0' Ke= 0.500 Inlet / Outlet Invert= 993.49' / 992.88' S= 0.0265 '/' Cc= 0.900 n= 0.013, Flow Area= 1.77 sf Primary OutFlow Max=9.62 cfs @ 12.24 hrs HW=995.52' (Free Discharge) 1=Culvert (Inlet Controls 9.62 cfs @ 5.45 fps) Summary for Pond 6P: Wetland East Inflow Area =8.640 ac,4.63% Impervious, Inflow Depth = 0.49" for 10-yr event Inflow =6.17 cfs @ 12.02 hrs, Volume=0.352 af Outflow =0.00 cfs @ 0.00 hrs, Volume=0.000 af, Atten= 100%, Lag= 0.0 min Routing by Stor-Ind method, Time Span= 0.00-72.00 hrs, dt= 0.05 hrs Peak Elev= 1,004.84' @ 24.65 hrs Surf.Area= 9,605 sf Storage= 15,353 cf 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 1,002.00'68,938 cf Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet)(sq-ft)(cubic-feet)(cubic-feet) 1,002.00 1,907 0 0 1,004.00 6,618 8,525 8,525 1,006.00 13,714 20,332 28,857 1,008.00 26,367 40,081 68,938 You created this PDF from an application that is not licensed to print to novaPDF printer (http://www.novapdf.com) Type II 24-hr 10-yr Rainfall=4.20"193803412_Existing_160322 Printed 3/31/2016Prepared by Stantec Consulting Ltd. Page 11HydroCAD® 10.00-15 s/n 00429 © 2015 HydroCAD Software Solutions LLC Summary for Pond 7P: Wetland North Inflow Area =6.980 ac,2.58% Impervious, Inflow Depth = 2.35" for 10-yr event Inflow =17.67 cfs @ 12.14 hrs, Volume=1.369 af Outflow =0.00 cfs @ 0.00 hrs, Volume=0.000 af, Atten= 100%, Lag= 0.0 min Primary =0.00 cfs @ 0.00 hrs, Volume=0.000 af Routing by Stor-Ind method, Time Span= 0.00-72.00 hrs, dt= 0.05 hrs Peak Elev= 1,005.92' @ 25.25 hrs Surf.Area= 45,255 sf Storage= 59,624 cf 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 1,004.00'188,161 cf Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet)(sq-ft)(cubic-feet)(cubic-feet) 1,004.00 16,694 0 0 1,006.00 46,368 63,062 63,062 1,008.00 78,731 125,099 188,161 Device Routing Invert Outlet Devices #1 Primary 1,006.60'10.0' long x 10.0' breadth Broad-Crested Rectangular Weir Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 Coef. (English) 2.49 2.56 2.70 2.69 2.68 2.69 2.67 2.64 Primary OutFlow Max=0.00 cfs @ 0.00 hrs HW=1,004.00' (Free Discharge) 1=Broad-Crested Rectangular Weir ( Controls 0.00 cfs) You created this PDF from an application that is not licensed to print to novaPDF printer (http://www.novapdf.com) Type II 24-hr 100-yr Rainfall=6.00"193803412_Existing_160322 Printed 3/31/2016Prepared by Stantec Consulting Ltd. Page 12HydroCAD® 10.00-15 s/n 00429 © 2015 HydroCAD Software Solutions LLC Summary for Subcatchment 1S: E-01 Runoff =15.05 cfs @ 12.14 hrs, Volume=1.166 af, Depth=3.78" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-72.00 hrs, dt= 0.05 hrs Type II 24-hr 100-yr Rainfall=6.00" Area (ac)CN Description 2.370 80 >75% Grass cover, Good, HSG D 1.190 79 Woods/grass comb., Good, HSG D 0.140 98 Paved parking, HSG D 3.700 80 Weighted Average 3.560 96.22% Pervious Area 0.140 3.78% Impervious Area Tc Length Slope Velocity Capacity Description (min)(feet)(ft/ft)(ft/sec)(cfs) 16.7 165 0.1200 0.16 Sheet Flow, Woods: Light underbrush n= 0.400 P2= 2.80" 4.2 305 0.0590 1.21 Shallow Concentrated Flow, Woodland Kv= 5.0 fps 20.9 470 Total Summary for Subcatchment 2S: E-02 Runoff =9.97 cfs @ 12.02 hrs, Volume=0.581 af, Depth=4.20" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-72.00 hrs, dt= 0.05 hrs Type II 24-hr 100-yr Rainfall=6.00" Area (ac)CN Description 1.220 79 Woods/grass comb., Good, HSG D 0.220 98 Paved roads w/curbs & sewers, HSG D 0.220 98 Water Surface, 0% imp, HSG D 1.660 84 Weighted Average 1.440 86.75% Pervious Area 0.220 13.25% Impervious Area Tc Length Slope Velocity Capacity Description (min)(feet)(ft/ft)(ft/sec)(cfs) 8.0 60 0.1000 0.12 Sheet Flow, Woods: Light underbrush n= 0.400 P2= 2.80" 2.8 215 0.0650 1.27 Shallow Concentrated Flow, Woodland Kv= 5.0 fps 10.8 275 Total You created this PDF from an application that is not licensed to print to novaPDF printer (http://www.novapdf.com) Type II 24-hr 100-yr Rainfall=6.00"193803412_Existing_160322 Printed 3/31/2016Prepared by Stantec Consulting Ltd. Page 13HydroCAD® 10.00-15 s/n 00429 © 2015 HydroCAD Software Solutions LLC Summary for Subcatchment 3S: E-3 Runoff =13.29 cfs @ 12.13 hrs, Volume=1.042 af, Depth=4.20" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-72.00 hrs, dt= 0.05 hrs Type II 24-hr 100-yr Rainfall=6.00" Area (ac)CN Description 0.600 80 >75% Grass cover, Good, HSG D 1.620 79 Woods/grass comb., Good, HSG D 0.760 98 Water Surface, 0% imp, HSG D 2.980 84 Weighted Average 2.980 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min)(feet)(ft/ft)(ft/sec)(cfs) 17.8 180 0.1220 0.17 Sheet Flow, Woods: Light underbrush n= 0.400 P2= 2.80" 3.2 175 0.0340 0.92 Shallow Concentrated Flow, Woodland Kv= 5.0 fps 21.0 355 Total Summary for Subcatchment 4S: E-04 Runoff =1.42 cfs @ 11.99 hrs, Volume=0.072 af, Depth=3.78" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-72.00 hrs, dt= 0.05 hrs Type II 24-hr 100-yr Rainfall=6.00" Area (ac)CN Description 0.230 80 >75% Grass cover, Good, HSG D 0.230 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min)(feet)(ft/ft)(ft/sec)(cfs) 7.6 110 0.0545 0.24 Sheet Flow, Grass: Short n= 0.150 P2= 2.80" Summary for Subcatchment 9S: OS-3 Runoff =16.23 cfs @ 12.14 hrs, Volume=1.260 af, Depth=3.78" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-72.00 hrs, dt= 0.05 hrs Type II 24-hr 100-yr Rainfall=6.00" You created this PDF from an application that is not licensed to print to novaPDF printer (http://www.novapdf.com) Type II 24-hr 100-yr Rainfall=6.00"193803412_Existing_160322 Printed 3/31/2016Prepared by Stantec Consulting Ltd. Page 14HydroCAD® 10.00-15 s/n 00429 © 2015 HydroCAD Software Solutions LLC Area (ac)CN Description 3.820 79 Woods/grass comb., Good, HSG D 0.180 98 Paved parking, HSG D 4.000 80 Weighted Average 3.820 95.50% Pervious Area 0.180 4.50% Impervious Area Tc Length Slope Velocity Capacity Description (min)(feet)(ft/ft)(ft/sec)(cfs) 17.8 180 0.1220 0.17 Sheet Flow, Woods: Light underbrush n= 0.400 P2= 2.80" 3.2 175 0.0340 0.92 Shallow Concentrated Flow, Woodland Kv= 5.0 fps 21.0 355 Total Summary for Subcatchment 10S: OS-1 Runoff =3.78 cfs @ 12.20 hrs, Volume=0.345 af, Depth=4.41" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-72.00 hrs, dt= 0.05 hrs Type II 24-hr 100-yr Rainfall=6.00" Area (ac)CN Description 0.610 79 Woods/grass comb., Good, HSG D 0.330 98 Paved roads w/curbs & sewers, HSG D 0.940 86 Weighted Average 0.610 64.89% Pervious Area 0.330 35.11% Impervious Area Tc Length Slope Velocity Capacity Description (min)(feet)(ft/ft)(ft/sec)(cfs) 26.9 250 0.0840 0.15 Sheet Flow, Woods: Light underbrush n= 0.400 P2= 2.80" 0.1 15 0.1300 1.80 Shallow Concentrated Flow, Woodland Kv= 5.0 fps 27.0 265 Total Summary for Reach 8R: Off-site Inflow Area =4.870 ac,9.65% Impervious, Inflow Depth = 3.90" for 100-yr event Inflow =13.67 cfs @ 12.28 hrs, Volume=1.584 af Outflow =13.67 cfs @ 12.28 hrs, Volume=1.584 af, Atten= 0%, Lag= 0.0 min Routing by Stor-Ind+Trans method, Time Span= 0.00-72.00 hrs, dt= 0.05 hrs You created this PDF from an application that is not licensed to print to novaPDF printer (http://www.novapdf.com) Type II 24-hr 100-yr Rainfall=6.00"193803412_Existing_160322 Printed 3/31/2016Prepared by Stantec Consulting Ltd. Page 15HydroCAD® 10.00-15 s/n 00429 © 2015 HydroCAD Software Solutions LLC Summary for Pond 5P: Existing Culvert Inflow Area =4.640 ac,10.13% Impervious, Inflow Depth = 3.91" for 100-yr event Inflow =18.64 cfs @ 12.15 hrs, Volume=1.511 af Outflow =13.47 cfs @ 12.29 hrs, Volume=1.511 af, Atten= 28%, Lag= 8.7 min Primary =13.47 cfs @ 12.29 hrs, Volume=1.511 af Routing by Stor-Ind method, Time Span= 0.00-72.00 hrs, dt= 0.05 hrs Peak Elev= 996.74' @ 12.29 hrs Surf.Area= 5,074 sf Storage= 6,001 cf Plug-Flow detention time= 2.5 min calculated for 1.510 af (100% of inflow) Center-of-Mass det. time= 2.5 min ( 824.9 - 822.4 ) Volume Invert Avail.Storage Storage Description #1 994.00'14,709 cf Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet)(sq-ft)(cubic-feet)(cubic-feet) 994.00 186 0 0 996.00 2,860 3,046 3,046 998.00 8,803 11,663 14,709 Device Routing Invert Outlet Devices #1 Primary 993.49'18.0" Round Culvert L= 23.0' Ke= 0.500 Inlet / Outlet Invert= 993.49' / 992.88' S= 0.0265 '/' Cc= 0.900 n= 0.013, Flow Area= 1.77 sf Primary OutFlow Max=13.45 cfs @ 12.29 hrs HW=996.74' (Free Discharge) 1=Culvert (Inlet Controls 13.45 cfs @ 7.61 fps) Summary for Pond 6P: Wetland East Inflow Area =8.640 ac,4.63% Impervious, Inflow Depth = 1.01" for 100-yr event Inflow =9.97 cfs @ 12.02 hrs, Volume=0.730 af Outflow =0.00 cfs @ 0.00 hrs, Volume=0.000 af, Atten= 100%, Lag= 0.0 min Routing by Stor-Ind method, Time Span= 0.00-72.00 hrs, dt= 0.05 hrs Peak Elev= 1,006.20' @ 72.00 hrs Surf.Area= 15,006 sf Storage= 31,790 cf 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 1,002.00'68,938 cf Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet)(sq-ft)(cubic-feet)(cubic-feet) 1,002.00 1,907 0 0 1,004.00 6,618 8,525 8,525 1,006.00 13,714 20,332 28,857 1,008.00 26,367 40,081 68,938 You created this PDF from an application that is not licensed to print to novaPDF printer (http://www.novapdf.com) Type II 24-hr 100-yr Rainfall=6.00"193803412_Existing_160322 Printed 3/31/2016Prepared by Stantec Consulting Ltd. Page 16HydroCAD® 10.00-15 s/n 00429 © 2015 HydroCAD Software Solutions LLC Summary for Pond 7P: Wetland North Inflow Area =6.980 ac,2.58% Impervious, Inflow Depth = 3.96" for 100-yr event Inflow =29.53 cfs @ 12.14 hrs, Volume=2.303 af Outflow =0.37 cfs @ 24.17 hrs, Volume=0.149 af, Atten= 99%, Lag= 722.3 min Primary =0.37 cfs @ 24.17 hrs, Volume=0.149 af Routing by Stor-Ind method, Time Span= 0.00-72.00 hrs, dt= 0.05 hrs Peak Elev= 1,006.66' @ 24.17 hrs Surf.Area= 57,025 sf Storage= 97,108 cf Plug-Flow detention time= 924.8 min calculated for 0.149 af (6% of inflow) Center-of-Mass det. time= 692.5 min ( 1,512.7 - 820.1 ) Volume Invert Avail.Storage Storage Description #1 1,004.00'188,161 cf Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet)(sq-ft)(cubic-feet)(cubic-feet) 1,004.00 16,694 0 0 1,006.00 46,368 63,062 63,062 1,008.00 78,731 125,099 188,161 Device Routing Invert Outlet Devices #1 Primary 1,006.60'10.0' long x 10.0' breadth Broad-Crested Rectangular Weir Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 Coef. (English) 2.49 2.56 2.70 2.69 2.68 2.69 2.67 2.64 Primary OutFlow Max=0.35 cfs @ 24.17 hrs HW=1,006.66' (Free Discharge) 1=Broad-Crested Rectangular Weir (Weir Controls 0.35 cfs @ 0.60 fps) You created this PDF from an application that is not licensed to print to novaPDF printer (http://www.novapdf.com) 1S P-1 2S P-2 3S P-3 4S P-4 5S P-5 6S P-6 7S P-7 9S OS-3 10S OS-1 10R South 5P South Pond 6P Wetland East 7P Wetland North 8P Filtration Basin 9P Filtration Basin Routing Diagram for 193803412_Proposed_160323 Prepared by Stantec Consulting Ltd., Printed 3/31/2016 HydroCAD® 10.00-15 s/n 00429 © 2015 HydroCAD Software Solutions LLC Subcat Reach Pond Link You created this PDF from an application that is not licensed to print to novaPDF printer (http://www.novapdf.com) Type II 24-hr 2-yr Rainfall=2.80"193803412_Proposed_160323 Printed 3/31/2016Prepared by Stantec Consulting Ltd. Page 2HydroCAD® 10.00-15 s/n 00429 © 2015 HydroCAD Software Solutions LLC Summary for Subcatchment 1S: P-1 Runoff =6.56 cfs @ 11.97 hrs, Volume=0.320 af, Depth=1.57" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-72.00 hrs, dt= 0.05 hrs Type II 24-hr 2-yr Rainfall=2.80" Area (ac)CN Description 2.310 86 1/3 acre lots, 30% imp, HSG D 0.140 98 Water Surface, 0% imp, HSG D 2.450 87 Weighted Average 1.757 82 71.71% Pervious Area 0.693 98 28.29% Impervious Area Tc Length Slope Velocity Capacity Description (min)(feet)(ft/ft)(ft/sec)(cfs) 4.3 60 0.1670 0.23 Sheet Flow, Grass: Dense n= 0.240 P2= 2.80" 1.5 377 0.0693 4.24 Shallow Concentrated Flow, Unpaved Kv= 16.1 fps 5.8 437 Total, Increased to minimum Tc = 6.0 min Summary for Subcatchment 2S: P-2 Runoff =3.02 cfs @ 11.97 hrs, Volume=0.147 