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HomeMy WebLinkAbout2019-123 Asbuilt Stormwater Management Calculations 5520 Glengarry Parkway Edina, MN 11/14/2019 11/18/2019 09/04/2020 10/12/2020 (As-built) SUNDE ENGINEERING, PLLC. 10830 Nesbitt Avenue South Bloomington, MN 55437-3100 Phone: (952) 881-3344 Fax: (952) 881-1913 5520 Glengarry Parkway 10/12/2020 Edina, MN JM Stormwater Management Calculations Narrative The Site is a residential development and is bordered by residential homes on the north and south property lines. The City of Edina requires no net increase in peak runoff rates to neighboring properties and no increase in runoff volume for the 10-YR, 24-HR Rainfall Event. In order to meet this requirement, impervious areas on each site will be reduced from their existing values and stormwater runoff will be sent to the street. With the use of porous pavers for the driveway, the impervious area will be reduced by 924 square feet. This impervious reduction includes the area from the property line extended down to the public street (Glengarry Parkway). The infiltration area will be under the driveway and will use a rock infiltration area to infiltrate the runoff. The infiltration area is sized to infiltrate 4.28 inches (10-YR Rainfall Event) from the porous pavers area used for the driveway . Existing Conditions Area Impervious (sf) Pervious (sf) Total (sf) EX 1 2,896 9,133 12,029 EX 2 1,361 7,546 8,907 Total 4,257 16,679 20,936 *See Attached Drainage Area Map for Details Proposed Conditions Area Impervious (sf) Porours Pavers (sf) Pervious (sf) Total (sf) 1 3,333 4,641 7,194 15,168 2 0 35 5,733 5,768 Total 3,333 4,676 12,927 20,936 *See Attached Drainage Area Map for Details 5520 Glengarry Parkway 10/12/2020 Edina, MN JM Stormwater Management Calculations Rate Control Total Site Peak Discharge: 24-HR, Event Existing Runoff (cfs) Proposed Runoff (cfs) 2-YR 0.36 > 0.03 10-YR 1.07 > 0.17 100-YR 2.88 > 1.23 *See Attached HydroCAD Output for Details Peak Discharge to Public Right-of-Way: 24-HR, Event Existing Runoff (cfs) Proposed Runoff (cfs) 2-YR 0.23 > 0.00 10-YR 0.66 > 0.00 100-YR 1.72 > 0.92 *See Attached HydroCAD Output for Details Peak Discharge to Private Property: 24-HR, Event Existing Runoff (cfs) Proposed Runoff (cfs) 2-YR 0.12 > 0.03 10-YR 0.41 > 0.17 100-YR 1.16 > 0.61 *See Attached HydroCAD Output for Details 5520 Glengarry Parkway 10/12/2020 Edina, MN JM Stormwater Management Calculations Paver Volume Calculations According to Web Soil Survey the soils on the site consist of L52C – Lester complex with a hydrologic soil type B. Type B soils have an infiltration rate of 0.30 in/hr. The infiltration areas will provide attenuation and water quality of stormwater runoff. Volume provided in a 1’ layer of rock with assumed 40% void space to achieve volume and rate control requirements. For the porous paver area to be considered as pervious area in the calculations the volume for the 10-YR, 24-HR Rainfall Event must be provided. Nine Mile Creek Watershed District: The Nine Mile Creek Watershed District does not require stormwater management if the site does not increase impervious area by more than 25%. There is a net decrease in impervious area so no stormwater management beyond the porous pavers in the drive way and BMP for erosion and sediment control is required. 1S 2S EX1 to Public ROW EX2 to Private Prop 1P1L to Public ROW 2L to Private Prop T EX TP Routing Diagram for 19-583 HydroPrepared by Sunde Engineering, Printed 10/12/2020 HydroCAD® 10.00-20 s/n 02350 © 2017 HydroCAD Software Solutions LLC Subcat Reach Pond Link MN-Edina 5520 Glengarry 24-hr S1 2-yr Rainfall=2.86"19-583 Hydro Printed 10/12/2020Prepared by Sunde Engineering Page 2HydroCAD® 10.00-20 s/n 02350 © 2017 HydroCAD Software Solutions LLC Time span=0.00-48.00 hrs, dt=0.01 hrs, 4801 points Runoff by SCS TR-20 method, UH=SCS, Weighted-CN Reach routing by Stor-Ind+Trans method - Pond routing by Stor-Ind method Runoff Area=15,168 sf 21.97% Impervious Runoff Depth=0.60"Subcatchment 1S: Tc=6.0 min CN=69 