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HomeMy WebLinkAboutEstates at Towne Meadow_Drainage Report 6-11-19V3 | Visio, Vertere, Virtute … The Vision to Transform with Excellence ESTATES AT TOWNE MEADOW DRAINAGE REPORT - SECONDARY PLAT SUBMITTAL PROJECT SITE: 116TH STREET & TOWNE ROAD CARMEL, HAMILTON COUNTY, INDIANA PREPARED FOR: Mr. Tim Walter Platinum Properties 9757 Westpoint Drive , Suite 600 Indianapolis, IN 46256 PREPARED BY: V3 Companies 619 North Pennsylvania Street Indianapolis, IN 46204 317.423.0690 Original Submittal Date: December 21, 2018 Revision Date: June 11, 2019 08/20/20 Platinum Properties – The Estates at Towne Meadow March 21, 2019 Carmel, Indiana V3 Companies 0 18414 TABLE OF CONTENTS Stormwater Drainage Technical Report Page 1.0 INTRODUCTION .......................................................................................... 1 2.0 EXISTING CONDITIONS ............................................................................ 1-2 3.0 DEVELOPED CONDITIONS........................................................................... 2 4.0 PROPOSED STORMWATER MANAGEMENT SYSTEM ............................. 2-4 5.0 STORM SEWER NETWORK ......................................................................... 4 6.0 STATE OR FEDERAL WATER QUALITY PERMITS ......................................... 4 FIGURES Figure 1 – Site Location Map Figure 2 – Soils Map Figure 3 – FEMA FIRM Map Figure 4 – Pre-Developed Watershed Map Figure 5 – Proposed On-Site Watershed Map Figure 6 – Proposed On-Site and Off-Site Watershed Map Figure 7 – Basin Watershed Map Figure 8 – BMP Identification APPENDICES Appendix A – USDA Hydrologic Soil Group Information Appendix B – Pre-Developed HydroCAD Results Appendix C – Post-Developed HydroCAD Results Appendix D – Water Quality Calculations Appendix E – Storm Sewer Sizing Calculations Appendix F – Supporting Documentation from Drainage Reports for Adjacent Properties Appendix G – IDEM Approval 08/20/20 Platinum Properties – The Estates at Towne Meadow March 21, 2019 Carmel, Indiana V3 Companies 1 18414 1.0 INTRODUCTION Platinum Properties, (PLATINUM) is proposing to complete a residential development called the Estates at Towne Meadow at a property located on the west side of Towne Road approximately one-fourth of a mile south of the intersection of Towne Road and 116th Street in Carmel, Indiana (SITE) as shown in Figure 1. This report describes the stormwater management design to be included as part of the City of Carmel’s secondary plat submittal and final construction plan review. This report is intended to accompany the final construction plans prepared by V3 COMPANIES and dated 12-21-2018. 2.0 EXISTING CONDITIONS The SITE is located on the west side of Towne Road approximately ¼ mile south of 116th Street. The SITE is bordered to the north by a single-family residential lot and the University High School property, to the south by Kings Mill subdivision, to the east by Huntington Chase subdivision, and to the west by Bridlebourne subdivision. The Residential site is approximately 35.97 acres and is split by Spring Mill Run Legal Drain, which runs through the property from the north to south. Of the total property approximately 32.6 acres are being disturbed as part of the development. Additionally, this site is part of a large master planned drainage system and shares detention with The University High School property to the north of which 71.4 acres flows to the south through the shared system. No floodway encompasses part of the site. See Figure 3 for the extents of the floodway/floodplain on the site. The combined 104-acre watershed is mostly farmland and pasture with the exception of a portion near 116th street that is the current University High School Campus. Generally, the existing watershed drains via sheet and shallow concentrated flow to Spring Mill Run. Ultimately, all runoff flows into Spring Mill Run and leaves the site at a central point in the southern border of the property. Refer to Figure 4 for an exhibit showing pre-developed watersheds. Table 2.1 summarizes the pre-developed flows from the SITE. Since all the subwatersheds of the site drain to Spring Mill Run, they have been combined into one watershed named Spring Mill Watershed. The current uses for the SITE include impervious surface for the high school in the form of walks, rooftops, parking and tennis courts (approximately 10 acres), and additional land which is acres which is classified as pasture in fair condition (approximately 94 acres). Based on current use, the peak flows from the site in its existing condition are shown below. Refer to Appendix B for pertinent calculations for the existing watersheds. Current University High School Drainage System 08/20/20 Platinum Properties – The Estates at Towne Meadow March 21, 2019 Carmel, Indiana V3 Companies 2 18414 Existing detention currently exists for the high school north of the pipeline that has been approved to treat the impervious surface from the campus and discharges through the multiple pipes crossing the pipeline north of the site. References to the “futu re naturalized basins” are specifically for proposed future modifications to the shape, vegetation, and habitat within the basin. However the storage and discharge from these basins in their current configuration hydraulically provide similar function to the proposed full built out condition. When the proposed modifications are finalized, these changes will be presented to the city of Carmel for Approval. 3.0 DEVELOPED CONDITIONS PLATINUM is proposing a 44-lot subdivision, the Estates at Towne Meadow. The stormwater will be managed (for both water quantity and quality) in three interconnected basins in the open space of the subdivision. The basins contain a combination of vegetated swales and enhanced wetland areas, which work in series to properly handle and treat the stormwater runoff from the site. The third basin discharges into the Spring Mill Run Legal Drain. Refer to Figures 5 & 6 for an exhibit of the post-developed watersheds. Figure 6 includes both onsite and offsite watersheds eventually releasing to the proposed basins designed as part of Estates at Towne Meadow. Drainage reports from adjacent properties such as West Park, Shaarey Tefilla, and Bridlebourne Subdivision were utilized in developing the proposed on -site and off-site watersheds and furthermore informed the hydrologic modeling of the three basins associated with this new development. When basin maps were not available for adjacent properties, GIS information was utilized to create the basin map. GIS data was also utilized to confirm or update the watershed areas associated with adjacent developments. Refer to Appendix F for basin maps for the adjacent properties. 4.0 PROPOSED STORMWATER MANAGEMENT SYSTEM DESIGN The stormwater management system for the SITE will treat water quality and quantity per the City of Carmel Stormwater Technical Design Standards Manual. Goals for water quality design are based on Chapter 700 and are driven by treatment of a required volume or flow rate to remove floatables and a percentage of total suspended solids. Goals for water quantity design are based on Chapter 200 and Chapter 300 and are driven by discharge ratios developed by the City of Carmel. When determining allowable release rates for the post-developed conditions, the City of Carmel has adopted a standard discharge ratio based on developed/disturbed area. For the purposes of Table 2.1: Pre-Developed Peak Flow Rates University High School 104 Ac 2-year,24-Hr 10-Year,24-Hr 73.7 142.5 cfs cfs 100-Year, 24-Hr 311.6 cfs 08/20/20 Platinum Properties – The Estates at Towne Meadow March 21, 2019 Carmel, Indiana V3 Companies 3 18414 this report and analysis, V3 assumed that a small strip of property along the south boundary of the residential site will remain undisturbed and is therefore excluded from the analysis area and was not included in either the pre-developed or the post-developed portion of the report. V3 has implemented sustainable infrastructure into the stormwater management design in an effort to dual-purpose detention basins as Best Management Practices (BMPs), effectively treating both water quality and water quantity treatment. The use of sustainable practices promotes groundwater recharge, aesthetically pleasing stormwater management facilities, low maintenance requirements, and economically efficient designs. In addition to the reduction of total suspended solids and floatables criteria that traditional designs must adhere to, this proposed design also treats for temperature control, removal of nutrients and other specific pollutants such as hydrocarbons, and reduction of volume of increased runoff due to land improvements. Water Quality Treatment The City of Carmel’s Water Quality Treatment standard of 80% removal of total suspended solids will be met through the series of BMPs as seen in Figure 8, which includes seven vegetated swales. As specified in the City of Carmel Stormwater Technical Standards Manual, account for 60% TSS removal and 65% TSS removal. The series of BMPs is designed to remove 86% of total suspended solids. Refer to Appendix D for all pertinent water quality calculations including a chart showing the total treatment train for the site. Water Quantity Treatment Table 4.1 shows the Post-Developed Allowable Release Rates for the both portions of the site. Table 4.2 shows the Post-Developed Peak Discharge Results excluding offsite flow for the entire contributing watershed, which are subject to the allowable release rates described in Table 4.1. Additionally Table 4.2 shows the total post developed discharge including the large 123.7-acre basin contributing from the north side of 116th Street. To allow this to pass through the site, V3 has increased conveyance piping through the BMP’s located downstream of the large pipeline crossing. Despite in the increase in size V3 designed the pipes force the BMP’s to stage higher than in the analysis excluding the offsite flow. Refer to Appendix C for calculations for the detention design of the each separate analysis. Please note that the results are based upon meeting Carmel’s specified release rates for the site. Table 4.1: Allowable Release Rates – Springmill Regulated Drain Springmill Run 10-Yr, 24-Hr 106.12 acres 106.12 Acres x 0.1 cfs / acre 10.6 cfs 100-Yr, 24-Hr 106.12 acres 6.12 acres x 0.3 cfs / acre 31.8 cfs 08/20/20 Platinum Properties – The Estates at Towne Meadow March 21, 2019 Carmel, Indiana V3 Companies 4 18414 Allowable release rates were determined per Carmel’s standards. As stated previously, the entire site discharges to a single outlet (Springmill Regulated Drain) at the south end of the site. The acreage amount utilized in the allowable release rate formulas was based on the entire watershed that currently flows from the site to this point. Stormwater Storage Volume The city of Carmel requires detention systems to be designed to accommodate future sedimentation by requiring stormwater management facilities to be oversized by a minimum of 10%. As shown in Table 4.3 this requirement has been met by providing additional freeboard between the 100-year peak elevation and the emergency spillway. 5.0 STORM SEWER NETWORK The storm sewer network for this development has been designed in accordance with Chapter 300 of the City of Carmel Stormwater Technical Standards Manual. Refer to Appendix F for all pertinent calculations. Refer to Figure 7 for watersheds utilized in designing the storm sewer network. 6.0 STATE OR FEDERAL WATER QUALITY PERMITS This project will require a Rule 5 Notice of Intent to be filed with the Indiana Department of Environmental Management. Since the proposed impacts to existing wetlands is less than 0.1-acres, the work proposed as part of this development will not require permitting or mitigation from the Indiana Department of Environmental Management. Refer to Appendix G for IDEM conformation of this. This project is exempt from United States Army Corps of Engineers notification. Therefore, no confirmation from USACE is provided. Table 4.2: Peak Discharge Results – Springmill Regulate Drain On-Site Peak Discharge 10-year, 24 Hour 10.51 cfs 100-year, 24 Hour 28.60 cfs Total Peak Discharge (with Off- site) 10-year, 24 Hour 20.89 cfs 100-year, 24 Hour 82.23 cfs Table 4.3: Additional Storage to Allow for Sedimentation Storage Required 100-Yr Stage Max Storage Elevation Additional Volume Provided Basin N1 360,503 c.f. 889.90 891 141,796 c.f. (40%) Basin SW2 444,952 c.f. 889.34 891 238,882 c.f (54%) Basin SE3 197,402 c.f. 886.64 888 101,679 c.f. (52%) 08/20/20 619 N Pennsylvania Ave Indianapolis, IN 46204 Tel: 317-423-0690 Fax: 317-423-0696 Platinum Properties 21 December 2018NTS FIGURE 1 SITE LOCATION MAP Estates at Towne Meadow Carmel, Indiana Prepared for: Project No. 18414 Date: N SITE LOCATION 08/20/20 619 N Pennsylvania Ave Indianapolis, IN 46204 Tel: 317-423-0690 Fax: 317-423-0696 Platinum Properties 21 December 2018NTS FIGURE 2 SOILS MAP Estates at Towne Meadow Carmel, Indiana Prepared for: Project No. 18414 Date: N SITE LOCATION 08/20/20 619 N Pennsylvania Ave Indianapolis, IN 46204 Tel: 317-423-0690 Fax: 317-423-0696 Platinum Properties 21 December 2018NTS FIGURE 3 FEMA FIRM MAP Estates at Towne Meadow Carmel, Indiana Prepared for: Project No. 18414 Date: N SITE LOCATION 08/20/20 PROJECT NUMBER DRAWING NUMBER SHEET OF SCALE: DWN BY: CHKD. BY:REVISIONS DATE:619 N. PENNSYLVANIA STREETINDIANAPOLIS, INDIANA 46204Ph: +1.317.423.0690info@williamscreek.netWILLIAMS CREEKCONSULTINGa V3 CompanyN PITTMAN PARTNERS11711 NORTH PENNSYLVANIA AVENUE, SUITE 260CARMEL, INDIANA, 46032EXISTING WATERSHED THE PARKS AT TOWNE MEADOW116TH STREET & TOWNE ROADCARMEL, INDIANA, 46044FIGURE 4 18414 PLD JOR 1"=100' 08/28/2018 08/20/20 PROJECT NUMBER DRAWING NUMBER SHEET OF SCALE: DWN BY: CHKD. BY:REVISIONS DATE:619 N. PENNSYLVANIA STREETINDIANAPOLIS, INDIANA 46204Ph: +1.317.423.0690info@williamscreek.netWILLIAMS CREEKCONSULTINGa V3 CompanyN PITTMAN PARTNERS11711 NORTH PENNSYLVANIA AVENUE, SUITE 260CARMEL, INDIANA, 46032PROPOSED ON-SITE WATERSHEDSTHE PARKS AT TOWNE MEADOW116TH STREET & TOWNE ROADCARMEL, INDIANA, 46044FIGURE 5 18414 PLD JOR 1"=100' 08/28/2018 08/20/20 PROJECT NUMBER DRAWING NUMBER SHEET OF SCALE: DWN BY: CHKD. BY:REVISIONS DATE:619 N. PENNSYLVANIA STREETINDIANAPOLIS, INDIANA 46204Ph: +1.317.423.0690info@williamscreek.netWILLIAMS CREEKCONSULTINGa V3 CompanyN PITTMAN PARTNERS11711 NORTH PENNSYLVANIA AVENUE, SUITE 260CARMEL, INDIANA, 46032PROPOSED ON-SITE & OFF-SITEWATERSHEDSTHE PARKS AT TOWNE MEADOW116TH STREET & TOWNE ROADCARMEL, INDIANA, 46044FIGURE 6 18414 PLD JOR 1"=100' 08/28/2018 NOTE: NO CALCULATION WORKSHEET PROVIDED FOR SHAAREY TAFILLA. CN AND TIME OF CONCENTRATION WERE DETERMINED UTILIZING INFORMATION FROM THE DRAINAGE REPORT FOR THE DEVELOPMENT PROVIDED IN THE APPENDIX F. 08/20/20 UNIVERSITY COURT TOWN E MEADO W DRIV E JASMINE DRIVETOWNE ROAD886 891 890 889 888 887 889 888 887 887 885 890 888 888 884 88 7 888 886 886 PROJECT NUMBER DRAWING NUMBER SHEET OF SCALE: DWN BY: CHKD. BY:REVISIONS DATE:619 N. PENNSYLVANIA STREETINDIANAPOLIS, INDIANA 46204Ph: +1.317.423.0690info@williamscreek.netWILLIAMS CREEKCONSULTINGa V3 CompanyN PITTMAN PARTNERS11711 NORTH PENNSYLVANIA AVENUE, SUITE 260CARMEL, INDIANA, 46032BASIN WATERSHEDS THE PARKS AT TOWNE MEADOW116TH STREET & TOWNE ROADCARMEL, INDIANA, 46044FIGURE 7 18414 PLD JOR 1"=100' 08/28/2018 08/20/20 UNIVERSITY COURT TO W NE ME AD OW D RI VE JASMINE DRIVETOWNE ROAD886 891 890 889 888 887 889 888 887 887 885 890 888 888 884 887 888 886 886 PROJECT NUMBER DRAWING NUMBER SHEET OF SCALE: DWN BY: CHKD. BY:REVISIONS DATE:619 N. PENNSYLVANIA STREETINDIANAPOLIS, INDIANA 46204Ph: +1.317.423.0690info@williamscreek.netWILLIAMS CREEKCONSULTINGa V3 CompanyN PITTMAN PARTNERS11711 NORTH PENNSYLVANIA AVENUE, SUITE 260CARMEL, INDIANA, 46032BMP IDENTIFICATION MAPTHE PARKS AT TOWNE MEADOW116TH STREET & TOWNE ROADCARMEL, INDIANA, 46044FIGURE 8 18414 PLD JOR 1"=100' 08/28/2018 08/20/20 APPENDIX A – USDA Hydrologic Soil Group Information 08/20/20 Custom Soil Resource Report Soil Map 4422400 4422500 4422600 4422700 4422800 4422900 4423000 4423100 4423200 44233004422400 4422500 4422600 4422700 4422800 4422900 4423000 4423100 4423200 4423300566800 566900 567000 567100 567200 567300 567400 567500 567600 567700 567800 567900 568000 568100 566800 566900 567000 567100 567200 567300 567400 567500 567600 567700 567800 567900 568000 568100 39° 57' 26'' N 86° 13' 8'' W39° 57' 26'' N86° 12' 5'' W39° 56' 54'' N 86° 13' 8'' W39° 56' 54'' N 86° 12' 5'' W N Map projection: Web Mercator Corner coordinates: WGS84 Edge tics: UTM Zone 16N WGS84 0 300 600 1200 1800 Feet 0 100 200 400 600 Meters Map Scale: 1:6,790 if printed on A landscape (11" x 8.5") sheet. SoilSoil MapMap maymay notnot bebe validvalid atat thisthis scale.scale. Map Unit Symbol Map Unit Name Acres in AOI Percent of AOI Br Brookston silty clay loam, 0 to 2 percent slopes 53.3 46.9% CrA Crosby silt loam, fine-loamy subsoil, 0 to 2 percent slopes 60.5 53.1% Totals for Area of Interest 113.8 100.0% 08/20/20 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 1:15,800. 