af, Depth=1.49" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-72.00 hrs, dt= 0.05 hrs Type II 24-hr 2-yr Rainfall=2.80" Area (ac)CN Description 0.230 86 1/3 acre lots, 30% imp, HSG D 0.190 98 Paved roads w/curbs & sewers, HSG D 0.220 98 Water Surface, 0% imp, HSG D 0.540 77 Woods, Good, HSG D 1.180 86 Weighted Average 0.921 83 78.05% Pervious Area 0.259 98 21.95% Impervious Area Tc Length Slope Velocity Capacity Description (min)(feet)(ft/ft)(ft/sec)(cfs) 1.7 300 0.0350 3.01 Shallow Concentrated Flow, Unpaved Kv= 16.1 fps 1.7 300 Total, Increased to minimum Tc = 6.0 min You created this PDF from an application that is not licensed to print to novaPDF printer (http://www.novapdf.com) Type II 24-hr 2-yr Rainfall=2.80"193803412_Proposed_160323 Printed 3/31/2016Prepared by Stantec Consulting Ltd. Page 3HydroCAD® 10.00-15 s/n 00429 © 2015 HydroCAD Software Solutions LLC Summary for Subcatchment 3S: P-3 Runoff =6.06 cfs @ 12.07 hrs, Volume=0.394 af, Depth=1.64" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-72.00 hrs, dt= 0.05 hrs Type II 24-hr 2-yr Rainfall=2.80" Area (ac)CN Description 1.750 86 1/3 acre lots, 30% imp, HSG D 0.760 98 Water Surface, 0% imp, HSG D 0.350 79 Woods/grass comb., Good, HSG D 0.020 98 Paved roads w/curbs & sewers, HSG D 2.880 88 Weighted Average 2.335 86 81.08% Pervious Area 0.545 98 18.92% Impervious Area Tc Length Slope Velocity Capacity Description (min)(feet)(ft/ft)(ft/sec)(cfs) 3.6 50 0.1800 0.23 Sheet Flow, Grass: Dense n= 0.240 P2= 2.80" 9.9 70 0.0290 0.12 Sheet Flow, Grass: Dense n= 0.240 P2= 2.80" 1.5 340 0.0350 3.80 Shallow Concentrated Flow, Paved Kv= 20.3 fps 15.0 460 Total Summary for Subcatchment 4S: P-4 Runoff =1.76 cfs @ 11.97 hrs, Volume=0.088 af, Depth=1.89" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-72.00 hrs, dt= 0.05 hrs Type II 24-hr 2-yr Rainfall=2.80" Area (ac)CN Description 0.330 86 1/3 acre lots, 30% imp, HSG D 0.230 98 Paved roads w/curbs & sewers, HSG D 0.560 91 Weighted Average 0.231 81 41.25% Pervious Area 0.329 98 58.75% Impervious Area Tc Length Slope Velocity Capacity Description (min)(feet)(ft/ft)(ft/sec)(cfs) 2.0 345 0.0200 2.87 Shallow Concentrated Flow, Paved Kv= 20.3 fps 2.0 345 Total, Increased to minimum Tc = 6.0 min You created this PDF from an application that is not licensed to print to novaPDF printer (http://www.novapdf.com) Type II 24-hr 2-yr Rainfall=2.80"193803412_Proposed_160323 Printed 3/31/2016Prepared by Stantec Consulting Ltd. Page 4HydroCAD® 10.00-15 s/n 00429 © 2015 HydroCAD Software Solutions LLC Summary for Subcatchment 5S: P-5 Runoff =0.56 cfs @ 11.97 hrs, Volume=0.027 af, Depth=1.57" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-72.00 hrs, dt= 0.05 hrs Type II 24-hr 2-yr Rainfall=2.80" Area (ac)CN Description 0.190 86 1/3 acre lots, 30% imp, HSG D 0.020 98 Paved roads w/curbs & sewers, HSG D 0.210 87 Weighted Average 0.133 81 63.33% Pervious Area 0.077 98 36.67% Impervious Area Tc Length Slope Velocity Capacity Description (min)(feet)(ft/ft)(ft/sec)(cfs) 2.0 345 0.0200 2.87 Shallow Concentrated Flow, Paved Kv= 20.3 fps 2.0 345 Total, Increased to minimum Tc = 6.0 min Summary for Subcatchment 6S: P-6 Runoff =1.83 cfs @ 12.01 hrs, Volume=0.102 af, Depth=1.80" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-72.00 hrs, dt= 0.05 hrs Type II 24-hr 2-yr Rainfall=2.80" Area (ac)CN Description 0.180 86 1/3 acre lots, 30% imp, HSG D 0.300 98 Paved roads w/curbs & sewers, HSG D 0.200 80 >75% Grass cover, Good, HSG D 0.680 90 Weighted Average 0.326 80 47.94% Pervious Area 0.354 98 52.06% Impervious Area Tc Length Slope Velocity Capacity Description (min)(feet)(ft/ft)(ft/sec)(cfs) 8.3 60 0.0330 0.12 Sheet Flow, Grass: Dense n= 0.240 P2= 2.80" 1.6 225 0.0133 2.34 Shallow Concentrated Flow, Paved Kv= 20.3 fps 9.9 285 Total Summary for Subcatchment 7S: P-7 Runoff =1.30 cfs @ 12.04 hrs, Volume=0.076 af, Depth=1.49" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-72.00 hrs, dt= 0.05 hrs Type II 24-hr 2-yr Rainfall=2.80" You created this PDF from an application that is not licensed to print to novaPDF printer (http://www.novapdf.com) Type II 24-hr 2-yr Rainfall=2.80"193803412_Proposed_160323 Printed 3/31/2016Prepared by Stantec Consulting Ltd. Page 5HydroCAD® 10.00-15 s/n 00429 © 2015 HydroCAD Software Solutions LLC Area (ac)CN Description 0.610 86 1/3 acre lots, 30% imp, HSG D 0.427 81 70.00% Pervious Area 0.183 98 30.00% Impervious Area Tc Length Slope Velocity Capacity Description (min)(feet)(ft/ft)(ft/sec)(cfs) 11.5 90 0.0330 0.13 Sheet Flow, Grass: Dense n= 0.240 P2= 2.80" 0.3 110 0.1180 5.53 Shallow Concentrated Flow, Unpaved Kv= 16.1 fps 11.8 200 Total Summary for Subcatchment 9S: OS-3 Runoff =4.64 cfs @ 12.15 hrs, Volume=0.367 af, Depth=1.10" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-72.00 hrs, dt= 0.05 hrs Type II 24-hr 2-yr Rainfall=2.80" Area (ac)CN Description 3.820 79 Woods/grass comb., Good, HSG D 0.180 98 Paved parking, HSG D 4.000 80 Weighted Average 3.820 79 95.50% Pervious Area 0.180 98 4.50% Impervious Area Tc Length Slope Velocity Capacity Description (min)(feet)(ft/ft)(ft/sec)(cfs) 17.8 180 0.1220 0.17 Sheet Flow, Woods: Light underbrush n= 0.400 P2= 2.80" 3.2 175 0.0340 0.92 Shallow Concentrated Flow, Woodland Kv= 5.0 fps 21.0 355 Total Summary for Subcatchment 10S: OS-1 Runoff =1.30 cfs @ 12.21 hrs, Volume=0.117 af, Depth=1.49" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-72.00 hrs, dt= 0.05 hrs Type II 24-hr 2-yr Rainfall=2.80" Area (ac)CN Description 0.610 79 Woods/grass comb., Good, HSG D 0.330 98 Paved roads w/curbs & sewers, HSG D 0.940 86 Weighted Average 0.610 79 64.89% Pervious Area 0.330 98 35.11% Impervious Area You created this PDF from an application that is not licensed to print to novaPDF printer (http://www.novapdf.com) Type II 24-hr 2-yr Rainfall=2.80"193803412_Proposed_160323 Printed 3/31/2016Prepared by Stantec Consulting Ltd. Page 6HydroCAD® 10.00-15 s/n 00429 © 2015 HydroCAD Software Solutions LLC Tc Length Slope Velocity Capacity Description (min)(feet)(ft/ft)(ft/sec)(cfs) 26.9 250 0.0840 0.15 Sheet Flow, Woods: Light underbrush n= 0.400 P2= 2.80" 0.1 15 0.1300 1.80 Shallow Concentrated Flow, Woodland Kv= 5.0 fps 27.0 265 Total Summary for Reach 10R: South Inflow Area =13.510 ac,21.84% Impervious, Inflow Depth > 0.56" for 2-yr event Inflow =3.02 cfs @ 12.27 hrs, Volume=0.627 af Outflow =3.02 cfs @ 12.27 hrs, Volume=0.627 af, Atten= 0%, Lag= 0.0 min Routing by Stor-Ind+Trans method, Time Span= 0.00-72.00 hrs, dt= 0.05 hrs Summary for Pond 5P: South Pond Inflow Area =13.510 ac,21.84% Impervious, Inflow Depth = 0.56" for 2-yr event Inflow =9.97 cfs @ 11.99 hrs, Volume=0.628 af Outflow =3.02 cfs @ 12.27 hrs, Volume=0.627 af, Atten= 70%, Lag= 16.8 min Primary =3.02 cfs @ 12.27 hrs, Volume=0.627 af Routing by Stor-Ind method, Time Span= 0.00-72.00 hrs, dt= 0.05 hrs Starting Elev= 995.00' Surf.Area= 10,341 sf Storage= 21,541 cf Peak Elev= 995.82' @ 12.27 hrs Surf.Area= 11,808 sf Storage= 30,569 cf (9,028 cf above start) Plug-Flow detention time= 859.7 min calculated for 0.133 af (21% of inflow) Center-of-Mass det. time= 119.7 min ( 982.7 - 863.0 ) Volume Invert Avail.Storage Storage Description #1 990.00'61,194 cf Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet)(sq-ft)(cubic-feet)(cubic-feet) 990.00 1,120 0 0 992.00 3,159 4,279 4,279 994.00 5,955 9,114 13,393 995.00 10,341 8,148 21,541 996.00 12,141 11,241 32,782 998.00 16,271 28,412 61,194 Device Routing Invert Outlet Devices #1 Primary 995.00'18.0" Round Culvert L= 23.0' Ke= 0.500 Inlet / Outlet Invert= 995.00' / 992.88' S= 0.0922 '/' Cc= 0.900 n= 0.013, Flow Area= 1.77 sf Primary OutFlow Max=3.01 cfs @ 12.27 hrs HW=995.81' (Free Discharge) 1=Culvert (Inlet Controls 3.01 cfs @ 3.07 fps) You created this PDF from an application that is not licensed to print to novaPDF printer (http://www.novapdf.com) Type II 24-hr 2-yr Rainfall=2.80"193803412_Proposed_160323 Printed 3/31/2016Prepared by Stantec Consulting Ltd. Page 7HydroCAD® 10.00-15 s/n 00429 © 2015 HydroCAD Software Solutions LLC Summary for Pond 6P: Wetland East Inflow Area =8.740 ac,15.31% Impervious, Inflow Depth = 0.20" for 2-yr event Inflow =3.02 cfs @ 11.97 hrs, Volume=0.147 af Outflow =0.00 cfs @ 0.00 hrs, Volume=0.000 af, Atten= 100%, Lag= 0.0 min Primary =0.00 cfs @ 0.00 hrs, Volume=0.000 af Routing by Stor-Ind method, Time Span= 0.00-72.00 hrs, dt= 0.05 hrs Peak Elev= 1,003.66' @ 24.40 hrs Surf.Area= 5,809 sf Storage= 6,392 cf 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 1,002.00'68,938 cf Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet)(sq-ft)(cubic-feet)(cubic-feet) 1,002.00 1,907 0 0 1,004.00 6,618 8,525 8,525 1,006.00 13,714 20,332 28,857 1,008.00 26,367 40,081 68,938 Device Routing Invert Outlet Devices #1 Primary 1,006.70'12.0" Round Culvert L= 23.0' Ke= 0.500 Inlet / Outlet Invert= 1,006.70' / 1,006.47' S= 0.0100 '/' Cc= 0.900 n= 0.013, Flow Area= 0.79 sf Primary OutFlow Max=0.00 cfs @ 0.00 hrs HW=1,002.00' (Free Discharge) 1=Culvert ( Controls 0.00 cfs) Summary for Pond 7P: Wetland North Inflow Area =7.560 ac,14.27% Impervious, Inflow Depth = 1.37" for 2-yr event Inflow =10.36 cfs @ 12.10 hrs, Volume=0.863 af Outflow =0.00 cfs @ 0.00 hrs, Volume=0.000 af, Atten= 100%, Lag= 0.0 min Primary =0.00 cfs @ 0.00 hrs, Volume=0.000 af Routing by Stor-Ind method, Time Span= 0.00-72.00 hrs, dt= 0.05 hrs Peak Elev= 1,005.39' @ 30.70 hrs Surf.Area= 37,345 sf Storage= 37,608 cf 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 1,004.00'188,161 cf Custom Stage Data (Prismatic) Listed below (Recalc) You created this PDF from an application that is not licensed to print to novaPDF printer (http://www.novapdf.com) Type II 24-hr 2-yr Rainfall=2.80"193803412_Proposed_160323 Printed 3/31/2016Prepared by Stantec Consulting Ltd. Page 8HydroCAD® 10.00-15 s/n 00429 © 2015 HydroCAD Software Solutions LLC Elevation Surf.Area Inc.Store Cum.Store (feet)(sq-ft)(cubic-feet)(cubic-feet) 1,004.00 16,694 0 0 1,006.00 46,368 63,062 63,062 1,008.00 78,731 125,099 188,161 Device Routing Invert Outlet Devices #1 Primary 1,006.60'10.0' long x 10.0' breadth Broad-Crested Rectangular Weir Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 Coef. (English) 2.49 2.56 2.70 2.69 2.68 2.69 2.67 2.64 Primary OutFlow Max=0.00 cfs @ 0.00 hrs HW=1,004.00' (Free Discharge) 1=Broad-Crested Rectangular Weir ( Controls 0.00 cfs) Summary for Pond 8P: Filtration Basin Inflow Area =0.680 ac,52.06% Impervious, Inflow Depth = 1.80" for 2-yr event Inflow =1.83 cfs @ 12.01 hrs, Volume=0.102 af Outflow =0.09 cfs @ 13.37 hrs, Volume=0.102 af, Atten= 95%, Lag= 81.6 min Primary =0.09 cfs @ 13.37 hrs, Volume=0.102 af Secondary =0.00 cfs @ 0.00 hrs, Volume=0.000 af Routing by Stor-Ind method, Time Span= 0.00-72.00 hrs, dt= 0.05 hrs Peak Elev= 1,014.65' @ 13.37 hrs Surf.Area= 2,430 sf Storage= 2,229 cf Plug-Flow detention time= 254.7 min calculated for 0.102 af (100% of inflow) Center-of-Mass det. time= 254.6 min ( 1,067.3 - 812.7 ) Volume Invert Avail.Storage Storage Description #1 1,013.50'6,314 cf Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet)(sq-ft)(cubic-feet)(cubic-feet) 1,013.50 1,487 0 0 1,014.00 1,856 836 836 1,016.00 3,622 5,478 6,314 Device Routing Invert Outlet Devices #1 Primary 1,011.00'15.0" Round Culvert L= 56.0' Ke= 0.500 Inlet / Outlet Invert= 1,011.00' / 1,010.00' S= 0.0179 '/' Cc= 0.900 n= 0.013, Flow Area= 1.23 sf #2 Device 1 1,011.50'6.0" Round Draintile L= 100.0' Ke= 0.500 Inlet / Outlet Invert= 1,011.50' / 1,011.00' S= 0.0050 '/' Cc= 0.900 n= 0.020 Corrugated PE, corrugated interior, Flow Area= 0.20 sf #3 Device 1 1,015.00'24.0" Horiz. Orifice/Grate X 0.50 C= 0.600 Limited to weir flow at low heads #4 Device 2 1,013.50'1.630 in/hr Exfiltration over Surface area Conductivity to Groundwater Elevation = 0.00' #5 Secondary 1,015.50'10.0' 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 You created this PDF from an application that is not licensed to print to novaPDF printer (http://www.novapdf.com) Type II 24-hr 2-yr Rainfall=2.80"193803412_Proposed_160323 Printed 3/31/2016Prepared by Stantec Consulting Ltd. Page 9HydroCAD® 10.00-15 s/n 00429 © 2015 HydroCAD Software Solutions LLC Primary OutFlow Max=0.09 cfs @ 13.37 hrs HW=1,014.65' (Free Discharge) 1=Culvert (Passes 0.09 cfs of 10.28 cfs potential flow) 2=Draintile (Passes 0.09 cfs of 0.62 cfs potential flow) 4=Exfiltration ( Controls 0.09 cfs) 3=Orifice/Grate ( Controls 0.00 cfs) Secondary OutFlow Max=0.00 cfs @ 0.00 hrs HW=1,013.50' (Free Discharge) 5=Broad-Crested Rectangular Weir ( Controls 0.00 cfs) Summary for Pond 9P: Filtration Basin Inflow Area =10.120 ac,19.04% Impervious, Inflow Depth = 0.23" for 2-yr event Inflow =3.46 cfs @ 11.99 hrs, Volume=0.191 af Outflow =3.10 cfs @ 12.03 hrs, Volume=0.191 af, Atten= 10%, Lag= 2.6 min Primary =3.10 cfs @ 12.03 hrs, Volume=0.191 af Secondary =0.00 cfs @ 0.00 hrs, Volume=0.000 af Routing by Stor-Ind method, Time Span= 0.00-72.00 hrs, dt= 0.05 hrs Peak Elev= 1,001.44' @ 12.03 hrs Surf.Area= 1,570 sf Storage= 1,782 cf Plug-Flow detention time= 125.7 min calculated for 0.191 af (100% of inflow) Center-of-Mass det. time= 125.9 min ( 943.3 - 817.3 ) Volume Invert Avail.Storage Storage Description #1 1,000.00'33,378 cf Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet)(sq-ft)(cubic-feet)(cubic-feet) 1,000.00 898 0 0 1,002.00 1,829 2,727 2,727 1,004.00 28,822 30,651 33,378 Device Routing Invert Outlet Devices #1 Primary 995.90'15.0" Round Culvert L= 60.0' Ke= 0.500 Inlet / Outlet Invert= 995.90' / 995.00' S= 0.0150 '/' Cc= 0.900 n= 0.013, Flow Area= 1.23 sf #2 Device 1 1,001.00'24.0" Horiz. Orifice/Grate X 0.50 C= 0.600 Limited to weir flow at low heads #3 Device 1 999.00'6.0" Round Draintile L= 100.0' Ke= 0.500 Inlet / Outlet Invert= 999.00' / 998.50' S= 0.0050 '/' Cc= 0.900 n= 0.013, Flow Area= 0.20 sf #4 Device 3 1,000.00'1.630 in/hr Exfiltration over Surface area Conductivity to Groundwater Elevation = 0.00' #5 Secondary 1,002.00'10.0' 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 You created this PDF from an application that is not licensed to print to novaPDF printer (http://www.novapdf.com) Type II 24-hr 2-yr Rainfall=2.80"193803412_Proposed_160323 Printed 3/31/2016Prepared by Stantec Consulting Ltd. Page 10HydroCAD® 10.00-15 s/n 00429 © 2015 HydroCAD Software Solutions LLC Primary OutFlow Max=3.02 cfs @ 12.03 hrs HW=1,001.44' (Free Discharge) 1=Culvert (Passes 3.02 cfs of 13.10 cfs potential flow) 2=Orifice/Grate (Weir Controls 2.96 cfs @ 1.08 fps) 3=Draintile (Passes 0.06 cfs of 0.80 cfs potential flow) 4=Exfiltration ( Controls 0.06 cfs) Secondary OutFlow Max=0.00 cfs @ 0.00 hrs HW=1,000.00' (Free Discharge) 5=Broad-Crested Rectangular Weir ( Controls 0.00 cfs) You created this PDF from an application that is not licensed to print to novaPDF printer (http://www.novapdf.com) Type II 24-hr 10-yr Rainfall=4.20"193803412_Proposed_160323 Printed 3/31/2016Prepared by Stantec Consulting Ltd. Page 11HydroCAD® 10.00-15 s/n 00429 © 2015 HydroCAD Software Solutions LLC Summary for Subcatchment 1S: P-1 Runoff =11.56 cfs @ 11.97 hrs, Volume=0.576 af, Depth=2.82" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-72.00 hrs, dt= 0.05 hrs Type II 24-hr 10-yr Rainfall=4.20" Area (ac)CN Description 2.310 86 1/3 acre lots, 30% imp, HSG D 0.140 98 Water Surface, 0% imp, HSG D 2.450 87 Weighted Average 1.757 82 71.71% Pervious Area 0.693 98 28.29% Impervious Area Tc Length Slope Velocity Capacity Description (min)(feet)(ft/ft)(ft/sec)(cfs) 4.3 60 0.1670 0.23 Sheet Flow, Grass: Dense n= 0.240 P2= 2.80" 1.5 377 0.0693 4.24 Shallow Concentrated Flow, Unpaved Kv= 16.1 fps 5.8 437 Total, Increased to minimum Tc = 6.0 min Summary for Subcatchment 2S: P-2 Runoff =5.41 cfs @ 11.97 hrs, Volume=0.268 af, Depth=2.73" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-72.00 hrs, dt= 0.05 hrs Type II 24-hr 10-yr Rainfall=4.20" Area (ac)CN Description 0.230 86 1/3 acre lots, 30% imp, HSG D 0.190 98 Paved roads w/curbs & sewers, HSG D 0.220 98 Water Surface, 0% imp, HSG D 0.540 77 Woods, Good, HSG D 1.180 86 Weighted Average 0.921 83 78.05% Pervious Area 0.259 98 21.95% Impervious Area Tc Length Slope Velocity Capacity Description (min)(feet)(ft/ft)(ft/sec)(cfs) 1.7 300 0.0350 3.01 Shallow Concentrated Flow, Unpaved Kv= 16.1 fps 1.7 300 Total, Increased to minimum Tc = 6.0 min You created this PDF from an application that is not licensed to print to novaPDF printer (http://www.novapdf.com) Type II 24-hr 10-yr Rainfall=4.20"193803412_Proposed_160323 Printed 3/31/2016Prepared by Stantec Consulting Ltd. Page 12HydroCAD® 10.00-15 s/n 00429 © 2015 HydroCAD Software Solutions LLC Summary for Subcatchment 3S: P-3 Runoff =10.59 cfs @ 12.07 hrs, Volume=0.700 af, Depth=2.92" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-72.00 hrs, dt= 0.05 hrs Type II 24-hr 10-yr Rainfall=4.20" Area (ac)CN Description 1.750 86 1/3 acre lots, 30% imp, HSG D 0.760 98 Water Surface, 0% imp, HSG D 0.350 79 Woods/grass comb., Good, HSG D 0.020 98 Paved roads w/curbs & sewers, HSG D 2.880 88 Weighted Average 2.335 86 81.08% Pervious Area 0.545 98 18.92% Impervious Area Tc Length Slope Velocity Capacity Description (min)(feet)(ft/ft)(ft/sec)(cfs) 3.6 50 0.1800 0.23 Sheet Flow, Grass: Dense n= 0.240 P2= 2.80" 9.9 70 0.0290 0.12 Sheet Flow, Grass: Dense n= 0.240 P2= 2.80" 1.5 340 0.0350 3.80 Shallow Concentrated Flow, Paved Kv= 20.3 fps 15.0 460 Total Summary for Subcatchment 4S: P-4 Runoff =2.91 cfs @ 11.96 hrs, Volume=0.150 af, Depth=3.21" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-72.00 hrs, dt= 0.05 hrs Type II 24-hr 10-yr Rainfall=4.20" Area (ac)CN Description 0.330 86 1/3 acre lots, 30% imp, HSG D 0.230 98 Paved roads w/curbs & sewers, HSG D 0.560 91 Weighted Average 0.231 81 41.25% Pervious Area 0.329 98 58.75% Impervious Area Tc Length Slope Velocity Capacity Description (min)(feet)(ft/ft)(ft/sec)(cfs) 2.0 345 0.0200 2.87 Shallow Concentrated Flow, Paved Kv= 20.3 fps 2.0 345 Total, Increased to minimum Tc = 6.0 min You created this PDF from an application that is not licensed to print to novaPDF printer (http://www.novapdf.com) Type II 24-hr 10-yr Rainfall=4.20"193803412_Proposed_160323 Printed 3/31/2016Prepared by Stantec Consulting Ltd. Page 13HydroCAD® 10.00-15 s/n 00429 © 2015 HydroCAD Software Solutions LLC Summary for Subcatchment 5S: P-5 Runoff =0.99 cfs @ 11.97 hrs, Volume=0.049 af, Depth=2.82" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-72.00 hrs, dt= 0.05 hrs Type II 24-hr 10-yr Rainfall=4.20" Area (ac)CN Description 0.190 86 1/3 acre lots, 30% imp, HSG D 0.020 98 Paved roads w/curbs & sewers, HSG D 0.210 87 Weighted Average 0.133 81 63.33% Pervious Area 0.077 98 36.67% Impervious Area Tc Length Slope Velocity Capacity Description (min)(feet)(ft/ft)(ft/sec)(cfs) 2.0 345 0.0200 2.87 Shallow Concentrated Flow, Paved Kv= 20.3 fps 2.0 345 Total, Increased to minimum Tc = 6.0 min Summary for Subcatchment 6S: P-6 Runoff =3.09 cfs @ 12.01 hrs, Volume=0.176 af, Depth=3.11" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-72.00 hrs, dt= 0.05 hrs Type II 24-hr 10-yr Rainfall=4.20" Area (ac)CN Description 0.180 86 1/3 acre lots, 30% imp, HSG D 0.300 98 Paved roads w/curbs & sewers, HSG D 0.200 80 >75% Grass cover, Good, HSG D 0.680 90 Weighted Average 0.326 80 47.94% Pervious Area 0.354 98 52.06% Impervious Area Tc Length Slope Velocity Capacity Description (min)(feet)(ft/ft)(ft/sec)(cfs) 8.3 60 0.0330 0.12 Sheet Flow, Grass: Dense n= 0.240 P2= 2.80" 1.6 225 0.0133 2.34 Shallow Concentrated Flow, Paved Kv= 20.3 fps 9.9 285 Total Summary for Subcatchment 7S: P-7 Runoff =2.34 cfs @ 12.03 hrs, Volume=0.139 af, Depth=2.73" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-72.00 hrs, dt= 0.05 hrs Type II 24-hr 10-yr Rainfall=4.20" You created this PDF from an application that is not licensed to print to novaPDF printer (http://www.novapdf.com) Type II 24-hr 10-yr Rainfall=4.20"193803412_Proposed_160323 Printed 3/31/2016Prepared by Stantec Consulting Ltd. Page 14HydroCAD® 10.00-15 s/n 00429 © 2015 HydroCAD Software Solutions LLC Area (ac)CN Description 0.610 86 1/3 acre lots, 30% imp, HSG D 0.427 81 70.00% Pervious Area 0.183 98 30.00% Impervious Area Tc Length Slope Velocity Capacity Description (min)(feet)(ft/ft)(ft/sec)(cfs) 11.5 90 0.0330 0.13 Sheet Flow, Grass: Dense n= 0.240 P2= 2.80" 0.3 110 0.1180 5.53 Shallow Concentrated Flow, Unpaved Kv= 16.1 fps 11.8 200 Total Summary for Subcatchment 9S: OS-3 Runoff =9.50 cfs @ 12.14 hrs, Volume=0.736 af, Depth=2.21" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-72.00 hrs, dt= 0.05 hrs Type II 24-hr 10-yr Rainfall=4.20" Area (ac)CN Description 3.820 79 Woods/grass comb., Good, HSG D 0.180 98 Paved parking, HSG D 4.000 80 Weighted Average 3.820 79 95.50% Pervious Area 0.180 98 4.50% Impervious Area Tc Length Slope Velocity Capacity Description (min)(feet)(ft/ft)(ft/sec)(cfs) 17.8 180 0.1220 0.17 Sheet Flow, Woods: Light underbrush n= 0.400 P2= 2.80" 3.2 175 0.0340 0.92 Shallow Concentrated Flow, Woodland Kv= 5.0 fps 21.0 355 Total Summary for Subcatchment 10S: OS-1 Runoff =2.37 cfs @ 12.20 hrs, Volume=0.214 af, Depth=2.73" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-72.00 hrs, dt= 0.05 hrs Type II 24-hr 10-yr Rainfall=4.20" Area (ac)CN Description 0.610 79 Woods/grass comb., Good, HSG D 0.330 98 Paved roads w/curbs & sewers, HSG D 0.940 86 Weighted Average 0.610 79 64.89% Pervious Area 0.330 98 35.11% Impervious Area You created this PDF from an application that is not licensed to print to novaPDF printer (http://www.novapdf.com) Type II 24-hr 10-yr Rainfall=4.20"193803412_Proposed_160323 Printed 3/31/2016Prepared by Stantec Consulting Ltd. Page 15HydroCAD® 10.00-15 s/n 00429 © 2015 HydroCAD Software Solutions LLC Tc Length Slope Velocity Capacity Description (min)(feet)(ft/ft)(ft/sec)(cfs) 26.9 250 0.0840 0.15 Sheet Flow, Woods: Light underbrush n= 0.400 P2= 2.80" 0.1 15 0.1300 1.80 Shallow Concentrated Flow, Woodland Kv= 5.0 fps 27.0 265 Total Summary for Reach 10R: South Inflow Area =13.510 ac,21.84% Impervious, Inflow Depth = 1.00" for 10-yr event Inflow =6.65 cfs @ 12.18 hrs, Volume=1.127 af Outflow =6.65 cfs @ 12.18 hrs, Volume=1.127 af, Atten= 0%, Lag= 0.0 min Routing by Stor-Ind+Trans method, Time Span= 0.00-72.00 hrs, dt= 0.05 hrs Summary for Pond 5P: South Pond Inflow Area =13.510 ac,21.84% Impervious, Inflow Depth = 1.00" for 10-yr event Inflow =17.92 cfs @ 11.98 hrs, Volume=1.127 af Outflow =6.65 cfs @ 12.18 hrs, Volume=1.127 af, Atten= 63%, Lag= 12.0 min Primary =6.65 cfs @ 12.18 hrs, Volume=1.127 af Routing by Stor-Ind method, Time Span= 0.00-72.00 hrs, dt= 0.05 hrs Starting Elev= 995.00' Surf.Area= 10,341 sf Storage= 21,541 cf Peak Elev= 996.36' @ 12.18 hrs Surf.Area= 12,874 sf Storage= 37,223 cf (15,682 cf above start) Plug-Flow detention time= 368.2 min calculated for 0.632 af (56% of inflow) Center-of-Mass det. time= 89.9 min ( 922.8 - 832.9 ) Volume Invert Avail.Storage Storage Description #1 990.00'61,194 cf Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet)(sq-ft)(cubic-feet)(cubic-feet) 990.00 1,120 0 0 992.00 3,159 4,279 4,279 994.00 5,955 9,114 13,393 995.00 10,341 8,148 21,541 996.00 12,141 11,241 32,782 998.00 16,271 28,412 61,194 Device Routing Invert Outlet Devices #1 Primary 995.00'18.0" Round Culvert L= 23.0' Ke= 0.500 Inlet / Outlet Invert= 995.00' / 992.88' S= 0.0922 '/' Cc= 0.900 n= 0.013, Flow Area= 1.77 sf Primary OutFlow Max=6.65 cfs @ 12.18 hrs HW=996.35' (Free Discharge) 1=Culvert (Inlet Controls 6.65 cfs @ 3.96 fps) You created this PDF from an application that is not licensed to print to novaPDF printer (http://www.novapdf.com) Type II 24-hr 10-yr Rainfall=4.20"193803412_Proposed_160323 Printed 3/31/2016Prepared by Stantec Consulting Ltd. Page 16HydroCAD® 10.00-15 s/n 00429 © 2015 HydroCAD Software Solutions LLC Summary for Pond 6P: Wetland East Inflow Area =8.740 ac,15.31% Impervious, Inflow Depth = 0.37" for 10-yr event Inflow =5.41 cfs @ 11.97 