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5 - Pleasant View Pointe - SWMPStormwater Management Hydrologic and Hydraulic Study Pleasant View Pointe Chanhassen, MN City of Chanhassen December 19, 2024 Pleasant View Pointe Development Hydrologic and Hydraulic Study 12/19/2024 Alliant Engineering, Inc. Page 1 of 6 221-0203 Introduction Included in this report are the materials necessary to review the stormwater management plan for the proposed “Pleasant View Pointe” project in Chanhassen, Minnesota. The following information is included: • Study Narrative • Drainage Area Maps • Rate Control HydroCAD Calculation Reports • Water Quality Calculations: o Proposed MIDS estimating pond phosphorous and TSS removal efficiency. • Volume Control Calculations • NURP Calculations • Geotechnical Soil Borings Background This study was conducted to analyze the stormwater treatment requirements for a proposed residential subdivision in Chanhassen, MN and within Minnehaha Creek Watershed District (MCWD) boundary. The study will show that the proposed stormwater management system will nullify the effects of the increased impervious cover resulting from the new development. The study assumes the following two scenarios: • Existing conditions – Single Residence occupying property. • Proposed conditions – Development of the residential project. The proposed development is made up of 5 existing parcels totaling in 13.60 acres. The parcels are split in the middle by existing public ROW intended to connect Nez Pierce Drive and Peacefule Lane. The site is bound by existing residential properties to the east and south. The property is then bound on the west and north by a two roads and public ROW. Rachel Development is proposing 19 new residential single-family homes. Drainage maps provided show delineations base on full development. The stormwater management plan for the proposed conditions will meet the guidelines required by the City of Chanhassen and Minnehaha Creek Watershed District (MCWD) for stormwater rate and volume control. The following criterion was used in designing the stormwater management system: • Post-development peak runoff rate from the site for the 2, 10 and 100-year 24-hour MSE 3 24-hour storm events (Hershfield, DM. 1961 rainfall frequency.) must not be greater than existing condition rates in accordance with the City and. To remain conservative, Alliant used the (Atlas 14) rainfall data for modeling purposes. • Development may not increase the peak runoff rate from the site, in aggregate for the design rainfall events. • Newly constructed detention basins shall provide storage volume below the outlet (dead storage) to allow for water quality treatment in accordance with NURP criteria 90 percent TSS removal and 60 percent TP removal. • Provide volume control equivalent to 1.0” of runoff from all proposed impervious surface, in accordance with MCWD volume control requirements. If filtration is used as BMP volume provided must be twice the required volume reduction. • Freeboard, the lowest building opening must be at minimum 1’ above the emergency over flow elevation. Building adjacent to stormwater basin shall be 3’ above the 100 year high water level (HWL). Pleasant View Pointe Development Hydrologic and Hydraulic Study 12/19/2024 Alliant Engineering, Inc. Page 2 of 6 221-0203 Runoff Rate Control All rate control calculations have been performed using the m method via HydroCAD software. Three events were modeled including: the 2-year, 10-year and 100-year, NURP, MSE Type 3 24-hour storm events, AMC 2, with ATLAS-14 precipitation amounts of 2.87”, 4.28”, and 7.38”, 2.5” used, respectively. All existing and proposed curve numbers are based on estimations of land cover and soil type from attached geotechnical report. Based on the soil borings from Geotechnical Analysis, an aggregate hydrologic soil group of “D” was assumed throughout the site. Times of concentrations were typically estimated and modeled using direct entry and lag method. Existing Conditions The project site is currently 5 parcels, with 1 single family residence, driveway, and outbuildings. The development site is located South of Christmas Lake. A portion of the site does fall withing the 1,000’ shoreland district for Christmas Lake. The site consists of wooded uplands and grassed areas, existing stormwater pond, historic remnant wetland, and wetland. The project does contain bluff as defined by the City of Chanhassen code. The property has variable slopes from flat to more than 3:1. Roughly ½ of the site drains via overland or storm sewer to the existing pond. The existing pond was modified with the development of the Treondle Addition. A majority of the Treondle Addition does drain to the existing pond via storm sewer. The existing pond outlets via 8” pipe to the west to existing stormwater pond. A small portion of the site NE drains to Exiting Pleasant View lane and continues East. A small portion drains east offsite. A small portion drains south through existing residential to Lake Lucy Road. A small portion drains overland West towards existing stormwater basin. All existing wetlands onsite will be removed and mitigated offsite. • E-1 – Onsite area that drains overland to the existing onsite pond. • E-2 – Onsite area that drains overland to existing Troendle Additon storm sewer processing to the existing onsite pond. • E-3 – Onsite area that drains overland to the South through existing residential, proceeding to Lake Lucy Road. • E-4 - Onsite area that drains overland to the West to an existing offsite stormwater pond. • E-5 – Onsite area that drains overland offsite to Exiting Pleasant View lane and continues East • E-6 – Onsite area that drains East to existing residential area. • E-7 – Onsite are that drains overland to existing Troendle Additon storm sewer processing to the existing onsite pond. • OFF-1 – Offsite Trendle Addition residential single family homes and roadways that drain via storm sewer to the onsite existing pond. • OFF-2 – Offsite residential that drains overland to the existing pond. • OFF-3 – Offsite residential and Pleasant View Drive that drains via roadway and ditches to the existing onsite pond. • OFF-4 – Offsite existing residential and Peaceful Lane roadway that drains to the existing offsite pond to the West • OFF-5 – Offsite pervious area drains overland to the existing onsite pond. To compare peak discharge rates for the existing and proposed conditions, flows were analyzed compositely. Refer to the existing conditions drainage map and HydroCAD report for additional information and detailed calculations. Pleasant View Pointe Development Hydrologic and Hydraulic Study 12/19/2024 Alliant Engineering, Inc. Page 3 of 6 221-0203 Site composite existing runoff rate as calculated by HydroCAD are listed in the table below: Proposed Conditions The proposed residential development will consist of 19 single family homes and associated roadways as shown in the plan set. The project will include one pond/filtration basin to provide rate and volume control, for treatment of the stormwater runoff. Stormwater runoff from the new roadways, and most of the front and rear yards will be collected by storm sewer and piped to the proposed stormwater treatment BMP. Some of the rear yards will run directly into the BMP. Some rear yards will run offsite to the west existing pond, some will run offsite to the south similar to existing conditions. The proposed stormwater that was being collected for Troendle Additon is still being collected via stormsewer and routed to the proposed Pond/filtration basin. NURP storage is being accounted for the Troendle Additon in the dead pool storage area. A portion of the existing Nez Pierce Drive is being removed as part of the project. The proposed basin will be capturing, the OFF-4 that previously drained West toward the existing pond. The following HydroCAD sub catchments were used in the proposed conditions model: • S-1 - Onsite area that drains overland and unconnected to the proposed BMP • S-2 - Onsite area that drains to stormsewer and then to the proposed BMP. • S-3 - Onsite area that drains overland to the South through existing residential, proceeding to Lake Lucy Road. • S-4 – Onsite area that drains overland to the West to an existing offsite stormwater pond. • S-5 - Onsite area that drains overland offsite to Exiting Pleasant View lane and continues East • S-6 - Onsite area that drains East to existing residential area. • OFF-1 – Offsite existing Trendle Addition residential single family homes and roadways that drain via storm sewer to the onsite proposed BMP. • OFF-2 – Offsite residential that drains overland to the proposed BMP. • OFF-3 – Offsite residential and Pleasant View Drive that drains via roadway and ditches to a low point proposed catch basin and rip rap forebay to and proposed BMP. • OFF-4 – Offsite existing residential and Peaceful Lane roadway that is now captured via stormsewer and drains to the proposed BMP. • OFF-5 – Offsite pervious area drains overland to the proposed BMP. Most of the runoff from the site’s developed area will be routed to the propsoed BMP pond with filtration bench and underdrain. The proposed pond/filtration basin will provide the necessary NURP treatment for the onsite drainage and the Troendle Addition. The filtration bench will provide the required filtration volume required by the city and watershed. The BMP has an OCS (Outlet Control Structure) that will be used to provide a controlled discharge rate to the existing west pond offsite. The outlet for the proposed pond will be installed in the same location and have the same