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: Hamilton County, Indiana Survey Area Data: Version 18, Oct 2, 2017 Soil map units are labeled (as space allows) for map scales 1:50,000 or larger. Date(s) aerial images were photographed: Jun 27, 2014—Aug 28, 2014 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. Custom Soil Resource Report 10 08/20/20 Appendix B – Pre-Developed HydroCAD Results 08/20/20 Existing Existing Site Routing Diagram for UHS Master Plan Existing Prepared by V3 Companies Ltd., Printed 2/6/2019 HydroCAD® 10.00-20 s/n 04552 © 2017 HydroCAD Software Solutions LLC Subcat Reach Pond Link 08/20/20 UHS Master Plan Existing Printed 2/6/2019Prepared by V3 Companies Ltd. Page 2HydroCAD® 10.00-20 s/n 04552 © 2017 HydroCAD Software Solutions LLC Area Listing (selected nodes) Area (acres) CN Description (subcatchment-numbers) 96.120 79 Pasture/grassland/range, Fair, HSG C (Existing) 10.000 98 Paved parking, HSG C (Existing) 106.120 81 TOTAL AREA 08/20/20 UHS Master Plan Existing Printed 2/6/2019Prepared by V3 Companies Ltd. Page 3HydroCAD® 10.00-20 s/n 04552 © 2017 HydroCAD Software Solutions LLC Soil Listing (selected nodes) Area (acres) Soil Group Subcatchment Numbers 0.000 HSG A 0.000 HSG B 106.120 HSG C Existing 0.000 HSG D 0.000 Other 106.120 TOTAL AREA 08/20/20 Type II 24-hr 2 year Rainfall=2.66"UHS Master Plan Existing Printed 2/6/2019Prepared by V3 Companies Ltd. Page 4HydroCAD® 10.00-20 s/n 04552 © 2017 HydroCAD Software Solutions LLC Summary for Subcatchment Existing: Existing Site Runoff = 73.67 cfs @ 12.44 hrs, Volume= 9.357 af, Depth= 1.06" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 5.00-72.00 hrs, dt= 0.01 hrs Type II 24-hr 2 year Rainfall=2.66" Area (ac) CN Description 10.000 98 Paved parking, HSG C 96.120 79 Pasture/grassland/range, Fair, HSG C 106.120 81 Weighted Average 96.120 90.58% Pervious Area 10.000 9.42% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 42.6 Direct Entry, Subcatchment Existing: Existing Site Runoff Hydrograph Time (hours) 7270 68 66 64 62 60 58 56 54 52 50 48 46 44 42 40 38 36 34 32 30 28 26 24 22 20 18 16 14 12 10 8 6 Flow (cfs)80 75 70 65 60 55 50 45 40 35 30 25 20 15 10 5 0 Type II 24-hr 2 year Rainfall=2.66" Runoff Area=106.120 ac Runoff Volume=9.357 af Runoff Depth=1.06" Tc=42.6 min CN=81 73.67 cfs 08/20/20 Type II 24-hr 10 year Rainfall=3.83"UHS Master Plan Existing Printed 2/6/2019Prepared by V3 Companies Ltd. Page 5HydroCAD® 10.00-20 s/n 04552 © 2017 HydroCAD Software Solutions LLC Summary for Subcatchment Existing: Existing Site Runoff = 142.51 cfs @ 12.40 hrs, Volume= 17.504 af, Depth= 1.98" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 5.00-72.00 hrs, dt= 0.01 hrs Type II 24-hr 10 year Rainfall=3.83" Area (ac) CN Description 10.000 98 Paved parking, HSG C 96.120 79 Pasture/grassland/range, Fair, HSG C 106.120 81 Weighted Average 96.120 90.58% Pervious Area 10.000 9.42% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 42.6 Direct Entry, Subcatchment Existing: Existing Site Runoff Hydrograph Time (hours) 7270 68 66 64 62 60 58 56 54 52 50 48 46 44 42 40 38 36 34 32 30 28 26 24 22 20 18 16 14 12 10 8 6 Flow (cfs)150 140 130 120 110 100 90 80 70 60 50 40 30 20 10 0 Type II 24-hr 10 year Rainfall=3.83" Runoff Area=106.120 ac Runoff Volume=17.504 af Runoff Depth=1.98" Tc=42.6 min CN=81 142.51 cfs 08/20/20 Type II 24-hr 100 year Rainfall=6.46"UHS Master Plan Existing Printed 2/6/2019Prepared by V3 Companies Ltd. Page 6HydroCAD® 10.00-20 s/n 04552 © 2017 HydroCAD Software Solutions LLC Summary for Subcatchment Existing: Existing Site Runoff = 311.64 cfs @ 12.40 hrs, Volume= 38.072 af, Depth= 4.31" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 5.00-72.00 hrs, dt= 0.01 hrs Type II 24-hr 100 year Rainfall=6.46" Area (ac) CN Description 10.000 98 Paved parking, HSG C 96.120 79 Pasture/grassland/range, Fair, HSG C 106.120 81 Weighted Average 96.120 90.58% Pervious Area 10.000 9.42% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 42.6 Direct Entry, Subcatchment Existing: Existing Site Runoff Hydrograph Time (hours) 7270 68 66 64 62 60 58 56 54 52 50 48 46 44 42 40 38 36 34 32 30 28 26 24 22 20 18 16 14 12 10 8 6 Flow (cfs)340 320 300 280 260 240 220 200 180 160 140 120 100 80 60 40 20 0 Type II 24-hr 100 year Rainfall=6.46" Runoff Area=106.120 ac Runoff Volume=38.072 af Runoff Depth=4.31" Tc=42.6 min CN=81 311.64 cfs 08/20/20 Appendix C – Post-Developed HydroCAD Results 08/20/20 Worksheet 2: Runoff curve number and runoff Project Estates at Towne Meadow By TJK Date 11/30/2018 Location North Basin (#1) - 8.7 ac.Checked Date Check one: Present Developed 1. Runoff curve number Soil name and group Cover description CN [1]Area Product CN (weighted) = total product/total area = ; hydrologic group of CN x area Table 2-2Figure 2-3Figure 2-4(appendix A)(cover type, treatment, and hydrologic condition; percent impervious; unconnected impervious area ratio) Varies (HSG D) Paved/Roof 98 Varies (HSG D) Trail (asphalt) 98 0.03 80 5.77 3.32 325.36 2.94 461.6Varies (HSG D) Yard/Open Space (good) [1] Use only one CN source per line Totals 9.12 789.9 Use CN 8786.61 2. Runoff Storm #1 Storm #2 Storm #3 Frequency ……………..……. yr (Use P and CN with table 2-1, figure 2-1, or equations 2-3 and 2-4) Rainfall, P (24-hour) ……..…. in Runoff, Q ………………..…… in mi2 acres % D-2 (210-VI-TR-55, Second Ed., June 1986) 08/20/20 Worksheet 2: Runoff curve number and runoff Check one: Present Developed 1. Runoff curve number Soil name and group Cover description CN [1]Area Product Location Southwest Basin (#2) - 14.3 ac.Checked Date Project Estates at Towne Meadow By TJK Date 11/30/2018 CN (weighted) = total product/total area = ; (Use P and CN with table 2-1, figure 2-1, or equations 2-3 and 2-4) Rainfall, P (24-hour) ……..…. in Runoff, Q ………………..…… in 2. Runoff Storm #1 Storm #2 Storm #3 Frequency ……………..……. yr [1] Use only one CN source per line Totals 14.32 1230.38 Use CN 8685.92 Varies (HSG D) Yard/Open Space (good) 80 9.61 4.60 450.8 10.78 768.8 Varies (HSG D) Trail (asphalt) 98 0.11 Figure 2-3Figure 2-4(appendix A)(cover type, treatment, and hydrologic condition; percent impervious; unconnected impervious area ratio) Varies (HSG D) Paved/Roof 98 hydrologic group of CN x area Table 2-2mi2 acres % D-2 (210-VI-TR-55, Second Ed., June 1986) 08/20/20 Worksheet 2: Runoff curve number and runoff Check one: Present Developed 1. Runoff curve number Soil name and group Cover description CN [1]Area Product Location Southeast Basin (#3) - 9.6 ac.Checked Date Project Estates at Towne Meadow By TJK Date 11/30/2018 CN (weighted) = total product/total area = ; (Use P and CN with table 2-1, figure 2-1, or equations 2-3 and 2-4) Rainfall, P (24-hour) ……..…. in Runoff, Q ………………..…… in 2. Runoff Storm #1 Storm #2 Storm #3 Frequency ……………..……. yr [1] Use only one CN source per line Totals 9.98 841.24 Use CN 8484.29 Varies (HSG D) Yard/Open Space (good) 80 7.60 2.23 218.54 14.7 608 Varies (HSG D) Trail (asphalt) 98 0.15 Figure 2-3Figure 2-4(appendix A)(cover type, treatment, and hydrologic condition; percent impervious; unconnected impervious area ratio) Varies (HSG D) Paved/Roof 98 hydrologic group of CN x area Table 2-2mi2 acres % D-2 (210-VI-TR-55, Second Ed., June 1986) 08/20/20 Worksheet 2: Runoff curve number and runoff Project Estates at Towne Meadow By TJK Date 11/30/2018 Location Offsite University Highschool 2 - 47.2 ac.Checked Date Check one: Present Developed 1. Runoff curve number Soil name and group Cover description CN [1]Area Product CN (weighted) = total product/total area = ; hydrologic group of CN x area Table 2-2Figure 2-3Figure 2-4(appendix A)(cover type, treatment, and hydrologic condition; percent impervious; unconnected impervious area ratio) Varies (HSG D) Open Space - Lawn (good) 80 Varies (HSG D) Brush - Weed - Grass (good) 73 11.91 98 14.81 20.48 1638.4 869.43 1451.38Varies (HSG D) Roof/Pavement [1] Use only one CN source per line Totals 47.20 3959.21 Use CN 8483.88 2. Runoff Storm #1 Storm #2 Storm #3 Frequency ……………..……. yr (Use P and CN with table 2-1, figure 2-1, or equations 2-3 and 2-4) Rainfall, P (24-hour) ……..…. in Runoff, Q ………………..…… in mi2 acres % D-2 (210-VI-TR-55, Second Ed., June 1986) 08/20/20 Worksheet 2: Runoff curve number and runoff Project Estates at Towne Meadow By TJK Date 11/30/2018 Location Offsite University Highschool 2 - 17.3 ac.Checked Date Check one: Present Developed 1. Runoff curve number Soil name and group Cover description CN [1]Area Product CN (weighted) = total product/total area = ; hydrologic group of CN x area Table 2-2Figure 2-3Figure 2-4(appendix A)(cover type, treatment, and hydrologic condition; percent impervious; unconnected impervious area ratio) Varies (HSG D) Open Space - Lawn (good) 80 Varies (HSG D) Brush - Weed - Grass (good) 72 3.00 14.30 1144 216 [1] Use only one CN source per line Totals 17.30 1360 Use CN 7978.61 2. Runoff Storm #1 Storm #2 Storm #3 Frequency ……………..……. yr (Use P and CN with table 2-1, figure 2-1, or equations 2-3 and 2-4) Rainfall, P (24-hour) ……..…. in Runoff, Q ………………..…… in mi2 acres % D-2 (210-VI-TR-55, Second Ed., June 1986) 08/20/20 Worksheet 2: Runoff curve number and runoff Project Estates at Towne Meadow By TJK Date 11/30/2018 Location Offsite Northeast - 8.2 ac.Checked Date Check one: Present Developed 1. Runoff curve number Soil name and group Cover description CN [1]Area Product CN (weighted) = total product/total area = ; hydrologic group of CN x area Table 2-2Figure 2-3Figure 2-4(appendix A)(cover type, treatment, and hydrologic condition; percent impervious; unconnected impervious area ratio) Varies (HSG D) Open Space - Lawn (good) 80 Varies (HSG D) Brush - Weed - Grass (good) 73 3.90 82 0.40 3.75 300 284.7 32.8 Varies (HSG D) Roof 98 0.05 4.9 Varies (HSG D) woods - Grass (fair) Varies (HSG C) Gravel Drive 91 0.10 9.1 [1] Use only one CN source per line Totals 8.20 631.5 Use CN 7777.01 2. Runoff Storm #1 Storm #2 Storm #3 Frequency ……………..……. yr (Use P and CN with table 2-1, figure 2-1, or equations 2-3 and 2-4) Rainfall, P (24-hour) ……..…. in Runoff, Q ………………..…… in mi2 acres % D-2 (210-VI-TR-55, Second Ed., June 1986) 08/20/20 Worksheet 2: Runoff curve number and runoff Project Estates at Towne Meadow By TJK Date 11/30/2018 Location Offsite West Park - 61.2 ac.Checked Date Check one: Present Developed 1. Runoff curve number Soil name and group Cover description CN [1]Area Product CN (weighted) = total product/total area = ; hydrologic group of CN x area Table 2-2Figure 2-3Figure 2-4(appendix A)(cover type, treatment, and hydrologic condition; percent impervious; unconnected impervious area ratio) Varies (HSG C) Open Space - Lawn (good) 74 Varies (HSG C) Brush - Weed - Grass (good) 65 25.30 73 19.70 10.50 777 1644.5 1438.1 Varies (HSG C) Pavement / Roof 98 3.20 313.6 Varies (HSG C) Woods - (fair) Varies (HSG C) Lake 100 2.50 250 [1] Use only one CN source per line Totals 61.20 4423.2 Use CN 7272.27 2. Runoff Storm #1 Storm #2 Storm #3 Frequency ……………..……. yr (Use P and CN with table 2-1, figure 2-1, or equations 2-3 and 2-4) Rainfall, P (24-hour) ……..…. in Runoff, Q ………………..…… in mi2 acres % D-2 (210-VI-TR-55, Second Ed., June 1986) 08/20/20 Worksheet 2: Runoff curve number and runoff Project Estates at Towne Meadow By TJK Date 11/30/2018 Location Offsite P&R - 34.1 ac.Checked Date Check one: Present Developed 1. Runoff curve number Soil name and group Cover description CN [1]Area Product CN (weighted) = total product/total area = ; hydrologic group of CN x area Table 2-2Figure 2-3Figure 2-4(appendix A)(cover type, treatment, and hydrologic condition; percent impervious; unconnected impervious area ratio) Varies (HSG C) Open Space - Lawn (good) 74 Varies (HSG C) Brush - Weed - Grass (good) 65 19.62 73 13.80 0.60 44.4 1275.3 1007.4 Varies (HSG C) Pavement / Roof 98 0.08 7.84 Varies (HSG C) Woods - (fair) [1] Use only one CN source per line Totals 34.10 2334.94 Use CN 6868.47 2. Runoff Storm #1 Storm #2 Storm #3 Frequency ……………..……. yr (Use P and CN with table 2-1, figure 2-1, or equations 2-3 and 2-4) Rainfall, P (24-hour) ……..…. in Runoff, Q ………………..…… in mi2 acres % D-2 (210-VI-TR-55, Second Ed., June 1986) 08/20/20 Worksheet 3: Time of Concentration (Tc) or travel time (Tt) Notes: Segment ID 1. Surface description (table 3-1) ……………..….… 2. Manning's roughness coefficient, n (table 3-1) …. 3. Flow length, L (total L 300 ft max) ……………. ft 4. Two-year 24-hour rainfall, P2 ………..…..…….. in 5. Land slope, s …………………………….……. ft/ft Compute Tt …… hr = 0.34 Segment ID 7. Surface description (paved or unpaved) ……….... 8. Flow length ………………………………………. ft 9. Water course slope, s …………...…………... ft/ft 10. Average velocity, V (figure 3-1) …………….. ft/sec Compute Tt …… hr = 0.03 Segment ID 12. Cross sectional flow area, a …………….….… ft2 13. Wetted perimeter, pw …………….…..…………. ft 14. Hydralic radius, r=a/pw Compute r …….. ft 15. Channel slope, s ………………………….…… ft/ft 16. Manning's roughness coefficient, n ……..………. 17. V=(1.49 r2/3 s1/2)/n Compute V …. ft/s 18. Flow length, L …………………………………... ft Compute Tt …… hr = 0.04 20. Watershed of subarea Tc or Tt (add Tt in steps 6, 11, and 19) ……………………………………….. Hr 0.41 3600 V 19. Tt = L 0.04 + 0.00 6.00 790.00 3600 V Channel flow 0.010 1.60 11. Tt = L 0.03 + 0.00 150 Check one: DateChecked Present Unpaved Shallow concentrated flow Location North Basin (#1) - 8.7 ac. P2 0.5s0.4 Developed 0.34 11/30/2018TJKDateByProjectEstates at Towne Meadow Sheet flow (Applicable to Tc only) 0.00 + 6. Tt = 0.007 (nL)0.8 0.010 2.66 100 Check one: Tc Tt through subarea 0.24 Dense grass Space for as many as two segments per flow type can be used for each worksheet. Include a map, schematic, or description of flow segments. (210-VI-TR-55, Second Ed., June 1986) D-3 08/20/20 Worksheet 3: Time of Concentration (Tc) or travel time (Tt) Notes: Segment ID 1. Surface description (table 3-1) ……………..….… 2. Manning's roughness coefficient, n (table 3-1) …. 3. Flow length, L (total L 300 ft max) ……………. ft 4. Two-year 24-hour rainfall, P2 ………..…..…….. in 5. Land slope, s …………………………….……. ft/ft Compute Tt …… hr = 0.34 Segment ID 7. Surface description (paved or unpaved) ……….... 