The URL can be used to link to this page

01-116037-Stormwater Report 5-12-16Bandimere Park Chanhassen, Minnesota Storm Water Management Plan March 23, 2016 Revised: May 12, 2016 Property Owner: City of Chanhassen 7700 Market Boulevard Chanhassen, Minnesota 55317 Consultant to Project Owner: Pioneer Engineering, P.A. 2422 Enterprise Drive Mendota Heights Minnesota 55120 Bandimere Park – City of Chanhassen PE Project #: 116037 Page 1 Date: 5/12/16 Table of Contents I. Introduction ............................................................................................................................................... 2 II. Existing Site Conditions ........................................................................................................................... 2 A. Current Land Use ................................................................................................................................. 2 B. Topography - Existing Hydrology ....................................................................................................... 2 C. Special or Impaired Waters .................................................................................................................. 2 D. Soils ...................................................................................................................................................... 2 III. Proposed Site Conditions & Design Considerations ............................................................................... 4 A. Proposed Development ........................................................................................................................ 4 B. Proposed Topography .......................................................................................................................... 5 C. Design Requirements ........................................................................................................................... 5 1. Rate Control ...................................................................................................................................... 5 2. Water Quality .................................................................................................................................... 5 3. Volume Control ................................................................................................................................ 5 D. Proposed Hydrology ............................................................................................................................ 6 IV. Results .................................................................................................................................................... 7 1. Rate Control ...................................................................................................................................... 7 2. Water Quality .................................................................................................................................... 7 3. Volume Control ................................................................................................................................ 8 Appendix A: Hydrology Maps Appendix B: Hydrology Calculations Appendix C: NRCS Soils Report I hereby certify that this Specification, plan, or report was prepared by me or under my direct supervision and that I am a duly Registered Professional Engineer under the laws of the State of Minnesota. John M. Molinaro Minn. Reg. No. 45831 ___________ ________________ Date: ___ _______ Bandimere Park – City of Chanhassen PE Project #: 116037 Page 2 Date: 5/12/16 I. Introduction The following is a hydrology summary for the construction of a paved outdoor ice skating rink with warming house and a parking area at Bandimere park. The site is located 1,000 ft south of Lyman Blvd. along Great Planes Blvd. in Chanhassen, Minnesota. II. Existing Site Conditions A. Current Land Use The site is currently a filled area creating a flat surface for park improvements. The previous land use was a single family home, which has been removed. The site consists of 1.9 acres that will be altered in the project. B. Topography ‐ Existing Hydrology The site has been filled from previously existing conditions, where the slope from the north wetland is roughly at a 4:1 up to a flat area on top. The site was not filled over the existing pipeline. The current drainage is all directed to the north wetland. The soils that were used to create the flat area consist of topsoil and alluvial clays. The Surface Waters & Wetland Areas that receive stormwater within one mile are shown in the Drainage Maps in APPENDIX A. C. Special or Impaired Waters A special and impaired waters search was completed using the MPCA search engine ( http://pca- gis02.pca.state.mn.us/CSW/index.html ) on March 23, 2016. The project has a discharge point within one mile of, and flows to, a special water listed in Appendix A, Part B of the NPDES Construction Site General Permit. The project does have a discharge point within one mile of, and flows to, a water listed as impaired under Section 303(D) of the Federal Clean Water Act. Waterbody ID 07020012-710 Name of Waterbody Bluff Creek Type Impaired Stream Special Water No Impaired Water Yes Pollutants Fish Bioassessments Turbidity Approved TMDL Site Discharges to No Yes D. Soils Haugo Geotechnical Services completed an exploration report in January 2016. Five soil borings were completed for this project, each extending to a nominal depth up to 15 feet below the ground surface. The borings found topsoil, clayey fill and buried top to depths ½ foot to 16 feet of fill generally over native clay till soils. The existing fill soils and topsoil are judged to be potentially compressible and generally unsuitable for pavement support. The underlying alluvial and clay till soils appear generally suitable for pavement support. Bandimere Park – City of Chanhassen PE Project #: 116037 Page 3 Date: 5/12/16 A review of the USDA Natural Resources Conservation Services Soils Survey Map (See Appendix H) indicated the following soils on site: Soil Symbol and Soil Name % of Site Hydrologic Soil Group Kf T factor Representative value Erosion Potential % Sand % Silt % Clay GL—Glencoe clay loam, 0 to 1 percent slopes Slight Glencoe 80 C/D .28 5 22.0 45.0 33.0 KB2—Lester-Kilkenny loams, 2 to 6 percent slopes, eroded Slight Lester, eroded 60 B .24 5 39.2 37.3 23.5 Kilkenny, eroded 40 C/D .24 5 38.0 36.0 26.0 KC2—Lester-Kilkenny