elevation as the existing pond outlet. The proposed stormwater management plan decreases the composite peak discharge rate for all stormwater events to below existing conditions. The proposed stormwater plan also decreases to 3 of the 4 individual Event South (cfs) West (cfs) North East (cfs) East (cfs) Total (cfs) 2 year (2.87” 24hr) 4.17 8.27 1.01 0.59 13.87 10 year (4.28” 24hr) 8.12 14.96 1.99 1.16 25.92 100 year (7.33” 24hr) 17.54 29.96 5.35 2.53 53.80 Pleasant View Pointe Development Hydrologic and Hydraulic Study 12/19/2024 Alliant Engineering, Inc. Page 4 of 6 221-0203 discharge points. The NE discharge rates do slightly increase. Refer to the proposed conditions drainage map and HydroCAD report sheets for additional information. Site composite proposed runoff rate as calculated by HydroCAD are listed in the table below: Stormwater Volume Control Required Volume The project is required to provide volume control in accordance with the MHCW criteria. Volume control equivalent to 1” over the proposed impervious surface is required. The volume control shall be taken care of by infiltration unless deemed in-feasible. The site soils are primarily made up of Hydraulic Soil Group D soils (sandy lean clay (CL), clayey sands (SC). Per watershed stormwater management rule 3.b.5, infiltration shall not be used. The volume control requirement is being met through filtration. The total new proposed impervious surface from proposed roadways, driveways, buildings, and trail is 184,673 sf. The new proposed impervious is the actual new road impervious, new trail, and the maximum amount of impervious per lot. The shown home foortprints, and dirveways are sample and will be customized per each lot. Conservatively the maximum allowed imperious per lot was used to determine the required treatment volume, not what is shown on the plan. Required treatment volume is equal to 15,389 cubic feet. MCWD requires filtration bmp to provided twice the required volume to be provided. The required volume control is 30,779 cubic feet. Proposed Volume The treatment volume provided is equal to 36,852 cf. The filtration volume is set by the OCS orifice set at 995.0. Details of the OCS can be found in the proposed development plans. A volume table of the proposed BMP is included in this report to show the volume difference from the 995 to the 994 contours, thus indicating the provide filtration volume. The filtration depth is 1.0’. The 36,852 cf will filter through a 14,130 sf media mix c section to an underdrain system. Proposed Underdrain The underdrain will be installed per city of Chanhassen standard details. The quantity of underdrain is determined by the Carver County watershed design criteria of 1 lf of draintile per 50 cf of ponded filtration volume. Required draintile is equal to 36,852 CF /1LF 50 cf = 737 LF. The proposed underdrain within the filtration bed area is 865 lf. There are 3 draintile lines proposed within the filtration media area. See the development plans for further details on the proposed filtration section and underdrain. There are multiple 4’ sumps proposed at the last storm sewer manholes prior to the filtration basin providing added pre-treatment for the basin. Filtration Basin Draw Down Calculation The filtration basin will draw down within 48 hours per MPCA guidelines. The assumed infiltration rate of media mix c is 0.8in/hr. The infiltration rate of 0.8in/hr is a conservative estimate and will likely be the filtration rate over time. Per the MPCA an infiltration rate of 1.63in/hr can be used for sand. The depth of ponding is 1’ or 12”. The pond shall draw down within the maximum time limit of 48 hours. The maximum depth is 3.2’ or 38.4” for an infiltration rate of 0.8in/hr. Calculations shown below. The effective depth of the basin is determined by the total volume to be filtered divided by the area it shall filter through. The basin effective storage depth is 36,852 cf / 14,130 sf = 2.61’. Thus showing the basin will draw down within 48 hours. Event South (cfs) West (cfs) North East (cfs) East (cfs) Total (cfs) 2 year (2.87” 24hr) 3.35 6.33 1.76 0.47 11.87 10 year (4.28” 24hr) 6.02 11.72 3.01 0.92 21.62 100 year (7.33” 24hr) 12.27 25.83 5.90 2.02 45.82 Pleasant View Pointe Development Hydrologic and Hydraulic Study 12/19/2024 Alliant Engineering, Inc. Page 5 of 6 221-0203 𝑷𝒓𝒎𝒎𝒎𝒓𝒄𝒄 𝑫𝒓𝒂𝒘 𝑫𝒎𝒘𝒎 𝒄𝒎𝒎𝒎𝒓𝒓𝒂𝒓𝒉𝒎𝒎. 𝟎𝟖.𝟎 𝒉𝒎 ÷ 𝟎.𝟖𝒉𝒎 𝒉𝒓 =𝟎𝟎 𝒉𝒓 𝑴𝒂𝒘𝒉𝒎𝒓𝒎 𝑫𝒓𝒂𝒘 𝑫𝒎𝒘𝒎 𝒄𝒎𝒎𝒎𝒓𝒓𝒂𝒓𝒉𝒎𝒎. 𝟎𝟖.𝟎 𝒉𝒎 ÷ 𝟎.𝟖𝒉𝒎 𝒉𝒓 =𝟎𝟖 𝒉𝒓 Stormwater Quality The stormwater management system must have an 90% TSS and 60% Phosphorus removal efficiency from proposed conditions. MIDS Calculator was used to calculate TSS and TP removal efficiencies. See the MIDS Results for reference. TSS and TP removal efficiencies as calculated by MIDS Calculator: Total Proposed TSS Removal Efficiency Proposed P Removal Efficiency Site Removal 92% 60% NURP Requirements The city of Chanhassen stormwater management requires that new stormwater basins shall meet NURP requirement. The NURP calculation and model is calculated by taking the onsite area going to the proposed BMP and the Troendle Addition. The Troendle Addition previously had provided NURP storage within the existing stormwater basin onsite. Therefor the NURP storage has been accounted for. The required NURP storage is calculated by the NURP Hydrocad Model. The model results are included in this report. Total Required NURP Volume (cf) Proposed P Removal Efficiency NURP 70,045 70,614 Conclusion Alliant Engineering believes that the proposed design is acceptable for all parties involved. The peak discharge rates for the 2-year, 10-year and 100-year 24-hour storm events will be decreased in aggregate from existing rates for the proposed conditions. Sufficient runoff volume control has been provided by the stormwater management system to mitigate the proposed impervious surface additions. The proposed stormwater management system meets the TSS and TP removal efficiency requirements. The required NURP volume requirements are met for the project. Finally, the proposed grading and SWPPP plans will utilize Best Management Practices whenever possible to provide adequate erosion control measures to contain sediment during construction. Please call me at 612-767-9330 with any questions or comments regarding stormwater issues for the Prairie View Pointe Development project. Sincerely, Tyler Stricherz, PE Alliant Engineering, Inc. CC: File 4000320 Pleasant View Pointe Development Hydrologic and Hydraulic Study 12/19/2024 Alliant Engineering, Inc. Page 6 of 6 221-0203 APPENDIX - Rate Control Supporting Documents ▪ Drainage Delineation Maps • Existing Conditions • Proposed Conditions ▪ Rate Control HydroCAD Reports • Existing Conditions • Proposed Conditions - Water Quality Supporting Calculations • Proposed MIDS Calculator - Volume Control Supporting Documents ▪ HydroCAD Filtration Volume - NURP HydroCAD report - Storm Sewer Spreadsheet - Geotechnical Analysis - Soil Borings GU             I hereby certify that this plan, specification, or report was prepared by me or under my direct supervision and that I am a duly Licensed Landscape Architect under the laws of the State of  .File Location: X:\4000320-00\001\40 Design\45 Stormwater\HYDRO-X-1.dwg  Plotted By: Tyler Stricherz on December 19, 2024 at 3:43:27 PMKnow what's below. Call before you dig. R Dial 811 FOR  R E VI E W  O N L Y PRE LI MI N A R Y NOT  F O R  C O N S T R U C TI O N 0 SCALE      IN      FEET 35 70 140 N W S E PRELIMINARY PLAT CIT SUBMITTAL    12-19-2024              1 1 CHANHASSEN, MNPLEASANT VIEW POINTEEXISTING DRAINAGE MAPwww.alliant-inc.com PROJECT TEAM DATA QA/QC CHECK DateBy CERTIFICATION Date License no.DATEDESCRIPTIONProject No.: Drafted By: Designed By: Sheet of                       I hereby certify that this plan, specification, or report was prepared by me or under my direct supervision and that I am a duly Licensed   under the laws of the State of  . I hereby certify that this plan, specification, or report was prepared by me or under my direct supervision and that I am a duly Licensed   under the laws of the State of  .          1 1 LEGEND E1 E1 E2 E2 E3 E3 E4 E4 E5 E5 E6 E6 E7 E7 OFF-1 OFF-1 OFF-2 OFF-2 OFF-3 OFF-3 OFF-4 OFF-4 OFF-5 OFF-5 1P EXISTING POND 3L SOUTH OVERLAND 4L WEST OVERLAND 5L NE OVERLAND 6L EAST OVERLAND 7L TOTAL Routing Diagram for EDRN Prepared by Alliant Engineering, Inc, Printed 12/19/2024 HydroCAD® 10.20-5c s/n 01427 © 2023 HydroCAD Software Solutions LLC Subcat Reach Pond Link EDRN Printed 12/19/2024Prepared by Alliant Engineering, Inc Page 2HydroCAD® 10.20-5c s/n 01427 © 2023 HydroCAD Software Solutions LLC Project Notes Rainfall events imported from "20090pdrn.hcp" Rainfall events imported from "20090pdrn.hcp" EDRN Printed 12/19/2024Prepared by Alliant Engineering, Inc Page 3HydroCAD® 10.20-5c s/n 01427 © 2023 HydroCAD Software Solutions LLC Rainfall Events Listing (selected events) Event# Event Name Storm Type Curve Mode Duration (hours) B/B Depth (inches) AMC 1 2-Year MSE 24-hr 3 Default 24.00 1 2.87 2 2 10-Year MSE 24-hr 3 Default 24.00 1 4.26 2 3 100-Year MSE 24-hr 3 Default 24.00 1 7.38 2 EDRN Printed 12/19/2024Prepared by Alliant Engineering, Inc Page 4HydroCAD® 10.20-5c s/n 01427 © 2023 HydroCAD Software Solutions LLC Area Listing (all nodes) Area (acres) CN Description (subcatchment-numbers) 10.258 80 >75% Grass cover, Good, HSG D (E1, E2, E3, E7, OFF-4) 2.378 98 Paved parking, HSG D (E7, OFF-1, OFF-3, OFF-4) 0.516 98 Unconnected roofs, HSG D (E1, E2, E4, OFF-2) 0.555 98 Water Surface, HSG D (E1) 0.097 82 Woods/grass comb., Fair, HSG D (OFF-5) 6.858 79 Woods/grass comb., Good, HSG D (E4, E5, E6, OFF-1, OFF-2, OFF-3) 