hrs, Volume=0.268 af Outflow =0.00 cfs @ 0.00 hrs, Volume=0.000 af, Atten= 100%, Lag= 0.0 min Primary =0.00 cfs @ 0.00 hrs, Volume=0.000 af Routing by Stor-Ind method, Time Span= 0.00-72.00 hrs, dt= 0.05 hrs Peak Elev= 1,004.43' @ 24.40 hrs Surf.Area= 8,137 sf Storage= 11,684 cf 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 1,002.00'68,938 cf Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet)(sq-ft)(cubic-feet)(cubic-feet) 1,002.00 1,907 0 0 1,004.00 6,618 8,525 8,525 1,006.00 13,714 20,332 28,857 1,008.00 26,367 40,081 68,938 Device Routing Invert Outlet Devices #1 Primary 1,006.70'12.0" Round Culvert L= 23.0' Ke= 0.500 Inlet / Outlet Invert= 1,006.70' / 1,006.47' S= 0.0100 '/' Cc= 0.900 n= 0.013, Flow Area= 0.79 sf Primary OutFlow Max=0.00 cfs @ 0.00 hrs HW=1,002.00' (Free Discharge) 1=Culvert ( Controls 0.00 cfs) Summary for Pond 7P: Wetland North Inflow Area =7.560 ac,14.27% Impervious, Inflow Depth = 2.56" for 10-yr event Inflow =19.49 cfs @ 12.10 hrs, Volume=1.612 af Outflow =0.00 cfs @ 0.00 hrs, Volume=0.000 af, Atten= 100%, Lag= 0.0 min Primary =0.00 cfs @ 0.00 hrs, Volume=0.000 af Routing by Stor-Ind method, Time Span= 0.00-72.00 hrs, dt= 0.05 hrs Peak Elev= 1,006.15' @ 34.30 hrs Surf.Area= 48,799 sf Storage= 70,209 cf 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 1,004.00'188,161 cf Custom Stage Data (Prismatic) Listed below (Recalc) You created this PDF from an application that is not licensed to print to novaPDF printer (http://www.novapdf.com) Type II 24-hr 10-yr Rainfall=4.20"193803412_Proposed_160323 Printed 3/31/2016Prepared by Stantec Consulting Ltd. Page 17HydroCAD® 10.00-15 s/n 00429 © 2015 HydroCAD Software Solutions LLC Elevation Surf.Area Inc.Store Cum.Store (feet)(sq-ft)(cubic-feet)(cubic-feet) 1,004.00 16,694 0 0 1,006.00 46,368 63,062 63,062 1,008.00 78,731 125,099 188,161 Device Routing Invert Outlet Devices #1 Primary 1,006.60'10.0' long x 10.0' breadth Broad-Crested Rectangular Weir Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 Coef. (English) 2.49 2.56 2.70 2.69 2.68 2.69 2.67 2.64 Primary OutFlow Max=0.00 cfs @ 0.00 hrs HW=1,004.00' (Free Discharge) 1=Broad-Crested Rectangular Weir ( Controls 0.00 cfs) Summary for Pond 8P: Filtration Basin Inflow Area =0.680 ac,52.06% Impervious, Inflow Depth = 3.11" for 10-yr event Inflow =3.09 cfs @ 12.01 hrs, Volume=0.176 af Outflow =0.58 cfs @ 12.28 hrs, Volume=0.176 af, Atten= 81%, Lag= 16.1 min Primary =0.58 cfs @ 12.28 hrs, Volume=0.176 af Secondary =0.00 cfs @ 0.00 hrs, Volume=0.000 af Routing by Stor-Ind method, Time Span= 0.00-72.00 hrs, dt= 0.05 hrs Peak Elev= 1,015.13' @ 12.28 hrs Surf.Area= 2,853 sf Storage= 3,493 cf Plug-Flow detention time= 284.8 min calculated for 0.176 af (100% of inflow) Center-of-Mass det. time= 284.9 min ( 1,082.1 - 797.3 ) Volume Invert Avail.Storage Storage Description #1 1,013.50'6,314 cf Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet)(sq-ft)(cubic-feet)(cubic-feet) 1,013.50 1,487 0 0 1,014.00 1,856 836 836 1,016.00 3,622 5,478 6,314 Device Routing Invert Outlet Devices #1 Primary 1,011.00'15.0" Round Culvert L= 56.0' Ke= 0.500 Inlet / Outlet Invert= 1,011.00' / 1,010.00' S= 0.0179 '/' Cc= 0.900 n= 0.013, Flow Area= 1.23 sf #2 Device 1 1,011.50'6.0" Round Draintile L= 100.0' Ke= 0.500 Inlet / Outlet Invert= 1,011.50' / 1,011.00' S= 0.0050 '/' Cc= 0.900 n= 0.020 Corrugated PE, corrugated interior, Flow Area= 0.20 sf #3 Device 1 1,015.00'24.0" Horiz. Orifice/Grate X 0.50 C= 0.600 Limited to weir flow at low heads #4 Device 2 1,013.50'1.630 in/hr Exfiltration over Surface area Conductivity to Groundwater Elevation = 0.00' #5 Secondary 1,015.50'10.0' 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 You created this PDF from an application that is not licensed to print to novaPDF printer (http://www.novapdf.com) Type II 24-hr 10-yr Rainfall=4.20"193803412_Proposed_160323 Printed 3/31/2016Prepared by Stantec Consulting Ltd. Page 18HydroCAD® 10.00-15 s/n 00429 © 2015 HydroCAD Software Solutions LLC Primary OutFlow Max=0.58 cfs @ 12.28 hrs HW=1,015.13' (Free Discharge) 1=Culvert (Passes 0.58 cfs of 11.06 cfs potential flow) 2=Draintile (Passes 0.11 cfs of 0.67 cfs potential flow) 4=Exfiltration ( Controls 0.11 cfs) 3=Orifice/Grate (Weir Controls 0.47 cfs @ 0.59 fps) Secondary OutFlow Max=0.00 cfs @ 0.00 hrs HW=1,013.50' (Free Discharge) 5=Broad-Crested Rectangular Weir ( Controls 0.00 cfs) Summary for Pond 9P: Filtration Basin Inflow Area =10.120 ac,19.04% Impervious, Inflow Depth = 0.40" for 10-yr event Inflow =5.97 cfs @ 11.98 hrs, Volume=0.338 af Outflow =5.57 cfs @ 12.02 hrs, Volume=0.338 af, Atten= 7%, Lag= 1.9 min Primary =5.57 cfs @ 12.02 hrs, Volume=0.338 af Secondary =0.00 cfs @ 0.00 hrs, Volume=0.000 af Routing by Stor-Ind method, Time Span= 0.00-72.00 hrs, dt= 0.05 hrs Peak Elev= 1,001.66' @ 12.02 hrs Surf.Area= 1,671 sf Storage= 2,132 cf Plug-Flow detention time= 82.6 min calculated for 0.338 af (100% of inflow) Center-of-Mass det. time= 82.5 min ( 884.1 - 801.6 ) Volume Invert Avail.Storage Storage Description #1 1,000.00'33,378 cf Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet)(sq-ft)(cubic-feet)(cubic-feet) 1,000.00 898 0 0 1,002.00 1,829 2,727 2,727 1,004.00 28,822 30,651 33,378 Device Routing Invert Outlet Devices #1 Primary 995.90'15.0" Round Culvert L= 60.0' Ke= 0.500 Inlet / Outlet Invert= 995.90' / 995.00' S= 0.0150 '/' Cc= 0.900 n= 0.013, Flow Area= 1.23 sf #2 Device 1 1,001.00'24.0" Horiz. Orifice/Grate X 0.50 C= 0.600 Limited to weir flow at low heads #3 Device 1 999.00'6.0" Round Draintile L= 100.0' Ke= 0.500 Inlet / Outlet Invert= 999.00' / 998.50' S= 0.0050 '/' Cc= 0.900 n= 0.013, Flow Area= 0.20 sf #4 Device 3 1,000.00'1.630 in/hr Exfiltration over Surface area Conductivity to Groundwater Elevation = 0.00' #5 Secondary 1,002.00'10.0' 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 You created this PDF from an application that is not licensed to print to novaPDF printer (http://www.novapdf.com) Type II 24-hr 10-yr Rainfall=4.20"193803412_Proposed_160323 Printed 3/31/2016Prepared by Stantec Consulting Ltd. Page 19HydroCAD® 10.00-15 s/n 00429 © 2015 HydroCAD Software Solutions LLC Primary OutFlow Max=5.45 cfs @ 12.02 hrs HW=1,001.65' (Free Discharge) 1=Culvert (Passes 5.45 cfs of 13.38 cfs potential flow) 2=Orifice/Grate (Weir Controls 5.38 cfs @ 1.32 fps) 3=Draintile (Passes 0.06 cfs of 0.84 cfs potential flow) 4=Exfiltration ( Controls 0.06 cfs) Secondary OutFlow Max=0.00 cfs @ 0.00 hrs HW=1,000.00' (Free Discharge) 5=Broad-Crested Rectangular Weir ( Controls 0.00 cfs) You created this PDF from an application that is not licensed to print to novaPDF printer (http://www.novapdf.com) Type II 24-hr 100-yr Rainfall=6.00"193803412_Proposed_160323 Printed 3/31/2016Prepared by Stantec Consulting Ltd. Page 20HydroCAD® 10.00-15 s/n 00429 © 2015 HydroCAD Software Solutions LLC Summary for Subcatchment 1S: P-1 Runoff =18.03 cfs @ 11.96 hrs, Volume=0.922 af, Depth=4.52" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-72.00 hrs, dt= 0.05 hrs Type II 24-hr 100-yr Rainfall=6.00" Area (ac)CN Description 2.310 86 1/3 acre lots, 30% imp, HSG D 0.140 98 Water Surface, 0% imp, HSG D 2.450 87 Weighted Average 1.757 82 71.71% Pervious Area 0.693 98 28.29% Impervious Area Tc Length Slope Velocity Capacity Description (min)(feet)(ft/ft)(ft/sec)(cfs) 4.3 60 0.1670 0.23 Sheet Flow, Grass: Dense n= 0.240 P2= 2.80" 1.5 377 0.0693 4.24 Shallow Concentrated Flow, Unpaved Kv= 16.1 fps 5.8 437 Total, Increased to minimum Tc = 6.0 min Summary for Subcatchment 2S: P-2 Runoff =8.53 cfs @ 11.97 hrs, Volume=0.434 af, Depth=4.41" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-72.00 hrs, dt= 0.05 hrs Type II 24-hr 100-yr Rainfall=6.00" Area (ac)CN Description 0.230 86 1/3 acre lots, 30% imp, HSG D 0.190 98 Paved roads w/curbs & sewers, HSG D 0.220 98 Water Surface, 0% imp, HSG D 0.540 77 Woods, Good, HSG D 1.180 86 Weighted Average 0.921 83 78.05% Pervious Area 0.259 98 21.95% Impervious Area Tc Length Slope Velocity Capacity Description (min)(feet)(ft/ft)(ft/sec)(cfs) 1.7 300 0.0350 3.01 Shallow Concentrated Flow, Unpaved Kv= 16.1 fps 1.7 300 Total, Increased to minimum Tc = 6.0 min You created this PDF from an application that is not licensed to print to novaPDF printer (http://www.novapdf.com) Type II 24-hr 100-yr Rainfall=6.00"193803412_Proposed_160323 Printed 3/31/2016Prepared by Stantec Consulting Ltd. Page 21HydroCAD® 10.00-15 s/n 00429 © 2015 HydroCAD Software Solutions LLC Summary for Subcatchment 3S: P-3 Runoff =16.46 cfs @ 12.06 hrs, Volume=1.110 af, Depth=4.63" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-72.00 hrs, dt= 0.05 hrs Type II 24-hr 100-yr Rainfall=6.00" Area (ac)CN Description 1.750 86 1/3 acre lots, 30% imp, HSG D 0.760 98 Water Surface, 0% imp, HSG D 0.350 79 Woods/grass comb., Good, HSG D 0.020 98 Paved roads w/curbs & sewers, HSG D 2.880 88 Weighted Average 2.335 86 81.08% Pervious Area 0.545 98 18.92% Impervious Area Tc Length Slope Velocity Capacity Description (min)(feet)(ft/ft)(ft/sec)(cfs) 3.6 50 0.1800 0.23 Sheet Flow, Grass: Dense n= 0.240 P2= 2.80" 9.9 70 0.0290 0.12 Sheet Flow, Grass: Dense n= 0.240 P2= 2.80" 1.5 340 0.0350 3.80 Shallow Concentrated Flow, Paved Kv= 20.3 fps 15.0 460 Total Summary for Subcatchment 4S: P-4 Runoff =4.38 cfs @ 11.96 hrs, Volume=0.231 af, Depth=4.96" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-72.00 hrs, dt= 0.05 hrs Type II 24-hr 100-yr Rainfall=6.00" Area (ac)CN Description 0.330 86 1/3 acre lots, 30% imp, HSG D 0.230 98 Paved roads w/curbs & sewers, HSG D 0.560 91 Weighted Average 0.231 81 41.25% Pervious Area 0.329 98 58.75% Impervious Area Tc Length Slope Velocity Capacity Description (min)(feet)(ft/ft)(ft/sec)(cfs) 2.0 345 0.0200 2.87 Shallow Concentrated Flow, Paved Kv= 20.3 fps 2.0 345 Total, Increased to minimum Tc = 6.0 min You created this PDF from an application that is not licensed to print to novaPDF printer (http://www.novapdf.com) Type II 24-hr 100-yr Rainfall=6.00"193803412_Proposed_160323 Printed 3/31/2016Prepared by Stantec Consulting Ltd. Page 22HydroCAD® 10.00-15 s/n 00429 © 2015 HydroCAD Software Solutions LLC Summary for Subcatchment 5S: P-5 Runoff =1.55 cfs @ 11.96 hrs, Volume=0.079 af, Depth=4.52" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-72.00 hrs, dt= 0.05 hrs Type II 24-hr 100-yr Rainfall=6.00" Area (ac)CN Description 0.190 86 1/3 acre lots, 30% imp, HSG D 0.020 98 Paved roads w/curbs & sewers, HSG D 0.210 87 Weighted Average 0.133 81 63.33% Pervious Area 0.077 98 36.67% Impervious Area Tc Length Slope Velocity Capacity Description (min)(feet)(ft/ft)(ft/sec)(cfs) 2.0 345 0.0200 2.87 Shallow Concentrated Flow, Paved Kv= 20.3 fps 2.0 345 Total, Increased to minimum Tc = 6.0 min Summary for Subcatchment 6S: P-6 Runoff =4.69 cfs @ 12.01 hrs, Volume=0.275 af, Depth=4.85" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-72.00 hrs, dt= 0.05 hrs Type II 24-hr 100-yr Rainfall=6.00" Area (ac)CN Description 0.180 86 1/3 acre lots, 30% imp, HSG D 0.300 98 Paved roads w/curbs & sewers, HSG D 0.200 80 >75% Grass cover, Good, HSG D 0.680 90 Weighted Average 0.326 80 47.94% Pervious Area 0.354 98 52.06% Impervious Area Tc Length Slope Velocity Capacity Description (min)(feet)(ft/ft)(ft/sec)(cfs) 8.3 60 0.0330 0.12 Sheet Flow, Grass: Dense n= 0.240 P2= 2.80" 1.6 225 0.0133 2.34 Shallow Concentrated Flow, Paved Kv= 20.3 fps 9.9 285 Total Summary for Subcatchment 7S: P-7 Runoff =3.71 cfs @ 12.03 hrs, Volume=0.224 af, Depth=4.41" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-72.00 hrs, dt= 0.05 hrs Type II 24-hr 100-yr Rainfall=6.00" You created this PDF from an application that is not licensed to print to novaPDF printer (http://www.novapdf.com) Type II 24-hr 100-yr Rainfall=6.00"193803412_Proposed_160323 Printed 3/31/2016Prepared by Stantec Consulting Ltd. Page 23HydroCAD® 10.00-15 s/n 00429 © 2015 HydroCAD Software Solutions LLC Area (ac)CN Description 0.610 86 1/3 acre lots, 30% imp, HSG D 0.427 81 