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Eagle Bluff - SWMP 8-2-21
EEaaggllee BBlluuffff Storm Water Management Study Chanhassen, MN Prepared For: SCHUTROP BUILDING & DEVELOPMENT CORPORATION 540 Lakota Lane Chanhassen, MN 55318 Prepared By: Alliant Engineering, Inc. 733 Marquette Ave, Suite 700 Minneapolis, MN 55402 June 18, 2021 August 2, 2021 Eagle Bluff _ Stormwater Management Study July 30th, 2021 Alliant Engineering, Inc. Page 1 of 7 21-0104 Introduction Included in this report are the materials necessary for review of the proposed stormwater management plan for Eagle Bluff residential lot split in Chanhassen, Minnesota. This stormwater management plan was designed to meet the rules established by the City of Chanhassen and Riley Purgatory Bluff Creek Watershed District. Background This hydrologic study was conducted to analyze the stormwater treatment requirements for the proposed Eagle Bluff development in Chanhassen, Minnesota. The goal of the study is to design stormwater treatment facilities that can handle the increased impervious cover resulting from the new development. This study compares the following two scenarios: • Existing conditions – Wooded with single family residential home. • Proposed conditions –Low Density Single Family - Lot Split The area used for modeling stormwater management is 4.293 acres has an existing single-family home and garden area. Project Area Total Site Area based on boundary (acres) 4.10 Total SWMP Area including Offsite Area (acres) 4.293 Existing Site Impervious (acres) 0.2161 Post Construction Site Impervious (acres) 0.3697 New (Increase) in Site Impervious Area (acres) 0.1536 Undisturbed offsite Impervious (acres) 0.0221 Total Disturbed Area (acres) 0.5415 The proposed development includes a total of 2 single family lots. There is currently an existing single family home. One new single family home is proposed. The property currently contains topography varying in elevation from 926 ft (high point driveway entrance) to 878 ft (Wetland 2). Please refer to the preliminary/final plat submittal plan documents for additional design information on the proposed development. The stormwater management plan for proposed site conditions will meet the guidelines set forth by the City of Chanhassen and RPBCWD regarding stormwater discharge rate control, water quality, and volume abstraction. The plan will also meet rules for erosion and sediment control. The following criterion was used in designing the stormwater management system: Rate Control: • Post-development peak runoff rates from the site for the 2, 10, 100-yr, 10 day-100 yr Snowmelt MSE 3 24-hr storm events must not be greater than the existing condition rates. Eagle Bluff _ Stormwater Management Study July 30th, 2021 Alliant Engineering, Inc. Page 2 of 7 21-0104 • Modeled using separate runoff for each CN per city rules Water Quality: • If the project conforms to the 1.1 inch rule there is no further pollutant removal requirement Infiltration/Volume Control: • Infiltration of stormwater is required for a volume that is equal to or greater than 1.1 inches of runoff from the new impervious area created by the development. • Infiltration should occur within 48 hours or less. Wetland Protection: • Proposed discharge to wetland should not alter the bounce in water level. • Discharge to Wetland must meet volume control rule. Runoff Rate Control All rate control calculations have been performed using the SCS method via HydroCAD software. HydroCAD curve numbers were used for all calculations. Three events were modeled including: the 2- year, 10-year and 100-year, 10 day-100 yr Snowmelt event, MSE 3 24-hour storm events with ATLAS-14 precipitation amounts of 2.87, 4.26, 7.38, and 7.20 inches used, respectively. The analysis demonstrates that the proposed peak rates of runoff from the site are equal or less than the pre-development rates for all modeled events. Existing Conditions The existing project area includes a total on-site impervious surface area of 0.2161 acres The site currently consists of primarily open space with a single family home, forested areas, and open space. Soil types were determined from the Web Soil Survey (map and soil types attached) and Foxwood development Geotechnical repot. Based on given information the site was modeled in HydroCAD with generally B and C soils. Curve numbers were approximated based on land cover types from aerial photos. Offsite drainage flows through the site due to being downstream of higher ground. Offsite area was included in the design to ensure correct water levels in existing and preserved wetlands. To compare peak discharge rates and volumes for the existing and proposed conditions, flows were analyzed at 2 discharge locations. One location is directly to Wetland 1 and the other is to the Wetland 2. The discharge locations will be used separately to compare peak runoff rates as the model shows Wetland 1 does not discharge to Wetland 2. The EOF for Wetland 1 is 916.37 and the 100 year HWL is 914.65. A portion of the North side of the site discharges to CSAH 101 and ultimately discharges to Wetland 2. This north portion of the site is not disturbed and does not change from existing. Refer to existing conditions drainage map and HydroCAD results for additional information and calculations. Eagle Bluff _ Stormwater Management Study July 30th, 2021 Alliant Engineering, Inc. Page 3 of 7 21-0104 Pre-Development Runoff Rates as calculated by HydroCAD: Rainfall Event Wetland 1 Wetland 2 [cfs] [cfs] 2-year (2.87”) 2.23 6.75 10-year (4.26”) 4.56 12.25 100-year (7.38”) 13.08 25.81 10 day-100 yr Snowmelt 0.30 0.52 Proposed Conditions The proposed development will disturb 0.5415 acres and includes a total on-site impervious surface area and offsite disturbed or new impervious of 0.3697 acres. The proposed development will use one infiltration basin and one filtration trench to provide water quality, rate control, and volume abstraction for the development. These best management practices (BMP) are the best option suitable for site conditions. Lot 2 on the property is showing a sample footprint. The footprint is subject to change with the sale of lot 2. The infiltration basin and impervious areas are based on the sample home footprint. As the sample footprint is subject to change, so is the amount of impervious. The impervious runoff from the back of the home is to be collected by pipe and directed to the front infiltration basin. The location, positioning of the house and storm collection pipe is subject to move with the final design of the home footprint. Rate Control The proposed stormwater management plan decreases the total peak discharge rates to at or below existing conditions for all modeled events. Refer to proposed conditions drainage map and HydroCAD results for additional information and calculations. Post-Development Runoff Rates as calculated by HydroCAD: Rainfall Event Wetland 1 Wetland 2 [cfs] [cfs] 2-year (2.87”) 1.56 6.64 10-year (4.26”) 3.14 12.03 100-year (7.38”) 13.00 25.19 10 day-100 yr Snowmelt 0.27 0.50 See preliminary/final plat plans for EOF info and HWL’s. Stormwater Volume Abstraction Volume Required Eagle Bluff _ Stormwater Management Study July 30th, 2021 Alliant Engineering, Inc. Page 4 of 7 21-0104 Because the project increases the overall site impervious area by more than 50%, the total volume required must be a 1.1” abstraction of the entire site impervious area, per RPBCWD rules. Parcel impervious = 16103 SF (0.3325 acres) Required Abstraction for development: 1.1 𝑖𝑛 (𝑎𝑎𝑟𝑟𝑟𝑎𝑎𝑟𝑖𝑛𝑛)∗1 𝑓𝑡 12 𝑖𝑛∗(16,103 𝑟𝑓)=1,476 𝒂𝒂 The back half of the existing home cannot be captured and treated by Infiltration basin 1. An infiltration trench will treat the back half of lot 1 home. This equates to 2335 Sf. The abstraction volume has been split up between the two infiltration basins. See below the basin and trench abstraction treatment volumes. Volume Provided/Water Quality Infiltration Basin Infiltration has been assumed feasible with the Web Soil Survey results and 1 Infiltrometer test completed. The infiltrometer test for showed an infiltration rate of 0.65 in/hour. The web soil survey and show consistent B to C type soils on site. Per RPBCWD rules a soil boring in the location of the infiltration test and Geotechnical analysis will be completed and results provided when available. The infiltration basin is located South of wetland 1. The basin has been sized for the current sample footprint shown in the plans. The size and shape of the basin may be adjusted at the time of construction for a different sized house footprint. Being conservative, the basin was modeled at infiltration rate of 0.4 in/hr. This is 60% of the 0.65 in/h in the infiltrometer test. The volume provided exceeds the required volume of 1.1 inches over all site impervious. The water quality subsequently has also been provided for with the 1.1 inch from regulated impervious. Refer to the HydroCAD results and plans for more details on the infiltration basin. The required drawdown time of the infiltration basin is 48 hours. The proposed basin is 1.5 feet deep (18 inches). With the infiltration rate of 0.4 in/hr, the pond will draw down in 45 hours. The calculation is shown below. The maximum depth of a basin with an infiltration rate of 0.4 in/hr would be 19.2 in. Infiltration Basin 1 Volume Summary Basin Volume Required Volume Provided Depth Infiltration Rate Drawdown Time IB-1 1,262 CF 1549 CF 1.5 ft (18 in) 0.4 in/hr 45 hrs 𝑷𝒓𝒍𝒍𝒍𝒓𝒂𝒂 𝑫𝒓𝒂𝒘 𝑫𝒍𝒘𝒍 𝒂𝒍𝒍𝒍𝒓𝒓𝒂𝒓𝒉𝒍𝒍. 𝟎𝟖 𝒉𝒍 ÷ 𝟎.𝟎𝒉𝒍 𝒉𝒓 =𝟎𝟎 𝒉𝒓 𝑴𝒂𝒘𝒉𝒍𝒓𝒍 𝑫𝒂𝒍𝒓𝒉 𝒍𝒂 𝒂𝒂𝒓𝒉𝒍 𝒘𝒉𝒓𝒉 𝟎.𝟎𝒉𝒍 𝒉𝒓 𝒉𝒍𝒂𝒉𝒍𝒓𝒓𝒂𝒓𝒉𝒍𝒍 𝒓𝒂𝒓𝒂 𝟎𝟖 𝒉𝒓𝒓 ÷ 𝟎.𝟎𝒉𝒍 𝒉𝒓 =𝟎𝟖.𝟎 𝒉𝒍 Volume Provided/Water Quality Infiltration Trench Infiltration has been assumed feasible with Web Soil Survey results. A infiltrometer test and soil boring have been ordered for the Infiltration trench. The results will be provided at the time of completion. The web soil survey shows consistent B to C type soils on site. Infiltration for this trench has been assumed Eagle Bluff _ Stormwater Management Study July 30th, 2021 Alliant Engineering, Inc. Page 5 of 7 21-0104 to be 0.3 in/hr. The volume provided meets the required volume of 1.1 inches over impervious directed at this trench. This trench will be receiving impervious water from the back half of lot 1 only. The trench will be 2.1’ wide x 1.2’ deep x 85’ long. The trench will consist of 6” of clean sand and 6” of topsoil with 5% organic material Per RPBCWD rules. Trench Volume Required Volume Provided Depth Infiltration Rate Drawdown Time IT-1 214 CF 214 CF 1.2 ft (14.4 in) 0.3 in/hr 48 hrs 𝑷𝒓𝒍𝒍𝒍𝒓𝒂𝒂 𝑫𝒓𝒂𝒘 𝑫𝒍𝒘𝒍 𝒂𝒍𝒍𝒍𝒓𝒓𝒂𝒓𝒉𝒍𝒍. 𝟎𝟎.𝟎 𝒉𝒍 ÷ 𝟎.𝟎𝒉𝒍 𝒉𝒓 =𝟎𝟖 𝒉𝒓 Wetland Protection: As shown when discussing proposed runoff; rates going to the wetland will be below existing rates for the 2-, 10-, 100-year events and 10 day-100 year snowmelt. Additionally, the infiltration basin will be the primary outlet for stormwater, which meets the required volume control for the site. Direct discharge to the wetland has been minimized to the extent possible. Discharge to the wetland will only occur as part of disconnected rooftops. As a part of stormwater management rule no impact to wetlands must be shown. Bounce and inundation times of the wetlands are summarized in the table below. Wetland two was modeled as correctly as possible. The part of wetland two within the project boundary is a smaller part of a larger wetland. The drainage area is much larger than the project boundary. Wetland 2 takes water from west abutting property and from Great Plains Blvd. Delineating the entire Wetland 2 watershed is out of the scope of this report. To show there is no impact to the Wetland 2, the rates and volumes are compared at existing to proposed. Wetland 1 Bounce and Inundation Periods, Calculated by HydroCAD: PEAK ELEVATION 10 YEAR (FT) INUNDATION 10 YEAR (HRS) INUNDATION 2 YEAR (HRS) INUNDATION 1 YEAR (HRS) EXISTING 913.65 146.7 83.8 64 PROPOSED 913.56 135.6 55.6 26.4 DIFFERENCE -.09 -11 -28.2 37.6 Wetland 2 Rates 10 YEAR (cfs) 2 Year (cfs) 1 Year (cfs) EXISTING 12.25 6.75 5.41 PROPOSED 12.03 6.64 5.33 Wetland 2 Volumes 10 YEAR (af) 2 Year (af) 1 Year (af) EXISTING 0.541 0.303 0.246 PROPOSED 0.525 0.292 0.235 Eagle Bluff _ Stormwater Management Study July 30th, 2021 Alliant Engineering, Inc. Page 6 of 7 21-0104 Erosion and Sediment Control Plan The following Best Management Practices (BMP’s) are proposed for the project. Temporary erosion control devices shown on the grading plan to provide sediment control during project construction include: • Silt fence • Rock construction entrance Permanent erosion control devices shown to be installed include: • Turf establishment including seeding, sodding, vegetation, etc. Conclusion Alliant Engineering believes that the proposed stormwater management plan is acceptable for all parties involved. The total proposed peak discharge rates for the 2-year, 10-year, 100-year and 10 day-100 yr snowmelt 24-hour storm events will be matched or reduced from existing conditions modeled rates. The proposed stormwater management system meets the volume abstraction requirements with the use of an infiltration basin and infiltration trench. Water quality requirements are provided through the same infiltration basins. The proposed grading and erosion control plan will utilize BMPs whenever possible to provide adequate erosion control measures to prevent erosion and contain sediment during construction. Please call me at 612-767-9330 with any questions or comments regarding storm water issues for The Eagle Bluff lot split project. Sincerely, Tyler Stricherz, EIT Alliant Engineering, Inc. CC: File 221-0104 Schutrop Building & Development Corporation Eagle Bluff _ Stormwater Management Study July 30th, 2021 Alliant Engineering, Inc. Page 7 of 7 21-0104 APPENDIX - Existing Conditions Drainage & Cover Map - Existing Conditions - HydroCAD Results - Proposed Conditions Drainage & Cover Map - Proposed Conditions – HydroCAD Results - Web Soil Survey Results - Infiltration Test Results - Foxwood Development Geotechnical Report - TH 101 – soil Boring. WETLAND 1WETLAND21EAGLE BLUFF PRELIMINARY/FINAL PLAT SUBMITTAL EXISTING DRAINAGE MAP 733 Marquette AvenueMinneapolis, MN 55402612.758.3080www.alliant-inc.comSuite 700FOR REVIEW ONLYPRELIMINARYNOT FOR CONSTRUCTIONLEGEND E-1 E-1 E-2 E-2 North North OFF-1 OFF-1 SOUTH SOUTH P-1 Existing Low Point W-1 Wetland 1 W-2 W-2 101 CSAH 101 Routing Diagram for 210104edrn Prepared by {enter your company name here}, Printed 7/30/2021 HydroCAD® 10.10-5a s/n 01427 © 2020 HydroCAD Software Solutions LLC Subcat Reach Pond Link 210104edrn Printed 7/30/2021Prepared by {enter your company name here} Page 2HydroCAD® 10.10-5a s/n 01427 © 2020 HydroCAD Software Solutions LLC Project Notes Rainfall events imported from "20090pdrn.hcp" 210104edrn Printed 7/30/2021Prepared by {enter your company name here} Page 3HydroCAD® 10.10-5a s/n 01427 © 2020 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 day-100 Yr Snow Snowmelt_10d_100yr Default 240.00 1 7.20 4 3 10-Year MSE 24-hr 3 Default 24.00 1 4.26 2 4 100-Year MSE 24-hr 3 Default 24.00 1 7.38 2 210104edrn Printed 7/30/2021Prepared by {enter your company name here} Page 4HydroCAD® 10.10-5a s/n 01427 © 2020 HydroCAD Software Solutions LLC Area Listing (all nodes) Area (acres) CN Description (subcatchment-numbers) 0.122 69 50-75% Grass cover, Fair, HSG B (E-1) 0.763 61 >75% Grass cover, Good, HSG B (E-2, North, OFF-1) 0.018 67 Legumes, C&T, Good, HSG B (E-2) 0.069 76 Legumes, C&T, Good, HSG C (SOUTH) 0.184 98 Paved parking, HSG B (E-1, E-2, OFF-1) 0.054 98 Roofs, HSG A (SOUTH) 0.831 98 Water Surface, HSG A (SOUTH) 0.102 98 Water Surface, HSG B (E-2) 0.029 65 Woods/grass comb., Fair, HSG B (OFF-1) 0.476 76 Woods/grass comb., Fair, HSG C (E-2) 1.645 72 Woods/grass comb., Good, HSG C (SOUTH) 4.293 77 TOTAL AREA 210104edrn Printed 7/30/2021Prepared by {enter your company name here} Page 5HydroCAD® 10.10-5a s/n 01427 © 2020 HydroCAD Software Solutions LLC Soil Listing (all nodes) Area (acres) Soil Group Subcatchment Numbers 0.885 HSG A SOUTH 1.218 HSG B E-1, E-2, North, OFF-1 2.190 HSG C E-2, SOUTH 0.000 HSG D 0.000 Other 4.293 TOTAL AREA 210104edrn Printed 7/30/2021Prepared by {enter your company name here} Page 6HydroCAD® 10.10-5a s/n 01427 © 2020 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 0.122 0.000 0.000 0.000 0.122 50-75% Grass cover, Fair E-1 0.000 0.763 0.000 0.000 0.000 0.763 >75% Grass cover, Good E-2, North, OFF-1 0.000 0.018 0.069 0.000 0.000 0.087 Legumes, C&T, Good E-2, SOUT H 0.000 0.184 0.000 0.000 0.000 0.184 Paved parking E-1, E-2, OFF-1 0.054 0.000 0.000 0.000 0.000 0.054 Roofs SOUT H 0.831 0.102 0.000 0.000 0.000 0.933 Water Surface E-2, SOUT H 0.000 0.029 0.476 0.000 0.000 0.505 Woods/grass comb., Fair E-2, OFF-1 0.000 0.000 1.645 0.000 0.000 1.645 Woods/grass comb., Good SOUT H 0.885 1.218 2.190 0.000 0.000 4.293 TOTAL AREA MSE 24-hr 3 2-Year Rainfall=2.87"210104edrn Printed 7/30/2021Prepared by {enter your company name here} Page 7HydroCAD® 10.10-5a s/n 01427 © 2020 HydroCAD Software Solutions LLC Summary for Subcatchment E-1: E-1 Runoff = 0.34 cfs @ 12.11 hrs, Volume= 0.015 af, Depth= 1.09" Runoff by SCS TR-20 method, UH=SCS, Weighted-Q, Time Span= 0.00-400.00 hrs, dt= 0.01 hrs MSE 24-hr 3 2-Year Rainfall=2.87" Area (sf) CN Description 1,699 98 Paved parking, HSG B 5,314 69 50-75% Grass cover, Fair, HSG B 7,013 Weighted Average 5,314 75.77% Pervious Area 1,699 24.23% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 2.6 114 0.0593 0.73 Lag/CN Method, Subcatchment E-1: E-1 Runoff Hydrograph Time (hours) 400380360340320300280260240220200180160140120100806040200Flow (cfs)0.36 0.34 0.32 0.3 0.28 0.26 0.24 0.22 0.2 0.18 0.16 0.14 0.12 0.1 0.08 0.06 0.04 0.02 0 MSE 24-hr 3 2-Year Rainfall=2.87" Runoff Area=7,013 sf Runoff Volume=0.015 af Runoff Depth=1.09" Flow Length=114' Slope=0.0593 '/' Tc=2.6 min CN=WQ 0.34 cfs MSE 24-hr 3 2-Year Rainfall=2.87"210104edrn Printed 7/30/2021Prepared by {enter your company name here} Page 8HydroCAD® 10.10-5a s/n 01427 © 2020 HydroCAD Software Solutions LLC Summary for Subcatchment E-2: E-2 Runoff = 2.23 cfs @ 12.11 hrs, Volume= 0.101 af, Depth= 0.97" Runoff by SCS TR-20 method, UH=SCS, Weighted-Q, Time Span= 0.00-400.00 hrs, dt= 0.01 hrs MSE 24-hr 3 2-Year Rainfall=2.87" Area (ac) CN Description 0.123 98 Paved parking, HSG B 0.018 67 Legumes, C&T, Good, HSG B 0.102 98 Water Surface, HSG B 0.476 76 Woods/grass comb., Fair, HSG C 0.528 61 >75% Grass cover, Good, HSG B 1.247 Weighted Average 1.022 81.96% Pervious Area 0.225 18.04% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 3.2 146 0.0684 0.76 Lag/CN Method, Subcatchment E-2: E-2 Runoff Hydrograph Time (hours) 400380360340320300280260240220200180160140120100806040200Flow (cfs)2 1 0 MSE 24-hr 3 2-Year Rainfall=2.87" Runoff Area=1.247 ac Runoff Volume=0.101 af Runoff Depth=0.97" Flow Length=146' Slope=0.0684 '/' Tc=3.2 min CN=WQ 2.23 cfs MSE 24-hr 3 2-Year Rainfall=2.87"210104edrn Printed 7/30/2021Prepared by {enter your company name here} Page 9HydroCAD® 10.10-5a s/n 01427 © 2020 HydroCAD Software Solutions LLC Summary for Subcatchment North: North Runoff = 0.03 cfs @ 12.23 hrs, Volume= 0.003 af, Depth= 0.32" Runoff by SCS TR-20 method, UH=SCS, Weighted-Q, Time Span= 0.00-400.00 hrs, dt= 0.01 hrs MSE 24-hr 3 2-Year Rainfall=2.87" Area (sf) CN Description 4,298 61 >75% Grass cover, Good, HSG B 4,298 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 10.7 268 0.0305 0.42 Lag/CN Method, Subcatchment North: North Runoff Hydrograph Time (hours) 400380360340320300280260240220200180160140120100806040200Flow (cfs)0.03 0.028 0.026 0.024 0.022 0.02 0.018 0.016 0.014 0.012 0.01 0.008 0.006 0.004 0.002 0 MSE 24-hr 3 2-Year Rainfall=2.87" Runoff Area=4,298 sf Runoff Volume=0.003 af Runoff Depth=0.32" Flow Length=268' Slope=0.0305 '/' Tc=10.7 min CN=61 0.03 cfs MSE 24-hr 3 2-Year Rainfall=2.87"210104edrn Printed 7/30/2021Prepared by {enter your company name here} Page 10HydroCAD® 10.10-5a s/n 01427 © 2020 HydroCAD Software Solutions LLC Summary for Subcatchment OFF-1: OFF-1 Runoff = 0.18 cfs @ 12.13 hrs, Volume= 0.010 af, Depth= 0.61" Runoff by SCS TR-20 method, UH=SCS, Weighted-Q, Time Span= 0.00-400.00 hrs, dt= 0.01 hrs MSE 24-hr 3 2-Year Rainfall=2.87" Area (sf) CN Description 958 98 Paved parking, HSG B 1,263 65 Woods/grass comb., Fair, HSG B 5,924 61 >75% Grass cover, Good, HSG B 8,145 Weighted Average 7,187 88.24% Pervious Area 958 11.76% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 4.3 170 0.0706 0.66 Lag/CN Method, Subcatchment OFF-1: OFF-1 Runoff Hydrograph Time (hours) 400380360340320300280260240220200180160140120100806040200Flow (cfs)0.19 0.18 0.17 0.16 0.15 0.14 0.13 0.12 0.11 0.1 0.09 0.08 0.07 0.06 0.05 0.04 0.03 0.02 0.01 0 MSE 24-hr 3 2-Year Rainfall=2.87" Runoff Area=8,145 sf Runoff Volume=0.010 af Runoff Depth=0.61" Flow Length=170' Slope=0.0706 '/' Tc=4.3 min CN=WQ 0.18 cfs MSE 24-hr 3 2-Year Rainfall=2.87"210104edrn Printed 7/30/2021Prepared by {enter your company name here} Page 11HydroCAD® 10.10-5a s/n 01427 © 2020 HydroCAD Software Solutions LLC Summary for Subcatchment SOUTH: SOUTH Runoff = 6.74 cfs @ 12.11 hrs, Volume= 0.300 af, Depth= 1.39" Runoff by SCS TR-20 method, UH=SCS, Weighted-Q, Time Span= 0.00-400.00 hrs, dt= 0.01 hrs MSE 24-hr 3 2-Year Rainfall=2.87" Area (sf) CN Description 71,675 72 Woods/grass comb., Good, HSG C 2,352 98 Roofs, HSG A 3,006 76 Legumes, C&T, Good, HSG C 36,193 98 Water Surface, HSG A 113,226 Weighted Average 74,681 65.96% Pervious Area 38,545 34.04% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 3.1 289 0.1315 1.53 Lag/CN Method, Subcatchment SOUTH: SOUTH Runoff Hydrograph Time (hours) 400380360340320300280260240220200180160140120100806040200Flow (cfs)7 6 5 4 3 2 1 0 MSE 24-hr 3 2-Year Rainfall=2.87" Runoff Area=113,226 sf Runoff Volume=0.300 af Runoff Depth=1.39" Flow Length=289' Slope=0.1315 '/' Tc=3.1 min CN=WQ 6.74 cfs MSE 24-hr 3 2-Year Rainfall=2.87"210104edrn Printed 7/30/2021Prepared by {enter your company name here} Page 12HydroCAD® 10.10-5a s/n 01427 © 2020 HydroCAD Software Solutions LLC Summary for Pond P-1: Existing Low Point Inflow Area = 0.348 ac, 17.53% Impervious, Inflow Depth = 0.83" for 2-Year event Inflow = 0.50 cfs @ 12.11 hrs, Volume= 0.024 af Outflow = 0.00 cfs @ 21.16 hrs, Volume= 0.024 af, Atten= 99%, Lag= 543.2 min Discarded = 0.00 cfs @ 21.16 hrs, Volume= 0.024 af Primary = 0.00 cfs @ 0.00 hrs, Volume= 0.000 af Routing by Dyn-Stor-Ind method, Time Span= 0.00-400.00 hrs, dt= 0.01 hrs Peak Elev= 921.52' @ 21.16 hrs Surf.Area= 945 sf Storage= 854 cf Plug-Flow detention time= (not calculated: outflow precedes inflow) Center-of-Mass det. time= 2,250.2 min ( 3,049.1 - 798.9 ) Volume Invert Avail.Storage Storage Description #1 920.00' 1,734 cf Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 920.00 214 0 0 921.00 660 437 437 922.00 1,209 935 1,372 922.30 1,209 363 1,734 Device Routing Invert Outlet Devices #1 Primary 922.00'10.0' 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 #2 Discarded 920.00'0.200 in/hr Exfiltration over Surface area Discarded OutFlow Max=0.00 cfs @ 21.16 hrs HW=921.52' (Free Discharge) 2=Exfiltration (Exfiltration Controls 0.00 cfs) Primary OutFlow Max=0.00 cfs @ 0.00 hrs HW=920.00' TW=912.60' (Dynamic Tailwater) 1=Broad-Crested Rectangular Weir ( Controls 0.00 cfs) MSE 24-hr 3 2-Year Rainfall=2.87"210104edrn Printed 7/30/2021Prepared by {enter your company name here} Page 13HydroCAD® 10.10-5a s/n 01427 © 2020 HydroCAD Software Solutions LLC Pond P-1: Existing Low Point Inflow Outflow Discarded Primary Hydrograph Time (hours) 400380360340320300280260240220200180160140120100806040200Flow (cfs)0.55 0.5 0.45 0.4 0.35 0.3 0.25 0.2 0.15 0.1 0.05 0 Inflow Area=0.348 ac Peak Elev=921.52' Storage=854 cf 0.50 cfs 0.00 cfs0.00 cfs0.00 cfs MSE 24-hr 3 2-Year Rainfall=2.87"210104edrn Printed 7/30/2021Prepared by {enter your company name here} Page 14HydroCAD® 10.10-5a s/n 01427 © 2020 HydroCAD Software Solutions LLC Summary for Pond W-1: Wetland 1 Inflow Area = 1.595 ac, 17.93% Impervious, Inflow Depth = 0.76" for 2-Year event Inflow = 2.23 cfs @ 12.11 hrs, Volume= 0.101 af Outflow = 0.01 cfs @ 22.22 hrs, Volume= 0.101 af, Atten= 99%, Lag= 606.4 min Discarded = 0.01 cfs @ 22.22 hrs, Volume= 0.101 af Primary = 0.00 cfs @ 0.00 hrs, Volume= 0.000 af Routing by Dyn-Stor-Ind method, Time Span= 0.00-400.00 hrs, dt= 0.01 hrs Peak Elev= 913.20' @ 22.22 hrs Surf.Area= 7,987 sf Storage= 3,886 cf Plug-Flow detention time= 4,607.5 min calculated for 0.101 af (99% of inflow) Center-of-Mass det. time= 4,604.3 min ( 5,401.0 - 796.7 ) Volume Invert Avail.Storage Storage Description #1 912.60' 63,470 cf Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 912.60 5,156 0 0 913.00 6,924 2,416 2,416 914.00 12,316 9,620 12,036 915.00 17,125 14,721 26,756 916.00 21,655 19,390 46,146 916.80 21,655 17,324 63,470 Device Routing Invert Outlet Devices #1 Primary 916.30'10.0' 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 #2 Discarded 912.60'0.200 in/hr Exfiltration over Surface area above 912.60' Excluded Surface area = 5,156 sf Discarded OutFlow Max=0.01 cfs @ 22.22 hrs HW=913.20' (Free Discharge) 2=Exfiltration (Exfiltration Controls 0.01 cfs) Primary OutFlow Max=0.00 cfs @ 0.00 hrs HW=912.60' TW=879.00' (Dynamic Tailwater) 1=Broad-Crested Rectangular Weir ( Controls 0.00 cfs) MSE 24-hr 3 2-Year Rainfall=2.87"210104edrn Printed 7/30/2021Prepared by {enter your company name here} Page 15HydroCAD® 10.10-5a s/n 01427 © 2020 HydroCAD Software Solutions LLC Pond W-1: Wetland 1 Inflow Outflow Discarded Primary Hydrograph Time (hours) 400380360340320300280260240220200180160140120100806040200Flow (cfs)2 1 0 Inflow Area=1.595 ac Peak Elev=913.20' Storage=3,886 cf 2.23 cfs 0.01 cfs0.01 cfs0.00 cfs MSE 24-hr 3 2-Year Rainfall=2.87"210104edrn Printed 7/30/2021Prepared by {enter your company name here} Page 16HydroCAD® 10.10-5a s/n 01427 © 2020 HydroCAD Software Solutions LLC Summary for Pond W-2: W-2 Inflow Area = 4.293 ac, 27.27% Impervious, Inflow Depth = 0.85" for 2-Year event Inflow = 6.75 cfs @ 12.11 hrs, Volume= 0.303 af Outflow = 1.43 cfs @ 12.34 hrs, Volume= 0.303 af, Atten= 79%, Lag= 13.8 min Primary = 1.43 cfs @ 12.34 hrs, Volume= 0.303 af Routing by Dyn-Stor-Ind method, Time Span= 0.00-400.00 hrs, dt= 0.01 hrs Starting Elev= 879.00' Surf.Area= 0.831 ac Storage= 2.249 af Peak Elev= 879.15' @ 12.34 hrs Surf.Area= 0.831 ac Storage= 2.373 af (0.124 af above start) Plug-Flow detention time= (not calculated: initial storage exceeds outflow) Center-of-Mass det. time= 110.7 min ( 892.6 - 781.8 ) Volume Invert Avail.Storage Storage Description #1 876.00' 2.665 af Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (acres) (acre-feet) (acre-feet) 876.00 0.670 0.000 0.000 877.00 0.723 0.696 0.696 878.00 0.776 0.749 1.446 879.00 0.831 0.803 2.249 879.50 0.831 0.415 2.665 Device Routing Invert Outlet Devices #1 Primary 879.00'10.0' long x 10.0' breadth Broad-Crested Rectangular Weir Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 Coef. (English) 2.49 2.56 2.70 2.69 2.68 2.69 2.67 2.64 Primary OutFlow Max=1.43 cfs @ 12.34 hrs HW=879.15' (Free Discharge) 1=Broad-Crested Rectangular Weir (Weir Controls 1.43 cfs @ 0.96 fps) MSE 24-hr 3 2-Year Rainfall=2.87"210104edrn Printed 7/30/2021Prepared by {enter your company name here} Page 17HydroCAD® 10.10-5a s/n 01427 © 2020 HydroCAD Software Solutions LLC Pond W-2: W-2 Inflow Primary Hydrograph Time (hours) 400380360340320300280260240220200180160140120100806040200Flow (cfs)7 6 5 4 3 2 1 0 Inflow Area=4.293 ac Peak Elev=879.15' Storage=2.373 af 6.75 cfs 1.43 cfs MSE 24-hr 3 2-Year