20.662 83 TOTAL AREA EDRN Printed 12/19/2024Prepared by Alliant Engineering, Inc Page 5HydroCAD® 10.20-5c s/n 01427 © 2023 HydroCAD Software Solutions LLC Soil Listing (all nodes) Area (acres) Soil Group Subcatchment Numbers 0.000 HSG A 0.000 HSG B 0.000 HSG C 20.662 HSG D E1, E2, E3, E4, E5, E6, E7, OFF-1, OFF-2, OFF-3, OFF-4, OFF-5 0.000 Other 20.662 TOTAL AREA EDRN Printed 12/19/2024Prepared by Alliant Engineering, Inc Page 6HydroCAD® 10.20-5c s/n 01427 © 2023 HydroCAD Software Solutions LLC Ground Covers (all nodes) HSG-A (acres) HSG-B (acres) HSG-C (acres) HSG-D (acres) Other (acres) Total (acres) Ground Cover Subcatchment Numbers 0.000 0.000 0.000 10.258 0.000 10.258 >75% Grass cover, Good E1, E2, E3, E7, OFF-4 0.000 0.000 0.000 2.378 0.000 2.378 Paved parking E7, OFF-1, OFF-3, OFF-4 0.000 0.000 0.000 0.516 0.000 0.516 Unconnected roofs E1, E2, E4, OFF-2 0.000 0.000 0.000 0.555 0.000 0.555 Water Surface E1 0.000 0.000 0.000 0.097 0.000 0.097 Woods/grass comb., Fair OFF-5 0.000 0.000 0.000 6.858 0.000 6.858 Woods/grass comb., Good E4, E5, E6, OFF-1, OFF-2, OFF-3 0.000 0.000 0.000 20.662 0.000 20.662 TOTAL AREA EDRN Printed 12/19/2024Prepared by Alliant Engineering, Inc Page 7HydroCAD® 10.20-5c s/n 01427 © 2023 HydroCAD Software Solutions LLC Pipe Listing (all nodes) Line# Node Number In-Invert (feet) Out-Invert (feet) Length (feet) Slope (ft/ft) n Width (inches) Diam/Height (inches) Inside-Fill (inches) Node Name 1 1P 992.61 990.02 324.0 0.0080 0.010 0.0 8.0 0.0 MSE 24-hr 3 2-Year Rainfall=2.87"EDRN Printed 12/19/2024Prepared by Alliant Engineering, Inc Page 8HydroCAD® 10.20-5c s/n 01427 © 2023 HydroCAD Software Solutions LLC Summary for Pond 1P: EXISTING POND Inflow Area = 14.899 ac, 19.71% Impervious, Inflow Depth = 1.43" for 2-Year event Inflow = 32.56 cfs @ 12.14 hrs, Volume= 1.778 af Outflow = 1.53 cfs @ 13.62 hrs, Volume= 1.775 af, Atten= 95%, Lag= 88.4 min Primary = 1.53 cfs @ 13.62 hrs, Volume= 1.775 af Routed to Link 4L : WEST OVERLAND Routing by Dyn-Stor-Ind method, Time Span= 0.00-600.00 hrs, dt= 0.01 hrs Peak Elev= 994.34' @ 13.62 hrs Surf.Area= 36,003 sf Storage= 49,925 cf Plug-Flow detention time= 573.3 min calculated for 1.775 af (100% of inflow) Center-of-Mass det. time= 573.0 min ( 1,370.5 - 797.5 ) Volume Invert Avail.Storage Storage Description #1 992.61' 277,554 cf Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 992.61 24,173 0 0 994.00 31,142 38,444 38,444 996.00 59,569 90,711 129,155 998.00 88,830 148,399 277,554 Device Routing Invert Outlet Devices #1 Primary 992.61'8.0" Round Culvert L= 324.0' CPP, projecting, no headwall, Ke= 0.900 Inlet / Outlet Invert= 992.61' / 990.02' S= 0.0080 '/' Cc= 0.900 n= 0.010 PVC, smooth interior, Flow Area= 0.35 sf Primary OutFlow Max=1.53 cfs @ 13.62 hrs HW=994.34' TW=0.00' (Dynamic Tailwater) 1=Culvert (Barrel Controls 1.53 cfs @ 4.39 fps) MSE 24-hr 3 2-Year Rainfall=2.87"EDRN Printed 12/19/2024Prepared by Alliant Engineering, Inc Page 9HydroCAD® 10.20-5c s/n 01427 © 2023 HydroCAD Software Solutions LLC Pond 1P: EXISTING POND Inflow Primary Hydrograph Time (hours) 600550500450400350300250200150100500Flow (cfs)36 34 32 30 28 26 24 22 20 18 16 14 12 10 8 6 4 2 0 Inflow Area=14.899 ac Peak Elev=994.34' Storage=49,925 cf 8.0" Round Culvert n=0.010 L=324.0' S=0.0080 '/' 32.56 cfs 1.53 cfs MSE 24-hr 3 2-Year Rainfall=2.87"EDRN Printed 12/19/2024Prepared by Alliant Engineering, Inc Page 10HydroCAD® 10.20-5c s/n 01427 © 2023 HydroCAD Software Solutions LLC Hydrograph for Pond 1P: EXISTING POND Time (hours) Inflow (cfs) Storage (cubic-feet) Elevation (feet) Primary (cfs) 0.00 0.00 0 992.61 0.00 20.00 0.36 32,464 993.80 1.23 40.00 0.00 3,678 992.76 0.06 60.00 0.00 1,642 992.68 0.01 80.00 0.00 1,045 992.65 0.01 100.00 0.00 764 992.64 0.00 120.00 0.00 601 992.63 0.00 140.00 0.00 496 992.63 0.00 160.00 0.00 421 992.63 0.00 180.00 0.00 366 992.63 0.00 200.00 0.00 324 992.62 0.00 220.00 0.00 291 992.62 0.00 240.00 0.00 265 992.62 0.00 260.00 0.00 243 992.62 0.00 280.00 0.00 225 992.62 0.00 300.00 0.00 209 992.62 0.00 320.00 0.00 196 992.62 0.00 340.00 0.00 184 992.62 0.00 360.00 0.00 174 992.62 0.00 380.00 0.00 165 992.62 0.00 400.00 0.00 157 992.62 0.00 420.00 0.00 150 992.62 0.00 440.00 0.00 143 992.62 0.00 460.00 0.00 137 992.62 0.00 480.00 0.00 131 992.62 0.00 500.00 0.00 126 992.62 0.00 520.00 0.00 122 992.62 0.00 540.00 0.00 118 992.61 0.00 560.00 0.00 114 992.61 0.00 580.00 0.00 110 992.61 0.00 600.00 0.00 106 992.61 0.00 MSE 24-hr 3 10-Year Rainfall=4.26"EDRN Printed 12/19/2024Prepared by Alliant Engineering, Inc Page 11HydroCAD® 10.20-5c s/n 01427 © 2023 HydroCAD Software Solutions LLC Summary for Pond 1P: EXISTING POND Inflow Area = 14.899 ac, 19.71% Impervious, Inflow Depth = 2.59" for 10-Year event Inflow = 59.22 cfs @ 12.14 hrs, Volume= 3.212 af Outflow = 1.75 cfs @ 15.03 hrs, Volume= 3.209 af, Atten= 97%, Lag= 173.3 min Primary = 1.75 cfs @ 15.03 hrs, Volume= 3.209 af Routed to Link 4L : WEST OVERLAND Routing by Dyn-Stor-Ind method, Time Span= 0.00-600.00 hrs, dt= 0.01 hrs Peak Elev= 995.44' @ 15.03 hrs Surf.Area= 51,602 sf Storage= 97,999 cf Plug-Flow detention time= 727.2 min calculated for 3.209 af (100% of inflow) Center-of-Mass det. time= 727.3 min ( 1,516.8 - 789.5 ) Volume Invert Avail.Storage Storage Description #1 992.61' 277,554 cf Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 992.61 24,173 0 0 994.00 31,142 38,444 38,444 996.00 59,569 90,711 129,155 998.00 88,830 148,399 277,554 Device Routing Invert Outlet Devices #1 Primary 992.61'8.0" Round Culvert L= 324.0' CPP, projecting, no headwall, Ke= 0.900 Inlet / Outlet Invert= 992.61' / 990.02' S= 0.0080 '/' Cc= 0.900 n= 0.010 PVC, smooth interior, Flow Area= 0.35 sf Primary OutFlow Max=1.75 cfs @ 15.03 hrs HW=995.44' TW=0.00' (Dynamic Tailwater) 1=Culvert (Barrel Controls 1.75 cfs @ 5.00 fps) MSE 24-hr 3 10-Year Rainfall=4.26"EDRN Printed 12/19/2024Prepared by Alliant Engineering, Inc Page 12HydroCAD® 10.20-5c s/n 01427 © 2023 HydroCAD Software Solutions LLC Pond 1P: EXISTING POND Inflow Primary Hydrograph Time (hours) 600550500450400350300250200150100500Flow (cfs)65 60 55 50 45 40 35 30 25 20 15 10 5 0 Inflow Area=14.899 ac Peak Elev=995.44' Storage=97,999 cf 8.0" Round Culvert n=0.010 L=324.0' S=0.0080 '/' 59.22 cfs 1.75 cfs MSE 24-hr 3 10-Year Rainfall=4.26"EDRN Printed 12/19/2024Prepared by Alliant Engineering, Inc Page 13HydroCAD® 10.20-5c s/n 01427 © 2023 HydroCAD Software Solutions LLC Hydrograph for Pond 1P: EXISTING POND Time (hours) Inflow (cfs) Storage (cubic-feet) Elevation (feet) Primary (cfs) 0.00 0.00 0 992.61 0.00 20.00 0.59 82,736 995.13 1.69 40.00 0.00 7,717 992.92 0.24 60.00 0.00 2,212 992.70 0.02 80.00 0.00 1,255 992.66 0.01 100.00 0.00 872 992.65 0.00 120.00 0.00 667 992.64 0.00 140.00 0.00 539 992.63 0.00 160.00 0.00 452 992.63 0.00 180.00 0.00 390 992.63 0.00 200.00 0.00 342 992.62 0.00 220.00 0.00 305 992.62 0.00 240.00 0.00 276 992.62 0.00 260.00 0.00 253 992.62 0.00 280.00 0.00 233 992.62 0.00 300.00 0.00 216 992.62 0.00 320.00 0.00 202 992.62 0.00 340.00 0.00 190 992.62 0.00 360.00 0.00 179 992.62 0.00 380.00 0.00 169 992.62 0.00 400.00 0.00 161 992.62 0.00 420.00 0.00 153 992.62 0.00 440.00 0.00 146 992.62 0.00 460.00 0.00 140 992.62 0.00 480.00 0.00 134 992.62 0.00 500.00 0.00 129 992.62 0.00 520.00 0.00 124 992.62 0.00 540.00 0.00 119 992.61 0.00 560.00 0.00 115 992.61 0.00 580.00 0.00 112 992.61 0.00 600.00 0.00 108 992.61 0.00 MSE 24-hr 3 100-Year Rainfall=7.38"EDRN Printed 12/19/2024Prepared by Alliant Engineering, Inc Page 14HydroCAD® 10.20-5c s/n 01427 © 2023 HydroCAD Software Solutions LLC Summary for Pond 1P: EXISTING POND Inflow Area = 14.899 ac, 19.71% Impervious, Inflow Depth = 5.43" for 100-Year event Inflow = 122.54 cfs @ 12.14 hrs, Volume= 6.744 af Outflow = 2.07 cfs @ 15.37 hrs, Volume= 6.741 af, Atten= 98%, Lag= 193.6 min Primary = 2.07 cfs @ 15.37 hrs, Volume= 6.741 af Routed to Link 4L : WEST OVERLAND Routing by Dyn-Stor-Ind method, Time Span= 0.00-600.00 hrs, dt= 0.01 hrs Peak Elev= 997.38' @ 15.37 hrs Surf.Area= 79,693 sf Storage= 224,928 cf Plug-Flow detention time= 1,197.3 min calculated for 6.741 af (100% of inflow) Center-of-Mass det. time= 1,197.0 min ( 1,975.4 - 778.4 ) Volume Invert Avail.Storage Storage Description #1 992.61' 277,554 cf Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 992.61 24,173 0 0 994.00 31,142 38,444 38,444 996.00 59,569 90,711 129,155 998.00 88,830 148,399 277,554 Device Routing Invert Outlet Devices #1 Primary 992.61'8.0" Round Culvert L= 324.0' CPP, projecting, no headwall, Ke= 0.900 Inlet / Outlet Invert= 992.61' / 990.02' S= 0.0080 '/' Cc= 0.900 n= 0.010 PVC, smooth interior, Flow Area= 0.35 sf Primary OutFlow Max=2.07 cfs @ 15.37 hrs HW=997.38' TW=0.00' (Dynamic Tailwater) 1=Culvert (Barrel Controls 2.07 cfs @ 5.93 fps) MSE 24-hr 3 100-Year Rainfall=7.38"EDRN Printed 12/19/2024Prepared by Alliant Engineering, Inc Page 15HydroCAD® 10.20-5c s/n 01427 © 2023 HydroCAD Software Solutions LLC Pond 1P: EXISTING POND Inflow Primary Hydrograph Time (hours) 600550500450400350300250200150100500Flow (cfs)130 120 110 100 90 80 70 60 50 40 30 20 10 0 Inflow Area=14.899 ac Peak Elev=997.38' Storage=224,928 cf 8.0" Round Culvert n=0.010 L=324.0' S=0.0080 '/' 122.54 cfs 2.07 cfs MSE 24-hr 3 100-Year Rainfall=7.38"EDRN Printed 12/19/2024Prepared by Alliant Engineering, Inc Page 16HydroCAD® 10.20-5c s/n 01427 © 2023 HydroCAD Software Solutions LLC Hydrograph for Pond 1P: EXISTING POND Time (hours) Inflow (cfs) Storage (cubic-feet) Elevation (feet) Primary (cfs) 0.00 0.00 0 992.61 0.00 20.00 1.11 216,896 997.27 2.06 40.00 0.00 89,773 995.28 1.72 60.00 0.00 7,919 992.93 0.25 80.00 0.00 2,231 992.70 0.02 