Runoff=0.265 cfs 0.017 af Runoff Area=5,768 sf 0.00% Impervious Runoff Depth=0.31"Subcatchment 2S: Tc=6.0 min CN=61 Runoff=0.028 cfs 0.003 af Runoff Area=12,029 sf 24.08% Impervious Runoff Depth=0.64"Subcatchment EX1: to Public ROW Tc=6.0 min CN=70 Runoff=0.233 cfs 0.015 af Runoff Area=8,907 sf 15.28% Impervious Runoff Depth=0.52"Subcatchment EX2: to Private Prop Tc=6.0 min CN=67 Runoff=0.123 cfs 0.009 af Peak Elev=910.14' Storage=261 cf Inflow=0.265 cfs 0.017 afPond 1P: Discarded=0.032 cfs 0.017 af Primary=0.000 cfs 0.000 af Outflow=0.032 cfs 0.017 af Inflow=0.000 cfs 0.000 afLink 1L: to Public ROW Primary=0.000 cfs 0.000 af Inflow=0.028 cfs 0.003 afLink 2L: to Private Prop Primary=0.028 cfs 0.003 af Inflow=0.356 cfs 0.023 afLink T EX: Primary=0.356 cfs 0.023 af Inflow=0.028 cfs 0.003 afLink TP: Primary=0.028 cfs 0.003 af Total Runoff Area = 0.961 ac Runoff Volume = 0.044 af Average Runoff Depth = 0.55" 81.87% Pervious = 0.787 ac 18.13% Impervious = 0.174 ac MN-Edina 5520 Glengarry 24-hr S1 2-yr Rainfall=2.86"19-583 Hydro Printed 10/12/2020Prepared by Sunde Engineering Page 3HydroCAD® 10.00-20 s/n 02350 © 2017 HydroCAD Software Solutions LLC Summary for Subcatchment 1S: Runoff = 0.265 cfs @ 12.05 hrs, Volume= 0.017 af, Depth= 0.60" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs MN-Edina 5520 Glengarry 24-hr S1 2-yr Rainfall=2.86" Area (sf) CN Description 3,333 98 Paved parking, HSG B 7,194 61 >75% Grass cover, Good, HSG B * 4,641 61 Pavers 15,168 69 Weighted Average 11,835 78.03% Pervious Area 3,333 21.97% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Assumed Summary for Subcatchment 2S: Runoff = 0.028 cfs @ 12.14 hrs, Volume= 0.003 af, Depth= 0.31" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs MN-Edina 5520 Glengarry 24-hr S1 2-yr Rainfall=2.86" Area (sf) CN Description 0 98 Paved parking, HSG B 5,733 61 >75% Grass cover, Good, HSG B * 35 61 Pavers 5,768 61 Weighted Average 5,768 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Assumed Summary for Subcatchment EX1: to Public ROW Runoff = 0.233 cfs @ 12.05 hrs, Volume= 0.015 af, Depth= 0.64" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs MN-Edina 5520 Glengarry 24-hr S1 2-yr Rainfall=2.86" Area (sf) CN Description 2,896 98 Paved parking, HSG B 9,133 61 >75% Grass cover, Good, HSG B 12,029 70 Weighted Average 9,133 75.92% Pervious Area 2,896 24.08% Impervious Area MN-Edina 5520 Glengarry 24-hr S1 2-yr Rainfall=2.86"19-583 Hydro Printed 10/12/2020Prepared by Sunde Engineering Page 4HydroCAD® 10.00-20 s/n 02350 © 2017 HydroCAD Software Solutions LLC Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Assumed Summary for Subcatchment EX2: to Private Prop Runoff = 0.123 cfs @ 12.05 hrs, Volume= 0.009 af, Depth= 0.52" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs MN-Edina 5520 Glengarry 24-hr S1 2-yr Rainfall=2.86" Area (sf) CN Description 1,361 98 Paved parking, HSG B 7,546 61 >75% Grass cover, Good, HSG B 8,907 67 Weighted Average 7,546 84.72% Pervious Area 1,361 15.28% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Assumed Summary for Pond 1P: Inflow Area = 0.348 ac, 21.97% Impervious, Inflow Depth = 0.60" for 2-yr event Inflow = 0.265 cfs @ 12.05 hrs, Volume= 0.017 af Outflow = 0.032 cfs @ 11.99 hrs, Volume= 0.017 af, Atten= 88%, Lag= 0.0 min Discarded = 0.032 cfs @ 11.99 hrs, Volume= 0.017 af Primary = 0.000 cfs @ 0.00 hrs, Volume= 0.000 af Routing by Stor-Ind method, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs Peak Elev= 910.14' @ 12.82 hrs Surf.Area= 4,641 sf Storage= 261 cf Plug-Flow detention time= 66.1 min calculated for 0.017 af (100% of inflow) Center-of-Mass det. time= 66.1 min ( 946.0 - 879.9 ) Volume Invert Avail.Storage Storage Description #1 910.00' 1,856 cf Custom Stage Data (Prismatic) Listed below (Recalc) 4,641 cf Overall x 40.0% Voids Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 910.00 4,641 0 0 911.00 4,641 4,641 4,641 Device Routing Invert Outlet Devices #1 Discarded 910.00'0.300 in/hr Exfiltration over Surface area #2 Primary 910.70'5.0' long x 2.0' breadth