70.00% Pervious Area 0.183 98 30.00% Impervious Area Tc Length Slope Velocity Capacity Description (min)(feet)(ft/ft)(ft/sec)(cfs) 11.5 90 0.0330 0.13 Sheet Flow, Grass: Dense n= 0.240 P2= 2.80" 0.3 110 0.1180 5.53 Shallow Concentrated Flow, Unpaved Kv= 16.1 fps 11.8 200 Total Summary for Subcatchment 9S: OS-3 Runoff =16.23 cfs @ 12.14 hrs, Volume=1.260 af, Depth=3.78" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-72.00 hrs, dt= 0.05 hrs Type II 24-hr 100-yr Rainfall=6.00" Area (ac)CN Description 3.820 79 Woods/grass comb., Good, HSG D 0.180 98 Paved parking, HSG D 4.000 80 Weighted Average 3.820 79 95.50% Pervious Area 0.180 98 4.50% Impervious Area Tc Length Slope Velocity Capacity Description (min)(feet)(ft/ft)(ft/sec)(cfs) 17.8 180 0.1220 0.17 Sheet Flow, Woods: Light underbrush n= 0.400 P2= 2.80" 3.2 175 0.0340 0.92 Shallow Concentrated Flow, Woodland Kv= 5.0 fps 21.0 355 Total Summary for Subcatchment 10S: OS-1 Runoff =3.78 cfs @ 12.20 hrs, Volume=0.345 af, Depth=4.41" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-72.00 hrs, dt= 0.05 hrs Type II 24-hr 100-yr Rainfall=6.00" Area (ac)CN Description 0.610 79 Woods/grass comb., Good, HSG D 0.330 98 Paved roads w/curbs & sewers, HSG D 0.940 86 Weighted Average 0.610 79 64.89% Pervious Area 0.330 98 35.11% Impervious Area You created this PDF from an application that is not licensed to print to novaPDF printer (http://www.novapdf.com) Type II 24-hr 100-yr Rainfall=6.00"193803412_Proposed_160323 Printed 3/31/2016Prepared by Stantec Consulting Ltd. Page 24HydroCAD® 10.00-15 s/n 00429 © 2015 HydroCAD Software Solutions LLC Tc Length Slope Velocity Capacity Description (min)(feet)(ft/ft)(ft/sec)(cfs) 26.9 250 0.0840 0.15 Sheet Flow, Woods: Light underbrush n= 0.400 P2= 2.80" 0.1 15 0.1300 1.80 Shallow Concentrated Flow, Woodland Kv= 5.0 fps 27.0 265 Total Summary for Reach 10R: South Inflow Area =13.510 ac,21.84% Impervious, Inflow Depth > 1.60" for 100-yr event Inflow =9.65 cfs @ 12.21 hrs, Volume=1.804 af Outflow =9.65 cfs @ 12.21 hrs, Volume=1.804 af, Atten= 0%, Lag= 0.0 min Routing by Stor-Ind+Trans method, Time Span= 0.00-72.00 hrs, dt= 0.05 hrs Summary for Pond 5P: South Pond Inflow Area =13.510 ac,21.84% Impervious, Inflow Depth = 1.60" for 100-yr event Inflow =27.11 cfs @ 11.98 hrs, Volume=1.806 af Outflow =9.65 cfs @ 12.21 hrs, Volume=1.804 af, Atten= 64%, Lag= 13.9 min Primary =9.65 cfs @ 12.21 hrs, Volume=1.804 af Routing by Stor-Ind method, Time Span= 0.00-72.00 hrs, dt= 0.05 hrs Starting Elev= 995.00' Surf.Area= 10,341 sf Storage= 21,541 cf Peak Elev= 997.04' @ 12.21 hrs Surf.Area= 14,282 sf Storage= 46,477 cf (24,936 cf above start) Plug-Flow detention time= 254.8 min calculated for 1.310 af (73% of inflow) Center-of-Mass det. time= 73.8 min ( 891.8 - 818.0 ) Volume Invert Avail.Storage Storage Description #1 990.00'61,194 cf Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet)(sq-ft)(cubic-feet)(cubic-feet) 990.00 1,120 0 0 992.00 3,159 4,279 4,279 994.00 5,955 9,114 13,393 995.00 10,341 8,148 21,541 996.00 12,141 11,241 32,782 998.00 16,271 28,412 61,194 Device Routing Invert Outlet Devices #1 Primary 995.00'18.0" Round Culvert L= 23.0' Ke= 0.500 Inlet / Outlet Invert= 995.00' / 992.88' S= 0.0922 '/' Cc= 0.900 n= 0.013, Flow Area= 1.77 sf Primary OutFlow Max=9.64 cfs @ 12.21 hrs HW=997.03' (Free Discharge) 1=Culvert (Inlet Controls 9.64 cfs @ 5.46 fps) You created this PDF from an application that is not licensed to print to novaPDF printer (http://www.novapdf.com) Type II 24-hr 100-yr Rainfall=6.00"193803412_Proposed_160323 Printed 3/31/2016Prepared by Stantec Consulting Ltd. Page 25HydroCAD® 10.00-15 s/n 00429 © 2015 HydroCAD Software Solutions LLC Summary for Pond 6P: Wetland East Inflow Area =8.740 ac,15.31% Impervious, Inflow Depth = 1.27" for 100-yr event Inflow =8.53 cfs @ 11.97 hrs, Volume=0.926 af Outflow =0.00 cfs @ 44.14 hrs, Volume=0.004 af, Atten= 100%, Lag= 1,930.3 min Primary =0.00 cfs @ 44.14 hrs, Volume=0.004 af Routing by Stor-Ind method, Time Span= 0.00-72.00 hrs, dt= 0.05 hrs Peak Elev= 1,006.71' @ 44.14 hrs Surf.Area= 18,228 sf Storage= 40,252 cf Plug-Flow detention time= 2,783.2 min calculated for 0.004 af (0% of inflow) Center-of-Mass det. time= 2,061.9 min ( 3,167.7 - 1,105.8 ) Volume Invert Avail.Storage Storage Description #1 1,002.00'68,938 cf Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet)(sq-ft)(cubic-feet)(cubic-feet) 1,002.00 1,907 0 0 1,004.00 6,618 8,525 8,525 1,006.00 13,714 20,332 28,857 1,008.00 26,367 40,081 68,938 Device Routing Invert Outlet Devices #1 Primary 1,006.70'12.0" Round Culvert L= 23.0' Ke= 0.500 Inlet / Outlet Invert= 1,006.70' / 1,006.47' S= 0.0100 '/' Cc= 0.900 n= 0.013, Flow Area= 0.79 sf Primary OutFlow Max=0.00 cfs @ 44.14 hrs HW=1,006.71' (Free Discharge) 1=Culvert (Barrel Controls 0.00 cfs @ 0.41 fps) Summary for Pond 7P: Wetland North Inflow Area =7.560 ac,14.27% Impervious, Inflow Depth = 4.20" for 100-yr event Inflow =34.52 cfs @ 12.10 hrs, Volume=2.645 af Outflow =0.64 cfs @ 19.79 hrs, Volume=0.492 af, Atten= 98%, Lag= 461.8 min Primary =0.64 cfs @ 19.79 hrs, Volume=0.492 af Routing by Stor-Ind method, Time Span= 0.00-72.00 hrs, dt= 0.05 hrs Peak Elev= 1,006.69' @ 19.79 hrs Surf.Area= 57,482 sf Storage= 98,728 cf Plug-Flow detention time= 735.7 min calculated for 0.492 af (19% of inflow) Center-of-Mass det. time= 548.1 min ( 1,380.0 - 832.0 ) Volume Invert Avail.Storage Storage Description #1 1,004.00'188,161 cf Custom Stage Data (Prismatic) Listed below (Recalc) You created this PDF from an application that is not licensed to print to novaPDF printer (http://www.novapdf.com) Type II 24-hr 100-yr Rainfall=6.00"193803412_Proposed_160323 Printed 3/31/2016Prepared by Stantec Consulting Ltd. Page 26HydroCAD® 10.00-15 s/n 00429 © 2015 HydroCAD Software Solutions LLC Elevation Surf.Area Inc.Store Cum.Store (feet)(sq-ft)(cubic-feet)(cubic-feet) 1,004.00 16,694 0 0 1,006.00 46,368 63,062 63,062 1,008.00 78,731 125,099 188,161 Device Routing Invert Outlet Devices #1 Primary 1,006.60'10.0' long x 10.0' breadth Broad-Crested Rectangular Weir Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 Coef. (English) 2.49 2.56 2.70 2.69 2.68 2.69 2.67 2.64 Primary OutFlow Max=0.64 cfs @ 19.79 hrs HW=1,006.69' (Free Discharge) 1=Broad-Crested Rectangular Weir (Weir Controls 0.64 cfs @ 0.73 fps) Summary for Pond 8P: Filtration Basin Inflow Area =0.680 ac,52.06% Impervious, Inflow Depth = 4.85" for 100-yr event Inflow =4.69 cfs @ 12.01 hrs, Volume=0.275 af Outflow =2.94 cfs @ 12.11 hrs, Volume=0.275 af, Atten= 37%, Lag= 6.4 min Primary =2.94 cfs @ 12.11 hrs, Volume=0.275 af Secondary =0.00 cfs @ 0.00 hrs, Volume=0.000 af Routing by Stor-Ind method, Time Span= 0.00-72.00 hrs, dt= 0.05 hrs Peak Elev= 1,015.42' @ 12.11 hrs Surf.Area= 3,112 sf Storage= 4,370 cf Plug-Flow detention time= 222.1 min calculated for 0.275 af (100% of inflow) Center-of-Mass det. time= 222.0 min ( 1,007.0 - 785.0 ) Volume Invert Avail.Storage Storage Description #1 1,013.50'6,314 cf Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet)(sq-ft)(cubic-feet)(cubic-feet) 1,013.50 1,487 0 0 1,014.00 1,856 836 836 1,016.00 3,622 5,478 6,314 Device Routing Invert Outlet Devices #1 Primary 1,011.00'15.0" Round Culvert L= 56.0' Ke= 0.500 Inlet / Outlet Invert= 1,011.00' / 1,010.00' S= 0.0179 '/' Cc= 0.900 n= 0.013, Flow Area= 1.23 sf #2 Device 1 1,011.50'6.0" Round Draintile L= 100.0' Ke= 0.500 Inlet / Outlet Invert= 1,011.50' / 1,011.00' S= 0.0050 '/' Cc= 0.900 n= 0.020 Corrugated PE, corrugated interior, Flow Area= 0.20 sf #3 Device 1 1,015.00'24.0" Horiz. Orifice/Grate X 0.50 C= 0.600 Limited to weir flow at low heads #4 Device 2 1,013.50'1.630 in/hr Exfiltration over Surface area Conductivity to Groundwater Elevation = 0.00' #5 Secondary 1,015.50'10.0' 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 You created this PDF from an application that is not licensed to print to novaPDF printer (http://www.novapdf.com) Type II 24-hr 100-yr Rainfall=6.00"193803412_Proposed_160323 Printed 3/31/2016Prepared by Stantec Consulting Ltd. Page 27HydroCAD® 10.00-15 s/n 00429 © 2015 HydroCAD Software Solutions LLC Primary OutFlow Max=2.86 cfs @ 12.11 hrs HW=1,015.41' (Free Discharge) 1=Culvert (Passes 2.86 cfs of 11.50 cfs potential flow) 2=Draintile (Passes 0.12 cfs of 0.69 cfs potential flow) 4=Exfiltration ( Controls 0.12 cfs) 3=Orifice/Grate (Weir Controls 2.74 cfs @ 1.05 fps) Secondary OutFlow Max=0.00 cfs @ 0.00 hrs HW=1,013.50' (Free Discharge) 5=Broad-Crested Rectangular Weir ( Controls 0.00 cfs) Summary for Pond 9P: Filtration Basin Inflow Area =10.120 ac,19.04% Impervious, Inflow Depth > 0.64" for 100-yr event Inflow =9.21 cfs @ 11.98 hrs, Volume=0.539 af Outflow =7.84 cfs @ 12.04 hrs, Volume=0.539 af, Atten= 15%, Lag= 3.3 min Primary =7.75 cfs @ 12.03 hrs, Volume=0.538 af Secondary =0.10 cfs @ 12.05 hrs, Volume=0.000 af Routing by Stor-Ind method, Time Span= 0.00-72.00 hrs, dt= 0.05 hrs Peak Elev= 1,002.03' @ 12.03 hrs Surf.Area= 2,209 sf Storage= 2,784 cf Plug-Flow detention time= 58.1 min calculated for 0.539 af (100% of inflow) Center-of-Mass det. time= 58.0 min ( 866.0 - 808.0 ) Volume Invert Avail.Storage Storage Description #1 1,000.00'33,378 cf Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet)(sq-ft)(cubic-feet)(cubic-feet) 1,000.00 898 0 0 1,002.00 1,829 2,727 2,727 1,004.00 28,822 30,651 33,378 Device Routing Invert Outlet Devices #1 Primary 995.90'15.0" Round Culvert L= 60.0' Ke= 0.500 Inlet / Outlet Invert= 995.90' / 995.00' S= 0.0150 '/' Cc= 0.900 n= 0.013, Flow Area= 1.23 sf #2 Device 1 1,001.00'24.0" Horiz. Orifice/Grate X 0.50 C= 0.600 Limited to weir flow at low heads #3 Device 1 999.00'6.0" Round Draintile L= 100.0' Ke= 0.500 Inlet / Outlet Invert= 999.00' / 998.50' S= 0.0050 '/' Cc= 0.900 n= 0.013, Flow Area= 0.20 sf #4 Device 3 1,000.00'1.630 in/hr Exfiltration over Surface area Conductivity to Groundwater Elevation = 0.00' #5 Secondary 1,002.00'10.0' 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 You created this PDF from an application that is not licensed to print to novaPDF printer (http://www.novapdf.com) Type II 24-hr 100-yr Rainfall=6.00"193803412_Proposed_160323 Printed 3/31/2016Prepared by Stantec Consulting Ltd. Page 28HydroCAD® 10.00-15 s/n 00429 © 2015 HydroCAD Software Solutions LLC Primary OutFlow Max=7.67 cfs @ 12.03 hrs HW=1,002.01' (Free Discharge) 1=Culvert (Passes 7.67 cfs of 13.84 cfs potential flow) 2=Orifice/Grate (Orifice Controls 7.59 cfs @ 2.42 fps) 3=Draintile (Passes 0.07 cfs of 0.89 cfs potential flow) 4=Exfiltration ( Controls 0.07 cfs) Secondary OutFlow Max=0.07 cfs @ 12.05 hrs HW=1,002.02' (Free Discharge) 5=Broad-Crested Rectangular Weir (Weir Controls 0.07 cfs @ 0.35 fps) You created this PDF from an application that is not licensed to print to novaPDF printer (http://www.novapdf.com) P8 OUTPUT P8 Urban Catchment Model, Version 3.4 Run Date 03/31/16 Case 193803412_LakeLucy_WetlandNORTH_C_16032 FirstDate 01/01/71 Precip(in) 50.4 Title Lake Lucy LastDate 12/31/72 Rain(in) 40.76 PrecFile msp_4989.pcp Events 134 Snow(in) 9.67 PartFile nurp50.p8p TotalHrs 16440 TotalYrs 1.88 Case Title Lake Lucy Case Data File 193803412_LakeLucy_WetlandNORTH_C_160324.p8c Path V:\1938\active\193803412\Design\Stormwater\P8\ Case Notes: Storm Data File msp_4989.pcp Particle File nurp50.p8p Air Temp File File msp_4889.tmp Time Steps Per Hour 4 Minimum Inter-Event Time (hrs) 10 Maximum Continuity Error % 2 Rainfall Breakpoint (inches) 0.8 Precipitation Scale Factor 1 Air Temp Offset (deg-F) 0 Loops Thru Storm File 1 Simulation Dates Start 6/1/1970 Keep 1/1/1971 Stop 12/31/1972 Max Snowfall Temperature (deg-f) 32.0 SnowMelt Temperature (deg-f) 32.0 Snowmelt Coef (in/degF-Day) 0.06 Soil Freeze Temp (deg-F) 32.0 Snowmelt Abstraction Factor 1.00 Evapo-Trans. Calibration Factor 1.00 Growing Season Start Month 5 Growing Season End Month 10 5-Day Antecedent Rainfall + Runoff (inches) CN Antecedent Moisture Condition AMC-II AMC-III Growing