100.00 0.00 1,262 992.66 0.01 120.00 0.00 875 992.65 0.00 140.00 0.00 668 992.64 0.00 160.00 0.00 540 992.63 0.00 180.00 0.00 453 992.63 0.00 200.00 0.00 390 992.63 0.00 220.00 0.00 343 992.62 0.00 240.00 0.00 306 992.62 0.00 260.00 0.00 277 992.62 0.00 280.00 0.00 253 992.62 0.00 300.00 0.00 233 992.62 0.00 320.00 0.00 216 992.62 0.00 340.00 0.00 202 992.62 0.00 360.00 0.00 190 992.62 0.00 380.00 0.00 179 992.62 0.00 400.00 0.00 169 992.62 0.00 420.00 0.00 161 992.62 0.00 440.00 0.00 153 992.62 0.00 460.00 0.00 146 992.62 0.00 480.00 0.00 140 992.62 0.00 500.00 0.00 134 992.62 0.00 520.00 0.00 129 992.62 0.00 540.00 0.00 124 992.62 0.00 560.00 0.00 119 992.61 0.00 580.00 0.00 115 992.61 0.00 600.00 0.00 112 992.61 0.00 123 4 6 1 2 3 4 5 67 8 9 10 11 12 13 5 BLOCK 2BLOCK 2OUTLOT A BLOCK 1 BLOCK 1 1000' Shoreland District Boundary POND/FILTRATION NWL:994.0 100 YEAR HWL:998.99 PEACEFUL LANEP E A C E F U L L A N E GUGU 1000 1010 994 10 1 0 100010161012 1010 1000 996 10041000 100010041006 9961026 1 0 2 2 10 2 0 10201022 101010201000998100610201030 1032 10361032103010301026102410 2 0 10 1 8 10181022101610 1 4 1008    File Location: X:\4000320-00\001\40 Design\45 Stormwater\HYDRO-PRO.dwg Plotted By: Tyler Stricherz on December 19, 2024 at 4:02:48 PMKnow what's below. Call before you dig. R Dial 811 FOR R E VI E W O N L Y PRE LI MI N A R Y NOT F O R C O N S T R U C TI O N 0 SCALE IN FEET 35 70 140 N W S E                     1 1 CHANHASSEN, MNPLEASANT VIEW POINTEPROPOSED DRAINAGE MAPwww.alliant-inc.com PROJECT TEAM DATA QA/QC CHECK DateBy CERTIFICATION Date License no.DATEDESCRIPTIONProject No.: Drafted By: Designed By: Sheet of         I hereby certify that this plan, specification, or report was prepared by me or under my direct supervision and that I am a duly Licensed   under the laws of the State of  . I hereby certify that this plan, specification, or report was prepared by me or under my direct supervision and that I am a duly Licensed   under the laws of the State of  . 1 1 LEGEND OFF-1 OFF-1 OFF-2 OFF-2 OFF-3 OFF-3 OFF-4 OFF-4 OFF-5 OFF-5 S1 S1 S2 S2 S3 S3 S4 S4 S5 S5 S6 S6 1P FILTRATION/POND 3L SOUTH OVERLAND 4L WEST 5L NE OVERLAND 6L EAST OVERLAND 7L TOTAL Routing Diagram for PDRN Prepared by Alliant Engineering, Inc, Printed 12/19/2024 HydroCAD® 10.20-5c s/n 01427 © 2023 HydroCAD Software Solutions LLC Subcat Reach Pond Link PDRN Printed 12/19/2024Prepared by Alliant Engineering, Inc Page 2HydroCAD® 10.20-5c s/n 01427 © 2023 HydroCAD Software Solutions LLC Project Notes Rainfall events imported from "20090pdrn.hcp" Rainfall events imported from "20090pdrn.hcp" PDRN Printed 12/19/2024Prepared by Alliant Engineering, Inc Page 3HydroCAD® 10.20-5c s/n 01427 © 2023 HydroCAD Software Solutions LLC Rainfall Events Listing (selected events) Event# Event Name Storm Type Curve Mode Duration (hours) B/B Depth (inches) AMC 1 2-Year MSE 24-hr 3 Default 24.00 1 2.87 2 2 10-Year MSE 24-hr 3 Default 24.00 1 4.26 2 3 100-Year MSE 24-hr 3 Default 24.00 1 7.38 2 PDRN Printed 12/19/2024Prepared by Alliant Engineering, Inc Page 4HydroCAD® 10.20-5c s/n 01427 © 2023 HydroCAD Software Solutions LLC Area Listing (all nodes) Area (acres) CN Description (subcatchment-numbers) 7.242 80 >75% Grass cover, Good, HSG D (OFF-4, S1, S2, S3) 0.809 98 Paved parking, HSG C (OFF-3, OFF-4) 3.819 98 Paved parking, HSG D (OFF-1, S2) 0.092 98 Unconnected roofs, HSG C (OFF-2) 1.805 98 Unconnected roofs, HSG D (S1, S3, S4, S5) 0.623 98 Water Surface, HSG D (S1) 0.489 82 Woods/grass comb., Fair, HSG D (OFF-5, S5) 5.784 79 Woods/grass comb., Good, HSG D (OFF-1, OFF-2, OFF-3, S4, S6) 20.663 86 TOTAL AREA PDRN Printed 12/19/2024Prepared by Alliant Engineering, Inc Page 5HydroCAD® 10.20-5c s/n 01427 © 2023 HydroCAD Software Solutions LLC Soil Listing (all nodes) Area (acres) Soil Group Subcatchment Numbers 0.000 HSG A 0.000 HSG B 0.901 HSG C OFF-2, OFF-3, OFF-4 19.762 HSG D OFF-1, OFF-2, OFF-3, OFF-4, OFF-5, S1, S2, S3, S4, S5, S6 0.000 Other 20.663 TOTAL AREA PDRN Printed 12/19/2024Prepared by Alliant Engineering, Inc Page 6HydroCAD® 10.20-5c s/n 01427 © 2023 HydroCAD Software Solutions LLC Ground Covers (all nodes) HSG-A (acres) HSG-B (acres) HSG-C (acres) HSG-D (acres) Other (acres) Total (acres) Ground Cover Subcatchment Numbers 0.000 0.000 0.000 7.242 0.000 7.242 >75% Grass cover, Good OFF-4, S1, S2, S3 0.000 0.000 0.809 3.819 0.000 4.628 Paved parking OFF-1, OFF-3, OFF-4, S2 0.000 0.000 0.092 1.805 0.000 1.897 Unconnected roofs OFF-2, S1, S3, S4, S5 0.000 0.000 0.000 0.623 0.000 0.623 Water Surface S1 0.000 0.000 0.000 0.489 0.000 0.489 Woods/grass comb., Fair OFF-5, S5 0.000 0.000 0.000 5.784 0.000 5.784 Woods/grass comb., Good OFF-1, OFF-2, OFF-3, S4, S6 0.000 0.000 0.901 19.762 0.000 20.663 TOTAL AREA PDRN Printed 12/19/2024Prepared by Alliant Engineering, Inc Page 7HydroCAD® 10.20-5c s/n 01427 © 2023 HydroCAD Software Solutions LLC Pipe Listing (all nodes) Line# Node Number In-Invert (feet) Out-Invert (feet) Length (feet) Slope (ft/ft) n Width (inches) Diam/Height (inches) Inside-Fill (inches) Node Name 1 1P 990.97 990.02 215.5 0.0044 0.013 0.0 12.0 0.0 MSE 24-hr 3 2-Year Rainfall=2.87"PDRN Printed 12/19/2024Prepared by Alliant Engineering, Inc Page 8HydroCAD® 10.20-5c s/n 01427 © 2023 HydroCAD Software Solutions LLC Summary for Pond 1P: FILTRATION/POND Inflow Area = 16.553 ac, 37.69% Impervious, Inflow Depth = 1.70" for 2-Year event Inflow = 36.82 cfs @ 12.14 hrs, Volume= 2.345 af Outflow = 1.46 cfs @ 13.91 hrs, Volume= 2.345 af, Atten= 96%, Lag= 106.5 min Discarded = 0.34 cfs @ 13.91 hrs, Volume= 1.461 af Primary = 1.12 cfs @ 13.91 hrs, Volume= 0.884 af Routed to Link 4L : WEST Routing by Dyn-Stor-Ind method, Time Span= 0.00-600.00 hrs, dt= 0.01 hrs Starting Elev= 994.00' Surf.Area= 57,638 sf Storage= 71,781 cf Peak Elev= 995.78' @ 13.91 hrs Surf.Area= 76,080 sf Storage= 144,529 cf (72,748 cf above start) Plug-Flow detention time= 3,621.1 min calculated for 0.697 af (30% of inflow) Center-of-Mass det. time= 1,401.1 min ( 2,185.6 - 784.5 ) Volume Invert Avail.Storage Storage Description #1 990.00' 71,781 cf dead storage (Prismatic) Listed below (Recalc) #2 994.00' 300,367 cf Live Storage (Prismatic) Listed below (Recalc) 372,148 cf Total Available Storage Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 990.00 11,995 0 0 991.00 14,498 13,247 13,247 992.00 17,067 15,783 29,029 993.00 19,809 18,438 47,467 994.00 28,819 24,314 71,781 Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 994.00 28,819 0 0 995.00 44,885 36,852 36,852 996.00 47,935 46,410 83,262 998.00 54,222 102,157 185,419 1,000.00 60,726 114,948 300,367 Device Routing Invert Outlet Devices #1 Primary 990.97'12.0" Round Culvert L= 215.5' RCP, rounded edge headwall, Ke= 0.100 Inlet / Outlet Invert= 990.97' / 990.02' S= 0.0044 '/' Cc= 0.900 n= 0.013 Concrete sewer w/manholes & inlets, Flow Area= 0.79 sf #2 Device 1 999.00'5.0' long x 0.5' breadth Broad-Crested Rectangular Weir Head (feet) 0.20 0.40 0.60 0.80 1.00 Coef. (English) 2.80 2.92 3.08 3.30 3.32 #3 Discarded 994.00'0.800 in/hr Exfiltration over Surface area above 994.00' Excluded Surface area = 57,638 sf #4 Device 1 995.00'8.0" Vert. Orifice/Grate C= 0.600 Limited to weir flow at low heads #5 Device 1 996.50'30.0" W x 8.0" H Vert. Orifice/Grate C= 0.600 Limited to weir flow at low heads MSE 24-hr 3 2-Year Rainfall=2.87"PDRN Printed 12/19/2024Prepared by Alliant Engineering, Inc Page 9HydroCAD® 10.20-5c s/n 01427 © 2023 HydroCAD Software Solutions LLC Discarded OutFlow Max=0.34 cfs @ 13.91 hrs HW=995.78' (Free Discharge) 3=Exfiltration (Exfiltration Controls 0.34 cfs) Primary OutFlow Max=1.12 cfs @ 13.91 hrs HW=995.78' TW=0.00' (Dynamic Tailwater) 1=Culvert (Passes 1.12 cfs of 4.90 cfs potential flow) 2=Broad-Crested Rectangular Weir ( Controls 0.00 cfs) 4=Orifice/Grate (Orifice Controls 1.12 cfs @ 3.21 fps) 5=Orifice/Grate ( Controls 0.00 cfs) Pond 1P: FILTRATION/POND Inflow Outflow Discarded Primary Hydrograph Time (hours) 600550500450400350300250200150100500Flow (cfs)40 38 36 34 32 30 28 26 24 22 20 18 16 14 12 10 8 6 4 2 0 Inflow Area=16.553 ac Peak Elev=995.78' Storage=144,529 cf 36.82 cfs 1.46 cfs 0.34 cfs 1.12 cfs MSE 24-hr 3 2-Year Rainfall=2.87"PDRN Printed 12/19/2024Prepared by Alliant Engineering, Inc Page 10HydroCAD® 10.20-5c s/n 01427 © 2023 HydroCAD Software Solutions LLC Hydrograph for Pond 1P: FILTRATION/POND Time (hours) Inflow (cfs) Storage (cubic-feet) Elevation (feet) Outflow (cfs) Discarded (cfs) Primary (cfs) 0.00 0.00 71,781 994.00 0.00 0.00 0.00 20.00 0.42 132,512 995.52 1.05 0.33 0.72 40.00 0.00 103,214 994.88 0.26 0.26 0.00 60.00 0.00 88,606 994.51 0.15 0.15 0.00 80.00 0.00 80,377 994.28 0.08 0.08 0.00 100.00 0.00 76,034 994.14 0.04 0.04 0.00 120.00 0.00 73,846 994.07 0.02 0.02 0.00 140.00 0.00 72,773 994.03 0.01 0.01 0.00 160.00 0.00 72,255 994.02 0.00 0.00 0.00 180.00 0.00 72,007 994.01 0.00 0.00 0.00 200.00 0.00 71,889 994.00 0.00 0.00 0.00 220.00 0.00 71,832 994.00 0.00 0.00 0.00 240.00 0.00 71,805 994.00 0.00 0.00 0.00 260.00 0.00 71,793 994.00 0.00 0.00 0.00 280.00 0.00 71,787 994.00 0.00 0.00 0.00 300.00 0.00 71,784 994.00 0.00 0.00 0.00 320.00 0.00 71,782 994.00 0.00 0.00 0.00 340.00 0.00 71,782 994.00 0.00 0.00 0.00 360.00 0.00 71,781 994.00 0.00 0.00 0.00 380.00 0.00 71,781 994.00 0.00 0.00 0.00 400.00 0.00 71,781 994.00 0.00 0.00 0.00 420.00 0.00 71,781 994.00 0.00 0.00 0.00 440.00 0.00 71,781 994.00 0.00 0.00 0.00 460.00 0.00 71,781 994.00 0.00 0.00 0.00 480.00 0.00 71,781 994.00 0.00 0.00 0.00 500.00 0.00 71,781 994.00 0.00 0.00 0.00 520.00 0.00 71,781 994.00 0.00 0.00 0.00 540.00 0.00 71,781 994.00 0.00 0.00 0.00 560.00 0.00 71,781 994.00 0.00 0.00 0.00 580.00 0.00 71,781 