8. Flow length ………………………………………. ft 9. Water course slope, s …………...…………... ft/ft 10. Average velocity, V (figure 3-1) …………….. ft/sec Compute Tt …… hr = 0.02 Segment ID 12. Cross sectional flow area, a …………….….… ft2 13. Wetted perimeter, pw …………….…..…………. ft 14. Hydralic radius, r=a/pw Compute r …….. ft 15. Channel slope, s ………………………….…… ft/ft 16. Manning's roughness coefficient, n ……..………. 17. V=(1.49 r2/3 s1/2)/n Compute V …. ft/s 18. Flow length, L …………………………………... ft Compute Tt …… hr = 0.04 20. Watershed of subarea Tc or Tt (add Tt in steps 6, 11, and 19) ……………………………………….. Hr 0.41 3600 V 6.00 855.00 19. Tt = L 0.04 + 0.00 11. Tt = L 0.02 + 0.00 3600 V Channel flow 130 0.010 1.60 P2 0.5 s0.4 Shallow concentrated flow Unpaved 0.010 6. Tt = 0.007 (nL) 0.8 0.34 + 0.00 0.24 100 2.66 Space for as many as two segments per flow type can be used for each worksheet. Include a map, schematic, or description of flow segments. Sheet flow (Applicable to Tc only) Dense grass Check one: Present Developed Check one: Tc Tt through subarea Location Southwest Basin (#2) - 14.3 ac.Checked Date Project Estates at Towne Meadow By TJK Date 11/30/2018 (210-VI-TR-55, Second Ed., June 1986) D-3 08/20/20 Worksheet 3: Time of Concentration (Tc) or travel time (Tt) Notes: Segment ID 1. Surface description (table 3-1) ……………..….… 2. Manning's roughness coefficient, n (table 3-1) …. 3. Flow length, L (total L 300 ft max) ……………. ft 4. Two-year 24-hour rainfall, P2 ………..…..…….. in 5. Land slope, s …………………………….……. ft/ft Compute Tt …… hr = 0.17 Segment ID 7. Surface description (paved or unpaved) ……….... 8. Flow length ………………………………………. ft 9. Water course slope, s …………...…………... ft/ft 10. Average velocity, V (figure 3-1) …………….. ft/sec Compute Tt …… hr = 0.05 Segment ID 12. Cross sectional flow area, a …………….….… ft2 13. Wetted perimeter, pw …………….…..…………. ft 14. Hydralic radius, r=a/pw Compute r …….. ft 15. Channel slope, s ………………………….…… ft/ft 16. Manning's roughness coefficient, n ……..………. 17. V=(1.49 r2/3 s1/2)/n Compute V …. ft/s 18. Flow length, L …………………………………... ft Compute Tt …… hr = 0.05 20. Watershed of subarea Tc or Tt (add Tt in steps 6, 11, and 19) ……………………………………….. Hr 0.26 3600 V 6.00 995.00 19. Tt = L 0.05 + 0.00 11. Tt = L 0.05 + 0.00 3600 V Channel flow 265 0.010 1.60 P2 0.5 s0.4 Shallow concentrated flow Unpaved 0.030 6. Tt = 0.007 (nL) 0.8 0.17 + 0.00 0.24 70 2.66 Space for as many as two segments per flow type can be used for each worksheet. Include a map, schematic, or description of flow segments. Sheet flow (Applicable to Tc only) Dense grass Check one: Present Developed Check one: Tc Tt through subarea Location Southeast Basin (#3) - 9.6 ac.Checked Date Project Estates at Towne Meadow By TJK Date 11/30/2018 (210-VI-TR-55, Second Ed., June 1986) D-3 08/20/20 Worksheet 3: Time of Concentration (Tc) or travel time (Tt) Notes: Segment ID 1. Surface description (table 3-1) ……………..….… 2. Manning's roughness coefficient, n (table 3-1) …. 3. Flow length, L (total L 300 ft max) ……………. ft 4. Two-year 24-hour rainfall, P2 ………..…..…….. in 5. Land slope, s …………………………….……. ft/ft Compute Tt …… hr = 0.42 Segment ID 7. Surface description (paved or unpaved) ……….... 8. Flow length ………………………………………. ft 9. Water course slope, s …………...…………... ft/ft 10. Average velocity, V (figure 3-1) …………….. ft/sec Compute Tt …… hr = 0.11 Segment ID 12. Cross sectional flow area, a …………….….… ft2 13. Wetted perimeter, pw …………….…..…………. ft 14. Hydralic radius, r=a/pw Compute r …….. ft 15. Channel slope, s ………………………….…… ft/ft 16. Manning's roughness coefficient, n ……..………. 17. V=(1.49 r2/3 s1/2)/n Compute V …. ft/s 18. Flow length, L …………………………………... ft Compute Tt …… hr = 0.00 20. Watershed of subarea Tc or Tt (add Tt in steps 6, 11, and 19) ……………………………………….. Hr 0.53 3600 V 3.00 19. Tt = L 0.00 + 0.00 11. Tt = L 0.11 + 0.00 3600 V Channel flow 500 0.006 1.25 P2 0.5 s0.4 Shallow concentrated flow Unpaved 0.006 6. Tt = 0.007 (nL) 0.8 0.42 + 0.00 0.24 100 2.66 Space for as many as two segments per flow type can be used for each worksheet. Include a map, schematic, or description of flow segments. Sheet flow (Applicable to Tc only) Dense grass Check one: Present Developed Check one: Tc Tt through subarea Location Offsite Oak Tree - 31.5 ac.Checked Date Project Estates at Towne Meadow By TJK Date 11/30/2018 (210-VI-TR-55, Second Ed., June 1986) D-3 08/20/20 Worksheet 3: Time of Concentration (Tc) or travel time (Tt) Notes: Segment ID 1. Surface description (table 3-1) ……………..….… 2. Manning's roughness coefficient, n (table 3-1) …. 3. Flow length, L (total L 300 ft max) ……………. ft 4. Two-year 24-hour rainfall, P2 ………..…..…….. in 5. Land slope, s …………………………….……. ft/ft Compute Tt …… hr = 0.42 Segment ID 7. Surface description (paved or unpaved) ……….... 8. Flow length ………………………………………. ft 9. Water course slope, s …………...…………... ft/ft 10. Average velocity, V (figure 3-1) …………….. ft/sec Compute Tt …… hr = 0.11 Segment ID 12. Cross sectional flow area, a …………….….… ft2 13. Wetted perimeter, pw …………….…..…………. ft 14. Hydralic radius, r=a/pw Compute r …….. ft 15. Channel slope, s ………………………….…… ft/ft 16. Manning's roughness coefficient, n ……..………. 17. V=(1.49 r 2/3 s 1/2)/n Compute V …. ft/s 18. Flow length, L …………………………………... ft Compute Tt …… hr = 0.00 20. Watershed of subarea Tc or Tt (add Tt in steps 6, 11, and 19) ……………………………………….. Hr 0.52 Project Estates at Towne Meadow By TJK Date 11/30/2018 Location Offsite University Highschool 2 - 17.3 ac.Checked Date Check one: Present Developed Check one: Tc Tt through subarea Space for as many as two segments per flow type can be used for each worksheet. Include a map, schematic, or description of flow segments. Sheet flow (Applicable to Tc only) Dense grass 0.24 170 2.66 0.018 6. Tt = 0.007 (nL)0.8 0.42 + 0.00 P2 0.5s0.4 Shallow concentrated flow Unpaved 610 0.010 1.60 11. Tt = L 0.11 + 0.00 3600 V Channel flow 3600 V 19. Tt = L 0.00 + 0.00 (210-VI-TR-55, Second Ed., June 1986) D-3 08/20/20 Worksheet 3: Time of Concentration (Tc) or travel time (Tt) Notes: Segment ID 1. Surface description (table 3-1) ……………..….… 2. Manning's roughness coefficient, n (table 3-1) …. 3. Flow length, L (total L 300 ft max) ……………. ft 4. Two-year 24-hour rainfall, P2 ………..…..…….. in 5. Land slope, s …………………………….……. ft/ft Compute Tt …… hr = 0.27 Segment ID 7. Surface description (paved or unpaved) ……….... 8. Flow length ………………………………………. ft 9. Water course slope, s …………...…………... ft/ft 10. Average velocity, V (figure 3-1) …………….. ft/sec Compute Tt …… hr = 0.08 Segment ID 12. Cross sectional flow area, a …………….….… ft2 13. Wetted perimeter, pw …………….…..…………. ft 14. Hydralic radius, r=a/pw Compute r …….. ft 15. Channel slope, s ………………………….…… ft/ft 16. Manning's roughness coefficient, n ……..………. 17. V=(1.49 r 2/3 s 1/2)/n Compute V …. ft/s 18. Flow length, L …………………………………... ft Compute Tt …… hr = 0.00 20. Watershed of subarea Tc or Tt (add Tt in steps 6, 11, and 19) ……………………………………….. Hr 0.35 Project Estates at Towne Meadow By TJK Date 11/30/2018 Location Offsite Northeast - 8.2 ac.Checked Date Check one: Present Developed Check one: Tc Tt through subarea Space for as many as two segments per flow type can be used for each worksheet. Include a map, schematic, or description of flow segments. Sheet flow (Applicable to Tc only) Woods 0.40 90 2.66 0.040 6. Tt = 0.007 (nL)0.8 0.27 + 0.00 P2 0.5s0.4 Shallow concentrated flow Unpaved Unpaved 450 115 0.020 0.010 2.25 1.60 11. Tt = L 0.06 + 0.02 3600 V Channel flow 3600 V 19. Tt = L 0.00 + 0.00 (210-VI-TR-55, Second Ed., June 1986) D-3 08/20/20 Worksheet 3: Time of Concentration (Tc) or travel time (Tt) Notes: Segment ID 1. Surface description (table 3-1) ……………..….… 2. Manning's roughness coefficient, n (table 3-1) …. 3. Flow length, L (total L 300 ft max) ……………. ft 4. Two-year 24-hour rainfall, P2 ………..…..…….. in 5. Land slope, s …………………………….……. ft/ft Compute Tt …… hr = 0.68 Segment ID 7. Surface description (paved or unpaved) ……….... 8. Flow length ………………………………………. ft 9. Water course slope, s …………...…………... ft/ft 10. Average velocity, V (figure 3-1) …………….. ft/sec Compute Tt …… hr = 0.35 Segment ID 12. Cross sectional flow area, a …………….….… ft2 13. Wetted perimeter, pw …………….…..…………. ft 14. Hydralic radius, r=a/pw Compute r …….. ft 15. Channel slope, s ………………………….…… ft/ft 16. Manning's roughness coefficient, n ……..………. 17. V=(1.49 r 2/3 s 1/2)/n Compute V …. ft/s 18. Flow length, L …………………………………... ft Compute Tt …… hr = 0.17 20. Watershed of subarea Tc or Tt (add Tt in steps 6, 11, and 19) ……………………………………….. Hr 1.20 Project Estates at Towne Meadow By TJK Date 11/30/2018 Location Offsite West Park - 61.2 ac.Checked Date Check one: Present Developed Check one: Tc Tt through subarea Space for as many as two segments per flow type can be used for each worksheet. Include a map, schematic, or description of flow segments. Sheet flow (Applicable to Tc only) Woods 0.40 100 2.66 0.005 6. Tt = 0.007 (nL)0.8 0.68 + 0.00 P2 0.5s0.4 Shallow concentrated flow Unpaved 1440 0.005 1.15 11. Tt = L 0.35 + 0.00 3600 V Channel flow 3600 V 3.00 1800.00 19. Tt = L 0.17 + 0.00 (210-VI-TR-55, Second Ed., June 1986) D-3 08/20/20 Worksheet 3: Time of Concentration (Tc) or travel time (Tt) Notes: Segment ID 1. Surface description (table 3-1) ……………..….… 2. Manning's roughness coefficient, n (table 3-1) …. 3. Flow length, L (total L 300 ft max) ……………. ft 4. Two-year 24-hour rainfall, P2 ………..…..…….. in 5. Land slope, s …………………………….……. ft/ft Compute Tt …… hr = 0.64 Segment ID 7. Surface description (paved or unpaved) ……….... 8. Flow length ………………………………………. ft 9. Water course slope, s …………...…………... ft/ft 10. Average velocity, V (figure 3-1) …………….. ft/sec Compute Tt …… hr = 0.18 Segment ID 12. Cross sectional flow area, a …………….….… ft2 13. Wetted perimeter, pw …………….…..…………. ft 14. Hydralic radius, r=a/pw Compute r …….. ft 15. Channel slope, s ………………………….…… ft/ft 16. Manning's roughness coefficient, n ……..………. 17. V=(1.49 r 2/3 s 1/2)/n Compute V …. ft/s 18. Flow length, L …………………………………... ft Compute Tt …… hr = 0.12 20. Watershed of subarea Tc or Tt (add Tt in steps 6, 11, and 19) ……………………………………….. Hr 0.93 Project Estates at Towne Meadow By TJK Date 11/30/2018 Location Offsite P&R - 34.1 ac.Checked Date Check one: Present Developed Check one: Tc Tt through subarea Space for as many as two segments per flow type can be used for each worksheet. Include a map, schematic, or description of flow segments. Sheet flow (Applicable to Tc only) Woods 0.40 100 2.66 0.006 6. Tt = 0.007 (nL)0.8 0.64 + 0.00 P2 0.5s0.4 Shallow concentrated flow Unpaved 800 0.006 1.25 11. Tt = L 0.18 + 0.00 3600 V Channel flow 3600 V 3.00 1300.00 19. Tt = L 0.12 + 0.00 (210-VI-TR-55, Second Ed., June 1986) D-3 08/20/20 N 1 North-#1 OFF NE offsite Northeast OFF UHS1+ OFF UHS OFF UHS2 Offsite UHS 2 SE 3 Southeast-#3 SW 2 Southwest-#2 3P CB (new Pond) North B1 North Basin-#1 OFF FW OFF Future Wetlands SE B3 Southeast Basin-#3 SW B2 Southwest Basin-#2 Routing Diagram for UHS Master Plan On-site 6-11-19 Prepared by V3 Companies Ltd., Printed 6/11/2019 HydroCAD® 10.00-20 s/n 04552 © 2017 HydroCAD Software Solutions LLC Subcat Reach Pond Link 08/20/20 UHS Master Plan On-site 6-11-19 Printed 6/11/2019Prepared by V3 Companies Ltd. Page 2HydroCAD® 10.00-20 s/n 04552 © 2017 HydroCAD Software Solutions LLC Area Listing (selected nodes) Area (acres) CN Description (subcatchment-numbers) 9.120 87 (N 1) 8.200 77 (OFF NE) 57.180 84 (OFF UHS1+, SE 3) 17.300 79 (OFF UHS2) 14.320 86 (SW 2) 106.120 83 TOTAL AREA 08/20/20 UHS Master Plan On-site 6-11-19 Printed 6/11/2019Prepared by V3 Companies Ltd. Page 3HydroCAD® 10.00-20 s/n 04552 © 2017 HydroCAD Software Solutions LLC Soil Listing (selected nodes) Area (acres) Soil Group Subcatchment Numbers 0.000 HSG A 0.000 HSG B 0.000 HSG C 0.000 HSG D 106.120 Other N 1, OFF NE, OFF UHS1+, OFF UHS2, SE 3, SW 2 106.120 TOTAL AREA 08/20/20 Type II 24-hr 2 year Rainfall=2.66"UHS Master Plan On-site 6-11-19 Printed 6/11/2019Prepared by V3 Companies Ltd. Page 4HydroCAD® 10.00-20 s/n 04552 © 2017 HydroCAD Software Solutions LLC Summary for Subcatchment N 1: North-#1 Runoff = 12.86 cfs @ 12.19 hrs, Volume= 1.099 af, Depth= 1.45" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 5.00-72.00 hrs, dt= 0.01 hrs Type II 24-hr 2 year Rainfall=2.66" Area (ac) CN Description * 9.120 87 9.120 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 25.0 Direct Entry, Subcatchment N 1: North-#1 Runoff Hydrograph Time (hours) 7270 68 66 64 62 60 58 56 54 52 50 48 46 44 42 40 38 36 34 32 30 28 26 24 22 20 18 16 14 12 10 8 6 Flow (cfs)14 13 12 11 10 9 8 7 6 5 4 3 2 1 0 Type II 24-hr 2 year Rainfall=2.66" Runoff Area=9.120 ac Runoff Volume=1.099 af Runoff Depth=1.45" Tc=25.0 min CN=87 12.86 cfs 08/20/20 Type II 24-hr 2 year Rainfall=2.66"UHS Master Plan On-site 6-11-19 Printed 6/11/2019Prepared by V3 Companies Ltd. Page 5HydroCAD® 10.00-20 s/n 04552 © 2017 HydroCAD Software Solutions LLC Summary for Subcatchment OFF NE: offsite Northeast Runoff = 7.05 cfs @ 12.16 hrs, Volume= 0.576 af, Depth= 0.84" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 5.00-72.00 hrs, dt= 0.01 hrs Type II 24-hr 2 year Rainfall=2.66" Area (ac) CN Description * 8.200 77 8.200 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 21.0 Direct Entry, Subcatchment OFF NE: offsite Northeast Runoff Hydrograph Time (hours) 7270 68 66 64 62 60 58 56 54 52 50 48 46 44 42 40 38 36 34 32 30 28 26 24 22 20 18 16 14 12 10 8 6 Flow (cfs)7 6 5 4 3 2 1 0 Type II 24-hr 2 year Rainfall=2.66" Runoff Area=8.200 ac Runoff Volume=0.576 af Runoff Depth=0.84" Tc=21.0 min CN=77 7.05 cfs 08/20/20 Type II 24-hr 2 year Rainfall=2.66"UHS Master Plan On-site 6-11-19 Printed 6/11/2019Prepared by V3 Companies Ltd. Page 6HydroCAD® 10.00-20 s/n 04552 © 2017 HydroCAD Software Solutions LLC Summary for Subcatchment OFF UHS1+: OFF UHS Runoff = 48.18 cfs @ 12.27 hrs, Volume= 4.883 af, Depth= 1.24" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 5.00-72.00 hrs, dt= 0.01 hrs Type II 24-hr 2 year Rainfall=2.66" Area (ac) CN Description * 47.200 84 47.200 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 32.0 Direct Entry, Subcatchment OFF UHS1+: OFF UHS Runoff Hydrograph Time (hours) 7270 68 66 64 62 60 58 56 54 52 50 48 46 44 42 40 38 36 34 32 30 28 26 24 22 20 18 16 14 12 10 8 6 Flow (cfs)50 45 40 35 30 25 20 15 10 5 0 Type II 24-hr 2 year Rainfall=2.66" Runoff Area=47.200 ac Runoff Volume=4.883 af Runoff Depth=1.24" Tc=32.0 min CN=84 48.18 cfs 08/20/20 Type II 24-hr 2 year Rainfall=2.66"UHS Master Plan On-site 6-11-19 Printed 6/11/2019Prepared by V3 Companies Ltd. Page 7HydroCAD® 10.00-20 s/n 04552 © 2017 HydroCAD Software Solutions LLC Summary for Subcatchment OFF UHS2: Offsite UHS 2 Runoff = 13.19 cfs @ 12.27 hrs, Volume= 1.364 af, Depth= 0.95" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 5.00-72.00 hrs, dt= 0.01 hrs Type II 24-hr 2 year Rainfall=2.66" Area (ac) CN Description * 17.300 79 17.300 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 31.0 Direct Entry, Subcatchment OFF UHS2: Offsite UHS 2 Runoff Hydrograph Time (hours) 7270 68 66 64 62 60 58 56 54 52 50 48 46 44 42 40 38 36 34 32 30 28 26 24 22 20 18 16 14 12 10 8 6 Flow (cfs)14 13 12 11 10 9 8 7 6 5 4 3 2 1 0 Type II 24-hr 2 year Rainfall=2.66" Runoff Area=17.300 ac Runoff Volume=1.364 af Runoff Depth=0.95" Tc=31.0 min CN=79 13.19 cfs 08/20/20 Type II 24-hr 2 year Rainfall=2.66"UHS Master Plan On-site 6-11-19 Printed 6/11/2019Prepared by V3 Companies Ltd. Page 8HydroCAD® 10.00-20 s/n 04552 © 2017 HydroCAD Software Solutions LLC Summary for Subcatchment SE 3: Southeast-#3 Runoff = 15.50 cfs @ 12.09 hrs, Volume= 1.032 af, Depth= 