Season 1.40 2.10 NonGrowing Season 0.50 1.10 Watershed Data Watershed Name P-3 P-6 OS-3 Runoff to Device Wetland North Buff Filtration Basin Wetland North Infiltration to Device Watershed Area 2.88 0.64 4 SCS Curve Number (Pervious) 86 80 79 Scale Factor for Pervious Runoff Load 1 1 0 Indirectly Connected Imperv Fraction 0.1892 0 0 UnSwept Impervious Fraction 0 0.4906 0.18 UnSwept Depression Storage (inches) 0.02 0.02 0 UnSwept Imperv. Runoff Coefficient 1 1 0 UnSwept Scale Factor for Particle Loads 1 1 0 Swept Impervious Fraction 0 0 0 Swept Depression Storage (inches) 0.02 0.02 0.02 Swept Imperv. Runoff Coefficient 1 1 1 Swept Scale Factor for Particle Loads 1 1 1 Sweeping Frequency 0 0 0 Sweeping Efficiency 1 1 1 Sweeping Start Date (MMDD) 101 101 101 Sweeping Stop Date (MMDD) 1231 1231 1231 Device Data Device Name Filtration Basin Wetland NorthWetland North Buffer Device Type POND POND SWALE Infiltration Outlet Wetland North Normal Outlet Wetland North Wetland North Spillway Outlet Wetland North Wetland North Particle Removal Scale Factor 1 1 1 Bottom Elevation (ft) 0 0 1010 Bottom Area (acres) 0.0341 0 Permanent Pool Area (acres) 0.0629 0.00001 Permanent Pool Volume (ac-ft) 0.0719 0 Perm Pool Infilt Rate (in/hr) 1.63 0 Flood Pool Area (acres) 0.073 0.00001 Flood Pool Volume (ac-ft) 0.1059 0.00001 Flood Pool Infilt Rate (in/hr) 0.006 0 0.06 Infilt Basin Void Fraction (%) Detention Pond Outlet Parameters Outlet Type ORIFICE NONE Outlet Orifice Diameter (in) 24 Orifice Discharge Coef 0.6 Outlet Weir Length (ft) Weir Discharge Coef Perforated Riser Height (ft) Number of Holes in Riser Holes Diameter Flood Pool Drain Time (hrs) Swale Parameters Length of Flow Path (ft) 60 Slope of Flow Path %12 Bottom Width (ft)400 Side Slope (ft-v/ft-h)0.0001 Maximum Depth of Flow (ft) 0.0001 Mannings n Constant 0.24 Hydraulic Model 0 Pipe, Splitter, Aquifer Parameter Hydraulic Res. Time (hrs) Particle Data Particle File nurp50.p8p Particle Class P0% P10% P30% P50% P80% Filtration Efficiency (%) 90 100 100 100 100 Settling Velocity (ft/hr) 0 0.03 0.3 1.5 15 First Order Decay Rate (1/day) 0 0 0 0 0 2nd Order Decay (1/day-ppm) 0 0 0 0 0 Impervious Runoff Conc (ppm) 1 0 0 0 0 Pervious Runoff Conc (ppm) 1 100 100 100 200 Pervious Conc Exponent 0 1 1 1 1 Accum. Rate (lbs-ac-day) 0 1.75 1.75 1.75 3.5 Particle Removal Rate (1/day) 0 0.25 0.25 0.25 0.25 Washoff Coefficient 0 20 20 20 20 Washoff Exponent 0 2 2 2 2 Sweeper Efficiency 0 0 0 5 15 Water Quality Component Data Component Name TSS TP TKN CU PB ZN HC Water Quality Criteria (ppm) Level 1 5 0.025 2 2 0.02 5 0.1 Level 2 10 0.05 1 0.0048 0.014 0.0362 0.5 Level 3 20 0.1 0.5 0.02 0.15 0.38 1 Content Scale Factor 1 1 1 1 1 1 1 Particle Composition (mg/kg) P0% 0 99000 600000 13600 2000 640000 250000 P10% 1000000 3850 15000 340 180 1600 22500 P30% 1000000 3850 15000 340 180 1600 22500 P50% 1000000 3850 15000 340 180 1600 22500 P80% 1000000 0 0 340 180 0 22500 P8 Urban Catchment Model, Version 3.4 Run Date 03/31/16 Case 193803412_LakeLucy_WetlandNORTH_C_160324.p8FirstDate 01/01/71 Precip(in) 50.4 Title Lake Lucy LastDate 12/31/72 Rain(in) 40.76 PrecFile msp_4989.pcp Events 134 Snow(in) 9.67 PartFile nurp50.p8p TotalHrs 16440 TotalYrs 1.88 Mass Balances by Variable Variable: Flow Flow ac-ft Mass Balance Term OVERALL Filtration Basin tland North Buffer Wetland North OVERALL Filtration Basinand North Buffer Wetland North 01 watershed inflows 7.54 1.53 3.09 2.91 02 upstream device 0.00 0.00 0.00 4.61 03 infiltrate 0.01 1.53 0.01 0.00 04 exfiltrate 0.01 1.53 0.01 0.00 06 normal outlet 0.00 0.00 0.00 0.00 07 spillway outlet 7.52 0.00 3.08 7.52 09 total inflow 7.54 1.53 3.09 7.52 10 surface outflow 7.52 1.53 3.08 7.52 11 groundw outflow 0.01 0.00 0.01 0.00 12 total outflow 7.54 1.53 3.09 7.52 14 storage increase 0.00 0.00 0.00 0.00 15 mass balance check 0.00 0.00 0.00 0.00 Load Reduction (%) 0.00 0.00 0.00 0.00 Variable: P0% Loads(lbs)Concs (ppm) Mass Balance Term OVERALL Filtration Basin tland North Buffer Wetland North OVERALL Filtration Basinand North Buffer Wetland North 01 watershed inflows 12.57 4.16 8.41 0.00 0.61 1.00 1.00 02 upstream device 0.00 0.00 0.00 8.79 0.70 03 infiltrate 0.04 4.16 0.04 0.00 1.00 1.00 1.00 04 exfiltrate 0.00 0.42 0.00 0.00 0.10 0.10 0.10 05 filtered 3.78 3.75 0.03 0.00 06 normal outlet 0.00 0.00 0.00 0.00 1.00 07 spillway outlet 8.79 0.00 8.37 8.79 0.43 1.00 0.43 09 total inflow 12.57 4.16 8.41 8.79 0.61 1.00 1.00 0.43 10 surface outflow 8.79 0.42 8.37 8.79 0.43 0.10 1.00 0.43 11 groundw outflow 0.00 0.00 0.00 0.00 0.10 0.10 12 total outflow 8.79 0.42 8.37 8.79 0.43 0.10 1.00 0.43 13 total trapped 3.78 3.75 0.03 0.00 14 storage increase 0.00 0.00 0.00 0.00 15 mass balance check 0.00 0.00 0.00 0.00 Load Reduction (%) 30.05 90.00 0.38 0.00 Variable: P10% Loads(lbs)Concs (ppm) Mass Balance Term OVERALL Filtration Basin tland North Buffer Wetland North OVERALL Filtration Basinand North Buffer Wetland North 01 watershed inflows 156.27 84.55 71.72 0.00 7.63 20.32 8.53 02 upstream device 0.00 0.00 0.00 49.14 3.92 03 infiltrate 0.98 60.33 0.98 0.00 27.49 14.50 27.49 05 filtered 61.31 60.33 0.98 0.00 06 normal outlet 0.00 0.00 0.01 0.00 27.49 07 spillway outlet 49.14 0.00 49.13 49.14 2.40 5.87 2.40 08 sedimen + decay 44.80 23.20 21.61 0.00 09 total inflow 156.27 84.55 71.72 49.14 7.63 20.32 8.53 2.40 10 surface outflow 49.14 0.00 49.14 49.14 2.40 5.87 2.40 12 total outflow 49.14 0.00 49.14 49.14 2.40 5.85 2.40 13 total trapped 106.11 83.53 22.58 0.00 14 storage increase 0.00 0.00 0.00 0.00 15 mass balance check 1.02 1.02 0.00 0.00 Load Reduction (%) 67.90 98.79 31.49 0.00 Variable: P30% Loads(lbs)Concs (ppm) Mass Balance Term OVERALL Filtration Basin tland North Buffer Wetland North OVERALL Filtration Basinand North Buffer Wetland North 01 watershed inflows 156.27 84.55 71.72 0.00 7.63 20.32 8.53 02 upstream device 0.00 0.00 0.00 18.93 1.51 03 infiltrate 0.41 20.01 0.41 0.00 11.53 4.81 11.53 05 filtered 20.42 20.01 0.41 0.00 06 normal outlet 0.00 0.00 0.00 0.00 11.53 07 spillway outlet 18.93 0.00 18.93 18.93 0.93 2.26 0.93 08 sedimen + decay 116.80 64.42 52.38 0.00 09 total inflow 156.27 84.55 71.72 18.93 7.63 20.32 8.53 0.93 10 surface outflow 18.93 0.00 18.93 18.93 0.93 2.26 0.93 12 total outflow 18.93 0.00 18.93 18.93 0.92 2.25 0.93 13 total trapped 137.22 84.43 52.79 0.00 14 storage increase 0.00 0.00 0.00 0.00 15 mass balance check 0.13 0.13 0.00 0.00 Load Reduction (%) 87.81 99.85 73.61 0.00 Variable: P50% Loads(lbs)Concs (ppm) Mass Balance Term OVERALL Filtration Basin tland North Buffer Wetland North OVERALL Filtration Basinand North Buffer Wetland North 01 watershed inflows 156.27 84.55 71.72 0.00 7.63 20.32 8.53 02 upstream device 0.00 0.00 0.00 5.51 0.44 03 infiltrate 0.12 5.17 0.12 0.00 3.34 1.24 3.34 05 filtered 5.28 5.17 0.12 0.00 06 normal outlet 0.00 0.00 0.00 0.00 3.34 07 spillway outlet 5.51 0.00 5.51 5.51 0.27 0.66 0.27 08 sedimen + decay 145.45 79.36 66.09 0.00 09 total inflow 156.27 84.55 71.72 5.51 7.63 20.32 8.53 0.27 10 surface outflow 5.51 0.00 5.51 5.51 0.27 0.66 0.27 12 total outflow 5.51 0.00 5.51 5.51 0.27 0.66 0.27 13 total trapped 150.73 84.52 66.21 0.00 14 storage increase 0.00 0.00 0.00 0.00 15 mass balance check 0.03 0.03 0.00 0.00 Load Reduction (%) 96.45 99.97 92.31 0.01 Variable: P80% Loads(lbs)Concs (ppm) Mass Balance Term OVERALL Filtration Basin tland North Buffer Wetland North OVERALL Filtration Basinand North Buffer Wetland North 01 watershed inflows 312.55 169.10 143.44 0.00 15.26 40.64 17.06 02 upstream device 0.00 0.00 0.00 1.24 0.10 03 infiltrate 0.03 1.11 0.03 0.00 0.75 0.27 0.75 05 filtered 1.14 1.11 0.03 0.00 06 normal outlet 0.00 0.00 0.00 0.00 0.75 07 spillway outlet 1.24 0.00 1.24 1.24 0.06 0.15 0.06 08 sedimen + decay 310.16 167.99 142.17 0.00 09 total inflow 312.55 169.10 143.44 1.24 15.26 40.64 17.06 0.06 10 surface outflow 1.24 0.00 1.24 1.24 0.06 0.15 0.06 12 total outflow 1.24 0.00 1.24 1.24 0.06 0.15 0.06 13 total trapped 311.30 169.10 142.20 0.00 14 storage increase 0.00 0.00 0.00 0.00 15 mass balance check 0.01 0.01 0.00 0.00 Load Reduction (%) 99.60 100.00 99.13 0.10 Variable: TSS Loads(lbs)Concs (ppm) Mass Balance Term OVERALL Filtration Basin tland North Buffer Wetland North OVERALL Filtration Basinand North Buffer Wetland North 01 watershed inflows 781.37 422.76 358.61 0.00 38.14 101.59 42.66 02 upstream device 0.00 0.00 0.00 74.82 5.97 03 infiltrate 1.53 86.61 1.53 0.00 43.11 20.81 43.11 05 filtered 88.15 86.61 1.53 0.00 06 normal outlet 0.00 0.00 0.01 0.00 43.11 07 spillway outlet 74.82 0.00 74.81 74.82 3.66 8.94 3.66 08 sedimen + decay 617.22 334.96 282.25 0.00 09 total inflow 781.37 422.76 358.61 74.82 38.14 101.59 42.66 3.66 10 surface outflow 74.82 0.00 74.82 74.82 3.66 8.94 3.66 12 total outflow 74.82 0.00 74.82 74.82 3.65 8.90 3.66 13 total trapped 705.36 421.58 283.78 0.00 14 storage increase 0.00 0.00 0.00 0.00 15 mass balance check 1.18 1.18 0.00 0.00 Load Reduction (%) 90.27 99.72 79.14 0.00 Variable: TP Loads(lbs)Concs (ppm) Mass Balance Term OVERALL Filtration Basin tland North Buffer Wetland North OVERALL Filtration Basinand North Buffer Wetland North 01 watershed inflows 3.05 1.39 1.66 0.00 0.15 0.33 0.20 02 upstream device 0.00 0.00 0.00 1.15 0.09 03 infiltrate 0.01 0.74 0.01 0.00 0.26 0.18 0.26 04 exfiltrate 0.00 0.04 0.00 0.00 0.01 0.01 0.01 05 filtered 0.71 0.70 0.01 0.00 06 normal outlet 0.00 0.00 0.00 0.00 0.26 07 spillway outlet 1.15 0.00 1.11 1.15 0.06 0.13 0.06 08 sedimen + decay 1.18 0.64 0.54 0.00 09 total inflow 3.05 1.39 1.66 1.15 0.15 0.33 0.20 0.06 10 surface outflow 1.15 0.04 1.11 1.15 0.06 0.01 0.13 0.06 11 groundw outflow 0.00 0.00 0.00 0.00 0.01 0.01 12 total outflow 1.15 0.04 1.11 1.15 0.06 0.01 0.13 0.06 13 total trapped 1.89 1.34 0.55 0.00 14 storage increase 0.00 0.00 0.00 0.00 15 mass balance check 0.00 0.00 0.00 0.00 Load Reduction (%) 62.02 96.71 33.02 0.00 Variable: TKN Loads(lbs)Concs (ppm) Mass Balance Term OVERALL Filtration Basin tland North Buffer Wetland North OVERALL Filtration Basinand North Buffer Wetland North 01 watershed inflows 14.57 6.30 8.27 0.00 0.71 1.51 0.98 02 upstream device 0.00 0.00 0.00 6.38 0.51 03 infiltrate 0.04 3.78 0.04 0.00 1.24 0.91 1.24 04 exfiltrate 0.00 0.25 0.00 0.00 0.06 0.06 0.06 05 filtered 3.57 3.53 0.04 0.00 06 normal outlet 0.00 0.00 0.00 0.00 1.24 07 spillway outlet 6.38 0.00 6.13 6.38 0.31 0.73 0.31 08 sedimen + decay 4.61 2.50 2.10 0.00 09 total inflow 14.57 6.30 8.27 6.38 0.71 1.51 0.98 0.31 10 surface outflow 6.38 0.25 6.13 6.38 0.31 0.06 0.73 0.31 11 groundw outflow 0.00 0.00 0.00 0.00 0.06 0.06 12 total outflow 6.38 0.25 6.13 6.38 0.31 0.06 0.73 0.31 13 total trapped 8.18 6.03 2.14 0.00 P8 Urban Catchment Model, Version 3.4 Run Date 03/31/16 Case 193803412_LakeLucy_WetlandEAST_C_160324.pFirstDate 01/01/71 Precip(in) 50.4 Title Lake Lucy LastDate 12/31/72 Rain(in) 40.76 PrecFile msp_4989.pcp Events 134 Snow(in) 9.67 PartFile nurp50.p8p TotalHrs 16440 TotalYrs 1.88 Case Title Lake Lucy Case Data File 193803412_LakeLucy_WetlandEAST_C_160324.p8c Path V:\1938\active\193803412\Design\Stormwater\P8\ Case Notes: Storm Data File msp_4989.pcp Particle File nurp50.p8p Air Temp File File msp_4889.tmp Time Steps Per Hour 4 Minimum Inter-Event Time (hrs) 10 Maximum Continuity Error % 2 Rainfall Breakpoint (inches) 0.8 Precipitation Scale Factor 1 Air Temp Offset (deg-F) 0 Loops Thru Storm File 1 Simulation Dates Start 6/1/1970 Keep 1/1/1971 Stop 12/31/1972 Max Snowfall Temperature (deg-f) 32.0 SnowMelt Temperature (deg-f) 32.0 Snowmelt Coef (in/degF-Day) 0.06 Soil Freeze Temp (deg-F) 32.0 Snowmelt Abstraction Factor 1.00 Evapo-Trans. Calibration Factor 1.00 Growing Season Start Month 5 Growing Season End Month 10 5-Day Antecedent Rainfall + Runoff (inches) CN Antecedent Moisture Condition AMC-II AMC-III Growing Season 1.40 2.10 NonGrowing Season 0.50 1.10 Watershed Data Watershed Name P-2 te & No Land Disturbance) Runoff to Device Wetland East Buffe Wetland East Infiltration