994.00 0.00 0.00 0.00 600.00 0.00 71,781 994.00 0.00 0.00 0.00 MSE 24-hr 3 10-Year Rainfall=4.26"PDRN Printed 12/19/2024Prepared by Alliant Engineering, Inc Page 11HydroCAD® 10.20-5c s/n 01427 © 2023 HydroCAD Software Solutions LLC Summary for Pond 1P: FILTRATION/POND Inflow Area = 16.553 ac, 37.69% Impervious, Inflow Depth = 2.91" for 10-Year event Inflow = 63.42 cfs @ 12.14 hrs, Volume= 4.008 af Outflow = 3.62 cfs @ 13.56 hrs, Volume= 4.008 af, Atten= 94%, Lag= 85.4 min Discarded = 0.40 cfs @ 13.56 hrs, Volume= 1.682 af Primary = 3.22 cfs @ 13.56 hrs, Volume= 2.326 af Routed to Link 4L : WEST Routing by Dyn-Stor-Ind method, Time Span= 0.00-600.00 hrs, dt= 0.01 hrs Starting Elev= 994.00' Surf.Area= 57,638 sf Storage= 71,781 cf Peak Elev= 996.78' @ 13.56 hrs Surf.Area= 79,211 sf Storage= 193,476 cf (121,695 cf above start) Plug-Flow detention time= 1,855.7 min calculated for 2.360 af (59% of inflow) Center-of-Mass det. time= 1,106.0 min ( 1,884.6 - 778.6 ) Volume Invert Avail.Storage Storage Description #1 990.00' 71,781 cf dead storage (Prismatic) Listed below (Recalc) #2 994.00' 300,367 cf Live Storage (Prismatic) Listed below (Recalc) 372,148 cf Total Available Storage Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 990.00 11,995 0 0 991.00 14,498 13,247 13,247 992.00 17,067 15,783 29,029 993.00 19,809 18,438 47,467 994.00 28,819 24,314 71,781 Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 994.00 28,819 0 0 995.00 44,885 36,852 36,852 996.00 47,935 46,410 83,262 998.00 54,222 102,157 185,419 1,000.00 60,726 114,948 300,367 Device Routing Invert Outlet Devices #1 Primary 990.97'12.0" Round Culvert L= 215.5' RCP, rounded edge headwall, Ke= 0.100 Inlet / Outlet Invert= 990.97' / 990.02' S= 0.0044 '/' Cc= 0.900 n= 0.013 Concrete sewer w/manholes & inlets, Flow Area= 0.79 sf #2 Device 1 999.00'5.0' long x 0.5' breadth Broad-Crested Rectangular Weir Head (feet) 0.20 0.40 0.60 0.80 1.00 Coef. (English) 2.80 2.92 3.08 3.30 3.32 #3 Discarded 994.00'0.800 in/hr Exfiltration over Surface area above 994.00' Excluded Surface area = 57,638 sf #4 Device 1 995.00'8.0" Vert. Orifice/Grate C= 0.600 Limited to weir flow at low heads #5 Device 1 996.50'30.0" W x 8.0" H Vert. Orifice/Grate C= 0.600 Limited to weir flow at low heads MSE 24-hr 3 10-Year Rainfall=4.26"PDRN Printed 12/19/2024Prepared by Alliant Engineering, Inc Page 12HydroCAD® 10.20-5c s/n 01427 © 2023 HydroCAD Software Solutions LLC Discarded OutFlow Max=0.40 cfs @ 13.56 hrs HW=996.78' (Free Discharge) 3=Exfiltration (Exfiltration Controls 0.40 cfs) Primary OutFlow Max=3.22 cfs @ 13.56 hrs HW=996.78' TW=0.00' (Dynamic Tailwater) 1=Culvert (Passes 3.22 cfs of 5.39 cfs potential flow) 2=Broad-Crested Rectangular Weir ( Controls 0.00 cfs) 4=Orifice/Grate (Orifice Controls 2.02 cfs @ 5.79 fps) 5=Orifice/Grate (Orifice Controls 1.20 cfs @ 1.70 fps) Pond 1P: FILTRATION/POND Inflow Outflow Discarded Primary Hydrograph Time (hours) 600550500450400350300250200150100500Flow (cfs)70 65 60 55 50 45 40 35 30 25 20 15 10 5 0 Inflow Area=16.553 ac Peak Elev=996.78' Storage=193,476 cf 63.42 cfs 3.62 cfs 0.40 cfs3.22 cfs MSE 24-hr 3 10-Year Rainfall=4.26"PDRN Printed 12/19/2024Prepared by Alliant Engineering, Inc Page 13HydroCAD® 10.20-5c s/n 01427 © 2023 HydroCAD Software Solutions LLC Hydrograph for Pond 1P: FILTRATION/POND Time (hours) Inflow (cfs) Storage (cubic-feet) Elevation (feet) Outflow (cfs) Discarded (cfs) Primary (cfs) 0.00 0.00 71,781 994.00 0.00 0.00 0.00 20.00 0.68 166,162 996.23 1.96 0.37 1.59 40.00 0.00 109,145 995.01 0.30 0.30 0.00 60.00 0.00 92,108 994.60 0.18 0.18 0.00 80.00 0.00 82,293 994.33 0.10 0.10 0.00 100.00 0.00 77,024 994.17 0.05 0.05 0.00 120.00 0.00 74,337 994.09 0.03 0.03 0.00 140.00 0.00 73,012 994.04 0.01 0.01 0.00 160.00 0.00 72,370 994.02 0.01 0.01 0.00 180.00 0.00 72,062 994.01 0.00 0.00 0.00 200.00 0.00 71,915 994.00 0.00 0.00 0.00 220.00 0.00 71,845 994.00 0.00 0.00 0.00 240.00 0.00 71,811 994.00 0.00 0.00 0.00 260.00 0.00 71,795 994.00 0.00 0.00 0.00 280.00 0.00 71,788 994.00 0.00 0.00 0.00 300.00 0.00 71,784 994.00 0.00 0.00 0.00 320.00 0.00 71,783 994.00 0.00 0.00 0.00 340.00 0.00 71,782 994.00 0.00 0.00 0.00 360.00 0.00 71,781 994.00 0.00 0.00 0.00 380.00 0.00 71,781 994.00 0.00 0.00 0.00 400.00 0.00 71,781 994.00 0.00 0.00 0.00 420.00 0.00 71,781 994.00 0.00 0.00 0.00 440.00 0.00 71,781 994.00 0.00 0.00 0.00 460.00 0.00 71,781 994.00 0.00 0.00 0.00 480.00 0.00 71,781 994.00 0.00 0.00 0.00 500.00 0.00 71,781 994.00 0.00 0.00 0.00 520.00 0.00 71,781 994.00 0.00 0.00 0.00 540.00 0.00 71,781 994.00 0.00 0.00 0.00 560.00 0.00 71,781 994.00 0.00 0.00 0.00 580.00 0.00 71,781 994.00 0.00 0.00 0.00 600.00 0.00 71,781 994.00 0.00 0.00 0.00 MSE 24-hr 3 100-Year Rainfall=7.38"PDRN Printed 12/19/2024Prepared by Alliant Engineering, Inc Page 14HydroCAD® 10.20-5c s/n 01427 © 2023 HydroCAD Software Solutions LLC Summary for Pond 1P: FILTRATION/POND Inflow Area = 16.553 ac, 37.69% Impervious, Inflow Depth = 5.81" for 100-Year event Inflow = 125.95 cfs @ 12.14 hrs, Volume= 8.015 af Outflow = 6.88 cfs @ 13.56 hrs, Volume= 8.015 af, Atten= 95%, Lag= 85.1 min Discarded = 0.53 cfs @ 13.56 hrs, Volume= 1.937 af Primary = 6.35 cfs @ 13.56 hrs, Volume= 6.078 af Routed to Link 4L : WEST Routing by Dyn-Stor-Ind method, Time Span= 0.00-600.00 hrs, dt= 0.01 hrs Starting Elev= 994.00' Surf.Area= 57,638 sf Storage= 71,781 cf Peak Elev= 998.99' @ 13.56 hrs Surf.Area= 86,272 sf Storage= 312,681 cf (240,900 cf above start) Plug-Flow detention time= 1,043.7 min calculated for 6.367 af (79% of inflow) Center-of-Mass det. time= 785.9 min ( 1,555.9 - 770.0 ) Volume Invert Avail.Storage Storage Description #1 990.00' 71,781 cf dead storage (Prismatic) Listed below (Recalc) #2 994.00' 300,367 cf Live Storage (Prismatic) Listed below (Recalc) 372,148 cf Total Available Storage Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 990.00 11,995 0 0 991.00 14,498 13,247 13,247 992.00 17,067 15,783 29,029 993.00 19,809 18,438 47,467 994.00 28,819 24,314 71,781 Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 994.00 28,819 0 0 995.00 44,885 36,852 36,852 996.00 47,935 46,410 83,262 998.00 54,222 102,157 185,419 1,000.00 60,726 114,948 300,367 Device Routing Invert Outlet Devices #1 Primary 990.97'12.0" Round Culvert L= 215.5' RCP, rounded edge headwall, Ke= 0.100 Inlet / Outlet Invert= 990.97' / 990.02' S= 0.0044 '/' Cc= 0.900 n= 0.013 Concrete sewer w/manholes & inlets, Flow Area= 0.79 sf #2 Device 1 999.00'5.0' long x 0.5' breadth Broad-Crested Rectangular Weir Head (feet) 0.20 0.40 0.60 0.80 1.00 Coef. (English) 2.80 2.92 3.08 3.30 3.32 #3 Discarded 994.00'0.800 in/hr Exfiltration over Surface area above 994.00' Excluded Surface area = 57,638 sf #4 Device 1 995.00'8.0" Vert. Orifice/Grate C= 0.600 Limited to weir flow at low heads #5 Device 1 996.50'30.0" W x 8.0" H Vert. Orifice/Grate C= 0.600 Limited to weir flow at low heads MSE 24-hr 3 100-Year Rainfall=7.38"PDRN Printed 12/19/2024Prepared by Alliant Engineering, Inc Page 15HydroCAD® 10.20-5c s/n 01427 © 2023 HydroCAD Software Solutions LLC Discarded OutFlow Max=0.53 cfs @ 13.56 hrs HW=998.99' (Free Discharge) 3=Exfiltration (Exfiltration Controls 0.53 cfs) Primary OutFlow Max=6.35 cfs @ 13.56 hrs HW=998.99' TW=0.00' (Dynamic Tailwater) 1=Culvert (Barrel Controls 6.35 cfs @ 8.08 fps) 2=Broad-Crested Rectangular Weir ( Controls 0.00 cfs) 4=Orifice/Grate (Passes < 3.22 cfs potential flow) 5=Orifice/Grate (Passes < 11.78 cfs potential flow) Pond 1P: FILTRATION/POND Inflow Outflow Discarded Primary Hydrograph Time (hours) 600550500450400350300250200150100500Flow (cfs)140 130 120 110 100 90 80 70 60 50 40 30 20 10 0 Inflow Area=16.553 ac Peak Elev=998.99' Storage=312,681 cf 125.95 cfs 6.88 cfs 0.53 cfs6.35 cfs MSE 24-hr 3 100-Year Rainfall=7.38"PDRN Printed 12/19/2024Prepared by Alliant Engineering, Inc Page 16HydroCAD® 10.20-5c s/n 01427 © 2023 HydroCAD Software Solutions LLC Hydrograph for Pond 1P: FILTRATION/POND Time (hours) Inflow (cfs) Storage (cubic-feet) Elevation (feet) Outflow (cfs) Discarded (cfs) Primary (cfs) 0.00 0.00 71,781 994.00 0.00 0.00 0.00 20.00 1.26 217,961 997.26 6.04 0.43 5.61 40.00 0.00 114,278 995.13 0.36 0.30 0.05 60.00 0.00 95,164 994.68 0.20 0.20 0.00 80.00 0.00 83,997 994.38 0.11 0.11 0.00 100.00 0.00 77,915 994.20 0.06 0.06 0.00 120.00 0.00 74,784 994.10 0.03 0.03 0.00 140.00 0.00 73,230 994.05 0.01 0.01 0.00 160.00 0.00 72,475 994.02 0.01 0.01 0.00 180.00 0.00 72,112 994.01 0.00 0.00 0.00 200.00 0.00 71,939 994.01 0.00 0.00 0.00 220.00 0.00 71,856 994.00 0.00 0.00 0.00 240.00 0.00 71,817 994.00 0.00 0.00 0.00 260.00 0.00 71,798 994.00 0.00 0.00 0.00 280.00 0.00 71,789 994.00 0.00 0.00 0.00 300.00 0.00 71,785 994.00 0.00 0.00 0.00 320.00 0.00 71,783 994.00 0.00 0.00 0.00 340.00 0.00 71,782 994.00 0.00 0.00 0.00 360.00 0.00 71,781 994.00 0.00 0.00 0.00 380.00 0.00 71,781 994.00 0.00 0.00 0.00 400.00 0.00 71,781 994.00 0.00 0.00 0.00 420.00 0.00 71,781 994.00 0.00 0.00 0.00 440.00 0.00 71,781 994.00 0.00 0.00 0.00 460.00 0.00 71,781 994.00 0.00 0.00 0.00 480.00 0.00 71,781 994.00 0.00 0.00 0.00 500.00 0.00 71,781 994.00 0.00 0.00 0.00 520.00 0.00 71,781 994.00 0.00 0.00 0.00 540.00 0.00 71,781 994.00 0.00 0.00 0.00 560.00 0.00 71,781 994.00 0.00 0.00 0.00 580.00 0.00 71,781 994.00 0.00 0.00 0.00 600.00 0.00 71,781 994.00 0.00 0.00 0.00 Project Information Calculator Version: Version 4: July 2020 Project Name:Pleasant View Pointe User Name / Company Name: Alliant Engineering Date: 12-19-24 Project Description: Construction Permit?:No Site Information Retention Requirement (inches):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 3.27 3.27 Managed Turf -disturbed, graded