Rainfall=2.87"210104edrn Printed 7/30/2021Prepared by {enter your company name here} Page 18HydroCAD® 10.10-5a s/n 01427 © 2020 HydroCAD Software Solutions LLC Summary for Link 101: CSAH 101 Inflow Area = 0.099 ac, 0.00% Impervious, Inflow Depth = 0.32" for 2-Year event Inflow = 0.03 cfs @ 12.23 hrs, Volume= 0.003 af Primary = 0.03 cfs @ 12.23 hrs, Volume= 0.003 af, Atten= 0%, Lag= 0.0 min Primary outflow = Inflow, Time Span= 0.00-400.00 hrs, dt= 0.01 hrs Link 101: CSAH 101 Inflow Primary Hydrograph Time (hours) 400380360340320300280260240220200180160140120100806040200Flow (cfs)0.03 0.028 0.026 0.024 0.022 0.02 0.018 0.016 0.014 0.012 0.01 0.008 0.006 0.004 0.002 0 Inflow Area=0.099 ac 0.03 cfs0.03 cfs Snowmelt_10d_100yr 10 day-100 Yr Snow Rainfall=7.20", AMC=4210104edrn Printed 7/30/2021Prepared by {enter your company name here} Page 19HydroCAD® 10.10-5a s/n 01427 © 2020 HydroCAD Software Solutions LLC Summary for Subcatchment E-1: E-1 Runoff = 0.03 cfs @ 121.22 hrs, Volume= 0.093 af, Depth= 6.96" Runoff by SCS TR-20 method, UH=SCS, Weighted-Q, Time Span= 0.00-400.00 hrs, dt= 0.01 hrs Snowmelt_10d_100yr 10 day-100 Yr Snow Rainfall=7.20", AMC=4 Area (sf) CN Adj Description 1,699 98 98 Paved parking, HSG B 5,314 69 98 50-75% Grass cover, Fair, HSG B 7,013 Weighted Average 5,314 75.77% Pervious Area 1,699 24.23% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 2.6 114 0.0593 0.73 Lag/CN Method, Subcatchment E-1: E-1 Runoff Hydrograph Time (hours) 400380360340320300280260240220200180160140120100806040200Flow (cfs)0.034 0.032 0.03 0.028 0.026 0.024 0.022 0.02 0.018 0.016 0.014 0.012 0.01 0.008 0.006 0.004 0.002 0 Snowmelt_10d_100yr 10 day-100 Yr Snow Rainfall=7.20" AMC=4 Runoff Area=7,013 sf Runoff Volume=0.093 af Runoff Depth=6.96" Flow Length=114' Slope=0.0593 '/' Tc=2.6 min AMC Adjusted CN=WQ 0.03 cfs Snowmelt_10d_100yr 10 day-100 Yr Snow Rainfall=7.20", AMC=4210104edrn Printed 7/30/2021Prepared by {enter your company name here} Page 20HydroCAD® 10.10-5a s/n 01427 © 2020 HydroCAD Software Solutions LLC Summary for Subcatchment E-2: E-2 Runoff = 0.24 cfs @ 121.23 hrs, Volume= 0.723 af, Depth= 6.96" Runoff by SCS TR-20 method, UH=SCS, Weighted-Q, Time Span= 0.00-400.00 hrs, dt= 0.01 hrs Snowmelt_10d_100yr 10 day-100 Yr Snow Rainfall=7.20", AMC=4 Area (ac) CN Adj Description 0.123 98 98 Paved parking, HSG B 0.018 67 98 Legumes, C&T, Good, HSG B 0.102 98 98 Water Surface, HSG B 0.476 76 98 Woods/grass comb., Fair, HSG C 0.528 61 98 >75% Grass cover, Good, HSG B 1.247 Weighted Average 1.022 81.96% Pervious Area 0.225 18.04% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 3.2 146 0.0684 0.76 Lag/CN Method, Subcatchment E-2: E-2 Runoff Hydrograph Time (hours) 400380360340320300280260240220200180160140120100806040200Flow (cfs)0.26 0.25 0.24 0.23 0.22 0.21 0.2 0.19 0.18 0.17 0.16 0.15 0.14 0.13 0.12 0.11 0.1 0.09 0.08 0.07 0.06 0.05 0.04 0.03 0.02 0.01 0 Snowmelt_10d_100yr 10 day-100 Yr Snow Rainfall=7.20" AMC=4 Runoff Area=1.247 ac Runoff Volume=0.723 af Runoff Depth=6.96" Flow Length=146' Slope=0.0684 '/' Tc=3.2 min AMC Adjusted CN=WQ 0.24 cfs Snowmelt_10d_100yr 10 day-100 Yr Snow Rainfall=7.20", AMC=4210104edrn Printed 7/30/2021Prepared by {enter your company name here} Page 21HydroCAD® 10.10-5a s/n 01427 © 2020 HydroCAD Software Solutions LLC Summary for Subcatchment North: North Runoff = 0.02 cfs @ 121.30 hrs, Volume= 0.057 af, Depth= 6.96" Runoff by SCS TR-20 method, UH=SCS, Weighted-Q, Time Span= 0.00-400.00 hrs, dt= 0.01 hrs Snowmelt_10d_100yr 10 day-100 Yr Snow Rainfall=7.20", AMC=4 Area (sf) CN Adj Description 4,298 61 98 >75% Grass cover, Good, HSG B 4,298 Weighted Average 4,298 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 10.7 268 0.0305 0.42 Lag/CN Method, Subcatchment North: North Runoff Hydrograph Time (hours) 400380360340320300280260240220200180160140120100806040200Flow (cfs)0.021 0.02 0.019 0.018 0.017 0.016 0.015 0.014 0.013 0.012 0.011 0.01 0.009 0.008 0.007 0.006 0.005 0.004 0.003 0.002 0.001 0 Snowmelt_10d_100yr 10 day-100 Yr Snow Rainfall=7.20" AMC=4 Runoff Area=4,298 sf Runoff Volume=0.057 af Runoff Depth=6.96" Flow Length=268' Slope=0.0305 '/' Tc=10.7 min AMC Adjusted CN=98 0.02 cfs Snowmelt_10d_100yr 10 day-100 Yr Snow Rainfall=7.20", AMC=4210104edrn Printed 7/30/2021Prepared by {enter your company name here} Page 22HydroCAD® 10.10-5a s/n 01427 © 2020 HydroCAD Software Solutions LLC Summary for Subcatchment OFF-1: OFF-1 Runoff = 0.04 cfs @ 121.24 hrs, Volume= 0.108 af, Depth= 6.96" Runoff by SCS TR-20 method, UH=SCS, Weighted-Q, Time Span= 0.00-400.00 hrs, dt= 0.01 hrs Snowmelt_10d_100yr 10 day-100 Yr Snow Rainfall=7.20", AMC=4 Area (sf) CN Adj Description 958 98 98 Paved parking, HSG B 1,263 65 98 Woods/grass comb., Fair, HSG B 5,924 61 98 >75% Grass cover, Good, HSG B 8,145 Weighted Average 7,187 88.24% Pervious Area 958 11.76% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 4.3 170 0.0706 0.66 Lag/CN Method, Subcatchment OFF-1: OFF-1 Runoff Hydrograph Time (hours) 400380360340320300280260240220200180160140120100806040200Flow (cfs)0.04 0.038 0.036 0.034 0.032 0.03 0.028 0.026 0.024 0.022 0.02 0.018 0.016 0.014 0.012 0.01 0.008 0.006 0.004 0.002 0 Snowmelt_10d_100yr 10 day-100 Yr Snow Rainfall=7.20" AMC=4 Runoff Area=8,145 sf Runoff Volume=0.108 af Runoff Depth=6.96" Flow Length=170' Slope=0.0706 '/' Tc=4.3 min AMC Adjusted CN=WQ 0.04 cfs Snowmelt_10d_100yr 10 day-100 Yr Snow Rainfall=7.20", AMC=4210104edrn Printed 7/30/2021Prepared by {enter your company name here} Page 23HydroCAD® 10.10-5a s/n 01427 © 2020 HydroCAD Software Solutions LLC Summary for Subcatchment SOUTH: SOUTH Runoff = 0.50 cfs @ 121.23 hrs, Volume= 1.508 af, Depth= 6.96" Runoff by SCS TR-20 method, UH=SCS, Weighted-Q, Time Span= 0.00-400.00 hrs, dt= 0.01 hrs Snowmelt_10d_100yr 10 day-100 Yr Snow Rainfall=7.20", AMC=4 Area (sf) CN Adj Description 71,675 72 98 Woods/grass comb., Good, HSG C 2,352 98 98 Roofs, HSG A 3,006 76 98 Legumes, C&T, Good, HSG C 36,193 98 98 Water Surface, HSG A 113,226 Weighted Average 74,681 65.96% Pervious Area 38,545 34.04% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 3.1 289 0.1315 1.53 Lag/CN Method, Subcatchment SOUTH: SOUTH Runoff Hydrograph Time (hours) 400380360340320300280260240220200180160140120100806040200Flow (cfs)0.55 0.5 0.45 0.4 0.35 0.3 0.25 0.2 0.15 0.1 0.05 0 Snowmelt_10d_100yr 10 day-100 Yr Snow Rainfall=7.20" AMC=4 Runoff Area=113,226 sf Runoff Volume=1.508 af Runoff Depth=6.96" Flow Length=289' Slope=0.1315 '/' Tc=3.1 min AMC Adjusted CN=WQ 0.50 cfs Snowmelt_10d_100yr 10 day-100 Yr Snow Rainfall=7.20", AMC=4210104edrn Printed 7/30/2021Prepared by {enter your company name here} Page 24HydroCAD® 10.10-5a s/n 01427 © 2020 HydroCAD Software Solutions LLC Summary for Pond P-1: Existing Low Point Inflow Area = 0.348 ac, 17.53% Impervious, Inflow Depth = 6.96" for 10 day-100 Yr Snow event Inflow = 0.07 cfs @ 121.23 hrs, Volume= 0.202 af Outflow = 0.07 cfs @ 121.26 hrs, Volume= 0.202 af, Atten= 0%, Lag= 2.1 min Discarded = 0.01 cfs @ 100.54 hrs, Volume= 0.121 af Primary = 0.06 cfs @ 121.26 hrs, Volume= 0.080 af Routing by Dyn-Stor-Ind method, Time Span= 0.00-400.00 hrs, dt= 0.01 hrs Peak Elev= 922.02' @ 121.26 hrs Surf.Area= 1,209 sf Storage= 1,392 cf Plug-Flow detention time= (not calculated: outflow precedes inflow) Center-of-Mass det. time= 2,088.1 min ( 9,467.6 - 7,379.6 ) Volume Invert Avail.Storage Storage Description #1 920.00' 1,734 cf Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 920.00 214 0 0 921.00 660 437 437 922.00 1,209 935 1,372 922.30 1,209 363 1,734 Device Routing Invert Outlet Devices #1 Primary 922.00'10.0' 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 #2 Discarded 920.00'0.200 in/hr Exfiltration over Surface area Discarded OutFlow Max=0.01 cfs @ 100.54 hrs HW=922.00' (Free Discharge) 2=Exfiltration (Exfiltration Controls 0.01 cfs) Primary OutFlow Max=0.06 cfs @ 121.26 hrs HW=922.02' TW=914.04' (Dynamic Tailwater) 1=Broad-Crested Rectangular Weir (Weir Controls 0.06 cfs @ 0.36 fps) Snowmelt_10d_100yr 10 day-100 Yr Snow Rainfall=7.20", AMC=4210104edrn Printed 7/30/2021Prepared by {enter your company name here} Page 25HydroCAD® 10.10-5a s/n 01427 © 2020 HydroCAD Software Solutions LLC Pond P-1: Existing Low Point Inflow Outflow Discarded Primary Hydrograph Time (hours) 400380360340320300280260240220200180160140120100806040200Flow (cfs)0.07 0.065 0.06 0.055 0.05 0.045 0.04 0.035 0.03 0.025 0.02 0.015 0.01 0.005 0 Inflow Area=0.348 ac Peak Elev=922.02' Storage=1,392 cf 0.07 cfs0.07 cfs 0.01 cfs 0.06 cfs Snowmelt_10d_100yr 10 day-100 Yr Snow Rainfall=7.20", AMC=4210104edrn Printed 7/30/2021Prepared by {enter your company name here} Page 26HydroCAD® 10.10-5a s/n 01427 © 2020 HydroCAD Software Solutions LLC Summary for Pond W-1: Wetland 1 Inflow Area = 1.595 ac, 17.93% Impervious, Inflow Depth = 6.05" for 10 day-100 Yr Snow event Inflow = 0.30 cfs @ 121.23 hrs, Volume= 0.804 af Outflow = 0.04 cfs @ 151.81 hrs, Volume= 0.755 af, Atten= 86%, Lag= 1,834.6 min Discarded = 0.04 cfs @ 151.81 hrs, Volume= 0.755 af Primary = 0.00 cfs @ 0.00 hrs, Volume= 0.000 af Routing by Dyn-Stor-Ind method, Time Span= 0.00-400.00 hrs, dt= 0.01 hrs Peak Elev= 914.39' @ 151.81 hrs Surf.Area= 14,212 sf Storage= 17,264 cf Plug-Flow detention time= 5,353.9 min calculated for 0.755 af (94% of inflow) Center-of-Mass det. time= 4,963.0 min ( 12,381.5 - 7,418.5 ) Volume Invert Avail.Storage Storage Description #1 912.60' 63,470 cf Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 912.60 5,156 0 0 913.00 6,924 2,416 2,416 914.00 12,316 9,620 12,036 915.00 17,125 14,721 26,756 916.00 21,655 19,390 46,146 916.80 21,655 17,324 63,470 Device Routing Invert Outlet Devices #1 Primary 916.30'10.0' 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 #2 Discarded 912.60'0.200 in/hr Exfiltration over Surface area above 912.60' Excluded Surface area = 5,156 sf Discarded OutFlow Max=0.04 cfs @ 151.81 hrs HW=914.39' (Free Discharge) 2=Exfiltration (Exfiltration Controls 0.04 cfs) Primary OutFlow Max=0.00 cfs @ 0.00 hrs HW=912.60' TW=879.00' (Dynamic Tailwater) 1=Broad-Crested Rectangular Weir ( Controls 0.00 cfs) Snowmelt_10d_100yr 10 day-100 Yr Snow Rainfall=7.20", AMC=4210104edrn Printed 7/30/2021Prepared by {enter your company name here} Page 27HydroCAD® 10.10-5a s/n 01427 © 2020 HydroCAD Software Solutions LLC Pond W-1: Wetland 1 Inflow Outflow Discarded Primary Hydrograph Time (hours) 400380360340320300280260240220200180160140120100806040200Flow (cfs)0.32 0.3 0.28 0.26 0.24 0.22 0.2 0.18 0.16 0.14 0.12 0.1 0.08 0.06 0.04 0.02 0 Inflow Area=1.595 ac Peak Elev=914.39' Storage=17,264 cf 0.30 cfs 0.04 cfs0.04 cfs 0.00 cfs Snowmelt_10d_100yr 10 day-100 Yr Snow Rainfall=7.20", AMC=4210104edrn Printed 7/30/2021Prepared by {enter your company name here} Page 28HydroCAD® 10.10-5a s/n 01427 © 2020 HydroCAD Software Solutions LLC Summary for Pond W-2: W-2 Inflow Area = 4.293 ac, 27.27% Impervious, Inflow Depth = 4.37" for 10 day-100 Yr Snow event Inflow = 0.52 cfs @ 121.23 hrs, Volume= 1.565 af Outflow = 0.48 cfs @ 121.65 hrs, Volume= 1.565 af, Atten= 6%, Lag= 25.6 min Primary = 0.48 cfs @ 121.65 hrs, Volume= 1.565 af Routing by Dyn-Stor-Ind method, Time Span= 0.00-400.00 hrs, dt= 0.01 hrs Starting Elev= 879.00' Surf.Area= 0.831 ac Storage= 2.249 af Peak Elev= 879.07' @ 121.65 hrs Surf.Area= 0.831 ac Storage= 2.310 af (0.060 af above start) Plug-Flow detention time= (not calculated: initial storage exceeds outflow) Center-of-Mass det. time= 156.6 min ( 7,536.1 - 7,379.5 ) Volume Invert Avail.Storage Storage Description #1 876.00' 2.665 af Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (acres) (acre-feet) (acre-feet) 876.00 0.670 0.000 0.000 877.00 0.723 0.696 0.696 878.00 0.776 0.749 1.446 879.00 0.831 0.803 2.249 879.50 0.831 0.415 2.665 Device Routing Invert Outlet Devices #1 Primary 879.00'10.0' long x 10.0' breadth Broad-Crested Rectangular Weir Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 Coef. (English) 2.49 2.56 2.70 2.69 2.68 2.69 2.67 2.64 Primary OutFlow Max=0.48 cfs @ 121.65 hrs HW=879.07' (Free Discharge) 1=Broad-Crested Rectangular Weir (Weir Controls 0.48 cfs @ 0.67 fps) Snowmelt_10d_100yr 10 day-100 Yr Snow Rainfall=7.20", AMC=4210104edrn Printed 7/30/2021Prepared by {enter your company name here} Page 29HydroCAD® 10.10-5a s/n 01427 © 2020 HydroCAD Software Solutions LLC Pond W-2: W-2 Inflow Primary Hydrograph Time (hours) 400380360340320300280260240220200180160140120100806040200Flow (cfs)0.55 0.5 0.45 0.4 0.35 0.3 0.25 0.2 0.15 0.1 0.05 0 Inflow Area=4.293 ac Peak Elev=879.07' Storage=2.310 af 0.52 cfs 0.48 cfs Snowmelt_10d_100yr 10 day-100 Yr Snow Rainfall=7.20", AMC=4210104edrn Printed 7/30/2021Prepared by {enter your company name here} Page 30HydroCAD® 10.10-5a s/n 01427 © 2020 HydroCAD Software Solutions LLC Summary for Link 101: CSAH 101 Inflow Area = 0.099 ac, 0.00% Impervious, Inflow Depth = 6.96" for 10 day-100 Yr Snow event Inflow = 0.02 cfs @ 121.30 hrs, Volume= 0.057 af Primary = 0.02 cfs @ 121.30 hrs, Volume= 0.057 af, Atten= 0%, Lag= 0.0 min Primary outflow = Inflow, Time Span= 0.00-400.00 hrs, dt= 0.01 hrs Link 101: CSAH 101 Inflow Primary Hydrograph Time (hours) 400380360340320300280260240220200180160140120100806040200Flow (cfs)0.021 0.02 0.019 0.018 0.017 0.016 0.015 0.014 0.013 0.012 0.011 0.01 0.009 0.008 0.007 0.006 0.005 0.004 0.003 0.002 0.001 0 Inflow Area=0.099 ac 0.02 cfs0.02 cfs MSE 24-hr 3 10-Year Rainfall=4.26"210104edrn Printed 7/30/2021Prepared by {enter your company name here} Page 31HydroCAD® 10.10-5a s/n 01427 © 2020 HydroCAD Software Solutions LLC Summary for Subcatchment E-1: E-1 Runoff = 0.66 cfs @ 12.11 hrs, Volume= 0.028 af, Depth= 2.07" Runoff by SCS TR-20 method, UH=SCS, Weighted-Q, Time Span= 0.00-400.00 hrs, dt= 0.01 hrs MSE 24-hr 3 10-Year Rainfall=4.26" Area (sf) CN Description 1,699 98 Paved parking, HSG B 5,314 69 50-75% Grass cover, Fair, HSG B 7,013 Weighted Average 5,314 75.77% Pervious Area 1,699 24.23% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 2.6 114 0.0593 0.73 Lag/CN Method, Subcatchment E-1: E-1 Runoff Hydrograph Time (hours) 400380360340320300280260240220200180160140120100806040200Flow (cfs)0.7 0.65 0.6 0.55 0.5 0.45 0.4 0.35 0.3 0.25 0.2 0.15 0.1 0.05 0 MSE 24-hr 3 10-Year Rainfall=4.26" Runoff Area=7,013 sf Runoff Volume=0.028 af Runoff Depth=2.07" Flow Length=114' Slope=0.0593 '/' Tc=2.6 min CN=WQ 0.66 cfs MSE 24-hr 3 10-Year Rainfall=4.26"210104edrn Printed 7/30/2021Prepared by {enter your company name here} Page 32HydroCAD® 10.10-5a s/n 01427 © 2020 HydroCAD Software Solutions LLC Summary for Subcatchment E-2: E-2 Runoff = 4.56 cfs @ 12.11 hrs, Volume= 0.196 af, Depth= 1.89" Runoff by SCS TR-20 method, UH=SCS, Weighted-Q, Time Span= 0.00-400.00 hrs, dt= 0.01 hrs MSE 24-hr 3 10-Year Rainfall=4.26" Area (ac) CN Description 0.123 98 Paved parking, HSG B 0.018 67 Legumes, C&T, Good, HSG B 0.102 98 Water Surface, HSG B 0.476 76 Woods/grass comb., Fair, HSG C 0.528 61 >75% Grass cover, Good, HSG B 1.247 Weighted Average 1.022 81.96% Pervious Area 0.225 18.04% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 3.2 146 0.0684 0.76 Lag/CN Method, Subcatchment E-2: E-2 Runoff Hydrograph Time (hours) 400380360340320300280260240220200180160140120100806040200Flow (cfs)5 4 3 2 1 0 MSE 24-hr 3 10-Year Rainfall=4.26" Runoff Area=1.247 ac Runoff Volume=0.196 af Runoff Depth=1.89" Flow Length=146' Slope=0.0684 '/' Tc=3.2 min CN=WQ 4.56 cfs MSE 24-hr 3 10-Year Rainfall=4.26"210104edrn Printed 7/30/2021Prepared by {enter your company name here} Page 33HydroCAD® 10.10-5a s/n 01427 © 2020 HydroCAD Software Solutions LLC Summary for Subcatchment North: North Runoff = 0.13 cfs @ 12.20 hrs, Volume= 0.008 af, Depth= 0.95" Runoff by SCS TR-20 method, UH=SCS, Weighted-Q, Time Span= 0.00-400.00 hrs, dt= 0.01 hrs MSE 24-hr 3 10-Year Rainfall=4.26" Area (sf) CN Description 4,298 61 >75% Grass cover, Good, HSG B 4,298 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 10.7 268 0.0305 0.42 Lag/CN Method, Subcatchment North: North Runoff Hydrograph Time (hours) 400380360340320300280260240220200180160140120100806040200Flow (cfs)0.14 0.13 0.12 0.11 0.1 0.09 0.08 0.07 0.06 0.05 0.04 0.03 0.02 0.01 0 MSE 24-hr 3 10-Year Rainfall=4.26" Runoff Area=4,298 sf Runoff Volume=0.008 af Runoff Depth=0.95" Flow Length=268' Slope=0.0305 '/' Tc=10.7 min CN=61 0.13 cfs MSE 24-hr 3 10-Year Rainfall=4.26"210104edrn Printed 7/30/2021Prepared by {enter your company name here} Page 34HydroCAD® 10.10-5a s/n 01427 © 2020 HydroCAD Software Solutions LLC Summary for Subcatchment OFF-1: OFF-1 Runoff = 0.46 cfs @ 12.12 hrs, Volume= 0.021 af, Depth= 1.35" Runoff by SCS TR-20 method, UH=SCS, Weighted-Q, Time Span= 0.00-400.00 hrs, dt= 0.01 hrs MSE 24-hr 3 10-Year Rainfall=4.26" Area (sf) CN Description 958 98 Paved parking, HSG B 1,263 65 Woods/grass comb., Fair, HSG B 5,924 61 >75% Grass cover, Good, HSG B 8,145 Weighted Average 7,187 88.24% Pervious Area 958 11.76% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 4.3 170 0.0706 0.66 Lag/CN Method, Subcatchment OFF-1: OFF-1 Runoff Hydrograph Time (hours) 400380360340320300280260240220200180160140120100806040200Flow (cfs)0.5 0.48 0.46 0.44 0.42 0.4 0.38 0.36 0.34 0.32 0.3 0.28 0.26 0.24 0.22 0.2 0.18 0.16 0.14 0.12 0.1 0.08 0.06 0.04 0.02 0 MSE 24-hr 3 10-Year Rainfall=4.26" Runoff Area=8,145 sf Runoff Volume=0.021 af Runoff Depth=1.35" Flow Length=170' Slope=0.0706 '/' Tc=4.3 min CN=WQ 0.46 cfs MSE 24-hr 3 10-Year Rainfall=4.26"210104edrn Printed 7/30/2021Prepared by {enter your company name here} Page 35HydroCAD® 10.10-5a s/n 01427 © 2020 HydroCAD Software Solutions LLC Summary for Subcatchment SOUTH: SOUTH Runoff = 12.18 cfs @ 12.11 hrs, Volume= 0.533 af, Depth= 2.46" Runoff by SCS TR-20 method, UH=SCS, Weighted-Q, Time Span= 0.00-400.00 hrs, dt= 0.01 hrs MSE 24-hr 3 10-Year Rainfall=4.26" Area (sf) CN Description 71,675 72 Woods/grass comb., Good, HSG C 2,352 98 Roofs, HSG A 3,006 76 Legumes, C&T, Good, HSG C 36,193 98 Water Surface, HSG A 113,226 Weighted Average 74,681 65.96% Pervious Area 38,545 34.04% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 3.1 289 0.1315 1.53 Lag/CN Method, Subcatchment SOUTH: SOUTH Runoff Hydrograph Time (hours) 400380360340320300280260240220200180160140120100806040200Flow (cfs)13 12 11 10 9 8 7 6 5 4 3 2 1 0 MSE 24-hr 3 10-Year Rainfall=4.26" Runoff Area=113,226 sf Runoff Volume=0.533 af Runoff Depth=2.46" Flow Length=289' Slope=0.1315 '/' Tc=3.1 min CN=WQ 12.18 cfs MSE 24-hr 3 10-Year Rainfall=4.26"210104edrn Printed 7/30/2021Prepared by {enter your company name here} Page 36HydroCAD® 10.10-5a s/n 01427 © 2020 HydroCAD Software Solutions LLC Summary for Pond P-1: Existing Low Point Inflow Area = 0.348 ac, 17.53% Impervious, Inflow Depth = 1.68" for 10-Year event Inflow = 1.10 cfs @ 12.11 hrs, Volume= 0.049 af Outflow = 0.07 cfs @ 13.16 hrs, Volume= 0.049 af, Atten= 93%, Lag= 62.9 min Discarded = 0.01 cfs @ 12.95 hrs, Volume= 0.038 af Primary = 0.07 cfs @ 13.16 hrs, Volume= 0.011 af Routing by Dyn-Stor-Ind method, Time Span= 0.00-400.00 hrs, dt= 0.01 hrs Peak Elev= 922.02' @ 13.16 hrs Surf.Area= 1,209 sf Storage= 1,394 cf Plug-Flow detention time= (not calculated: outflow precedes inflow) Center-of-Mass det. time= 2,222.4 min ( 3,017.9 - 795.5 ) Volume Invert Avail.Storage Storage Description #1 920.00' 1,734 cf Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 920.00 214 0 0 921.00 660 437 437 922.00 1,209 935 1,372 922.30 1,209 363 1,734 Device Routing Invert Outlet Devices #1 Primary 922.00'10.0' 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 #2 Discarded 920.00'0.200 in/hr Exfiltration over Surface area Discarded OutFlow Max=0.01 cfs @ 12.95 hrs HW=922.00' (Free Discharge) 2=Exfiltration (Exfiltration Controls 0.01 cfs) Primary OutFlow Max=0.07 cfs @ 13.16 hrs HW=922.02' TW=913.45' (Dynamic Tailwater) 1=Broad-Crested Rectangular Weir (Weir Controls 0.07 cfs @ 0.38 fps) MSE 24-hr 3 10-Year Rainfall=4.26"210104edrn Printed 7/30/2021Prepared by {enter your company name here} Page 37HydroCAD® 10.10-5a s/n 01427 © 2020 HydroCAD Software Solutions LLC Pond P-1: Existing Low Point Inflow Outflow Discarded Primary Hydrograph Time (hours) 400380360340320300280260240220200180160140120100806040200Flow (cfs)1 0 Inflow Area=0.348 ac Peak Elev=922.02' Storage=1,394 cf 1.10 cfs 0.07 cfs 0.01 cfs 0.07 cfs MSE 24-hr 3 10-Year Rainfall=4.26"210104edrn Printed 7/30/2021Prepared by {enter your company name here} Page 38HydroCAD® 10.10-5a s/n 01427 © 2020 HydroCAD Software Solutions LLC Summary for Pond W-1: Wetland 1 Inflow Area = 1.595 ac, 17.93% Impervious, Inflow Depth = 1.56" for 10-Year event Inflow = 4.56 cfs @ 12.11 hrs, Volume= 0.207 af Outflow = 0.02 cfs @ 22.24 hrs, Volume= 0.206 af, Atten= 99%, Lag= 607.6 min Discarded = 0.02 cfs @ 22.24 hrs, Volume= 0.206 af Primary = 0.00 cfs @ 0.00 hrs, Volume= 0.000 af Routing by Dyn-Stor-Ind method, Time Span= 0.00-400.00 hrs, dt= 0.01 hrs Peak Elev= 913.65' @ 22.24 hrs Surf.Area= 10,429 sf Storage= 8,056 cf Plug-Flow detention time= 4,869.4 min calculated for 0.206 af (99% of inflow) Center-of-Mass det. time= 4,865.5 min ( 5,664.5 - 799.0 ) Volume Invert Avail.Storage Storage Description #1 912.60' 63,470 cf Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 912.60 5,156 0 0 913.00 6,924 2,416 2,416 914.00 12,316 9,620 12,036 915.00 17,125 14,721 26,756 916.00 21,655 19,390 46,146 916.80 21,655 17,324 63,470 Device Routing Invert Outlet Devices #1 Primary 916.30'10.0' 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 #2 Discarded 912.60'0.200 in/hr Exfiltration over Surface area above 912.60' Excluded Surface area = 5,156 sf Discarded OutFlow Max=0.02 cfs @ 22.24 hrs HW=913.65' (Free Discharge) 2=Exfiltration (Exfiltration Controls 0.02 cfs) Primary OutFlow Max=0.00 cfs @ 0.00 hrs HW=912.60' TW=879.00' (Dynamic Tailwater) 1=Broad-Crested Rectangular Weir ( Controls 0.00 cfs) MSE 24-hr 3 10-Year Rainfall=4.26"210104edrn Printed 7/30/2021Prepared by {enter your company name here} Page 39HydroCAD® 10.10-5a s/n 01427 © 2020 HydroCAD Software Solutions LLC Pond W-1: Wetland 1 Inflow Outflow Discarded Primary Hydrograph Time (hours) 400380360340320300280260240220200180160140120100806040200Flow (cfs)5 4 3 2 1 0 Inflow Area=1.595 ac Peak Elev=913.65' Storage=8,056 cf 4.56 cfs 0.02 cfs0.02 cfs0.00 cfs MSE 24-hr 3 10-Year Rainfall=4.26"210104edrn Printed 7/30/2021Prepared by {enter your company name here} Page 40HydroCAD® 10.10-5a s/n 01427 © 2020 HydroCAD Software Solutions LLC Summary for Pond W-2: W-2 Inflow Area = 4.293 ac, 27.27% Impervious, Inflow Depth = 1.51" for 10-Year event Inflow = 12.25 cfs @ 12.11 hrs, Volume= 0.541 af Outflow = 3.17 cfs @ 12.26 hrs, Volume= 0.541 af, Atten= 74%, Lag= 9.0 min Primary = 3.17 cfs @ 12.26 hrs, Volume= 0.541 af Routing by Dyn-Stor-Ind method, Time Span= 0.00-400.00 hrs, dt= 0.01 hrs Starting Elev= 879.00' Surf.Area= 0.831 ac Storage= 2.249 af Peak Elev= 879.25' @ 12.26 hrs Surf.Area= 0.831 ac Storage= 2.459 af (0.209 af above start) Plug-Flow detention time= (not calculated: initial storage exceeds outflow) Center-of-Mass det. time= 88.7 min ( 866.6 - 778.0 ) Volume Invert Avail.Storage Storage Description #1 876.00' 2.665 af Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (acres) (acre-feet) (acre-feet) 876.00 0.670 0.000 0.000 877.00 0.723 0.696 0.696 878.00 0.776 0.749 1.446 879.00 0.831 0.803 2.249 879.50 0.831 0.415 2.665 Device Routing Invert Outlet Devices #1 Primary 879.00'10.0' long x 10.0' breadth Broad-Crested Rectangular Weir Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 Coef. (English) 2.49 2.56 2.70 2.69 2.68 2.69 2.67 2.64 Primary OutFlow Max=3.17 cfs @ 12.26 hrs HW=879.25' (Free Discharge) 1=Broad-Crested Rectangular Weir (Weir Controls 3.17 cfs @ 1.26 fps) MSE 24-hr 3 10-Year Rainfall=4.26"210104edrn Printed 7/30/2021Prepared by {enter your company name here} Page 41HydroCAD® 10.10-5a s/n 01427 © 2020 HydroCAD Software Solutions LLC Pond W-2: W-2 Inflow Primary Hydrograph Time (hours) 400380360340320300280260240220200180160140120100806040200Flow (cfs)13 12 11 10 9 8 7 6 5 4 3 2 1 0 Inflow Area=4.293 ac Peak Elev=879.25' Storage=2.459 af 12.25 cfs 3.17 cfs MSE 24-hr 3 10-Year Rainfall=4.26"210104edrn Printed 7/30/2021Prepared by {enter your company name here} Page 42HydroCAD® 10.10-5a s/n 01427 © 2020 HydroCAD Software Solutions LLC Summary for Link 101: CSAH 101 Inflow Area = 0.099 ac, 0.00% Impervious, Inflow Depth = 0.95" for 10-Year event Inflow = 0.13 cfs @ 12.20 hrs, Volume= 0.008 af Primary = 0.13 cfs @ 12.20 hrs, Volume= 0.008 af, Atten= 0%, Lag= 0.0 min Primary outflow = Inflow, Time Span= 0.00-400.00 hrs, dt= 0.01 hrs Link 101: CSAH 101 Inflow Primary Hydrograph Time (hours) 400380360340320300280260240220200180160140120100806040200Flow (cfs)0.14 0.13 0.12 0.11 0.1 0.09 0.08 0.07 0.06 0.05 0.04 0.03 0.02 0.01 0 Inflow Area=0.099 ac 0.13 cfs0.13 cfs MSE 24-hr 3 100-Year Rainfall=7.38"210104edrn Printed 7/30/2021Prepared by {enter your company name here} Page 43HydroCAD® 10.10-5a s/n 01427 © 2020 HydroCAD Software Solutions LLC Summary for Subcatchment E-1: E-1 Runoff = 1.47 cfs @ 12.11 hrs, Volume= 0.062 af, Depth= 4.63" Runoff by SCS TR-20 method, UH=SCS, Weighted-Q, Time Span= 0.00-400.00 hrs, dt= 0.01 hrs MSE 24-hr 3 100-Year Rainfall=7.38" Area (sf) CN Description 1,699 98 Paved parking, HSG B 5,314 69 50-75% Grass cover, Fair, HSG B 7,013 Weighted Average 5,314 75.77% Pervious Area 1,699 24.23% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 2.6 114 0.0593 0.73 Lag/CN Method, Subcatchment E-1: E-1 Runoff Hydrograph Time (hours) 400380360340320300280260240220200180160140120100806040200Flow (cfs)1 0 MSE 24-hr 3 100-Year Rainfall=7.38" Runoff Area=7,013 sf Runoff Volume=0.062 af Runoff Depth=4.63" Flow Length=114' Slope=0.0593 '/' Tc=2.6 min CN=WQ 1.47 cfs MSE 24-hr 3 100-Year Rainfall=7.38"210104edrn Printed 7/30/2021Prepared by {enter your company name here} Page 44HydroCAD® 10.10-5a s/n 01427 © 2020 HydroCAD Software Solutions LLC Summary for Subcatchment E-2: E-2 Runoff = 10.62 cfs @ 12.11 hrs, Volume= 0.453 af, Depth= 4.36" Runoff by SCS TR-20 method, UH=SCS, Weighted-Q, Time Span= 0.00-400.00 hrs, dt= 0.01 hrs MSE 24-hr 3 100-Year Rainfall=7.38" Area (ac) CN Description 0.123 98 Paved parking, HSG B 0.018 67 Legumes, C&T, Good, HSG B 0.102 98 Water Surface, HSG B 0.476 76 Woods/grass comb., Fair, HSG C 0.528 61 >75% Grass cover, Good, HSG B 1.247 Weighted Average 1.022 81.96% Pervious Area 0.225 18.04% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 3.2 146 0.0684 0.76 Lag/CN Method, Subcatchment E-2: E-2 Runoff Hydrograph Time (hours) 400380360340320300280260240220200180160140120100806040200Flow (cfs)11 10 9 8 7 6 5 4 3 2 1 0 MSE 24-hr 3 100-Year Rainfall=7.38" Runoff Area=1.247 ac Runoff Volume=0.453 af Runoff Depth=4.36" Flow Length=146' Slope=0.0684 '/' Tc=3.2 min CN=WQ 10.62 cfs MSE 24-hr 3 100-Year Rainfall=7.38"210104edrn Printed 7/30/2021Prepared by {enter your company name here} Page 45HydroCAD® 10.10-5a s/n 01427 © 2020 HydroCAD Software Solutions LLC Summary for Subcatchment North: North Runoff = 0.44 cfs @ 12.19 hrs, Volume= 0.024 af, Depth= 2.98" Runoff by SCS TR-20 method, UH=SCS, Weighted-Q, Time Span= 0.00-400.00 hrs, dt= 0.01 hrs MSE 24-hr 3 100-Year Rainfall=7.38" Area (sf) CN Description 4,298 61 >75% Grass cover, Good, HSG B 4,298 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 10.7 268 0.0305 0.42 Lag/CN Method, Subcatchment North: North Runoff Hydrograph Time (hours) 400380360340320300280260240220200180160140120100806040200Flow (cfs)0.48 0.46 0.44 0.42 0.4 0.38 0.36 0.34 0.32 0.3 0.28 0.26 0.24 0.22 0.2 0.18 0.16 0.14 0.12 0.1 0.08 0.06 0.04 0.02 0 