Broad-Crested Rectangular Weir Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 1.80 2.00 MN-Edina 5520 Glengarry 24-hr S1 2-yr Rainfall=2.86"19-583 Hydro Printed 10/12/2020Prepared by Sunde Engineering Page 5HydroCAD® 10.00-20 s/n 02350 © 2017 HydroCAD Software Solutions LLC 2.50 3.00 3.50 Coef. (English) 2.54 2.61 2.61 2.60 2.66 2.70 2.77 2.89 2.88 2.85 3.07 3.20 3.32 Discarded OutFlow Max=0.032 cfs @ 11.99 hrs HW=910.01' (Free Discharge) 1=Exfiltration (Exfiltration Controls 0.032 cfs) Primary OutFlow Max=0.000 cfs @ 0.00 hrs HW=910.00' (Free Discharge) 2=Broad-Crested Rectangular Weir ( Controls 0.000 cfs) Summary for Link 1L: to Public ROW Inflow Area = 0.348 ac, 21.97% Impervious, Inflow Depth = 0.00" for 2-yr event Inflow = 0.000 cfs @ 0.00 hrs, Volume= 0.000 af Primary = 0.000 cfs @ 0.00 hrs, Volume= 0.000 af, Atten= 0%, Lag= 0.0 min Primary outflow = Inflow, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs Summary for Link 2L: to Private Prop Inflow Area = 0.132 ac, 0.00% Impervious, Inflow Depth = 0.31" for 2-yr event Inflow = 0.028 cfs @ 12.14 hrs, Volume= 0.003 af Primary = 0.028 cfs @ 12.14 hrs, Volume= 0.003 af, Atten= 0%, Lag= 0.0 min Primary outflow = Inflow, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs Summary for Link T EX: Inflow Area = 0.481 ac, 20.33% Impervious, Inflow Depth = 0.59" for 2-yr event Inflow = 0.356 cfs @ 12.05 hrs, Volume= 0.023 af Primary = 0.356 cfs @ 12.05 hrs, Volume= 0.023 af, Atten= 0%, Lag= 0.0 min Primary outflow = Inflow, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs Summary for Link TP: Inflow Area = 0.481 ac, 15.92% Impervious, Inflow Depth = 0.09" for 2-yr event Inflow = 0.028 cfs @ 12.14 hrs, Volume= 0.003 af Primary = 0.028 cfs @ 12.14 hrs, Volume= 0.003 af, Atten= 0%, Lag= 0.0 min Primary outflow = Inflow, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs MN-Edina 5520 Glengarry 24-hr S1 10-yr Rainfall=4.28"19-583 Hydro Printed 10/12/2020Prepared by Sunde Engineering Page 6HydroCAD® 10.00-20 s/n 02350 © 2017 HydroCAD Software Solutions LLC Time span=0.00-48.00 hrs, dt=0.01 hrs, 4801 points Runoff by SCS TR-20 method, UH=SCS, Weighted-CN Reach routing by Stor-Ind+Trans method - Pond routing by Stor-Ind method Runoff Area=15,168 sf 21.97% Impervious Runoff Depth=1.45"Subcatchment 1S: Tc=6.0 min CN=69 Runoff=0.784 cfs 0.042 af Runoff Area=5,768 sf 0.00% Impervious Runoff Depth=0.96"Subcatchment 2S: Tc=6.0 min CN=61 Runoff=0.170 cfs 0.011 af Runoff Area=12,029 sf 24.08% Impervious Runoff Depth=1.52"Subcatchment EX1: to Public ROW Tc=6.0 min CN=70 Runoff=0.658 cfs 0.035 af Runoff Area=8,907 sf 15.28% Impervious Runoff Depth=1.32"Subcatchment EX2: to Private Prop Tc=6.0 min CN=67 Runoff=0.408 cfs 0.023 af Peak Elev=910.53' Storage=990 cf Inflow=0.784 cfs 0.042 afPond 1P: Discarded=0.032 cfs 0.042 af Primary=0.000 cfs 0.000 af Outflow=0.032 cfs 0.042 af Inflow=0.000 cfs 0.000 afLink 1L: to Public ROW Primary=0.000 cfs 0.000 af Inflow=0.170 cfs 0.011 afLink 2L: to Private Prop Primary=0.170 cfs 0.011 af Inflow=1.066 cfs 0.057 afLink T EX: Primary=1.066 cfs 0.057 af Inflow=0.170 cfs 0.011 afLink TP: Primary=0.170 cfs 0.011 af Total Runoff Area = 0.961 ac Runoff Volume = 0.110 af Average Runoff Depth = 1.38" 81.87% Pervious = 0.787 ac 18.13% Impervious = 0.174 ac MN-Edina 5520 Glengarry 24-hr S1 10-yr Rainfall=4.28"19-583 Hydro Printed 10/12/2020Prepared by Sunde Engineering Page 7HydroCAD® 10.00-20 s/n 02350 © 2017 HydroCAD Software Solutions LLC Summary for Subcatchment 1S: Runoff = 0.784 cfs @ 12.05 hrs, Volume= 0.042 af, Depth= 1.45" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs MN-Edina 5520 Glengarry 24-hr S1 10-yr Rainfall=4.28" Area (sf) CN Description 3,333 98 Paved parking, HSG B 7,194 61 >75% Grass cover, Good, HSG B * 4,641 61 Pavers 15,168 69 Weighted Average 11,835 78.03% Pervious Area 3,333 21.97% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Assumed Summary for Subcatchment 2S: Runoff = 0.170 cfs @ 12.05 hrs, Volume= 0.011 af, Depth= 0.96" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs MN-Edina 5520 Glengarry 24-hr S1 10-yr Rainfall=4.28" Area (sf) CN Description 0 98 Paved parking, HSG B 5,733 61 >75% Grass cover, Good, HSG B * 35 61 Pavers 5,768 61 Weighted Average 5,768 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Assumed Summary for Subcatchment EX1: to Public ROW Runoff = 0.658 cfs @ 12.04 hrs, Volume= 0.035 af, Depth= 1.52" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs MN-Edina 5520 Glengarry 24-hr S1 10-yr Rainfall=4.28" Area (sf) CN Description 2,896 98 Paved parking, HSG B 9,133 61 >75% Grass cover, Good, HSG B 12,029 70 Weighted Average 9,133 75.92% Pervious Area 2,896 24.08% Impervious Area MN-Edina 5520 Glengarry 24-hr S1 10-yr Rainfall=4.28"19-583 Hydro Printed 10/12/2020Prepared by Sunde Engineering Page 8HydroCAD® 10.00-20 s/n 02350 © 2017 HydroCAD Software Solutions LLC Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Assumed Summary for Subcatchment EX2: to Private Prop Runoff = 0.408 cfs @ 12.05 hrs, Volume= 0.023 af, Depth= 1.32" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs MN-Edina 5520 Glengarry 24-hr S1 10-yr Rainfall=4.28" Area (sf) CN Description 1,361 98 Paved parking, HSG B 7,546 61 >75% Grass cover, Good, HSG B 8,907 67 Weighted Average 7,546 84.72% Pervious Area 1,361 15.28% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Assumed Summary for Pond 1P: Inflow Area = 0.348 ac, 21.97% Impervious, Inflow Depth = 1.45" for 10-yr event Inflow = 0.784 cfs @ 12.05 hrs, Volume= 0.042 af Outflow = 0.032 cfs @ 11.74 hrs, Volume= 0.042 af, Atten= 96%, Lag= 0.0 min Discarded = 0.032 cfs @ 11.74 hrs, Volume= 0.042 af Primary = 0.000 cfs @ 0.00 hrs, Volume= 0.000 af Routing by Stor-Ind method, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs Peak Elev= 910.53' @ 14.19 hrs Surf.Area= 4,641 sf Storage= 990 cf Plug-Flow detention time= 324.7 min calculated for 0.042 af (100% of inflow) Center-of-Mass det. time= 324.7 min ( 1,171.3 - 846.6 ) Volume Invert Avail.Storage Storage Description #1 910.00' 1,856 cf Custom Stage Data (Prismatic) Listed below (Recalc) 4,641 cf Overall x 40.0% Voids Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 910.00 4,641 0 0 911.00 4,641 4,641 4,641 Device Routing Invert Outlet Devices #1 Discarded 910.00'0.300 in/hr Exfiltration over Surface area #2 Primary 910.70'5.0' long x 2.0' breadth Broad-Crested Rectangular Weir Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 1.80 2.00 MN-Edina 5520 Glengarry 24-hr S1 10-yr Rainfall=4.28"19-583 Hydro Printed 10/12/2020Prepared by Sunde Engineering Page 9HydroCAD® 10.00-20 s/n 02350 © 2017 HydroCAD Software Solutions LLC 2.50 3.00 3.50 Coef. (English) 2.54 2.61 2.61 2.60 2.66 2.70 2.77 2.89 2.88 2.85 3.07 3.20 3.32 Discarded OutFlow Max=0.032 cfs @ 11.74 hrs HW=910.01' (Free Discharge) 1=Exfiltration (Exfiltration Controls 0.032 cfs) Primary OutFlow Max=0.000 cfs @ 0.00 hrs HW=910.00' (Free Discharge) 2=Broad-Crested Rectangular Weir ( Controls 0.000 cfs) Summary for Link 1L: to Public ROW Inflow Area = 0.348 ac, 21.97% Impervious, Inflow Depth = 0.00" for 10-yr event Inflow = 0.000 cfs @ 0.00 hrs, Volume= 0.000 af Primary = 0.000 cfs @ 0.00 hrs, Volume= 0.000 af, Atten= 0%, Lag= 0.0 min Primary outflow = Inflow, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs Summary for Link 2L: to Private Prop Inflow Area = 0.132 ac, 0.00% Impervious, Inflow Depth = 0.96" for 10-yr event Inflow = 0.170 cfs @ 12.05 hrs, Volume= 0.011 af Primary = 0.170 cfs @ 12.05 hrs, Volume= 0.011 af, Atten= 0%, Lag= 0.0 min Primary outflow = Inflow, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs Summary for Link T EX: Inflow Area = 0.481 ac, 20.33% Impervious, Inflow Depth = 1.44" for 10-yr event Inflow = 1.066 cfs @ 12.05 hrs, Volume= 0.057 af Primary = 1.066 cfs @ 12.05 hrs, Volume= 0.057 af, Atten= 0%, Lag= 0.0 min Primary outflow = Inflow, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs Summary for Link TP: Inflow Area = 0.481 ac, 15.92% Impervious, Inflow Depth = 0.26" for 10-yr event Inflow = 0.170 cfs @ 12.05 hrs, Volume= 0.011 af Primary = 0.170 