loams, 6 to 12 percent slopes, eroded Slight Lester, eroded 60 B .24 5 39.2 37.3 23.5 Kilkenny, eroded 40 C .24 5 38.0 36.0 26.0 NC3—Lester-Kilkenny clay loams, 6 to 12 percent slopes, severely eroded Slight Lester, severely eroded 60 B .24 4 34.0 37.0 29.0 Kilkenny, severely eroded 40 C .24 4 34.2 37.3 28.5 TB—Terril loam, 2 to 6 percent slopes Slight Terril 80 B .28 5 46.0 33.0 21.0 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 the soils are not protected by vegetation, are thoroughly wet, and receive precipitation from long-duration storms. The soils in the United States are assigned to four groups (A, B, C, and D) and three dual classes (A/D, B/D, and C/D). The groups are defined as follows: Group A. Soils having a high infiltration rate (low runoff potential) when thoroughly wet. These consist Bandimere Park – City of Chanhassen PE Project #: 116037 Page 4 Date: 5/12/16 mainly of deep, well drained to excessively drained sands 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 well drained 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 of water 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-swell potential, 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 impervious material. 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. Only the soils that in their natural condition are in group D are assigned to dual classes. III. Proposed Site Conditions & Design Considerations A. Proposed Development The proposed development consists of an outdoor ice skating rink with warming house and a parking area. The parking area is located on the western portion of the improved site while the ice rink is located on the eastern portion. Each side of the development will have a storm water treatment basin to provide the storm water management requirements of Riley Purgatory Bluff Creek Watershed District. The design constraints of the north entrance of the parking area was not easily captured by the layout/location of the treatment basin. To capture the correct impervious surface area, a curb cut was made allowing existing street runoff to enter the west basin. The curb cut was placed so that the area of existing street surface entering the basin equaled the amount of proposed parking surface that was not captured. The table below provides information on the estimated acreage of land cover before and after project development. Cover Types Before Acres After Acres CN Value Types 1-8 wetlands 0.0 0.0 - Wooded/forest 0.0 0.0 - Cropland 0.0 0.0 - Brush/grassland 0.0 0.0 - Lawn/landscaping 1.92 1.19 84 Impervious surfaces * 0.0 0.73 98 Pond 0.0 0.0 - TOTAL ** 1.92 1.92 Bandimere Park – City of Chanhassen PE Project #: 116037 Page 5 Date: 5/12/16 B. Proposed Topography The proposed drainage patterns will be reflective of the existing drainage patterns when possible. The drainage maps are shown in Appendix A. C. Design Requirements The Riley Purgatory Bluff Creek Watershed District requires all improvements to meet their Rule J – Stormwater Management requirements. They are listed as follows: 1. Rate Control Riley Purgatory Bluff Creek Watershed District Limit peak runoff flow rates to that from existing conditions, at all point leaving the site, for the: 2 year: 10 year: 100 year: 100 year: 10-day snowmelt: 2. Water Quality Riley Purgatory Bluff Creek Watershed District Provide for at least sixty percent (60 percent) annual removal efficiency for total phosphorous, and at least ninety percent (90 percent) annual removal efficiency for total suspended solids from site runoff. To meet the NPDES Construction Stormwater Permit the permanent sedimentation basins must:  The basin must have a permanent volume of 1800 cubic feet of storage below the outlet pipe for each acre that drains to the basin.  The basin must be designed to provide live storage for a water quality volume (calculated as an instantaneous volume) of one (1) inch of runoff from the new impervious surfaces created by the project.  Basin outlets shall be designed such that the water quality volume is discharged at no more than 5.66 cubic feet per second (cfs) per acre of surface area of the pond. The basin’s water quality volume is calculated as 1 inch of runoff from the new impervious surfaces created by the project. 3. Volume Control Riley Purgatory Bluff Creek Watershed District Provide for the abstraction onsite of 1.1 inches of runoff from impervious surface of the parcel; i. Where infiltration or filtration facilities, practices or systems are proposed, pretreatment of runoff must be provided. ii. The bottom of infiltration facilities must be at least three feet above seasonal high water table. To meet the NPDES Construction Stormwater Permit the infiltration systems must:  Be design so that the water quality volume of one (1) inch of runoff from the new impervious surfaces created by the project is retained on site (i.e. infiltration or other volume reduction practices) and not discharged to a Surface Water. Bandimere Park – City of Chanhassen PE Project #: 116037 Page 6 Date: 5/12/16  Discharge the water quality volume routed to the system through the soil surface or filter media within 48 hours or less.  Verify soil type and to ensure a minimum of three (3) feet of separation from the seasonally saturated soils (or from bedrock) and the bottom of the proposed infiltration/filtration system. D. Proposed Hydrology Two filtration/stormwater basins are proposed to treat the runoff for the improvements. Basin WP treats the parking area before discharging to the north wetland complex, Basin EP treats the ice skating area before discharging to the north wetland complex. Basin Summary Basin Model Name (HydroCAD) WP EP Basin Description West-Parking East-Ice Skating NWL – Outlet Elevation 908.0 908.5 100-Year HWL 909.23 909.81 Emergency Overflow 910.8 910.8 Top of Berm - 911.0 Surface Area at NWL (sf) 1,022 2,994 Structural Outlet 908.9 909.1 Wet Volume (af) - - Live Volume (af) @ 100-Year 0.039 0.135 Drainage Area (ac) 0.378 0.986 Impervious Area (ac) 0.232 0.462 Lowest Floor Elevation - - Lowest Opening Elevation - - The majority of onsite soils have very low infiltration rates. These low rates are not favorable to infiltration BMPs. Filtration has been proposed as an alternative measure to achieve the water volume abstraction. Bandimere Park – City of Chanhassen PE Project #: 116037 Page 7 Date: 5/12/16 IV. Results 1. Rate Control The proposed flow rate from the proposed development shall not exceed the flow rate of the existing drainage areas