1.24" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 5.00-72.00 hrs, dt= 0.01 hrs Type II 24-hr 2 year Rainfall=2.66" Area (ac) CN Description * 9.980 84 9.980 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 16.0 Direct Entry, Subcatchment SE 3: Southeast-#3 Runoff Hydrograph Time (hours) 7270 68 66 64 62 60 58 56 54 52 50 48 46 44 42 40 38 36 34 32 30 28 26 24 22 20 18 16 14 12 10 8 6 Flow (cfs)17 16 15 14 13 12 11 10 9 8 7 6 5 4 3 2 1 0 Type II 24-hr 2 year Rainfall=2.66" Runoff Area=9.980 ac Runoff Volume=1.032 af Runoff Depth=1.24" Tc=16.0 min CN=84 15.50 cfs 08/20/20 Type II 24-hr 2 year Rainfall=2.66"UHS Master Plan On-site 6-11-19 Printed 6/11/2019Prepared by V3 Companies Ltd. Page 9HydroCAD® 10.00-20 s/n 04552 © 2017 HydroCAD Software Solutions LLC Summary for Subcatchment SW 2: Southwest-#2 Runoff = 19.17 cfs @ 12.19 hrs, Volume= 1.641 af, Depth= 1.38" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 5.00-72.00 hrs, dt= 0.01 hrs Type II 24-hr 2 year Rainfall=2.66" Area (ac) CN Description * 14.320 86 14.320 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 25.0 Direct Entry, Subcatchment SW 2: Southwest-#2 Runoff Hydrograph Time (hours) 7270 68 66 64 62 60 58 56 54 52 50 48 46 44 42 40 38 36 34 32 30 28 26 24 22 20 18 16 14 12 10 8 6 Flow (cfs)21 20 19 18 17 16 15 14 13 12 11 10 9 8 7 6 5 4 3 2 1 0 Type II 24-hr 2 year Rainfall=2.66" Runoff Area=14.320 ac Runoff Volume=1.641 af Runoff Depth=1.38" Tc=25.0 min CN=86 19.17 cfs 08/20/20 Type II 24-hr 2 year Rainfall=2.66"UHS Master Plan On-site 6-11-19 Printed 6/11/2019Prepared by V3 Companies Ltd. Page 10HydroCAD® 10.00-20 s/n 04552 © 2017 HydroCAD Software Solutions LLC Summary for Pond 3P: (new Pond) Inflow Area = 106.120 ac, 0.00% Impervious, Inflow Depth > 1.14" for 2 year event Inflow = 6.75 cfs @ 17.22 hrs, Volume= 10.093 af Outflow = 6.75 cfs @ 17.22 hrs, Volume= 10.093 af, Atten= 0%, Lag= 0.0 min Primary = 6.75 cfs @ 17.22 hrs, Volume= 10.093 af Routing by Dyn-Stor-Ind method, Time Span= 5.00-72.00 hrs, dt= 0.01 hrs Peak Elev= 1.62' @ 17.22 hrs Device Routing Invert Outlet Devices #1 Primary 0.00' 24.0" Round Culvert L= 100.0' Ke= 0.200 Inlet / Outlet Invert= 0.00' / 0.00' S= 0.0000 '/' Cc= 0.900 n= 0.013, Flow Area= 3.14 sf Primary OutFlow Max=6.75 cfs @ 17.22 hrs HW=1.62' (Free Discharge) 1=Culvert (Barrel Controls 6.75 cfs @ 3.38 fps) Pond 3P: (new Pond) Inflow Primary Hydrograph Time (hours) 7270 68 66 64 62 60 58 56 54 52 50 48 46 44 42 40 38 36 34 32 30 28 26 24 22 20 18 16 14 12 10 8 6 Flow (cfs)7 6 5 4 3 2 1 0 Inflow Area=106.120 ac Peak Elev=1.62' 24.0" Round Culvert n=0.013 L=100.0' S=0.0000 '/' 6.75 cfs 6.75 cfs 08/20/20 Type II 24-hr 2 year Rainfall=2.66"UHS Master Plan On-site 6-11-19 Printed 6/11/2019Prepared by V3 Companies Ltd. Page 11HydroCAD® 10.00-20 s/n 04552 © 2017 HydroCAD Software Solutions LLC Pond 3P: (new Pond) Storage Stage-Area-Storage Storage (cubic-feet) 0Elevation (feet)2 1 0 08/20/20 Type II 24-hr 2 year Rainfall=2.66"UHS Master Plan On-site 6-11-19 Printed 6/11/2019Prepared by V3 Companies Ltd. Page 12HydroCAD® 10.00-20 s/n 04552 © 2017 HydroCAD Software Solutions LLC Summary for Pond North B1: North Basin-#1 Inflow Area = 73.620 ac, 0.00% Impervious, Inflow Depth > 1.15" for 2 year event Inflow = 26.16 cfs @ 12.23 hrs, Volume= 7.058 af Outflow = 5.42 cfs @ 16.22 hrs, Volume= 6.903 af, Atten= 79%, Lag= 239.0 min Primary = 5.42 cfs @ 16.22 hrs, Volume= 6.903 af Routing by Dyn-Stor-Ind method, Time Span= 5.00-72.00 hrs, dt= 0.01 hrs Peak Elev= 887.60' @ 16.22 hrs Surf.Area= 103,371 sf Storage= 85,867 cf Plug-Flow detention time= 319.9 min calculated for 6.903 af (98% of inflow) Center-of-Mass det. time= 266.0 min ( 1,434.0 - 1,168.0 ) Volume Invert Avail.Storage Storage Description #1 886.50' 487,123 cf Custom Stage Data (Prismatic)Listed below Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 886.50 0 0 0 887.00 98,314 24,579 24,579 888.00 106,775 102,545 127,123 889.00 115,466 111,121 238,244 890.00 124,383 119,925 358,168 891.00 133,527 128,955 487,123 Device Routing Invert Outlet Devices #1 Primary 886.50' 24.0" Round Culvert L= 89.0' RCP, groove end projecting, Ke= 0.200 Inlet / Outlet Invert= 886.50' / 886.00' S= 0.0056 '/' Cc= 0.900 n= 0.013, Flow Area= 3.14 sf Primary OutFlow Max=5.42 cfs @ 16.22 hrs HW=887.60' TW=885.82' (Dynamic Tailwater) 1=Culvert (Barrel Controls 5.42 cfs @ 4.44 fps) 08/20/20 Type II 24-hr 2 year Rainfall=2.66"UHS Master Plan On-site 6-11-19 Printed 6/11/2019Prepared by V3 Companies Ltd. Page 13HydroCAD® 10.00-20 s/n 04552 © 2017 HydroCAD Software Solutions LLC Pond North B1: North Basin-#1 Inflow Primary Hydrograph Time (hours) 7270 68 66 64 62 60 58 56 54 52 50 48 46 44 42 40 38 36 34 32 30 28 26 24 22 20 18 16 14 12 10 8 6 Flow (cfs)28 26 24 22 20 18 16 14 12 10 8 6 4 2 0 Inflow Area=73.620 ac Peak Elev=887.60' Storage=85,867 cf 24.0" Round Culvert n=0.013 L=89.0' S=0.0056 '/' 26.16 cfs 5.42 cfs Pond North B1: North Basin-#1 Surface Storage Stage-Area-Storage Storage (cubic-feet) 450,000400,000 350,000 300,000 250,000 200,000 150,000 100,000 50,000 0 Surface/Horizontal/Wetted Area (sq-ft) 130,000 120,000 110,000 100,000 90,000 80,000 70,000 60,000 50,000 40,000 30,00020,000 10,000 0 Elevation (feet) 891 890 889 888 887 Custom Stage Data 08/20/20 Type II 24-hr 2 year Rainfall=2.66"UHS Master Plan On-site 6-11-19 Printed 6/11/2019Prepared by V3 Companies Ltd. Page 14HydroCAD® 10.00-20 s/n 04552 © 2017 HydroCAD Software Solutions LLC Summary for Pond OFF FW: OFF Future Wetlands Inflow Area = 47.200 ac, 0.00% Impervious, Inflow Depth = 1.24" for 2 year event Inflow = 48.18 cfs @ 12.27 hrs, Volume= 4.883 af Outflow = 5.26 cfs @ 13.68 hrs, Volume= 4.594 af, Atten= 89%, Lag= 84.4 min Primary = 5.26 cfs @ 13.68 hrs, Volume= 4.594 af Routing by Dyn-Stor-Ind method, Time Span= 5.00-72.00 hrs, dt= 0.01 hrs Peak Elev= 891.06' @ 13.68 hrs Surf.Area= 2.500 ac Storage= 2.646 af Plug-Flow detention time= 506.2 min calculated for 4.594 af (94% of inflow) Center-of-Mass det. time= 473.5 min ( 1,332.8 - 859.2 ) Volume Invert Avail.Storage Storage Description #1 890.00' 12.500 af Custom Stage Data (Prismatic)Listed below Elevation Surf.Area Inc.Store Cum.Store (feet) (acres) (acre-feet) (acre-feet) 890.00 2.500 0.000 0.000 895.00 2.500 12.500 12.500 Device Routing Invert Outlet Devices #1 Primary 890.00' 27.0" Round Culvert L= 357.0' RCP, groove end projecting, Ke= 0.200 Inlet / Outlet Invert= 890.00' / 888.49' S= 0.0042 '/' Cc= 0.900 n= 0.013, Flow Area= 3.98 sf Primary OutFlow Max=5.25 cfs @ 13.68 hrs HW=891.06' TW=887.47' (Dynamic Tailwater) 1=Culvert (Barrel Controls 5.25 cfs @ 4.19 fps) 08/20/20 Type II 24-hr 2 year Rainfall=2.66"UHS Master Plan On-site 6-11-19 Printed 6/11/2019Prepared by V3 Companies Ltd. Page 15HydroCAD® 10.00-20 s/n 04552 © 2017 HydroCAD Software Solutions LLC Pond OFF FW: OFF Future Wetlands Inflow Primary Hydrograph Time (hours) 7270 68 66 64 62 60 58 56 54 52 50 48 46 44 42 40 38 36 34 32 30 28 26 24 22 20 18 16 14 12 10 8 6 Flow (cfs)50 45 40 35 30 25 20 15 10 5 0 Inflow Area=47.200 ac Peak Elev=891.06' Storage=2.646 af 27.0" Round Culvert n=0.013 L=357.0' S=0.0042 '/' 48.18 cfs 5.26 cfs Pond OFF FW: OFF Future Wetlands Surface Storage Stage-Area-Storage Storage (acre-feet) 1211 10 9 8 7 6 5 4 3 2 1 0 Surface/Horizontal/Wetted Area (acres) 2 1 0 Elevation (feet) 895 894 893 892 891 890 Custom Stage Data 08/20/20 Type II 24-hr 2 year Rainfall=2.66"UHS Master Plan On-site 6-11-19 Printed 6/11/2019Prepared by V3 Companies Ltd. Page 16HydroCAD® 10.00-20 s/n 04552 © 2017 HydroCAD Software Solutions LLC Summary for Pond SE B3: Southeast Basin-#3 Inflow Area = 106.120 ac, 0.00% Impervious, Inflow Depth = 0.71" for 2 year event Inflow = 21.96 cfs @ 12.10 hrs, Volume= 6.253 af Outflow = 5.31 cfs @ 17.33 hrs, Volume= 6.253 af, Atten= 76%, Lag= 313.8 min Primary = 5.31 cfs @ 17.33 hrs, Volume= 6.253 af Routing by Dyn-Stor-Ind method, Time Span= 5.00-72.00 hrs, dt= 0.01 hrs Peak Elev= 884.15' @ 17.33 hrs Surf.Area= 53,919 sf Storage= 35,727 cf Plug-Flow detention time= 84.7 min calculated for 6.252 af (100% of inflow) Center-of-Mass det. time= 84.6 min ( 1,170.4 - 1,085.7 ) Volume Invert Avail.Storage Storage Description #1 882.50' 295,964 cf Custom Stage Data (Prismatic)Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 882.50 0 0 0 883.00 1,742 436 436 884.00 52,891 27,317 27,752 885.00 59,774 56,333 84,085 886.00 66,883 63,329 147,413 887.00 74,219 70,551 217,964 888.00 81,780 78,000 295,964 Device Routing Invert Outlet Devices #1 Primary 882.50' 30.0" Round Culvert L= 160.0' RCP, groove end projecting, Ke= 0.200 Inlet / Outlet Invert= 882.50' / 882.00' S= 0.0031 '/' Cc= 0.900 n= 0.013, Flow Area= 4.91 sf #2 Device 1 882.50' 14.0" Vert. Orifice/Grate C= 0.600 #3 Device 1 886.40' 36.0" x 36.0" Horiz. Orifice/Grate C= 0.600 Limited to weir flow at low heads #4 Device 1 885.90' 30.0" W x 6.0" H Vert. Orifice/Grate C= 0.600 Primary OutFlow Max=5.31 cfs @ 17.33 hrs HW=884.15' TW=1.62' (Dynamic Tailwater) 1=Culvert (Passes 5.31 cfs of 11.31 cfs potential flow) 2=Orifice/Grate (Orifice Controls 5.31 cfs @ 4.97 fps) 3=Orifice/Grate ( Controls 0.00 cfs) 4=Orifice/Grate ( Controls 0.00 cfs) 08/20/20 Type II 24-hr 2 year Rainfall=2.66"UHS Master Plan On-site 6-11-19 Printed 6/11/2019Prepared by V3 Companies Ltd. Page 17HydroCAD® 10.00-20 s/n 04552 © 2017 HydroCAD Software Solutions LLC Pond SE B3: Southeast Basin-#3 Inflow Primary Hydrograph Time (hours) 7270 68 66 64 62 60 58 56 54 52 50 48 46 44 42 40 38 36 34 32 30 28 26 24 22 20 18 16 14 12 10 8 6 Flow (cfs)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 Inflow Area=106.120 ac Peak Elev=884.15' Storage=35,727 cf 21.96 cfs 5.31 cfs Pond SE B3: Southeast Basin-#3 Surface Storage Stage-Area-Storage Storage (cubic-feet) 250,000200,000 150,000 100,000 50,000 0 Surface/Horizontal/Wetted Area (sq-ft) 80,000 75,000 70,00065,000 60,000 55,00050,000 45,000 40,00035,000 30,000 25,000 20,00015,000 10,000 5,000 0 Elevation (feet) 888 887 886 885 884 883 Custom Stage Data 08/20/20 Type II 24-hr 2 year Rainfall=2.66"UHS Master Plan On-site 6-11-19 Printed 6/11/2019Prepared by V3 Companies Ltd. Page 18HydroCAD® 10.00-20 s/n 04552 © 2017 HydroCAD Software Solutions LLC Summary for Pond SW B2: Southwest Basin-#2 Inflow Area = 87.940 ac, 0.00% Impervious, Inflow Depth > 1.17" for 2 year event Inflow = 20.15 cfs @ 12.20 hrs, Volume= 8.545 af Outflow = 6.19 cfs @ 16.09 hrs, Volume= 8.485 af, Atten= 69%, Lag= 233.6 min Primary = 4.74 cfs @ 16.09 hrs, Volume= 4.645 af Secondary = 1.44 cfs @ 16.09 hrs, Volume= 3.840 af Routing by Dyn-Stor-Ind method, Time Span= 5.00-72.00 hrs, dt= 0.01 hrs Peak Elev= 885.82' @ 16.09 hrs Surf.Area= 57,457 sf Storage= 39,403 cf Plug-Flow detention time= 161.8 min calculated for 8.483 af (99% of inflow) Center-of-Mass det. time= 142.3 min ( 1,463.2 - 1,320.9 ) Volume Invert Avail.Storage Storage Description #1 883.92' 522,570 cf Custom Stage Data (Prismatic)Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 883.92 0 0 0 885.00 16,667 9,000 9,000 886.00 66,391 41,529 50,529 887.00 112,992 89,692 140,221 888.00 122,517 117,755 257,975 889.00 132,240 127,379 385,354 890.00 142,192 137,216 522,570 Device Routing Invert Outlet Devices #1 Primary 882.84' 15.0" Round Culvert X 2.00 L= 154.0' RCP, groove end projecting, Ke= 0.200 Inlet / Outlet Invert= 882.84' / 882.50' S= 0.0022 '/' Cc= 0.900 n= 0.013 Concrete pipe, bends & connections, Flow Area= 1.23 sf #2 Device 1 885.50' 24.0" x 24.0" Horiz. Orifice/Grate C= 0.600 Limited to weir flow at low heads #3 Secondary 884.56' 24.0" Round Culvert 656 L= 107.0' Ke= 0.200 Inlet / Outlet Invert= 884.56' / 883.25' S= 0.0122 '/' Cc= 0.900 n= 0.013, Flow Area= 3.14 sf #4 Device 3 887.70' 36.0" x 36.0" Horiz. Orifice/Grate 656 C= 0.600 Limited to weir flow at low heads #5 Device 3 884.56' 6.0" Vert. Orifice/Grate 656 C= 0.600 #6 Device 3 886.80' 30.0" W x 10.8" H Vert. Orifice/Grate 656 C= 0.600 #7 Secondary 884.28' 24.0" Round Culvert 656A L= 107.0' RCP, groove end projecting, Ke= 0.200 Inlet / Outlet Invert= 884.28' / 883.32' S= 0.0090 '/' Cc= 0.900 n= 0.013, Flow Area= 3.14 sf #8 Device 7 887.70' 36.0" x 36.0" Horiz. Orifice/Grate 656A C= 0.600 Limited to weir flow at low heads #9 Device 7 884.28' 4.0" Vert. Orifice/Grate 656A C= 0.600 #10 Device 7 886.80' 30.0" W x 10.8" H Vert. Orifice/Grate 656A C= 0.600 08/20/20 Type II 24-hr 2 year Rainfall=2.66"UHS Master Plan On-site 6-11-19 Printed 6/11/2019Prepared by V3 Companies Ltd. Page 19HydroCAD® 10.00-20 s/n 04552 © 2017 HydroCAD Software Solutions LLC Primary OutFlow Max=4.74 cfs @ 16.09 hrs HW=885.82' TW=884.14' (Dynamic Tailwater) 1=Culvert (Passes 4.74 cfs of 11.67 cfs potential flow) 2=Orifice/Grate (Weir Controls 4.74 cfs @ 1.85 fps) Secondary OutFlow Max=1.44 cfs @ 16.09 hrs HW=885.82' TW=1.62' (Dynamic Tailwater) 3=Culvert 656 (Passes 0.95 cfs of 9.27 cfs potential flow) 4=Orifice/Grate 656 ( Controls 0.00 cfs) 5=Orifice/Grate 656 (Orifice Controls 0.95 cfs @ 4.84 fps) 6=Orifice/Grate 656 ( Controls 0.00 cfs) 7=Culvert 656A (Passes 0.49 cfs of 11.32 cfs potential flow) 8=Orifice/Grate 656A ( Controls 0.00 cfs) 9=Orifice/Grate 656A (Orifice Controls 0.49 cfs @ 5.64 fps) 10=Orifice/Grate 656A ( Controls 0.00 cfs) Pond SW B2: Southwest Basin-#2 Inflow Outflow Primary Secondary Hydrograph Time (hours) 7270 68 66 64 62 60 58 56 54 52 50 48 46 44 42 40 38 36 34 32 30 28 26 24 22 20 18 16 14 12 10 8 6 Flow (cfs)22 21 20 19 18 17 16 15 14 13 12 11 10 9 8 7 6 5 4 3 2 1 0 Inflow Area=87.940 ac Peak Elev=885.82' Storage=39,403 cf 20.15 cfs 6.19 cfs 4.74 cfs 1.44 cfs 08/20/20 Type II 24-hr 2 year Rainfall=2.66"UHS Master Plan On-site 6-11-19 Printed 6/11/2019Prepared by V3 Companies Ltd. Page 20HydroCAD® 10.00-20 s/n 04552 © 2017 HydroCAD Software Solutions LLC Pond SW B2: Southwest Basin-#2 Surface Storage Stage-Area-Storage Storage (cubic-feet) 500,000400,000 300,000200,000 100,000 0 Surface/Horizontal/Wetted Area (sq-ft) 140,000 120,000 100,000 80,000 60,000 40,000 20,0000 Elevation (feet)890 889 888 887 886 885 884 Custom Stage Data 08/20/20 Type II 24-hr 10 year Rainfall=3.83"UHS Master Plan On-site 6-11-19 Printed 6/11/2019Prepared by V3 Companies Ltd. Page 21HydroCAD® 10.00-20 s/n 04552 © 2017 HydroCAD Software Solutions LLC Summary for Subcatchment N 1: North-#1 Runoff = 22.00 cfs @ 12.19 hrs, Volume= 1.886 af, Depth= 2.48" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 5.00-72.00 hrs, dt= 0.01 hrs Type II 24-hr 10 year Rainfall=3.83" Area (ac) CN Description * 9.120 87 9.120 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 25.0 Direct Entry, Subcatchment N 1: North-#1 Runoff Hydrograph Time (hours) 7270 68 66 64 62 60 58 56 54 52 50 48 46 44 42 40 38 36 34 32 30 28 26 24 22 20 18 16 14 12 10 8 6 Flow (cfs)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 Type II 24-hr 10 year Rainfall=3.83" Runoff Area=9.120 ac Runoff Volume=1.886 af Runoff Depth=2.48" Tc=25.0 min CN=87 22.00 cfs 08/20/20 Type II 24-hr 10 year Rainfall=3.83"UHS Master Plan On-site 6-11-19 Printed 6/11/2019Prepared by V3 Companies Ltd. Page 22HydroCAD® 10.00-20 s/n 04552 © 2017 HydroCAD Software Solutions LLC Summary for Subcatchment OFF NE: offsite Northeast Runoff = 14.74 cfs @ 12.15 hrs, Volume= 1.148 af, Depth= 1.68" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 5.00-72.00 hrs, dt= 0.01 hrs Type II 24-hr 10 year Rainfall=3.83" Area (ac) CN Description * 8.200 77 8.200 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 21.0 Direct Entry, Subcatchment OFF NE: offsite Northeast Runoff Hydrograph Time (hours) 7270 68 66 64 62 60 58 56 54 52 50 48 46 44 42 40 38 36 34 32 30 28 26 24 22 20 18 16 14 12 10 8 6 Flow (cfs)16 15 14 13 