MSE 24-hr 3 100-Year Rainfall=7.38" Runoff Area=4,298 sf Runoff Volume=0.024 af Runoff Depth=2.98" Flow Length=268' Slope=0.0305 '/' Tc=10.7 min CN=61 0.44 cfs MSE 24-hr 3 100-Year Rainfall=7.38"210104edrn Printed 7/30/2021Prepared by {enter your company name here} Page 46HydroCAD® 10.10-5a s/n 01427 © 2020 HydroCAD Software Solutions LLC Summary for Subcatchment OFF-1: OFF-1 Runoff = 1.28 cfs @ 12.12 hrs, Volume= 0.055 af, Depth= 3.53" Runoff by SCS TR-20 method, UH=SCS, Weighted-Q, Time Span= 0.00-400.00 hrs, dt= 0.01 hrs MSE 24-hr 3 100-Year Rainfall=7.38" Area (sf) CN Description 958 98 Paved parking, HSG B 1,263 65 Woods/grass comb., Fair, HSG B 5,924 61 >75% Grass cover, Good, HSG B 8,145 Weighted Average 7,187 88.24% Pervious Area 958 11.76% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 4.3 170 0.0706 0.66 Lag/CN Method, Subcatchment OFF-1: OFF-1 Runoff Hydrograph Time (hours) 400380360340320300280260240220200180160140120100806040200Flow (cfs)1 0 MSE 24-hr 3 100-Year Rainfall=7.38" Runoff Area=8,145 sf Runoff Volume=0.055 af Runoff Depth=3.53" Flow Length=170' Slope=0.0706 '/' Tc=4.3 min CN=WQ 1.28 cfs MSE 24-hr 3 100-Year Rainfall=7.38"210104edrn Printed 7/30/2021Prepared by {enter your company name here} Page 47HydroCAD® 10.10-5a s/n 01427 © 2020 HydroCAD Software Solutions LLC Summary for Subcatchment SOUTH: SOUTH Runoff = 25.52 cfs @ 12.11 hrs, Volume= 1.123 af, Depth= 5.18" Runoff by SCS TR-20 method, UH=SCS, Weighted-Q, Time Span= 0.00-400.00 hrs, dt= 0.01 hrs MSE 24-hr 3 100-Year Rainfall=7.38" Area (sf) CN Description 71,675 72 Woods/grass comb., Good, HSG C 2,352 98 Roofs, HSG A 3,006 76 Legumes, C&T, Good, HSG C 36,193 98 Water Surface, HSG A 113,226 Weighted Average 74,681 65.96% Pervious Area 38,545 34.04% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 3.1 289 0.1315 1.53 Lag/CN Method, Subcatchment SOUTH: SOUTH Runoff Hydrograph Time (hours) 400380360340320300280260240220200180160140120100806040200Flow (cfs)28 26 24 22 20 18 16 14 12 10 8 6 4 2 0 MSE 24-hr 3 100-Year Rainfall=7.38" Runoff Area=113,226 sf Runoff Volume=1.123 af Runoff Depth=5.18" Flow Length=289' Slope=0.1315 '/' Tc=3.1 min CN=WQ 25.52 cfs MSE 24-hr 3 100-Year Rainfall=7.38"210104edrn Printed 7/30/2021Prepared by {enter your company name here} Page 48HydroCAD® 10.10-5a s/n 01427 © 2020 HydroCAD Software Solutions LLC Summary for Pond P-1: Existing Low Point Inflow Area = 0.348 ac, 17.53% Impervious, Inflow Depth = 4.04" for 100-Year event Inflow = 2.72 cfs @ 12.11 hrs, Volume= 0.117 af Outflow = 2.57 cfs @ 12.12 hrs, Volume= 0.117 af, Atten= 6%, Lag= 0.9 min Discarded = 0.01 cfs @ 12.05 hrs, Volume= 0.038 af Primary = 2.56 cfs @ 12.12 hrs, Volume= 0.079 af Routing by Dyn-Stor-Ind method, Time Span= 0.00-400.00 hrs, dt= 0.01 hrs Peak Elev= 922.20' @ 12.12 hrs Surf.Area= 1,209 sf Storage= 1,617 cf Plug-Flow detention time= (not calculated: outflow precedes inflow) Center-of-Mass det. time= 942.3 min ( 1,729.4 - 787.1 ) Volume Invert Avail.Storage Storage Description #1 920.00' 1,734 cf Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 920.00 214 0 0 921.00 660 437 437 922.00 1,209 935 1,372 922.30 1,209 363 1,734 Device Routing Invert Outlet Devices #1 Primary 922.00'10.0' 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 #2 Discarded 920.00'0.200 in/hr Exfiltration over Surface area Discarded OutFlow Max=0.01 cfs @ 12.05 hrs HW=922.04' (Free Discharge) 2=Exfiltration (Exfiltration Controls 0.01 cfs) Primary OutFlow Max=2.55 cfs @ 12.12 hrs HW=922.20' TW=913.75' (Dynamic Tailwater) 1=Broad-Crested Rectangular Weir (Weir Controls 2.55 cfs @ 1.26 fps) MSE 24-hr 3 100-Year Rainfall=7.38"210104edrn Printed 7/30/2021Prepared by {enter your company name here} Page 49HydroCAD® 10.10-5a s/n 01427 © 2020 HydroCAD Software Solutions LLC Pond P-1: Existing Low Point Inflow Outflow Discarded Primary Hydrograph Time (hours) 400380360340320300280260240220200180160140120100806040200Flow (cfs)3 2 1 0 Inflow Area=0.348 ac Peak Elev=922.20' Storage=1,617 cf 2.72 cfs 2.57 cfs 0.01 cfs 2.56 cfs MSE 24-hr 3 100-Year Rainfall=7.38"210104edrn Printed 7/30/2021Prepared by {enter your company name here} Page 50HydroCAD® 10.10-5a s/n 01427 © 2020 HydroCAD Software Solutions LLC Summary for Pond W-1: Wetland 1 Inflow Area = 1.595 ac, 17.93% Impervious, Inflow Depth = 4.00" for 100-Year event Inflow = 13.09 cfs @ 12.11 hrs, Volume= 0.532 af Outflow = 0.05 cfs @ 22.69 hrs, Volume= 0.526 af, Atten= 100%, Lag= 634.7 min Discarded = 0.05 cfs @ 22.69 hrs, Volume= 0.526 af Primary = 0.00 cfs @ 0.00 hrs, Volume= 0.000 af Routing by Dyn-Stor-Ind method, Time Span= 0.00-400.00 hrs, dt= 0.01 hrs Peak Elev= 914.66' @ 22.69 hrs Surf.Area= 15,485 sf Storage= 21,195 cf Plug-Flow detention time= 5,773.7 min calculated for 0.526 af (99% of inflow) Center-of-Mass det. time= 5,767.9 min ( 6,556.3 - 788.4 ) Volume Invert Avail.Storage Storage Description #1 912.60' 63,470 cf Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 912.60 5,156 0 0 913.00 6,924 2,416 2,416 914.00 12,316 9,620 12,036 915.00 17,125 14,721 26,756 916.00 21,655 19,390 46,146 916.80 21,655 17,324 63,470 Device Routing Invert Outlet Devices #1 Primary 916.30'10.0' 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 #2 Discarded 912.60'0.200 in/hr Exfiltration over Surface area above 912.60' Excluded Surface area = 5,156 sf Discarded OutFlow Max=0.05 cfs @ 22.69 hrs HW=914.66' (Free Discharge) 2=Exfiltration (Exfiltration Controls 0.05 cfs) Primary OutFlow Max=0.00 cfs @ 0.00 hrs HW=912.60' TW=879.00' (Dynamic Tailwater) 1=Broad-Crested Rectangular Weir ( Controls 0.00 cfs) MSE 24-hr 3 100-Year Rainfall=7.38"210104edrn Printed 7/30/2021Prepared by {enter your company name here} Page 51HydroCAD® 10.10-5a s/n 01427 © 2020 HydroCAD Software Solutions LLC Pond W-1: Wetland 1 Inflow Outflow Discarded Primary Hydrograph Time (hours) 400380360340320300280260240220200180160140120100806040200Flow (cfs)14 13 12 11 10 9 8 7 6 5 4 3 2 1 0 Inflow Area=1.595 ac Peak Elev=914.66' Storage=21,195 cf 13.09 cfs 0.05 cfs0.05 cfs0.00 cfs MSE 24-hr 3 100-Year Rainfall=7.38"210104edrn Printed 7/30/2021Prepared by {enter your company name here} Page 52HydroCAD® 10.10-5a s/n 01427 © 2020 HydroCAD Software Solutions LLC Summary for Pond W-2: W-2 Inflow Area = 4.293 ac, 27.27% Impervious, Inflow Depth = 3.21" for 100-Year event Inflow = 25.81 cfs @ 12.11 hrs, Volume= 1.147 af Outflow = 8.93 cfs @ 12.20 hrs, Volume= 1.147 af, Atten= 65%, Lag= 5.6 min Primary = 8.93 cfs @ 12.20 hrs, Volume= 1.147 af Routing by Dyn-Stor-Ind method, Time Span= 0.00-400.00 hrs, dt= 0.01 hrs Starting Elev= 879.00' Surf.Area= 0.831 ac Storage= 2.249 af Peak Elev= 879.49' @ 12.20 hrs Surf.Area= 0.831 ac Storage= 2.655 af (0.405 af above start) Plug-Flow detention time= (not calculated: initial storage exceeds outflow) Center-of-Mass det. time= 66.4 min ( 837.4 - 771.0 ) Volume Invert Avail.Storage Storage Description #1 876.00' 2.665 af Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (acres) (acre-feet) (acre-feet) 876.00 0.670 0.000 0.000 877.00 0.723 0.696 0.696 878.00 0.776 0.749 1.446 879.00 0.831 0.803 2.249 879.50 0.831 0.415 2.665 Device Routing Invert Outlet Devices #1 Primary 879.00'10.0' long x 10.0' breadth Broad-Crested Rectangular Weir Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 Coef. (English) 2.49 2.56 2.70 2.69 2.68 2.69 2.67 2.64 Primary OutFlow Max=8.93 cfs @ 12.20 hrs HW=879.49' (Free Discharge) 1=Broad-Crested Rectangular Weir (Weir Controls 8.93 cfs @ 1.83 fps) MSE 24-hr 3 100-Year Rainfall=7.38"210104edrn Printed 7/30/2021Prepared by {enter your company name here} Page 53HydroCAD® 10.10-5a s/n 01427 © 2020 HydroCAD Software Solutions LLC Pond W-2: W-2 Inflow Primary Hydrograph Time (hours) 400380360340320300280260240220200180160140120100806040200Flow (cfs)28 26 24 22 20 18 16 14 12 10 8 6 4 2 0 Inflow Area=4.293 ac Peak Elev=879.49' Storage=2.655 af 25.81 cfs 8.93 cfs MSE 24-hr 3 100-Year Rainfall=7.38"210104edrn Printed 7/30/2021Prepared by {enter your company name here} Page 54HydroCAD® 10.10-5a s/n 01427 © 2020 HydroCAD Software Solutions LLC Summary for Link 101: CSAH 101 Inflow Area = 0.099 ac, 0.00% Impervious, Inflow Depth = 2.98" for 100-Year event Inflow = 0.44 cfs @ 12.19 hrs, Volume= 0.024 af Primary = 0.44 cfs @ 12.19 hrs, Volume= 0.024 af, Atten= 0%, Lag= 0.0 min Primary outflow = Inflow, Time Span= 0.00-400.00 hrs, dt= 0.01 hrs Link 101: CSAH 101 Inflow Primary Hydrograph Time (hours) 400380360340320300280260240220200180160140120100806040200Flow (cfs)0.48 0.46 0.44 0.42 0.4 0.38 0.36 0.34 0.32 0.3 0.28 0.26 0.24 0.22 0.2 0.18 0.16 0.14 0.12 0.1 0.08 0.06 0.04 0.02 0 Inflow Area=0.099 ac 0.44 cfs0.44 cfs Table of Contents210104edrn Printed 7/30/2021Prepared by {enter your company name here} HydroCAD® 10.10-5a s/n 01427 © 2020 HydroCAD Software Solutions LLC TABLE OF CONTENTS Project Reports 1 Routing Diagram 2 Project Notes 3 Rainfall Events Listing (selected events) 4 Area Listing (all nodes) 5 Soil Listing (all nodes) 6 Ground Covers (all nodes) 2-Year Event 7 Subcat E-1: E-1 8 Subcat E-2: E-2 9 Subcat North: North 10 Subcat OFF-1: OFF-1 11 Subcat SOUTH: SOUTH 12 Pond P-1: Existing Low Point 14 Pond W-1: Wetland 1 16 Pond W-2: W-2 18 Link 101: CSAH 101 10 day-100 Yr Snow Event 19 Subcat E-1: E-1 20 Subcat E-2: E-2 21 Subcat North: North 22 Subcat OFF-1: OFF-1 23 Subcat SOUTH: SOUTH 24 Pond P-1: Existing Low Point 26 Pond W-1: Wetland 1 28 Pond W-2: W-2 30 Link 101: CSAH 101 10-Year Event 31 Subcat E-1: E-1 32 Subcat E-2: E-2 33 Subcat North: North 34 Subcat OFF-1: OFF-1 35 Subcat SOUTH: SOUTH 36 Pond P-1: Existing Low Point 38 Pond W-1: Wetland 1 40 Pond W-2: W-2 42 Link 101: CSAH 101 100-Year Event 43 Subcat E-1: E-1 44 Subcat E-2: E-2 45 Subcat North: North 46 Subcat OFF-1: OFF-1 Table of Contents210104edrn Printed 7/30/2021Prepared by {enter your company name here} HydroCAD® 10.10-5a s/n 01427 © 2020 HydroCAD Software Solutions LLC 47 Subcat SOUTH: SOUTH 48 Pond P-1: Existing Low Point 50 Pond W-1: Wetland 1 52 Pond W-2: W-2 54 Link 101: CSAH 101 12OUTLOT ABLOCKWETLAND 1WETLAND21EAGLE BLUFF PRELIMINARY / FINAL PLAT SUBMITTAL PROPOSED DRAINAGE MAP 733 Marquette AvenueMinneapolis, MN 55402612.758.3080www.alliant-inc.comSuite 700FOR REVIEW ONLYPRELIMINARYNOT FOR CONSTRUCTION LEGEND North North OFF-1 OFF-1 S-1 S-1 S-2 S-2 S-3 S-3 S-4 S-4 SOUTH SOUTH 1P P-3 P-1 Existing Low Point P-2 P-2 W-1 Wetland 1 W-2 W-2 101 CASH 101 Routing Diagram for 210104pdrn Prepared by {enter your company name here}, Printed 7/30/2021 HydroCAD® 10.10-5a s/n 01427 © 2020 HydroCAD Software Solutions LLC Subcat Reach Pond Link 210104pdrn Printed 7/30/2021Prepared by {enter your company name here} Page 2HydroCAD® 10.10-5a s/n 01427 © 2020 HydroCAD Software Solutions LLC Project Notes Rainfall events imported from "20090pdrn.hcp" 210104pdrn Printed 7/30/2021Prepared by {enter your company name here} Page 3HydroCAD® 10.10-5a s/n 01427 © 2020 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 day-100 Yr Snow Snowmelt_10d_100yr Default 240.00 1 7.20 4 3 10-Year MSE 24-hr 3 Default 24.00 1 4.26 2 4 100-Year MSE 24-hr 3 Default 24.00 1 7.38 2 210104pdrn Printed 7/30/2021Prepared by {enter your company name here} Page 4HydroCAD® 10.10-5a s/n 01427 © 2020 HydroCAD Software Solutions LLC Area Listing (all nodes) Area (acres) CN Description (subcatchment-numbers) 0.122 69 50-75% Grass cover, Fair, HSG B (S-1) 0.687 61 >75% Grass cover, Good, HSG B (North, OFF-1, S-2, S-3) 0.337 98 Paved parking, HSG B (OFF-1, S-1, S-3) 0.054 98 Roofs, HSG A (S-4) 0.831 98 Water Surface, HSG A (SOUTH) 0.102 98 Water Surface, HSG B (S-2) 0.029 65 Woods/grass comb., Fair, HSG B (OFF-1) 0.470 76 Woods/grass comb., Fair, HSG C (S-2) 1.661 72 Woods/grass comb., Good, HSG C (S-4, SOUTH) 4.293 79 TOTAL AREA 210104pdrn Printed 7/30/2021Prepared by {enter your company name here} Page 5HydroCAD® 10.10-5a s/n 01427 © 2020 HydroCAD Software Solutions LLC Soil Listing (all nodes) Area (acres) Soil Group Subcatchment Numbers 0.885 HSG A S-4, SOUTH 1.277 HSG B North, OFF-1, S-1, S-2, S-3 2.131 HSG C S-2, S-4, SOUTH 0.000 HSG D 0.000 Other 4.293 TOTAL AREA 210104pdrn Printed 7/30/2021Prepared by {enter your company name here} Page 6HydroCAD® 10.10-5a s/n 01427 © 2020 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 0.122 0.000 0.000 0.000 0.122 50-75% Grass cover, Fair S-1 0.000 0.687 0.000 0.000 0.000 0.687 >75% Grass cover, Good North, OFF-1, S-2, S-3 0.000 0.337 0.000 0.000 0.000 0.337 Paved parking OFF-1, S-1, S-3 0.054 0.000 0.000 0.000 0.000 0.054 Roofs S-4 0.831 0.102 0.000 0.000 0.000 0.933 Water Surface S-2, SOUT H 0.000 0.029 0.470 0.000 0.000 0.499 Woods/grass comb., Fair OFF-1, S-2 0.000 0.000 1.661 0.000 0.000 1.661 Woods/grass comb., Good S-4, SOUT H 0.885 1.277 2.131 0.000 0.000 4.293 TOTAL AREA MSE 24-hr 3 2-Year Rainfall=2.87"210104pdrn Printed 7/30/2021Prepared by {enter your company name here} Page 7HydroCAD® 10.10-5a s/n 01427 © 2020 HydroCAD Software Solutions LLC Summary for Subcatchment North: North Runoff = 0.03 cfs @ 12.23 hrs, Volume= 0.003 af, Depth= 0.32" Runoff by SCS TR-20 method, UH=SCS, Weighted-Q, Time Span= 0.00-400.00 hrs, dt= 0.01 hrs MSE 24-hr 3 2-Year Rainfall=2.87" Area (ac) CN Description 0.099 61 >75% Grass cover, Good, HSG B 0.099 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 10.7 268 0.0305 0.42 Lag/CN Method, Subcatchment North: North Runoff Hydrograph Time (hours) 400380360340320300280260240220200180160140120100806040200Flow (cfs)0.03 0.028 0.026 0.024 0.022 0.02 0.018 0.016 0.014 0.012 0.01 0.008 0.006 0.004 0.002 0 MSE 24-hr 3 2-Year Rainfall=2.87" Runoff Area=0.099 ac Runoff Volume=0.003 af Runoff Depth=0.32" Flow Length=268' Slope=0.0305 '/' Tc=10.7 min CN=61 0.03 cfs MSE 24-hr 3 2-Year Rainfall=2.87"210104pdrn Printed 7/30/2021Prepared by {enter your company name here} Page 8HydroCAD® 10.10-5a s/n 01427 © 2020 HydroCAD Software Solutions LLC Summary for Subcatchment OFF-1: OFF-1 Runoff = 0.18 cfs @ 12.13 hrs, Volume= 0.010 af, Depth= 0.61" Runoff by SCS TR-20 method, UH=SCS, Weighted-Q, Time Span= 0.00-400.00 hrs, dt= 0.01 hrs MSE 24-hr 3 2-Year Rainfall=2.87" Area (ac) CN Description 0.022 98 Paved parking, HSG B 0.029 65 Woods/grass comb., Fair, HSG B 0.136 61 >75% Grass cover, Good, HSG B 0.187 Weighted Average 0.165 88.24% Pervious Area 0.022 11.76% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 4.3 170 0.0706 0.66 Lag/CN Method, Subcatchment OFF-1: OFF-1 Runoff Hydrograph Time (hours) 400380360340320300280260240220200180160140120100806040200Flow (cfs)0.19 0.18 0.17 0.16 0.15 0.14 0.13 0.12 0.11 0.1 0.09 0.08 0.07 0.06 0.05 0.04 0.03 0.02 0.01 0 MSE 24-hr 3 2-Year Rainfall=2.87" Runoff Area=0.187 ac Runoff Volume=0.010 af Runoff Depth=0.61" Flow Length=170' Slope=0.0706 '/' Tc=4.3 min CN=WQ 0.18 cfs MSE 24-hr 3 2-Year Rainfall=2.87"210104pdrn Printed 7/30/2021Prepared by {enter your company name here} Page 9HydroCAD® 10.10-5a s/n 01427 © 2020 HydroCAD Software Solutions LLC Summary for Subcatchment S-1: S-1 Runoff = 0.34 cfs @ 12.11 hrs, Volume= 0.015 af, Depth= 1.09" Runoff by SCS TR-20 method, UH=SCS, Weighted-Q, Time Span= 0.00-400.00 hrs, dt= 0.01 hrs MSE 24-hr 3 2-Year Rainfall=2.87" Area (ac) CN Description 0.039 98 Paved parking, HSG B 0.122 69 50-75% Grass cover, Fair, HSG B 0.161 Weighted Average 0.122 75.78% Pervious Area 0.039 24.22% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 2.6 114 0.0593 0.73 Lag/CN Method, Subcatchment S-1: S-1 Runoff Hydrograph Time (hours) 400380360340320300280260240220200180160140120100806040200Flow (cfs)0.36 0.34 0.32 0.3 0.28 0.26 0.24 0.22 0.2 0.18 0.16 0.14 0.12 0.1 0.08 0.06 0.04 0.02 0 MSE 24-hr 3 2-Year Rainfall=2.87" Runoff Area=0.161 ac Runoff Volume=0.015 af Runoff Depth=1.09" Flow Length=114' Slope=0.0593 '/' Tc=2.6 min CN=WQ 0.34 cfs MSE 24-hr 3 2-Year Rainfall=2.87"210104pdrn Printed 7/30/2021Prepared by {enter your company name here} Page 10HydroCAD® 10.10-5a s/n 01427 © 2020 HydroCAD Software Solutions LLC Summary for Subcatchment S-2: S-2 Runoff = 1.56 cfs @ 12.10 hrs, Volume= 0.064 af, Depth= 0.98" Runoff by SCS TR-20 method, UH=SCS, Weighted-Q, Time Span= 0.00-400.00 hrs, dt= 0.01 hrs MSE 24-hr 3 2-Year Rainfall=2.87" Area (ac) CN Description 0.102 98 Water Surface, HSG B 0.470 76 Woods/grass comb., Fair, HSG C 0.215 61 >75% Grass cover, Good, HSG B 0.787 Weighted Average 0.685 87.04% Pervious Area 0.102 12.96% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 2.0 124 0.1151 1.01 Lag/CN Method, Subcatchment S-2: S-2 Runoff Hydrograph Time (hours) 400380360340320300280260240220200180160140120100806040200Flow (cfs)1 0 MSE 24-hr 3 2-Year Rainfall=2.87" Runoff Area=0.787 ac Runoff Volume=0.064 af Runoff Depth=0.98" Flow Length=124' Slope=0.1151 '/' Tc=2.0 min CN=WQ 1.56 cfs MSE 24-hr 3 2-Year Rainfall=2.87"210104pdrn Printed 7/30/2021Prepared by {enter your company name here} Page 11HydroCAD® 10.10-5a s/n 01427 © 2020 HydroCAD Software Solutions LLC Summary for Subcatchment S-3: S-3 Runoff = 1.33 cfs @ 12.12 hrs, Volume= 0.067 af, Depth= 1.57" Runoff by SCS TR-20 method, UH=SCS, Weighted-Q, Time Span= 0.00-400.00 hrs, dt= 0.01 hrs MSE 24-hr 3 2-Year Rainfall=2.87" Area (ac) CN Description 0.276 98 Paved parking, HSG B 0.237 61 >75% Grass cover, Good, HSG B 0.513 Weighted Average 0.237 46.20% Pervious Area 0.276 53.80% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 4.5 247 0.0497 0.91 Lag/CN Method, Subcatchment S-3: S-3 Runoff Hydrograph Time (hours) 400380360340320300280260240220200180160140120100806040200Flow (cfs)1 0 MSE 24-hr 3 2-Year Rainfall=2.87" Runoff Area=0.513 ac Runoff Volume=0.067 af Runoff Depth=1.57" Flow Length=247' Slope=0.0497 '/' Tc=4.5 min CN=WQ 1.33 cfs MSE 24-hr 3 2-Year Rainfall=2.87"210104pdrn Printed 7/30/2021Prepared by {enter your company name here} Page 12HydroCAD® 10.10-5a s/n 01427 © 2020 HydroCAD Software Solutions LLC Summary for Subcatchment S-4: S-4 Runoff = 0.55 cfs @ 12.10 hrs, Volume= 0.023 af, Depth= 1.18" Runoff by SCS TR-20 method, UH=SCS, Weighted-Q, Time Span= 0.00-400.00 hrs, dt= 0.01 hrs MSE 24-hr 3 2-Year Rainfall=2.87" Area (ac) CN Description 0.176 72 Woods/grass comb., Good, HSG C 0.054 98 Roofs, HSG A 0.230 Weighted Average 0.176 76.52% Pervious Area 0.054 23.48% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 1.2 72 0.1111 0.97 Lag/CN Method, Subcatchment S-4: S-4 Runoff Hydrograph Time (hours) 400380360340320300280260240220200180160140120100806040200Flow (cfs)0.6 0.55 0.5 0.45 0.4 0.35 0.3 0.25 0.2 0.15 0.1 0.05 0 MSE 24-hr 3 2-Year Rainfall=2.87" Runoff Area=0.230 ac Runoff Volume=0.023 af Runoff Depth=1.18" Flow Length=72' Slope=0.1111 '/' Tc=1.2 min CN=WQ 0.55 cfs MSE 24-hr 3 2-Year Rainfall=2.87"210104pdrn Printed 7/30/2021Prepared by {enter your company name here} Page 13HydroCAD® 10.10-5a s/n 01427 © 2020 HydroCAD Software Solutions LLC Summary for Subcatchment SOUTH: SOUTH Runoff = 6.11 cfs @ 12.11 hrs, Volume= 0.273 af, Depth= 1.42" Runoff by SCS TR-20 method, UH=SCS, Weighted-Q, Time Span= 0.00-400.00 hrs, dt= 0.01 hrs MSE 24-hr 3 2-Year Rainfall=2.87" Area (ac) CN Description 1.485 72 Woods/grass comb., Good, HSG C 0.831 98 Water Surface, HSG A 2.316 Weighted Average 1.485 64.12% Pervious Area 0.831 35.88% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 3.1 289 0.1315 1.53 Lag/CN Method, Subcatchment SOUTH: SOUTH Runoff Hydrograph Time (hours) 400380360340320300280260240220200180160140120100806040200Flow (cfs)6 5 4 3 2 1 0 MSE 24-hr 3 2-Year Rainfall=2.87" Runoff Area=2.316 ac Runoff Volume=0.273 af Runoff Depth=1.42" Flow Length=289' Slope=0.1315 '/' Tc=3.1 min CN=WQ 6.11 cfs MSE 24-hr 3 2-Year Rainfall=2.87"210104pdrn Printed 7/30/2021Prepared by {enter your company name here} Page 14HydroCAD® 10.10-5a s/n 01427 © 2020 HydroCAD Software Solutions LLC Summary for Pond 1P: P-3 Inflow Area = 0.230 ac, 23.48% Impervious, Inflow Depth = 1.18" for 2-Year event Inflow = 0.55 cfs @ 12.10 hrs, Volume= 0.023 af Outflow = 0.55 cfs @ 12.10 hrs, Volume= 0.023 af, Atten= 0%, Lag= 0.0 min Discarded = 0.00 cfs @ 7.74 hrs, Volume= 0.007 af Primary = 0.55 cfs @ 12.10 hrs, Volume= 0.016 af Routing by Dyn-Stor-Ind method, Time Span= 0.00-400.00 hrs, dt= 0.01 hrs Peak Elev= 912.02' @ 12.10 hrs Surf.Area= 179 sf Storage= 218 cf Plug-Flow detention time= (not calculated: outflow precedes inflow) Center-of-Mass det. time= 479.4 min ( 1,269.3 - 789.9 ) Volume Invert Avail.Storage Storage Description #1 910.80' 251 cf Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 910.80 179 0 0 912.00 179 215 215 912.20 179 36 251 Device Routing Invert Outlet Devices #1 Primary 912.00'85.0' long x 2.1' breadth Broad-Crested Rectangular Weir Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 1.80 2.00 2.50 3.00 3.50 4.00 Coef. (English) 2.53 2.61 2.61 2.60 2.66 2.69 2.75 2.86 2.85 2.83 3.03 3.17 3.29 3.32 #2 Discarded 910.80'0.300 in/hr Exfiltration over Surface area Discarded OutFlow Max=0.00 cfs @ 7.74 hrs HW=910.81' (Free Discharge) 2=Exfiltration (Exfiltration Controls 0.00 cfs) Primary OutFlow Max=0.54 cfs @ 12.10 hrs HW=912.02' TW=879.11' (Dynamic Tailwater) 1=Broad-Crested Rectangular Weir (Weir Controls 0.54 cfs @ 0.34 fps) MSE 24-hr 3 2-Year Rainfall=2.87"210104pdrn Printed 7/30/2021Prepared by {enter your company name here} Page 15HydroCAD® 10.10-5a s/n 01427 © 2020 HydroCAD Software Solutions LLC Pond 1P: P-3 Inflow Outflow Discarded Primary Hydrograph Time (hours) 400380360340320300280260240220200180160140120100806040200Flow (cfs)0.6 0.55 0.5 0.45 0.4 0.35 0.3 0.25 0.2 0.15 0.1 0.05 0 Inflow Area=0.230 ac Peak Elev=912.02' Storage=218 cf 0.55 cfs0.55 cfs 0.00 cfs 0.55 cfs MSE 24-hr 3 2-Year Rainfall=2.87"210104pdrn Printed 7/30/2021Prepared by {enter your company name here} Page 16HydroCAD® 10.10-5a s/n 01427 © 2020 HydroCAD Software Solutions LLC Summary for Pond P-1: Existing Low Point Inflow Area = 0.348 ac, 17.53% Impervious, Inflow Depth = 0.83" for 2-Year event Inflow = 0.50 cfs @ 12.11 hrs, Volume= 0.024 af Outflow = 0.00 cfs @ 21.16 hrs, Volume= 0.024 af, Atten= 99%, Lag= 543.2 min Discarded = 0.00 cfs @ 21.16 hrs, Volume= 0.024 af Primary = 0.00 cfs @ 0.00 hrs, Volume= 0.000 af Routing by Dyn-Stor-Ind method, Time Span= 0.00-400.00 hrs, dt= 0.01 hrs Peak Elev= 921.52' @ 21.16 hrs Surf.Area= 945 sf Storage= 854 cf Plug-Flow detention time= (not calculated: outflow precedes inflow) Center-of-Mass det. time= 2,250.3 min ( 3,049.1 - 798.9 ) Volume Invert Avail.Storage Storage Description #1 920.00' 1,734 cf Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 920.00 214 0 0 921.00 660 437 437 922.00 1,209 935 1,372 922.30 1,209 363 1,734 Device Routing Invert Outlet Devices #1 Primary 922.00'10.0' 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 #2 Discarded 920.00'0.200 in/hr Exfiltration over Surface area Discarded OutFlow Max=0.00 cfs @ 21.16 hrs HW=921.52' (Free Discharge) 2=Exfiltration (Exfiltration Controls 0.00 cfs) Primary OutFlow Max=0.00 cfs @ 0.00 hrs HW=920.00' TW=913.50' (Dynamic Tailwater) 1=Broad-Crested Rectangular Weir ( Controls 0.00 cfs) MSE 24-hr 3 2-Year Rainfall=2.87"210104pdrn Printed 7/30/2021Prepared by {enter your company name here} Page 17HydroCAD® 10.10-5a s/n 01427 © 2020 HydroCAD Software Solutions LLC Pond P-1: Existing Low Point Inflow Outflow Discarded Primary Hydrograph Time (hours) 400380360340320300280260240220200180160140120100806040200Flow (cfs)0.55 0.5 0.45 0.4 0.35 0.3 0.25 0.2 0.15 0.1 0.05 0 Inflow Area=0.348 ac Peak Elev=921.52' Storage=854 cf 0.50 cfs 0.00 cfs0.00 cfs0.00 cfs MSE 24-hr 3 2-Year Rainfall=2.87"210104pdrn Printed 7/30/2021Prepared by {enter your company name here} Page 18HydroCAD® 10.10-5a s/n 01427 © 2020 HydroCAD Software Solutions LLC Summary for Pond P-2: P-2 Inflow Area = 0.861 ac, 39.14% Impervious, Inflow Depth = 0.93" for 2-Year event Inflow = 1.33 cfs @ 12.12 hrs, Volume= 0.067 af Outflow = 0.05 cfs @ 13.57 hrs, Volume= 0.067 af, Atten= 97%, Lag= 87.0 min Discarded = 0.02 cfs @ 13.57 hrs, Volume= 0.060 af Primary = 0.02 cfs @ 13.57 hrs, Volume= 0.007 af Secondary = 0.00 cfs @ 0.00 hrs, Volume= 0.000 af Routing by Dyn-Stor-Ind method, Time Span= 0.00-400.00 hrs, dt= 0.01 hrs Peak Elev= 914.44' @ 13.57 hrs Surf.Area= 2,292 sf Storage= 1,860 cf Plug-Flow detention time= (not calculated: outflow precedes inflow) Center-of-Mass det. time= 727.3 min ( 1,491.5 - 764.2 ) Volume Invert Avail.Storage Storage Description #1 913.50' 3,787 cf Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 913.50 1,682 0 0 914.00 1,997 920 920 915.00 2,669 2,333 3,253 915.20 2,669 534 3,787 Device Routing Invert Outlet Devices #1 Secondary 915.00'40.0' long x 2.0' breadth Broad-Crested Rectangular Weir Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 1.80 2.00 2.50 3.00 3.50 Coef. (English) 2.54 2.61 2.61 2.60 2.66 2.70 2.77 2.89 2.88 2.85 3.07 3.20 3.32 #2 Discarded 913.50'0.400 in/hr Exfiltration over Surface area #3 Primary 914.30'6.0" Round Culvert L= 10.0' CPP, mitered to conform to fill, Ke= 0.700 Inlet / Outlet Invert= 914.30' / 914.30' S= 0.0000 '/' Cc= 0.900 n= 0.011 PVC, smooth interior, Flow Area= 0.20 sf Discarded OutFlow Max=0.02 cfs @ 13.57 hrs HW=914.44' (Free Discharge) 2=Exfiltration (Exfiltration Controls 0.02 cfs) Primary OutFlow Max=0.02 cfs @ 13.57 hrs HW=914.44' TW=912.95' (Dynamic Tailwater) 3=Culvert (Barrel Controls 0.02 cfs @ 0.84 fps) Secondary OutFlow Max=0.00 cfs @ 0.00 hrs HW=913.50' TW=912.60' (Dynamic Tailwater) 1=Broad-Crested Rectangular Weir ( Controls 0.00 cfs) MSE 24-hr 3 2-Year Rainfall=2.87"210104pdrn Printed 7/30/2021Prepared by {enter your company name here} Page 19HydroCAD® 10.10-5a s/n 01427 © 2020 HydroCAD Software Solutions LLC Pond P-2: P-2 Inflow Outflow Discarded Primary Secondary Hydrograph Time (hours) 400380360340320300280260240220200180160140120100806040200Flow (cfs)1 0 Inflow Area=0.861 ac Peak Elev=914.44' Storage=1,860 cf 1.33 cfs 0.05 cfs0.02 cfs0.02 cfs0.00 cfs MSE 24-hr 3 2-Year Rainfall=2.87"210104pdrn Printed 7/30/2021Prepared by {enter your company name here} Page 20HydroCAD® 10.10-5a s/n 01427 © 2020 HydroCAD Software Solutions LLC Summary for Pond W-1: Wetland 1 Inflow Area = 1.648 ac, 26.64% Impervious, Inflow Depth = 0.52" for 2-Year event Inflow = 1.56 cfs @ 12.10 hrs, Volume= 0.071 af Outflow = 0.01 cfs @ 21.94 hrs, Volume= 0.071 af, Atten= 99%, Lag= 589.9 min Discarded = 0.01 cfs @ 21.94 hrs, Volume= 0.071 af Primary = 0.00 cfs @ 0.00 hrs, Volume= 0.000 af Routing by Dyn-Stor-Ind method, Time Span= 0.00-400.00 hrs, dt= 0.01 hrs Peak Elev= 913.05' @ 21.94 hrs Surf.Area= 7,177 sf Storage= 2,747 cf Plug-Flow detention time= 4,533.5 min calculated for 0.071 af (99% of inflow) Center-of-Mass det. time= 4,530.5 min ( 5,342.7 - 812.3 ) Volume Invert Avail.Storage Storage Description #1 912.60' 60,380 cf Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 912.60 5,156 0 0 913.00 6,924 2,416 2,416 914.00 12,316 9,620 12,036 915.00 15,077 13,697 25,732 916.00 20,853 17,965 43,697 916.80 20,853 16,682 60,380 Device Routing Invert Outlet Devices #1 Primary 916.30'10.0' 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 #2 Discarded 912.60'0.200 in/hr Exfiltration over Surface area above 912.60' Excluded Surface area = 5,156 sf Discarded OutFlow Max=0.01 cfs @ 21.94 hrs HW=913.05' (Free Discharge) 2=Exfiltration (Exfiltration Controls 0.01 cfs) Primary OutFlow Max=0.00 cfs @ 0.00 hrs HW=912.60' TW=879.00' (Dynamic Tailwater) 1=Broad-Crested Rectangular Weir ( Controls 0.00 cfs) MSE 24-hr 3 2-Year Rainfall=2.87"210104pdrn Printed 7/30/2021Prepared by {enter your company name here} Page 21HydroCAD® 10.10-5a s/n 01427 © 2020 HydroCAD Software Solutions LLC Pond W-1: Wetland 1 Inflow Outflow Discarded Primary Hydrograph