for the two, ten and 100 year storm events. The following table is a summary of the results of the flow rate derived by the HydroCAD models. Drainage Designation Drainage Description 2-Year Flow Rate (cfs) 10-Year Flow Rate (cfs) 100-Year Flow Rate (cfs) Existing Proposed Existing Proposed Existing Proposed All Drainage to Wetland 3.10 2.72 5.93 5.83 11.70 10.96 2. Water Quality To meet the Riley Purgatory Bluff Creek Watershed District water quality requirements, a MIDS model was created through the tool provided by the MPCA. The results of the MPCA MIDS model are as follows: MIDS Results Required Removal Proposed Treatment TSS 90% 90% TP 60% 66% The basin must have a permanent volume of 1800 cubic feet of storage below the outlet pipe for each acre that drains to the basin. NPDES Basin Treatment Volume Basin Model Name (HydroCAD) Drainage Area (acre) Requirement (cf/acre) Treatment Volume Req. (ac*ft) Volume Proposed (ac*ft) WP 0.378 1800 0.0156 0.031 EP 0.986 1800 0.0407 0.066 Basin outlets shall be designed such that the water quality volume is discharged at no more than 5.66 cubic feet per second (cfs) per acre of surface area of the pond. The basin’s water quality volume is calculated as 1 inch of runoff from the new impervious surfaces created by the project. Bandimere Park – City of Chanhassen PE Project #: 116037 Page 8 Date: 5/12/16 NPDES Basin Water Quality Volume Discharge Requirement Basin Model Name (HydroCAD) Surface area (acre) WQ Discharge (cfs) Discharge per acre (cfs/acre) WP 0.0237 0.01 0.42 EP 0.0687 0.02 0.29 The basin must be designed to provide live storage for a water quality volume (calculated as an instantaneous volume) of one (1) inch of runoff from the new impervious surfaces created by the project. Basin Live Storage Requirement Basin Model Name New Imp. Surface Area (acre) Live Storage Required (1.0") Bottom / Outlet Elev. Water Quality Volume Proposed (ac*ft) WP 0.232 0.0193 908.9 0.0263 EP 0.462 0.0385 909.1 0.0468 3. Volume Control To meet the NPDES Permit the project must be design so that the water quality volume of one (1) inch of runoff from the new impervious surfaces created by thee project is retained on site (i.e. filtration or other volume reduction practices) and not discharged to a Surface Water. Runoff Quantity Reduction Required Total New Impervious Area (ac) Treatment Depth (in/ac impervious) Water Quality Volume (ac*ft) 0.728 1.1 0.0667 Filtration Medium Area - Volume Provided Basin Model Name Surface area (sf) Filtration Rate (in/hr) Draw Down Time (hr) Volume (ac*ft) WP 581 1.0 48 0.05335 EP 1,220 1.0 48 0.11203 Total 0.16538 Basin Volume - Captured Below Pipe Outlet Basin Model Name Filtration Elevation Pipe Outlet Elevation Volume (ft3) Volume (ac*ft) WP 908.0 908.9 1,145 0.02628 EP 908.5 909.1 2,037 0.04676 Total 0.07304 Bandimere Park – City of Chanhassen PE Project #: 116037 Page 9 Date: 5/12/16 Appendix A: Hydrology Maps                                                                                                                                                                                                                                                                                                                                                                                                                                                                                          Bandimere Park – City of Chanhassen PE Project #: 116037 Page 10 Date: 5/12/16 Appendix B: Hydrology Calculations 1S Existing Catchment Routing Diagram for 00-116037-EXISTINGPrepared by Microsoft, Printed 5/12/2016 HydroCAD® 10.00-14 s/n 00590 © 2015 HydroCAD Software Solutions LLC Subcat Reach Pond Link 116037-Existing 5-12-16 00-116037-EXISTING Printed 5/12/2016Prepared by Microsoft Page 2HydroCAD® 10.00-14 s/n 00590 © 2015 HydroCAD Software Solutions LLC Area Listing (selected nodes) Area (acres) CN Description (subcatchment-numbers) 1.927 84 50-75% Grass cover, Fair, HSG D (1S) 1.927 84 TOTAL AREA 116037-Existing 5-12-16 116037-Atlas 14-MN 24-hr S0 2-yr Rainfall=2.78"00-116037-EXISTING Printed 5/12/2016Prepared by Microsoft Page 3HydroCAD® 10.00-14 s/n 00590 © 2015 HydroCAD Software Solutions LLC Summary for Subcatchment 1S: Existing Catchment Runoff = 3.10 cfs @ 12.18 hrs, Volume= 0.215 af, Depth= 1.34" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-250.00 hrs, dt= 0.001 hrs 116037-Atlas 14-MN 24-hr S0 2-yr Rainfall=2.78" Area (sf) CN Description 83,928 84 50-75% Grass cover, Fair, HSG D 83,928 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 15.0 Direct Entry, 116037-Existing 5-12-16 116037-Atlas 14-MN 24-hr S0 10-yr Rainfall=4.14"00-116037-EXISTING Printed 5/12/2016Prepared by Microsoft Page 4HydroCAD® 10.00-14 s/n 00590 © 2015 HydroCAD Software Solutions LLC Summary for Subcatchment 1S: Existing Catchment Runoff = 5.93 cfs @ 12.17 hrs, Volume= 0.401 af, Depth= 2.49" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-250.00 hrs, dt= 0.001 hrs 116037-Atlas 14-MN 24-hr S0 10-yr Rainfall=4.14" Area (sf) CN Description 83,928 84 50-75% Grass cover, Fair, HSG D 83,928 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 15.0 Direct Entry, 116037-Existing 5-12-16 116037-Atlas 14-MN 24-hr S0 100-yr Rainfall=7.41"00-116037-EXISTING Printed 5/12/2016Prepared by Microsoft Page 5HydroCAD® 10.00-14 s/n 00590 © 2015 HydroCAD Software Solutions LLC Summary for Subcatchment 1S: Existing Catchment Runoff = 11.70 cfs @ 12.15 hrs, Volume= 0.888 af, Depth= 5.53" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-250.00 hrs, dt= 0.001 hrs 116037-Atlas 14-MN 24-hr S0 100-yr Rainfall=7.41" Area (sf) CN Description 83,928 84 50-75% Grass cover, Fair, HSG D 83,928 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 15.0 Direct Entry, 116037-Existing 5-12-16 Spillway 1-day 10-day 100-yr- 10-day Snow Rainfall=6.20", AMC=400-116037-EXISTING Printed 5/12/2016Prepared by Microsoft Page 6HydroCAD® 10.00-14 s/n 00590 © 2015 HydroCAD Software Solutions LLC Summary for Subcatchment 1S: Existing Catchment Runoff = 0.78 cfs @ 121.42 hrs, Volume= 0.957 af, Depth= 5.96" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-250.00 hrs, dt= 0.001 hrs Spillway 1-day 10-day 100-yr- 10-day Snow Rainfall=6.20", AMC=4 Area (sf) CN Adj Description 83,928 84 50-75% Grass cover, Fair, HSG D 83,928 84 98 Weighted Average, AMC Adjusted 83,928 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 15.0 Direct Entry, CS Central Drainage ES Skating Area WS Parking Lot EP East Skating Basin WP West Parking