12 11 10 9 8 7 6 5 4 3 2 1 0 Type II 24-hr 10 year Rainfall=3.83" Runoff Area=8.200 ac Runoff Volume=1.148 af Runoff Depth=1.68" Tc=21.0 min CN=77 14.74 cfs 08/20/20 Type II 24-hr 10 year Rainfall=3.83"UHS Master Plan On-site 6-11-19 Printed 6/11/2019Prepared by V3 Companies Ltd. Page 23HydroCAD® 10.00-20 s/n 04552 © 2017 HydroCAD Software Solutions LLC Summary for Subcatchment OFF UHS1+: OFF UHS Runoff = 87.40 cfs @ 12.27 hrs, Volume= 8.740 af, Depth= 2.22" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 5.00-72.00 hrs, dt= 0.01 hrs Type II 24-hr 10 year Rainfall=3.83" Area (ac) CN Description * 47.200 84 47.200 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 32.0 Direct Entry, Subcatchment OFF UHS1+: OFF UHS Runoff Hydrograph Time (hours) 7270 68 66 64 62 60 58 56 54 52 50 48 46 44 42 40 38 36 34 32 30 28 26 24 22 20 18 16 14 12 10 8 6 Flow (cfs)95 90 85 80 75 70 65 60 55 50 45 40 35 30 25 20 15 10 5 0 Type II 24-hr 10 year Rainfall=3.83" Runoff Area=47.200 ac Runoff Volume=8.740 af Runoff Depth=2.22" Tc=32.0 min CN=84 87.40 cfs 08/20/20 Type II 24-hr 10 year Rainfall=3.83"UHS Master Plan On-site 6-11-19 Printed 6/11/2019Prepared by V3 Companies Ltd. Page 24HydroCAD® 10.00-20 s/n 04552 © 2017 HydroCAD Software Solutions LLC Summary for Subcatchment OFF UHS2: Offsite UHS 2 Runoff = 26.56 cfs @ 12.26 hrs, Volume= 2.633 af, Depth= 1.83" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 5.00-72.00 hrs, dt= 0.01 hrs Type II 24-hr 10 year Rainfall=3.83" Area (ac) CN Description * 17.300 79 17.300 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 31.0 Direct Entry, Subcatchment OFF UHS2: Offsite UHS 2 Runoff Hydrograph Time (hours) 7270 68 66 64 62 60 58 56 54 52 50 48 46 44 42 40 38 36 34 32 30 28 26 24 22 20 18 16 14 12 10 8 6 Flow (cfs)28 26 24 22 20 18 16 14 12 10 8 6 4 2 0 Type II 24-hr 10 year Rainfall=3.83" Runoff Area=17.300 ac Runoff Volume=2.633 af Runoff Depth=1.83" Tc=31.0 min CN=79 26.56 cfs 08/20/20 Type II 24-hr 10 year Rainfall=3.83"UHS Master Plan On-site 6-11-19 Printed 6/11/2019Prepared by V3 Companies Ltd. Page 25HydroCAD® 10.00-20 s/n 04552 © 2017 HydroCAD Software Solutions LLC Summary for Subcatchment SE 3: Southeast-#3 Runoff = 27.78 cfs @ 12.08 hrs, Volume= 1.848 af, Depth= 2.22" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 5.00-72.00 hrs, dt= 0.01 hrs Type II 24-hr 10 year Rainfall=3.83" Area (ac) CN Description * 9.980 84 9.980 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 16.0 Direct Entry, Subcatchment SE 3: Southeast-#3 Runoff Hydrograph Time (hours) 7270 68 66 64 62 60 58 56 54 52 50 48 46 44 42 40 38 36 34 32 30 28 26 24 22 20 18 16 14 12 10 8 6 Flow (cfs)30 28 26 24 22 20 18 16 14 12 10 8 6 4 2 0 Type II 24-hr 10 year Rainfall=3.83" Runoff Area=9.980 ac Runoff Volume=1.848 af Runoff Depth=2.22" Tc=16.0 min CN=84 27.78 cfs 08/20/20 Type II 24-hr 10 year Rainfall=3.83"UHS Master Plan On-site 6-11-19 Printed 6/11/2019Prepared by V3 Companies Ltd. Page 26HydroCAD® 10.00-20 s/n 04552 © 2017 HydroCAD Software Solutions LLC Summary for Subcatchment SW 2: Southwest-#2 Runoff = 33.37 cfs @ 12.19 hrs, Volume= 2.855 af, Depth= 2.39" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 5.00-72.00 hrs, dt= 0.01 hrs Type II 24-hr 10 year Rainfall=3.83" Area (ac) CN Description * 14.320 86 14.320 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 25.0 Direct Entry, Subcatchment SW 2: Southwest-#2 Runoff Hydrograph Time (hours) 7270 68 66 64 62 60 58 56 54 52 50 48 46 44 42 40 38 36 34 32 30 28 26 24 22 20 18 16 14 12 10 8 6 Flow (cfs)36 34 32 30 28 26 24 22 20 18 16 14 12 10 8 6 4 2 0 Type II 24-hr 10 year Rainfall=3.83" Runoff Area=14.320 ac Runoff Volume=2.855 af Runoff Depth=2.39" Tc=25.0 min CN=86 33.37 cfs 08/20/20 Type II 24-hr 10 year Rainfall=3.83"UHS Master Plan On-site 6-11-19 Printed 6/11/2019Prepared by V3 Companies Ltd. Page 27HydroCAD® 10.00-20 s/n 04552 © 2017 HydroCAD Software Solutions LLC Summary for Pond 3P: (new Pond) Inflow Area = 106.120 ac, 0.00% Impervious, Inflow Depth > 2.10" for 10 year event Inflow = 10.51 cfs @ 20.50 hrs, Volume= 18.590 af Outflow = 10.51 cfs @ 20.50 hrs, Volume= 18.590 af, Atten= 0%, Lag= 0.0 min Primary = 10.51 cfs @ 20.50 hrs, Volume= 18.590 af Routing by Dyn-Stor-Ind method, Time Span= 5.00-72.00 hrs, dt= 0.01 hrs Peak Elev= 2.10' @ 20.50 hrs Device Routing Invert Outlet Devices #1 Primary 0.00' 24.0" Round Culvert L= 100.0' Ke= 0.200 Inlet / Outlet Invert= 0.00' / 0.00' S= 0.0000 '/' Cc= 0.900 n= 0.013, Flow Area= 3.14 sf Primary OutFlow Max=10.51 cfs @ 20.50 hrs HW=2.10' (Free Discharge) 1=Culvert (Barrel Controls 10.51 cfs @ 3.96 fps) Pond 3P: (new Pond) Inflow Primary Hydrograph Time (hours) 7270 68 66 64 62 60 58 56 54 52 50 48 46 44 42 40 38 36 34 32 30 28 26 24 22 20 18 16 14 12 10 8 6 Flow (cfs)11 10 9 8 7 6 5 4 3 2 1 0 Inflow Area=106.120 ac Peak Elev=2.10' 24.0" Round Culvert n=0.013 L=100.0' S=0.0000 '/' 10.51 cfs 10.51 cfs 08/20/20 Type II 24-hr 10 year Rainfall=3.83"UHS Master Plan On-site 6-11-19 Printed 6/11/2019Prepared by V3 Companies Ltd. Page 28HydroCAD® 10.00-20 s/n 04552 © 2017 HydroCAD Software Solutions LLC Pond 3P: (new Pond) Storage Stage-Area-Storage Storage (cubic-feet) 0Elevation (feet)2 1 0 08/20/20 Type II 24-hr 10 year Rainfall=3.83"UHS Master Plan On-site 6-11-19 Printed 6/11/2019Prepared by V3 Companies Ltd. Page 29HydroCAD® 10.00-20 s/n 04552 © 2017 HydroCAD Software Solutions LLC Summary for Pond North B1: North Basin-#1 Inflow Area = 73.620 ac, 0.00% Impervious, Inflow Depth > 2.11" for 10 year event Inflow = 51.08 cfs @ 12.23 hrs, Volume= 12.960 af Outflow = 12.54 cfs @ 15.24 hrs, Volume= 12.801 af, Atten= 75%, Lag= 180.4 min Primary = 12.54 cfs @ 15.24 hrs, Volume= 12.801 af Routing by Dyn-Stor-Ind method, Time Span= 5.00-72.00 hrs, dt= 0.01 hrs Peak Elev= 888.34' @ 15.24 hrs Surf.Area= 109,700 sf Storage= 164,518 cf Plug-Flow detention time= 265.6 min calculated for 12.799 af (99% of inflow) Center-of-Mass det. time= 234.2 min ( 1,310.4 - 1,076.1 ) Volume Invert Avail.Storage Storage Description #1 886.50' 487,123 cf Custom Stage Data (Prismatic)Listed below Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 886.50 0 0 0 887.00 98,314 24,579 24,579 888.00 106,775 102,545 127,123 889.00 115,466 111,121 238,244 890.00 124,383 119,925 358,168 891.00 133,527 128,955 487,123 Device Routing Invert Outlet Devices #1 Primary 886.50' 24.0" Round Culvert L= 89.0' RCP, groove end projecting, Ke= 0.200 Inlet / Outlet Invert= 886.50' / 886.00' S= 0.0056 '/' Cc= 0.900 n= 0.013, Flow Area= 3.14 sf Primary OutFlow Max=12.54 cfs @ 15.24 hrs HW=888.34' TW=886.46' (Dynamic Tailwater) 1=Culvert (Barrel Controls 12.54 cfs @ 5.43 fps) 08/20/20 Type II 24-hr 10 year Rainfall=3.83"UHS Master Plan On-site 6-11-19 Printed 6/11/2019Prepared by V3 Companies Ltd. Page 30HydroCAD® 10.00-20 s/n 04552 © 2017 HydroCAD Software Solutions LLC Pond North B1: North Basin-#1 Inflow Primary Hydrograph Time (hours) 7270 68 66 64 62 60 58 56 54 52 50 48 46 44 42 40 38 36 34 32 30 28 26 24 22 20 18 16 14 12 10 8 6 Flow (cfs)55 50 45 40 35 30 25 20 15 10 5 0 Inflow Area=73.620 ac Peak Elev=888.34' Storage=164,518 cf 24.0" Round Culvert n=0.013 L=89.0' S=0.0056 '/' 51.08 cfs 12.54 cfs Pond North B1: North Basin-#1 Surface Storage Stage-Area-Storage Storage (cubic-feet) 450,000400,000 350,000 300,000 250,000 200,000 150,000 100,000 50,000 0 Surface/Horizontal/Wetted Area (sq-ft) 130,000 120,000 110,000 100,000 90,000 80,000 70,000 60,000 50,000 40,000 30,00020,000 10,000 0 Elevation (feet) 891 890 889 888 887 Custom Stage Data 08/20/20 Type II 24-hr 10 year Rainfall=3.83"UHS Master Plan On-site 6-11-19 Printed 6/11/2019Prepared by V3 Companies Ltd. Page 31HydroCAD® 10.00-20 s/n 04552 © 2017 HydroCAD Software Solutions LLC Summary for Pond OFF FW: OFF Future Wetlands Inflow Area = 47.200 ac, 0.00% Impervious, Inflow Depth = 2.22" for 10 year event Inflow = 87.40 cfs @ 12.27 hrs, Volume= 8.740 af Outflow = 13.61 cfs @ 13.19 hrs, Volume= 8.442 af, Atten= 84%, Lag= 55.2 min Primary = 13.61 cfs @ 13.19 hrs, Volume= 8.442 af Routing by Dyn-Stor-Ind method, Time Span= 5.00-72.00 hrs, dt= 0.01 hrs Peak Elev= 891.84' @ 13.19 hrs Surf.Area= 2.500 ac Storage= 4.594 af Plug-Flow detention time= 377.5 min calculated for 8.440 af (97% of inflow) Center-of-Mass det. time= 357.8 min ( 1,200.4 - 842.6 ) Volume Invert Avail.Storage Storage Description #1 890.00' 12.500 af Custom Stage Data (Prismatic)Listed below Elevation Surf.Area Inc.Store Cum.Store (feet) (acres) (acre-feet) (acre-feet) 890.00 2.500 0.000 0.000 895.00 2.500 12.500 12.500 Device Routing Invert Outlet Devices #1 Primary 890.00' 27.0" Round Culvert L= 357.0' RCP, groove end projecting, Ke= 0.200 Inlet / Outlet Invert= 890.00' / 888.49' S= 0.0042 '/' Cc= 0.900 n= 0.013, Flow Area= 3.98 sf Primary OutFlow Max=13.61 cfs @ 13.19 hrs HW=891.84' TW=888.08' (Dynamic Tailwater) 1=Culvert (Barrel Controls 13.61 cfs @ 5.33 fps) 08/20/20 Type II 24-hr 10 year Rainfall=3.83"UHS Master Plan On-site 6-11-19 Printed 6/11/2019Prepared by V3 Companies Ltd. Page 32HydroCAD® 10.00-20 s/n 04552 © 2017 HydroCAD Software Solutions LLC Pond OFF FW: OFF Future Wetlands Inflow Primary Hydrograph Time (hours) 7270 68 66 64 62 60 58 56 54 52 50 48 46 44 42 40 38 36 34 32 30 28 26 24 22 20 18 16 14 12 10 8 6 Flow (cfs)95 90 85 80 75 70 65 60 55 50 45 40 35 30 25 20 15 10 5 0 Inflow Area=47.200 ac Peak Elev=891.84' Storage=4.594 af 27.0" Round Culvert n=0.013 L=357.0' S=0.0042 '/' 87.40 cfs 13.61 cfs Pond OFF FW: OFF Future Wetlands Surface Storage Stage-Area-Storage Storage (acre-feet) 1211 10 9 8 7 6 5 4 3 2 1 0 Surface/Horizontal/Wetted Area (acres) 2 1 0 Elevation (feet) 895 894 893 892 891 890 Custom Stage Data 08/20/20 Type II 24-hr 10 year Rainfall=3.83"UHS Master Plan On-site 6-11-19 Printed 6/11/2019Prepared by V3 Companies Ltd. Page 33HydroCAD® 10.00-20 s/n 04552 © 2017 HydroCAD Software Solutions LLC Summary for Pond SE B3: Southeast Basin-#3 Inflow Area = 106.120 ac, 0.00% Impervious, Inflow Depth = 1.58" for 10 year event Inflow = 42.25 cfs @ 12.11 hrs, Volume= 13.950 af Outflow = 8.60 cfs @ 21.24 hrs, Volume= 13.950 af, Atten= 80%, Lag= 547.5 min Primary = 8.60 cfs @ 21.24 hrs, Volume= 13.950 af Routing by Dyn-Stor-Ind method, Time Span= 5.00-72.00 hrs, dt= 0.01 hrs Peak Elev= 885.87' @ 21.24 hrs Surf.Area= 65,992 sf Storage= 139,083 cf Plug-Flow detention time= 220.1 min calculated for 13.948 af (100% of inflow) Center-of-Mass det. time= 220.1 min ( 1,341.3 - 1,121.2 ) Volume Invert Avail.Storage Storage Description #1 882.50' 295,964 cf Custom Stage Data (Prismatic)Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 882.50 0 0 0 883.00 1,742 436 436 884.00 52,891 27,317 27,752 885.00 59,774 56,333 84,085 886.00 66,883 63,329 147,413 887.00 74,219 70,551 217,964 888.00 81,780 78,000 295,964 Device Routing Invert Outlet Devices #1 Primary 882.50' 30.0" Round Culvert L= 160.0' RCP, groove end projecting, Ke= 0.200 Inlet / Outlet Invert= 882.50' / 882.00' S= 0.0031 '/' Cc= 0.900 n= 0.013, Flow Area= 4.91 sf #2 Device 1 882.50' 14.0" Vert. Orifice/Grate C= 0.600 #3 Device 1 886.40' 36.0" x 36.0" Horiz. Orifice/Grate C= 0.600 Limited to weir flow at low heads #4 Device 1 885.90' 30.0" W x 6.0" H Vert. Orifice/Grate C= 0.600 Primary OutFlow Max=8.60 cfs @ 21.24 hrs HW=885.87' TW=2.10' (Dynamic Tailwater) 1=Culvert (Passes 8.60 cfs of 28.21 cfs potential flow) 2=Orifice/Grate (Orifice Controls 8.60 cfs @ 8.04 fps) 3=Orifice/Grate ( Controls 0.00 cfs) 4=Orifice/Grate ( Controls 0.00 cfs) 08/20/20 Type II 24-hr 10 year Rainfall=3.83"UHS Master Plan On-site 6-11-19 Printed 6/11/2019Prepared by V3 Companies Ltd. Page 34HydroCAD® 10.00-20 s/n 04552 © 2017 HydroCAD Software Solutions LLC Pond SE B3: Southeast Basin-#3 Inflow Primary Hydrograph Time (hours) 7270 68 66 64 62 60 58 56 54 52 50 48 46 44 42 40 38 36 34 32 30 28 26 24 22 20 18 16 14 12 10 8 6 Flow (cfs)46 44 42 40 38 36 34 32 30 28 26 24 22 20 18 16 14 12 10 8 6 4 2 0 Inflow Area=106.120 ac Peak Elev=885.87' Storage=139,083 cf 42.25 cfs 8.60 cfs Pond SE B3: Southeast Basin-#3 Surface Storage Stage-Area-Storage Storage (cubic-feet) 250,000200,000 150,000 100,000 50,000 0 Surface/Horizontal/Wetted Area (sq-ft) 80,000 75,000 70,00065,000 60,000 55,00050,000 45,000 40,00035,000 30,000 25,000 20,00015,000 10,000 5,000 0 Elevation (feet) 888 887 886 885 884 883 Custom Stage Data 08/20/20 Type II 24-hr 10 year Rainfall=3.83"UHS Master Plan On-site 6-11-19 Printed 6/11/2019Prepared by V3 Companies Ltd. Page 35HydroCAD® 10.00-20 s/n 04552 © 2017 HydroCAD Software Solutions LLC Summary for Pond SW B2: Southwest Basin-#2 Inflow Area = 87.940 ac, 0.00% Impervious, Inflow Depth > 2.14" for 10 year event Inflow = 35.92 cfs @ 12.19 hrs, Volume= 15.656 af Outflow = 12.75 cfs @ 12.44 hrs, Volume= 15.594 af, Atten= 65%, Lag= 15.1 min Primary = 11.16 cfs @ 12.44 hrs, Volume= 10.954 af Secondary = 1.94 cfs @ 19.08 hrs, Volume= 4.640 af Routing by Dyn-Stor-Ind method, Time Span= 5.00-72.00 hrs, dt= 0.01 hrs Peak Elev= 886.71' @ 19.08 hrs Surf.Area= 99,651 sf Storage= 109,782 cf Plug-Flow detention time= 161.7 min calculated for 15.592 af (100% of inflow) Center-of-Mass det. time= 150.3 min ( 1,372.9 - 1,222.7 ) Volume Invert Avail.Storage Storage Description #1 883.92' 522,570 cf Custom Stage Data (Prismatic)Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 883.92 0 0 0 885.00 16,667 9,000 9,000 886.00 66,391 41,529 50,529 887.00 112,992 89,692 140,221 888.00 122,517 117,755 257,975 889.00 132,240 127,379 385,354 890.00 142,192 137,216 522,570 Device Routing Invert Outlet Devices #1 Primary 882.84' 15.0" Round Culvert X 2.00 L= 154.0' RCP, groove end projecting, Ke= 0.200 Inlet / Outlet Invert= 882.84' / 882.50' S= 0.0022 '/' Cc= 0.900 n= 0.013 Concrete pipe, bends & connections, Flow Area= 1.23 sf #2 Device 1 885.50' 24.0" x 24.0" Horiz. Orifice/Grate C= 0.600 Limited to weir flow at low heads #3 Secondary 884.56' 24.0" Round Culvert 656 L= 107.0' Ke= 0.200 Inlet / Outlet Invert= 884.56' / 883.25' S= 0.0122 '/' Cc= 0.900 n= 0.013, Flow Area= 3.14 sf #4 Device 3 887.70' 36.0" x 36.0" Horiz. Orifice/Grate 656 C= 0.600 Limited to weir flow at low heads #5 Device 3 884.56' 6.0" Vert. Orifice/Grate 656 C= 0.600 #6 Device 3 886.80' 30.0" W x 10.8" H Vert. Orifice/Grate 656 C= 0.600 #7 Secondary 884.28' 24.0" Round Culvert 656A L= 107.0' RCP, groove end projecting, Ke= 0.200 Inlet / Outlet Invert= 884.28' / 883.32' S= 0.0090 '/' Cc= 0.900 n= 0.013, Flow Area= 3.14 sf #8 Device 7 887.70' 36.0" x 36.0" Horiz. Orifice/Grate 656A C= 0.600 Limited to weir flow at low heads #9 Device 7 884.28' 4.0" Vert. Orifice/Grate 656A C= 0.600 #10 Device 7 886.80' 30.0" W x 10.8" H Vert. Orifice/Grate 656A C= 0.600 08/20/20 Type II 24-hr 10 year Rainfall=3.83"UHS Master Plan On-site 6-11-19 Printed 6/11/2019Prepared by V3 Companies Ltd. Page 36HydroCAD® 10.00-20 s/n 04552 © 2017 HydroCAD Software Solutions LLC Primary OutFlow Max=11.10 cfs @ 12.44 hrs HW=886.07' TW=884.55' (Dynamic Tailwater) 1=Culvert (Outlet Controls 11.10 cfs @ 4.52 fps) 2=Orifice/Grate (Passes 11.10 cfs of 11.23 cfs potential flow) Secondary OutFlow Max=1.94 cfs @ 19.08 hrs HW=886.71' TW=2.10' (Dynamic Tailwater) 3=Culvert 656 (Passes 1.30 cfs of 19.88 cfs potential flow) 4=Orifice/Grate 656 ( Controls 0.00 cfs) 5=Orifice/Grate 656 (Orifice Controls 1.30 cfs @ 6.64 fps) 6=Orifice/Grate 656 ( Controls 0.00 cfs) 7=Culvert 656A (Passes 0.63 cfs of 20.08 cfs potential flow) 8=Orifice/Grate 656A ( Controls 0.00 cfs) 9=Orifice/Grate 656A (Orifice Controls 0.63 cfs @ 7.25 fps) 10=Orifice/Grate 656A ( Controls 0.00 cfs) Pond SW B2: Southwest Basin-#2 Inflow Outflow Primary Secondary Hydrograph Time (hours) 