for yards or other turf to be mowed/managed 6.58 6.58 Impervious Area (acres) 4.15 Total Area (acres) 14 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 3.27 3.27 Managed Turf -disturbed, graded for yards or other turf to be mowed/managed 6.58 6.58 Impervious Area (acres) 4.15 Total Area (acres) 14 Summary Information Performance Goal Requirement Performance goal volume retention requirement: 15064 ft3 Volume removed by BMPs towards performance goal: 11129 ft³ Percent volume removed towards performance goal 74 % Annual Volume and Pollutant Load Reductions Post development annual runoff volume 12.8966 acre-ft Annual runoff volume removed by BMPs: 3.6448 acre-ft Percent annual runoff volume removed: 28 % Post development annual particulate P load:5.788 lbs Annual particulate P removed by BMPs: 4.557 lbs Post development annual dissolved P load: 4.736 lbs Annual dissolved P removed by BMPs: 1.725 lbs Total P removed by BMPs 6.282 lbs Percent annual total phosphorus removed: 60 % Post development annual TSS load: 1911.8 lbs Annual TSS removed by BMPs:1766.4 lbs Percent annual TSS removed: 92 % BMP Summary Performance Goal Summary BMP Name BMP Volume Capacity (ft3) Volume Recieved (ft3) Volume Retained (ft3) Volume Outflow (ft3) Percent Retained (%) 1 - Bioretention basin (with underdrain)8143 10333 8143 2190 79 1 -Stormwater disconnection (Impervious disconnection)1428 3267 1428 1839 44 South and NE Areas 623 1307 623 684 48 West Disconnected Impervious S4 935 1996 935 1061 47 1 - Constructed stormwater pond 0 10333 0 10333 0 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 (%) 1 - Bioretention basin (with underdrain)0 9.5549 2.8312 6.7237 30 1 -Stormwater disconnection (Impervious disconnection)3.2752 0 0.4198 2.8554 13 South and NE Areas 1.3466 0 0.1703 1.1763 13 West Disconnected Impervious S4 1.5754 0 0.2235 1.3519 14 1 - Constructed stormwater pond 6.6995 2.8554 0 9.5549 0 Particulate Phosphorus Summary BMP Name Load From Direct Watershed (lbs) Load From Upstream BMPs (lbs) Load Retained (lbs) Outflow Load (lbs) Percent Retained (%) 1 - Bioretention basin (with underdrain)0 0.6861 0.5895 0.0966 86 1 -Stormwater disconnection (Impervious disconnection)1.4699 0 0.1884 1.2815 13 South and NE Areas 0.6044 0 0.0764 0.528 13 West Disconnected Impervious S4 0.707 0 0.1003 0.6067 14 1 - Constructed stormwater pond 3.0067 1.2815 3.6021 0.6861 84 Dissolved Phosphorus Summary BMP Name Load From Direct Watershed (lbs) Load From Upstream BMPs (lbs) Load Retained (lbs) Outflow Load (lbs) Percent Retained (%) 1 - Bioretention basin (with underdrain)0 3.2278 1.1456 2.0822 35 1 -Stormwater disconnection (Impervious disconnection)1.2026 0 0.1541 1.0485 13 South and NE Areas 0.4945 0 0.0625 0.432 13 West Disconnected Impervious S4 0.5785 0 0.0821 0.4964 14 1 - Constructed stormwater pond 2.46 1.0485 0.2807 3.2278 8 Total Phosphorus Summary BMP Name Load From Direct Watershed (lbs) Load From Upstream BMPs (lbs) Load Retained (lbs) Outflow Load (lbs) Percent Retained (%) 1 - Bioretention basin (with underdrain)0 3.9139 1.7351 2.1788 60 1 -Stormwater disconnection (Impervious disconnection)2.6725 0 0.3425 2.33 13 South and NE Areas 1.0989 0 0.1389 0.96 13 West Disconnected Impervious S4 1.2855 0 0.1824 1.1031 14 1 - Constructed stormwater pond 5.4667 2.33 3.8828 3.9139 46 TSS Summary BMP Name Load From Direct Watershed (lbs) Load From Upstream BMPs (lbs) Load Retained (lbs) Outflow Load (lbs) Percent Retained (%) 1 - Bioretention basin (with underdrain)0 180.57 155.16 25.4099999999999 86 1 -Stormwater disconnection (Impervious disconnection)485.51 0 350.06 135.45 72 South and NE Areas 199.62 0 143.82 55.8 72 West Disconnected Impervious S4 233.53 0 169.4 64.13 73 1 - Constructed stormwater pond 993.13 135.45 948.01 180.57 84 BMP Schematic OFF-1 OFF-1 S1 S1 S2 S2 1P FILTRATION/POND Routing Diagram for PDRN - NURP - 1 Prepared by Alliant Engineering, Inc, Printed 12/19/2024 HydroCAD® 10.20-5c s/n 01427 © 2023 HydroCAD Software Solutions LLC Subcat Reach Pond Link MSE 24-hr 3 NURP Rainfall=2.50"PDRN - NURP - 1 Printed 12/19/2024Prepared by Alliant Engineering, Inc Page 2HydroCAD® 10.20-5c s/n 01427 © 2023 HydroCAD Software Solutions LLC Summary for Pond 1P: FILTRATION/POND Inflow Area = 13.537 ac, 39.43% Impervious, Inflow Depth = 1.43" for NURP event Inflow = 24.05 cfs @ 12.14 hrs, Volume= 1.608 af Outflow = 0.70 cfs @ 15.14 hrs, Volume= 1.608 af, Atten= 97%, Lag= 180.0 min Discarded = 0.32 cfs @ 15.14 hrs, Volume= 1.337 af Primary = 0.38 cfs @ 15.14 hrs, Volume= 0.271 af Routed to nonexistent node 4L Routing by Dyn-Stor-Ind method, Time Span= 0.00-600.00 hrs, dt= 0.01 hrs Starting Elev= 994.00' Surf.Area= 57,638 sf Storage= 71,781 cf Peak Elev= 995.36' @ 15.14 hrs Surf.Area= 74,789 sf Storage= 124,796 cf (53,015 cf above start) Plug-Flow detention time= (not calculated: initial storage exceeds outflow) Center-of-Mass det. time= 1,730.0 min ( 2,515.9 - 785.9 ) Volume Invert Avail.Storage Storage Description #1 990.00' 71,781 cf dead storage (Prismatic) Listed below (Recalc) #2 994.00' 300,367 cf Live Storage (Prismatic) Listed below (Recalc) 372,148 cf Total Available Storage Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 990.00 11,995 0 0 991.00 14,498 13,247 13,247 992.00 17,067 15,783 29,029 993.00 19,809 18,438 47,467 994.00 28,819 24,314 71,781 Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 994.00 28,819 0 0 995.00 44,885 36,852 36,852 996.00 47,935 46,410 83,262 998.00 54,222 102,157 185,419 1,000.00 60,726 114,948 300,367 Device Routing Invert Outlet Devices #1 Primary 990.97'12.0" Round Culvert L= 215.5' RCP, rounded edge headwall, Ke= 0.100 Inlet / Outlet Invert= 990.97' / 990.02' S= 0.0044 '/' Cc= 0.900 n= 0.013 Concrete sewer w/manholes & inlets, Flow Area= 0.79 sf #2 Device 1 999.00'5.0' long x 0.5' breadth Broad-Crested Rectangular Weir Head (feet) 0.20 0.40 0.60 0.80 1.00 Coef. (English) 2.80 2.92 3.08 3.30 3.32 #3 Discarded 994.00'0.800 in/hr Exfiltration over Surface area above 994.00' Excluded Surface area = 57,638 sf #4 Device 1 995.00'8.0" Vert. Orifice/Grate C= 0.600 Limited to weir flow at low heads #5 Device 1 996.50'30.0" W x 8.0" H Vert. Orifice/Grate C= 0.600 Limited to weir flow at low heads MSE 24-hr 3 NURP Rainfall=2.50"PDRN - NURP - 1 Printed 12/19/2024Prepared by Alliant Engineering, Inc Page 3HydroCAD® 10.20-5c s/n 01427 © 2023 HydroCAD Software Solutions LLC Discarded OutFlow Max=0.32 cfs @ 15.14 hrs HW=995.36' (Free Discharge) 3=Exfiltration (Exfiltration Controls 0.32 cfs) Primary OutFlow Max=0.38 cfs @ 15.14 hrs HW=995.36' (Free Discharge) 1=Culvert (Passes 0.38 cfs of 4.68 cfs potential flow) 2=Broad-Crested Rectangular Weir ( Controls 0.00 cfs) 4=Orifice/Grate (Orifice Controls 0.38 cfs @ 2.03 fps) 5=Orifice/Grate ( Controls 0.00 cfs) MSE 24-hr 3 100-Year Rainfall=7.38"PDRN Printed 12/19/2024Prepared by Alliant Engineering, Inc Page 2HydroCAD® 10.20-5c s/n 01427 © 2023 HydroCAD Software Solutions LLC Stage-Area-Storage for Pond 1P: FILTRATION/POND Elevation (feet) Surface (sq-ft) Storage (cubic-feet) 990.00 11,995 0 990.10 12,245 1,212 990.20 12,496 2,449 990.30 12,746 3,711 990.40 12,996 4,998 990.50 13,247 6,310 990.60 13,497 7,648 990.70 13,747 9,010 990.80 13,997 10,397 990.90 14,248 11,809 991.00 14,498 13,247 991.10 14,755 14,709 991.20 15,012 16,197 991.30 15,269 17,712 991.40 15,526 19,251 991.50 15,783 20,817 991.60 16,039 22,408 991.70 16,296 24,025 991.80 16,553 25,667 991.90 16,810 27,335 992.00 17,067 29,029 992.10 17,341 30,749 992.20 17,615 32,497 992.30 17,890 34,272 992.40 18,164 36,075 992.50 18,438 37,905 992.60 18,712 39,763 992.70 18,986 41,648 992.80 19,261 43,560 992.90 19,535 45,500 993.00 19,809 47,467 993.10 20,710 49,493 993.20 21,611 51,609 993.30 22,512 53,815 993.40 23,413 56,111 993.50 24,314 58,498 993.60 25,215 60,974 993.70 26,116 63,541 993.80 27,017 66,197 993.90 27,918 68,944 994.00 57,638 71,781 994.10 59,245 74,743 994.20 60,851 77,866 994.30 62,458 81,150 994.40 64,064 84,594 994.50 65,671 88,199 994.60 67,278 91,964 994.70 68,884 95,890 994.80 70,491 99,977 994.90 72,097 104,225 995.00 73,704 108,633 995.10 74,009 113,137 Elevation (feet) Surface (sq-ft) Storage (cubic-feet) 995.20 74,314 117,671 995.30 74,619 122,236 995.40 74,924 126,831 995.50 75,229 131,457 995.60 75,534 136,113 995.70 75,839 140,800 995.80 76,144 145,517 995.90 76,449 150,265 996.00 76,754 155,043 996.10 77,068 159,852 996.20 77,383 164,693 996.30 77,697 169,565 996.40 78,011 174,468 996.50 78,326 179,403 996.60 78,640 184,370 996.70 78,954 189,368 996.80 79,269 194,397 996.90 79,583 199,458 997.00 79,898 204,550 997.10 80,212 209,673 997.20 80,526 214,828 997.30 80,841 220,015 997.40 81,155 225,233 997.50 81,469 230,482 997.60 81,784 235,763 997.70 82,098 241,075 997.80 82,412 246,418 997.90 82,727 251,794 998.00 83,041 257,200 998.10 83,366 262,638 998.20 83,691 268,109 998.30 84,017 273,613 998.40 84,342 279,149 998.50 84,667 284,718 998.60 84,992 290,319 998.70 85,317 295,952 998.80 85,643 301,618 998.90 85,968 307,317 999.00 86,293 313,048 999.10 86,618 318,812 999.20 86,943 324,608 999.30 87,269 330,437 999.40 87,594 336,298 999.50 87,919 342,192 999.60 88,244 348,118 999.70 88,569 354,077 999.80 88,895 360,068 999.90 89,220 366,092 1,000.00 89,545 372,148 STORM SEWER DESIGN WORKSHEET - POST-DEVELOPMENT CONDITIONSPROJECT NAME: Pleasant View Pointe ALLIANT ENGINEERING, INC.PROJECT NUMBER: 4000320PREPARED BY: JWREVISION DATE: ``DESIGN STORM FREQUENCY = 10 YEARSIMP RUNOFF INTENSITY P. DIA. P. SLOPE P. TYPE MANNING'S P. CAP. P. VELOCITY PIPE CAP. OVER FROM TO RIM COVER STR. CAST BUILDFROM TO TOTAL IMPERVIOUS INCR. CUM. % C INCR. CUM. PIPE CUM. i