cfs @ 12.05 hrs, Volume= 0.011 af, Atten= 0%, Lag= 0.0 min Primary outflow = Inflow, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs MN-Edina 5520 Glengarry 24-hr S1 100-yr Rainfall=7.48"19-583 Hydro Printed 10/12/2020Prepared by Sunde Engineering Page 10HydroCAD® 10.00-20 s/n 02350 © 2017 HydroCAD Software Solutions LLC Time span=0.00-48.00 hrs, dt=0.01 hrs, 4801 points Runoff by SCS TR-20 method, UH=SCS, Weighted-CN Reach routing by Stor-Ind+Trans method - Pond routing by Stor-Ind method Runoff Area=15,168 sf 21.97% Impervious Runoff Depth=3.91"Subcatchment 1S: Tc=6.0 min CN=69 Runoff=2.101 cfs 0.113 af Runoff Area=5,768 sf 0.00% Impervious Runoff Depth=3.05"Subcatchment 2S: Tc=6.0 min CN=61 Runoff=0.606 cfs 0.034 af Runoff Area=12,029 sf 24.08% Impervious Runoff Depth=4.02"Subcatchment EX1: to Public ROW Tc=6.0 min CN=70 Runoff=1.716 cfs 0.093 af Runoff Area=8,907 sf 15.28% Impervious Runoff Depth=3.69"Subcatchment EX2: to Private Prop Tc=6.0 min CN=67 Runoff=1.160 cfs 0.063 af Peak Elev=910.87' Storage=1,622 cf Inflow=2.101 cfs 0.113 afPond 1P: Discarded=0.032 cfs 0.064 af Primary=0.921 cfs 0.050 af Outflow=0.954 cfs 0.113 af Inflow=0.921 cfs 0.050 afLink 1L: to Public ROW Primary=0.921 cfs 0.050 af Inflow=0.606 cfs 0.034 afLink 2L: to Private Prop Primary=0.606 cfs 0.034 af Inflow=2.876 cfs 0.155 afLink T EX: Primary=2.876 cfs 0.155 af Inflow=1.226 cfs 0.084 afLink TP: Primary=1.226 cfs 0.084 af Total Runoff Area = 0.961 ac Runoff Volume = 0.303 af Average Runoff Depth = 3.78" 81.87% Pervious = 0.787 ac 18.13% Impervious = 0.174 ac MN-Edina 5520 Glengarry 24-hr S1 100-yr Rainfall=7.48"19-583 Hydro Printed 10/12/2020Prepared by Sunde Engineering Page 11HydroCAD® 10.00-20 s/n 02350 © 2017 HydroCAD Software Solutions LLC Summary for Subcatchment 1S: Runoff = 2.101 cfs @ 12.04 hrs, Volume= 0.113 af, Depth= 3.91" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs MN-Edina 5520 Glengarry 24-hr S1 100-yr Rainfall=7.48" Area (sf) CN Description 3,333 98 Paved parking, HSG B 7,194 61 >75% Grass cover, Good, HSG B * 4,641 61 Pavers 15,168 69 Weighted Average 11,835 78.03% Pervious Area 3,333 21.97% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Assumed Summary for Subcatchment 2S: Runoff = 0.606 cfs @ 12.04 hrs, Volume= 0.034 af, Depth= 3.05" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs MN-Edina 5520 Glengarry 24-hr S1 100-yr Rainfall=7.48" Area (sf) CN Description 0 98 Paved parking, HSG B 5,733 61 >75% Grass cover, Good, HSG B * 35 61 Pavers 5,768 61 Weighted Average 5,768 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Assumed Summary for Subcatchment EX1: to Public ROW Runoff = 1.716 cfs @ 12.04 hrs, Volume= 0.093 af, Depth= 4.02" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs MN-Edina 5520 Glengarry 24-hr S1 100-yr Rainfall=7.48" Area (sf) CN Description 2,896 98 Paved parking, HSG B 9,133 61 >75% Grass cover, Good, HSG B 12,029 70 Weighted Average 9,133 75.92% Pervious Area 2,896 24.08% Impervious Area MN-Edina 5520 Glengarry 24-hr S1 100-yr Rainfall=7.48"19-583 Hydro Printed 10/12/2020Prepared by Sunde Engineering Page 12HydroCAD® 10.00-20 s/n 02350 © 2017 HydroCAD Software Solutions LLC Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Assumed Summary for Subcatchment EX2: to Private Prop Runoff = 1.160 cfs @ 12.04 hrs, Volume= 0.063 af, Depth= 3.69" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs MN-Edina 5520 Glengarry 24-hr S1 100-yr Rainfall=7.48" Area (sf) CN Description 1,361 98 Paved parking, HSG B 7,546 61 >75% Grass cover, Good, HSG B 8,907 67 Weighted Average 7,546 84.72% Pervious Area 1,361 15.28% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Assumed Summary for Pond 1P: Inflow Area = 0.348 ac, 21.97% Impervious, Inflow Depth = 3.91" for 100-yr event Inflow = 2.101 cfs @ 12.04 hrs, Volume= 0.113 af Outflow = 0.954 cfs @ 12.20 hrs, Volume= 0.113 af, Atten= 55%, Lag= 9.7 min Discarded = 0.032 cfs @ 11.01 hrs, Volume= 0.064 af Primary = 0.921 cfs @ 12.20 hrs, Volume= 0.050 af Routing by Stor-Ind method, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs Peak Elev= 910.87' @ 12.20 hrs Surf.Area= 4,641 sf Storage= 1,622 cf Plug-Flow detention time= 263.7 min calculated for 0.113 af (100% of inflow) Center-of-Mass det. time= 263.8 min ( 1,086.6 - 822.9 ) Volume Invert Avail.Storage Storage Description #1 910.00' 1,856 cf Custom Stage Data (Prismatic) Listed below (Recalc) 4,641 cf Overall x 40.0% Voids Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 910.00 4,641 0 0 911.00 4,641 4,641 4,641 Device Routing Invert Outlet Devices #1 Discarded 910.00'0.300 in/hr Exfiltration over Surface area #2 Primary 910.70'5.0' long x 2.0' breadth Broad-Crested Rectangular Weir Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 1.80 2.00 MN-Edina 5520 Glengarry 24-hr S1 100-yr Rainfall=7.48"19-583 Hydro Printed 10/12/2020Prepared by Sunde Engineering Page 13HydroCAD® 10.00-20 s/n 02350 © 2017 HydroCAD Software Solutions LLC 2.50 3.00 3.50 Coef. (English) 2.54 2.61 2.61 2.60 2.66 2.70 2.77 2.89 2.88 2.85 3.07 3.20 3.32 Discarded OutFlow Max=0.032 cfs @ 11.01 hrs HW=910.01' (Free Discharge) 1=Exfiltration (Exfiltration Controls 0.032 cfs) Primary OutFlow Max=0.920 cfs @ 12.20 hrs HW=910.87' (Free Discharge) 2=Broad-Crested Rectangular Weir (Weir Controls 0.920 cfs @ 1.06 fps) Summary for Link 1L: to Public ROW Inflow Area = 0.348 ac, 21.97% Impervious, Inflow Depth = 1.72" for 100-yr event Inflow = 0.921 cfs @ 12.20 hrs, Volume= 0.050 af Primary = 0.921 cfs @ 12.20 hrs, Volume= 0.050 af, Atten= 0%, Lag= 0.0 min Primary outflow = Inflow, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs Summary for Link 2L: to Private Prop Inflow Area = 0.132 ac, 0.00% Impervious, Inflow Depth = 3.05" for 100-yr event Inflow = 0.606 cfs @ 12.04 hrs, Volume= 0.034 af Primary = 0.606 cfs @ 12.04 hrs, Volume= 0.034 af, Atten= 0%, Lag= 0.0 min Primary outflow = Inflow, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs Summary for Link T EX: Inflow Area = 0.481 ac, 20.33% Impervious, Inflow Depth = 3.88" for 100-yr event Inflow = 2.876 cfs @ 12.04 hrs, Volume= 0.155 af Primary = 2.876 cfs @ 12.04 hrs, Volume= 0.155 af, Atten= 0%, Lag= 0.0 min Primary outflow = Inflow, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs Summary for Link TP: Inflow Area = 0.481 ac, 15.92% Impervious, Inflow Depth = 2.09" for 100-yr event Inflow = 1.226 cfs @ 12.18 hrs, Volume= 0.084 af Primary = 1.226 cfs @ 12.18 hrs, Volume= 0.084 af, Atten= 0%, Lag= 0.0 min Primary outflow = Inflow, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs 11/8/2019 Web Soil Survey https://websoilsurvey.sc.egov.usda.gov/App/WebSoilSurvey.aspx 1/2 Contact Us Subscribe Archived Soil Surveys Soil Survey Status Glossary Preferences Link Logout Help A A A Area of Interest (AOI)Soil Map Soil Data Explorer Download Soils Data Shopping Cart (Free) Intro to Soils Suitabilities and Limitations for Use Soil Properties and Qualities Ecological Site Assessment Soil Reports Search Soil Reports Open All Close All AOI Inventory Building Site Development Construction Materials Disaster Recovery Planning Land Classifications Land Management Recreational Development Sanitary Facilities Soil Chemical Properties Soil Erosion Soil Health Soil Physical Properties Soil Qualities and Features Vegetative Productivity Waste Management Water Features Hydrologic Soil Group and Surface Runoff View Description View Soil Report View Description View Soil Report Soil Moisture, Ponding, Flooding (MN) Water Features Water Management Options Include minor soils? Report — Hydrologic Soil Group and Surface Runoff Absence of an entry indicates that the data were not estimated. The dash indicates no documented presence. Soil Map Scale (not to scale) Printable Version Add to Shopping Cart View Soil Information By Use:All Uses 11/8/2019 Web Soil Survey https://websoilsurvey.sc.egov.usda.gov/App/WebSoilSurvey.aspx 2/2 FOIA | Accessibility Statement | Privacy Policy | Non-Discrimination Statement | Information Quality | USA.gov | White House Hennepin County, Minnesota Map symbol and soil name Pct. of mapunit Surface