7270 68 66 64 62 60 58 56 54 52 50 48 46 44 42 40 38 36 34 32 30 28 26 24 22 20 18 16 14 12 10 8 6 Flow (cfs)40 38 36 34 32 30 28 26 24 22 20 18 16 14 12 10 8 6 4 2 0 Inflow Area=87.940 ac Peak Elev=886.71' Storage=109,782 cf 35.92 cfs 12.75 cfs 11.16 cfs 1.94 cfs 08/20/20 Type II 24-hr 10 year Rainfall=3.83"UHS Master Plan On-site 6-11-19 Printed 6/11/2019Prepared by V3 Companies Ltd. Page 37HydroCAD® 10.00-20 s/n 04552 © 2017 HydroCAD Software Solutions LLC Pond SW B2: Southwest Basin-#2 Surface Storage Stage-Area-Storage Storage (cubic-feet) 500,000400,000 300,000200,000 100,000 0 Surface/Horizontal/Wetted Area (sq-ft) 140,000 120,000 100,000 80,000 60,000 40,000 20,0000 Elevation (feet)890 889 888 887 886 885 884 Custom Stage Data 08/20/20 Hydrograph for Pond North B1: North Basin-#1 Time (hours) Inflow (cfs) Storage (cubic-feet) Elevation (feet) Primary (cfs) 5.00 0.00 0 886.50 0.00 7.00 0.04 60 886.50 0.00 9.00 0.24 941 886.52 0.00 11.00 1.57 5,723 886.62 0.06 13.00 21.79 127,876 888.01 9.26 15.00 13.13 164,257 888.33 12.52 17.00 8.97 154,362 888.25 11.63 19.00 6.58 132,792 888.05 9.70 21.00 4.97 111,331 887.85 7.69 23.00 4.10 94,244 887.68 6.14 25.00 2.44 79,572 887.54 4.89 27.00 1.61 63,346 887.38 3.63 29.00 1.14 50,447 887.25 2.72 31.00 0.85 40,369 887.15 2.09 33.00 0.66 32,437 887.08 1.64 35.00 0.52 26,102 887.01 1.31 37.00 0.43 21,360 886.93 0.94 39.00 0.35 18,367 886.87 0.69 41.00 0.30 16,296 886.83 0.54 43.00 0.25 14,753 886.80 0.44 45.00 0.22 13,542 886.78 0.37 47.00 0.19 12,554 886.76 0.32 49.00 0.17 11,727 886.74 0.28 51.00 0.15 11,020 886.72 0.24 53.00 0.14 10,405 886.71 0.21 55.00 0.12 9,864 886.70 0.19 57.00 0.11 9,384 886.69 0.17 59.00 0.10 8,953 886.68 0.16 61.00 0.09 8,564 886.67 0.14 63.00 0.08 8,210 886.67 0.13 65.00 0.08 7,887 886.66 0.12 67.00 0.07 7,591 886.65 0.11 69.00 0.07 7,318 886.65 0.10 71.00 0.06 7,066 886.64 0.10 08/20/20 Hydrograph for Pond SW B2: Southwest Basin-#2 Time (hours) Inflow (cfs) Storage (cubic-feet) Elevation (feet) Outflow (cfs) Primary (cfs) Secondary (cfs) 5.00 0.00 0 883.92 0.00 0.00 0.00 7.00 0.03 24 883.98 0.00 0.00 0.00 9.00 0.32 1,080 884.29 0.00 0.00 0.00 11.00 1.34 5,073 884.73 0.31 0.00 0.31 13.00 13.64 62,806 886.17 11.80 10.14 1.66 15.00 14.09 82,731 886.42 10.79 9.00 1.79 17.00 12.68 102,520 886.64 10.74 8.84 1.90 19.00 10.51 109,771 886.71 10.43 8.50 1.94 21.00 8.32 104,088 886.66 9.86 7.96 1.91 23.00 6.72 89,549 886.50 9.11 7.28 1.83 25.00 4.90 69,523 886.26 8.31 6.61 1.71 27.00 3.63 43,918 885.90 7.18 5.69 1.49 29.00 2.72 31,773 885.68 3.33 1.98 1.35 31.00 2.09 28,858 885.62 2.38 1.08 1.31 33.00 1.64 27,009 885.58 1.86 0.59 1.28 35.00 1.31 25,502 885.55 1.51 0.26 1.25 37.00 0.94 23,799 885.51 1.23 0.01 1.22 39.00 0.69 20,968 885.44 1.17 0.00 1.17 41.00 0.54 17,278 885.33 1.08 0.00 1.08 43.00 0.44 13,447 885.20 0.96 0.00 0.96 45.00 0.37 10,010 885.06 0.80 0.00 0.80 47.00 0.32 7,519 884.91 0.58 0.00 0.58 49.00 0.28 6,111 884.81 0.42 0.00 0.42 51.00 0.24 5,296 884.75 0.33 0.00 0.33 53.00 0.21 4,767 884.71 0.28 0.00 0.28 55.00 0.19 4,384 884.67 0.24 0.00 0.24 57.00 0.17 4,081 884.65 0.21 0.00 0.21 59.00 0.16 3,826 884.62 0.19 0.00 0.19 61.00 0.14 3,601 884.60 0.17 0.00 0.17 63.00 0.13 3,393 884.58 0.16 0.00 0.16 65.00 0.12 3,208 884.56 0.14 0.00 0.14 67.00 0.11 3,042 884.55 0.13 0.00 0.13 69.00 0.10 2,896 884.53 0.12 0.00 0.12 71.00 0.10 2,769 884.52 0.11 0.00 0.11 08/20/20 Hydrograph for Pond SE B3: Southeast Basin-#3 Time (hours) Inflow (cfs) Storage (cubic-feet) Elevation (feet) Primary (cfs) 5.00 0.00 0 882.50 0.00 7.00 0.00 0 882.50 0.00 9.00 0.16 62 882.69 0.15 11.00 1.09 393 882.97 0.96 13.00 14.24 78,648 884.91 6.95 15.00 10.76 110,025 885.42 7.87 17.00 10.03 126,143 885.68 8.29 19.00 9.42 135,675 885.82 8.52 21.00 8.68 139,048 885.87 8.60 23.00 7.95 137,148 885.85 8.55 25.00 6.61 129,075 885.72 8.36 27.00 5.69 114,597 885.50 7.99 29.00 1.98 84,385 885.01 7.14 31.00 1.08 48,041 884.37 5.85 33.00 0.59 17,146 883.77 4.28 35.00 0.26 172 882.81 0.43 37.00 0.01 11 882.58 0.02 39.00 0.00 0 882.50 0.00 41.00 0.00 0 882.50 0.00 43.00 0.00 0 882.50 0.00 45.00 0.00 0 882.50 0.00 47.00 0.00 0 882.50 0.00 49.00 0.00 0 882.50 0.00 51.00 0.00 0 882.50 0.00 53.00 0.00 0 882.50 0.00 55.00 0.00 0 882.50 0.00 57.00 0.00 0 882.50 0.00 59.00 0.00 0 882.50 0.00 61.00 0.00 0 882.50 0.00 63.00 0.00 0 882.50 0.00 65.00 0.00 0 882.50 0.00 67.00 0.00 0 882.50 0.00 69.00 0.00 0 882.50 0.00 71.00 0.00 0 882.50 0.00 08/20/20 Type II 24-hr 100 year Rainfall=6.46"UHS Master Plan On-site 6-11-19 Printed 6/11/2019Prepared by V3 Companies Ltd. Page 38HydroCAD® 10.00-20 s/n 04552 © 2017 HydroCAD Software Solutions LLC Summary for Subcatchment N 1: North-#1 Runoff = 42.99 cfs @ 12.17 hrs, Volume= 3.766 af, Depth> 4.96" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 5.00-72.00 hrs, dt= 0.01 hrs Type II 24-hr 100 year Rainfall=6.46" Area (ac) CN Description * 9.120 87 9.120 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 25.0 Direct Entry, Subcatchment N 1: North-#1 Runoff Hydrograph Time (hours) 7270 68 66 64 62 60 58 56 54 52 50 48 46 44 42 40 38 36 34 32 30 28 26 24 22 20 18 16 14 12 10 8 6 Flow (cfs)48 46 44 42 40 38 36 34 32 30 28 26 24 22 20 18 16 14 12 10 8 6 4 2 0 Type II 24-hr 100 year Rainfall=6.46" Runoff Area=9.120 ac Runoff Volume=3.766 af Runoff Depth>4.96" Tc=25.0 min CN=87 42.99 cfs 08/20/20 Type II 24-hr 100 year Rainfall=6.46"UHS Master Plan On-site 6-11-19 Printed 6/11/2019Prepared by V3 Companies Ltd. Page 39HydroCAD® 10.00-20 s/n 04552 © 2017 HydroCAD Software Solutions LLC Summary for Subcatchment OFF NE: offsite Northeast Runoff = 34.42 cfs @ 12.14 hrs, Volume= 2.654 af, Depth= 3.88" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 5.00-72.00 hrs, dt= 0.01 hrs Type II 24-hr 100 year Rainfall=6.46" Area (ac) CN Description * 8.200 77 8.200 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 21.0 Direct Entry, Subcatchment OFF NE: offsite Northeast Runoff Hydrograph Time (hours) 7270 68 66 64 62 60 58 56 54 52 50 48 46 44 42 40 38 36 34 32 30 28 26 24 22 20 18 16 14 12 10 8 6 Flow (cfs)38 36 34 32 30 28 26 24 22 20 18 16 14 12 10 8 6 4 2 0 Type II 24-hr 100 year Rainfall=6.46" Runoff Area=8.200 ac Runoff Volume=2.654 af Runoff Depth=3.88" Tc=21.0 min CN=77 34.42 cfs 08/20/20 Type II 24-hr 100 year Rainfall=6.46"UHS Master Plan On-site 6-11-19 Printed 6/11/2019Prepared by V3 Companies Ltd. Page 40HydroCAD® 10.00-20 s/n 04552 © 2017 HydroCAD Software Solutions LLC Summary for Subcatchment OFF UHS1+: OFF UHS Runoff = 180.25 cfs @ 12.26 hrs, Volume= 18.206 af, Depth= 4.63" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 5.00-72.00 hrs, dt= 0.01 hrs Type II 24-hr 100 year Rainfall=6.46" Area (ac) CN Description * 47.200 84 47.200 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 32.0 Direct Entry, Subcatchment OFF UHS1+: OFF UHS Runoff Hydrograph Time (hours) 7270 68 66 64 62 60 58 56 54 52 50 48 46 44 42 40 38 36 34 32 30 28 26 24 22 20 18 16 14 12 10 8 6 Flow (cfs)200 190 180 170 160 150 140 130 120 110 100 90 80 70 60 50 40 30 20 10 0 Type II 24-hr 100 year Rainfall=6.46" Runoff Area=47.200 ac Runoff Volume=18.206 af Runoff Depth=4.63" Tc=32.0 min CN=84 180.25 cfs 08/20/20 Type II 24-hr 100 year Rainfall=6.46"UHS Master Plan On-site 6-11-19 Printed 6/11/2019Prepared by V3 Companies Ltd. Page 41HydroCAD® 10.00-20 s/n 04552 © 2017 HydroCAD Software Solutions LLC Summary for Subcatchment OFF UHS2: Offsite UHS 2 Runoff = 60.08 cfs @ 12.24 hrs, Volume= 5.901 af, Depth= 4.09" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 5.00-72.00 hrs, dt= 0.01 hrs Type II 24-hr 100 year Rainfall=6.46" Area (ac) CN Description * 17.300 79 17.300 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 31.0 Direct Entry, Subcatchment OFF UHS2: Offsite UHS 2 Runoff Hydrograph Time (hours) 7270 68 66 64 62 60 58 56 54 52 50 48 46 44 42 40 38 36 34 32 30 28 26 24 22 20 18 16 14 12 10 8 6 Flow (cfs)65 60 55 50 45 40 35 30 25 20 15 10 5 0 Type II 24-hr 100 year Rainfall=6.46" Runoff Area=17.300 ac Runoff Volume=5.901 af Runoff Depth=4.09" Tc=31.0 min CN=79 60.08 cfs 08/20/20 Type II 24-hr 100 year Rainfall=6.46"UHS Master Plan On-site 6-11-19 Printed 6/11/2019Prepared by V3 Companies Ltd. Page 42HydroCAD® 10.00-20 s/n 04552 © 2017 HydroCAD Software Solutions LLC Summary for Subcatchment SE 3: Southeast-#3 Runoff = 56.78 cfs @ 12.07 hrs, Volume= 3.850 af, Depth> 4.63" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 5.00-72.00 hrs, dt= 0.01 hrs Type II 24-hr 100 year Rainfall=6.46" Area (ac) CN Description * 9.980 84 9.980 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 16.0 Direct Entry, Subcatchment SE 3: Southeast-#3 Runoff Hydrograph Time (hours) 7270 68 66 64 62 60 58 56 54 52 50 48 46 44 42 40 38 36 34 32 30 28 26 24 22 20 18 16 14 12 10 8 6 Flow (cfs)60 55 50 45 40 35 30 25 20 15 10 5 0 Type II 24-hr 100 year Rainfall=6.46" Runoff Area=9.980 ac Runoff Volume=3.850 af Runoff Depth>4.63" Tc=16.0 min CN=84 56.78 cfs 08/20/20 Type II 24-hr 100 year Rainfall=6.46"UHS Master Plan On-site 6-11-19 Printed 6/11/2019Prepared by V3 Companies Ltd. Page 43HydroCAD® 10.00-20 s/n 04552 © 2017 HydroCAD Software Solutions LLC Summary for Subcatchment SW 2: Southwest-#2 Runoff = 66.29 cfs @ 12.17 hrs, Volume= 5.784 af, Depth> 4.85" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 5.00-72.00 hrs, dt= 0.01 hrs Type II 24-hr 100 year Rainfall=6.46" Area (ac) CN Description * 14.320 86 14.320 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 25.0 Direct Entry, Subcatchment SW 2: Southwest-#2 Runoff Hydrograph Time (hours) 7270 68 66 64 62 60 58 56 54 52 50 48 46 44 42 40 38 36 34 32 30 28 26 24 22 20 18 16 14 12 10 8 6 Flow (cfs)70 65 60 55 50 45 40 35 30 25 20 15 10 5 0 Type II 24-hr 100 year Rainfall=6.46" Runoff Area=14.320 ac Runoff Volume=5.784 af Runoff Depth>4.85" Tc=25.0 min CN=86 66.29 cfs 08/20/20 Type II 24-hr 100 year Rainfall=6.46"UHS Master Plan On-site 6-11-19 Printed 6/11/2019Prepared by V3 Companies Ltd. Page 44HydroCAD® 10.00-20 s/n 04552 © 2017 HydroCAD Software Solutions LLC Summary for Pond 3P: (new Pond) Inflow Area = 106.120 ac, 0.00% Impervious, Inflow Depth > 4.48" for 100 year event Inflow = 28.60 cfs @ 16.64 hrs, Volume= 39.619 af Outflow = 28.60 cfs @ 16.64 hrs, Volume= 39.619 af, Atten= 0%, Lag= 0.0 min Primary = 28.60 cfs @ 16.64 hrs, Volume= 39.619 af Routing by Dyn-Stor-Ind method, Time Span= 5.00-72.00 hrs, dt= 0.01 hrs Peak Elev= 5.15' @ 16.64 hrs Device Routing Invert Outlet Devices #1 Primary 0.00' 24.0" Round Culvert L= 100.0' Ke= 0.200 Inlet / Outlet Invert= 0.00' / 0.00' S= 0.0000 '/' Cc= 0.900 n= 0.013, Flow Area= 3.14 sf Primary OutFlow Max=28.60 cfs @ 16.64 hrs HW=5.15' (Free Discharge) 1=Culvert (Barrel Controls 28.60 cfs @ 9.10 fps) Pond 3P: (new Pond) Inflow Primary Hydrograph Time (hours) 7270 68 66 64 62 60 58 56 54 52 50 48 46 44 42 40 38 36 34 32 30 28 26 24 22 20 18 16 14 12 10 8 6 Flow (cfs)32 30 28 26 24 22 20 18 16 14 12 10 8 6 4 2 0 Inflow Area=106.120 ac Peak Elev=5.15' 24.0" Round Culvert n=0.013 L=100.0' S=0.0000 '/' 28.60 cfs 28.60 cfs 08/20/20 Type II 24-hr 100 year Rainfall=6.46"UHS Master Plan On-site 6-11-19 Printed 6/11/2019Prepared by V3 Companies Ltd. Page 45HydroCAD® 10.00-20 s/n 04552 © 2017 HydroCAD Software Solutions LLC Pond 3P: (new Pond) Storage Stage-Area-Storage Storage (cubic-feet) 0Elevation (feet)5 4 3 2 1 0 08/20/20 Type II 24-hr 100 year Rainfall=6.46"UHS Master Plan On-site 6-11-19 Printed 6/11/2019Prepared by V3 Companies Ltd. Page 46HydroCAD® 10.00-20 s/n 04552 © 2017 HydroCAD Software Solutions LLC Summary for Pond North B1: North Basin-#1 Inflow Area = 73.620 ac, 0.00% Impervious, Inflow Depth > 4.49" for 100 year event Inflow = 117.21 cfs @ 12.23 hrs, Volume= 27.563 af Outflow = 24.37 cfs @ 16.68 hrs, Volume= 27.398 af, Atten= 79%, Lag= 266.7 min Primary = 24.37 cfs @ 16.68 hrs, Volume= 27.398 af Routing by Dyn-Stor-Ind method, Time Span= 5.00-72.00 hrs, dt= 0.01 hrs Peak Elev= 890.16' @ 16.68 hrs Surf.Area= 125,827 sf Storage= 378,530 cf Plug-Flow detention time= 257.9 min calculated for 27.397 af (99% of inflow) Center-of-Mass det. time= 242.0 min ( 1,256.4 - 1,014.4 ) Volume Invert Avail.Storage Storage Description #1 886.50' 487,123 cf Custom Stage Data (Prismatic)Listed below Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 886.50 0 0 0 887.00 98,314 24,579 24,579 888.00 106,775 102,545 127,123 889.00 115,466 111,121 238,244 890.00 124,383 119,925 358,168 891.00 133,527 128,955 487,123 Device Routing Invert Outlet Devices #1 Primary 886.50' 24.0" Round Culvert L= 89.0' RCP, groove end projecting, Ke= 0.200 Inlet / Outlet Invert= 886.50' / 886.00' S= 0.0056 '/' Cc= 0.900 n= 0.013, Flow Area= 3.14 sf Primary OutFlow Max=24.37 cfs @ 16.68 hrs HW=890.16' TW=887.69' (Dynamic Tailwater) 1=Culvert (Barrel Controls 24.37 cfs @ 7.76 fps) 08/20/20 Type II 24-hr 100 year Rainfall=6.46"UHS Master Plan On-site 6-11-19 Printed 6/11/2019Prepared by V3 Companies Ltd. Page 47HydroCAD® 10.00-20 s/n 04552 © 2017 HydroCAD Software Solutions LLC Pond North B1: North Basin-#1 Inflow Primary Hydrograph Time (hours) 7270 68 66 64 62 60 58 56 54 52 50 48 46 44 42 40 38 36 34 32 30 28 26 24 22 20 18 16 14 12 10 8 6 Flow (cfs)130 120 110 100 90 80 70 60 50 40 30 20 10 0 Inflow Area=73.620 ac Peak Elev=890.16' Storage=378,530 cf 24.0" Round Culvert n=0.013 L=89.0' S=0.0056 '/' 117.21 cfs 24.37 cfs Pond North B1: North Basin-#1 Surface Storage Stage-Area-Storage Storage (cubic-feet) 450,000400,000 350,000 300,000 250,000 200,000 150,000 100,000 50,000 0 Surface/Horizontal/Wetted Area (sq-ft) 130,000 120,000 110,000 100,000 90,000 80,000 70,000 60,000 50,000 40,000 30,00020,000 10,000 0 Elevation (feet) 891 890 889 888 887 Custom Stage Data 08/20/20 Type II 24-hr 100 year Rainfall=6.46"UHS Master Plan On-site 6-11-19 Printed 6/11/2019Prepared by V3 Companies Ltd. Page 48HydroCAD® 10.00-20 s/n 04552 © 2017 HydroCAD Software Solutions LLC Summary for Pond OFF FW: OFF Future Wetlands Inflow Area = 47.200 ac, 0.00% Impervious, Inflow Depth = 4.63" for 100 year event Inflow = 180.25 cfs @ 12.26 hrs, Volume= 18.206 af Outflow = 25.59 cfs @ 13.20 hrs, Volume= 17.897 af, Atten= 86%, Lag= 56.1 min Primary = 25.59 cfs @ 13.20 hrs, Volume= 17.897 af Routing by Dyn-Stor-Ind method, Time Span= 5.00-72.00 hrs, dt= 0.01 hrs Peak Elev= 893.96' @ 13.20 hrs Surf.Area= 2.500 ac Storage= 9.896 af Plug-Flow detention time= 306.1 min calculated for 17.894 af (98% of inflow) Center-of-Mass det. time= 295.9 min ( 1,117.6 - 821.7 ) Volume Invert Avail.Storage Storage Description #1 890.00' 12.500 af Custom Stage Data (Prismatic)Listed below Elevation Surf.Area Inc.Store Cum.Store (feet) (acres) (acre-feet) (acre-feet) 890.00 2.500 0.000 0.000 895.00 2.500 12.500 12.500 Device Routing Invert Outlet Devices #1 Primary 890.00' 27.0" Round Culvert L= 357.0' RCP, groove end projecting, Ke= 0.200 Inlet / Outlet Invert= 890.00' / 888.49' S= 0.0042 '/' Cc= 0.900 n= 0.013, Flow Area= 3.98 sf Primary OutFlow Max=25.59 cfs @ 13.20 hrs HW=893.96' TW=889.56' (Dynamic Tailwater) 1=Culvert (Barrel Controls 25.59 cfs @ 6.44 fps) 08/20/20 Type II 24-hr 100 year Rainfall=6.46"UHS Master Plan On-site 6-11-19 Printed 6/11/2019Prepared by V3 Companies Ltd. Page 49HydroCAD® 10.00-20 s/n 04552 © 2017 HydroCAD Software Solutions LLC Pond OFF FW: OFF Future Wetlands Inflow Primary Hydrograph Time (hours) 7270 68 66 64 62 60 58 56 54 52 50 48 46 44 42 40 38 36 34 32 30 28 26 24 22 20 18 16 14 12 10 8 6 Flow (cfs)200 190 180 170 160 150 140 130 120 110 100 90 80 70 60 50 40 30 20 10 0 Inflow Area=47.200 ac Peak Elev=893.96' Storage=9.896 af 27.0" Round Culvert n=0.013 L=357.0' S=0.0042 '/' 180.25 cfs 25.59 cfs Pond OFF FW: OFF Future Wetlands