Time (hours) 400380360340320300280260240220200180160140120100806040200Flow (cfs)1 0 Inflow Area=1.648 ac Peak Elev=913.05' Storage=2,747 cf 1.56 cfs 0.01 cfs0.01 cfs0.00 cfs MSE 24-hr 3 2-Year Rainfall=2.87"210104pdrn Printed 7/30/2021Prepared by {enter your company name here} Page 22HydroCAD® 10.10-5a s/n 01427 © 2020 HydroCAD Software Solutions LLC Summary for Pond W-2: W-2 Inflow Area = 4.293 ac, 30.84% Impervious, Inflow Depth = 0.82" for 2-Year event Inflow = 6.64 cfs @ 12.11 hrs, Volume= 0.292 af Outflow = 1.36 cfs @ 12.34 hrs, Volume= 0.292 af, Atten= 79%, Lag= 14.1 min Primary = 1.36 cfs @ 12.34 hrs, Volume= 0.292 af Routing by Dyn-Stor-Ind method, Time Span= 0.00-400.00 hrs, dt= 0.01 hrs Starting Elev= 879.00' Surf.Area= 0.831 ac Storage= 2.249 af Peak Elev= 879.14' @ 12.34 hrs Surf.Area= 0.831 ac Storage= 2.369 af (0.120 af above start) Plug-Flow detention time= (not calculated: initial storage exceeds outflow) Center-of-Mass det. time= 112.1 min ( 894.4 - 782.3 ) Volume Invert Avail.Storage Storage Description #1 876.00' 2.665 af Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (acres) (acre-feet) (acre-feet) 876.00 0.670 0.000 0.000 877.00 0.723 0.696 0.696 878.00 0.776 0.749 1.446 879.00 0.831 0.803 2.249 879.50 0.831 0.415 2.665 Device Routing Invert Outlet Devices #1 Primary 879.00'10.0' long x 10.0' breadth Broad-Crested Rectangular Weir Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 Coef. (English) 2.49 2.56 2.70 2.69 2.68 2.69 2.67 2.64 Primary OutFlow Max=1.36 cfs @ 12.34 hrs HW=879.14' (Free Discharge) 1=Broad-Crested Rectangular Weir (Weir Controls 1.36 cfs @ 0.95 fps) MSE 24-hr 3 2-Year Rainfall=2.87"210104pdrn Printed 7/30/2021Prepared by {enter your company name here} Page 23HydroCAD® 10.10-5a s/n 01427 © 2020 HydroCAD Software Solutions LLC Pond W-2: W-2 Inflow Primary Hydrograph Time (hours) 400380360340320300280260240220200180160140120100806040200Flow (cfs)7 6 5 4 3 2 1 0 Inflow Area=4.293 ac Peak Elev=879.14' Storage=2.369 af 6.64 cfs 1.36 cfs MSE 24-hr 3 2-Year Rainfall=2.87"210104pdrn Printed 7/30/2021Prepared by {enter your company name here} Page 24HydroCAD® 10.10-5a s/n 01427 © 2020 HydroCAD Software Solutions LLC Summary for Link 101: CASH 101 Inflow Area = 0.099 ac, 0.00% Impervious, Inflow Depth = 0.32" for 2-Year event Inflow = 0.03 cfs @ 12.23 hrs, Volume= 0.003 af Primary = 0.03 cfs @ 12.23 hrs, Volume= 0.003 af, Atten= 0%, Lag= 0.0 min Primary outflow = Inflow, Time Span= 0.00-400.00 hrs, dt= 0.01 hrs Link 101: CASH 101 Inflow Primary Hydrograph Time (hours) 400380360340320300280260240220200180160140120100806040200Flow (cfs)0.03 0.028 0.026 0.024 0.022 0.02 0.018 0.016 0.014 0.012 0.01 0.008 0.006 0.004 0.002 0 Inflow Area=0.099 ac 0.03 cfs0.03 cfs Snowmelt_10d_100yr 10 day-100 Yr Snow Rainfall=7.20", AMC=4210104pdrn Printed 7/30/2021Prepared by {enter your company name here} Page 25HydroCAD® 10.10-5a s/n 01427 © 2020 HydroCAD Software Solutions LLC Summary for Subcatchment North: North Runoff = 0.02 cfs @ 121.30 hrs, Volume= 0.057 af, Depth= 6.96" Runoff by SCS TR-20 method, UH=SCS, Weighted-Q, Time Span= 0.00-400.00 hrs, dt= 0.01 hrs Snowmelt_10d_100yr 10 day-100 Yr Snow Rainfall=7.20", AMC=4 Area (ac) CN Adj Description 0.099 61 98 >75% Grass cover, Good, HSG B 0.099 Weighted Average 0.099 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 10.7 268 0.0305 0.42 Lag/CN Method, Subcatchment North: North Runoff Hydrograph Time (hours) 400380360340320300280260240220200180160140120100806040200Flow (cfs)0.021 0.02 0.019 0.018 0.017 0.016 0.015 0.014 0.013 0.012 0.011 0.01 0.009 0.008 0.007 0.006 0.005 0.004 0.003 0.002 0.001 0 Snowmelt_10d_100yr 10 day-100 Yr Snow Rainfall=7.20" AMC=4 Runoff Area=0.099 ac Runoff Volume=0.057 af Runoff Depth=6.96" Flow Length=268' Slope=0.0305 '/' Tc=10.7 min AMC Adjusted CN=98 0.02 cfs Snowmelt_10d_100yr 10 day-100 Yr Snow Rainfall=7.20", AMC=4210104pdrn Printed 7/30/2021Prepared by {enter your company name here} Page 26HydroCAD® 10.10-5a s/n 01427 © 2020 HydroCAD Software Solutions LLC Summary for Subcatchment OFF-1: OFF-1 Runoff = 0.04 cfs @ 121.24 hrs, Volume= 0.108 af, Depth= 6.96" Runoff by SCS TR-20 method, UH=SCS, Weighted-Q, Time Span= 0.00-400.00 hrs, dt= 0.01 hrs Snowmelt_10d_100yr 10 day-100 Yr Snow Rainfall=7.20", AMC=4 Area (ac) CN Adj Description 0.022 98 98 Paved parking, HSG B 0.029 65 98 Woods/grass comb., Fair, HSG B 0.136 61 98 >75% Grass cover, Good, HSG B 0.187 Weighted Average 0.165 88.24% Pervious Area 0.022 11.76% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 4.3 170 0.0706 0.66 Lag/CN Method, Subcatchment OFF-1: OFF-1 Runoff Hydrograph Time (hours) 400380360340320300280260240220200180160140120100806040200Flow (cfs)0.04 0.038 0.036 0.034 0.032 0.03 0.028 0.026 0.024 0.022 0.02 0.018 0.016 0.014 0.012 0.01 0.008 0.006 0.004 0.002 0 Snowmelt_10d_100yr 10 day-100 Yr Snow Rainfall=7.20" AMC=4 Runoff Area=0.187 ac Runoff Volume=0.108 af Runoff Depth=6.96" Flow Length=170' Slope=0.0706 '/' Tc=4.3 min AMC Adjusted CN=WQ 0.04 cfs Snowmelt_10d_100yr 10 day-100 Yr Snow Rainfall=7.20", AMC=4210104pdrn Printed 7/30/2021Prepared by {enter your company name here} Page 27HydroCAD® 10.10-5a s/n 01427 © 2020 HydroCAD Software Solutions LLC Summary for Subcatchment S-1: S-1 Runoff = 0.03 cfs @ 121.22 hrs, Volume= 0.093 af, Depth= 6.96" Runoff by SCS TR-20 method, UH=SCS, Weighted-Q, Time Span= 0.00-400.00 hrs, dt= 0.01 hrs Snowmelt_10d_100yr 10 day-100 Yr Snow Rainfall=7.20", AMC=4 Area (ac) CN Adj Description 0.039 98 98 Paved parking, HSG B 0.122 69 98 50-75% Grass cover, Fair, HSG B 0.161 Weighted Average 0.122 75.78% Pervious Area 0.039 24.22% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 2.6 114 0.0593 0.73 Lag/CN Method, Subcatchment S-1: S-1 Runoff Hydrograph Time (hours) 400380360340320300280260240220200180160140120100806040200Flow (cfs)0.034 0.032 0.03 0.028 0.026 0.024 0.022 0.02 0.018 0.016 0.014 0.012 0.01 0.008 0.006 0.004 0.002 0 Snowmelt_10d_100yr 10 day-100 Yr Snow Rainfall=7.20" AMC=4 Runoff Area=0.161 ac Runoff Volume=0.093 af Runoff Depth=6.96" Flow Length=114' Slope=0.0593 '/' Tc=2.6 min AMC Adjusted CN=WQ 0.03 cfs Snowmelt_10d_100yr 10 day-100 Yr Snow Rainfall=7.20", AMC=4210104pdrn Printed 7/30/2021Prepared by {enter your company name here} Page 28HydroCAD® 10.10-5a s/n 01427 © 2020 HydroCAD Software Solutions LLC Summary for Subcatchment S-2: S-2 Runoff = 0.15 cfs @ 121.21 hrs, Volume= 0.457 af, Depth= 6.96" Runoff by SCS TR-20 method, UH=SCS, Weighted-Q, Time Span= 0.00-400.00 hrs, dt= 0.01 hrs Snowmelt_10d_100yr 10 day-100 Yr Snow Rainfall=7.20", AMC=4 Area (ac) CN Adj Description 0.102 98 98 Water Surface, HSG B 0.470 76 98 Woods/grass comb., Fair, HSG C 0.215 61 98 >75% Grass cover, Good, HSG B 0.787 Weighted Average 0.685 87.04% Pervious Area 0.102 12.96% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 2.0 124 0.1151 1.01 Lag/CN Method, Subcatchment S-2: S-2 Runoff Hydrograph Time (hours) 400380360340320300280260240220200180160140120100806040200Flow (cfs)0.16 0.15 0.14 0.13 0.12 0.11 0.1 0.09 0.08 0.07 0.06 0.05 0.04 0.03 0.02 0.01 0 Snowmelt_10d_100yr 10 day-100 Yr Snow Rainfall=7.20" AMC=4 Runoff Area=0.787 ac Runoff Volume=0.457 af Runoff Depth=6.96" Flow Length=124' Slope=0.1151 '/' Tc=2.0 min AMC Adjusted CN=WQ 0.15 cfs Snowmelt_10d_100yr 10 day-100 Yr Snow Rainfall=7.20", AMC=4210104pdrn Printed 7/30/2021Prepared by {enter your company name here} Page 29HydroCAD® 10.10-5a s/n 01427 © 2020 HydroCAD Software Solutions LLC Summary for Subcatchment S-3: S-3 Runoff = 0.10 cfs @ 121.24 hrs, Volume= 0.298 af, Depth= 6.96" Runoff by SCS TR-20 method, UH=SCS, Weighted-Q, Time Span= 0.00-400.00 hrs, dt= 0.01 hrs Snowmelt_10d_100yr 10 day-100 Yr Snow Rainfall=7.20", AMC=4 Area (ac) CN Adj Description 0.276 98 98 Paved parking, HSG B 0.237 61 98 >75% Grass cover, Good, HSG B 0.513 Weighted Average 0.237 46.20% Pervious Area 0.276 53.80% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 4.5 247 0.0497 0.91 Lag/CN Method, Subcatchment S-3: S-3 Runoff Hydrograph Time (hours) 400380360340320300280260240220200180160140120100806040200Flow (cfs)0.105 0.1 0.095 0.09 0.085 0.08 0.075 0.07 0.065 0.06 0.055 0.05 0.045 0.04 0.035 0.03 0.025 0.02 0.015 0.01 0.005 0 Snowmelt_10d_100yr 10 day-100 Yr Snow Rainfall=7.20" AMC=4 Runoff Area=0.513 ac Runoff Volume=0.298 af Runoff Depth=6.96" Flow Length=247' Slope=0.0497 '/' Tc=4.5 min AMC Adjusted CN=WQ 0.10 cfs Snowmelt_10d_100yr 10 day-100 Yr Snow Rainfall=7.20", AMC=4210104pdrn Printed 7/30/2021Prepared by {enter your company name here} Page 30HydroCAD® 10.10-5a s/n 01427 © 2020 HydroCAD Software Solutions LLC Summary for Subcatchment S-4: S-4 Runoff = 0.04 cfs @ 121.20 hrs, Volume= 0.133 af, Depth= 6.96" Runoff by SCS TR-20 method, UH=SCS, Weighted-Q, Time Span= 0.00-400.00 hrs, dt= 0.01 hrs Snowmelt_10d_100yr 10 day-100 Yr Snow Rainfall=7.20", AMC=4 Area (ac) CN Adj Description 0.176 72 98 Woods/grass comb., Good, HSG C 0.054 98 98 Roofs, HSG A 0.230 Weighted Average 0.176 76.52% Pervious Area 0.054 23.48% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 1.2 72 0.1111 0.97 Lag/CN Method, Subcatchment S-4: S-4 Runoff Hydrograph Time (hours) 400380360340320300280260240220200180160140120100806040200Flow (cfs)0.048 0.046 0.044 0.042 0.04 0.038 0.036 0.034 0.032 0.03 0.028 0.026 0.024 0.022 0.02 0.018 0.016 0.014 0.012 0.01 0.008 0.006 0.004 0.002 0 Snowmelt_10d_100yr 10 day-100 Yr Snow Rainfall=7.20" AMC=4 Runoff Area=0.230 ac Runoff Volume=0.133 af Runoff Depth=6.96" Flow Length=72' Slope=0.1111 '/' Tc=1.2 min AMC Adjusted CN=WQ 0.04 cfs Snowmelt_10d_100yr 10 day-100 Yr Snow Rainfall=7.20", AMC=4210104pdrn Printed 7/30/2021Prepared by {enter your company name here} Page 31HydroCAD® 10.10-5a s/n 01427 © 2020 HydroCAD Software Solutions LLC Summary for Subcatchment SOUTH: SOUTH Runoff = 0.44 cfs @ 121.23 hrs, Volume= 1.343 af, Depth= 6.96" Runoff by SCS TR-20 method, UH=SCS, Weighted-Q, Time Span= 0.00-400.00 hrs, dt= 0.01 hrs Snowmelt_10d_100yr 10 day-100 Yr Snow Rainfall=7.20", AMC=4 Area (ac) CN Adj Description 1.485 72 98 Woods/grass comb., Good, HSG C 0.831 98 98 Water Surface, HSG A 2.316 Weighted Average 1.485 64.12% Pervious Area 0.831 35.88% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 3.1 289 0.1315 1.53 Lag/CN Method, Subcatchment SOUTH: SOUTH Runoff Hydrograph Time (hours) 400380360340320300280260240220200180160140120100806040200Flow (cfs)0.48 0.46 0.44 0.42 0.4 0.38 0.36 0.34 0.32 0.3 0.28 0.26 0.24 0.22 0.2 0.18 0.16 0.14 0.12 0.1 0.08 0.06 0.04 0.02 0 Snowmelt_10d_100yr 10 day-100 Yr Snow Rainfall=7.20" AMC=4 Runoff Area=2.316 ac Runoff Volume=1.343 af Runoff Depth=6.96" Flow Length=289' Slope=0.1315 '/' Tc=3.1 min AMC Adjusted CN=WQ 0.44 cfs Snowmelt_10d_100yr 10 day-100 Yr Snow Rainfall=7.20", AMC=4210104pdrn Printed 7/30/2021Prepared by {enter your company name here} Page 32HydroCAD® 10.10-5a s/n 01427 © 2020 HydroCAD Software Solutions LLC Summary for Pond 1P: P-3 Inflow Area = 0.230 ac, 23.48% Impervious, Inflow Depth = 6.96" for 10 day-100 Yr Snow event Inflow = 0.04 cfs @ 121.20 hrs, Volume= 0.133 af Outflow = 0.04 cfs @ 121.20 hrs, Volume= 0.133 af, Atten= 0%, Lag= 0.2 min Discarded = 0.00 cfs @ 10.44 hrs, Volume= 0.029 af Primary = 0.04 cfs @ 121.20 hrs, Volume= 0.105 af Routing by Dyn-Stor-Ind method, Time Span= 0.00-400.00 hrs, dt= 0.01 hrs Peak Elev= 912.00' @ 121.20 hrs Surf.Area= 179 sf Storage= 215 cf Plug-Flow detention time= 527.4 min calculated for 0.133 af (100% of inflow) Center-of-Mass det. time= 527.5 min ( 7,905.0 - 7,377.4 ) Volume Invert Avail.Storage Storage Description #1 910.80' 251 cf Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 910.80 179 0 0 912.00 179 215 215 912.20 179 36 251 Device Routing Invert Outlet Devices #1 Primary 912.00'85.0' long x 2.1' breadth Broad-Crested Rectangular Weir Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 1.80 2.00 2.50 3.00 3.50 4.00 Coef. (English) 2.53 2.61 2.61 2.60 2.66 2.69 2.75 2.86 2.85 2.83 3.03 3.17 3.29 3.32 #2 Discarded 910.80'0.300 in/hr Exfiltration over Surface area Discarded OutFlow Max=0.00 cfs @ 10.44 hrs HW=910.81' (Free Discharge) 2=Exfiltration (Exfiltration Controls 0.00 cfs) Primary OutFlow Max=0.04 cfs @ 121.20 hrs HW=912.00' TW=879.07' (Dynamic Tailwater) 1=Broad-Crested Rectangular Weir (Weir Controls 0.04 cfs @ 0.15 fps) Snowmelt_10d_100yr 10 day-100 Yr Snow Rainfall=7.20", AMC=4210104pdrn Printed 7/30/2021Prepared by {enter your company name here} Page 33HydroCAD® 10.10-5a s/n 01427 © 2020 HydroCAD Software Solutions LLC Pond 1P: P-3 Inflow Outflow Discarded Primary Hydrograph Time (hours) 400380360340320300280260240220200180160140120100806040200Flow (cfs)0.048 0.046 0.044 0.042 0.04 0.038 0.036 0.034 0.032 0.03 0.028 0.026 0.024 0.022 0.02 0.018 0.016 0.014 0.012 0.01 0.008 0.006 0.004 0.002 0 Inflow Area=0.230 ac Peak Elev=912.00' Storage=215 cf 0.04 cfs0.04 cfs 0.00 cfs 0.04 cfs Snowmelt_10d_100yr 10 day-100 Yr Snow Rainfall=7.20", AMC=4210104pdrn Printed 7/30/2021Prepared by {enter your company name here} Page 34HydroCAD® 10.10-5a s/n 01427 © 2020 HydroCAD Software Solutions LLC Summary for Pond P-1: Existing Low Point Inflow Area = 0.348 ac, 17.53% Impervious, Inflow Depth = 6.96" for 10 day-100 Yr Snow event Inflow = 0.07 cfs @ 121.23 hrs, Volume= 0.202 af Outflow = 0.07 cfs @ 121.26 hrs, Volume= 0.202 af, Atten= 0%, Lag= 2.1 min Discarded = 0.01 cfs @ 100.54 hrs, Volume= 0.121 af Primary = 0.06 cfs @ 121.26 hrs, Volume= 0.080 af Routing by Dyn-Stor-Ind method, Time Span= 0.00-400.00 hrs, dt= 0.01 hrs Peak Elev= 922.02' @ 121.26 hrs Surf.Area= 1,209 sf Storage= 1,392 cf Plug-Flow detention time= (not calculated: outflow precedes inflow) Center-of-Mass det. time= 2,088.0 min ( 9,467.6 - 7,379.6 ) Volume Invert Avail.Storage Storage Description #1 920.00' 1,734 cf Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 920.00 214 0 0 921.00 660 437 437 922.00 1,209 935 1,372 922.30 1,209 363 1,734 Device Routing Invert Outlet Devices #1 Primary 922.00'10.0' 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 #2 Discarded 920.00'0.200 in/hr Exfiltration over Surface area Discarded OutFlow Max=0.01 cfs @ 100.54 hrs HW=922.00' (Free Discharge) 2=Exfiltration (Exfiltration Controls 0.01 cfs) Primary OutFlow Max=0.06 cfs @ 121.26 hrs HW=922.02' TW=914.60' (Dynamic Tailwater) 1=Broad-Crested Rectangular Weir (Weir Controls 0.06 cfs @ 0.36 fps) Snowmelt_10d_100yr 10 day-100 Yr Snow Rainfall=7.20", AMC=4210104pdrn Printed 7/30/2021Prepared by {enter your company name here} Page 35HydroCAD® 10.10-5a s/n 01427 © 2020 HydroCAD Software Solutions LLC Pond P-1: Existing Low Point Inflow Outflow Discarded Primary Hydrograph Time (hours) 400380360340320300280260240220200180160140120100806040200Flow (cfs)0.07 0.065 0.06 0.055 0.05 0.045 0.04 0.035 0.03 0.025 0.02 0.015 0.01 0.005 0 Inflow Area=0.348 ac Peak Elev=922.02' Storage=1,392 cf 0.07 cfs0.07 cfs 0.01 cfs 0.06 cfs Snowmelt_10d_100yr 10 day-100 Yr Snow Rainfall=7.20", AMC=4210104pdrn Printed 7/30/2021Prepared by {enter your company name here} Page 36HydroCAD® 10.10-5a s/n 01427 © 2020 HydroCAD Software Solutions LLC Summary for Pond P-2: P-2 [87] Warning: Oscillations may require smaller dt or Finer Routing (severity=641) Inflow Area = 0.861 ac, 39.14% Impervious, Inflow Depth = 5.27" for 10 day-100 Yr Snow event Inflow = 0.16 cfs @ 121.24 hrs, Volume= 0.378 af Outflow = 0.15 cfs @ 121.72 hrs, Volume= 0.378 af, Atten= 7%, Lag= 28.3 min Discarded = 0.02 cfs @ 121.72 hrs, Volume= 0.291 af Primary = 0.13 cfs @ 121.72 hrs, Volume= 0.087 af Secondary = 0.00 cfs @ 0.00 hrs, Volume= 0.000 af Routing by Dyn-Stor-Ind method, Time Span= 0.00-400.00 hrs, dt= 0.01 hrs Peak Elev= 914.60' @ 121.72 hrs Surf.Area= 2,402 sf Storage= 2,246 cf Plug-Flow detention time= (not calculated: outflow precedes inflow) Center-of-Mass det. time= 529.0 min ( 7,992.7 - 7,463.7 ) Volume Invert Avail.Storage Storage Description #1 913.50' 3,787 cf Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 913.50 1,682 0 0 914.00 1,997 920 920 915.00 2,669 2,333 3,253 915.20 2,669 534 3,787 Device Routing Invert Outlet Devices #1 Secondary 915.00'40.0' long x 2.0' breadth Broad-Crested Rectangular Weir Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 1.80 2.00 2.50 3.00 3.50 Coef. (English) 2.54 2.61 2.61 2.60 2.66 2.70 2.77 2.89 2.88 2.85 3.07 3.20 3.32 #2 Discarded 913.50'0.400 in/hr Exfiltration over Surface area #3 Primary 914.30'6.0" Round Culvert L= 10.0' CPP, mitered to conform to fill, Ke= 0.700 Inlet / Outlet Invert= 914.30' / 914.30' S= 0.0000 '/' Cc= 0.900 n= 0.011 PVC, smooth interior, Flow Area= 0.20 sf Discarded OutFlow Max=0.02 cfs @ 121.72 hrs HW=914.60' (Free Discharge) 2=Exfiltration (Exfiltration Controls 0.02 cfs) Primary OutFlow Max=0.13 cfs @ 121.72 hrs HW=914.60' TW=913.66' (Dynamic Tailwater) 3=Culvert (Barrel Controls 0.13 cfs @ 1.45 fps) Secondary OutFlow Max=0.00 cfs @ 0.00 hrs HW=913.50' TW=912.60' (Dynamic Tailwater) 1=Broad-Crested Rectangular Weir ( Controls 0.00 cfs) Snowmelt_10d_100yr 10 day-100 Yr Snow Rainfall=7.20", AMC=4210104pdrn Printed 7/30/2021Prepared by {enter your company name here} Page 37HydroCAD® 10.10-5a s/n 01427 © 2020 HydroCAD Software Solutions LLC Pond P-2: P-2 Inflow Outflow Discarded Primary Secondary Hydrograph Time (hours) 400380360340320300280260240220200180160140120100806040200Flow (cfs)0.17 0.16 0.15 0.14 0.13 0.12 0.11 0.1 0.09 0.08 0.07 0.06 0.05 0.04 0.03 0.02 0.01 0 Inflow Area=0.861 ac Peak Elev=914.60' Storage=2,246 cf 0.16 cfs 0.15 cfs 0.02 cfs 0.13 cfs 0.00 cfs Snowmelt_10d_100yr 10 day-100 Yr Snow Rainfall=7.20", AMC=4210104pdrn Printed 7/30/2021Prepared by {enter your company name here} Page 38HydroCAD® 10.10-5a s/n 01427 © 2020 HydroCAD Software Solutions LLC Summary for Pond W-1: Wetland 1 Inflow Area = 1.648 ac, 26.64% Impervious, Inflow Depth = 3.95" for 10 day-100 Yr Snow event Inflow = 0.27 cfs @ 121.23 hrs, Volume= 0.543 af Outflow = 0.03 cfs @ 141.44 hrs, Volume= 0.517 af, Atten= 88%, Lag= 1,212.4 min Discarded = 0.03 cfs @ 141.44 hrs, Volume= 0.517 af Primary = 0.00 cfs @ 0.00 hrs, Volume= 0.000 af Routing by Dyn-Stor-Ind method, Time Span= 0.00-400.00 hrs, dt= 0.01 hrs Peak Elev= 914.01' @ 141.44 hrs Surf.Area= 12,342 sf Storage= 12,153 cf Plug-Flow detention time= 4,954.9 min calculated for 0.517 af (95% of inflow) Center-of-Mass det. time= 4,647.2 min ( 12,054.0 - 7,406.8 ) Volume Invert Avail.Storage Storage Description #1 912.60' 60,380 cf Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 912.60 5,156 0 0 913.00 6,924 2,416 2,416 914.00 12,316 9,620 12,036 915.00 15,077 13,697 25,732 916.00 20,853 17,965 43,697 916.80 20,853 16,682 60,380 Device Routing Invert Outlet Devices #1 Primary 916.30'10.0' 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 #2 Discarded 912.60'0.200 in/hr Exfiltration over Surface area above 912.60' Excluded Surface area = 5,156 sf Discarded OutFlow Max=0.03 cfs @ 141.44 hrs HW=914.01' (Free Discharge) 2=Exfiltration (Exfiltration Controls 0.03 cfs) Primary OutFlow Max=0.00 cfs @ 0.00 hrs HW=912.60' TW=879.00' (Dynamic Tailwater) 1=Broad-Crested Rectangular Weir ( Controls 0.00 cfs) Snowmelt_10d_100yr 10 day-100 Yr Snow Rainfall=7.20", AMC=4210104pdrn Printed 7/30/2021Prepared by {enter your company name here} Page 39HydroCAD® 10.10-5a s/n 01427 © 2020 HydroCAD Software Solutions LLC Pond W-1: Wetland 1 Inflow Outflow Discarded Primary Hydrograph Time (hours) 400380360340320300280260240220200180160140120100806040200Flow (cfs)0.3 0.28 0.26 0.24 0.22 0.2 0.18 0.16 0.14 0.12 0.1 0.08 0.06 0.04 0.02 0 Inflow Area=1.648 ac Peak Elev=914.01' Storage=12,153 cf 0.27 cfs 0.03 cfs0.03 cfs 0.00 cfs Snowmelt_10d_100yr 10 day-100 Yr Snow Rainfall=7.20", AMC=4210104pdrn Printed 7/30/2021Prepared by {enter your company name here} Page 40HydroCAD® 10.10-5a s/n 01427 © 2020 HydroCAD Software Solutions LLC Summary for Pond W-2: W-2 Inflow Area = 4.293 ac, 30.84% Impervious, Inflow Depth = 4.21" for 10 day-100 Yr Snow event Inflow = 0.50 cfs @ 121.21 hrs, Volume= 1.505 af Outflow = 0.47 cfs @ 121.66 hrs, Volume= 1.505 af, Atten= 6%, Lag= 26.5 min Primary = 0.47 cfs @ 121.66 hrs, Volume= 1.505 af Routing by Dyn-Stor-Ind method, Time Span= 0.00-400.00 hrs, dt= 0.01 hrs Starting Elev= 879.00' Surf.Area= 0.831 ac Storage= 2.249 af Peak Elev= 879.07' @ 121.66 hrs Surf.Area= 0.831 ac Storage= 2.309 af (0.059 af above start) Plug-Flow detention time= (not calculated: initial storage exceeds outflow) Center-of-Mass det. time= 158.3 min ( 7,556.3 - 7,398.0 ) Volume Invert Avail.Storage Storage Description #1 876.00' 2.665 af Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (acres) (acre-feet) (acre-feet) 876.00 0.670 0.000 0.000 877.00 0.723 0.696 0.696 878.00 0.776 0.749 1.446 879.00 0.831 0.803 2.249 879.50 0.831 0.415 2.665 Device Routing Invert Outlet Devices #1 Primary 879.00'10.0' long x 10.0' breadth Broad-Crested Rectangular Weir Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 Coef. (English) 2.49 2.56 2.70 2.69 2.68 2.69 2.67 2.64 Primary OutFlow Max=0.47 cfs @ 121.66 hrs HW=879.07' (Free Discharge) 1=Broad-Crested Rectangular Weir (Weir Controls 0.47 cfs @ 0.66 fps) Snowmelt_10d_100yr 10 day-100 Yr Snow Rainfall=7.20", AMC=4210104pdrn Printed 7/30/2021Prepared by {enter your company name here} Page 41HydroCAD® 10.10-5a s/n 01427 © 2020 HydroCAD Software Solutions LLC Pond W-2: W-2 Inflow Primary Hydrograph Time (hours) 400380360340320300280260240220200180160140120100806040200Flow (cfs)0.55 0.5 0.45 0.4 0.35 0.3 0.25 0.2 0.15 0.1 0.05 0 Inflow Area=4.293 ac Peak Elev=879.07' Storage=2.309 af 0.50 cfs 0.47 cfs Snowmelt_10d_100yr 10 day-100 Yr Snow Rainfall=7.20", AMC=4210104pdrn Printed 7/30/2021Prepared by {enter your company name here} Page 42HydroCAD® 10.10-5a s/n 01427 © 2020 HydroCAD Software Solutions LLC Summary for Link 101: CASH 101 Inflow Area = 0.099 ac, 0.00% Impervious, Inflow Depth = 6.96" for 10 day-100 Yr Snow event Inflow = 0.02 cfs @ 121.30 hrs, Volume= 0.057 af Primary = 0.02 cfs @ 121.30 hrs, Volume= 0.057 af, Atten= 0%, Lag= 0.0 min Primary outflow = Inflow, Time Span= 0.00-400.00 hrs, dt= 0.01 hrs Link 101: CASH 101 Inflow Primary Hydrograph Time (hours) 400380360340320300280260240220200180160140120100806040200Flow (cfs)0.021 0.02 0.019 0.018 0.017 0.016 0.015 0.014 0.013 0.012 0.011 0.01 0.009 0.008 0.007 0.006 0.005 0.004 0.003 0.002 0.001 0 Inflow Area=0.099 ac 0.02 cfs0.02 cfs MSE 24-hr 3 10-Year Rainfall=4.26"210104pdrn Printed 7/30/2021Prepared by {enter your company name here} Page 43HydroCAD® 10.10-5a s/n 01427 © 2020 HydroCAD Software Solutions LLC Summary for Subcatchment North: North Runoff = 0.13 cfs @ 12.20 hrs, Volume= 0.008 af, Depth= 0.95" Runoff by SCS TR-20 method, UH=SCS, Weighted-Q, Time Span= 0.00-400.00 hrs, dt= 0.01 hrs MSE 24-hr 3 10-Year Rainfall=4.26" Area (ac) CN Description 0.099 61 >75% Grass cover, Good, HSG B 0.099 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 10.7 268 0.0305 0.42 Lag/CN Method, Subcatchment North: North Runoff Hydrograph Time (hours) 400380360340320300280260240220200180160140120100806040200Flow (cfs)0.14 0.13 0.12 0.11 0.1 0.09 0.08 0.07 0.06 0.05 0.04 0.03 0.02 0.01 0 MSE 24-hr 3 10-Year Rainfall=4.26" Runoff Area=0.099 ac Runoff Volume=0.008 af Runoff Depth=0.95" Flow Length=268' Slope=0.0305 '/' Tc=10.7 min CN=61 0.13 cfs MSE 24-hr 3 10-Year Rainfall=4.26"210104pdrn Printed 7/30/2021Prepared by {enter your company name here} Page 44HydroCAD® 10.10-5a s/n 01427 © 2020 HydroCAD Software Solutions LLC Summary for Subcatchment OFF-1: OFF-1 Runoff = 0.46 cfs @ 12.12 hrs, Volume= 0.021 af, Depth= 1.35" Runoff by SCS TR-20 method, UH=SCS, Weighted-Q, Time Span= 0.00-400.00 hrs, dt= 0.01 hrs MSE 24-hr 3 10-Year Rainfall=4.26" Area (ac) CN Description 0.022 98 Paved parking, HSG B 0.029 65 Woods/grass comb., Fair, HSG B 0.136 61 >75% Grass cover, Good, HSG B 0.187 Weighted Average 0.165 88.24% Pervious Area 0.022 11.76% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 4.3 170 0.0706 0.66 Lag/CN Method, Subcatchment OFF-1: OFF-1 Runoff Hydrograph Time (hours) 400380360340320300280260240220200180160140120100806040200Flow (cfs)0.5 0.48 0.46 0.44 0.42 0.4 0.38 0.36 0.34 0.32 0.3 0.28 0.26 0.24 0.22 0.2 0.18 0.16 0.14 0.12 0.1 0.08 0.06 0.04 0.02 0 MSE 24-hr 3 10-Year Rainfall=4.26" Runoff Area=0.187 ac Runoff Volume=0.021 af Runoff Depth=1.35" Flow Length=170' Slope=0.0706 '/' Tc=4.3 min CN=WQ 0.46 cfs MSE 24-hr 3 10-Year Rainfall=4.26"210104pdrn Printed 7/30/2021Prepared by {enter your company name here} Page 45HydroCAD® 10.10-5a s/n 01427 © 2020 HydroCAD Software Solutions LLC Summary for Subcatchment S-1: S-1 Runoff = 0.66 cfs @ 12.11 hrs, Volume= 0.028 af, Depth= 2.07" Runoff by SCS TR-20 method, UH=SCS, Weighted-Q, Time Span= 0.00-400.00 hrs, dt= 0.01 hrs MSE 24-hr 3 10-Year Rainfall=4.26" Area (ac) CN Description 0.039 98 Paved parking, HSG B 0.122 69 50-75% Grass cover, Fair, HSG B 0.161 Weighted Average 0.122 75.78% Pervious Area 0.039 24.22% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 2.6 114 0.0593 0.73 Lag/CN Method, Subcatchment S-1: S-1 Runoff Hydrograph Time (hours) 400380360340320300280260240220200180160140120100806040200Flow (cfs)0.7 0.65 0.6 0.55 0.5 0.45 0.4 0.35 0.3 0.25 0.2 0.15 0.1 0.05 0 MSE 24-hr 3 10-Year Rainfall=4.26" Runoff Area=0.161 ac Runoff Volume=0.028 af Runoff Depth=2.07" Flow Length=114' Slope=0.0593 '/' Tc=2.6 min CN=WQ 0.66 cfs MSE 24-hr 3 10-Year Rainfall=4.26"210104pdrn Printed 7/30/2021Prepared by {enter your company name here} Page 46HydroCAD® 10.10-5a s/n 01427 © 2020 HydroCAD Software Solutions LLC Summary for Subcatchment S-2: S-2 Runoff = 3.14 cfs @ 12.10 hrs, Volume= 0.127 af, Depth= 1.94" Runoff by SCS TR-20 method, UH=SCS, Weighted-Q, Time Span= 0.00-400.00 hrs, dt= 0.01 hrs MSE 24-hr 3 10-Year Rainfall=4.26" Area (ac) CN Description 0.102 98 Water Surface, HSG B 0.470 76 Woods/grass comb., Fair, HSG C 0.215 61 >75% Grass cover, Good, HSG B 0.787 Weighted Average 0.685 87.04% Pervious Area 0.102 12.96% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 2.0 124 0.1151 1.01 Lag/CN Method, Subcatchment S-2: S-2 Runoff Hydrograph Time (hours) 400380360340320300280260240220200180160140120100806040200Flow (cfs)3 2 1 0 MSE 24-hr 3 10-Year Rainfall=4.26" Runoff Area=0.787 ac Runoff Volume=0.127 af Runoff Depth=1.94" Flow Length=124' Slope=0.1151 '/' Tc=2.0 min CN=WQ 3.14 cfs MSE 24-hr 3 10-Year Rainfall=4.26"210104pdrn Printed 7/30/2021Prepared by {enter your company name here} Page 47HydroCAD® 10.10-5a s/n 01427 © 2020 HydroCAD Software Solutions LLC Summary for Subcatchment S-3: S-3 Runoff = 2.27 cfs @ 12.12 hrs, Volume= 0.111 af, Depth= 2.60" Runoff by SCS TR-20 method, UH=SCS, Weighted-Q, Time Span= 0.00-400.00 hrs, dt= 0.01 hrs MSE 24-hr 3 10-Year Rainfall=4.26" Area (ac) CN Description 0.276 98 Paved parking, HSG B 0.237 61 >75% Grass cover, Good, HSG B 0.513 Weighted Average 0.237 46.20% Pervious Area 0.276 53.80% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 4.5 247 0.0497 0.91 Lag/CN Method, Subcatchment S-3: S-3 Runoff Hydrograph Time (hours) 400380360340320300280260240220200180160140120100806040200Flow (cfs)2 1 0 MSE 24-hr 3 10-Year Rainfall=4.26" Runoff Area=0.513 ac Runoff Volume=0.111 af Runoff Depth=2.60" Flow Length=247' Slope=0.0497 '/' Tc=4.5 min CN=WQ 2.27 cfs MSE 24-hr 3 10-Year Rainfall=4.26"210104pdrn Printed 7/30/2021Prepared by {enter your company name here} Page 48HydroCAD® 10.10-5a s/n 01427 © 2020 HydroCAD Software Solutions LLC Summary for Subcatchment S-4: S-4 Runoff = 1.04 cfs @ 12.10 hrs, Volume= 0.042 af, Depth= 2.20" Runoff by SCS TR-20 method, UH=SCS, Weighted-Q, Time Span= 0.00-400.00 hrs, dt= 0.01 hrs MSE 24-hr 3 10-Year