Basin 1L To Wetland Routing Diagram for 00-116037-EXISTINGPrepared by Microsoft, Printed 5/12/2016 HydroCAD® 10.00-14 s/n 00590 © 2015 HydroCAD Software Solutions LLC Subcat Reach Pond Link 116037-Proposed 5-12-16 00-116037-EXISTING Printed 5/12/2016Prepared by Microsoft Page 2HydroCAD® 10.00-14 s/n 00590 © 2015 HydroCAD Software Solutions LLC Area Listing (selected nodes) Area (acres) CN Description (subcatchment-numbers) 1.199 84 50-75% Grass cover, Fair, HSG D (CS, ES, WS) 0.728 98 Paved parking, HSG D (CS, ES, WS) 1.927 89 TOTAL AREA 116037-Proposed 5-12-16 116037-Atlas 14-MN 24-hr S0 2-yr Rainfall=2.78"00-116037-EXISTING Printed 5/12/2016Prepared by Microsoft Page 3HydroCAD® 10.00-14 s/n 00590 © 2015 HydroCAD Software Solutions LLC Summary for Subcatchment CS: Central Drainage Runoff = 0.95 cfs @ 12.17 hrs, Volume= 0.066 af, Depth= 1.41" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-250.00 hrs, dt= 0.001 hrs 116037-Atlas 14-MN 24-hr S0 2-yr Rainfall=2.78" Area (ac) CN Description 0.034 98 Paved parking, HSG D 0.529 84 50-75% Grass cover, Fair, HSG D 0.563 85 Weighted Average 0.529 93.96% Pervious Area 0.034 6.04% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 15.0 Direct Entry, Summary for Subcatchment ES: Skating Area Runoff = 2.23 cfs @ 12.17 hrs, Volume= 0.153 af, Depth= 1.87" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-250.00 hrs, dt= 0.001 hrs 116037-Atlas 14-MN 24-hr S0 2-yr Rainfall=2.78" Area (ac) CN Description 0.462 98 Paved parking, HSG D 0.524 84 50-75% Grass cover, Fair, HSG D 0.986 91 Weighted Average 0.524 53.14% Pervious Area 0.462 46.86% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 15.0 Direct Entry, Summary for Subcatchment WS: Parking Lot Runoff = 0.93 cfs @ 12.17 hrs, Volume= 0.064 af, Depth= 2.04" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-250.00 hrs, dt= 0.001 hrs 116037-Atlas 14-MN 24-hr S0 2-yr Rainfall=2.78" Area (ac) CN Description 0.232 98 Paved parking, HSG D 0.146 84 50-75% Grass cover, Fair, HSG D 0.378 93 Weighted Average 0.146 38.62% Pervious Area 0.232 61.38% Impervious Area 116037-Proposed 5-12-16 116037-Atlas 14-MN 24-hr S0 2-yr Rainfall=2.78"00-116037-EXISTING Printed 5/12/2016Prepared by Microsoft Page 4HydroCAD® 10.00-14 s/n 00590 © 2015 HydroCAD Software Solutions LLC Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 15.0 Direct Entry, Summary for Pond EP: East Skating Basin Inflow Area = 0.986 ac, 46.86% Impervious, Inflow Depth = 1.87" for 2-yr event Inflow = 2.23 cfs @ 12.17 hrs, Volume= 0.153 af Outflow = 1.60 cfs @ 12.30 hrs, Volume= 0.200 af, Atten= 28%, Lag= 7.9 min Primary = 1.60 cfs @ 12.30 hrs, Volume= 0.200 af Routing by Sim-Route method, Time Span= 0.00-250.00 hrs, dt= 0.001 hrs Starting Elev= 909.10' Surf.Area= 0.087 ac Storage= 0.066 af Peak Elev= 909.41' @ 12.30 hrs Surf.Area= 0.097 ac Storage= 0.094 af (0.028 af above start) Plug-Flow detention time= 940.9 min calculated for 0.134 af (88% of inflow) Center-of-Mass det. time= 545.1 min ( 1,346.0 - 800.9 ) Volume Invert Avail.Storage Storage Description #1 908.00' 0.288 af Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (acres) (acre-feet) (acre-feet) 908.00 0.034 0.000 0.000 908.49 0.041 0.018 0.018 908.50 0.069 0.001 0.019 909.00 0.084 0.038 0.057 910.00 0.115 0.100 0.157 911.00 0.147 0.131 0.288 Device Routing Invert Outlet Devices #1 Primary 908.50'1.000 in/hr Exfiltration over Surface area from 908.50' - 910.00' Excluded Surface area = 0.069 ac Phase-In= 0.01' #2 Primary 909.10'2.9' long Sharp-Crested Rectangular Weir 2 End Contraction(s) #3 Device 2 906.00'18.0" Round Culvert L= 64.0' RCP, sq.cut end projecting, Ke= 0.500 Inlet / Outlet Invert= 906.00' / 900.80' S= 0.0813 '/' Cc= 0.900 n= 0.013 Concrete pipe, bends & connections, Flow Area= 1.77 sf Primary OutFlow Max=1.60 cfs @ 12.30 hrs HW=909.41' TW=0.00' (Dynamic Tailwater) 1=Exfiltration (Exfiltration Controls 0.03 cfs) 2=Sharp-Crested Rectangular Weir (Weir Controls 1.57 cfs @ 1.81 fps) 3=Culvert (Passes 1.57 cfs of 4.71 cfs potential flow) 116037-Proposed 5-12-16 116037-Atlas 14-MN 24-hr S0 2-yr Rainfall=2.78"00-116037-EXISTING Printed 5/12/2016Prepared by Microsoft Page 5HydroCAD® 10.00-14 s/n 00590 © 2015 HydroCAD Software Solutions LLC Summary for Pond WP: West Parking Basin Inflow Area = 0.378 ac, 61.38% Impervious, Inflow Depth = 2.04" for 2-yr event Inflow = 0.93 cfs @ 12.17 hrs, Volume= 0.064 af Outflow = 0.50 cfs @ 12.37 hrs, Volume= 0.064 af, Atten= 46%, Lag= 12.1 min Primary = 0.50 cfs @ 12.37 hrs, Volume= 0.064 af Routing by Sim-Route method, Time Span= 0.00-250.00 hrs, dt= 0.001 hrs Starting Elev= 908.00' Surf.Area= 0.024 ac Storage= 0.004 af Peak Elev= 909.01' @ 12.37 hrs Surf.Area= 0.036 ac Storage= 0.035 af (0.030 af above start) Plug-Flow detention time= 1,005.4 min calculated for 0.060 af (93% of inflow) Center-of-Mass det. time= 898.3 min ( 1,691.6 - 793.2 ) Volume Invert Avail.Storage Storage Description #1 907.50' 0.140 af Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (acres) (acre-feet) (acre-feet) 907.50 0.007 0.000 0.000 907.99 0.010 0.004 0.004 908.00 0.024 0.000 0.004 909.00 0.036 0.030 0.034 910.00 0.053 0.044 0.079 911.00 0.070 0.061 0.140 Device Routing Invert Outlet Devices #1 Primary 908.00'1.000 in/hr Exfiltration over Surface area from 908.00' - 909.60' Excluded Surface area = 0.024 ac Phase-In= 0.01' #2 Primary 908.90'4.0' long Sharp-Crested Rectangular Weir 2 End Contraction(s) #3 Device 2 905.50'18.0" Round Culvert L= 94.0' RCP, square edge headwall, Ke= 0.500 Inlet / Outlet Invert= 905.50' / 900.80' S= 0.0500 '/' Cc= 0.900 n= 0.013 Concrete pipe, bends & connections, Flow Area= 1.77 sf Primary OutFlow Max=0.50 cfs @ 12.37 hrs HW=909.01' TW=0.00' (Dynamic Tailwater) 1=Exfiltration (Exfiltration Controls 0.01 cfs) 2=Sharp-Crested Rectangular Weir (Weir Controls 0.49 cfs @ 1.09 fps) 3=Culvert (Passes 0.49 cfs of 2.64 cfs potential flow) Summary for Link 1L: To Wetland Inflow Area = 1.927 ac, 37.78% Impervious, Inflow Depth = 2.06" for 2-yr event Inflow = 2.72 cfs @ 12.31 hrs, Volume= 0.330 af Primary = 2.72 cfs @ 12.31 hrs, Volume= 0.330 af, Atten= 0%, Lag= 0.1 min Primary outflow = Inflow, Time Span= 0.00-250.00 hrs, dt= 0.001 hrs 116037-Proposed 5-12-16 116037-Atlas 14-MN 24-hr S0 10-yr Rainfall=4.14"00-116037-EXISTING Printed 5/12/2016Prepared by Microsoft Page 6HydroCAD® 10.00-14 s/n 00590 © 2015 HydroCAD Software Solutions LLC Summary for Subcatchment CS: Central Drainage Runoff = 1.79 cfs @ 12.17 hrs, Volume= 0.121 af, Depth= 