Runoff Hydrologic Soil Group L52C—Urban land-Lester complex, 2 to 18 percentslopes Urban land 75 —— Lester 20 —B Description — Hydrologic Soil Group and Surface Runoff Water Features This table gives estimates of various soil water features. The estimates are used in land use planning that involves engineering considerations. Hydrologic soil groups are based on estimates of runoff potential. Soils are assigned to one of four groups according to the rate of water infiltration when thesoils are not protected by vegetation, are thoroughly wet, and receive precipitation from long-duration storms. The four hydrologic soil groups are: Group A. Soils having a high infiltration rate (low runoff potential) when thoroughly wet. These consist mainly of deep, well drained to excessively drainedsands or gravelly sands. These soils have a high rate of water transmission. Group B. Soils having a moderate infiltration rate when thoroughly wet. These consist chiefly of moderately deep or deep, moderately well drained or welldrained soils that have moderately fine texture to moderately coarse texture. These soils have a moderate rate of water transmission. Group C. Soils having a slow infiltration rate when thoroughly wet. These consist chiefly of soils having a layer that impedes the downward movement ofwater or soils of moderately fine texture or fine texture. These soils have a slow rate of water transmission. Group D. Soils having a very slow infiltration rate (high runoff potential) when thoroughly wet. These consist chiefly of clays that have a high shrink-swellpotential, soils that have a high water table, soils that have a claypan or clay layer at or near the surface, and soils that are shallow over nearly imperviousmaterial. These soils have a very slow rate of water transmission. If a soil is assigned to a dual hydrologic group (A/D, B/D, or C/D), the first letter is for drained areas and the second is for undrained areas. Surface runoff refers to the loss of water from an area by flow over the land surface. Surface runoff classes are based on slope, climate, and vegetative cover.The concept indicates relative runoff for very specific conditions. It is assumed that the surface of the soil is bare and that the retention of surface water resulting from irregularities in the ground surface is minimal. The classes are negligible, very low, low, medium, high, and very high. 11/8/2019 Precipitation Frequency Data Server https://hdsc.nws.noaa.gov/hdsc/pfds/pfds_printpage.html?lat=44.9038&lon=-93.3700&data=depth&units=english&series=pds 1/4 NOAA Atlas 14, Volume 8, Version 2 Location name: Minneapolis, Minnesota, USA* Latitude: 44.9038°, Longitude: -93.37° Elevation: 914.47 ft** * source: ESRI Maps ** source: USGS POINT PRECIPITATION FREQUENCY ESTIMATES Sanja Perica, Deborah Martin, Sandra Pavlovic, Ishani Roy, Michael St. Laurent, Carl Trypaluk, DaleUnruh, Michael Yekta, Geoffery Bonnin NOAA, National Weather Service, Silver Spring, Maryland PF_tabular | PF_graphical | Maps_&_aerials PF tabular PDS-based point precipitation frequency estimates with 90% confidence intervals (in inches)1 Duration Average recurrence interval (years) 1 2 5 10 25 50 100 200 500 1000 5-min 0.353 (0.282‑0.445) 0.419 (0.335‑0.528) 0.532 (0.424‑0.673) 0.632 (0.500‑0.802) 0.776 (0.596‑1.02) 0.893 (0.669‑1.19) 1.01 (0.734‑1.38) 1.14 (0.793‑1.60) 1.32 (0.881‑1.89) 1.47 (0.948‑2.12) 10-min 0.517 (0.413‑0.651) 0.613 (0.490‑0.774) 0.780 (0.621‑0.986) 0.925 (0.732‑1.17) 1.14 (0.873‑1.50) 1.31 (0.979‑1.74) 1.49 (1.08‑2.02) 1.68 (1.16‑2.34) 1.94 (1.29‑2.77) 2.15 (1.39‑3.10) 15-min 0.630 (0.504‑0.794) 0.748 (0.598‑0.943) 0.951 (0.757‑1.20) 1.13 (0.893‑1.43) 1.39 (1.06‑1.83) 1.59 (1.19‑2.12) 1.81 (1.31‑2.47) 2.04 (1.42‑2.85) 2.36 (1.57‑3.38) 2.62 (1.69‑3.78) 30-min 0.891 (0.713‑1.12) 1.07 (0.851‑1.34) 1.36 (1.09‑1.72) 1.62 (1.29‑2.06) 2.00 (1.54‑2.64) 2.31 (1.73‑3.07) 2.63 (1.90‑3.58) 2.96 (2.05‑4.14) 3.43 (2.28‑4.91) 3.80 (2.46‑5.49) 60-min 1.16 (0.929‑1.46) 1.38 (1.11‑1.75) 1.79 (1.42‑2.26) 2.15 (1.71‑2.73) 2.71 (2.10‑3.61) 3.18 (2.39‑4.27) 