Rainfall=4.26" Area (ac) CN Description 0.176 72 Woods/grass comb., Good, HSG C 0.054 98 Roofs, HSG A 0.230 Weighted Average 0.176 76.52% Pervious Area 0.054 23.48% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 1.2 72 0.1111 0.97 Lag/CN Method, Subcatchment S-4: S-4 Runoff Hydrograph Time (hours) 400380360340320300280260240220200180160140120100806040200Flow (cfs)1 0 MSE 24-hr 3 10-Year Rainfall=4.26" Runoff Area=0.230 ac Runoff Volume=0.042 af Runoff Depth=2.20" Flow Length=72' Slope=0.1111 '/' Tc=1.2 min CN=WQ 1.04 cfs MSE 24-hr 3 10-Year Rainfall=4.26"210104pdrn Printed 7/30/2021Prepared by {enter your company name here} Page 49HydroCAD® 10.10-5a s/n 01427 © 2020 HydroCAD Software Solutions LLC Summary for Subcatchment SOUTH: SOUTH Runoff = 10.96 cfs @ 12.11 hrs, Volume= 0.482 af, Depth= 2.50" Runoff by SCS TR-20 method, UH=SCS, Weighted-Q, Time Span= 0.00-400.00 hrs, dt= 0.01 hrs MSE 24-hr 3 10-Year Rainfall=4.26" Area (ac) CN Description 1.485 72 Woods/grass comb., Good, HSG C 0.831 98 Water Surface, HSG A 2.316 Weighted Average 1.485 64.12% Pervious Area 0.831 35.88% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 3.1 289 0.1315 1.53 Lag/CN Method, Subcatchment SOUTH: SOUTH Runoff Hydrograph Time (hours) 400380360340320300280260240220200180160140120100806040200Flow (cfs)12 11 10 9 8 7 6 5 4 3 2 1 0 MSE 24-hr 3 10-Year Rainfall=4.26" Runoff Area=2.316 ac Runoff Volume=0.482 af Runoff Depth=2.50" Flow Length=289' Slope=0.1315 '/' Tc=3.1 min CN=WQ 10.96 cfs MSE 24-hr 3 10-Year Rainfall=4.26"210104pdrn Printed 7/30/2021Prepared by {enter your company name here} Page 50HydroCAD® 10.10-5a s/n 01427 © 2020 HydroCAD Software Solutions LLC Summary for Pond 1P: P-3 Inflow Area = 0.230 ac, 23.48% Impervious, Inflow Depth = 2.20" for 10-Year event Inflow = 1.04 cfs @ 12.10 hrs, Volume= 0.042 af Outflow = 1.04 cfs @ 12.10 hrs, Volume= 0.042 af, Atten= 0%, Lag= 0.0 min Discarded = 0.00 cfs @ 5.73 hrs, Volume= 0.007 af Primary = 1.04 cfs @ 12.10 hrs, Volume= 0.035 af Routing by Dyn-Stor-Ind method, Time Span= 0.00-400.00 hrs, dt= 0.01 hrs Peak Elev= 912.03' @ 12.10 hrs Surf.Area= 179 sf Storage= 220 cf Plug-Flow detention time= 261.9 min calculated for 0.042 af (100% of inflow) Center-of-Mass det. time= 262.0 min ( 1,046.6 - 784.6 ) Volume Invert Avail.Storage Storage Description #1 910.80' 251 cf Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 910.80 179 0 0 912.00 179 215 215 912.20 179 36 251 Device Routing Invert Outlet Devices #1 Primary 912.00'85.0' long x 2.1' breadth Broad-Crested Rectangular Weir Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 1.80 2.00 2.50 3.00 3.50 4.00 Coef. (English) 2.53 2.61 2.61 2.60 2.66 2.69 2.75 2.86 2.85 2.83 3.03 3.17 3.29 3.32 #2 Discarded 910.80'0.300 in/hr Exfiltration over Surface area Discarded OutFlow Max=0.00 cfs @ 5.73 hrs HW=910.81' (Free Discharge) 2=Exfiltration (Exfiltration Controls 0.00 cfs) Primary OutFlow Max=1.03 cfs @ 12.10 hrs HW=912.03' TW=879.19' (Dynamic Tailwater) 1=Broad-Crested Rectangular Weir (Weir Controls 1.03 cfs @ 0.43 fps) MSE 24-hr 3 10-Year Rainfall=4.26"210104pdrn Printed 7/30/2021Prepared by {enter your company name here} Page 51HydroCAD® 10.10-5a s/n 01427 © 2020 HydroCAD Software Solutions LLC Pond 1P: P-3 Inflow Outflow Discarded Primary Hydrograph Time (hours) 400380360340320300280260240220200180160140120100806040200Flow (cfs)1 0 Inflow Area=0.230 ac Peak Elev=912.03' Storage=220 cf 1.04 cfs1.04 cfs 0.00 cfs 1.04 cfs MSE 24-hr 3 10-Year Rainfall=4.26"210104pdrn Printed 7/30/2021Prepared by {enter your company name here} Page 52HydroCAD® 10.10-5a s/n 01427 © 2020 HydroCAD Software Solutions LLC Summary for Pond P-1: Existing Low Point Inflow Area = 0.348 ac, 17.53% Impervious, Inflow Depth = 1.68" for 10-Year event Inflow = 1.10 cfs @ 12.11 hrs, Volume= 0.049 af Outflow = 0.07 cfs @ 13.16 hrs, Volume= 0.049 af, Atten= 93%, Lag= 62.9 min Discarded = 0.01 cfs @ 12.95 hrs, Volume= 0.038 af Primary = 0.07 cfs @ 13.16 hrs, Volume= 0.011 af Routing by Dyn-Stor-Ind method, Time Span= 0.00-400.00 hrs, dt= 0.01 hrs Peak Elev= 922.02' @ 13.16 hrs Surf.Area= 1,209 sf Storage= 1,394 cf Plug-Flow detention time= (not calculated: outflow precedes inflow) Center-of-Mass det. time= 2,222.3 min ( 3,017.8 - 795.5 ) Volume Invert Avail.Storage Storage Description #1 920.00' 1,734 cf Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 920.00 214 0 0 921.00 660 437 437 922.00 1,209 935 1,372 922.30 1,209 363 1,734 Device Routing Invert Outlet Devices #1 Primary 922.00'10.0' 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 #2 Discarded 920.00'0.200 in/hr Exfiltration over Surface area Discarded OutFlow Max=0.01 cfs @ 12.95 hrs HW=922.00' (Free Discharge) 2=Exfiltration (Exfiltration Controls 0.01 cfs) Primary OutFlow Max=0.07 cfs @ 13.16 hrs HW=922.02' TW=914.69' (Dynamic Tailwater) 1=Broad-Crested Rectangular Weir (Weir Controls 0.07 cfs @ 0.38 fps) MSE 24-hr 3 10-Year Rainfall=4.26"210104pdrn Printed 7/30/2021Prepared by {enter your company name here} Page 53HydroCAD® 10.10-5a s/n 01427 © 2020 HydroCAD Software Solutions LLC Pond P-1: Existing Low Point Inflow Outflow Discarded Primary Hydrograph Time (hours) 400380360340320300280260240220200180160140120100806040200Flow (cfs)1 0 Inflow Area=0.348 ac Peak Elev=922.02' Storage=1,394 cf 1.10 cfs 0.07 cfs 0.01 cfs 0.07 cfs MSE 24-hr 3 10-Year Rainfall=4.26"210104pdrn Printed 7/30/2021Prepared by {enter your company name here} Page 54HydroCAD® 10.10-5a s/n 01427 © 2020 HydroCAD Software Solutions LLC Summary for Pond P-2: P-2 Inflow Area = 0.861 ac, 39.14% Impervious, Inflow Depth = 1.70" for 10-Year event Inflow = 2.27 cfs @ 12.12 hrs, Volume= 0.122 af Outflow = 0.27 cfs @ 12.55 hrs, Volume= 0.122 af, Atten= 88%, Lag= 25.6 min Discarded = 0.02 cfs @ 12.55 hrs, Volume= 0.067 af Primary = 0.25 cfs @ 12.55 hrs, Volume= 0.055 af Secondary = 0.00 cfs @ 0.00 hrs, Volume= 0.000 af Routing by Dyn-Stor-Ind method, Time Span= 0.00-400.00 hrs, dt= 0.01 hrs Peak Elev= 914.74' @ 12.55 hrs Surf.Area= 2,494 sf Storage= 2,582 cf Plug-Flow detention time= (not calculated: outflow precedes inflow) Center-of-Mass det. time= 480.9 min ( 1,257.9 - 777.0 ) Volume Invert Avail.Storage Storage Description #1 913.50' 3,787 cf Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 913.50 1,682 0 0 914.00 1,997 920 920 915.00 2,669 2,333 3,253 915.20 2,669 534 3,787 Device Routing Invert Outlet Devices #1 Secondary 915.00'40.0' long x 2.0' breadth Broad-Crested Rectangular Weir Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 1.80 2.00 2.50 3.00 3.50 Coef. (English) 2.54 2.61 2.61 2.60 2.66 2.70 2.77 2.89 2.88 2.85 3.07 3.20 3.32 #2 Discarded 913.50'0.400 in/hr Exfiltration over Surface area #3 Primary 914.30'6.0" Round Culvert L= 10.0' CPP, mitered to conform to fill, Ke= 0.700 Inlet / Outlet Invert= 914.30' / 914.30' S= 0.0000 '/' Cc= 0.900 n= 0.011 PVC, smooth interior, Flow Area= 0.20 sf Discarded OutFlow Max=0.02 cfs @ 12.55 hrs HW=914.74' (Free Discharge) 2=Exfiltration (Exfiltration Controls 0.02 cfs) Primary OutFlow Max=0.25 cfs @ 12.55 hrs HW=914.74' TW=913.17' (Dynamic Tailwater) 3=Culvert (Barrel Controls 0.25 cfs @ 1.81 fps) Secondary OutFlow Max=0.00 cfs @ 0.00 hrs HW=913.50' TW=912.60' (Dynamic Tailwater) 1=Broad-Crested Rectangular Weir ( Controls 0.00 cfs) MSE 24-hr 3 10-Year Rainfall=4.26"210104pdrn Printed 7/30/2021Prepared by {enter your company name here} Page 55HydroCAD® 10.10-5a s/n 01427 © 2020 HydroCAD Software Solutions LLC Pond P-2: P-2 Inflow Outflow Discarded Primary Secondary Hydrograph Time (hours) 400380360340320300280260240220200180160140120100806040200Flow (cfs)2 1 0 Inflow Area=0.861 ac Peak Elev=914.74' Storage=2,582 cf 2.27 cfs 0.27 cfs 0.02 cfs 0.25 cfs 0.00 cfs MSE 24-hr 3 10-Year Rainfall=4.26"210104pdrn Printed 7/30/2021Prepared by {enter your company name here} Page 56HydroCAD® 10.10-5a s/n 01427 © 2020 HydroCAD Software Solutions LLC Summary for Pond W-1: Wetland 1 Inflow Area = 1.648 ac, 26.64% Impervious, Inflow Depth = 1.32" for 10-Year event Inflow = 3.14 cfs @ 12.10 hrs, Volume= 0.182 af Outflow = 0.02 cfs @ 21.88 hrs, Volume= 0.181 af, Atten= 99%, Lag= 586.7 min Discarded = 0.02 cfs @ 21.88 hrs, Volume= 0.181 af Primary = 0.00 cfs @ 0.00 hrs, Volume= 0.000 af Routing by Dyn-Stor-Ind method, Time Span= 0.00-400.00 hrs, dt= 0.01 hrs Peak Elev= 913.56' @ 21.88 hrs Surf.Area= 9,926 sf Storage= 7,107 cf Plug-Flow detention time= 4,803.1 min calculated for 0.181 af (99% of inflow) Center-of-Mass det. time= 4,800.0 min ( 5,617.5 - 817.5 ) Volume Invert Avail.Storage Storage Description #1 912.60' 60,380 cf Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 912.60 5,156 0 0 913.00 6,924 2,416 2,416 914.00 12,316 9,620 12,036 915.00 15,077 13,697 25,732 916.00 20,853 17,965 43,697 916.80 20,853 16,682 60,380 Device Routing Invert Outlet Devices #1 Primary 916.30'10.0' 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 #2 Discarded 912.60'0.200 in/hr Exfiltration over Surface area above 912.60' Excluded Surface area = 5,156 sf Discarded OutFlow Max=0.02 cfs @ 21.88 hrs HW=913.56' (Free Discharge) 2=Exfiltration (Exfiltration Controls 0.02 cfs) Primary OutFlow Max=0.00 cfs @ 0.00 hrs HW=912.60' TW=879.00' (Dynamic Tailwater) 1=Broad-Crested Rectangular Weir ( Controls 0.00 cfs) MSE 24-hr 3 10-Year Rainfall=4.26"210104pdrn Printed 7/30/2021Prepared by {enter your company name here} Page 57HydroCAD® 10.10-5a s/n 01427 © 2020 HydroCAD Software Solutions LLC Pond W-1: Wetland 1 Inflow Outflow Discarded Primary Hydrograph Time (hours) 400380360340320300280260240220200180160140120100806040200Flow (cfs)3 2 1 0 Inflow Area=1.648 ac Peak Elev=913.56' Storage=7,107 cf 3.14 cfs 0.02 cfs0.02 cfs0.00 cfs MSE 24-hr 3 10-Year Rainfall=4.26"210104pdrn Printed 7/30/2021Prepared by {enter your company name here} Page 58HydroCAD® 10.10-5a s/n 01427 © 2020 HydroCAD Software Solutions LLC Summary for Pond W-2: W-2 Inflow Area = 4.293 ac, 30.84% Impervious, Inflow Depth = 1.47" for 10-Year event Inflow = 12.03 cfs @ 12.11 hrs, Volume= 0.525 af Outflow = 3.06 cfs @ 12.26 hrs, Volume= 0.525 af, Atten= 75%, Lag= 9.2 min Primary = 3.06 cfs @ 12.26 hrs, Volume= 0.525 af Routing by Dyn-Stor-Ind method, Time Span= 0.00-400.00 hrs, dt= 0.01 hrs Starting Elev= 879.00' Surf.Area= 0.831 ac Storage= 2.249 af Peak Elev= 879.25' @ 12.26 hrs Surf.Area= 0.831 ac Storage= 2.454 af (0.205 af above start) Plug-Flow detention time= (not calculated: initial storage exceeds outflow) Center-of-Mass det. time= 89.4 min ( 867.9 - 778.5 ) Volume Invert Avail.Storage Storage Description #1 876.00' 2.665 af Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (acres) (acre-feet) (acre-feet) 876.00 0.670 0.000 0.000 877.00 0.723 0.696 0.696 878.00 0.776 0.749 1.446 879.00 0.831 0.803 2.249 879.50 0.831 0.415 2.665 Device Routing Invert Outlet Devices #1 Primary 879.00'10.0' long x 10.0' breadth Broad-Crested Rectangular Weir Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 Coef. (English) 2.49 2.56 2.70 2.69 2.68 2.69 2.67 2.64 Primary OutFlow Max=3.06 cfs @ 12.26 hrs HW=879.25' (Free Discharge) 1=Broad-Crested Rectangular Weir (Weir Controls 3.06 cfs @ 1.24 fps) MSE 24-hr 3 10-Year Rainfall=4.26"210104pdrn Printed 7/30/2021Prepared by {enter your company name here} Page 59HydroCAD® 10.10-5a s/n 01427 © 2020 HydroCAD Software Solutions LLC Pond W-2: W-2 Inflow Primary Hydrograph Time (hours) 400380360340320300280260240220200180160140120100806040200Flow (cfs)13 12 11 10 9 8 7 6 5 4 3 2 1 0 Inflow Area=4.293 ac Peak Elev=879.25' Storage=2.454 af 12.03 cfs 3.06 cfs MSE 24-hr 3 10-Year Rainfall=4.26"210104pdrn Printed 7/30/2021Prepared by {enter your company name here} Page 60HydroCAD® 10.10-5a s/n 01427 © 2020 HydroCAD Software Solutions LLC Summary for Link 101: CASH 101 Inflow Area = 0.099 ac, 0.00% Impervious, Inflow Depth = 0.95" for 10-Year event Inflow = 0.13 cfs @ 12.20 hrs, Volume= 0.008 af Primary = 0.13 cfs @ 12.20 hrs, Volume= 0.008 af, Atten= 0%, Lag= 0.0 min Primary outflow = Inflow, Time Span= 0.00-400.00 hrs, dt= 0.01 hrs Link 101: CASH 101 Inflow Primary Hydrograph Time (hours) 400380360340320300280260240220200180160140120100806040200Flow (cfs)0.14 0.13 0.12 0.11 0.1 0.09 0.08 0.07 0.06 0.05 0.04 0.03 0.02 0.01 0 Inflow Area=0.099 ac 0.13 cfs0.13 cfs MSE 24-hr 3 100-Year Rainfall=7.38"210104pdrn Printed 7/30/2021Prepared by {enter your company name here} Page 61HydroCAD® 10.10-5a s/n 01427 © 2020 HydroCAD Software Solutions LLC Summary for Subcatchment North: North Runoff = 0.44 cfs @ 12.19 hrs, Volume= 0.025 af, Depth= 2.98" Runoff by SCS TR-20 method, UH=SCS, Weighted-Q, Time Span= 0.00-400.00 hrs, dt= 0.01 hrs MSE 24-hr 3 100-Year Rainfall=7.38" Area (ac) CN Description 0.099 61 >75% Grass cover, Good, HSG B 0.099 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 10.7 268 0.0305 0.42 Lag/CN Method, Subcatchment North: North Runoff Hydrograph Time (hours) 400380360340320300280260240220200180160140120100806040200Flow (cfs)0.48 0.46 0.44 0.42 0.4 0.38 0.36 0.34 0.32 0.3 0.28 0.26 0.24 0.22 0.2 0.18 0.16 0.14 0.12 0.1 0.08 0.06 0.04 0.02 0 MSE 24-hr 3 100-Year Rainfall=7.38" Runoff Area=0.099 ac Runoff Volume=0.025 af Runoff Depth=2.98" Flow Length=268' Slope=0.0305 '/' Tc=10.7 min CN=61 0.44 cfs MSE 24-hr 3 100-Year Rainfall=7.38"210104pdrn Printed 7/30/2021Prepared by {enter your company name here} Page 62HydroCAD® 10.10-5a s/n 01427 © 2020 HydroCAD Software Solutions LLC Summary for Subcatchment OFF-1: OFF-1 Runoff = 1.28 cfs @ 12.12 hrs, Volume= 0.055 af, Depth= 3.53" Runoff by SCS TR-20 method, UH=SCS, Weighted-Q, Time Span= 0.00-400.00 hrs, dt= 0.01 hrs MSE 24-hr 3 100-Year Rainfall=7.38" Area (ac) CN Description 0.022 98 Paved parking, HSG B 0.029 65 Woods/grass comb., Fair, HSG B 0.136 61 >75% Grass cover, Good, HSG B 0.187 Weighted Average 0.165 88.24% Pervious Area 0.022 11.76% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 4.3 170 0.0706 0.66 Lag/CN Method, Subcatchment OFF-1: OFF-1 Runoff Hydrograph Time (hours) 400380360340320300280260240220200180160140120100806040200Flow (cfs)1 0 MSE 24-hr 3 100-Year Rainfall=7.38" Runoff Area=0.187 ac Runoff Volume=0.055 af Runoff Depth=3.53" Flow Length=170' Slope=0.0706 '/' Tc=4.3 min CN=WQ 1.28 cfs MSE 24-hr 3 100-Year Rainfall=7.38"210104pdrn Printed 7/30/2021Prepared by {enter your company name here} Page 63HydroCAD® 10.10-5a s/n 01427 © 2020 HydroCAD Software Solutions LLC Summary for Subcatchment S-1: S-1 Runoff = 1.47 cfs @ 12.11 hrs, Volume= 0.062 af, Depth= 4.63" Runoff by SCS TR-20 method, UH=SCS, Weighted-Q, Time Span= 0.00-400.00 hrs, dt= 0.01 hrs MSE 24-hr 3 100-Year Rainfall=7.38" Area (ac) CN Description 0.039 98 Paved parking, HSG B 0.122 69 50-75% Grass cover, Fair, HSG B 0.161 Weighted Average 0.122 75.78% Pervious Area 0.039 24.22% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 2.6 114 0.0593 0.73 Lag/CN Method, Subcatchment S-1: S-1 Runoff Hydrograph Time (hours) 400380360340320300280260240220200180160140120100806040200Flow (cfs)1 0 MSE 24-hr 3 100-Year Rainfall=7.38" Runoff Area=0.161 ac Runoff Volume=0.062 af Runoff Depth=4.63" Flow Length=114' Slope=0.0593 '/' Tc=2.6 min CN=WQ 1.47 cfs MSE 24-hr 3 100-Year Rainfall=7.38"210104pdrn Printed 7/30/2021Prepared by {enter your company name here} Page 64HydroCAD® 10.10-5a s/n 01427 © 2020 HydroCAD Software Solutions LLC Summary for Subcatchment S-2: S-2 Runoff = 7.16 cfs @ 12.10 hrs, Volume= 0.294 af, Depth= 4.48" Runoff by SCS TR-20 method, UH=SCS, Weighted-Q, Time Span= 0.00-400.00 hrs, dt= 0.01 hrs MSE 24-hr 3 100-Year Rainfall=7.38" Area (ac) CN Description 0.102 98 Water Surface, HSG B 0.470 76 Woods/grass comb., Fair, HSG C 0.215 61 >75% Grass cover, Good, HSG B 0.787 Weighted Average 0.685 87.04% Pervious Area 0.102 12.96% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 2.0 124 0.1151 1.01 Lag/CN Method, Subcatchment S-2: S-2 Runoff Hydrograph Time (hours) 400380360340320300280260240220200180160140120100806040200Flow (cfs)8 7 6 5 4 3 2 1 0 MSE 24-hr 3 100-Year Rainfall=7.38" Runoff Area=0.787 ac Runoff Volume=0.294 af Runoff Depth=4.48" Flow Length=124' Slope=0.1151 '/' Tc=2.0 min CN=WQ 7.16 cfs MSE 24-hr 3 100-Year Rainfall=7.38"210104pdrn Printed 7/30/2021Prepared by {enter your company name here} Page 65HydroCAD® 10.10-5a s/n 01427 © 2020 HydroCAD Software Solutions LLC Summary for Subcatchment S-3: S-3 Runoff = 4.63 cfs @ 12.12 hrs, Volume= 0.223 af, Depth= 5.22" Runoff by SCS TR-20 method, UH=SCS, Weighted-Q, Time Span= 0.00-400.00 hrs, dt= 0.01 hrs MSE 24-hr 3 100-Year Rainfall=7.38" Area (ac) CN Description 0.276 98 Paved parking, HSG B 0.237 61 >75% Grass cover, Good, HSG B 0.513 Weighted Average 0.237 46.20% Pervious Area 0.276 53.80% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 4.5 247 0.0497 0.91 Lag/CN Method, Subcatchment S-3: S-3 Runoff Hydrograph Time (hours) 400380360340320300280260240220200180160140120100806040200Flow (cfs)5 4 3 2 1 0 MSE 24-hr 3 100-Year Rainfall=7.38" Runoff Area=0.513 ac Runoff Volume=0.223 af Runoff Depth=5.22" Flow Length=247' Slope=0.0497 '/' Tc=4.5 min CN=WQ 4.63 cfs MSE 24-hr 3 100-Year Rainfall=7.38"210104pdrn Printed 7/30/2021Prepared by {enter your company name here} Page 66HydroCAD® 10.10-5a s/n 01427 © 2020 HydroCAD Software Solutions LLC Summary for Subcatchment S-4: S-4 Runoff = 2.24 cfs @ 12.10 hrs, Volume= 0.093 af, Depth= 4.86" Runoff by SCS TR-20 method, UH=SCS, Weighted-Q, Time Span= 0.00-400.00 hrs, dt= 0.01 hrs MSE 24-hr 3 100-Year Rainfall=7.38" Area (ac) CN Description 0.176 72 Woods/grass comb., Good, HSG C 0.054 98 Roofs, HSG A 0.230 Weighted Average 0.176 76.52% Pervious Area 0.054 23.48% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 1.2 72 0.1111 0.97 Lag/CN Method, Subcatchment S-4: S-4 Runoff Hydrograph Time (hours) 400380360340320300280260240220200180160140120100806040200Flow (cfs)2 1 0 MSE 24-hr 3 100-Year Rainfall=7.38" Runoff Area=0.230 ac Runoff Volume=0.093 af Runoff Depth=4.86" Flow Length=72' Slope=0.1111 '/' Tc=1.2 min CN=WQ 2.24 cfs MSE 24-hr 3 100-Year Rainfall=7.38"210104pdrn Printed 7/30/2021Prepared by {enter your company name here} Page 67HydroCAD® 10.10-5a s/n 01427 © 2020 HydroCAD Software Solutions LLC Summary for Subcatchment SOUTH: SOUTH Runoff = 22.83 cfs @ 12.11 hrs, Volume= 1.009 af, Depth= 5.23" Runoff by SCS TR-20 method, UH=SCS, Weighted-Q, Time Span= 0.00-400.00 hrs, dt= 0.01 hrs MSE 24-hr 3 100-Year Rainfall=7.38" Area (ac) CN Description 1.485 72 Woods/grass comb., Good, HSG C 0.831 98 Water Surface, HSG A 2.316 Weighted Average 1.485 64.12% Pervious Area 0.831 35.88% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 3.1 289 0.1315 1.53 Lag/CN Method, Subcatchment SOUTH: SOUTH Runoff Hydrograph Time (hours) 400380360340320300280260240220200180160140120100806040200Flow (cfs)25 24 23 22 21 20 19 18 17 16 15 14 13 12 11 10 9 8 7 6 5 4 3 2 1 0 MSE 24-hr 3 100-Year Rainfall=7.38" Runoff Area=2.316 ac Runoff Volume=1.009 af Runoff Depth=5.23" Flow Length=289' Slope=0.1315 '/' Tc=3.1 min CN=WQ 22.83 cfs MSE 24-hr 3 100-Year Rainfall=7.38"210104pdrn Printed 7/30/2021Prepared by {enter your company name here} Page 68HydroCAD® 10.10-5a s/n 01427 © 2020 HydroCAD Software Solutions LLC Summary for Pond 1P: P-3 Inflow Area = 0.230 ac, 23.48% Impervious, Inflow Depth = 4.86" for 100-Year event Inflow = 2.24 cfs @ 12.10 hrs, Volume= 0.093 af Outflow = 2.23 cfs @ 12.10 hrs, Volume= 0.093 af, Atten= 0%, Lag= 0.0 min Discarded = 0.00 cfs @ 3.75 hrs, Volume= 0.007 af Primary = 2.23 cfs @ 12.10 hrs, Volume= 0.086 af Routing by Dyn-Stor-Ind method, Time Span= 0.00-400.00 hrs, dt= 0.01 hrs Peak Elev= 912.05' @ 12.10 hrs Surf.Area= 179 sf Storage= 223 cf Plug-Flow detention time= (not calculated: outflow precedes inflow) Center-of-Mass det. time= 124.4 min ( 900.2 - 775.7 ) Volume Invert Avail.Storage Storage Description #1 910.80' 251 cf Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 910.80 179 0 0 912.00 179 215 215 912.20 179 36 251 Device Routing Invert Outlet Devices #1 Primary 912.00'85.0' long x 2.1' breadth Broad-Crested Rectangular Weir Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 1.80 2.00 2.50 3.00 3.50 4.00 Coef. (English) 2.53 2.61 2.61 2.60 2.66 2.69 2.75 2.86 2.85 2.83 3.03 3.17 3.29 3.32 #2 Discarded 910.80'0.300 in/hr Exfiltration over Surface area Discarded OutFlow Max=0.00 cfs @ 3.75 hrs HW=910.81' (Free Discharge) 2=Exfiltration (Exfiltration Controls 0.00 cfs) Primary OutFlow Max=2.23 cfs @ 12.10 hrs HW=912.05' TW=879.40' (Dynamic Tailwater) 1=Broad-Crested Rectangular Weir (Weir Controls 2.23 cfs @ 0.55 fps) MSE 24-hr 3 100-Year Rainfall=7.38"210104pdrn Printed 7/30/2021Prepared by {enter your company name here} Page 69HydroCAD® 10.10-5a s/n 01427 © 2020 HydroCAD Software Solutions LLC Pond 1P: P-3 Inflow Outflow Discarded Primary Hydrograph Time (hours) 400380360340320300280260240220200180160140120100806040200Flow (cfs)2 1 0 Inflow Area=0.230 ac Peak Elev=912.05' Storage=223 cf 2.24 cfs2.23 cfs 0.00 cfs 2.23 cfs MSE 24-hr 3 100-Year Rainfall=7.38"210104pdrn Printed 7/30/2021Prepared by {enter your company name here} Page 70HydroCAD® 10.10-5a s/n 01427 © 2020 HydroCAD Software Solutions LLC Summary for Pond P-1: Existing Low Point Inflow Area = 0.348 ac, 17.53% Impervious, Inflow Depth = 4.04" for 100-Year event Inflow = 2.72 cfs @ 12.11 hrs, Volume= 0.117 af Outflow = 2.57 cfs @ 12.12 hrs, Volume= 0.117 af, Atten= 6%, Lag= 0.9 min Discarded = 0.01 cfs @ 12.05 hrs, Volume= 0.038 af Primary = 2.56 cfs @ 12.12 hrs, Volume= 0.079 af Routing by Dyn-Stor-Ind method, Time Span= 0.00-400.00 hrs, dt= 0.01 hrs Peak Elev= 922.20' @ 12.12 hrs Surf.Area= 1,209 sf Storage= 1,617 cf Plug-Flow detention time= (not calculated: outflow precedes inflow) Center-of-Mass det. time= 942.3 min ( 1,729.4 - 787.1 ) Volume Invert Avail.Storage Storage Description #1 920.00' 1,734 cf Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 920.00 214 0 0 921.00 660 437 437 922.00 1,209 935 1,372 922.30 1,209 363 1,734 Device Routing Invert Outlet Devices #1 Primary 922.00'10.0' 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 #2 Discarded 920.00'0.200 in/hr Exfiltration over Surface area Discarded OutFlow Max=0.01 cfs @ 12.05 hrs HW=922.04' (Free Discharge) 2=Exfiltration (Exfiltration Controls 0.01 cfs) Primary OutFlow Max=2.55 cfs @ 12.12 hrs HW=922.20' TW=915.15' (Dynamic Tailwater) 1=Broad-Crested Rectangular Weir (Weir Controls 2.55 cfs @ 1.26 fps) MSE 24-hr 3 100-Year Rainfall=7.38"210104pdrn Printed 7/30/2021Prepared by {enter your company name here} Page 71HydroCAD® 10.10-5a s/n 01427 © 2020 HydroCAD Software Solutions LLC Pond P-1: Existing Low Point Inflow Outflow Discarded Primary Hydrograph Time (hours) 400380360340320300280260240220200180160140120100806040200Flow (cfs)3 2 1 0 Inflow Area=0.348 ac Peak Elev=922.20' Storage=1,617 cf 2.72 cfs 2.57 cfs 0.01 cfs 2.56 cfs MSE 24-hr 3 100-Year Rainfall=7.38"210104pdrn Printed 7/30/2021Prepared by {enter your company name here} Page 72HydroCAD® 10.10-5a s/n 01427 © 2020 HydroCAD Software Solutions LLC Summary for Pond P-2: P-2 Inflow Area = 0.861 ac, 39.14% Impervious, Inflow Depth = 4.21" for 100-Year event Inflow = 7.19 cfs @ 12.12 hrs, Volume= 0.302 af Outflow = 6.94 cfs @ 12.13 hrs, Volume= 0.302 af, Atten= 3%, Lag= 0.8 min Discarded = 0.02 cfs @ 12.08 hrs, Volume= 0.088 af Primary = 0.62 cfs @ 12.13 hrs, Volume= 0.127 af Secondary = 6.29 cfs @ 12.13 hrs, Volume= 0.087 af Routing by Dyn-Stor-Ind method, Time Span= 0.00-400.00 hrs, dt= 0.01 hrs Peak Elev= 915.16' @ 12.13 hrs Surf.Area= 2,669 sf Storage= 3,670 cf Plug-Flow detention time= 313.8 min calculated for 0.302 af (100% of inflow) Center-of-Mass det. time= 313.8 min ( 1,088.8 - 775.0 ) Volume Invert Avail.Storage Storage Description #1 913.50' 3,787 cf Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 913.50 1,682 0 0 914.00 1,997 920 920 915.00 2,669 2,333 3,253 915.20 2,669 534 3,787 Device Routing Invert Outlet Devices #1 Secondary 915.00'40.0' long x 2.0' breadth Broad-Crested Rectangular Weir Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 1.80 2.00 2.50 3.00 3.50 Coef. (English) 2.54 2.61 2.61 2.60 2.66 2.70 2.77 2.89 2.88 2.85 3.07 3.20 3.32 #2 Discarded 913.50'0.400 in/hr Exfiltration over Surface area #3 Primary 914.30'6.0" Round Culvert L= 10.0' CPP, mitered to conform to fill, Ke= 0.700 Inlet / Outlet Invert= 914.30' / 914.30' S= 0.0000 '/' Cc= 0.900 n= 0.011 PVC, smooth interior, Flow Area= 0.20 sf Discarded OutFlow Max=0.02 cfs @ 12.08 hrs HW=915.03' (Free Discharge) 2=Exfiltration (Exfiltration Controls 0.02 cfs) Primary OutFlow Max=0.62 cfs @ 12.13 hrs HW=915.16' TW=913.58' (Dynamic Tailwater) 3=Culvert (Barrel Controls 0.62 cfs @ 3.18 fps) Secondary OutFlow Max=6.25 cfs @ 12.13 hrs HW=915.16' TW=913.58' (Dynamic Tailwater) 1=Broad-Crested Rectangular Weir (Weir Controls 6.25 cfs @ 1.00 fps) MSE 24-hr 3 100-Year Rainfall=7.38"210104pdrn Printed 7/30/2021Prepared by {enter your company name here} Page 73HydroCAD® 10.10-5a s/n 01427 © 2020 HydroCAD Software Solutions LLC Pond P-2: P-2 Inflow Outflow Discarded Primary Secondary Hydrograph Time (hours) 400380360340320300280260240220200180160140120100806040200Flow (cfs)8 7 6 5 4 3 2 1 0 Inflow Area=0.861 ac Peak Elev=915.16' Storage=3,670 cf 7.19 cfs 6.94 cfs 0.02 cfs 0.62 cfs 6.29 cfs MSE 24-hr 3 100-Year Rainfall=7.38"210104pdrn Printed 7/30/2021Prepared by {enter your company name here} Page 74HydroCAD® 10.10-5a s/n 01427 © 2020 HydroCAD Software Solutions LLC Summary for Pond W-1: Wetland 1 [80] Warning: Exceeded Pond P-2 by 0.74' @ 56.19 hrs (0.00 cfs 0.122 af) Inflow Area = 1.648 ac, 26.64% Impervious, Inflow Depth = 3.70" for 100-Year event Inflow = 12.99 cfs @ 12.11 hrs, Volume= 0.508 af Outflow = 0.04 cfs @ 22.07 hrs, Volume= 0.503 af, Atten= 100%, Lag= 597.2 min Discarded = 0.04 cfs @ 22.07 hrs, Volume= 0.503 af Primary = 0.00 cfs @ 0.00 hrs, Volume= 0.000 af Routing by Dyn-Stor-Ind method, Time Span= 0.00-400.00 hrs, dt= 0.01 hrs Peak Elev= 914.64' @ 22.07 hrs Surf.Area= 14,085 sf Storage= 20,496 cf Plug-Flow detention time= 5,958.2 min calculated for 0.503 af (99% of inflow) Center-of-Mass det. time= 5,952.0 min ( 6,744.2 - 792.2 ) Volume Invert Avail.Storage Storage Description #1 912.60' 60,380 cf Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 912.60 5,156 0 0 913.00 6,924 2,416 2,416 914.00 12,316 9,620 12,036 915.00 15,077 13,697 25,732 916.00 20,853 17,965 43,697 916.80 20,853 16,682 60,380 Device Routing Invert Outlet Devices #1 Primary 916.30'10.0' 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 #2 Discarded 912.60'0.200 in/hr Exfiltration over Surface area above 912.60' Excluded Surface area = 5,156 sf Discarded OutFlow Max=0.04 cfs @ 22.07 hrs HW=914.64' (Free Discharge) 2=Exfiltration (Exfiltration Controls 0.04 cfs) Primary OutFlow Max=0.00 cfs @ 0.00 hrs HW=912.60' TW=879.00' (Dynamic Tailwater) 1=Broad-Crested Rectangular Weir ( Controls 0.00 cfs) MSE 24-hr 3 100-Year Rainfall=7.38"210104pdrn Printed 7/30/2021Prepared by {enter your company name here} Page 75HydroCAD® 10.10-5a s/n 01427 © 2020 HydroCAD Software Solutions LLC Pond W-1: Wetland 1 Inflow Outflow Discarded Primary Hydrograph Time (hours) 400380360340320300280260240220200180160140120100806040200Flow (cfs)14 13 12 11 10 9 8 7 6 5 4 3 2 1 0 Inflow Area=1.648 ac Peak Elev=914.64' Storage=20,496 cf 12.99 cfs 0.04 cfs0.04 cfs0.00 cfs MSE 24-hr 3 100-Year Rainfall=7.38"210104pdrn Printed 7/30/2021Prepared by {enter your company name here} Page 76HydroCAD® 10.10-5a s/n 01427 © 2020 HydroCAD Software Solutions LLC Summary for Pond W-2: W-2 Inflow Area = 4.293 ac, 30.84% Impervious, Inflow Depth = 3.13" for 100-Year event Inflow = 25.19 cfs @ 12.10 hrs, Volume= 1.119 