Surface Storage Stage-Area-Storage Storage (acre-feet) 1211 10 9 8 7 6 5 4 3 2 1 0 Surface/Horizontal/Wetted Area (acres) 2 1 0 Elevation (feet) 895 894 893 892 891 890 Custom Stage Data 08/20/20 Type II 24-hr 100 year Rainfall=6.46"UHS Master Plan On-site 6-11-19 Printed 6/11/2019Prepared by V3 Companies Ltd. Page 50HydroCAD® 10.00-20 s/n 04552 © 2017 HydroCAD Software Solutions LLC Summary for Pond SE B3: Southeast Basin-#3 Inflow Area = 106.120 ac, 0.00% Impervious, Inflow Depth = 2.55" for 100 year event Inflow = 99.92 cfs @ 12.09 hrs, Volume= 22.580 af Outflow = 13.15 cfs @ 14.96 hrs, Volume= 22.580 af, Atten= 87%, Lag= 172.1 min Primary = 13.15 cfs @ 14.96 hrs, Volume= 22.580 af Routing by Dyn-Stor-Ind method, Time Span= 5.00-72.00 hrs, dt= 0.01 hrs Peak Elev= 886.45' @ 14.96 hrs Surf.Area= 70,213 sf Storage= 178,524 cf Plug-Flow detention time= 228.1 min calculated for 22.577 af (100% of inflow) Center-of-Mass det. time= 228.0 min ( 1,410.2 - 1,182.2 ) Volume Invert Avail.Storage Storage Description #1 882.50' 295,964 cf Custom Stage Data (Prismatic)Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 882.50 0 0 0 883.00 1,742 436 436 884.00 52,891 27,317 27,752 885.00 59,774 56,333 84,085 886.00 66,883 63,329 147,413 887.00 74,219 70,551 217,964 888.00 81,780 78,000 295,964 Device Routing Invert Outlet Devices #1 Primary 882.50' 30.0" Round Culvert L= 160.0' RCP, groove end projecting, Ke= 0.200 Inlet / Outlet Invert= 882.50' / 882.00' S= 0.0031 '/' Cc= 0.900 n= 0.013, Flow Area= 4.91 sf #2 Device 1 882.50' 14.0" Vert. Orifice/Grate C= 0.600 #3 Device 1 886.40' 36.0" x 36.0" Horiz. Orifice/Grate C= 0.600 Limited to weir flow at low heads #4 Device 1 885.90' 30.0" W x 6.0" H Vert. Orifice/Grate C= 0.600 Primary OutFlow Max=13.15 cfs @ 14.96 hrs HW=886.45' TW=4.91' (Dynamic Tailwater) 1=Culvert (Passes 13.15 cfs of 33.63 cfs potential flow) 2=Orifice/Grate (Orifice Controls 9.45 cfs @ 8.84 fps) 3=Orifice/Grate (Weir Controls 0.49 cfs @ 0.76 fps) 4=Orifice/Grate (Orifice Controls 3.21 cfs @ 2.57 fps) 08/20/20 Type II 24-hr 100 year Rainfall=6.46"UHS Master Plan On-site 6-11-19 Printed 6/11/2019Prepared by V3 Companies Ltd. Page 51HydroCAD® 10.00-20 s/n 04552 © 2017 HydroCAD Software Solutions LLC Pond SE B3: Southeast Basin-#3 Inflow Primary Hydrograph Time (hours) 7270 68 66 64 62 60 58 56 54 52 50 48 46 44 42 40 38 36 34 32 30 28 26 24 22 20 18 16 14 12 10 8 6 Flow (cfs)110 105 100 95 90 85 80 75 70 65 60 55 50 45 40 35 30 25 20 15 10 5 0 Inflow Area=106.120 ac Peak Elev=886.45' Storage=178,524 cf 99.92 cfs 13.15 cfs Pond SE B3: Southeast Basin-#3 Surface Storage Stage-Area-Storage Storage (cubic-feet) 250,000200,000 150,000 100,000 50,000 0 Surface/Horizontal/Wetted Area (sq-ft) 80,000 75,000 70,00065,000 60,000 55,00050,000 45,000 40,00035,000 30,000 25,000 20,00015,000 10,000 5,000 0 Elevation (feet) 888 887 886 885 884 883 Custom Stage Data 08/20/20 Type II 24-hr 100 year Rainfall=6.46"UHS Master Plan On-site 6-11-19 Printed 6/11/2019Prepared by V3 Companies Ltd. Page 52HydroCAD® 10.00-20 s/n 04552 © 2017 HydroCAD Software Solutions LLC Summary for Pond SW B2: Southwest Basin-#2 Inflow Area = 87.940 ac, 0.00% Impervious, Inflow Depth > 4.53" for 100 year event Inflow = 75.46 cfs @ 12.19 hrs, Volume= 33.181 af Outflow = 26.09 cfs @ 17.38 hrs, Volume= 33.116 af, Atten= 65%, Lag= 311.3 min Primary = 11.22 cfs @ 12.05 hrs, Volume= 16.077 af Secondary = 15.94 cfs @ 17.29 hrs, Volume= 17.039 af Routing by Dyn-Stor-Ind method, Time Span= 5.00-72.00 hrs, dt= 0.01 hrs Peak Elev= 887.69' @ 17.29 hrs Surf.Area= 119,608 sf Storage= 221,004 cf Plug-Flow detention time= 162.6 min calculated for 33.111 af (100% of inflow) Center-of-Mass det. time= 156.8 min ( 1,335.3 - 1,178.5 ) Volume Invert Avail.Storage Storage Description #1 883.92' 522,570 cf Custom Stage Data (Prismatic)Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 883.92 0 0 0 885.00 16,667 9,000 9,000 886.00 66,391 41,529 50,529 887.00 112,992 89,692 140,221 888.00 122,517 117,755 257,975 889.00 132,240 127,379 385,354 890.00 142,192 137,216 522,570 Device Routing Invert Outlet Devices #1 Primary 882.84' 15.0" Round Culvert X 2.00 L= 154.0' RCP, groove end projecting, Ke= 0.200 Inlet / Outlet Invert= 882.84' / 882.50' S= 0.0022 '/' Cc= 0.900 n= 0.013 Concrete pipe, bends & connections, Flow Area= 1.23 sf #2 Device 1 885.50' 24.0" x 24.0" Horiz. Orifice/Grate C= 0.600 Limited to weir flow at low heads #3 Secondary 884.56' 24.0" Round Culvert 656 L= 107.0' Ke= 0.200 Inlet / Outlet Invert= 884.56' / 883.25' S= 0.0122 '/' Cc= 0.900 n= 0.013, Flow Area= 3.14 sf #4 Device 3 887.70' 36.0" x 36.0" Horiz. Orifice/Grate 656 C= 0.600 Limited to weir flow at low heads #5 Device 3 884.56' 6.0" Vert. Orifice/Grate 656 C= 0.600 #6 Device 3 886.80' 30.0" W x 10.8" H Vert. Orifice/Grate 656 C= 0.600 #7 Secondary 884.28' 24.0" Round Culvert 656A L= 107.0' RCP, groove end projecting, Ke= 0.200 Inlet / Outlet Invert= 884.28' / 883.32' S= 0.0090 '/' Cc= 0.900 n= 0.013, Flow Area= 3.14 sf #8 Device 7 887.70' 36.0" x 36.0" Horiz. Orifice/Grate 656A C= 0.600 Limited to weir flow at low heads #9 Device 7 884.28' 4.0" Vert. Orifice/Grate 656A C= 0.600 #10 Device 7 886.80' 30.0" W x 10.8" H Vert. Orifice/Grate 656A C= 0.600 08/20/20 Type II 24-hr 100 year Rainfall=6.46"UHS Master Plan On-site 6-11-19 Printed 6/11/2019Prepared by V3 Companies Ltd. Page 53HydroCAD® 10.00-20 s/n 04552 © 2017 HydroCAD Software Solutions LLC Primary OutFlow Max=10.96 cfs @ 12.05 hrs HW=886.08' TW=884.59' (Dynamic Tailwater) 1=Culvert (Outlet Controls 10.96 cfs @ 4.47 fps) 2=Orifice/Grate (Passes 10.96 cfs of 11.43 cfs potential flow) Secondary OutFlow Max=15.94 cfs @ 17.29 hrs HW=887.69' TW=5.13' (Dynamic Tailwater) 3=Culvert 656 (Passes 8.40 cfs of 24.76 cfs potential flow) 4=Orifice/Grate 656 ( Controls 0.00 cfs) 5=Orifice/Grate 656 (Orifice Controls 1.61 cfs @ 8.18 fps) 6=Orifice/Grate 656 (Orifice Controls 6.79 cfs @ 3.04 fps) 7=Culvert 656A (Passes 7.55 cfs of 24.41 cfs potential flow) 8=Orifice/Grate 656A ( Controls 0.00 cfs) 9=Orifice/Grate 656A (Orifice Controls 0.76 cfs @ 8.68 fps) 10=Orifice/Grate 656A (Orifice Controls 6.79 cfs @ 3.04 fps) Pond SW B2: Southwest Basin-#2 Inflow Outflow Primary Secondary Hydrograph Time (hours) 7270 68 66 64 62 60 58 56 54 52 50 48 46 44 42 40 38 36 34 32 30 28 26 24 22 20 18 16 14 12 10 8 6 Flow (cfs)80 75 70 65 60 55 50 45 40 35 30 25 20 15 10 5 0 Inflow Area=87.940 ac Peak Elev=887.69' Storage=221,004 cf 75.46 cfs 26.09 cfs 11.22 cfs15.94 cfs 08/20/20 Type II 24-hr 100 year Rainfall=6.46"UHS Master Plan On-site 6-11-19 Printed 6/11/2019Prepared by V3 Companies Ltd. Page 54HydroCAD® 10.00-20 s/n 04552 © 2017 HydroCAD Software Solutions LLC Pond SW B2: Southwest Basin-#2 Surface Storage Stage-Area-Storage Storage (cubic-feet) 500,000400,000 300,000200,000 100,000 0 Surface/Horizontal/Wetted Area (sq-ft) 140,000 120,000 100,000 80,000 60,000 40,000 20,0000 Elevation (feet)890 889 888 887 886 885 884 Custom Stage Data 08/20/20 North B1 North Basin-#1 SE B3 Southeast Basin-#3 SW B2 Southwest Basin-#2 Routing Diagram for UHS Master Plan On-site 6-11-19 Prepared by V3 Companies Ltd., Printed 6/11/2019 HydroCAD® 10.00-20 s/n 04552 © 2017 HydroCAD Software Solutions LLC Subcat Reach Pond Link 08/20/20 UHS Master Plan On-site 6-11-19 Printed 6/11/2019Prepared by V3 Companies Ltd. Page 2HydroCAD® 10.00-20 s/n 04552 © 2017 HydroCAD Software Solutions LLC Area Listing (selected nodes) Area (acres) CN Description (subcatchment-numbers) 0.000 0 TOTAL AREA 08/20/20 UHS Master Plan On-site 6-11-19 Printed 6/11/2019Prepared by V3 Companies Ltd. Page 3HydroCAD® 10.00-20 s/n 04552 © 2017 HydroCAD Software Solutions LLC Soil Listing (selected nodes) Area (acres) Soil Group Subcatchment Numbers 0.000 HSG A 0.000 HSG B 0.000 HSG C 0.000 HSG D 0.000 Other 0.000 TOTAL AREA 08/20/20 Type II 24-hr 2 year Rainfall=2.66"UHS Master Plan On-site 6-11-19 Printed 6/11/2019Prepared by V3 Companies Ltd. Page 4HydroCAD® 10.00-20 s/n 04552 © 2017 HydroCAD Software Solutions LLC Summary for Pond North B1: North Basin-#1 Inflow Area = 73.620 ac, 0.00% Impervious, Inflow Depth > 1.15" for 2 year event Inflow = 26.16 cfs @ 12.23 hrs, Volume= 7.058 af Outflow = 5.42 cfs @ 16.22 hrs, Volume= 6.903 af, Atten= 79%, Lag= 239.0 min Primary = 5.42 cfs @ 16.22 hrs, Volume= 6.903 af Routing by Dyn-Stor-Ind method, Time Span= 5.00-72.00 hrs, dt= 0.01 hrs Peak Elev= 887.60' @ 16.22 hrs Surf.Area= 103,371 sf Storage= 85,867 cf Plug-Flow detention time= 319.9 min calculated for 6.903 af (98% of inflow) Center-of-Mass det. time= 266.0 min ( 1,434.0 - 1,168.0 ) Volume Invert Avail.Storage Storage Description #1 886.50' 487,123 cf Custom Stage Data (Prismatic)Listed below Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 886.50 0 0 0 887.00 98,314 24,579 24,579 888.00 106,775 102,545 127,123 889.00 115,466 111,121 238,244 890.00 124,383 119,925 358,168 891.00 133,527 128,955 487,123 Device Routing Invert Outlet Devices #1 Primary 886.50' 24.0" Round Culvert L= 89.0' RCP, groove end projecting, Ke= 0.200 Inlet / Outlet Invert= 886.50' / 886.00' S= 0.0056 '/' Cc= 0.900 n= 0.013, Flow Area= 3.14 sf Primary OutFlow Max=5.42 cfs @ 16.22 hrs HW=887.60' TW=885.82' (Dynamic Tailwater) 1=Culvert (Barrel Controls 5.42 cfs @ 4.44 fps) 08/20/20 Type II 24-hr 2 year Rainfall=2.66"UHS Master Plan On-site 6-11-19 Printed 6/11/2019Prepared by V3 Companies Ltd. Page 5HydroCAD® 10.00-20 s/n 04552 © 2017 HydroCAD Software Solutions LLC Pond North B1: North Basin-#1 Surface Storage Stage-Area-Storage Storage (cubic-feet) 450,000400,000 350,000 300,000 250,000 200,000 150,000 100,000 50,000 0 Surface/Horizontal/Wetted Area (sq-ft) 130,000 120,000 110,000 100,000 90,000 80,000 70,000 60,000 50,000 40,000 30,00020,000 10,000 0 Elevation (feet)891 890 889 888 887 Custom Stage Data 08/20/20 Type II 24-hr 2 year Rainfall=2.66"UHS Master Plan On-site 6-11-19 Printed 6/11/2019Prepared by V3 Companies Ltd. Page 6HydroCAD® 10.00-20 s/n 04552 © 2017 HydroCAD Software Solutions LLC Stage-Area-Storage for Pond North B1: North Basin-#1 Elevation (feet) Surface (sq-ft) Storage (cubic-feet) 886.50 0 0 886.55 9,831 2,458 886.60 19,663 4,916 886.65 29,494 7,374 886.70 39,326 9,831 886.75 49,157 12,289 886.80 58,988 14,747 886.85 68,820 17,205 886.90 78,651 19,663 886.95 88,483 22,121 887.00 98,314 24,579 887.05 98,737 29,706 887.10 99,160 34,833 887.15 99,583 39,960 887.20 100,006 45,087 887.25 100,429 50,215 887.30 100,852 55,342 887.35 101,275 60,469 887.40 101,698 65,596 887.45 102,121 70,724 887.50 102,545 75,851 887.55 102,968 80,978 887.60 103,391 86,105 887.65 103,814 91,232 887.70 104,237 96,360 887.75 104,660 101,487 887.80 105,083 106,614 887.85 105,506 111,741 887.90 105,929 116,869 887.95 106,352 121,996 888.00 106,775 127,123 888.05 107,210 132,679 888.10 107,644 138,235 888.15 108,079 143,791 888.20 108,513 149,347 888.25 108,948 154,903 888.30 109,382 160,459 888.35 109,817 166,015 888.40 110,251 171,571 888.45 110,686 177,127 888.50 111,121 182,683 888.55 111,555 188,239 888.60 111,990 193,795 888.65 112,424 199,351 888.70 112,859 204,907 888.75 113,293 210,463 888.80 113,728 216,019 888.85 114,162 221,575 888.90 114,597 227,131 888.95 115,031 232,687 889.00 115,466 238,244 889.05 115,912 244,240 889.10 116,358 250,236 Elevation (feet) Surface (sq-ft) Storage (cubic-feet) 889.15 116,804 256,232 889.20 117,249 262,228 889.25 117,695 268,225 889.30 118,141 274,221 889.35 118,587 280,217 889.40 119,033 286,213 889.45 119,479 292,210 889.50 119,925 298,206 889.55 120,370 304,202 889.60 120,816 310,198 889.65 121,262 316,194 889.70 121,708 322,191 889.75 122,154 328,187 889.80 122,600 334,183 889.85 123,045 340,179 889.90 123,491 346,176 889.95 123,937 352,172 890.00 124,383 358,168 890.05 124,840 364,616 890.10 125,297 371,064 890.15 125,755 377,511 890.20 126,212 383,959 890.25 126,669 390,407 890.30 127,126 396,854 890.35 127,583 403,302 890.40 128,041 409,750 890.45 128,498 416,198 890.50 128,955 422,646 890.55 129,412 429,093 890.60 129,869 435,541 890.65 130,327 441,989 890.70 130,784 448,437 890.75 131,241 454,884 890.80 131,698 461,332 890.85 132,155 467,780 890.90 132,613 474,227 890.95 133,070 480,675 891.00 133,527 487,123 08/20/20 Type II 24-hr 2 year Rainfall=2.66"UHS Master Plan On-site 6-11-19 Printed 6/11/2019Prepared by V3 Companies Ltd. Page 7HydroCAD® 10.00-20 s/n 04552 © 2017 HydroCAD Software Solutions LLC Summary for Pond SE B3: Southeast Basin-#3 Inflow Area = 106.120 ac, 0.00% Impervious, Inflow Depth = 0.71" for 2 year event Inflow = 21.96 cfs @ 12.10 hrs, Volume= 6.253 af Outflow = 5.31 cfs @ 17.33 hrs, Volume= 6.253 af, Atten= 76%, Lag= 313.8 min Primary = 5.31 cfs @ 17.33 hrs, Volume= 6.253 af Routing by Dyn-Stor-Ind method, Time Span= 5.00-72.00 hrs, dt= 0.01 hrs Peak Elev= 884.15' @ 17.33 hrs Surf.Area= 53,919 sf Storage= 35,727 cf Plug-Flow detention time= 84.7 min calculated for 6.252 af (100% of inflow) Center-of-Mass det. time= 84.6 min ( 1,170.4 - 1,085.7 ) Volume Invert Avail.Storage Storage Description #1 882.50' 295,964 cf Custom Stage Data (Prismatic)Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 882.50 0 0 0 883.00 1,742 436 436 884.00 52,891 27,317 27,752 885.00 59,774 56,333 84,085 886.00 66,883 63,329 147,413 887.00 74,219 70,551 217,964 888.00 81,780 78,000 295,964 Device Routing Invert Outlet Devices #1 Primary 882.50' 30.0" Round Culvert L= 160.0' RCP, groove end projecting, Ke= 0.200 Inlet / Outlet Invert= 882.50' / 882.00' S= 0.0031 '/' Cc= 0.900 n= 0.013, Flow Area= 4.91 sf #2 Device 1 882.50' 14.0" Vert. Orifice/Grate C= 0.600 #3 Device 1 886.40' 36.0" x 36.0" Horiz. Orifice/Grate C= 0.600 Limited to weir flow at low heads #4 Device 1 885.90' 30.0" W x 6.0" H Vert. Orifice/Grate C= 0.600 Primary OutFlow Max=5.31 cfs @ 17.33 hrs HW=884.15' TW=1.62' (Dynamic Tailwater) 1=Culvert (Passes 5.31 cfs of 11.31 cfs potential flow) 2=Orifice/Grate (Orifice Controls 5.31 cfs @ 4.97 fps) 3=Orifice/Grate ( Controls 0.00 cfs) 4=Orifice/Grate ( Controls 0.00 cfs) 08/20/20 Type II 24-hr 2 year Rainfall=2.66"UHS Master Plan On-site 6-11-19 Printed 6/11/2019Prepared by V3 Companies Ltd. Page 8HydroCAD® 10.00-20 s/n 04552 © 2017 HydroCAD Software Solutions LLC Pond SE B3: Southeast Basin-#3 Surface Storage Stage-Area-Storage Storage (cubic-feet) 250,000200,000 150,000 100,000 50,000 0 Surface/Horizontal/Wetted Area (sq-ft) 80,000 75,000 70,00065,000 60,000 55,00050,000 45,000 40,00035,000 30,000 25,000 20,00015,000 10,000 5,000 0 Elevation (feet)888 887 886 885 884 883 Custom Stage Data 08/20/20 Type II 24-hr 2 year Rainfall=2.66"UHS Master Plan On-site 6-11-19 Printed 6/11/2019Prepared by V3 Companies Ltd. Page 9HydroCAD® 10.00-20 s/n 04552 © 2017 HydroCAD Software Solutions LLC Stage-Area-Storage for Pond SE B3: Southeast Basin-#3 Elevation (feet) Surface (sq-ft) Storage (cubic-feet) 882.50 0 0 882.60 348 17 882.70 697 70 882.80 1,045 157 882.90 1,394 279 883.00 1,742 436 883.10 6,857 865 883.20 11,972 1,807 883.30 17,087 3,260 883.40 22,202 5,224 883.50 27,317 7,700 883.60 32,431 10,688 883.70 37,546 14,186 883.80 42,661 18,197 883.90 47,776 22,719 884.00 52,891 27,752 884.10 53,579 33,076 884.20 54,268 38,468 884.30 54,956 43,929 884.40 55,644 49,459 884.50 56,333 55,058 884.60 57,021 60,726 884.70 57,709 66,462 884.80 58,397 72,267 884.90 59,086 78,142 885.00 59,774 84,085 885.10 60,485 90,097 885.20 61,196 96,181 885.30 61,907 102,337 885.40 62,618 108,563 885.50 63,329 114,860 885.60 64,039 121,229 885.70 64,750 127,668 885.80 65,461 134,179 885.90 66,172 140,760 886.00 66,883 147,413 886.10 67,617 154,138 886.20 68,350 160,936 886.30 69,084 167,808 886.40 69,817 174,753 886.50 70,551 181,772 