to Device Watershed Area 0.25 0.93 SCS Curve Number (Pervious) 81 83 Scale Factor for Pervious Runoff Load 1 0 Indirectly Connected Imperv Fraction 0.356 0 UnSwept Impervious Fraction 0 0.1828 UnSwept Depression Storage (inches) 0.02 0 UnSwept Imperv. Runoff Coefficient 1 0 UnSwept Scale Factor for Particle Loads 1 0 Swept Impervious Fraction 0 0 Swept Depression Storage (inches) 0.02 0.02 Swept Imperv. Runoff Coefficient 1 1 Swept Scale Factor for Particle Loads 1 1 Sweeping Frequency 0 0 Sweeping Efficiency 1 1 Sweeping Start Date (MMDD) 101 101 Sweeping Stop Date (MMDD) 1231 1231 Device Data Device Name Wetland EastWetland East Buffe Filter Swale Device Type POND SWALE INF_BASIN Infiltration Outlet Wetland East Wetland East Normal Outlet Filter Swale Spillway Outlet Filter Swale Wetland East Particle Removal Scale Factor 1 1 1 Bottom Elevation (ft) 0 1000 1010 Bottom Area (acres) 0.00001 0 Permanent Pool Area (acres) 0.00001 Permanent Pool Volume (ac-ft) 0 Perm Pool Infilt Rate (in/hr) 0 Flood Pool Area (acres) 0.00001 0.0244 Flood Pool Volume (ac-ft) 0.00001 0.0122 Flood Pool Infilt Rate (in/hr) 0 0.06 0.06 Infilt Basin Void Fraction (%) 100 Detention Pond Outlet Parameters Outlet Type NONE Outlet Orifice Diameter (in) Orifice Discharge Coef Outlet Weir Length (ft) Weir Discharge Coef Perforated Riser Height (ft) Number of Holes in Riser Holes Diameter Flood Pool Drain Time (hrs) Swale Parameters Length of Flow Path (ft) 15 Slope of Flow Path % 20 Bottom Width (ft) 15 Side Slope (ft-v/ft-h) 0.001 Maximum Depth of Flow (ft) 0.001 Mannings n Constant 0.24 Hydraulic Model 0 Pipe, Splitter, Aquifer Parameter Hydraulic Res. Time (hrs) Particle Data Particle File nurp50.p8p Particle Class P0% P10% P30% P50% P80% Filtration Efficiency (%) 90 100 100 100 100 Settling Velocity (ft/hr) 0 0.03 0.3 1.5 15 First Order Decay Rate (1/day) 0 0 0 0 0 2nd Order Decay (1/day-ppm) 0 0 0 0 0 Impervious Runoff Conc (ppm) 1 0 0 0 0 Pervious Runoff Conc (ppm) 1 100 100 100 200 Pervious Conc Exponent 0 1 1 1 1 Accum. Rate (lbs-ac-day) 0 1.75 1.75 1.75 3.5 Particle Removal Rate (1/day) 0 0.25 0.25 0.25 0.25 Washoff Coefficient 0 20 20 20 20 Washoff Exponent 0 2 2 2 2 Sweeper Efficiency 0 0 0 5 15 Water Quality Component Data Component Name TSS TP TKN CU PB ZN HC Water Quality Criteria (ppm) Level 1 5 0.025 2 2 0.02 5 0.1 Level 2 10 0.05 1 0.0048 0.014 0.0362 0.5 Level 3 20 0.1 0.5 0.02 0.15 0.38 1 Content Scale Factor 1 1 1 1 1 1 1 Particle Composition (mg/kg) P0% 0 99000 600000 13600 2000 640000 250000 P10% 1000000 3850 15000 340 180 1600 22500 P30% 1000000 3850 15000 340 180 1600 22500 P50% 1000000 3850 15000 340 180 1600 22500 P80% 1000000 0 0 340 180 0 22500 P8 Urban Catchment Model, Version 3.4 Run Date 03/31/16 Case 193803412_LakeLucy_WetlandEAST_C_160324.p8c FirstDate 01/01/71 Precip(in) 50.4 Title Lake Lucy LastDate 12/31/72 Rain(in) 40.76 PrecFile msp_4989.pcp Events 134 Snow(in) 9.67 PartFile nurp50.p8p TotalHrs 16440 TotalYrs 1.88 Mass Balances by Variable Variable: Flow Flow ac-ft Mass Balance Term OVERALLWetland East Buffer Filter Swale Wetland East OVERALLWetland East Buffer Filter Swale Wetland East 01 watershed inflows 1.03 0.25 0.00 0.78 02 upstream device 0.00 0.00 0.25 0.25 03 infiltrate 0.00 0.00 0.17 0.00 04 exfiltrate 0.00 0.00 0.17 0.00 06 normal outlet 0.00 0.00 0.00 0.00 07 spillway outlet 1.03 0.24 0.07 1.03 09 total inflow 1.03 0.25 0.25 1.03 10 surface outflow 1.03 0.25 0.25 1.03 12 total outflow 1.03 0.25 0.25 1.03 14 storage increase 0.00 0.00 0.00 0.00 15 mass balance check 0.00 0.00 0.00 0.00 Load Reduction (%) 0.00 0.00 0.00 0.00 Variable: P0% Loads(lbs)Concs (ppm) Mass Balance Term OVERALLWetland East Buffer Filter Swale Wetland East OVERALLWetland East Buffer Filter Swale Wetland East 01 watershed inflows 0.68 0.68 0.00 0.00 0.24 1.00 02 upstream device 0.00 0.00 0.67 0.25 1.00 0.37 03 infiltrate 0.00 0.01 0.47 0.00 1.00 1.00 04 exfiltrate 0.00 0.00 0.05 0.00 0.10 0.10 05 filtered 0.43 0.01 0.42 0.00 06 normal outlet 0.00 0.01 0.00 0.00 1.00 07 spillway outlet 0.25 0.66 0.20 0.25 0.09 1.00 1.00 0.09 09 total inflow 0.68 0.68 0.67 0.25 0.24 1.00 1.00 0.09 10 surface outflow 0.25 0.67 0.25 0.25 0.09 0.99 0.37 0.09 12 total outflow 0.25 0.67 0.25 0.25 0.09 0.99 0.37 0.09 13 total trapped 0.43 0.01 0.42 0.00 14 storage increase 0.00 0.00 0.00 0.00 15 mass balance check 0.00 0.00 0.00 0.00 Load Reduction (%) 63.10 1.19 62.74 0.00 Variable: P10% Loads(lbs)Concs (ppm) Mass Balance Term OVERALLWetland East Buffer Filter Swale Wetland East OVERALLWetland East Buffer Filter Swale Wetland East 01 watershed inflows 5.41 5.41 0.00 0.00 1.93 7.98 02 upstream device 0.00 0.00 4.99 1.13 7.45 1.66 03 infiltrate 0.00 0.04 0.55 0.00 4.80 1.18 05 filtered 0.59 0.04 0.55 0.00 06 normal outlet 0.00 0.06 0.00 0.00 4.80 07 spillway outlet 1.13 4.93 1.13 1.13 0.40 7.50 5.56 0.40 08 sedimen + decay 3.69 0.39 3.31 0.00 09 total inflow 5.41 5.41 4.99 1.13 1.93 7.98 7.45 0.40 10 surface outflow 1.13 4.99 1.13 1.13 0.40 7.35 1.68 0.40 12 total outflow 1.13 4.99 1.13 1.13 0.40 7.35 1.68 0.40 13 total trapped 4.29 0.43 3.86 0.00 14 storage increase 0.00 0.00 0.00 0.00 15 mass balance check 0.00 0.00 0.00 0.00 Load Reduction (%) 79.18 7.92 77.39 0.00 Variable: P30% Loads(lbs)Concs (ppm) Mass Balance Term OVERALLWetland East Buffer Filter Swale Wetland East OVERALLWetland East Buffer Filter Swale Wetland East 01 watershed inflows 5.41 5.41 0.00 0.00 1.93 7.98 02 upstream device 0.00 0.00 3.61 0.35 5.39 0.51 03 infiltrate 0.00 0.02 0.05 0.00 2.73 0.11 05 filtered 0.08 0.02 0.05 0.00 06 normal outlet 0.00 0.03 0.00 0.00 2.73 07 spillway outlet 0.35 3.58 0.35 0.35 0.12 5.44 1.72 0.12 08 sedimen + decay 4.99 1.78 3.21 0.00 09 total inflow 5.41 5.41 3.61 0.35 1.93 7.98 5.39 0.12 10 surface outflow 0.35 3.61 0.35 0.35 0.12 5.32 0.52 0.12 12 total outflow 0.35 3.61 0.35 0.35 0.12 5.32 0.52 0.12 13 total trapped 5.07 1.81 3.26 0.00 14 storage increase 0.00 0.00 0.00 0.00 15 mass balance check 0.00 0.00 0.00 0.00 Load Reduction (%) 93.57 33.36 90.35 0.02 Variable: P50% Loads(lbs)Concs (ppm) Mass Balance Term OVERALLWetland East Buffer Filter Swale Wetland East OVERALLWetland East Buffer Filter Swale Wetland East 01 watershed inflows 5.41 5.41 0.00 0.00 1.93 7.98 02 upstream device 0.00 0.00 1.96 0.06 2.92 0.09 03 infiltrate 0.00 0.01 0.01 0.00 1.15 0.01 05 filtered 0.02 0.01 0.01 0.00 06 normal outlet 0.00 0.01 0.00 0.00 1.15 07 spillway outlet 0.06 1.94 0.06 0.06 0.02 2.95 0.30 0.02 08 sedimen + decay 5.34 3.45 1.89 0.00 09 total inflow 5.41 5.41 1.96 0.06 1.93 7.98 2.92 0.02 10 surface outflow 0.06 1.96 0.06 0.06 0.02 2.88 0.09 0.02 12 total outflow 0.06 1.96 0.06 0.06 0.02 2.88 0.09 0.02 13 total trapped 5.35 3.46 1.89 0.00 14 storage increase 0.00 0.00 0.00 0.00 15 mass balance check 0.00 0.00 0.00 0.00 Load Reduction (%) 98.86 63.87 96.84 0.07 Variable: P80% Loads(lbs)Concs (ppm) Mass Balance Term OVERALLWetland East Buffer Filter Swale Wetland East OVERALLWetland East Buffer Filter Swale Wetland East 01 watershed inflows 10.83 10.83 0.00 0.00 3.86 15.96 02 upstream device 0.00 0.00 0.72 0.00 1.07 0.00 03 infiltrate 0.00 0.00 0.00 0.00 0.35 0.00 05 filtered 0.00 0.00 0.00 0.00 06 normal outlet 0.00 0.00 0.00 0.00 0.35 07 spillway outlet 0.00 0.72 0.00 0.00 0.00 1.09 0.01 0.00 08 sedimen + decay 10.82 10.11 0.72 0.00 09 total inflow 10.83 10.83 0.72 0.00 3.86 15.96 1.07 0.00 10 surface outflow 0.00 0.72 0.00 0.00 0.00 1.06 0.00 0.00 12 total outflow 0.00 0.72 0.00 0.00 0.00 1.06 0.00 0.00 13 total trapped 10.83 10.11 0.72 0.00 14 storage increase 0.00 0.00 0.00 0.00 15 mass balance check 0.00 0.00 0.00 0.00 Load Reduction (%) 99.98 93.36 99.65 0.60 Variable: TSS Loads(lbs)Concs (ppm) Mass Balance Term OVERALLWetland East Buffer Filter Swale Wetland East OVERALLWetland East Buffer Filter Swale Wetland East 01 watershed inflows 27.07 27.07 0.00 0.00 9.66 39.91 02 upstream device 0.00 0.00 11.27 1.54 16.84 2.27 03 infiltrate 0.00 0.08 0.61 0.00 9.03 1.31 05 filtered 0.69 0.08 0.61 0.00 06 normal outlet 0.00 0.11 0.00 0.00 9.03 07 spillway outlet 1.54 11.16 1.54 1.54 0.55 16.98 7.59 0.55 08 sedimen + decay 24.84 15.72 9.12 0.00 09 total inflow 27.07 27.07 11.27 1.54 9.66 39.91 16.84 0.55 10 surface outflow 1.54 11.27 1.54 1.54 0.55 16.61 2.30 0.55 12 total outflow 1.54 11.27 1.54 1.54 0.55 16.61 2.30 0.55 13 total trapped 25.53 15.80 9.73 0.00 14 storage increase 0.00 0.00 0.00 0.00 15 mass balance check 0.00 0.00 0.00 0.00 Load Reduction (%) 94.31 58.37 86.34 0.01 Variable: TP Loads(lbs)Concs (ppm) Mass Balance Term OVERALLWetland East Buffer Filter Swale Wetland East OVERALLWetland East Buffer Filter Swale Wetland East 01 watershed inflows 0.13 0.13 0.00 0.00 0.05 0.19 02 upstream device 0.00 0.00 0.11 0.03 0.16 0.05 03 infiltrate 0.00 0.00 0.05 0.00 0.13 0.10 04 exfiltrate 0.00 0.00 0.00 0.00 0.01 0.01 05 filtered 0.05 0.00 0.04 0.00 06 normal outlet 0.00 0.00 0.00 0.00 0.13 07 spillway outlet 0.03 0.11 0.03 0.03 0.01 0.16 0.13 0.01 08 sedimen + decay 0.05 0.02 0.03 0.00 09 total inflow 0.13 0.13 0.11 0.03 0.05 0.19 0.16 0.01 10 surface outflow 0.03 0.11 0.03 0.03 0.01 0.16 0.05 0.01 12 total outflow 0.03 0.11 0.03 0.03 0.01 0.16 0.05 0.01 13 total trapped 0.10 0.02 0.08 0.00 14 storage increase 0.00 0.00 0.00 0.00 15 mass balance check 0.00 0.00 0.00 0.00 Load Reduction (%) 76.33 17.52 71.36 0.00 Variable: TKN Loads(lbs)Concs (ppm) Mass Balance Term OVERALLWetland East Buffer Filter Swale Wetland East OVERALLWetland East Buffer Filter Swale Wetland East 01 watershed inflows 0.65 0.65 0.00 0.00 0.23 0.96 02 upstream device 0.00 0.00 0.56 0.17 0.84 0.26 03 infiltrate 0.00 0.01 0.29 0.00 0.73 0.62 04 exfiltrate 0.00 0.00 0.03 0.00 0.06 0.06 05 filtered 0.27 0.01 0.26 0.00 06 normal outlet 0.00 0.01 0.00 0.00 0.73 07 spillway outlet 0.17 0.55 0.14 0.17 0.06 0.84 0.71 0.06 08 sedimen + decay 0.21 0.08 0.13 0.00 09 total inflow 0.65 0.65 0.56 0.17 0.23 0.96 0.84 0.06 10 surface outflow 0.17 0.56 0.17 0.17 0.06 0.83 0.26 0.06 12 total outflow 0.17 0.56 0.17 0.17 0.06 0.83 0.26 0.06 13 total trapped 0.48 0.09 0.39 0.00 14 storage increase 0.00 0.00 0.00 0.00 15 mass balance check 0.00 0.00 0.00 0.00 Load Reduction (%) 73.37 13.87 69.15 0.00 Variable: CU Loads(lbs)Concs (ppm) Mass Balance Term OVERALLWetland East Buffer Filter Swale Wetland East OVERALLWetland East Buffer Filter Swale Wetland East 01 watershed inflows 0.02 0.02 0.00 0.00 0.01 0.03 02 upstream device 0.00 0.00 0.01 0.00 0.02 0.01 03 infiltrate 0.00 0.00 0.01 0.00 0.02 0.01 04 exfiltrate 0.00 0.00 0.00 0.00 0.00 0.00 05 filtered 0.01 0.00 0.01 0.00 06 normal outlet 0.00 0.00 0.00 0.00 0.02 07 spillway outlet 0.00 0.01 0.00 0.00 0.00 0.02 0.02 0.00 08 sedimen + decay 0.01 0.01 0.00 0.00 09 total inflow 0.02 0.02 0.01 0.00 0.01 0.03 0.02 0.00 10 surface outflow 0.00 0.01 0.00 0.00 0.00 0.02 0.01 0.00 12 total outflow 0.00 0.01 0.00 0.00 0.00 0.02 0.01 0.00 13 total trapped 0.01 0.01 0.01 0.00 14 storage increase 0.00 0.00 0.00 0.00 15 mass balance check 0.00 0.00 0.00 0.00 Load Reduction (%) 78.69 29.75 69.73 0.00 Variable: PB Loads(lbs)Concs (ppm) Mass Balance Term OVERALLWetland East Buffer Filter Swale Wetland East OVERALLWetland East Buffer Filter Swale Wetland East 01 watershed inflows 0.01 0.01 0.00 0.00 0.00 0.01 02 upstream device 0.00 0.00 0.00 0.00 0.01 0.00 03 infiltrate 0.00 0.00 0.00 0.00 0.00 0.00 04 exfiltrate 0.00 0.00 0.00 0.00 0.00 0.00 05 filtered 0.00 0.00 0.00 0.00 06 normal outlet 0.00 0.00 0.00 0.00 0.00 07 spillway outlet 0.00 0.00 0.00 0.00 0.00 0.01 0.00 0.00 08 sedimen + decay 0.00 0.00 0.00 0.00 09 total inflow 0.01 0.01 0.00 0.00 0.00 0.01 0.01 0.00 10 surface outflow 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 12 total outflow 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 13 total trapped 0.01 0.00 0.00 0.00 14 storage increase 0.00 0.00 0.00 0.00 15 mass balance check 0.00 0.00 0.00 0.00 Load Reduction (%) 87.52 45.92 76.95 0.00 Variable: ZN Loads(lbs)Concs (ppm) Mass Balance Term