2.58" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-250.00 hrs, dt= 0.001 hrs 116037-Atlas 14-MN 24-hr S0 10-yr Rainfall=4.14" Area (ac) CN Description 0.034 98 Paved parking, HSG D 0.529 84 50-75% Grass cover, Fair, HSG D 0.563 85 Weighted Average 0.529 93.96% Pervious Area 0.034 6.04% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 15.0 Direct Entry, Summary for Subcatchment ES: Skating Area Runoff = 3.77 cfs @ 12.15 hrs, Volume= 0.259 af, Depth= 3.15" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-250.00 hrs, dt= 0.001 hrs 116037-Atlas 14-MN 24-hr S0 10-yr Rainfall=4.14" Area (ac) CN Description 0.462 98 Paved parking, HSG D 0.524 84 50-75% Grass cover, Fair, HSG D 0.986 91 Weighted Average 0.524 53.14% Pervious Area 0.462 46.86% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 15.0 Direct Entry, Summary for Subcatchment WS: Parking Lot Runoff = 1.52 cfs @ 12.15 hrs, Volume= 0.106 af, Depth= 3.36" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-250.00 hrs, dt= 0.001 hrs 116037-Atlas 14-MN 24-hr S0 10-yr Rainfall=4.14" Area (ac) CN Description 0.232 98 Paved parking, HSG D 0.146 84 50-75% Grass cover, Fair, HSG D 0.378 93 Weighted Average 0.146 38.62% Pervious Area 0.232 61.38% Impervious Area 116037-Proposed 5-12-16 116037-Atlas 14-MN 24-hr S0 10-yr Rainfall=4.14"00-116037-EXISTING Printed 5/12/2016Prepared by Microsoft Page 7HydroCAD® 10.00-14 s/n 00590 © 2015 HydroCAD Software Solutions LLC Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 15.0 Direct Entry, Summary for Pond EP: East Skating Basin Inflow Area = 0.986 ac, 46.86% Impervious, Inflow Depth = 3.15" for 10-yr event Inflow = 3.77 cfs @ 12.15 hrs, Volume= 0.259 af Outflow = 2.92 cfs @ 12.27 hrs, Volume= 0.306 af, Atten= 23%, Lag= 7.2 min Primary = 2.92 cfs @ 12.27 hrs, Volume= 0.306 af Routing by Sim-Route method, Time Span= 0.00-250.00 hrs, dt= 0.001 hrs Starting Elev= 909.10' Surf.Area= 0.087 ac Storage= 0.066 af Peak Elev= 909.56' @ 12.27 hrs Surf.Area= 0.101 ac Storage= 0.109 af (0.044 af above start) Plug-Flow detention time= 538.8 min calculated for 0.240 af (93% of inflow) Center-of-Mass det. time= 366.3 min ( 1,146.2 - 779.9 ) Volume Invert Avail.Storage Storage Description #1 908.00' 0.288 af Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (acres) (acre-feet) (acre-feet) 908.00 0.034 0.000 0.000 908.49 0.041 0.018 0.018 908.50 0.069 0.001 0.019 909.00 0.084 0.038 0.057 910.00 0.115 0.100 0.157 911.00 0.147 0.131 0.288 Device Routing Invert Outlet Devices #1 Primary 908.50'1.000 in/hr Exfiltration over Surface area from 908.50' - 910.00' Excluded Surface area = 0.069 ac Phase-In= 0.01' #2 Primary 909.10'2.9' long Sharp-Crested Rectangular Weir 2 End Contraction(s) #3 Device 2 906.00'18.0" Round Culvert L= 64.0' RCP, sq.cut end projecting, Ke= 0.500 Inlet / Outlet Invert= 906.00' / 900.80' S= 0.0813 '/' Cc= 0.900 n= 0.013 Concrete pipe, bends & connections, Flow Area= 1.77 sf Primary OutFlow Max=2.92 cfs @ 12.27 hrs HW=909.56' TW=0.00' (Dynamic Tailwater) 1=Exfiltration (Exfiltration Controls 0.03 cfs) 2=Sharp-Crested Rectangular Weir (Weir Controls 2.89 cfs @ 2.22 fps) 3=Culvert (Passes 2.89 cfs of 5.79 cfs potential flow) 116037-Proposed 5-12-16 116037-Atlas 14-MN 24-hr S0 10-yr Rainfall=4.14"00-116037-EXISTING Printed 5/12/2016Prepared by Microsoft Page 8HydroCAD® 10.00-14 s/n 00590 © 2015 HydroCAD Software Solutions LLC Summary for Pond WP: West Parking Basin Inflow Area = 0.378 ac, 61.38% Impervious, Inflow Depth = 3.36" for 10-yr event Inflow = 1.52 cfs @ 12.15 hrs, Volume= 0.106 af Outflow = 1.36 cfs @ 12.22 hrs, Volume= 0.106 af, Atten= 10%, Lag= 4.4 min Primary = 1.36 cfs @ 12.22 hrs, Volume= 0.106 af Routing by Sim-Route method, Time Span= 0.00-250.00 hrs, dt= 0.001 hrs Starting Elev= 908.00' Surf.Area= 0.024 ac Storage= 0.004 af Peak Elev= 909.12' @ 12.22 hrs Surf.Area= 0.038 ac Storage= 0.039 af (0.034 af above start) Plug-Flow detention time= 601.5 min calculated for 0.101 af (96% of inflow) Center-of-Mass det. time= 553.0 min ( 1,327.3 - 774.3 ) Volume Invert Avail.Storage Storage Description #1 907.50' 0.140 af Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (acres) (acre-feet) (acre-feet) 907.50 0.007 0.000 0.000 907.99 0.010 0.004 0.004 908.00 0.024 0.000 0.004 909.00 0.036 0.030 0.034 910.00 0.053 0.044 0.079 911.00 0.070 0.061 0.140 Device Routing Invert Outlet Devices #1 Primary 908.00'1.000 in/hr Exfiltration over Surface area from 908.00' - 909.60' Excluded Surface area = 0.024 ac Phase-In= 0.01' #2 Primary 908.90'4.0' long Sharp-Crested Rectangular Weir 2 End Contraction(s) #3 Device 2 905.50'18.0" Round Culvert L= 94.0' RCP, square edge headwall, Ke= 0.500 Inlet / Outlet Invert= 905.50' / 900.80' S= 0.0500 '/' Cc= 0.900 n= 0.013 Concrete pipe, bends & connections, Flow Area= 1.77 sf Primary OutFlow Max=1.36 cfs @ 12.22 hrs HW=909.12' TW=0.00' (Dynamic Tailwater) 1=Exfiltration (Exfiltration Controls 0.01 cfs) 2=Sharp-Crested Rectangular Weir (Weir Controls 1.35 cfs @ 1.54 fps) 3=Culvert (Passes 1.35 cfs of 3.72 cfs potential flow) Summary for Link 1L: To Wetland Inflow Area = 1.927 ac, 37.78% Impervious, Inflow Depth = 3.32" for 10-yr event Inflow = 5.83 cfs @ 12.22 hrs, Volume= 0.532 af Primary = 5.83 cfs @ 12.22 hrs, Volume= 0.532 af, Atten= 0%, Lag= 0.1 min Primary outflow = Inflow, Time Span= 0.00-250.00 hrs, dt= 0.001 hrs 116037-Proposed 5-12-16 116037-Atlas 14-MN 24-hr S0 100-yr Rainfall=7.41"00-116037-EXISTING Printed 5/12/2016Prepared by Microsoft Page 9HydroCAD® 10.00-14 s/n 00590 © 2015 HydroCAD Software Solutions LLC Summary for Subcatchment CS: Central Drainage Runoff = 3.48 cfs @ 12.15 hrs, Volume= 0.265 af, Depth= 5.65" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-250.00 hrs, dt= 0.001 hrs 116037-Atlas 14-MN 24-hr S0 100-yr Rainfall=7.41" Area (ac) CN Description 0.034 98 Paved parking, HSG D 0.529 84 50-75% Grass cover, Fair, HSG D 0.563 85 Weighted Average 0.529 93.96% Pervious Area 0.034 6.04% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 15.0 Direct Entry, Summary for Subcatchment ES: Skating Area Runoff = 6.64 cfs @ 12.15 hrs, Volume= 0.521 af, Depth= 6.34" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-250.00 hrs, dt= 0.001 hrs 116037-Atlas 14-MN 24-hr S0 100-yr Rainfall=7.41" Area (ac) CN Description 0.462 98 Paved parking, HSG D 0.524 84 50-75% Grass cover, Fair, HSG D 0.986 91 Weighted Average 0.524 53.14% Pervious Area 0.462 46.86% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 15.0 Direct Entry, Summary for Subcatchment WS: Parking Lot Runoff = 2.60 cfs @ 12.15 