af Outflow = 8.69 cfs @ 12.20 hrs, Volume= 1.119 af, Atten= 66%, Lag= 5.8 min Primary = 8.69 cfs @ 12.20 hrs, Volume= 1.119 af Routing by Dyn-Stor-Ind method, Time Span= 0.00-400.00 hrs, dt= 0.01 hrs Starting Elev= 879.00' Surf.Area= 0.831 ac Storage= 2.249 af Peak Elev= 879.48' @ 12.20 hrs Surf.Area= 0.831 ac Storage= 2.648 af (0.399 af above start) Plug-Flow detention time= (not calculated: initial storage exceeds outflow) Center-of-Mass det. time= 66.9 min ( 838.3 - 771.5 ) Volume Invert Avail.Storage Storage Description #1 876.00' 2.665 af Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (acres) (acre-feet) (acre-feet) 876.00 0.670 0.000 0.000 877.00 0.723 0.696 0.696 878.00 0.776 0.749 1.446 879.00 0.831 0.803 2.249 879.50 0.831 0.415 2.665 Device Routing Invert Outlet Devices #1 Primary 879.00'10.0' long x 10.0' breadth Broad-Crested Rectangular Weir Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 Coef. (English) 2.49 2.56 2.70 2.69 2.68 2.69 2.67 2.64 Primary OutFlow Max=8.69 cfs @ 12.20 hrs HW=879.48' (Free Discharge) 1=Broad-Crested Rectangular Weir (Weir Controls 8.69 cfs @ 1.81 fps) MSE 24-hr 3 100-Year Rainfall=7.38"210104pdrn Printed 7/30/2021Prepared by {enter your company name here} Page 77HydroCAD® 10.10-5a s/n 01427 © 2020 HydroCAD Software Solutions LLC Pond W-2: W-2 Inflow Primary Hydrograph Time (hours) 400380360340320300280260240220200180160140120100806040200Flow (cfs)28 26 24 22 20 18 16 14 12 10 8 6 4 2 0 Inflow Area=4.293 ac Peak Elev=879.48' Storage=2.648 af 25.19 cfs 8.69 cfs MSE 24-hr 3 100-Year Rainfall=7.38"210104pdrn Printed 7/30/2021Prepared by {enter your company name here} Page 78HydroCAD® 10.10-5a s/n 01427 © 2020 HydroCAD Software Solutions LLC Summary for Link 101: CASH 101 Inflow Area = 0.099 ac, 0.00% Impervious, Inflow Depth = 2.98" for 100-Year event Inflow = 0.44 cfs @ 12.19 hrs, Volume= 0.025 af Primary = 0.44 cfs @ 12.19 hrs, Volume= 0.025 af, Atten= 0%, Lag= 0.0 min Primary outflow = Inflow, Time Span= 0.00-400.00 hrs, dt= 0.01 hrs Link 101: CASH 101 Inflow Primary Hydrograph Time (hours) 400380360340320300280260240220200180160140120100806040200Flow (cfs)0.48 0.46 0.44 0.42 0.4 0.38 0.36 0.34 0.32 0.3 0.28 0.26 0.24 0.22 0.2 0.18 0.16 0.14 0.12 0.1 0.08 0.06 0.04 0.02 0 Inflow Area=0.099 ac 0.44 cfs0.44 cfs Table of Contents210104pdrn Printed 7/30/2021Prepared by {enter your company name here} HydroCAD® 10.10-5a s/n 01427 © 2020 HydroCAD Software Solutions LLC TABLE OF CONTENTS Project Reports 1 Routing Diagram 2 Project Notes 3 Rainfall Events Listing (selected events) 4 Area Listing (all nodes) 5 Soil Listing (all nodes) 6 Ground Covers (all nodes) 2-Year Event 7 Subcat North: North 8 Subcat OFF-1: OFF-1 9 Subcat S-1: S-1 10 Subcat S-2: S-2 11 Subcat S-3: S-3 12 Subcat S-4: S-4 13 Subcat SOUTH: SOUTH 14 Pond 1P: P-3 16 Pond P-1: Existing Low Point 18 Pond P-2: P-2 20 Pond W-1: Wetland 1 22 Pond W-2: W-2 24 Link 101: CASH 101 10 day-100 Yr Snow Event 25 Subcat North: North 26 Subcat OFF-1: OFF-1 27 Subcat S-1: S-1 28 Subcat S-2: S-2 29 Subcat S-3: S-3 30 Subcat S-4: S-4 31 Subcat SOUTH: SOUTH 32 Pond 1P: P-3 34 Pond P-1: Existing Low Point 36 Pond P-2: P-2 38 Pond W-1: Wetland 1 40 Pond W-2: W-2 42 Link 101: CASH 101 10-Year Event 43 Subcat North: North 44 Subcat OFF-1: OFF-1 45 Subcat S-1: S-1 46 Subcat S-2: S-2 47 Subcat S-3: S-3 48 Subcat S-4: S-4 49 Subcat SOUTH: SOUTH Table of Contents210104pdrn Printed 7/30/2021Prepared by {enter your company name here} HydroCAD® 10.10-5a s/n 01427 © 2020 HydroCAD Software Solutions LLC 50 Pond 1P: P-3 52 Pond P-1: Existing Low Point 54 Pond P-2: P-2 56 Pond W-1: Wetland 1 58 Pond W-2: W-2 60 Link 101: CASH 101 100-Year Event 61 Subcat North: North 62 Subcat OFF-1: OFF-1 63 Subcat S-1: S-1 64 Subcat S-2: S-2 65 Subcat S-3: S-3 66 Subcat S-4: S-4 67 Subcat SOUTH: SOUTH 68 Pond 1P: P-3 70 Pond P-1: Existing Low Point 72 Pond P-2: P-2 74 Pond W-1: Wetland 1 76 Pond W-2: W-2 78 Link 101: CASH 101 Soil Map—Carver County, Minnesota Natural Resources Conservation Service Web Soil Survey National Cooperative Soil Survey 6/15/2021 Page 1 of 34964720496475049647804964810496484049648704964900496493049649604964990496502049647204964750496478049648104964840496487049649004964930496496049649904965020457240457270457300457330457360457390457420457450 457240 457270 457300 457330 457360 457390 457420 457450 44° 50' 14'' N 93° 32' 28'' W44° 50' 14'' N93° 32' 17'' W44° 50' 4'' N 93° 32' 28'' W44° 50' 4'' N 93° 32' 17'' WN Map projection: Web Mercator Corner coordinates: WGS84 Edge tics: UTM Zone 15N WGS84 0 50 100 200 300 Feet 0 20 40 80 120 Meters Map Scale: 1:1,530 if printed on A portrait (8.5" x 11") sheet. Soil Map may not be valid at this scale. MAP LEGEND MAP INFORMATION Area of Interest (AOI) Area of Interest (AOI) Soils Soil Map Unit Polygons Soil Map Unit Lines Soil Map Unit Points Special Point Features Blowout Borrow Pit Clay Spot Closed Depression Gravel Pit Gravelly Spot Landfill Lava Flow Marsh or swamp Mine or Quarry Miscellaneous Water Perennial Water Rock Outcrop Saline Spot Sandy Spot Severely Eroded Spot Sinkhole Slide or Slip Sodic Spot Spoil Area Stony Spot Very Stony Spot Wet Spot Other Special Line Features Water Features Streams and Canals Transportation Rails Interstate Highways US Routes Major Roads Local Roads Background Aerial Photography The soil surveys that comprise your AOI were mapped at 1:12,000. Warning: Soil Map may not be valid at this scale. Enlargement of maps beyond the scale of mapping can cause misunderstanding of the detail of mapping and accuracy of soil line placement. The maps do not show the small areas of contrasting soils that could have been shown at a more detailed scale. Please rely on the bar scale on each map sheet for map measurements. Source of Map: Natural Resources Conservation Service Web Soil Survey URL: Coordinate System: Web Mercator (EPSG:3857) Maps from the Web Soil Survey are based on the Web Mercator projection, which preserves direction and shape but distorts distance and area. A projection that preserves area, such as the Albers equal-area conic projection, should be used if more accurate calculations of distance or area are required. This product is generated from the USDA-NRCS certified data as of the version date(s) listed below. Soil Survey Area: Carver County, Minnesota Survey Area Data: Version 17, Jun 5, 2020 Soil map units are labeled (as space allows) for map scales 1:50,000 or larger. Date(s) aerial images were photographed: May 30, 2020—Jul 3, 2020 The orthophoto or other base map on which the soil lines were compiled and digitized probably differs from the background imagery displayed on these maps. As a result, some minor shifting of map unit boundaries may be evident. Soil Map—Carver County, Minnesota Natural Resources Conservation Service Web Soil Survey National Cooperative Soil Survey 6/15/2021 Page 2 of 3 Map Unit Legend Map Unit Symbol Map Unit Name Acres in AOI Percent of AOI HM Hamel loam, 0 to 2 percent slopes 0.9 13.1% KB2 Lester-Kilkenny loams, 2 to 6 percent slopes, eroded 0.1 1.3% KC Lester-Kilkenny loams, 6 to 12 percent slopes 1.7 23.3% KC2 Lester-Kilkenny complex, 6 to 10 percent slopes, moderately eroded 1.3 17.6% KD Lester-Kilkenny loams, 12 to 18 percent slopes 0.8 10.9% KF Lester-Kilkenny complex, 22 to 40 percent slopes 1.2 15.9% MK Muskego and Houghton soils, 0 to 1 percent slopes 1.3 18.0% Totals for Area of Interest 7.2 100.0% Soil Map—Carver County, Minnesota Natural Resources Conservation Service Web Soil Survey National Cooperative Soil Survey 6/15/2021 Page 3 of 3 Carver County, Minnesota HM—Hamel loam, 0 to 2 percent slopes Map Unit Setting National map unit symbol: 2tsjw Elevation: 690 to 1,840 feet Mean annual precipitation: 24 to 37 inches Mean annual air temperature: 43 to 52 degrees F Frost-free period: 140 to 180 days Farmland classification: Prime farmland if drained Map Unit Composition Hamel and similar soils:85 percent Minor components:15 percent Estimates are based on observations, descriptions, and transects of the mapunit. Description of Hamel Setting Landform:Ground moraines Landform position (three-dimensional):Dip Down-slope shape:Concave, linear Across-slope shape:Linear, concave Parent material:Colluvium over till Typical profile Ap - 0 to 10 inches: loam A - 10 to 24 inches: loam Btg - 24 to 46 inches: clay loam Cg - 46 to 79 inches: clay loam Properties and qualities Slope:0 to 2 percent Depth to restrictive feature:More than 80 inches Drainage class:Poorly drained Capacity of the most limiting layer to transmit water (Ksat):Moderately high to high (0.20 to 2.00 in/hr) Depth to water table:About 0 to 8 inches Frequency of flooding:None Frequency of ponding:None Calcium carbonate, maximum content:20 percent Maximum salinity:Nonsaline to very slightly saline (0.0 to 2.0 mmhos/cm) Available water capacity:High (about 10.9 inches) Interpretive groups Land capability classification (irrigated): None specified Land capability classification (nonirrigated): 2w Hydrologic Soil Group: C/D Map Unit Description: Hamel loam, 0 to 2 percent slopes---Carver County, Minnesota Natural Resources Conservation Service Web Soil Survey National Cooperative Soil Survey 6/18/2021 Page 1 of 2 Ecological site: F103XY030MN - Wet Footslope/Drainageway Forests Forage suitability group: Level Swale, Neutral (G103XS001MN) Other vegetative classification: Level Swale, Neutral (G103XS001MN) Hydric soil rating: Yes Minor Components Terril Percent of map unit:10 percent Landform:Ground moraines Landform position (two-dimensional):Footslope, toeslope Landform position (three-dimensional):Dip Down-slope shape:Concave Across-slope shape:Linear Ecological site:R103XY011MN - Footslope/Drainageway Prairies Other vegetative classification:Level Swale, Neutral (G103XS001MN) Hydric soil rating: No Glencoe Percent of map unit:5 percent Landform:Ground moraines Down-slope shape:Concave Across-slope shape:Concave Ecological site:R103XY015MN - Depressional Marsh Other vegetative classification:Ponded If Not Drained (G103XS013MN) Hydric soil rating: Yes Data Source Information Soil Survey Area: Carver County, Minnesota Survey Area Data: Version 17, Jun 5, 2020 Map Unit Description: Hamel loam, 0 to 2 percent slopes---Carver County, Minnesota Natural Resources Conservation Service Web Soil Survey National Cooperative Soil Survey 6/18/2021 Page 2 of 2 Carver County, Minnesota KC—Lester-Kilkenny loams, 6 to 12 percent slopes Map Unit Setting National map unit symbol: f9j3 Elevation: 700 to 1,600 feet Mean annual precipitation: 23 to 35 inches Mean annual air temperature: 43 to 50 degrees F Frost-free period: 155 to 200 days Farmland classification: Farmland of statewide importance Map Unit Composition Lester and similar soils:60 percent Kilkenny and similar soils:40 percent Estimates are based on observations, descriptions, and transects of the mapunit. Description of Lester Setting Landform:Moraines Landform position (two-dimensional):Backslope Down-slope shape:Linear Across-slope shape:Linear Parent material:Till Typical profile Ap - 0 to 7 inches: loam Bt - 7 to 38 inches: clay loam Bk - 38 to 60 inches: loam C - 60 to 80 inches: loam Properties and qualities Slope:6 to 12 percent Depth to restrictive feature:More than 80 inches Drainage class:Well drained Capacity of the most limiting layer to transmit water (Ksat):Moderately high to high (0.60 to 2.00 in/hr) Depth to water table:More than 80 inches Frequency of flooding:None Frequency of ponding:None Calcium carbonate, maximum content:25 percent Gypsum, maximum content:1 percent Available water capacity:High (about 10.5 inches) Interpretive groups Land capability classification (irrigated): None specified Land capability classification (nonirrigated): 3e Hydrologic Soil Group: B Ecological site: R103XY020MN - Loamy Upland Savannas Forage suitability group: Sloping Upland, Acid (G103XS006MN) Map Unit Description: Lester-Kilkenny loams, 6 to 12 percent slopes---Carver County, Minnesota Natural Resources Conservation Service Web Soil Survey National Cooperative Soil Survey 6/15/2021 Page 1 of 2 Other vegetative classification: Sloping Upland, Acid (G103XS006MN) Hydric soil rating: No Description of Kilkenny Setting Landform:Moraines Landform position (two-dimensional):Backslope Down-slope shape:Linear Across-slope shape:Linear Parent material:Till Typical profile Ap - 0 to 9 inches: loam Bt - 9 to 53 inches: clay loam 2BC,2C - 53 to 80 inches: loam Properties and qualities Slope:6 to 12 percent Depth to restrictive feature:More than 80 inches Drainage class:Moderately well drained Capacity of the most limiting layer to transmit water (Ksat):Moderately high (0.20 to 0.60 in/hr) Depth to water table:About 30 inches Frequency of flooding:None Frequency of ponding:None Calcium carbonate, maximum content:20 percent Gypsum, maximum content:1 percent Available water capacity:High (about 10.4 inches) Interpretive groups Land capability classification (irrigated): None specified Land capability classification (nonirrigated): 3e Hydrologic Soil Group: C Ecological site: F103XY026MN - Clayey Upland Forests Forage suitability group: Sloping Upland, Acid (G103XS006MN) Other vegetative classification: Sloping Upland, Acid (G103XS006MN) Hydric soil rating: No Data Source Information Soil Survey Area: Carver County, Minnesota Survey Area Data: Version 17, Jun 5, 2020 Map Unit Description: Lester-Kilkenny loams, 6 to 12 percent slopes---Carver County, Minnesota Natural Resources Conservation Service Web Soil Survey National Cooperative Soil Survey 6/15/2021 Page 2 of 2 Carver County, Minnesota KD—Lester-Kilkenny loams, 12 to 18 percent slopes Map Unit Setting National map unit symbol: f9j5 Elevation: 700 to 1,600 feet Mean annual precipitation: 23 to 35 inches Mean annual air temperature: 43 to 50 degrees F Frost-free period: 155 to 200 days Farmland classification: Not prime farmland Map Unit Composition Lester and similar soils:60 percent Kilkenny and similar soils:40 percent Estimates are based on observations, descriptions, and transects of the mapunit. Description of Lester Setting Landform:Moraines Landform position (two-dimensional):Shoulder Down-slope shape:Convex Across-slope shape:Convex Parent material:Till Typical profile Ap - 0 to 7 inches: loam Bt - 7 to 38 inches: clay loam Bk - 38 to 60 inches: loam C - 60 to 80 inches: loam Properties and qualities Slope:12 to 18 percent Depth to restrictive feature:More than 80 inches Drainage class:Well drained Capacity of the most limiting layer to transmit water (Ksat):Moderately high to high (0.60 to 2.00 in/hr) Depth to water table:More than 80 inches Frequency of flooding:None Frequency of ponding:None Calcium carbonate, maximum content:25 percent Gypsum, maximum content:1 percent Available water capacity:High (about 10.5 inches) Interpretive groups Land capability classification (irrigated): None specified Land capability classification (nonirrigated): 4e Hydrologic Soil Group: B Ecological site: R103XY020MN - Loamy Upland Savannas Forage suitability group: Sloping; Fine Texture (G103XS023MN) Map Unit Description: Lester-Kilkenny loams, 12 to 18 percent slopes---Carver County, Minnesota Natural Resources Conservation Service Web Soil Survey National Cooperative Soil Survey 6/15/2021 Page 1 of 2 Other vegetative classification: Sloping; Fine Texture (G103XS023MN) Hydric soil rating: No Description of Kilkenny Setting Landform:Moraines Landform position (two-dimensional):Shoulder Down-slope shape:Convex Across-slope shape:Convex Parent material:Till Typical profile Ap - 0 to 9 inches: loam Bt - 9 to 53 inches: clay loam 2BC,2C - 53 to 80 inches: loam Properties and qualities Slope:12 to 18 percent Depth to restrictive feature:More than 80 inches Drainage class:Moderately well drained Capacity of the most limiting layer to transmit water (Ksat):Moderately high (0.20 to 0.60 in/hr) Depth to water table:About 30 inches Frequency of flooding:None Frequency of ponding:None Calcium carbonate, maximum content:20 percent Gypsum, maximum content:1 percent Available water capacity:High (about 10.4 inches) Interpretive groups Land capability classification (irrigated): None specified Land capability classification (nonirrigated): 4e Hydrologic Soil Group: C Ecological site: F103XY026MN - Clayey Upland Forests Forage suitability group: Sloping; Fine Texture (G103XS023MN) Other vegetative classification: Sloping; Fine Texture (G103XS023MN) Hydric soil rating: No Data Source Information Soil Survey Area: Carver County, Minnesota Survey Area Data: Version 17, Jun 5, 2020 Map Unit Description: Lester-Kilkenny loams, 12 to 18 percent slopes---Carver County, Minnesota Natural Resources Conservation Service Web Soil Survey National Cooperative Soil Survey 6/15/2021 Page 2 of 2 Carver County, Minnesota KF—Lester-Kilkenny complex, 22 to 40 percent slopes Map Unit Setting National map unit symbol: 2vvgh Elevation: 690 to 1,840 feet Mean annual precipitation: 24 to 37 inches Mean annual air temperature: 43 to 52 degrees F Frost-free period: 140 to 180 days Farmland classification: Not prime farmland Map Unit Composition Lester and similar soils:55 percent Kilkenny and similar soils:35 percent Minor components:10 percent Estimates are based on observations, descriptions, and transects of the mapunit. Description of Lester Setting Landform:Moraines, hillslopes Landform position (two-dimensional):Backslope, summit, shoulder Landform position (three-dimensional):Side slope Down-slope shape:Convex Across-slope shape:Linear, convex Parent material:Fine-loamy till Typical profile A - 0 to 9 inches: loam E - 9 to 12 inches: loam Bt - 12 to 38 inches: clay loam C - 38 to 79 inches: loam Properties and qualities Slope:22 to 40 percent Depth to restrictive feature:More than 80 inches Drainage class:Well drained Capacity of the most limiting layer to transmit water (Ksat):Moderately high to high (0.20 to 2.00 in/hr) Depth to water table:More than 80 inches Frequency of flooding:None Frequency of ponding:None Calcium carbonate, maximum content:20 percent Maximum salinity:Nonsaline to very slightly saline (0.0 to 2.0 mmhos/cm) Available water capacity:High (about 10.8 inches) Interpretive groups Land capability classification (irrigated): None specified Land capability classification (nonirrigated): 7e Map Unit Description: Lester-Kilkenny complex, 22 to 40 percent slopes---Carver County, Minnesota Natural Resources Conservation Service Web Soil Survey National Cooperative Soil Survey 6/15/2021 Page 1 of 3 Hydrologic Soil Group: C Ecological site: F103XY025MN - Loamy Upland Forests Forage suitability group: Not Suited (G103XS024MN) Other vegetative classification: Not Suited (G103XS024MN) Hydric soil rating: No Description of Kilkenny Setting Landform:Moraines, lake plains Landform position (two-dimensional):Backslope, shoulder, summit Landform position (three-dimensional):Side slope Down-slope shape:Convex Across-slope shape:Linear Parent material:Glaciolacustrine deposits over till Typical profile A - 0 to 8 inches: clay loam Bt - 8 to 47 inches: clay loam 2C - 47 to 79 inches: loam Properties and qualities Slope:22 to 40 percent Depth to restrictive feature:More than 80 inches Drainage class:Well drained Capacity of the most limiting layer to transmit water (Ksat):Moderately low to high (0.06 to 2.00 in/hr) Depth to water table:More than 80 inches Frequency of flooding:None Frequency of ponding:None Calcium carbonate, maximum content:20 percent Maximum salinity:Nonsaline to very slightly saline (0.0 to 2.0 mmhos/cm) Available water capacity:High (about 10.4 inches) Interpretive groups Land capability classification (irrigated): None specified Land capability classification (nonirrigated): 6e Hydrologic Soil Group: C Ecological site: F103XY026MN - Clayey Upland Forests Forage suitability group: Not Suited (G103XS024MN) Other vegetative classification: Not Suited (G103XS024MN) Hydric soil rating: No Minor Components Terril Percent of map unit:10 percent Landform:Ground moraines Landform position (two-dimensional):Footslope, toeslope Landform position (three-dimensional):Dip Down-slope shape:Concave Across-slope shape:Linear Ecological site:F103XY029MN - Footslope/Drainageway Forests Map Unit Description: Lester-Kilkenny complex, 22 to 40 percent slopes---Carver County, Minnesota Natural Resources Conservation Service Web Soil Survey National Cooperative Soil Survey 6/15/2021 Page 2 of 3 Other vegetative classification:Level Swale, Neutral (G103XS001MN) Hydric soil rating: No Data Source Information Soil Survey Area: Carver County, Minnesota Survey Area Data: Version 17, Jun 5, 2020 Map Unit Description: Lester-Kilkenny complex, 22 to 40 percent slopes---Carver County, Minnesota Natural Resources Conservation Service Web Soil Survey National Cooperative Soil Survey 6/15/2021 Page 3 of 3 Carver County, Minnesota MK—Muskego and Houghton soils, 0 to 1 percent slopes Map Unit Setting National map unit symbol: 2t3nt Elevation: 690 to 1,840 feet Mean annual precipitation: 24 to 37 inches Mean annual air temperature: 43 to 52 degrees F Frost-free period: 140 to 180 days Farmland classification: Farmland of statewide importance Map Unit Composition Muskego, surface drained, and similar soils:45 percent Houghton, ponded, and similar soils:40 percent Minor components:15 percent Estimates are based on observations, descriptions, and transects of the mapunit. Description of Muskego, Surface Drained Setting Landform:Depressions Down-slope shape:Concave Across-slope shape:Concave Parent material:Organic material over coprogenic material Typical profile Oap - 0 to 10 inches: muck Oa - 10 to 28 inches: muck Lco - 28 to 79 inches: coprogenous mucky silt loam Properties and qualities Slope:0 to 1 percent Depth to restrictive feature:More than 80 inches Drainage class:Very poorly drained Capacity of the most limiting layer to transmit water (Ksat):Moderately low to high (0.06 to 6.00 in/hr) Depth to water table:About 0 to 6 inches Frequency of flooding:None Frequency of ponding:Frequent Calcium carbonate, maximum content:80 percent Maximum salinity:Nonsaline to very slightly saline (0.0 to 2.0 mmhos/cm) Available water capacity:Very high (about 17.9 inches) Interpretive groups Land capability classification (irrigated): None specified Land capability classification (nonirrigated): 6w Hydrologic Soil Group: C/D Ecological site: R103XY016MN - Organic Marsh Forage suitability group: Organic (G103XS014MN) Map Unit Description: Muskego and Houghton soils, 0 to 1 percent slopes---Carver County, Minnesota Natural Resources Conservation Service Web Soil Survey National Cooperative Soil Survey 6/18/2021 Page 1 of 3 Other vegetative classification: Organic (G103XS014MN) Hydric soil rating: Yes Description of Houghton, Ponded Setting Landform:Marshes Down-slope shape:Concave Across-slope shape:Concave Parent material:Organic material Typical profile Oa1 - 0 to 9 inches: muck Oa2 - 9 to 79 inches: muck Properties and qualities Slope:0 to 1 percent Depth to restrictive feature:More than 80 inches Drainage class:Very poorly drained Capacity of the most limiting layer to transmit water (Ksat):Moderately high to high (0.20 to 6.00 in/hr) Depth to water table:About 0 inches Frequency of flooding:None Frequency of ponding:Frequent Maximum salinity:Nonsaline to very slightly saline (0.0 to 2.0 mmhos/cm) Available water capacity:Very high (about 23.9 inches) Interpretive groups Land capability classification (irrigated): None specified Land capability classification (nonirrigated): 8w Hydrologic Soil Group: A/D Ecological site: R103XY016MN - Organic Marsh Forage suitability group: Not Suited (G103XS024MN) Other vegetative classification: Not Suited (G103XS024MN) Hydric soil rating: Yes Minor Components Klossner, drained Percent of map unit:10 percent Landform:Depressions Down-slope shape:Concave Across-slope shape:Concave Ecological site:R103XY016MN - Organic Marsh Other vegetative classification:Organic (G103XS014MN) Hydric soil rating: Yes Glencoe Percent of map unit:5 percent Landform:Depressions Down-slope shape:Concave Across-slope shape:Concave Ecological site:R103XY015MN - Depressional Marsh Map Unit Description: Muskego and Houghton soils, 0 to 1 percent slopes---Carver County, Minnesota Natural Resources Conservation Service Web Soil Survey National Cooperative Soil Survey 6/18/2021 Page 2 of 3 Other vegetative classification:Ponded If Not Drained (G103XS013MN) Hydric soil rating: Yes Data Source Information Soil Survey Area: Carver County, Minnesota Survey Area Data: Version 17, Jun 5, 2020 Map Unit Description: Muskego and Houghton soils, 0 to 1 percent slopes---Carver County, Minnesota Natural Resources Conservation Service Web Soil Survey National Cooperative Soil Survey 6/18/2021 Page 3 of 3 Constants Area cm2 Depth of Liquid (cm) Liquid Container Number Inner Ring 729 11.0 1 Elevation:Annular Space 2189 11.0 2 Liquid: Remarks Inner Ring Reading cm Inner Maroitte Tube Flow Annular Space Reading cm Annular Space Marriotte Tube Flow (ml) Inner Infiltration Rate (Inch/h) Annular Infiltration Rate (Inch/h) Ground Temp Depth (cm) Temp at Depth (F) Weather conditions Etc... Hourly Inner Infiltration Rate (Inch/h) Start Test 7/12/2021 9:45 0:15 63.0 End Test 7/12/2021 10:00 0:15 n/a n/a Start Test 7/12/2021 10:00 0:15 63.0 End Test 7/12/2021 10:15 0:30 n/a n/a Start Test 7/12/2021 10:15 0:15 63.0 End Test 7/12/2021 10:30 0:45 n/a n/a Start Test 7/12/2021 10:30 0:15 63.0 End Test 7/12/2021 10:45 1:00 n/a n/a Start Test 7/12/2021 10:45 0:15 63.0 End Test 7/12/2021 11:00 1:15 n/a n/a Start Test 7/12/2021 11:00 0:15 63.0 End Test 7/12/2021 11:15 1:30 n/a n/a Start Test 7/12/2021 11:15 0:15 63.0 End Test 7/12/2021 11:30 1:45 n/a n/a Start Test 7/12/2021 11:30 0:15 63.0 End Test 7/12/2021 11:45 2:00 n/a n/a Start Test 7/12/2021 11:45 0:15 63.0 End Test 7/12/2021 12:00 2:15 n/a n/a Start Test 7/12/2021 12:00 0:15 63.0 End Test 7/12/2021 12:15 2:30 n/a n/a Start Test 7/12/2021 12:15 0:15 63.0 End Test 7/12/2021 12:30 2:45 n/a n/a Start Test 7/12/2021 12:30 0:15 63.0 End Test 7/12/2021 12:45 3:00 n/a n/a Start Test 0:00 63.0 End Test 0:00 n/a n/a Start Test 0:00 63.0 End Test 0:00 n/a n/a Start Test 0:00 63.0 End Test 0:00 n/a n/a Start Test 0:00 63.0 End Test 0:00 n/a n/a Start Test 0:00 63.0 End Test 0:00 n/a n/a Start Test 0:00 63.0 End Test 0:00 n/a n/a Start Test 0:00 63.0 End Test 0:00 n/a n/a Start Test 0:00 63.0 End Test 0:00 n/a n/a Start Test 0:00 63.0 End Test 0:00 n/a n/a Start Test 0:00 63.0 End Test 0:00 n/a n/a Start Test 0:00 63.0 End Test 0:00 n/a n/a Start Test 0:00 63.0 End Test 0:00 n/a n/a Start Test 9:45 End Test 12:45 3:00 0.00 0.00 0.00 0.00 0.65 Total Infiltration in Inches (3 Hour Test)Final Results 21 24 23 18 0.00 20 0.00 0.65 0.00 0.72 0.72 0.72 0.72 0.72 0.72 0.72 22 0.00 0.00 19 0.00 0.00 0.00 0.00170.00 0.00 9 300 1000 0.65 0.00 0.00 0.00 0.00 13 0.00 0.00 16 8 300 1000 0.65 0.0015 11 300 1000 10 300 0.0014 0.65 1000 0.65 12 300 1000 0.65 7 300 1000 0.65 0.72 6 300 1000 0.65 5 300 1000 0.65 4 300 1000 3 300 1000 0.65 1.08 0.72 0.72 1500 0.65 1 500 2000 1.08 300 0.65 Infiltrometer Recording Chart Marriotte Tube Volume 3000 10000 Project Identification:21-0760, Eagle Bluff, Chanhassen, Basin 1 Soil Type: Test Location: Lean Clay 913 1/2INF-1 Trial # Tested By: Penetration Depth of Outer Ring:Depth to water table:3 inches Start / End Date MM/DD/YY Time HR:MIN Elapsed Time Chg/(Total) Min Not encountered at 36" Liquid level maintained using:( X ) Flow Valve ( ) Float Valve ( ) Mariotte Tubes Liquid Temp (F) Flow Readings Inner Infiltration Rate Ground Temperature N. Curtis Water 1.44 0.762 