INCR. CUM. D [IN] S [FT/FT] n Q [CFS] MAX [FT/S] LENGTH [FT] Q [CFS] INVERT INVERT ELEV [FT] TYPE TYPE[FT]PE 103 OCS 102 0.00 0.00 12 0.0044 RCP 0.013 2.36 3.01 41.5 2.363 991.00 993.00OCS 102 MH 101 0.00 0.00 12 0.0044 RCP 0.013 2.36 3.01 135.6 2.363 990.97 990.37 1000.00 7.83 60" OCS 9.03MH 101 FES 100 0.00 0.00 12 0.0044 RCP 0.013 2.36 3.01 79.8 2.363 990.37 990.02 1000.43 8.86 48" R-1642 10.06FES 100 OFFSITE 0.00 0.001215" FESCB 208CBMH 206 42010 27504 0.96 0.96 0.65 0.66 0.63 0.63 10.0 10.0 5.04 3.20 3.20 12 0.0090 RCP 0.013 3.38 4.30 31.0 0.1821019.081018.80 1023.28 3.00 2'x3' R-3067-V 4.20CB 207CBMH 206 38707 10570 0.89 0.89 0.27 0.39 0.35 0.35 10.0 10.0 5.04 1.75 1.75 12 0.0044 HDPE 0.013 2.36 3.01 163.6 0.6121012.801012.08 1016.50 2.50 27" R-4342 3.70CBMH 206 CBMH 204 40663 19803 0.93 2.79 0.49 0.54 0.50 1.49 0.9 10.9 4.90 2.47 7.29 15 0.0130 RCP 0.013 7.37 6.00 112.3 0.075 1011.83 1010.37 1023.27 3.27 48" R-3067-V 11.44CB 205CBMH 204 10763 2804 0.25 0.25 0.26 0.38 0.09 0.09 10.0 10.0 5.04 0.48 0.48 12 0.0060 HDPE 0.013 2.76 3.51 149.0 2.2841013.801012.91 1017.50 2.50 27" R-4342 3.70CBMH 204 CBMH 203 10891 4601 0.25 3.28 0.42 0.50 0.12 1.71 0.3 11.22 4.86 0.60 8.29 15 0.0450 RCP 0.013 13.70 11.17 118.6 5.418 1010.12 1004.78 1017.11 3.00 48" R-3067-V 6.99CBMH 203 CBMH 202 17485 616 0.40 3.69 0.04 0.22 0.09 1.80 0.2 11.4 4.83 0.44 8.68 15 0.0190 RCP 0.013 8.90 7.26 94.7 0.225 1004.78 1002.98 1009.25 3.02 48" R-3067-V 8.474 FT SUMPCBMH 202CBMH 201 8171 2898 0.19 3.87 0.35 0.45 0.08 1.88 0.2 11.6 4.80 0.40 9.03 15 0.0420 RCP 0.013 13.24 10.79177.24.208 1002.98 995.54 1011.40 6.97 48" R-4342 8.42CBMH 201 FES 2000 0 0.00 3.87 0.00 0.20 0.00 1.88 0.3 11.9 4.77 0.00 8.96 18 0.0090 RCP 0.013 9.97 5.6417.81.004 994.16 994.00 1000.00 3.01 48" R-4342 5.84FES 200 POND3.87 1.88994.0018" FESCB 302CBMH 301 43013 16689 0.99 0.99 0.39 0.47 0.47 0.47 10.0 10.0 5.04 2.35 2.35 12 0.0080 RCP 0.013 3.19 4.0631.00.841994.94994.69 999.14 3.00 2'x3' R-3067-V 4.20CBMH 301 FES 30029535 15718 0.68 1.67 0.53 0.57 0.39 0.85 0.1 10.1 5.02 1.95 4.28 15 0.0067 RCP 0.013 5.29 4.31104.31.003 994.69 994.00 999.14 3.00 48" R-3067-V 8.454 FT SUMPFES 300 POND1.67 0.85994.0015" FES CBMH 401 FES 400 12 0.0044 RCP 0.013 27.2 994.12 994.00 997.80 2.48 48" R-4342 7.684 FT SUMP994.00CB 501EX MH 2 12 0.0044 RCP 0.013 27.3 1009.29 1009.17 1012.90 2.41 2'x3' R-3501 3.61EX MH 1 FES 500 18 0.0044 RCP 0.013 109.1 994.48 994.00 1000.81994.00IDF Curve Carver County 10-yr i = -1.567ln(x) + 8.6456Q [CFS]MH/CB AREA [AC] TIME OF CONC. [MIN]AREA [SF] A*C EXPAND AND RESHAPE EXISTING POND 1 23 4 6 7 8 9 10 11 1213 14 15 16 17 18 19 5 1000' Shoreland Bndy 20078 sf 19452 sf 19130 sf 19462 sf ST-1ST-2 ST-5 ST-4 ST-3 ST-6 ST-7 ST-8POWERS BOULEVARDPLEASANTVI E W R O A D LAKE LUCY ROAD TROENDLE CIRCLENEZ PERCE DRIVEVINELAND COURT F:\2024\B2405314\CAD\B2405314.dwg,Geotech,7/1/2024 11:21:48 AMbraunintertec.com 952.995.2000 Minneapolis, MN 55438 11001 Hampshire Avenue S Project No: B2405314 Drawn By: Date Drawn: Checked By: Last Modified:6/14/24 Drawing No: Project Information Drawing Information B2405314 JAG 6/12/24 JLW Pleasant View Pointe Development 6535 Peaceful Lane Chanhassen, Minnesota Soil Boring Location SketchN DENOTES APPROXIMATE LOCATION OF STANDARD PENETRATION TEST BORING 0 SCALE:1"= 150' 150'75' Elev./ Depth ft 1007.3 1.0 1004.3 4.0 993.8 14.5 WaterLevelDescription of Materials (Soil-ASTM D2488 or 2487; Rock-USACE EM 1110-1-2908) CLAYEY SAND (SC), trace roots, dark brown, moist (TOPSOIL) LEAN CLAY (CL), brownish gray, moist, soft, rust staining (ALLUVIUM) CLAYEY SAND (SC), contains lenses of Poorly Graded Sand with Silt, trace Gravel, brown, moist, stiff to very stiff (GLACIAL TILL) END OF BORING Boring then backfilled with bentonite chips 5 10 15 20 25 30 SampleBlows (N-Value) Recovery 3-1-3 (4) 18" 3-8-5 (13) 18" 3-5-6 (11) 18" 3-4-8 (12) 18" 5-8-12-14 (20) 16" qₚ tsf MC % 25 Tests or Remarks Water not observed while drilling. LOG OF BORING See Descriptive Terminology sheet for explanation of abbreviations Project Number B2405314 Geotechnical Evaluation Pleasant View Pointe Development 6535 Peaceful Lane Chanhassen, Minnesota BORING:ST-1 LOCATION: Captured with RTK GPS. DATUM:NAD 1983 HARN Adj MN Carver (US Feet) NORTHING:190270.2 EASTING:557415.4 DRILLER:M Barber/C McClain LOGGED BY:J Carlson START DATE:06/20/24 END DATE:06/20/24 SURFACE ELEVATION:1008.3 ft RIG:GP-1 METHOD:3 1/4" HSA SURFACING:Grass WEATHER:Cloudy, 60°F B2405314 Braun Intertec Corporation Print Date:12/05/2024 ST-1 page 1 of 1DRAFT Elev./ Depth ft 1005.1 0.7 991.3 14.5 WaterLevelDescription of Materials (Soil-ASTM D2488 or 2487; Rock-USACE EM 1110-1-2908) SANDY LEAN CLAY (CL), trace roots, dark brown, moist (TOPSOIL) CLAYEY SAND (SC), trace Gravel, brown to grayish brown, moist, stiff, rust staining (GLACIAL TILL) END OF BORING Boring then backfilled with bentonite chips 5 10 15 20 25 30 SampleBlows (N-Value) Recovery 2-6-6 (12) 16" 4-7-7 (14) 16" 3-5-5 (10) 18" 3-5-8 (13) 15" 4-6-8-8 (14) 14" qₚ tsf MC % 18 Tests or Remarks Water not observed while drilling. LOG OF BORING See Descriptive Terminology sheet for explanation of abbreviations Project Number B2405314 Geotechnical Evaluation Pleasant View Pointe Development 6535 Peaceful Lane Chanhassen, Minnesota BORING:ST-2 LOCATION: Captured with RTK GPS. DATUM:NAD 1983 HARN Adj MN Carver (US Feet) NORTHING:190272.8 EASTING:557267.9 DRILLER:M Barber/C McClain LOGGED BY:J Carlson START DATE:06/20/24 END DATE:06/20/24 SURFACE ELEVATION:1005.8 ft RIG:GP-1 METHOD:3 1/4" HSA SURFACING:Grass WEATHER:Cloudy, 60°F B2405314 Braun Intertec Corporation Print Date:12/05/2024 ST-2 page 1 of 1DRAFT Elev./ Depth ft 995.0 0.4 993.4 2.0 991.4 4.0 986.4 9.0 975.4 20.0 WaterLevelDescription of Materials (Soil-ASTM D2488 or 2487; Rock-USACE EM 1110-1-2908) SANDY LEAN CLAY (CL), trace roots, dark brown, moist (TOPSOIL FILL) FILL: CLAYEY SAND (SC), brown, moist ORGANIC SILT (OH), trace fibers, black, moist (SWAMP DEPOSIT) CLAYEY SAND (SC), trace Gravel, trace fibers, gray and brown, moist, very soft to soft (ALLUVIUM) CLAYEY SAND (SC), trace Gravel, gray and brown to gray, moist, medium to stiff (GLACIAL TILL) END OF BORING Boring then backfilled with bentonite chips 5 10 15 20 25 30 SampleBlows (N-Value) Recovery 0-2-3 (5) 18" 0-0-0 WOH/18" 18" 0-1-2 (3) 18" 1-3-3 (6) 18" 1-3-4 (7) 18" 3-5-7 (12) 18" 3-5-7 (12) 18" qₚ tsf MC % 20 Tests or Remarks Water not observed while drilling. LOG OF BORING See Descriptive Terminology sheet for explanation of abbreviations Project Number B2405314 Geotechnical Evaluation Pleasant View Pointe Development 6535 Peaceful Lane Chanhassen, Minnesota BORING:ST-3 LOCATION: Captured with RTK GPS. DATUM:NAD 1983 HARN Adj MN Carver (US Feet) NORTHING:190105.1 EASTING:557074.6 DRILLER:M Barber/C McClain LOGGED BY:J Carlson START DATE:06/20/24 END DATE:06/20/24 SURFACE ELEVATION:995.4 ft RIG:GP-1 METHOD:3 1/4" HSA SURFACING:Grass WEATHER:Cloudy, 60°F B2405314 Braun Intertec Corporation Print Date:12/05/2024 ST-3 page 1 of 1DRAFT Elev./ Depth ft 994.9 1.3 990.2 6.0 982.2 14.0 976.2 20.0 WaterLevelDescription of Materials (Soil-ASTM D2488 or 2487; Rock-USACE EM 1110-1-2908) CLAYEY SAND (SC), trace roots, dark brown, moist (TOPSOIL) ORGANIC SILT (OH), trace fibers, black, moist (SWAMP DEPOSIT) CLAYEY SAND (SC), trace Gravel, brownish gray, moist, very soft to medium (ALLUVIUM) CLAYEY SAND (SC), contains lenses of Poorly Graded Sand, trace Gravel, gray, moist, soft to stiff (GLACIAL TILL) END OF BORING Boring then backfilled with bentonite chips 5 10 15 20 25 30 SampleBlows (N-Value) Recovery 0-1-2 (3) 18" 0-3-2 (5) 18" 0-0-0 WOH/18" 16" 0-0-0 WOH/18" 18" 0-2-3 (5) 18" 0-1-3 (4) 18" 1-4-6 (10) 18" qₚ tsf MC % 23 Tests or Remarks Water not observed while drilling. LOG OF BORING See Descriptive Terminology sheet for explanation of abbreviations Project Number B2405314 Geotechnical Evaluation Pleasant View Pointe Development 6535 Peaceful Lane Chanhassen, Minnesota BORING:ST-4 LOCATION: Captured with RTK GPS. DATUM:NAD 1983 HARN Adj MN Carver (US Feet) NORTHING:190107.0 EASTING:556957.4 DRILLER:M Barber/C McClain LOGGED BY:J Carlson START DATE:06/20/24 END DATE:06/20/24 SURFACE ELEVATION:996.2 ft RIG:GP-1 METHOD:3 1/4" HSA SURFACING:Grass WEATHER:Cloudy, 60°F B2405314 Braun Intertec Corporation Print Date:12/05/2024 ST-4 page 1 of 1DRAFT Elev./ Depth ft 1008.9 0.5 989.4 20.0 WaterLevelDescription of Materials (Soil-ASTM D2488 or 2487; Rock-USACE EM 1110-1-2908) SILTY SAND (SM), fine-grained, trace roots, dark brown, moist (TOPSOIL) CLAYEY SAND (SC), contains lenses and seams of Poorly Graded Sand, trace Gravel, brown to grayish brown, moist, soft to stiff (GLACIAL TILL) END OF BORING Boring then backfilled with bentonite chips 5 10 15 20 25 30 SampleBlows (N-Value) Recovery 0-2-2 (4) 18" 0-0-0 WOH/18" 18" 3-4-5 (9) 18" 3-3-4 (7) 18" 3-4-6 (10) 18" 3-5-6 (11) 18" 4-5-6 (11) 18" qₚ tsf MC % 27 20 Tests or Remarks Water observed at 10.5 feet while drilling. Water observed at 17.5 feet at end of drilling. LOG OF BORING See Descriptive Terminology sheet for explanation of abbreviations Project Number B2405314 Geotechnical Evaluation Pleasant View Pointe Development 6535 Peaceful Lane Chanhassen, Minnesota BORING:ST-5 LOCATION: Captured with RTK GPS. DATUM:NAD 1983 HARN Adj MN Carver (US Feet) NORTHING:189997.3 EASTING:556926.7 DRILLER:M Barber/C McClain LOGGED BY:J Carlson START DATE:06/20/24 END DATE:06/20/24 SURFACE ELEVATION:1009.4 ft RIG:GP-1 METHOD:3 1/4" HSA SURFACING:Weed WEATHER:Cloudy, 60°F B2405314 Braun Intertec Corporation Print Date:12/05/2024 ST-5 page 1 of 1DRAFT Elev./ Depth ft 1020.8 0.4 1006.7 14.5 WaterLevelDescription of