hrs, Volume= 0.207 af, Depth= 6.58" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-250.00 hrs, dt= 0.001 hrs 116037-Atlas 14-MN 24-hr S0 100-yr Rainfall=7.41" Area (ac) CN Description 0.232 98 Paved parking, HSG D 0.146 84 50-75% Grass cover, Fair, HSG D 0.378 93 Weighted Average 0.146 38.62% Pervious Area 0.232 61.38% Impervious Area 116037-Proposed 5-12-16 116037-Atlas 14-MN 24-hr S0 100-yr Rainfall=7.41"00-116037-EXISTING Printed 5/12/2016Prepared by Microsoft Page 10HydroCAD® 10.00-14 s/n 00590 © 2015 HydroCAD Software Solutions LLC Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 15.0 Direct Entry, Summary for Pond EP: East Skating Basin Inflow Area = 0.986 ac, 46.86% Impervious, Inflow Depth = 6.34" for 100-yr event Inflow = 6.64 cfs @ 12.15 hrs, Volume= 0.521 af Outflow = 5.41 cfs @ 12.25 hrs, Volume= 0.568 af, Atten= 19%, Lag= 6.2 min Primary = 5.41 cfs @ 12.25 hrs, Volume= 0.568 af Routing by Sim-Route method, Time Span= 0.00-250.00 hrs, dt= 0.001 hrs Starting Elev= 909.10' Surf.Area= 0.087 ac Storage= 0.066 af Peak Elev= 909.81' @ 12.25 hrs Surf.Area= 0.109 ac Storage= 0.135 af (0.069 af above start) Plug-Flow detention time= 272.8 min calculated for 0.502 af (96% of inflow) Center-of-Mass det. time= 206.5 min ( 969.6 - 763.1 ) Volume Invert Avail.Storage Storage Description #1 908.00' 0.288 af Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (acres) (acre-feet) (acre-feet) 908.00 0.034 0.000 0.000 908.49 0.041 0.018 0.018 908.50 0.069 0.001 0.019 909.00 0.084 0.038 0.057 910.00 0.115 0.100 0.157 911.00 0.147 0.131 0.288 Device Routing Invert Outlet Devices #1 Primary 908.50'1.000 in/hr Exfiltration over Surface area from 908.50' - 910.00' Excluded Surface area = 0.069 ac Phase-In= 0.01' #2 Primary 909.10'2.9' long Sharp-Crested Rectangular Weir 2 End Contraction(s) #3 Device 2 906.00'18.0" Round Culvert L= 64.0' RCP, sq.cut end projecting, Ke= 0.500 Inlet / Outlet Invert= 906.00' / 900.80' S= 0.0813 '/' Cc= 0.900 n= 0.013 Concrete pipe, bends & connections, Flow Area= 1.77 sf Primary OutFlow Max=5.41 cfs @ 12.25 hrs HW=909.81' TW=0.00' (Dynamic Tailwater) 1=Exfiltration (Exfiltration Controls 0.04 cfs) 2=Sharp-Crested Rectangular Weir (Weir Controls 5.37 cfs @ 2.75 fps) 3=Culvert (Passes 5.37 cfs of 7.16 cfs potential flow) 116037-Proposed 5-12-16 116037-Atlas 14-MN 24-hr S0 100-yr Rainfall=7.41"00-116037-EXISTING Printed 5/12/2016Prepared by Microsoft Page 11HydroCAD® 10.00-14 s/n 00590 © 2015 HydroCAD Software Solutions LLC Summary for Pond WP: West Parking Basin Inflow Area = 0.378 ac, 61.38% Impervious, Inflow Depth = 6.58" for 100-yr event Inflow = 2.60 cfs @ 12.15 hrs, Volume= 0.207 af Outflow = 2.47 cfs @ 12.20 hrs, Volume= 0.207 af, Atten= 5%, Lag= 2.9 min Primary = 2.47 cfs @ 12.20 hrs, Volume= 0.207 af Routing by Sim-Route method, Time Span= 0.00-250.00 hrs, dt= 0.001 hrs Starting Elev= 908.00' Surf.Area= 0.024 ac Storage= 0.004 af Peak Elev= 909.23' @ 12.20 hrs Surf.Area= 0.040 ac Storage= 0.043 af (0.039 af above start) Plug-Flow detention time= 317.8 min calculated for 0.203 af (98% of inflow) Center-of-Mass det. time= 297.6 min ( 1,056.9 - 759.3 ) Volume Invert Avail.Storage Storage Description #1 907.50' 0.140 af Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (acres) (acre-feet) (acre-feet) 907.50 0.007 0.000 0.000 907.99 0.010 0.004 0.004 908.00 0.024 0.000 0.004 909.00 0.036 0.030 0.034 910.00 0.053 0.044 0.079 911.00 0.070 0.061 0.140 Device Routing Invert Outlet Devices #1 Primary 908.00'1.000 in/hr Exfiltration over Surface area from 908.00' - 909.60' Excluded Surface area = 0.024 ac Phase-In= 0.01' #2 Primary 908.90'4.0' long Sharp-Crested Rectangular Weir 2 End Contraction(s) #3 Device 2 905.50'18.0" Round Culvert L= 94.0' RCP, square edge headwall, Ke= 0.500 Inlet / Outlet Invert= 905.50' / 900.80' S= 0.0500 '/' Cc= 0.900 n= 0.013 Concrete pipe, bends & connections, Flow Area= 1.77 sf Primary OutFlow Max=2.47 cfs @ 12.20 hrs HW=909.23' TW=0.00' (Dynamic Tailwater) 1=Exfiltration (Exfiltration Controls 0.02 cfs) 2=Sharp-Crested Rectangular Weir (Weir Controls 2.45 cfs @ 1.88 fps) 3=Culvert (Passes 2.45 cfs of 4.55 cfs potential flow) Summary for Link 1L: To Wetland Inflow Area = 1.927 ac, 37.78% Impervious, Inflow Depth = 6.48" for 100-yr event Inflow = 10.96 cfs @ 12.21 hrs, Volume= 1.040 af Primary = 10.96 cfs @ 12.21 hrs, Volume= 1.040 af, Atten= 0%, Lag= 0.1 min Primary outflow = Inflow, Time Span= 0.00-250.00 hrs, dt= 0.001 hrs 116037-Proposed 5-12-16 Spillway 1-day 10-day 100-yr- 10-day Snow Rainfall=6.20", AMC=400-116037-EXISTING Printed 5/12/2016Prepared by Microsoft Page 12HydroCAD® 10.00-14 s/n 00590 © 2015 HydroCAD Software Solutions LLC Summary for Subcatchment CS: Central Drainage Runoff = 0.23 cfs @ 121.42 hrs, Volume= 0.280 af, Depth= 5.96" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-250.00 hrs, dt= 0.001 hrs Spillway 1-day 10-day 100-yr- 10-day Snow Rainfall=6.20", AMC=4 Area (ac) CN Adj Description 0.034 98 Paved parking, HSG D 0.529 84 50-75% Grass cover, Fair, HSG D 0.563 85 98 Weighted Average, AMC Adjusted 0.529 93.96% Pervious Area 0.034 6.04% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 15.0 Direct Entry, Summary for Subcatchment ES: Skating Area Runoff = 0.40 cfs @ 121.42 hrs, Volume= 0.490 af, Depth= 5.96" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-250.00 hrs, dt= 0.001 hrs Spillway 1-day 10-day 100-yr- 10-day Snow Rainfall=6.20", AMC=4 Area (ac) CN Adj Description 0.462 98 Paved parking, HSG D 0.524 84 50-75% Grass cover, Fair, HSG D 0.986 91 98 Weighted Average, AMC Adjusted 0.524 53.14% Pervious Area 0.462 46.86% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 15.0 Direct Entry, Summary for Subcatchment WS: Parking Lot Runoff = 0.15 cfs @ 121.42 hrs, Volume= 0.188 af, Depth= 5.96" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-250.00 hrs, dt= 0.001 hrs Spillway 1-day 10-day 100-yr- 10-day Snow Rainfall=6.20", AMC=4 Area (ac) CN Adj Description 0.232 98 Paved parking, HSG D 0.146 84 50-75% Grass cover, Fair, HSG D 0.378 93 98 Weighted Average, AMC Adjusted 0.146 38.62% Pervious Area 0.232 61.38% Impervious Area 116037-Proposed 5-12-16 Spillway 1-day 10-day 100-yr- 10-day Snow Rainfall=6.20", AMC=400-116037-EXISTING Printed 5/12/2016Prepared by Microsoft Page 13HydroCAD® 10.00-14 s/n 00590 © 2015 HydroCAD Software Solutions LLC Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 15.0 Direct Entry, Summary for Pond EP: East Skating Basin Inflow Area = 0.986 ac, 46.86% Impervious, Inflow Depth = 5.96" for 