OVERALLWetland East Buffer Filter Swale Wetland East OVERALLWetland East Buffer Filter Swale Wetland East 01 watershed inflows 0.46 0.46 0.00 0.00 0.16 0.68 02 upstream device 0.00 0.00 0.45 0.16 0.67 0.24 03 infiltrate 0.00 0.01 0.30 0.00 0.65 0.64 04 exfiltrate 0.00 0.00 0.03 0.00 0.06 0.06 05 filtered 0.28 0.01 0.27 0.00 06 normal outlet 0.00 0.01 0.00 0.00 0.65 07 spillway outlet 0.16 0.44 0.13 0.16 0.06 0.67 0.65 0.06 08 sedimen + decay 0.02 0.01 0.01 0.00 09 total inflow 0.46 0.46 0.45 0.16 0.16 0.68 0.67 0.06 10 surface outflow 0.16 0.45 0.16 0.16 0.06 0.66 0.24 0.06 12 total outflow 0.16 0.45 0.16 0.16 0.06 0.66 0.24 0.06 13 total trapped 0.30 0.01 0.28 0.00 14 storage increase 0.00 0.00 0.00 0.00 15 mass balance check 0.00 0.00 0.00 0.00 Load Reduction (%) 64.65 3.10 63.60 0.00 Variable: HC Loads(lbs)Concs (ppm) Mass Balance Term OVERALLWetland East Buffer Filter Swale Wetland East OVERALLWetland East Buffer Filter Swale Wetland East 01 watershed inflows 0.78 0.78 0.00 0.00 0.28 1.15 02 upstream device 0.00 0.00 0.42 0.10 0.63 0.14 03 infiltrate 0.00 0.00 0.13 0.00 0.45 0.28 04 exfiltrate 0.00 0.00 0.01 0.00 0.03 0.03 05 filtered 0.12 0.00 0.12 0.00 06 normal outlet 0.00 0.01 0.00 0.00 0.45 07 spillway outlet 0.10 0.42 0.09 0.10 0.03 0.63 0.42 0.03 08 sedimen + decay 0.56 0.35 0.21 0.00 09 total inflow 0.78 0.78 0.42 0.10 0.28 1.15 0.63 0.03 10 surface outflow 0.10 0.42 0.10 0.10 0.03 0.62 0.14 0.03 12 total outflow 0.10 0.42 0.10 0.10 0.03 0.62 0.14 0.03 13 total trapped 0.68 0.36 0.32 0.00 14 storage increase 0.00 0.00 0.00 0.00 15 mass balance check 0.00 0.00 0.00 0.00 Load Reduction (%) 87.52 45.92 76.95 0.00 P8 Urban Catchment Model, Version 3.4 Run Date 03/31/16 Case 193803412_LakeLucy_POND_C_160324.p8c FirstDate 01/01/71 Precip(in) 50.4 Title Lake Lucy LastDate 12/31/72 Rain(in) 40.76 PrecFile msp_4989.pcp Events 134 Snow(in) 9.67 PartFile nurp50.p8p TotalHrs 16440 TotalYrs 1.88 Case Title Lake Lucy Case Data File 193803412_LakeLucy_POND_C_160324.p8c Path V:\1938\active\193803412\Design\Stormwater\P8\ Case Notes: Storm Data File msp_4989.pcp Particle File nurp50.p8p Air Temp File File msp_4889.tmp Time Steps Per Hour 4 Minimum Inter-Event Time (hrs) 10 Maximum Continuity Error % 2 Rainfall Breakpoint (inches) 0.8 Precipitation Scale Factor 1 Air Temp Offset (deg-F) 0 Loops Thru Storm File 1 Simulation Dates Start 6/1/1970 Keep 1/1/1971 Stop 12/31/1972 Max Snowfall Temperature (deg-f) 32.0 SnowMelt Temperature (deg-f) 32.0 Snowmelt Coef (in/degF-Day) 0.06 Soil Freeze Temp (deg-F) 32.0 Snowmelt Abstraction Factor 1.00 Evapo-Trans. Calibration Factor 1.00 Growing Season Start Month 5 Growing Season End Month 10 5-Day Antecedent Rainfall + Runoff (inches) CN Antecedent Moisture Condition AMC-II AMC-III Growing Season 1.40 2.10 NonGrowing Season 0.50 1.10 Watershed Data Watershed Name P-1 P-4 P-5 OS-1 P-6 Runoff to Device South Pond Filtration Basin Filtration Basin South Pond Filtration Basin Infiltration to Device Watershed Area 2.45 0.56 0.33 0.94 0.61 SCS Curve Number (Pervious) 82 81 81 79 81 Scale Factor for Pervious Runoff Load 1 1 1 0 1 Indirectly Connected Imperv Fraction 0.2829 0 0 0 0.3 UnSwept Impervious Fraction 0 0.5625 0.5545 0.3511 0 UnSwept Depression Storage (inches) 0.02 0.02 0.02 0 0.02 UnSwept Imperv. Runoff Coefficient 1 1 1 0 1 UnSwept Scale Factor for Particle Loads 1 1 1 0 1 Swept Impervious Fraction 0 0 0 0 0.3 Swept Depression Storage (inches) 0.02 0.02 0.02 0.02 0.02 Swept Imperv. Runoff Coefficient 1 1 1 1 1 Swept Scale Factor for Particle Loads 1 1 1 1 1 Sweeping Frequency 0 0 0 0 0.5 Sweeping Efficiency 1 1 1 1 1 Sweeping Start Date (MMDD) 101 101 101 101 101 Sweeping Stop Date (MMDD) 1231 1231 1231 1231 1231 Device Data Device Name South Pond Filtration Basin Device Type POND POND Infiltration Outlet South Pond Normal Outlet South Pond Spillway Outlet South Pond Particle Removal Scale Factor 1 1 Bottom Elevation (ft) 0 1000 Bottom Area (acres) 0.0257 0.0206 Permanent Pool Area (acres) 0.2665 0.0313 Permanent Pool Volume (ac-ft) 0.5091 0.0301 Perm Pool Infilt Rate (in/hr) 0 1.63 Flood Pool Area (acres) 0.4191 0.042 Flood Pool Volume (ac-ft) 1.533 0.0626 Flood Pool Infilt Rate (in/hr) 0 0.06 Infilt Basin Void Fraction (%) Detention Pond Outlet Parameters Outlet Type ORIFICE ORIFICE Outlet Orifice Diameter (in) 12 24 Orifice Discharge Coef 0.6 0.6 Outlet Weir Length (ft) Weir Discharge Coef Perforated Riser Height (ft) Number of Holes in Riser Holes Diameter Flood Pool Drain Time (hrs) Swale Parameters Length of Flow Path (ft) Slope of Flow Path % Bottom Width (ft) Side Slope (ft-v/ft-h) Maximum Depth of Flow (ft) Mannings n Constant Hydraulic Model Pipe, Splitter, Aquifer Parameter Hydraulic Res. Time (hrs) Particle Data Particle File nurp50.p8p Particle Class P0% P10% P30% P50% P80% Filtration Efficiency (%) 90 100 100 100 100 Settling Velocity (ft/hr) 0 0.03 0.3 1.5 15 First Order Decay Rate (1/day) 0 0 0 0 0 2nd Order Decay (1/day-ppm) 0 0 0 0 0 Impervious Runoff Conc (ppm) 1 0 0 0 0 Pervious Runoff Conc (ppm) 1 100 100 100 200 Pervious Conc Exponent 0 1 1 1 1 Accum. Rate (lbs-ac-day) 0 1.75 1.75 1.75 3.5 Particle Removal Rate (1/day) 0 0.25 0.25 0.25 0.25 Washoff Coefficient 0 20 20 20 20 Washoff Exponent 0 2 2 2 2 Sweeper Efficiency 0 0 0 5 15 Water Quality Component Data Component Name TSS TP TKN CU PB ZN HC Water Quality Criteria (ppm) Level 1 5 0.025 2 2 0.02 5 0.1 Level 2 10 0.05 1 0.0048 0.014 0.0362 0.5 Level 3 20 0.1 0.5 0.02 0.15 0.38 1 Content Scale Factor 1 1 1 1 1 1 1 Particle Composition (mg/kg) P0% 0 99000 600000 13600 2000 640000 250000 P10% 1000000 3850 15000 340 180 1600 22500 P30% 1000000 3850 15000 340 180 1600 22500 P50% 1000000 3850 15000 340 180 1600 22500 P80% 1000000 0 0 340 180 0 22500 P8 Urban Catchment Model, Version 3.4 Run Date 03/31/16 Case 193803412_LakeLucy_POND_C_160324.p8c FirstDate 01/01/71 Precip(in) 50.4 Title Lake Lucy LastDate 12/31/72 Rain(in) 40.76 PrecFile msp_4989.pcp Events 134 Snow(in) 9.67 PartFile nurp50.p8p TotalHrs 16440 TotalYrs 1.88 Mass Balances by Variable Variable: Flow Flow ac-ft Mass Balance Term OVERALL Filtration Basin South Pond OVERALL Filtration Basin South Pond 01 watershed inflows 6.68 3.57 3.11 02 upstream device 0.00 0.00 3.62 03 infiltrate 0.00 3.19 0.00 04 exfiltrate 0.00 3.19 0.00 06 normal outlet 6.73 0.42 6.73 09 total inflow 6.68 3.57 6.73 10 surface outflow 6.73 3.62 6.73 12 total outflow 6.73 3.62 6.73 14 storage increase 0.00 0.00 0.00 15 mass balance check -0.05 -0.05 0.00 Load Reduction (%) 0.00 0.00 0.00 Variable: P0% Loads(lbs) Concs (ppm) Mass Balance Term OVERALL Filtration Basin South Pond OVERALL Filtration Basin South Pond 01 watershed inflows 16.16 9.71 6.45 0.89 1.00 0.76 02 upstream device 0.00 0.00 1.97 0.20 03 infiltrate 0.00 8.60 0.00 0.99 04 exfiltrate 0.00 0.86 0.00 0.10 05 filtered 7.74 7.74 0.00 06 normal outlet 8.73 1.11 8.73 0.48 0.96 0.48 09 total inflow 16.16 9.71 8.42 0.89 1.00 0.46 10 surface outflow 8.73 1.97 8.73 0.48 0.20 0.48 12 total outflow 8.73 1.97 8.73 0.48 0.20 0.48 13 total trapped 7.74 7.74 0.00 14 storage increase -0.31 0.00 -0.31 15 mass balance check 0.00 0.00 0.00 Load Reduction (%) 47.88 79.70 0.00 Variable: P10% Loads(lbs) Concs (ppm) Mass Balance Term OVERALL Filtration Basin South Pond OVERALL Filtration Basin South Pond 01 watershed inflows 241.06 190.99 50.07 13.27 19.67 5.92 02 upstream device 0.00 0.00 16.10 1.64 03 infiltrate 0.00 140.40 0.00 16.17 05 filtered 140.40 140.40 0.00 06 normal outlet 25.75 16.10 25.75 1.41 13.94 1.41 08 sedimen + decay 74.06 33.64 40.42 09 total inflow 241.06 190.99 66.17 13.27 19.67 3.62 10 surface outflow 25.75 16.10 25.75 1.41 1.64 1.41 12 total outflow 25.75 16.10 25.75 1.41 1.64 1.41 13 total trapped 214.46 174.04 40.42 14 storage increase 0.00 0.00 0.00 15 mass balance check 0.85 0.85 0.00 Load Reduction (%) 88.96 91.12 61.08 Variable: P30% Loads(lbs) Concs (ppm) Mass Balance Term OVERALL Filtration Basin South Pond OVERALL Filtration Basin South Pond 01 watershed inflows 241.06 190.99 50.07 13.27 19.67 5.92 02 upstream device 0.00 0.00 11.63 1.18 03 infiltrate 0.00 54.04 0.00 6.23 05 filtered 54.04 54.04 0.00 06 normal outlet 14.74 11.63 14.74 0.81 10.07 0.81 08 sedimen + decay 172.22 125.27 46.95 09 total inflow 241.06 190.99 61.69 13.27 19.67 3.37 10 surface outflow 14.74 11.63 14.74 0.81 1.18 0.81 12 total outflow 14.74 11.63 14.74 0.81 1.18 0.81 13 total trapped 226.26 179.31 46.95 14 storage increase 0.00 0.00 0.00 15 mass balance check 0.06 0.06 0.00 Load Reduction (%) 93.86 93.88 76.11 Variable: P50% Loads(lbs) Concs (ppm) Mass Balance Term OVERALL Filtration Basin South Pond OVERALL Filtration Basin South Pond 01 watershed inflows 240.59 190.52 50.07 13.25 19.62 5.92 02 upstream device 0.00 0.00 5.62 0.57 03 infiltrate 0.00 14.80 0.00 1.70 05 filtered 14.80 14.80 0.00 06 normal outlet 6.01 5.62 6.01 0.33 4.86 0.33 08 sedimen + decay 219.77 170.09 49.68 09 total inflow 240.59 190.52 55.69 13.25 19.62 3.04 10 surface outflow 6.01 5.62 6.01 0.33 0.57 0.33 12 total outflow 6.01 5.62 6.01 0.33 0.57 0.33 13 total trapped 234.57 184.89 49.68 14 storage increase 0.00 0.00 0.00 15 mass balance check 0.01 0.01 0.00 Load Reduction (%) 97.50 97.04 89.21 Variable: P80% Loads(lbs) Concs (ppm) Mass Balance Term OVERALL Filtration Basin South Pond OVERALL Filtration Basin South Pond 01 watershed inflows 479.34 379.21 100.14 26.39 39.06 11.84 02 upstream device 0.00 0.00 2.15 0.22 03 infiltrate 0.00 3.26 0.00 0.38 05 filtered 3.26 3.26 0.00 06 normal outlet 1.37 2.15 1.37 0.07 1.86 0.07 08 sedimen + decay 474.71 373.79 100.92 09 total inflow 479.34 379.21 102.29 26.39 39.06 5.59 10 surface outflow 1.37 2.15 1.37 0.07 0.22 0.07 12 total outflow 1.37 2.15 1.37 0.07 0.22 0.07 13 total trapped 477.97 377.05 100.92 14 storage increase 0.00 0.00 0.00 15 mass balance check 0.00 0.00 0.00 Load Reduction (%) 99.71 99.43 98.66 Variable: TSS Loads(lbs) Concs (ppm) Mass Balance Term OVERALL Filtration Basin South Pond OVERALL Filtration Basin South Pond 01 watershed inflows 1202.05 951.71 250.34 66.18 98.03 29.61 02 upstream device 0.00 0.00 35.50 3.61 03 infiltrate 0.00 212.50 0.00 24.48 05 filtered 212.50 212.50 0.00 06 normal outlet 47.87 35.50 47.87 2.62 30.73 2.62 08 sedimen + decay 940.76 702.79 237.97 09 total inflow 1202.05 951.71 285.84 66.18 98.03 15.63 10 surface outflow 47.87 35.50 47.87 2.62 3.61 2.62 12 total outflow 47.87 35.50 47.87 2.62 3.61 2.62 13 total trapped 1153.26 915.29 237.97 14 storage increase 0.00 0.00 0.00 15 mass balance check 0.93 0.93 0.00 Load Reduction (%) 95.94 96.17 83.25 Variable: TP Loads(lbs) Concs (ppm) Mass Balance Term OVERALL Filtration Basin South Pond OVERALL Filtration Basin South Pond 01 watershed inflows 4.38 3.17 1.22 0.24 0.33 0.14 02 upstream device 0.00 0.00 0.32 0.03 03 infiltrate 0.00 1.66 0.00 0.19 04 exfiltrate 0.00 0.09 0.00 0.01 05 filtered 1.57 1.57 0.00 06 normal outlet 1.04 0.24 1.04 0.06 0.21 0.06 08 sedimen + decay 1.79 1.27 0.53 09 total inflow 4.38 3.17 1.54 0.24 0.33 0.08 10 surface outflow 1.04 0.32 1.04 0.06 0.03 0.06 12 total outflow 1.04 0.32 1.04 0.06 0.03 0.06 13 total trapped 3.37 2.84 0.53 14 storage increase -0.03 0.00 -0.03 15 mass balance check 0.00 0.00 0.00 Load Reduction (%) 76.81 89.67 34.25 Variable: TKN Loads(lbs) Concs (ppm) Mass Balance Term OVERALL Filtration Basin South Pond OVERALL Filtration Basin South Pond 01 watershed inflows 20.54 14.41 6.12 1.13 1.48 0.72 02 upstream device 0.00 0.00 1.68 0.17 03 infiltrate 0.00 8.30 0.00 0.96 04 exfiltrate 0.00 0.52 0.00 0.06 05 filtered 7.78 7.78 0.00 06 normal outlet 5.94 1.17 5.94 0.32 1.01 0.32 08 sedimen + decay 6.99 4.93 2.06 09 total inflow 20.54 14.41 7.81 1.13 1.48 0.43 10 surface outflow 5.94 1.68 5.94 0.32 0.17 0.32 12 total outflow 5.94 1.68 5.94 0.32 0.17 0.32 13 total trapped 14.77 12.72 2.06 14 storage increase -0.19 0.00 -0.19 15 mass balance check 0.01 0.01 0.00 Load Reduction (%) 71.93 88.23 26.34 Variable: CU Loads(lbs) Concs (ppm)