3.69 (2.68‑5.06) 4.24 (2.95‑5.95) 5.02 (3.35‑7.22) 5.66 (3.66‑8.17) 2-hr 1.43 (1.15‑1.79) 1.70 (1.37‑2.13) 2.21 (1.77‑2.77) 2.68 (2.14‑3.38) 3.42 (2.68‑4.55) 4.06 (3.08‑5.43) 4.75 (3.48‑6.49) 5.51 (3.87‑7.70) 6.61 (4.46‑9.46) 7.51 (4.90‑10.8) 3-hr 1.60 (1.29‑1.99) 1.89 (1.53‑2.36) 2.46 (1.98‑3.07) 3.01 (2.41‑3.77) 3.88 (3.06‑5.17) 4.65 (3.56‑6.22) 5.50 (4.06‑7.51) 6.45 (4.55‑9.00) 7.83 (5.31‑11.2) 8.97 (5.88‑12.8) 6-hr 1.88 (1.53‑2.32) 2.21 (1.80‑2.74) 2.87 (2.32‑3.55) 3.52 (2.83‑4.38) 4.57 (3.64‑6.06) 5.50 (4.24‑7.32) 6.55 (4.87‑8.89) 7.72 (5.50‑10.7) 9.44 (6.46‑13.4) 10.9 (7.19‑15.4) 12-hr 2.13 (1.75‑2.62) 2.53 (2.07‑3.11) 3.27 (2.67‑4.03) 3.98 (3.23‑4.92) 5.09 (4.06‑6.64) 6.05 (4.68‑7.95) 7.11 (5.31‑9.53) 8.27 (5.93‑11.4) 9.96 (6.86‑14.0) 11.4 (7.57‑16.0) 24-hr 2.49 (2.06‑3.04) 2.86 (2.36‑3.49) 3.58 (2.94‑4.38) 4.28 (3.50‑5.25) 5.40 (4.35‑7.01) 6.39 (4.99‑8.34) 7.48 (5.64‑9.97) 8.70 (6.29‑11.9) 10.5 (7.29‑14.6) 12.0 (8.04‑16.7) 2-day 2.90 (2.41‑3.51) 3.25 (2.70‑3.93) 3.94 (3.26‑4.78) 4.63 (3.81‑5.64) 5.76 (4.67‑7.41) 6.75 (5.32‑8.75) 7.87 (5.99‑10.4) 9.12 (6.66‑12.4) 11.0 (7.69‑15.2) 12.5 (8.47‑17.3) 3-day 3.16 (2.64‑3.81) 3.52 (2.94‑4.25) 4.23 (3.52‑5.11) 4.94 (4.08‑5.99) 6.07 (4.95‑7.78) 7.08 (5.60‑9.13) 8.21 (6.27‑10.8) 9.47 (6.94‑12.8) 11.3 (7.98‑15.6) 12.9 (8.77‑17.8) 4-day 3.37 (2.82‑4.04) 3.76 (3.14‑4.51) 4.51 (3.76‑5.43) 5.24 (4.34‑6.33) 6.40 (5.21‑8.14) 7.41 (5.87‑9.50) 8.54 (6.54‑11.2) 9.79 (7.20‑13.1) 11.6 (8.21‑16.0) 13.1 (8.98‑18.1) 7-day 3.88 (3.26‑4.63) 4.38 (3.68‑5.23) 5.28 (4.42‑6.32) 6.10 (5.08‑7.32) 7.33 (5.96‑9.17) 8.36 (6.63‑10.6) 9.46 (7.26‑12.2) 10.7 (7.85‑14.1) 12.3 (8.76‑16.8) 13.7 (9.45‑18.8) 10-day 4.37 (3.69‑5.19) 4.96 (4.18‑5.89) 5.96 (5.01‑7.10) 6.84 (5.72‑8.18) 8.12 (6.61‑10.1) 9.16 (7.28‑11.5) 10.2 (7.88‑13.1) 11.4 (8.42‑15.0) 13.0 (9.25‑17.5) 14.3 (9.87‑19.5) 20-day 5.95 (5.06‑7.01) 6.67 (5.67‑7.87) 7.87 (6.66‑9.30) 8.87 (7.47‑10.5) 10.3 (8.37‑12.5) 11.3 (9.05‑14.0) 12.4 (9.60‑15.7) 13.5 (10.1‑17.6) 15.0 (10.8‑20.0) 16.2 (11.3‑21.9) 30-day 7.34 (6.26‑8.61) 8.19 (6.98‑9.62) 9.57 (8.13‑11.3) 10.7 (9.03‑12.6) 12.2 (9.97‑14.8) 13.3 (10.7‑16.4) 14.5 (11.2‑18.2) 15.6 (11.6‑20.1) 17.0 (12.3‑22.6) 18.1 (12.7‑24.4) 45-day 9.14 (7.83‑10.7) 10.2 (8.73‑11.9) 11.9 (10.1‑13.9) 13.2 (11.2‑15.5) 14.9 (12.2‑17.9) 16.2 (13.0‑19.7) 17.4 (13.5‑21.7) 18.5 (13.9‑23.7) 20.0 (14.4‑26.2) 21.0 (14.8‑28.1) 60-day 10.7 (9.19‑12.4) 12.0 (10.3‑14.0) 14.0 (11.9‑16.3) 15.5 (13.2‑18.2) 17.5 (14.3‑20.8) 18.8 (15.1‑22.8) 20.1 (15.7‑24.9) 21.3 (16.0‑27.1) 22.7 (16.4‑29.6) 23.6 (16.7‑31.6) 1 Precipitation frequency (PF) estimates in this table are based on frequency analysis of partial duration series (PDS). Numbers in parenthesis are PF estimates at lower and upper bounds of the 90% confidence interval. The probability that precipitation frequency estimates (for a given duration and average recurrence interval) will be greater than the upper bound (or less than the lower bound) is 5%. Estimates atupper bounds are not checked against probable maximum precipitation (PMP) estimates and may be higher than currently valid PMP values. Please refer to NOAA Atlas 14 document for more information. Back to Top PF graphical 11/8/2019 Precipitation Frequency Data Server https://hdsc.nws.noaa.gov/hdsc/pfds/pfds_printpage.html?lat=44.9038&lon=-93.3700&data=depth&units=english&series=pds 2/4 Back to Top Maps & aerials Small scale terrain 11/8/2019 Precipitation Frequency Data Server https://hdsc.nws.noaa.gov/hdsc/pfds/pfds_printpage.html?lat=44.9038&lon=-93.3700&data=depth&units=english&series=pds 3/4 Large scale terrain Large scale map Large scale aerial + – 3km 2mi + – 100km 60mi + – 100km 60mi 11/8/2019 Precipitation Frequency Data Server https://hdsc.nws.noaa.gov/hdsc/pfds/pfds_printpage.html?lat=44.9038&lon=-93.3700&data=depth&units=english&series=pds 4/4 Back to Top US Department of Commerce National Oceanic and Atmospheric Administration National Weather Service National Water Center 1325 East West Highway Silver Spring, MD 20910 Questions?: HDSC.Questions@noaa.gov Disclaimer + – 100km 60mi