100-yr- 10-day Snow event Inflow = 0.40 cfs @ 121.42 hrs, Volume= 0.490 af Outflow = 0.39 cfs @ 121.63 hrs, Volume= 0.517 af, Atten= 3%, Lag= 13.1 min Primary = 0.39 cfs @ 121.63 hrs, Volume= 0.517 af Routing by Sim-Route method, Time Span= 0.00-250.00 hrs, dt= 0.001 hrs Starting Elev= 909.10' Surf.Area= 0.087 ac Storage= 0.066 af Peak Elev= 909.21' @ 121.63 hrs Surf.Area= 0.091 ac Storage= 0.076 af (0.010 af above start) Plug-Flow detention time= 1,467.0 min calculated for 0.451 af (92% of inflow) Center-of-Mass det. time= 156.3 min ( 7,599.5 - 7,443.2 ) Volume Invert Avail.Storage Storage Description #1 908.00' 0.288 af Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (acres) (acre-feet) (acre-feet) 908.00 0.034 0.000 0.000 908.49 0.041 0.018 0.018 908.50 0.069 0.001 0.019 909.00 0.084 0.038 0.057 910.00 0.115 0.100 0.157 911.00 0.147 0.131 0.288 Device Routing Invert Outlet Devices #1 Primary 908.50'1.000 in/hr Exfiltration over Surface area from 908.50' - 910.00' Excluded Surface area = 0.069 ac Phase-In= 0.01' #2 Primary 909.10'2.9' long Sharp-Crested Rectangular Weir 2 End Contraction(s) #3 Device 2 906.00'18.0" Round Culvert L= 64.0' RCP, sq.cut end projecting, Ke= 0.500 Inlet / Outlet Invert= 906.00' / 900.80' S= 0.0813 '/' Cc= 0.900 n= 0.013 Concrete pipe, bends & connections, Flow Area= 1.77 sf Primary OutFlow Max=0.39 cfs @ 121.63 hrs HW=909.21' TW=0.00' (Dynamic Tailwater) 1=Exfiltration (Exfiltration Controls 0.02 cfs) 2=Sharp-Crested Rectangular Weir (Weir Controls 0.37 cfs @ 1.11 fps) 3=Culvert (Passes 0.37 cfs of 2.88 cfs potential flow) 116037-Proposed 5-12-16 Spillway 1-day 10-day 100-yr- 10-day Snow Rainfall=6.20", AMC=400-116037-EXISTING Printed 5/12/2016Prepared by Microsoft Page 14HydroCAD® 10.00-14 s/n 00590 © 2015 HydroCAD Software Solutions LLC Summary for Pond WP: West Parking Basin Inflow Area = 0.378 ac, 61.38% Impervious, Inflow Depth = 5.96" for 100-yr- 10-day Snow event Inflow = 0.15 cfs @ 121.42 hrs, Volume= 0.188 af Outflow = 0.15 cfs @ 121.53 hrs, Volume= 0.182 af, Atten= 1%, Lag= 6.6 min Primary = 0.15 cfs @ 121.53 hrs, Volume= 0.182 af Routing by Sim-Route method, Time Span= 0.00-250.00 hrs, dt= 0.001 hrs Starting Elev= 908.00' Surf.Area= 0.024 ac Storage= 0.004 af Peak Elev= 908.95' @ 121.53 hrs Surf.Area= 0.036 ac Storage= 0.032 af (0.028 af above start) Plug-Flow detention time= 1,391.7 min calculated for 0.177 af (94% of inflow) Center-of-Mass det. time= 890.2 min ( 8,333.4 - 7,443.2 ) Volume Invert Avail.Storage Storage Description #1 907.50' 0.140 af Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (acres) (acre-feet) (acre-feet) 907.50 0.007 0.000 0.000 907.99 0.010 0.004 0.004 908.00 0.024 0.000 0.004 909.00 0.036 0.030 0.034 910.00 0.053 0.044 0.079 911.00 0.070 0.061 0.140 Device Routing Invert Outlet Devices #1 Primary 908.00'1.000 in/hr Exfiltration over Surface area from 908.00' - 909.60' Excluded Surface area = 0.024 ac Phase-In= 0.01' #2 Primary 908.90'4.0' long Sharp-Crested Rectangular Weir 2 End Contraction(s) #3 Device 2 905.50'18.0" Round Culvert L= 94.0' RCP, square edge headwall, Ke= 0.500 Inlet / Outlet Invert= 905.50' / 900.80' S= 0.0500 '/' Cc= 0.900 n= 0.013 Concrete pipe, bends & connections, Flow Area= 1.77 sf Primary OutFlow Max=0.15 cfs @ 121.53 hrs HW=908.95' TW=0.00' (Dynamic Tailwater) 1=Exfiltration (Exfiltration Controls 0.01 cfs) 2=Sharp-Crested Rectangular Weir (Weir Controls 0.14 cfs @ 0.72 fps) 3=Culvert (Passes 0.14 cfs of 1.74 cfs potential flow) Summary for Link 1L: To Wetland Inflow Area = 1.927 ac, 37.78% Impervious, Inflow Depth > 6.09" for 100-yr- 10-day Snow event Inflow = 0.76 cfs @ 121.55 hrs, Volume= 0.978 af Primary = 0.76 cfs @ 121.55 hrs, Volume= 0.978 af, Atten= 0%, Lag= 0.1 min Primary outflow = Inflow, Time Span= 0.00-250.00 hrs, dt= 0.001 hrs Project Information Calculator Version: Version 2: June 2014 Project Name: Bandimere Park User Name / Company Name:City of Chanhassen Date: March 23, 2016 Project Description: Parking Lot and ice Skating Improvements Site Information Retention Requirement (inches): 1.1 Site's Zip Code:55317 Annual Rainfall (inches): 29.9 Phosphorus EMC (mg/l):0.3 TSS EMC (mg/l): 54.5 Total Site Area Land Cover A Soils (acres) B Soils (acres) C Soils (acres) D Soils (acres) Total (acres) Forest/Open Space - Undisturbed, protected forest/open space or reforested land 0 Managed Turf - disturbed, graded for yards or other turf to be mowed/managed 0.670 0.67 Impervious Area (acres) 0.694 Total Area (acres) 1.364 Site Areas Routed to BMPs Land Cover A Soils (acres) B Soils (acres) C Soils (acres) D Soils (acres) Total (acres) Forest/Open Space - Undisturbed, protected forest/open space or reforested land 0 Managed Turf - disturbed, graded for yards or other turf to be mowed/managed 0.67 0.67 Impervious Area (acres) 0.694 Total Area (acres) 1.364 Summary Information Performance Goal Requirement Performance goal volume retention requirement: 2771 ft3 Volume removed by BMPs towards performance goal:750 ft3 Percent volume removed towards performance goal 27 % Annual Volume and Pollutant Load Reductions Post development annual runoff volume 1.8541 acre-ft Annual runoff volume removed by BMPs:0.4187 acre-ft Percent annual runoff volume removed: 23 % Post development annual particulate P load: 0.83 lbs Annual particulate P removed by BMPs:0.74 lbs Post development annual dissolved P load: 0.68 lbs Annual dissolved P removed by BMPs: 0.25 lbs Percent annual total phosphorus removed: 66 % Post development annual TSS load: 275 lbs Annual TSS removed by BMPs: 247 lbs Percent annual TSS removed: 90 % BMP Summary Performance Goal Summary BMP Name BMP Volume Capacity (ft3) Volume Recieved (ft3) Volume Retained (ft3) Volume Outflow (ft3) Percent Retained (%) WP - Bioretention basin (with underdrain)158 868 158 710 18 EP - Bioretention basin (with underdrain)488 1799 488 1311 27 EP - Swale Side Slope 29 1845 29 1816 2 WP - Swale main channel 58 926 58 868 6 EP - Swale main channel 17 1816 17 1799 1 Annual Volume Summary BMP Name Volume From Direct Watershed (acre-ft) Volume From Upstream BMPs (acre-ft) Volume Retained (acre-ft) Volume outflow (acre-ft) Percent Retained (%) WP - Bioretention basin (with underdrain)0 0.5413 0.0793 0.462 15 EP - Bioretention basin (with underdrain)0 1.1947 0.2214 0.9733 19 EP - Swale Side Slope 1.278 0 0.0721 1.2059 6 WP - Swale main channel 0.5761 0 0.0348 0.5413 6 EP - Swale main channel 0 1.2059 0.0113 1.1946 1 Particulate Phosphorus Summary BMP Name Load From Direct Watershed (lbs) Load From Upstream BMPs (lbs) Load Retained (lbs) Outflow Load (lbs) Percent Retained (%) WP - Bioretention basin (with underdrain)0 0.07 0.04 0.03 53 EP - Bioretention basin (with underdrain)0 0.14 0.08 0.06 55 EP - Swale Side Slope 0.57 0 0.03 0.54 6 WP - Swale main channel 0.26 0 0.19 0.07 75 EP - Swale main channel 0 0.54 0.4 0.14 73 Dissolved Phosphorus Summary BMP Name Load From Direct Watershed (lbs) Load From Upstream BMPs (lbs) Load Retained (lbs) Outflow Load (lbs) Percent Retained (%) WP - Bioretention basin (with underdrain)0 0.2 0.06 0.14 32 EP - Bioretention basin (with underdrain)0 0.44 0.15 0.29 35 EP - Swale Side Slope 0.47 0 0.03 0.44 6 WP - Swale main channel 0.21 0 0.01 0.2 6 EP - Swale main channel 0 0.44 0 0.44 1 TSS Summary BMP Name Load From Direct Watershed (lbs) Load From Upstream BMPs (lbs) Load Retained (lbs) Outflow Load (lbs) Percent Retained (%) WP - Bioretention basin (with underdrain)0 26 17 9 66 EP - Bioretention basin (with underdrain)0 56 38 18 67 EP - Swale Side Slope 189 0 11 178 6 WP - Swale main channel 85 0 59 26 70 EP - Swale main channel 0 178 122 56 68 BMP Schematic Bandimere Park – City of Chanhassen PE Project #: 116037 Page 11 Date: 5/12/16 Appendix C: NRCS Soils Report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²*OHQFRHFOD\ORDPWRSHUFHQWVORSHV .%²/HVWHU.LONHQQ\ORDPVWRSHUFHQWVORSHVHURGHG .&²/HVWHU.LONHQQ\ORDPVWRSHUFHQWVORSHVHURGHG .)²/HVWHU.LONHQQ\ORDPVWRSHUFHQWVORSHV 1&²/HVWHU.LONHQQ\FOD\ORDPVWRSHUFHQWVORSHVVHYHUHO\ HURGHG 1'²/HVWHU.LONHQQ\FOD\ORDPVWRSHUFHQWVORSHVVHYHUHO\ HURGHG 7%²7HUULOORDPWRSHUFHQWVORSHV <%²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° 5 0 ' 1 7 ' ' N 9 3 ° 3 2 ' 2 1 ' ' W 44 ° 5 0 ' 1 7 ' ' N 9 3 ° 3 2 ' 2 ' ' W 44 ° 5 0 ' 8 ' ' N 9 3 ° 3 2 ' 2 1 ' ' W 44 ° 5 0 ' 8 ' ' N 9 3 ° 3 2 ' 2 ' ' W N Ma p p r o j e c t i o n : W e b M e r c a t o r C o r n e r c o o r d i n a t e s : W G S 8 4 E d g e t i c s : U T M Z o n e 1 5 N W G S 8 4 0 5 0 1 0 0 2 0 0 3 0 0 Fe e t 0 2 5 5 0 1 0 0 1 5 0 Me t e r s Ma p S c a l e : 1 : 1 , 9 3 0 i f p r i n t e d o n A l a n d s c a p e ( 1 1 " x 8 . 5 " ) s h e e t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²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²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²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²/HVWHU.LONHQQ\ORDPVWRSHUFHQWVORSHVHURGHG 0DS8QLW6HWWLQJ 1DWLRQDOPDSXQLWV\PEROIM (OHYDWLRQWRIHHW 0HDQDQQXDOSUHFLSLWDWLRQWRLQFKHV 0HDQDQQXDODLUWHPSHUDWXUHWRGHJUHHV) )URVWIUHHSHULRGWRGD\V )DUPODQGFODVVLILFDWLRQ)DUPODQGRIVWDWHZLGHLPSRUWDQFH 0DS8QLW&RPSRVLWLRQ /HVWHUHURGHGDQGVLPLODUVRLOVSHUFHQW .LONHQQ\HURGHGDQGVLPLODUVRLOVSHUFHQW (VWLPDWHVDUHEDVHGRQREVHUYDWLRQVGHVFULSWLRQVDQGWUDQVHFWVRIWKHPDSXQLW 'HVFULSWLRQRI/HVWHU(URGHG 6HWWLQJ /DQGIRUP0RUDLQHV /DQGIRUPSRVLWLRQWZRGLPHQVLRQDO6KRXOGHU 'RZQVORSHVKDSH&RQYH[ $FURVVVORSHVKDSH&RQYH[ 3DUHQWPDWHULDO7LOO 7\SLFDOSURILOH $SWRLQFKHVORDP %WWRLQFKHVFOD\ORDP %NWRLQFKHVORDP &WRLQFKHVORDP 3URSHUWLHVDQGTXDOLWLHV 6ORSHWRSHUFHQW 'HSWKWRUHVWULFWLYHIHDWXUH0RUHWKDQLQFKHV 1DWXUDOGUDLQDJHFODVV:HOOGUDLQHG &DSDFLW\RIWKHPRVWOLPLWLQJOD\HUWRWUDQVPLWZDWHU.VDW0RGHUDWHO\KLJKWRKLJK WRLQKU 'HSWKWRZDWHUWDEOH0RUHWKDQLQFKHV )UHTXHQF\RIIORRGLQJ1RQH )UHTXHQF\RISRQGLQJ1RQH &DOFLXPFDUERQDWHPD[LPXPLQSURILOHSHUFHQW *\SVXPPD[LPXPLQSURILOHSHUFHQW $YDLODEOHZDWHUVWRUDJHLQSURILOH+LJKDERXWLQFKHV ,QWHUSUHWLYHJURXSV /DQGFDSDELOLW\FODVVLILFDWLRQLUULJDWHG1RQHVSHFLILHG /DQGFDSDELOLW\FODVVLILFDWLRQQRQLUULJDWHGH +\GURORJLF6RLO*URXS% 2WKHUYHJHWDWLYHFODVVLILFDWLRQ6ORSLQJ8SODQG$FLG*;601 &XVWRP6RLO5HVRXUFH5HSRUW 'HVFULSWLRQRI.LONHQQ\(URGHG 6HWWLQJ /DQGIRUP0RUDLQHV /DQGIRUPSRVLWLRQWZRGLPHQVLRQDO6KRXOGHU 'RZQVORSHVKDSH&RQYH[ $FURVVVORSHVKDSH&RQYH[ 3DUHQWPDWHULDO7LOO 7\SLFDOSURILOH $SWRLQFKHVORDP %WWRLQFKHVFOD\ORDP %&&WRLQFKHVORDP 3URSHUWLHVDQGTXDOLWLHV 6ORSHWRSHUFHQW 'HSWKWRUHVWULFWLYHIHDWXUH0RUHWKDQLQFKHV 1DWXUDOGUDLQDJHFODVV0RGHUDWHO\ZHOOGUDLQHG &DSDFLW\RIWKHPRVWOLPLWLQJOD\HUWRWUDQVPLWZDWHU.VDW0RGHUDWHO\KLJK WRLQKU 'HSWKWRZDWHUWDEOH$ERXWLQFKHV )UHTXHQF\RIIORRGLQJ1RQH )UHTXHQF\RISRQGLQJ1RQH &DOFLXPFDUERQDWHPD[LPXPLQSURILOHSHUFHQW *\SVXPPD[LPXPLQSURILOHSHUFHQW $YDLODEOHZDWHUVWRUDJHLQSURILOH+LJKDERXWLQFKHV ,QWHUSUHWLYHJURXSV /DQGFDSDELOLW\FODVVLILFDWLRQLUULJDWHG1RQHVSHFLILHG /DQGFDSDELOLW\FODVVLILFDWLRQQRQLUULJDWHGH +\GURORJLF6RLO*URXS& 2WKHUYHJHWDWLYHFODVVLILFDWLRQ6ORSLQJ8SODQG$FLG*;601 .)²/HVWHU.LONHQQ\ORDPVWRSHUFHQWVORSHV 0DS8QLW6HWWLQJ 1DWLRQDOPDSXQLWV\PEROIM (OHYDWLRQWRIHHW 0HDQDQQXDOSUHFLSLWDWLRQWRLQFKHV 0HDQDQQXDODLUWHPSHUDWXUHWRGHJUHHV) )URVWIUHHSHULRGWRGD\V )DUPODQGFODVVLILFDWLRQ1RWSULPHIDUPODQG 0DS8QLW&RPSRVLWLRQ /HVWHUDQGVLPLODUVRLOVSHUFHQW .LONHQQ\DQGVLPLODUVRLOVSHUFHQW (VWLPDWHVDUHEDVHGRQREVHUYDWLRQVGHVFULSWLRQVDQGWUDQVHFWVRIWKHPDSXQLW &XVWRP6RLO5HVRXUFH5HSRUW 'HVFULSWLRQRI/HVWHU 6HWWLQJ /DQGIRUP0RUDLQHV /DQGIRUPSRVLWLRQWZRGLPHQVLRQDO%DFNVORSH 'RZQVORSHVKDSH/LQHDU $FURVVVORSHVKDSH/LQHDU 3DUHQWPDWHULDO7LOO 7\SLFDOSURILOH $WRLQFKHVORDP %(%WWRLQFKHVFOD\ORDP %NWRLQFKHVORDP &WRLQFKHVORDP 3URSHUWLHVDQGTXDOLWLHV 6ORSHWRSHUFHQW 'HSWKWRUHVWULFWLYHIHDWXUH0RUHWKDQLQFKHV 1DWXUDOGUDLQDJHFODVV:HOOGUDLQHG &DSDFLW\RIWKHPRVWOLPLWLQJOD\HUWRWUDQVPLWZDWHU.VDW0RGHUDWHO\KLJKWRKLJK WRLQKU 'HSWKWRZDWHUWDEOH0RUHWKDQLQFKHV )UHTXHQF\RIIORRGLQJ1RQH )UHTXHQF\RISRQGLQJ1RQH &DOFLXPFDUERQDWHPD[LPXPLQSURILOHSHUFHQW *\SVXPPD[LPXPLQSURILOHSHUFHQW $YDLODEOHZDWHUVWRUDJHLQSURILOH+LJKDERXWLQFKHV ,QWHUSUHWLYHJURXSV /DQGFDSDELOLW\FODVVLILFDWLRQLUULJDWHG1RQHVSHFLILHG /DQGFDSDELOLW\FODVVLILFDWLRQQRQLUULJDWHGH +\GURORJLF6RLO*URXS% 2WKHUYHJHWDWLYHFODVVLILFDWLRQ1RW6XLWHG*;601 'HVFULSWLRQRI.LONHQQ\ 6HWWLQJ /DQGIRUP0RUDLQHV /DQGIRUPSRVLWLRQWZRGLPHQVLRQDO%DFNVORSH 'RZQVORSHVKDSH/LQHDU $FURVVVORSHVKDSH/LQHDU 3DUHQWPDWHULDO7LOO 7\SLFDOSURILOH $WRLQFKHVORDP %WWRLQFKHVFOD\ORDP %N&WRLQFKHVORDP 3URSHUWLHVDQGTXDOLWLHV 6ORSHWRSHUFHQW 'HSWKWRUHVWULFWLYHIHDWXUH0RUHWKDQLQFKHV 1DWXUDOGUDLQDJHFODVV0RGHUDWHO\ZHOOGUDLQHG &DSDFLW\RIWKHPRVWOLPLWLQJOD\HUWRWUDQVPLWZDWHU.VDW0RGHUDWHO\KLJK WRLQKU 'HSWKWRZDWHUWDEOH$ERXWLQFKHV )UHTXHQF\RIIORRGLQJ1RQH )UHTXHQF\RISRQGLQJ1RQH &XVWRP6RLO5HVRXUFH5HSRUW &DOFLXPFDUERQDWHPD[LPXPLQSURILOHSHUFHQW *\SVXPPD[LPXPLQSURILOHSHUFHQW $YDLODEOHZDWHUVWRUDJHLQSURILOH+LJKDERXWLQFKHV ,QWHUSUHWLYHJURXSV /DQGFDSDELOLW\FODVVLILFDWLRQLUULJDWHG1RQHVSHFLILHG /DQGFDSDELOLW\FODVVLILFDWLRQQRQLUULJDWHGH +\GURORJLF6RLO*URXS& 2WKHUYHJHWDWLYHFODVVLILFDWLRQ1RW6XLWHG*;601 1&²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²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²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²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