3800 13500 0.68 0.81 2.05 0.00 0.00 March 14, 2016 HGTS Project Number: 16-0057 Mr. Jon Connolly Gonyea Homes 1000 Boone Avenue North, Suite 400 Golden Valley, MN 55427 Re: Preliminary Geotechnical Exploration Report, Proposed Wilson Nursery Residential Development, 9150 Great Plains Boulevard, Chanhassen, Minnesota Dear Mr. Connolly: We have completed the preliminary geotechnical exploration report for the proposed Wilson Nursery residential development along Great Plains Boulevard in Chanhassen, Minnesota. The purpose of this geotechnical exploration was to characterize subsurface soil and ground water conditions and provide recommendations for site development. Most of the borings generally encountered about 1 to 2 feet topsoil overlying native clayey glacial till soils that extended to the termination depths of the borings. Borings SB-3, SB-6 and SB-7 encountered about 1 ½ to 7 feet of fill over about 2 ½ to 3 feet of buried topsoil underlain by about 2 to 3 feet of soft clays. Below the fill, buried topsoil and soft clays the borings also encountered native clayey glacial till soils that extended to termination depths of the borings. Groundwater was not encountered in the borings while drilling and sampling or after removing the augers from the boreholes to cave-in depths of 11 to 17 feet. The fill, topsoil and soft clay soils are not suitable for foundation support and corrections to remove these materials from within the building, roadway and oversize areas will be required. Based on the soil borings most of the corrections are anticipated to be on the order of 1 to 2 feet but at borings SB-3, SB-6 and SB-7 the corrections are anticipated to extend to depths of about 7 to 12 feet. The underlying native medium to stiff and medium dense clayey glacial till soils appear to be generally suitable for foundation support. Specific details regarding our procedures, results and recommendations follow in the attached geotechnical exploration report. Thank you for the opportunity to assist you on this project. If you have any questions or need additional information please contact Paul Gionfriddo at 763-954-1101 or John Carlson at 612-979-3542. Sincerely, HAUGO GEOTECHNICAL SERVICES, LLC Paul S. Gionfriddo P.E. John T. Carlson, P.E. Consulting Engineer Senior Engineer Copy: Mark Rausch, Alliant Engineering PRELIMINARY GEOTECHNICAL EXPLORA TION REPORT PROJECT: Proposed Wilson Nursery Residential Development 9150 Great Plains Boulevard Chanhassen, Minnesota PREPARED FOR: Gonyea Homes 1000 Boone Avenue North, Suite 400 Golden Valley, MN 55427 PREPARED BY: Haugo GeoTechnical Services 2825 Cedar Avenue South Minneapolis, MN 55407 Haugo GeoTechnical Services Project: 16-0057 March 14, 2016 I hereby certify that this plan, specification, 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 T. Carlson, P.E. Project Engineer License Number 20663 Expires June, 2016 Table of Contents 1.0 INTRODUCTION 1 1.1 Project Description 1 1.2 Purpose 1 1.3 Site Description 1 1.4 Scope of Services 1 1.5 Documents Provided 2 1.6 Locations and Elevations 2 2.0 FIELD PROCEDURES 2 3.0 RESULTS 3 3.1 Soil Conditions 3 3.2 Groundwater 3 3.3 Laboratory Tests 4 3.4 OSHA Soil Classification 4 4.0 DISCUSSION AND RECOMMENDATIONS 4 4.1 Proposed Construction 4 4.2 Discussion 5 4.3 Mass Grading Recommendations 5 4.4 Dewatering 7 4.5 Interior Slabs 7 4.6 Below Grade Walls 7 4.7 Exterior Slabs 8 4.8 Site Grading and Drainage 9 4.9 Utilities 9 4.10 Bituminous Pavements 9 4.11 Infiltration Basin 10 5.0 CONSTRUCTION CONSIDERATIONS 11 5.1 Excavation 11 5.2 Observations 11 5.3 Backfill and Fills 11 5.4 Testing 11 5.5 Winter Construction 11 6.0 PROCEDURES 12 6.1 Soil Classification 12 6.2 Groundwater Observations 12 7.0 GENERAL 12 7.1 Subsurface Variations 12 7.2 Review of Design 13 7.3 Groundwater Fluctuations 13 7.4 Use of Report 13 7.5 Level of Care 13 APPENDIX 1 Soil Boring Location Sketch, Figure 1 GPS Boring Locations, Figure 2 Soil Boring Logs, SB-1 thru SB-10 Descriptive Terminology 1 1.0 INTRODUCTION 1.1 Project Description Gonyea Homes is proposing to develop the approximate 40 acre Wilson Nursery Site at 9150 Great Plains Boulevard in Chanhassen, Minnesota. Development plans include constructing about 45 single family homes along with the associated streets, underground utilities and storm water management areas. 1.2 Purpose Gonyea retained HGTS to perform a geotechnical exploration to evaluate the suitability of soil conditions to support the anticipated residential structures and provide recommendation for site development. 1.3 Site Description The project site is the Wilson Nursery property and is generally located south of Lyman Boulevard, east of U.S. Highway 212 and west of Great Plains Boulevard in Chanhassen, Minnesota. The property is an L-shaped parcel that is about 39 acres in size and contains a house, barn and nursery stock in the northern portion of the property. The southern portion of the property is mostly wooded with a few open grassy areas. The site topography is gently rolling to hilly and generally slopes to the west and south. Ground surface elevations at our boring locations ranged from about 896 to 933 feet mean sea level (MSL). 1.4 Scope of Services Our services were performed in accordance with the Haugo GeoTechnical Services LLC proposal 16-0057 which was dated January 27, 2016. Our scope of services was performed under the terms of our General Conditions and limited to the following tasks: Completing ten (10) standard penetration test borings extending each to nominal depths of 20 feet. Obtaining GPS coordinates and elevations at the soil boring locations. Visually/manually classifying the samples recovered from the soil borings. Performing laboratory tests on selected samples. Preparing soil boring logs describing the materials encountered and the results of groundwater level measurements. Preparing an engineering report describing soil and groundwater conditions, and providing recommendations for site development. 2 1.5 Documents Provided We were provided a concept plan titled “WILSON TREE FARM + ADJ. PROP. CONCEPT E” which was dated February 10, 2016 and prepared by Alliant Engineering. The concept plan showed the proposed development superimposed on an aerial photograph of the property. Site data was also provided on the concept plan. 1.6 Locations and Elevations The soil boring locations were selected by HGTS based on access and the proposed development areas. Ground surface elevations at the boring locations were obtained by HGTS using GPS measuring equipment. The GPS measurements were based on the MN County Coordinate System (Carver County) in US Survey Feet using the GEOID09 (Conus) model. The approximate location of the soil borings are shown on Figure 1, “Soil Boring Location Sketch”, in the Appendix. 2.0 FIELD PROCEDURES The 10 standard penetration test borings were advanced on March 1 and 2, 2016 by HGTS with a rotary drilling rig, using continuous flight augers to advance the boreholes. Representative samples were obtained from the borings, using the split-barrel sampling procedures in general accordance with ASTM Specification D-1586. In the split-barrel sampling procedure, a 2-inch O.D. split-barrel spoon is driven into the ground with a 140-pound hammer falling 30 inches. The number of blows required to drive the sampling spoon the last 12 inches of an 18-inch penetration is recorded as the standard penetration resistance value, or "N" value. The results of the standard penetration tests are indicated on the boring log. The samples were sealed in containers and provided to the HGTS office for testing and soil classification. A field log of each boring was prepared by the HGTS drill crew. The logs contained visual classifications of the soil materials encountered during drilling, as well as the driller's interpretation of the subsurface conditions between samples and water observation notes. The final boring logs included with this report represent an interpretation of the field logs and include modifications based on visual/manual method observation of the samples. The soil boring logs, general terminology for soil description and identification, and classification of soils for engineering purposes are also included in the appendix. The soil boring logs identify and describe the materials encountered, the relative density or consistency based on the Standard Penetration resistance (N-value, “blows per foot”) and groundwater observations. The strata changes were inferred from the changes in the samples and auger cuttings. The depths shown as changes between strata are only approximate. The changes are likely transitions, variations can occur beyond the location of the boring. 3 3.0 RESULTS 3.1 Soil Conditions Most of the borings generally encountered about 1 to 2 feet topsoil overlying native clayey glacial till soils that extended to the termination depths of the borings. The topsoil predominantly consisted of sandy lean clay that contained some roots and was black in color. Borings SB-3, SB-6 and SB-7 encountered about 1 ½ to 7 feet of fill over about 2 ½ to 3 feet of buried clayey or sandy topsoil. The Fill included a variety of soil types including silty sand, clayey sand and sandy lean clay. Most of the fill was dark brown to black in color and bituminous was encountered at a depth of about 5 feet in boring SB-7. Below the Fill and/or topsoil the borings encountered native clayey glacial till soils that extended to termination depths of the borings. The native glacial till soils consist predominantly consisted of sandy lean clay and clayey sand with lesser amounts of silty sand. Penetration resistance values (N-Values), shown as blows per foot (bpf) on the boring log, within the glacial till soils ranged from 4 to 21 bpf. These values indicate the glacial till soils to be generally medium to very stiff in consistency or in a medium dense density with upper soft areas encountered at borings SB-3, SB-6 and SB-7. An N-Value greater than 50 bpf was recorded at a depth of about 20 feet in boring SB-8 which was likely due to gravel, cobbles or boulders with the soil. 3.2 Groundwater Groundwater was not encountered in the soil borings while drilling and sampling or after removing the augers from the boreholes to cave-in depths of 11 to 17 feet. It appears that groundwater levels were below the depths explored. However, given the cohesive nature of the soil encountered, it is likely that insufficient time was available for groundwater to seep into the boring(s) and rise to its hydrostatic level. Groundwater levels could be higher. In addition the sandy lean clay glacial till can contain sand seams or sand layers and ground water can be encountered within them. These sand seams or layers, if any, may not become apparent until construction. The water level of the pond to the south and Lake Riley to the east of the site is about 875 feet. The water level of the large wetland to the northwest of the site is about 885 feet. Groundwater measurements were made as noted and shown on the boring logs. Groundwater monitoring wells or piezometers would be required to more accurately determine water levels. Seasonal and annual fluctuations in the groundwater levels should be expected. 4 3.3 Laboratory Tests Laboratory moisture content tests were performed on selected samples recovered from the soil borings. Moisture contents ranged from about 10 ½ to 30 ½ percent indicating the soils are likely near to above their optimum moisture content. Table 1 below summarizes the results of the laboratory tests. Results of the laboratory moisture content tests are also shown on the boring logs adjacent to the sample tested. Table 1. Summary of Laboratory Tests Boring Number Sample Number Depth (feet) Moisture Content (%)* SB-1 S-3 5 15 ½ SB-2 S-10 2 ½ 15 ½ SB-3 S-19 5 18 SB-3 S-21 10 25 SB-5 S-36 7 ½ 10 ½ SB-6 S-43 5 30 ½ SB-6 S-46 12 ½ 20 ½ SB-7 S-53 10 20 ½ SB-8 S-58 2 ½ 20 ½ SB-9 S-68 7 ½ 18 ½ SB-10 S-75 5 17 *Moisture contents were rounded to the nearest ½ percent 3.4 OSHA Soil Classification The soils encountered in the borings primarily consisted of clayey soils corresponding to the ASTM Classification CL or SC. The clayey soils identified in the borings will be Type B soils under Department of Labor Occupational Safety and Health Administration (OSHA) guidelines. Silty sand soils were also encountered in the borings which correspond to the ASTM Classification SM. The silty sand identified in the borings will be Type C soils under Department of Labor Occupational Safety and Health Administration (OSHA) guidelines. 4.0 DISCUSSION AND RECOMMENDATIONS 4.1 Proposed Construction Final grading or construction plans for the development were not available at the time of this report. We understand the project will consist of preparing about 45 house pads and the associated streets, underground utilities and storm water management areas (ponds/infiltration basins). 5 We anticipate that the new homes will be full-basement, full basement walkout, walkout or lookout styles and will include one or two stories above grade. The new homes will likely consist of cast-in-place concrete or masonry block foundation walls supported on concrete spread footings. We anticipate above grade construction to consist of wood framing, a pitched roof and asphalt shingles. Based on the assumed construction we estimate wall loadings will range from about 1 to 2 kips (1,000 to 2,000 pounds) per lineal foot and column loads, if any, will be less than 50 kips (50,000 pounds). 4.2 Discussion Most of the borings generally encountered about 1 to 2 feet topsoil overlying native clayey glacial till soils that extended to the termination depths of the borings. Borings SB-3, SB-6 and SB-7 encountered about 1 ½ to 7 feet of fill over about 2 ½ to 3 feet of buried topsoil underlain by about 2 to 3 feet of soft clays. Below the fill, buried topsoil and soft clays the borings also encountered native clayey glacial till soils that extended to termination depths of the borings. Groundwater was not encountered in the borings while drilling and sampling or after removing the augers from the boreholes to cave-in depths of 11 to 17 feet. The vegetation, fill, topsoil and soft or very loose soils are not suitable for foundation support and corrections to remove these materials from within the building and oversize areas will be required. Based on the soil borings most of the corrections are anticipated to be on the order of 1 to 2 feet but at borings SB-3, SB-6 and SB-7 the corrections are anticipated to extend to depths of about 7 to 12 feet. The underlying medium to stiff or medium dense native glacial till soils appear generally suitable for foundation support. Groundwater was not encountered in the borings while drilling and sampling or after removing the augers from the boreholes to cave-in depths of 11 to 17 feet. We do not anticipate that groundwater will be encountered during construction. 4.3 Mass Grading Recommendations Excavation We recommend that all vegetation, topsoil, existing fill soils, buried topsoil and any soft or loose soil be removed from the proposed house and oversize areas. We anticipate that the existing structures on the property will be demolished for the proposed development. We recommend that any building remnants or debris associated with any existing or former structure(s) including footings, foundation walls, floor slabs and utilities be removed from within the building and oversize areas. Table 2 below summarizes the anticipated excavation depths at the boring locations. Excavation depths may vary and could be deeper. 6 Table 2. Anticipated Mass Grading Excavation Depths Boring Number Measured Surface Elevation (feet) Anticipated Excavation Depth (feet)* Anticipated Excavation Elevation (feet)* SB-1 921.6 1 920 ½ SB-2 911.0 1 910 SB-3 915.8 Pond Area - SB-4 896.1 2 894 SB-5 899.1 Pond Area - SB-6 893.1 7 886 SB-7 896.5 12 884 ½ SB-8 901.7 1 900 ½ SB-9 918.5 1 917 ½ SB-10 933.3 1 932 ½ *Excavation depths and elevation were rounded to the nearest ½ foot. Oversizing Where excavations for soil corrections extend below the proposed footing or house pad elevations oversizing (widening) of the excavations will be required. This oversizing is required to provide lateral support of the replacement backfill and the structural loads it will support. We recommend oversizing (widening) the excavation 1 foot horizontally beyond the outer edges of the perimeter house pads for each foot the excavation extends below the bottom of the desired pad elevation (1H:1V oversizing). Soil Backfill Fill required to attain site grades and may consist of any debris-free, non- organic mineral soil. Based on the soil borings, the on-site native glacial till soils identified as sandy lean clay, clayey sand and silty sand appear generally suitable for re- use as fill or backfill provided it is free of organic material or other deleterious material. Some moisture conditioning (drying or wetting) of these soils will likely be required to meet the recommended compaction levels. The topsoil and buried topsoil, including soils that are black in color, are not suitable for re-use as fill or backfill. It may be possible to re-use these materials in “green areas” on the site such as landscaping berms. Compaction We recommend that backfill placed to attain site grades be compacted to a minimum of 95 percent of its standard Proctor density (ASTM D 698). All fill soils should be placed within 3 percentage points above and 1 percentage point below its optimum moisture content as determined by the standard Proctor. All fill should be placed in thin lifts and be compacted with a large self-propelled vibratory compactor operating in vibratory mode. In areas where fill depths will exceed 10 feet we recommend that compaction levels be increased to minimum of 100 percent of the materials standard Proctor density. Even with the increased compaction levels a construction delay may be appropriate to allow for post construction settlement of the fill mass. Fill and backfill placed on slopes, if any, must be “benched” into the underlying suitable soil to reduce the potential for slip planes to develop between the fill and underlying 7 soil. We recommend “benching” or excavating into the slope at 2 feet vertical intervals to key the fill into the slope. We recommend each bench be a minimum of 5 feet wide. Foundations We recommend the perimeter footings bear a minimum of 42 inches below the exterior grade for frost protection. Interior footings may be placed immediately below the slab provided construction does not occur during below freezing weather conditions. Foundation elements in unheated areas should bear at least 5 feet below exterior grade for frost protection. We anticipate the foundations and floor slabs will bear on compacted engineered fill or native clayey soils (sandy lean clay or clayey sand). With the building pads prepared as recommended it is our opinion the footings can be designed for a net allowable bearing pressure up to 2,000 pounds per square foot (psf). We anticipate total and differential settlement of the foundations will be less than 1 inch and ½ inch, respectively. 4.4 Dewatering Groundwater was not encountered in the soil borings and we do not anticipate that dewatering will be required. 4.5 Interior Slabs If floor coverings or coatings less permeable than the concrete slab will be used, we recommend that a vapor retarder or vapor barrier be placed immediately beneath the slab. Some contractors prefer to bury the vapor barrier or vapor retarder beneath a layer of sand to reduce curling and shrinkage, but this practice often traps water between the slab and vapor retarder or barrier. Regardless of where the vapor retarder or vapor barrier is placed, we recommend consulting the floor covering manufacturer regarding the appropriate type, use and installation of the vapor retarder or vapor barrier to preserve the warranty. We recommend following all state and local building codes in regards to a radon mitigation plan beneath interior slabs. 4.6 Below Grade Walls Full basement, walkout and lookout style homes will likely have foundation walls or below grade (partial basement) walls that will have lateral loads from the surrounding soil transmitted to them. Site soil consisted predominantly of clayey/cohesive soils. We recommend general waterproofing of the below grade walls because of the potential cost impacts related to seepage after construction. We recommend installing drain tile behind the below grade walls, adjacent to the wall footing and below the slab elevation. Preferably the drain tile should consist of perforated pipe embedded in gravel. A geotextile filter fabric should encase the pipe and gravel. The drain tile should be routed to a storm sewer, sump pump or other suitable discharge site. 8 Unless a drainage composite is placed against the backs of the exterior perimeter below- grade walls we recommend that backfill placed within 2 feet of the walls consist of sand having less than 50 percent of the particles by weight passing the #40 sieve and less than 5 percent of the particles by weight passing the #200 sieve. We recommend the balance of the backfill for the walls consist of sand however the sand may contain up to 20 percent of the particles by weight passing the #200 sieve. Foundation walls or below grade (basement) walls will have lateral loads from the surrounding soil transmitted to them. Active earth pressures can be used to design the below grade walls if the walls are allowed to rotate slightly. If wall rotation cannot be tolerated then below grade wall design should be based on at-rest earth pressures. We recommend the following soil parameters be used for below grade/retaining wall design, shown in Table 3. These design parameters are based on the assumptions that the walls are drained, there are no surcharge loads within a horizontal distance equal to the height of the wall and the backfill is level. Table 3. Soil Parameters Soil Type Estimated Unit Weight (pcf) Estimated Friction Angle (degrees) At-Rest Pressure (pcf) Active Soil Pressure (pcf) Passive Soil Pressure (pcf) Clay 135 28 70 50 375 Sand 125 32 60 40 405 Resistance to lateral earth pressures will be provided by passive resistance against the wall footings and by sliding resistance along the bottom of the wall footings. We recommend a sliding coefficient of 0.35. This value does not include a factor of safety. 4.7 Exterior Slabs Exterior slabs will likely be underlain by clayey soils which are considered moderately frost susceptible. If these soils become saturated and freeze, significant heave may occur. This heave can be a nuisance in front of doors and at other critical grade areas. One way to help reduce the potential for heaving is to remove the frost-susceptible soils below the slabs down to bottom of footing grades, and replace them with non-frost-susceptible backfill consisting of sand having less than 5 percent of the particles by weight passing the number 200 sieve. If this approach is used and the excavation bottoms terminate in non-free draining granular soil we recommend a drain tile be installed along the bottom outer edges of the excavation to collect and remove any water that may accumulate within the sand. The bottom of the excavation should be graded away from the building. If the banks of the excavations to remove the frost-susceptible soils are not sloped, abrupt transitions between the frost-susceptible and non-frost-susceptible backfill will exist along which unfavorable amounts of differential heaving may occur. Such transitions could exist between exterior slabs and sidewalks, between exterior slabs and pavements and along the slabs themselves if the excavations are confined to only the building entrances. To address this issue we recommend sloping the excavations to remove frost-susceptible soils at a minimum 3:1 (horizontal: vertical) gradient. 9 An alternative method of reducing frost heave is to place a minimum of 2 inches of extruded polystyrene foam insulation beneath the slabs and extending it about 4 feet beyond the slabs. The insulation will reduce frost penetration into the underlying soil and reduce heave. Six to 12 inches of granular soil is typically placed over the insulation to protect it during construction. Another alternative for reducing frost heave is to support the slabs on frost depth footings. A void space of at least 4 inches should be provided between the slab and the underlying soil to allow the soil to heave without affecting the slabs. 4.8 Site Grading and Drainage We recommend the site be graded to provide positive run-off away from the proposed houses. We recommend landscaped areas be sloped a minimum of 6 inches within 10 feet of the house and slabs be sloped a minimum of 2 inches. In addition we recommend downspouts with long splash blocks or extensions for each house. We recommend the lowest floor grades be constructed to maintain at least a 2-foot separation between the lowest floor slab and 100 year flood levels of any adjacent water features such as wetlands, ponds or infiltration basins. 4.9 Utilities We anticipate that the utilities will be supported on native the glacial till soils which in our opinion are suitable for pipe support. We recommend removing all existing fill, topsoil, buried topsoil, soft or loose or other unsuitable soil, if encountered, beneath utilities prior to placement. We recommend bedding material be thoroughly compacted around the pipes. We recommend trench backfill above the pipes be compacted to a minimum of 95 percent beneath slabs and pavements, the exception being within 3 feet of the proposed pavement subgrade, where 100 percent of standard Proctor density is required. In landscaped areas we recommend a minimum compaction of 90 percent. 4.10 Bituminous Pavements We anticipate that the bituminous pavements will be constructed in accordance with the City of Chanhassen standard plates which include a sand subbase. The following paragraphs provide pavement recommendations in the absence of City of Chanhassen standard plates. We recommend removing all vegetation, topsoil, or other unsuitable materials from within the pavement subgrade. Backfill, if needed, to attain pavement subgrade elevation can consist of any mineral soil provided it is free of organic material or other deleterious materials. We recommend compacting the backfill at moisture contents within a range of 1 percentage point below and 3 percentage points above its optimum moisture content. The upper 3 feet of fill and backfill should be compacted to a minimum of 100 percent of its standard Proctor maximum dry density. 10 The new pavements will be constructed with a drained sand sub-base below the aggregate base course. We recommend using sand with less than 12% passing the #200 sieve, such as MN/DOT 3149.2B2 (Select Granular Borrow). We recommend the sub- base extend beneath the curbs and to 2 feet beyond the outside edges of the curbs for frost and drainage uniformity. Sand layers outside the curbs should be capped with slow draining soil to reduce surface water infiltration. We recommend drainpipes (finger drains) be installed in the sand sub-base to remove infiltrating water. The finger drains should be connected to the catch basins. The slope of the bottom of the sub-cut should be such that water is directed to the drainage areas. The sub-cut bottom should not include depressions that can act as reservoirs for water collection. We recommend aggregate base meeting MN/DOT specification 3138 for Class 5 aggregate base. We recommend the aggregate base be compacted to 100 percent of its maximum standard Proctor dry density. We recommend that the bituminous wear and base courses meet the requirement of MN/DOT specification 2360. We recommend the bituminous pavements be compacted to at least 92% of the maximum theoretical density. The streets/roadways will include concrete curb and gutter. We recommend specifying concrete that has a minimum 28 day compressive strength of 3,900 psi. We recommend specifying 5 to 8 percent entrained air for exposed concrete to provide resistance to freeze-thaw deterioration. We recommend slump, air content and compressive strength test of Portland cement concrete. 