Materials (Soil-ASTM D2488 or 2487; Rock-USACE EM 1110-1-2908) CLAYEY SAND (SC), trace roots, dark brown, moist (TOPSOIL) CLAYEY SAND (SC), contains lenses of Poorly Graded Sand, trace Gravel, brown and gray, moist, medium to stiff (GLACIAL TILL) END OF BORING Boring then backfilled with bentonite chips 5 10 15 20 25 30 SampleBlows (N-Value) Recovery 0-2-3 (5) 18" 2-4-6 (10) 18" 3-4-6 (10) 18" 4-6-10 (16) 18" 6-14-14 (28) 18" qₚ tsf MC % 17 Tests or Remarks Water not observed while drilling. LOG OF BORING See Descriptive Terminology sheet for explanation of abbreviations Project Number B2405314 Geotechnical Evaluation Pleasant View Pointe Development 6535 Peaceful Lane Chanhassen, Minnesota BORING:ST-6 LOCATION: Captured with RTK GPS. DATUM:NAD 1983 HARN Adj MN Carver (US Feet) NORTHING:189725.8 EASTING:557003.4 DRILLER:M Barber/C McClain LOGGED BY:J Carlson START DATE:06/20/24 END DATE:06/20/24 SURFACE ELEVATION:1021.2 ft RIG:GP-1 METHOD:3 1/4" HSA SURFACING:Grass WEATHER:Cloudy, 60°F B2405314 Braun Intertec Corporation Print Date:12/05/2024 ST-6 page 1 of 1DRAFT Elev./ Depth ft 1024.7 0.8 1011.1 14.5 WaterLevelDescription of Materials (Soil-ASTM D2488 or 2487; Rock-USACE EM 1110-1-2908) CLAYEY SAND (SC), trace roots, dark brown, moist (TOPSOIL) CLAYEY SAND (SC), contains lenses of Poorly Graded Sand, trace Gravel, brown and gray to brown, moist, medium to very stiff (GLACIAL TILL) END OF BORING Boring then backfilled with bentonite chips 5 10 15 20 25 30 SampleBlows (N-Value) Recovery 1-2-3 (5) 7" 0-3-4 (7) 18" 2-4-5 (9) 18" 1-4-5 (9) 18" 8-9-11-11 (20) 24" qₚ tsf MC % 20 Tests or Remarks Water not observed while drilling. LOG OF BORING See Descriptive Terminology sheet for explanation of abbreviations Project Number B2405314 Geotechnical Evaluation Pleasant View Pointe Development 6535 Peaceful Lane Chanhassen, Minnesota BORING:ST-7 LOCATION: Captured with RTK GPS. DATUM:NAD 1983 HARN Adj MN Carver (US Feet) NORTHING:189625.4 EASTING:556911.9 DRILLER:M Barber/C McClain LOGGED BY:J Carlson START DATE:06/20/24 END DATE:06/20/24 SURFACE ELEVATION:1025.6 ft RIG:GP-1 METHOD:3 1/4" HSA SURFACING:Grass WEATHER:Cloudy, 60°F B2405314 Braun Intertec Corporation Print Date:12/05/2024 ST-7 page 1 of 1DRAFT Elev./ Depth ft 1022.1 1.2 1019.3 4.0 1014.3 9.0 1008.8 14.5 WaterLevelDescription of Materials (Soil-ASTM D2488 or 2487; Rock-USACE EM 1110-1-2908) CLAYEY SAND (SC), trace roots, dark brown, moist (TOPSOIL) SANDY LEAN CLAY (CL), brown, moist, medium, rust staining (ALLUVIUM) SANDY LEAN CLAY (CL), trace Gravel, brown, moist, medium to stiff (GLACIAL TILL) CLAYEY SAND (SC), trace Gravel, brown, moist, stiff to very stiff (GLACIAL TILL) END OF BORING Boring then backfilled with bentonite chips 5 10 15 20 25 30 SampleBlows (N-Value) Recovery 1-2-3 (5) 18" 2-2-4 (6) 18" 3-4-5 (9) 18" 4-5-8 (13) 18" 4-7-14 (21) 18" qₚ tsf MC % 18 Tests or Remarks Water not observed while drilling. LOG OF BORING See Descriptive Terminology sheet for explanation of abbreviations Project Number B2405314 Geotechnical Evaluation Pleasant View Pointe Development 6535 Peaceful Lane Chanhassen, Minnesota BORING:ST-8 LOCATION: Captured with RTK GPS. DATUM:NAD 1983 HARN Adj MN Carver (US Feet) NORTHING:189356.8 EASTING:556921.9 DRILLER:M Barber/C McClain LOGGED BY:J Carlson START DATE:06/20/24 END DATE:06/20/24 SURFACE ELEVATION:1023.3 ft RIG:GP-1 METHOD:3 1/4" HSA SURFACING:Grass WEATHER:Cloudy, 60°F B2405314 Braun Intertec Corporation Print Date:12/05/2024 ST-8 page 1 of 1DRAFT Descriptive Terminology of Soil Based on Standards ASTM D2487/2488 (Unified Soil Classification System) Group  Symbol Group NameB  Cu ≥ 4 and 1 ≤ Cc ≤ 3D GW  Well‐graded gravelE  Cu < 4 and/or (Cc < 1 or Cc > 3)D GP  Poorly graded gravelE  Fines classify as ML or MH GM  Silty gravelE F G  Fines Classify as CL or CH GC  Clayey gravelE F G  Cu ≥ 6 and 1 ≤ Cc ≤ 3D SW  Well‐graded sandI  Cu < 6 and/or (Cc < 1 or Cc > 3)D SP  Poorly graded sandI  Fines classify as ML or MH SM  Silty sandF G I  Fines classify as CL or CH SC  Clayey sandF G I CL  Lean clayK L M  PI < 4 or plots below "A" lineJ ML  SiltK L M Organic OL CH  Fat clayK L M MH  Elastic siltK L M Organic OH PT  Peat Highly Organic Soils Silts and Clays  (Liquid limit less than  50) Silts and Clays  (Liquid limit 50 or  more) Primarily organic matter, dark in color, and organic odor Inorganic Inorganic  PI > 7 and plots on or above "A" lineJ  PI plots on or above "A" line  PI plots below "A" line Criteria for Assigning Group Symbols and  Group Names Using Laboratory TestsA Soil Classification Coarse‐grained Soils (more than 50% retained on      No. 200 sieve)Fine‐grained Soils (50% or more passes the         No. 200 sieve) Sands  (50% or more coarse  fraction passes No. 4  sieve) Clean Gravels (Less than 5% finesC) Gravels with Fines  (More than 12% finesC)  Clean Sands  (Less than 5% finesH) Sands with Fines  (More than 12% finesH) Gravels  (More than 50% of  coarse fraction  retained on No. 4  sieve) Liquid Limit − oven dried Liquid Limit − not dried    <0.75 Organic clay K L M N Organic silt K L M O    Liquid Limit − oven dried Liquid Limit − not dried    <0.75 Organic clay K L M P Organic silt K L M Q    ParticleSize Identification Boulders.............. over 12"   Cobbles................ 3" to 12" Gravel Coarse............. 3/4" to 3" (19.00 mm to 75.00 mm) Fine................. No. 4 to 3/4" (4.75 mm to 19.00 mm) Sand Coarse.............. No. 10 to No. 4 (2.00 mm to 4.75 mm) Medium........... No. 40 to No. 10 (0.425 mm to 2.00 mm)  Fine.................. No. 200 to No. 40 (0.075 mm to 0.425 mm) Silt........................ No. 200 (0.075 mm) to .005 mm Clay...................... < .005 mm Relative ProportionsL, M trace............................. 0 to 5% little.............................. 6 to 14% with.............................. ≥ 15% Inclusion Thicknesses lens............................... 0 to 1/8" seam............................. 1/8" to 1" layer.............................. over 1"   Apparent Relative Density of Cohesionless Soils Very loose ..................... 0 to 4 BPF Loose ............................ 5 to 10 BPF Medium dense.............. 11 to 30 BPF Dense............................ 31 to 50 BPF Very dense.................... over 50 BPF A. Based on the material passing the 3‐inch (75‐mm) sieve.  B. If field sample contained cobbles or boulders, or both, add "with cobbles or boulders,   or both" to group name. C. Gravels with 5 to 12% fines require dual symbols: GW‐GM well‐graded gravel with silt GW‐GC  well‐graded gravel with clay GP‐GM poorly graded gravel with silt GP‐GC poorly graded gravel with clay  D. Cu = D60 / D10 Cc =  𝐷30 2 /  ሺ𝐷10 𝑥 𝐷60)  E. If soil contains ≥ 15% sand, add "with sand" to group name.   F. If fines classify as CL‐ML, use dual symbol GC‐GM or SC‐SM. G. If fines are organic, add "with organic fines" to group name.  H. Sands with 5 to 12% fines require dual symbols: SW‐SM well‐graded sand with silt SW‐SC well‐graded sand with clay SP‐SM poorly graded sand with silt  SP‐SC poorly graded sand with clay I. If soil contains ≥ 15% gravel, add "with gravel" to group name.  J. If Atterberg limits plot in hatched area, soil is CL‐ML, silty clay.  K. If soil contains 15 to < 30% plus No. 200, add "with sand" or "with gravel", whichever is  predominant.  L. If soil contains ≥ 30% plus No. 200, predominantly sand, add “sandy” to group name. M. If soil contains ≥ 30% plus No. 200 predominantly gravel, add “gravelly” to group name. N. PI ≥ 4 and plots on or above “A” line. O. PI < 4 or plots below “A” line. P. PI plots on or above “A” line. Q. PI plots below “A” line. Laboratory Tests DD Dry density,pcf qp Pocket penetrometer strength, tsf WD Wet density, pcf qU Unconfined compression test, tsf P200 % Passing #200 sieve LL Liquid limit MC Moisture content, %PL Plastic limit  OC Organic content, %PI Plasticity index  Consistency of Blows             Approximate Unconfined  Cohesive Soils             Per Foot            Compressive Strength Very soft................... 0 to 1 BPF................... < 0.25 tsf Soft........................... 2 to 4 BPF................... 0.25 to 0.5 tsf Medium.................... 5to 8 BPF .................. 0.5 to 1 tsf Stiff........................... 9 to 15 BPF................. 1 to 2 tsf Very Stiff................... 16 to 30 BPF............... 2 to 4 tsf Hard.......................... over 30 BPF................ > 4 tsf Drilling Notes: Blows/N‐value:  Blows indicatethe driving resistance recorded  for each 6‐inch interval. The reported N‐value is the blows per  foot recorded by summing the second and third interval in  accordance with the Standard Penetration Test, ASTM D1586. PartialPenetration:If the sampler could not be driven  through a full 6‐inch interval, the number of blows for that  partial penetration is shown as #/x" (i.e. 50/2"). The N‐value is  reported as "REF" indicating refusal. Recovery:  Indicates the inches of sample recovered from the  sampled interval. For a standard penetration test, full recovery  is 18", and is 24" for a thinwall/shelby tube sample. WOH:  Indicates the sampler penetrated soil under weight of  hammer and rods alone; driving not required.   WOR: Indicates the sampler penetrated soil under weight of  rods alone; hammer weight and driving not required.  Water Level: Indicates the water level measured by the  drillers either while drilling (       ), at the end of drilling (       ),  or at some time after drilling (        ).   Moisture Content: Dry:Absence of moisture, dusty, dry to the touch. Moist:  Damp but no visible water. Wet:  Visible free water, usually soil is below water table.  5/2021