4.11 Infiltration Basin Soil borings SB-3 and SB-5 were performed in the proposed storm water management areas (ponds/infiltration basins). These borings encountered about 1 to 5 feet of topsoil or clayey fill/buried topsoil overlying native clayey/cohesive glacial till soils. We were not provided any information regarding pond depths but anticipate the bottoms of the ponds will bear about 5 to 10 feet below existing site grades. We recommend using the infiltration rates presented in Table 1 below, which were obtained from Table 12.BIO.8 of the “Minnesota Storm Water Manual”, Revised December 16, 2013, for infiltration basin design. Table 1. Design Infiltration Rates In-situ soils Soil Description Design Infiltration Rate (in/hr) SM Silty Sand 0.45 SC Clayey Sand 0.2 CL Sandy Lean Clay 0.06 11 Field tests (double ring infiltrometer) can be performed within the proposed infiltration basin area to verify infiltration rates of the in-situ soils. We would be pleased to provide these services if required or requested. 5.0 CONSTRUCTION CONSIDERATIONS 5.1 Excavation The borings indicated that at the anticipated excavation depths the sand soils in the sidewalls of the excavations will be primarily Type B soil under Department of Labor Occupational Safety and Health Administration (OSHA) guidelines. Temporary excavations in Type C soils should be constructed at a minimum of 1 foot horizontal to every 1 foot vertical. Slopes constructed in this manner may still exhibit surface sloughing. If site constraints do not allow the construction of slopes with these dimensions then temporary shoring may be required. 5.2 Observations A geotechnical engineer should observe the excavation subgrade to evaluate if the subgrade soils are similar to those encountered in the borings and adequate to support the proposed construction. 5.3 Backfill and Fills The native glacial till soils appear to be above their assumed optimum moisture contents. Some moisture conditioning (drying) of these soils may be required, depending, in part on seasonal factors, to achieve the recommended compaction. We recommend that fill and backfill be placed in lifts not exceeding 4 to 12 inches, depending on the size of the compactor and materials used. 5.4 Testing We recommend density tests of backfill and fills placed for the new house pads. Samples of the proposed materials should be submitted to our laboratory prior to placement for evaluation of their suitability and to determine their optimum moisture content and maximum dry density (Standard Proctor). 5.5 Winter Construction If site grading and construction is anticipated to proceed during cold weather , all snow and ice should be removed from cut and fill areas prior to additional grading and placement of fill. No fill should be placed on frozen soil and no frozen soil should be used as fill or backfill. Concrete delivered to the site should meet the temperature requirements of ASTM and/or ACI. Concrete should not be placed on frozen soil. Concrete should be 12 protected from freezing until the necessary strength is obtained. Frost should not be permitted to penetrate below the footings. 6.0 PROCEDURES 6.1 Soil Classification The drill crew chief visually and manually classified the soils encountered in the borings in general accordance with ASTM D 2488, “Description and Identification of Soils (Visual-Manual Procedure)”. Soil terminology notes are included in the Appendix. The samples were returned to our laboratory for review of the field classification by a soils engineer. Samples will be retained for a period of 30 days. 6.2 Groundwater Observations Immediately after taking the final samples in the bottom of the borings, the holes were checked for the presence of groundwater. Immediately after removing the augers from the borehole the holes were once again checked and the depth to water and cave-in depths were noted. 7.0 GENERAL 7.1 Subsurface Variations The analyses and recommendations presented in this report are based on data obtained from a limited number of soil borings. Variations can occur away from the borings, the nature of which may not become apparent until additional exploration work is completed or construction is conducted. A reevaluation of the recommendations in this report should be made after performing on-site observations during construction to note the characteristics of any variations. The variations may result in additional foundation costs and it is suggested that a contingency be provided for this purpose. It is recommended that we be retained to perform the observation and testing program during construction to evaluate whether the design is as expected, if any design changes have affected the validity of our recommendations, and if our recommendations have been correctly interpreted and implemented in the designs, specifications and construction methods. This will allow correlation of the soil conditions encountered during construction to the soil borings and will provide continuity of professional responsibility. 13 7.2 Review of Design This report is based on the design of the proposed development as related to us for preparation of this report. It is recommended that we be retained to review the geotechnical aspects of the design and specifications. With the review we will evaluate whether any changes have affected the validity of the recommendations and whether our recommendations have been correctly interpreted and implemented in the design and specifications. 7.3 Groundwater Fluctuations We made water level measurements in the borings at the times and under the conditions stated on the boring logs. The data was interpreted in the text of this report. The period of observation was relatively short and fluctuations in the groundwater level may occur due to rainfall, flooding, irrigation, spring thaw, drainage, and other seasonal and annual factors not evident at the time the observations were made. Design drawings and specifications and construction planning should recognize the possibility of fluctuations. 7.4 Use of Report This report is for the exclusive use of Gonyea Homes & Remodeling and their design team to use to design the proposed structure and prepare construction documents. In the absence of our written approval, we make no representation and assume no responsibility to other parties regarding this report. The data, analysis and recommendations may not be appropriate for other structures or purposes. We recommend that parties contemplating other structures or purposes contact us. 7.5 Level of Care Haugo GeoTechnical Services, LLC has used the degree of skill and care ordinarily exercised under similar circumstance by members of the profession currently practicing in this locality. No warranty expressed or implied is made. APPENDIX = Approximate Soil Boring Location SB-1 SB-3 SB-4 SB-2 Haugo GeoTechnical Services. 2825 Cedar Avenue S. Minneapolis, MN 55407 Figure #: 1 Drawn By: RD Date: 3/7/16 Scale: None Project #: 16-0057 Soil Boring Location Sketch 9150 Great Plains Blvd Chanhassen, Minnesota SB-5 SB-8 SB-7 SB-9 SB-10 SB-6 HGTS# 16-0057 Figure 2: GPS Boring Locations Referencing Minnesota County Coordinates Basis – Carver County (GEOID09 Conus model). Boring Number Elevation (US Survey Feet) Northing Coordinate Easting Coordinate SB-1 921.61 172144.56 558957.97 SB-2 911.05 172431.90 558778.41 SB-3 915.76 172403.54 558952.04 SB-4 896.10 172476.48 558577.12 SB-5 899.12 172140.88 558195.84 SB-6 893.11 172355.02 558535.52 SB-7 896.47 172342.75 558664.28 SB-8 901.74 172170.82 558423.03 SB-9 918.53 171988.09 558298.23 SB-10 933.32 171706.59 558300.35 Sandy Lean Clay, dark brown, moist to wet. (Topsoil) (CL) Sandy Lean Clay, trace Gravel, brown with rust staining, moist to wet, rather stiff to very stiff. (Glacial Till) Bottom of borehole at 21.0 feet. AU 1 SS 2 SS 3 SS 4 SS 5 SS 6 SS 7 SS 8 4-5-5 (10) 4-6-7 (13) 6-7-9 (16) 3-6-7 (13) 4-6-7 (13) 4-8-8 (16) 3-9-9 (18) NOTES GROUND ELEVATION 921.6 ft LOGGED BY MS DRILLING METHOD Hollow Stem Auger/Split Spoon DRILLING CONTRACTOR HGTS GROUND WATER LEVELS: CHECKED BY JC DATE STARTED 3/1/16 COMPLETED 3/1/16 AT TIME OF DRILLING --- Not Encountered AT END OF DRILLING --- Not Encountered AFTER DRILLING --- Not Encountered at Cave-In Depth of 14 feet HOLE SIZE 3 1/4 inches FINES CONTENT (%) 20 40 60 80 20 40 60 80 PL LLMC DEPTH(ft)0 5 10 15 20 GRAPHICLOGMATERIAL DESCRIPTION SAMPLE TYPENUMBERRECOVERY %(RQD)BLOWCOUNTS(N VALUE)POCKET PEN.(tsf)DRY UNIT WT.(pcf) SPT N VALUE 20 40 60 80 PAGE 1 OF 1 BORING NUMBER SB-1 CLIENT Gonyea Homes PROJECT NUMBER 16-0057 PROJECT NAME Wilson Nursery PROJECT LOCATION Chanhassen, MN GEOTECH BH PLOTS - GINT STD US LAB.GDT - 3/14/16 12:54 - C:\USERS\PUBLIC\DOCUMENTS\BENTLEY\GINT\PROJECTS\16-0057 WILSON NURSERY.GPJHaugo GTS 2825 Cedar Ave S Minneapolis, MN 55407 Telephone: 612-729-2959 Fax: 763-445-2238 Sandy Lean Clay, trace Roots, dark brown, wet. (Topsoil) (CL) Sandy Lean Clay, trace Gravel, with Poorly Graded Sand seam at about 15 feet, brown with rust staining, moist to wet, medium to very stiff. (Glacial Till) Bottom of borehole at 21.0 feet. AU 9 SS 10 SS 11 SS 12 SS 13 SS 14 SS 15 SS 16 3-3-5 (8) 5-6-7 (13) 6-9-11 (20) 4-8-9 (17) 4-9-9 (18) 4-7-8 (15) 9-9-10 (19) NOTES GROUND ELEVATION 911 ft LOGGED BY MS DRILLING METHOD Hollow Stem Auger/Split Spoon DRILLING CONTRACTOR HGTS GROUND WATER LEVELS: CHECKED BY JC DATE STARTED 3/1/16 COMPLETED 3/1/16 AT TIME OF DRILLING --- Not Encountered AT END OF DRILLING --- Not Encountered AFTER DRILLING --- Not Encountered at Cave-In Depth of 16 feet HOLE SIZE 3 1/4 inches FINES CONTENT (%) 20 40 60 80 20 40 60 80 PL LLMC DEPTH(ft)0 5 10 15 20 GRAPHICLOGMATERIAL DESCRIPTION SAMPLE TYPENUMBERRECOVERY %(RQD)BLOWCOUNTS(N VALUE)POCKET PEN.(tsf)DRY UNIT WT.(pcf) SPT N VALUE 20 40 60 80 PAGE 1 OF 1 BORING NUMBER SB-2 CLIENT Gonyea Homes PROJECT NUMBER 16-0057 PROJECT NAME Wilson Nursery PROJECT LOCATION Chanhassen, MN GEOTECH BH PLOTS - GINT STD US LAB.GDT - 3/14/16 12:55 - C:\USERS\PUBLIC\DOCUMENTS\BENTLEY\GINT\PROJECTS\16-0057 WILSON NURSERY.GPJHaugo GTS 2825 Cedar Ave S Minneapolis, MN 55407 Telephone: 612-729-2959 Fax: 763-445-2238 Sandy Lean Clay, with Gravel, brown and grey, moist to wet. (FILL) Silty Sand, trace Roots and Fibers, black, moist. (Buried Topsoil) (SC) Clayey Sand, grey, moist to wet, very loose. (Glacial Till) (CL) Sandy Lean Clay, trace Roots, light grey with rust staining at about 10 feet, wet, rather stiff. (Glacial Till) (CL) Sandy Lean Clay, trace Gravel, brown with rust staining, moist to wet, stiff to very stiff. (Glacial Outwash) Bottom of borehole at 21.0 feet. AU 17 SS 18 SS 19 SS 20 SS 21 SS 22 SS 23 SS 24 2-3-2 (5) 1-2-2 (4) 2-4-5 (9) 2-4-5 (9) 3-6-8 (14) 3-9-10 (19) 6-8-10 (18) NOTES GROUND ELEVATION 915.8 ft LOGGED BY MS DRILLING METHOD Hollow Stem Auger/Split Spoon DRILLING CONTRACTOR HGTS GROUND WATER LEVELS: CHECKED BY JC DATE STARTED 3/1/16 COMPLETED 3/1/16 AT TIME OF DRILLING --- Not Encountered AT END OF DRILLING --- Not Encountered AFTER DRILLING --- Not Encountered at Cave-In Depth of 14 feet HOLE SIZE 3 1/4 inches FINES CONTENT (%) 20 40 60 80 20 40 60 80 PL LLMC DEPTH(ft)0 5 10 15 20 GRAPHICLOGMATERIAL DESCRIPTION SAMPLE TYPENUMBERRECOVERY %(RQD)BLOWCOUNTS(N VALUE)POCKET PEN.(tsf)DRY UNIT WT.(pcf) SPT N VALUE 20 40 60 80 PAGE 1 OF 1 BORING NUMBER SB-3 CLIENT Gonyea Homes PROJECT NUMBER 16-0057 PROJECT NAME Wilson Nursery PROJECT LOCATION Chanhassen, MN GEOTECH BH PLOTS - GINT STD US LAB.GDT - 3/14/16 12:55 - C:\USERS\PUBLIC\DOCUMENTS\BENTLEY\GINT\PROJECTS\16-0057 WILSON NURSERY.GPJHaugo GTS 2825 Cedar Ave S Minneapolis, MN 55407 Telephone: 612-729-2959 Fax: 763-445-2238 5 inches of Aggregate Base. Sandy Lean Clay, trace Roots, black. (Buried Topsoil) (CL) Sandy Lean Clay, trace Gravel, light grey with rust staining, moist to wet, rather stiff. (Glacial Till) (CL) Sandy Lean Clay, trace Gravel, brown, moist to wet, rather stiff to very stiff. (Glacial Till) (CL) Sandy Lean Clay, trace Gravel, grey, moist to wet, very stiff. (Glacial Till) Bottom of borehole at 21.0 feet. AU 25 SS 26 SS 27 SS 28 SS 29 SS 30 SS 31 SS 32 3-4-6 (10) 3-4-5 (9) 3-6-9 (15) 4-6-6 (12) 7-8-8 (16) 4-10-9 (19) 5-7-11 (18) NOTES GROUND ELEVATION 896.1 ft LOGGED BY MS DRILLING METHOD Hollow Stem Auger/Split Spoon DRILLING CONTRACTOR HGTS GROUND WATER LEVELS: CHECKED BY JC DATE STARTED 3/1/16 COMPLETED 3/1/16 AT TIME OF DRILLING --- Not Encountered AT END OF DRILLING --- Not Encountered AFTER DRILLING --- Not Encountered at Cave-In Depth of 12 feet HOLE SIZE 3 1/4 inches FINES CONTENT (%) 20 40 60 80 20 40 60 80 PL LLMC DEPTH(ft)0 5 10 15 20 GRAPHICLOGMATERIAL DESCRIPTION SAMPLE TYPENUMBERRECOVERY %(RQD)BLOWCOUNTS(N VALUE)POCKET PEN.(tsf)DRY UNIT WT.(pcf) SPT N VALUE 20 40 60 80 PAGE 1 OF 1 BORING NUMBER SB-4 CLIENT Gonyea Homes PROJECT NUMBER 16-0057 PROJECT NAME Wilson Nursery PROJECT LOCATION Chanhassen, MN GEOTECH BH PLOTS - GINT STD US LAB.GDT - 3/14/16 12:55 - C:\USERS\PUBLIC\DOCUMENTS\BENTLEY\GINT\PROJECTS\16-0057 WILSON NURSERY.GPJHaugo GTS 2825 Cedar Ave S Minneapolis, MN 55407 Telephone: 612-729-2959 Fax: 763-445-2238 Sandy Lean Clay, trace Roots, black, wet. (Topsoil) (CL) Sandy Lean Clay, trace Gravel, brown, moist, very stiff. (Glacial Till) (SC-SM) Silty Clayey Sand, trace Gravel, brown, moist, medium dense. (Glacial Till) (SM) Silty Sand, mostly fine to medium grained, trace Gravel, brown, moist, medium dense. (Glacial Till) (CL) Sandy Lean Clay, trace Gravel, brown, moist, stiff to very stiff. (Glacial Till) Bottom of borehole at 21.0 feet. AU 33 SS 34 SS 35 SS 36 SS 37 SS 38 SS 39 SS 40 5-9-9 (18) 5-7-8 (15) 10-10-9 (19) 4-5-9 (14) 7-7-10 (17) 4-6-9 (15) 8-8-8 (16) NOTES GROUND ELEVATION 899.1 ft LOGGED BY MS DRILLING METHOD Hollow Stem Auger/Split Spoon DRILLING CONTRACTOR HGTS GROUND WATER LEVELS: CHECKED BY JC DATE STARTED 3/1/16 COMPLETED 3/1/16 AT TIME OF DRILLING --- Not Encountered AT END OF DRILLING --- Not Encountered AFTER DRILLING --- Not Encountered at Cave-In Depth of 16 feet HOLE SIZE 3 1/4 inches FINES CONTENT (%) 20 40 60 80 20 40 60 80 PL LLMC DEPTH(ft)0 5 10 15 20 GRAPHICLOGMATERIAL DESCRIPTION SAMPLE TYPENUMBERRECOVERY %(RQD)BLOWCOUNTS(N VALUE)POCKET PEN.(tsf)DRY UNIT WT.(pcf) SPT N VALUE 20 40 60 80 PAGE 1 OF 1 BORING NUMBER SB-5 CLIENT Gonyea Homes PROJECT NUMBER 16-0057 PROJECT NAME Wilson Nursery PROJECT LOCATION Chanhassen, MN GEOTECH BH PLOTS - GINT STD US LAB.GDT - 3/14/16 12:55 - C:\USERS\PUBLIC\DOCUMENTS\BENTLEY\GINT\PROJECTS\16-0057 WILSON NURSERY.GPJHaugo GTS 2825 Cedar Ave S Minneapolis, MN 55407 Telephone: 612-729-2959 Fax: 763-445-2238 4 inches of Aggregate Base. Mixed FIll: Poorly Graded Sand and Clayey Sand, with Gravel, black to brown and grey, moist. (FILL) Sandy Lean Clay, trace Roots and Fibers, black, wet. (Buried Topsoil) (CL) Sandy Lean Clay, trace Fibers at about 5 feet, trace Gravel, grey, moist to wet, rather soft to rather stiff. (Glacial Till) (SC) Clayey Sand, trace Gravel, greyish brown, moist to wet, medium dense. (Glacial Till) Bottom of borehole at 21.0 feet. AU 41 SS 42 SS 43 SS 44 SS 45 SS 46 SS 47 SS 48 2-2-3 (5) 2-2-3 (5) 2-3-3 (6) 3-4-4 (8) 2-3-4 (7) 3-4-5 (9) 2-6-7 (13) NOTES GROUND ELEVATION 893.1 ft LOGGED BY MS DRILLING METHOD Hollow Stem Auger/Split Spoon DRILLING CONTRACTOR HGTS GROUND WATER LEVELS: CHECKED BY JC DATE STARTED 3/1/16 COMPLETED 3/1/16 AT TIME OF DRILLING --- Not Encountered AT END OF DRILLING --- Not Encountered AFTER DRILLING --- Not Encountered at Cave-In Depth of 14 feet HOLE SIZE 3 1/4 inches FINES CONTENT (%) 20 40 60 80 20 40 60 80 PL LLMC DEPTH(ft)0 5 10 15 20 GRAPHICLOGMATERIAL DESCRIPTION SAMPLE TYPENUMBERRECOVERY %(RQD)BLOWCOUNTS(N VALUE)POCKET PEN.(tsf)DRY UNIT WT.(pcf) SPT N VALUE 20 40 60 80 PAGE 1 OF 1 BORING NUMBER SB-6 CLIENT Gonyea Homes PROJECT NUMBER 16-0057 PROJECT NAME Wilson Nursery PROJECT LOCATION Chanhassen, MN GEOTECH BH PLOTS - GINT STD US LAB.GDT - 3/14/16 12:55 - C:\USERS\PUBLIC\DOCUMENTS\BENTLEY\GINT\PROJECTS\16-0057 WILSON NURSERY.GPJHaugo GTS 2825 Cedar Ave S Minneapolis, MN 55407 Telephone: 612-729-2959 Fax: 763-445-2238 4 inches of Aggregate Base. Silty Sand, with Gravel, brown, moist. (FILL) Sandy Lean Clay, possible Bituminous layer at about 5 feet, black and grey, moist. (FILL) Sandy Lean Clay, black, moist to wet. (Buried Topsoil) (CL) Sandy Lean Clay, trace Gravel, light grey, wet, rather soft. (Glacial Till) (CL) Sandy Lean Clay, trace Gravel, brown with rust staining, medium to rather stiff. (Glacial Till) Bottom of borehole at 21.0 feet. AU 49 SS 50 SS 51 SS 52 SS 53 SS 54 SS 55 SS 56 3-5-5 (10) 2-8-7 (15) 2-1-3 (4) 1-1-3 (4) 1-3-4 (7) 3-5-6 (11) 4-6-6 (12) NOTES GROUND ELEVATION 896.5 ft LOGGED BY MS DRILLING METHOD Hollow Stem Auger/Split Spoon DRILLING CONTRACTOR HGTS GROUND WATER LEVELS: CHECKED BY JC DATE STARTED 3/1/16 COMPLETED 3/1/16 AT TIME OF DRILLING --- Not Encountered AT END OF DRILLING --- Not Encountered AFTER DRILLING --- Not Encountered at Cave-In Depth of 11 feet HOLE SIZE 3 1/4 inches FINES CONTENT (%) 20 40 60 80 20 40 60 80 PL LLMC DEPTH(ft)0 5 10 15 20 GRAPHICLOGMATERIAL DESCRIPTION SAMPLE TYPENUMBERRECOVERY %(RQD)BLOWCOUNTS(N VALUE)POCKET PEN.(tsf)DRY UNIT WT.(pcf) SPT N VALUE 20 40 60 80 PAGE 1 OF 1 BORING NUMBER SB-7 CLIENT Gonyea Homes PROJECT NUMBER 16-0057 PROJECT NAME Wilson Nursery PROJECT LOCATION Chanhassen, MN GEOTECH BH PLOTS - GINT STD US LAB.GDT - 3/14/16 12:55 - C:\USERS\PUBLIC\DOCUMENTS\BENTLEY\GINT\PROJECTS\16-0057 WILSON NURSERY.GPJHaugo GTS 2825 Cedar Ave S Minneapolis, MN 55407 Telephone: 612-729-2959 Fax: 763-445-2238 Silty Sand, with Gravel, brown, moist. (Fill) (CL) Sandy Lean Clay, trace Gravel, with Cobbles below 15 feet, brown with rust staining, stiff to very stiff. (Glacial Till) Bottom of borehole at 21.0 feet. AU 57 SS 58 SS 59 SS 60 SS 61 SS 62 SS 63 SS 64 3-6-8 (14) 4-8-9 (17) 6-8-10 (18) 4-8-8 (16) 4-6-8 (14) 5-8-9 (17) 19-50/5" NOTES GROUND ELEVATION 901.7 ft LOGGED BY MS DRILLING METHOD Hollow Stem Auger/Split Spoon DRILLING CONTRACTOR HGTS GROUND WATER LEVELS: CHECKED BY JC DATE STARTED 3/2/16 COMPLETED 3/2/16 AT TIME OF DRILLING --- Not Encountered AT END OF DRILLING --- Not Encountered AFTER DRILLING --- Not Encountered at Cave-In Depth of 16 feet HOLE SIZE 3 1/4 inches FINES CONTENT (%) 20 40 60 80 20 40 60 80 PL LLMC DEPTH(ft)0 5 10 15 20 GRAPHICLOGMATERIAL DESCRIPTION SAMPLE TYPENUMBERRECOVERY %(RQD)BLOWCOUNTS(N VALUE)POCKET PEN.(tsf)DRY UNIT WT.(pcf) SPT N VALUE 20 40 60 80 PAGE 1 OF 1 BORING NUMBER SB-8 CLIENT Gonyea Homes PROJECT NUMBER 16-0057 PROJECT NAME Wilson Nursery PROJECT LOCATION Chanhassen, MN GEOTECH BH PLOTS - GINT STD US LAB.GDT - 3/14/16 12:55 - C:\USERS\PUBLIC\DOCUMENTS\BENTLEY\GINT\PROJECTS\16-0057 WILSON NURSERY.GPJHaugo GTS 2825 Cedar Ave S Minneapolis, MN 55407 Telephone: 612-729-2959 Fax: 763-445-2238 >> Sandy Lean Clay, black, wet. (Topsoil) (CL) Sandy Lean Clay, trace Gravel, brown, moist, rather stiff to very stiff. (Glacial Till) (CL) Sandy Lean Clay, trace Gravel, with Sand seams, brown, moist, very stiff. (Glacial Till) (SM) Silty Sand, mostly fine to medium grained, trace Gravel, brown, moist, medium dense. (Glacial Till) (CL) Sandy Lean Clay, trace Gravel, brown, moist, stiff. (Glacial Till) Bottom of borehole at 21.0 feet. AU 65 SS 66 SS 67 SS 68 SS 69 SS 70 SS 71 SS 72 2-6-6 (12) 5-5-6 (11) 4-5-7 (12) 5-5-10 (15) 6-11-10 (21) 7-11-13 (24) 5-7-9 (16) NOTES GROUND ELEVATION 918.5 ft LOGGED BY MS DRILLING METHOD Hollow Stem Auger/Split Spoon DRILLING CONTRACTOR HGTS GROUND WATER LEVELS: CHECKED BY JC DATE STARTED 3/2/16 COMPLETED 3/2/16 AT TIME OF DRILLING --- Not Encountered AT END OF DRILLING --- Not Encountered AFTER DRILLING --- Not Encountered at Cave-In Depth of 17 feet HOLE SIZE 3 1/4 inches FINES CONTENT (%) 20 40 60 80 20 40 60 80 PL LLMC DEPTH(ft)0 5 10 15 20 GRAPHICLOGMATERIAL DESCRIPTION SAMPLE TYPENUMBERRECOVERY %(RQD)BLOWCOUNTS(N VALUE)POCKET PEN.(tsf)DRY UNIT WT.(pcf) SPT N VALUE 20 40 60 80 PAGE 1 OF 1 BORING NUMBER SB-9 CLIENT Gonyea Homes PROJECT NUMBER 16-0057 PROJECT NAME Wilson Nursery PROJECT LOCATION Chanhassen, MN GEOTECH BH PLOTS - GINT STD US LAB.GDT - 3/14/16 12:55 - C:\USERS\PUBLIC\DOCUMENTS\BENTLEY\GINT\PROJECTS\16-0057 WILSON NURSERY.GPJHaugo GTS 2825 Cedar Ave S Minneapolis, MN 55407 Telephone: 612-729-2959 Fax: 763-445-2238 Sandy Lean Clay, trace Roots, dark brown, moist to wet. (Topsoil) (CL) Sandy Lean Clay, trace Gravel, brown with rust staining, moist to wet, rather stiff to stiff. (Glacial Till) Bottom of borehole at 21.0 feet. AU 73 SS 74 SS 75 SS 76 SS 77 SS 78 SS 79 SS 80 3-4-5 (9) 3-5-7 (12) 3-5-6 (11) 5-6-7 (13) 3-5-6 (11) 3-5-7 (12) NOTES GROUND ELEVATION 933.3 ft LOGGED BY MS DRILLING METHOD Hollow Stem Auger/Split Spoon DRILLING CONTRACTOR HGTS GROUND WATER LEVELS: CHECKED BY JC DATE STARTED 3/2/16 COMPLETED 3/2/16 AT TIME OF DRILLING --- Not Encountered AT END OF DRILLING --- Not Encountered AFTER DRILLING --- Not Encountered HOLE SIZE 3 1/4 inches FINES CONTENT (%) 20 40 60 80 20 40 60 80 PL LLMC DEPTH(ft)0 5 10 15 20 GRAPHICLOGMATERIAL DESCRIPTION SAMPLE TYPENUMBERRECOVERY %(RQD)BLOWCOUNTS(N VALUE)POCKET PEN.(tsf)DRY UNIT WT.(pcf) SPT N VALUE 20 40 60 80 PAGE 1 OF 1 BORING NUMBER SB-10 CLIENT Gonyea Homes PROJECT NUMBER 16-0057 PROJECT NAME Wilson Nursery PROJECT LOCATION Chanhassen, MN GEOTECH BH PLOTS - GINT STD US LAB.GDT - 3/14/16 12:55 - C:\USERS\PUBLIC\DOCUMENTS\BENTLEY\GINT\PROJECTS\16-0057 WILSON NURSERY.GPJHaugo GTS 2825 Cedar Ave S Minneapolis, MN 55407 Telephone: 612-729-2959 Fax: 763-445-2238 Descriptive Terminology of Soil Standard D 2487 -00 Classification of Soils for Engineering Purposes (Unified Soil Classification System) "I~ D O o>Coarse-grained Smore than 50% retaiNo. 200 sieve•.c £ *~ O OJ Q} IS) f •>i i» -S £g ™ O (M Md £oZ Lg irj Criteria for Assigning Group Symbols and Group Names Using Laboratory Tests a Gravels More than 50% of coarse fraction retained on No 4 sieve Sands 50% or more of coarse fraction passes No 4 sieve Silts and Clays Liquid irmil less than 50 Silts and clays Liquid limit 50 or more Highly Organic Soils Clean Gravels 5% or less fines e Gravels with Fines More than 12°'C fines * Clean Sands 5% or less fines ' Sands with Fines More than 12%' Inorganic Organic Inorganic Organic Cb^4anO 1< Cr < 3C Cu<4 and/or 1 >Ct>3c Fines classify as ML or MH Fines classify as CL or CH Cu^6and l <.C( ^3C Ca<6and/or 5 i CC>3C Fines classify as ML or MH Fines classify as CL or CH PI > 7 and plots on or above 'A' line' PI < 4 or plots below "A" line1 Liquid limit- oven dried ^ n 7(_ Liquid limit - not dried PI plots on or above "A" line PI plots below 'A~ line Liquid limit - oven dried n _ic Liquid limit - not dried Primarily organic matter, dark in color and organic odor Soils Classification Group Symbol GW GP GM GC SW SP SM sc CL ML OL OL CH MH OH OH PT Group Name " Wen-graded grave! • Poorly graded gravel - Sity gravel a">' Clayey gravel3'5 Well-graded sand " Poorfy graded sand " Silly sand 'g' Clayev sand "f! Lean ciay L Sill ' Organic clay ' Organic silt " " : Fat clay * " Elastic silt ' " Organic clay ; Organic silt ' " ' Peat Particle Size Identification Boulders Cobbles Gravel Sand Silt Clay . . . over 12" 3" to 12" 3/4' to 3" No 4 to No 10 . . No 10 to No 40 No 4010NO 200 below "A" line on or above "A" line Based on !he material passing the 3-in I'TSmnvi sieve If field sample contained ccbbies o' bouioers or both ado <= 3 DK;D:C c = (DM)' cobbles or boulders Of t*oth lo group d If soil contains^l5% sand ooo1 A-.thsand' to group namg e Gravels wrtn £ lc 1 2% fines require dual symbols GW-GM \veii-graded gravei with silt GW-GC well-graded gravel with clay GP-GM ooorly graflea gravel with sill GP-GC poorly graced gravel with clay ( If tines Classify as CL-ML jse flual symbol GC-GM or SC-SM g tt fines are organic add will1 organic fines !o group name fi If soil contains i 15% g'svel add 'with gravel" to group name l Sands *t:n 5 to 12% fines legume Ouar symbols SW-SM we'l-graded sand with sitl SW-SC weil-g'aded sanO with ciay SP-SM poorly gfadect sand with sit! SP-SC poorly giadsd sano wrth clay j BAttefDerg limits pio! m haiched area soihsaCL-ML silly oay k If soil contains lGlo29'A plus No 2X add' v.i!h sand" or -with gravel' wtiichevens predominant I Hsoilcon;airi=i30%piuSNo 200 predominantly sanO add'sanay logroupname m ff so*! contains S; 30% plus Nc 200 pfedoi^riantiy gravei ado 'gravelly togroupnarne n PI ^ A ano plots on or above 'A" line o. PI < 4 or plots Delo* "A" line p PI plots on 01 above A' line q PI p!o;s beiow A hie GO 50 — 40 X 1 30 *u 2 CL 20 v^n-%£/S P7^ ML or OL ^* MH or OH 17 10 16 20 30 40 50 60 70 80 90 100 Liquid Limit (LL) Laboratory Tests 110 DO WD MC LL PL PI P200 Dry density pcf Wet density, pel Natural moisture content Liqiuid fimit. % Plastic iimi! % Plasticity index. =.t Vi passmg 200 sieve OC Organic content % S Percent of saturation. S-t SG Specific gravity C Cohesion, psf 0 Angle of internal friction qu Unconfmed compressive strength. qp Pocket penetrometer strength, tsf psf Relative Density of Cohesionless Soils Very loose .. 0104 BPF Loose 5 to 10 BPf Medium dense 11to30BPF Dense 31 to 50 BPF Very dense over 50 BPF Consistency of Cohesive Soils Very soft Dto1 BPF Soft 2 to 3 BPF Rather soft 4 to 5 BPF Medium 6!o8BPF Rather stiff 9 to 12 BPF Si'ff 13to16BPF Verysliff ... 17to30BPF Hard . . over 30 BPF Drilling Notes Standard penetration lest borings were advanced by 3 1/4" or 6 1/4' ID hollow-stem augers unless noted otherwise. Jetlmg water was used to clean out auger prior to sampling only where indicated on logs Standard penetration test borings are designated by the prefix "ST" (Split Tube) All samples were taken with the standard 2' OD split-tube sampler except where noted Power auger borings were advanced by 4 or 6" diameler continuous- flight, solid-stem augers Soti classifications and strata depths were in- ferred from disturbed samples augered to the surface and are. therefore, somewha! approximate Power auger borings are designated by the prefix "B." Hand auger borings were advanced manually with a 1 1/2" or 3 1/4" diameler auger and were limited lo the depth from which the auger coutd be manually withdrawn. Hand auger borings are indicated by the prefix •H ' BPF: Numbers indicate blows per foot recorded in standard penetration test, also known as "N" value. The sampler was set 6' into undisturbed soil below the hollow-slem auger Driving resistances were then counted for second and thtrd 6" increments and added to get BPF Where they differed significantly, they are reported in the following form 2/12 for the second and third 6" increments, respectively. WH: WH indicates the sampler penetrated soil under weight of hammer and rods alone driving not required WR: WR indicates the sampler penetrated soil under weight of rods alone hammer weight and driving not required TW indicates trvn-wailed (undisturbed) tube sample Note: All tests were run in general accordance with applicable ASTM standards Rev