886.60 71,285 188,863 886.70 72,018 196,028 886.80 72,752 203,267 886.90 73,485 210,579 887.00 74,219 217,964 887.10 74,975 225,424 887.20 75,731 232,959 887.30 76,487 240,570 887.40 77,243 248,256 887.50 78,000 256,019 887.60 78,756 263,856 887.70 79,512 271,770 Elevation (feet) Surface (sq-ft) Storage (cubic-feet) 887.80 80,268 279,759 887.90 81,024 287,823 888.00 81,780 295,964 08/20/20 Type II 24-hr 2 year Rainfall=2.66"UHS Master Plan On-site 6-11-19 Printed 6/11/2019Prepared by V3 Companies Ltd. Page 10HydroCAD® 10.00-20 s/n 04552 © 2017 HydroCAD Software Solutions LLC Summary for Pond SW B2: Southwest Basin-#2 Inflow Area = 87.940 ac, 0.00% Impervious, Inflow Depth > 1.17" for 2 year event Inflow = 20.15 cfs @ 12.20 hrs, Volume= 8.545 af Outflow = 6.19 cfs @ 16.09 hrs, Volume= 8.485 af, Atten= 69%, Lag= 233.6 min Primary = 4.74 cfs @ 16.09 hrs, Volume= 4.645 af Secondary = 1.44 cfs @ 16.09 hrs, Volume= 3.840 af Routing by Dyn-Stor-Ind method, Time Span= 5.00-72.00 hrs, dt= 0.01 hrs Peak Elev= 885.82' @ 16.09 hrs Surf.Area= 57,457 sf Storage= 39,403 cf Plug-Flow detention time= 161.8 min calculated for 8.483 af (99% of inflow) Center-of-Mass det. time= 142.3 min ( 1,463.2 - 1,320.9 ) Volume Invert Avail.Storage Storage Description #1 883.92' 522,570 cf Custom Stage Data (Prismatic)Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 883.92 0 0 0 885.00 16,667 9,000 9,000 886.00 66,391 41,529 50,529 887.00 112,992 89,692 140,221 888.00 122,517 117,755 257,975 889.00 132,240 127,379 385,354 890.00 142,192 137,216 522,570 Device Routing Invert Outlet Devices #1 Primary 882.84' 15.0" Round Culvert X 2.00 L= 154.0' RCP, groove end projecting, Ke= 0.200 Inlet / Outlet Invert= 882.84' / 882.50' S= 0.0022 '/' Cc= 0.900 n= 0.013 Concrete pipe, bends & connections, Flow Area= 1.23 sf #2 Device 1 885.50' 24.0" x 24.0" Horiz. Orifice/Grate C= 0.600 Limited to weir flow at low heads #3 Secondary 884.56' 24.0" Round Culvert 656 L= 107.0' Ke= 0.200 Inlet / Outlet Invert= 884.56' / 883.25' S= 0.0122 '/' Cc= 0.900 n= 0.013, Flow Area= 3.14 sf #4 Device 3 887.70' 36.0" x 36.0" Horiz. Orifice/Grate 656 C= 0.600 Limited to weir flow at low heads #5 Device 3 884.56' 6.0" Vert. Orifice/Grate 656 C= 0.600 #6 Device 3 886.80' 30.0" W x 10.8" H Vert. Orifice/Grate 656 C= 0.600 #7 Secondary 884.28' 24.0" Round Culvert 656A L= 107.0' RCP, groove end projecting, Ke= 0.200 Inlet / Outlet Invert= 884.28' / 883.32' S= 0.0090 '/' Cc= 0.900 n= 0.013, Flow Area= 3.14 sf #8 Device 7 887.70' 36.0" x 36.0" Horiz. Orifice/Grate 656A C= 0.600 Limited to weir flow at low heads #9 Device 7 884.28' 4.0" Vert. Orifice/Grate 656A C= 0.600 #10 Device 7 886.80' 30.0" W x 10.8" H Vert. Orifice/Grate 656A C= 0.600 08/20/20 Type II 24-hr 2 year Rainfall=2.66"UHS Master Plan On-site 6-11-19 Printed 6/11/2019Prepared by V3 Companies Ltd. Page 11HydroCAD® 10.00-20 s/n 04552 © 2017 HydroCAD Software Solutions LLC Primary OutFlow Max=4.74 cfs @ 16.09 hrs HW=885.82' TW=884.14' (Dynamic Tailwater) 1=Culvert (Passes 4.74 cfs of 11.67 cfs potential flow) 2=Orifice/Grate (Weir Controls 4.74 cfs @ 1.85 fps) Secondary OutFlow Max=1.44 cfs @ 16.09 hrs HW=885.82' TW=1.62' (Dynamic Tailwater) 3=Culvert 656 (Passes 0.95 cfs of 9.27 cfs potential flow) 4=Orifice/Grate 656 ( Controls 0.00 cfs) 5=Orifice/Grate 656 (Orifice Controls 0.95 cfs @ 4.84 fps) 6=Orifice/Grate 656 ( Controls 0.00 cfs) 7=Culvert 656A (Passes 0.49 cfs of 11.32 cfs potential flow) 8=Orifice/Grate 656A ( Controls 0.00 cfs) 9=Orifice/Grate 656A (Orifice Controls 0.49 cfs @ 5.64 fps) 10=Orifice/Grate 656A ( Controls 0.00 cfs) Pond SW B2: Southwest Basin-#2 Surface Storage Stage-Area-Storage Storage (cubic-feet) 500,000400,000 300,000200,000 100,000 0 Surface/Horizontal/Wetted Area (sq-ft) 140,000 120,000 100,000 80,000 60,000 40,000 20,0000 Elevation (feet)890 889 888 887 886 885 884 Custom Stage Data 08/20/20 Type II 24-hr 2 year Rainfall=2.66"UHS Master Plan On-site 6-11-19 Printed 6/11/2019Prepared by V3 Companies Ltd. Page 12HydroCAD® 10.00-20 s/n 04552 © 2017 HydroCAD Software Solutions LLC Stage-Area-Storage for Pond SW B2: Southwest Basin-#2 Elevation (feet) Surface (sq-ft) Storage (cubic-feet) 883.92 0 0 884.02 1,543 77 884.12 3,086 309 884.22 4,630 694 884.32 6,173 1,235 884.42 7,716 1,929 884.52 9,259 2,778 884.62 10,803 3,781 884.72 12,346 4,938 884.82 13,889 6,250 884.92 15,432 7,716 885.02 17,661 9,343 885.12 22,634 11,358 885.22 27,606 13,870 885.32 32,579 16,879 885.42 37,551 20,386 885.52 42,523 24,390 885.62 47,496 28,891 885.72 52,468 33,889 885.82 57,441 39,384 885.92 62,413 45,377 886.02 67,323 51,866 886.12 71,983 58,832 886.22 76,643 66,263 886.32 81,303 74,160 886.42 85,963 82,524 886.52 90,624 91,353 886.62 95,284 100,648 886.72 99,944 110,410 886.82 104,604 120,637 886.92 109,264 131,330 887.02 113,182 142,482 887.12 114,135 153,848 887.22 115,087 165,309 887.32 116,040 176,866 887.42 116,992 188,517 887.52 117,945 200,264 887.62 118,898 212,106 887.72 119,850 224,044 887.82 120,802 236,076 887.92 121,755 248,204 888.02 122,711 260,427 888.12 123,684 272,747 888.22 124,656 285,164 888.32 125,628 297,678 888.42 126,601 310,290 888.52 127,573 322,999 888.62 128,545 335,804 888.72 129,518 348,708 888.82 130,490 361,708 888.92 131,462 374,806 889.02 132,439 388,000 889.12 133,434 401,294 Elevation (feet) Surface (sq-ft) Storage (cubic-feet) 889.22 134,429 414,687 889.32 135,425 428,180 889.42 136,420 441,772 889.52 137,415 455,464 889.62 138,410 469,255 889.72 139,405 483,146 889.82 140,401 497,136 889.92 141,396 511,226 08/20/20 Type II 24-hr 10 year Rainfall=3.83"UHS Master Plan On-site 6-11-19 Printed 6/11/2019Prepared by V3 Companies Ltd. Page 13HydroCAD® 10.00-20 s/n 04552 © 2017 HydroCAD Software Solutions LLC Summary for Pond North B1: North Basin-#1 Inflow Area = 73.620 ac, 0.00% Impervious, Inflow Depth > 2.11" for 10 year event Inflow = 51.08 cfs @ 12.23 hrs, Volume= 12.960 af Outflow = 12.54 cfs @ 15.24 hrs, Volume= 12.801 af, Atten= 75%, Lag= 180.4 min Primary = 12.54 cfs @ 15.24 hrs, Volume= 12.801 af Routing by Dyn-Stor-Ind method, Time Span= 5.00-72.00 hrs, dt= 0.01 hrs Peak Elev= 888.34' @ 15.24 hrs Surf.Area= 109,700 sf Storage= 164,518 cf Plug-Flow detention time= 265.6 min calculated for 12.799 af (99% of inflow) Center-of-Mass det. time= 234.2 min ( 1,310.4 - 1,076.1 ) Volume Invert Avail.Storage Storage Description #1 886.50' 487,123 cf Custom Stage Data (Prismatic)Listed below Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 886.50 0 0 0 887.00 98,314 24,579 24,579 888.00 106,775 102,545 127,123 889.00 115,466 111,121 238,244 890.00 124,383 119,925 358,168 891.00 133,527 128,955 487,123 Device Routing Invert Outlet Devices #1 Primary 886.50' 24.0" Round Culvert L= 89.0' RCP, groove end projecting, Ke= 0.200 Inlet / Outlet Invert= 886.50' / 886.00' S= 0.0056 '/' Cc= 0.900 n= 0.013, Flow Area= 3.14 sf Primary OutFlow Max=12.54 cfs @ 15.24 hrs HW=888.34' TW=886.46' (Dynamic Tailwater) 1=Culvert (Barrel Controls 12.54 cfs @ 5.43 fps) 08/20/20 Type II 24-hr 10 year Rainfall=3.83"UHS Master Plan On-site 6-11-19 Printed 6/11/2019Prepared by V3 Companies Ltd. Page 14HydroCAD® 10.00-20 s/n 04552 © 2017 HydroCAD Software Solutions LLC Pond North B1: North Basin-#1 Surface Storage Stage-Area-Storage Storage (cubic-feet) 450,000400,000 350,000 300,000 250,000 200,000 150,000 100,000 50,000 0 Surface/Horizontal/Wetted Area (sq-ft) 130,000 120,000 110,000 100,000 90,000 80,000 70,000 60,000 50,000 40,000 30,00020,000 10,000 0 Elevation (feet)891 890 889 888 887 Custom Stage Data 08/20/20 Type II 24-hr 10 year Rainfall=3.83"UHS Master Plan On-site 6-11-19 Printed 6/11/2019Prepared by V3 Companies Ltd. Page 15HydroCAD® 10.00-20 s/n 04552 © 2017 HydroCAD Software Solutions LLC Stage-Area-Storage for Pond North B1: North Basin-#1 Elevation (feet) Surface (sq-ft) Storage (cubic-feet) 886.50 0 0 886.55 9,831 2,458 886.60 19,663 4,916 886.65 29,494 7,374 886.70 39,326 9,831 886.75 49,157 12,289 886.80 58,988 14,747 886.85 68,820 17,205 886.90 78,651 19,663 886.95 88,483 22,121 887.00 98,314 24,579 887.05 98,737 29,706 887.10 99,160 34,833 887.15 99,583 39,960 887.20 100,006 45,087 887.25 100,429 50,215 887.30 100,852 55,342 887.35 101,275 60,469 887.40 101,698 65,596 887.45 102,121 70,724 887.50 102,545 75,851 887.55 102,968 80,978 887.60 103,391 86,105 887.65 103,814 91,232 887.70 104,237 96,360 887.75 104,660 101,487 887.80 105,083 106,614 887.85 105,506 111,741 887.90 105,929 116,869 887.95 106,352 121,996 888.00 106,775 127,123 888.05 107,210 132,679 888.10 107,644 138,235 888.15 108,079 143,791 888.20 108,513 149,347 888.25 108,948 154,903 888.30 109,382 160,459 888.35 109,817 166,015 888.40 110,251 171,571 888.45 110,686 177,127 888.50 111,121 182,683 888.55 111,555 188,239 888.60 111,990 193,795 888.65 112,424 199,351 888.70 112,859 204,907 888.75 113,293 210,463 888.80 113,728 216,019 888.85 114,162 221,575 888.90 114,597 227,131 888.95 115,031 232,687 889.00 115,466 238,244 889.05 115,912 244,240 889.10 116,358 250,236 Elevation (feet) Surface (sq-ft) Storage (cubic-feet) 889.15 116,804 256,232 889.20 117,249 262,228 889.25 117,695 268,225 889.30 118,141 274,221 889.35 118,587 280,217 889.40 119,033 286,213 889.45 119,479 292,210 889.50 119,925 298,206 889.55 120,370 304,202 889.60 120,816 310,198 889.65 121,262 316,194 889.70 121,708 322,191 889.75 122,154 328,187 889.80 122,600 334,183 889.85 123,045 340,179 889.90 123,491 346,176 889.95 123,937 352,172 890.00 124,383 358,168 890.05 124,840 364,616 890.10 125,297 371,064 890.15 125,755 377,511 890.20 126,212 383,959 890.25 126,669 390,407 890.30 127,126 396,854 890.35 127,583 403,302 890.40 128,041 409,750 890.45 128,498 416,198 890.50 128,955 422,646 890.55 129,412 429,093 890.60 129,869 435,541 890.65 130,327 441,989 890.70 130,784 448,437 890.75 131,241 454,884 890.80 131,698 461,332 890.85 132,155 467,780 890.90 132,613 474,227 890.95 133,070 480,675 891.00 133,527 487,123 08/20/20 Type II 24-hr 10 year Rainfall=3.83"UHS Master Plan On-site 6-11-19 Printed 6/11/2019Prepared by V3 Companies Ltd. Page 16HydroCAD® 10.00-20 s/n 04552 © 2017 HydroCAD Software Solutions LLC Summary for Pond SE B3: Southeast Basin-#3 Inflow Area = 106.120 ac, 0.00% Impervious, Inflow Depth = 1.58" for 10 year event Inflow = 42.25 cfs @ 12.11 hrs, Volume= 13.950 af Outflow = 8.60 cfs @ 21.24 hrs, Volume= 13.950 af, Atten= 80%, Lag= 547.5 min Primary = 8.60 cfs @ 21.24 hrs, Volume= 13.950 af Routing by Dyn-Stor-Ind method, Time Span= 5.00-72.00 hrs, dt= 0.01 hrs Peak Elev= 885.87' @ 21.24 hrs Surf.Area= 65,992 sf Storage= 139,083 cf Plug-Flow detention time= 220.1 min calculated for 13.948 af (100% of inflow) Center-of-Mass det. time= 220.1 min ( 1,341.3 - 1,121.2 ) Volume Invert Avail.Storage Storage Description #1 882.50' 295,964 cf Custom Stage Data (Prismatic)Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 882.50 0 0 0 883.00 1,742 436 436 884.00 52,891 27,317 27,752 885.00 59,774 56,333 84,085 886.00 66,883 63,329 147,413 887.00 74,219 70,551 217,964 888.00 81,780 78,000 295,964 Device Routing Invert Outlet Devices #1 Primary 882.50' 30.0" Round Culvert L= 160.0' RCP, groove end projecting, Ke= 0.200 Inlet / Outlet Invert= 882.50' / 882.00' S= 0.0031 '/' Cc= 0.900 n= 0.013, Flow Area= 4.91 sf #2 Device 1 882.50' 14.0" Vert. Orifice/Grate C= 0.600 #3 Device 1 886.40' 36.0" x 36.0" Horiz. Orifice/Grate C= 0.600 Limited to weir flow at low heads #4 Device 1 885.90' 30.0" W x 6.0" H Vert. Orifice/Grate C= 0.600 Primary OutFlow Max=8.60 cfs @ 21.24 hrs HW=885.87' TW=2.10' (Dynamic Tailwater) 1=Culvert (Passes 8.60 cfs of 28.21 cfs potential flow) 2=Orifice/Grate (Orifice Controls 8.60 cfs @ 8.04 fps) 3=Orifice/Grate ( Controls 0.00 cfs) 4=Orifice/Grate ( Controls 0.00 cfs) 08/20/20 Type II 24-hr 10 year Rainfall=3.83"UHS Master Plan On-site 6-11-19 Printed 6/11/2019Prepared by V3 Companies Ltd. Page 17HydroCAD® 10.00-20 s/n 04552 © 2017 HydroCAD Software Solutions LLC Pond SE B3: Southeast Basin-#3 Surface Storage Stage-Area-Storage Storage (cubic-feet) 250,000200,000 150,000 100,000 50,000 0 Surface/Horizontal/Wetted Area (sq-ft) 80,000 75,000 70,00065,000 60,000 55,00050,000 45,000 40,00035,000 30,000 25,000 20,00015,000 10,000 5,000 0 Elevation (feet)888 887 886 885 884 883 Custom Stage Data 08/20/20 Type II 24-hr 10 year Rainfall=3.83"UHS Master Plan On-site 6-11-19 Printed 6/11/2019Prepared by V3 Companies Ltd. Page 18HydroCAD® 10.00-20 s/n 04552 © 2017 HydroCAD Software Solutions LLC Stage-Area-Storage for Pond SE B3: Southeast Basin-#3 Elevation (feet) Surface (sq-ft) Storage (cubic-feet) 882.50 0 0 882.60 348 17 882.70 697 70 882.80 1,045 157 882.90 1,394 279 883.00 1,742 436 883.10 6,857 865 883.20 11,972 1,807 883.30 17,087 3,260 883.40 22,202 5,224 883.50 27,317 7,700 883.60 32,431 10,688 883.70 37,546 14,186 883.80 42,661 18,197 883.90 47,776 22,719 884.00 52,891 27,752 884.10 53,579 33,076 884.20 54,268 38,468 884.30 54,956 43,929 884.40 55,644 49,459 884.50 56,333 55,058 884.60 57,021 60,726 884.70 57,709 66,462 884.80 58,397 72,267 884.90 59,086 78,142 885.00 59,774 84,085 885.10 60,485 90,097 885.20 61,196 96,181 885.30 61,907 102,337 885.40 62,618 108,563 885.50 63,329 114,860 885.60 64,039 121,229 885.70 64,750 127,668 885.80 65,461 134,179 885.90 66,172 140,760 886.00 66,883 147,413 886.10 67,617 154,138 886.20 68,350 160,936 886.30 69,084 167,808 886.40 69,817 174,753 886.50 70,551 181,772 886.60 71,285 188,863 886.70 72,018 196,028 886.80 72,752 203,267 886.90 73,485 210,579 887.00 74,219 217,964 887.10 74,975 225,424 887.20 75,731 232,959 887.30 76,487 240,570 887.40 77,243 248,256 887.50 78,000 256,019 887.60 78,756 263,856 887.70 79,512 271,770 Elevation (feet) Surface (sq-ft) Storage (cubic-feet) 887.80 80,268 279,759 887.90 81,024 287,823 888.00 81,780 295,964 08/20/20 Type II 24-hr 10 year Rainfall=3.83"UHS Master Plan On-site 6-11-19 Printed 6/11/2019Prepared by V3 Companies Ltd. Page 19HydroCAD® 10.00-20 s/n 04552 © 2017 HydroCAD Software Solutions LLC Summary for Pond SW B2: Southwest Basin-#2 Inflow Area = 87.940 ac, 0.00% Impervious, Inflow Depth > 2.14" for 10 year event Inflow = 35.92 cfs @ 12.19 hrs, Volume= 15.656 af Outflow = 12.75 cfs @ 12.44 hrs, Volume= 15.594 af, Atten= 65%, Lag= 15.1 min Primary = 11.16 cfs @ 12.44 hrs, Volume= 10.954 af Secondary = 1.94 cfs @ 19.08 hrs, Volume= 4.640 af Routing by Dyn-Stor-Ind method, Time Span= 5.00-72.00 hrs, dt= 0.01 hrs Peak Elev= 886.71' @ 19.08 hrs Surf.Area= 99,651 sf Storage= 109,782 cf Plug-Flow detention time= 161.7 min calculated for 15.592 af (100% of inflow) Center-of-Mass det. time= 150.3 min ( 1,372.9 - 1,222.7 ) Volume Invert Avail.Storage Storage Description #1 883.92' 522,570 cf Custom Stage Data (Prismatic)Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 883.92 0 0 0 885.00 16,667 9,000 9,000 886.00 66,391 41,529 50,529 887.00 112,992 89,692 140,221 888.00 122,517 117,755 257,975 889.00 132,240 127,379 385,354 890.00 142,192 137,216 522,570 Device Routing Invert Outlet Devices #1 Primary 882.84' 15.0" Round Culvert X 2.00 L= 154.0' RCP, groove end projecting, Ke= 0.200 Inlet / Outlet Invert= 882.84' / 882.50' S= 0.0022 '/' Cc= 0.900 n= 0.013 Concrete pipe, bends & connections, Flow Area= 1.23 sf #2 Device 1 885.50' 24.0" x 24.0" Horiz. Orifice/Grate C= 0.600 Limited to weir flow at low heads #3 Secondary 884.56' 24.0" Round Culvert 656 L= 107.0' Ke= 0.200 Inlet / Outlet Invert= 884.56' / 883.25' S= 0.0122 '/' Cc= 0.900 n= 0.013, Flow Area= 3.14 sf #4 Device 3 887.70' 36.0" x 36.0" Horiz. Orifice/Grate 656 C= 0.600 Limited to weir flow at low heads #5 Device 3 884.56' 6.0" Vert. Orifice/Grate 656 C= 0.600 #6 Device 3 886.80' 30.0" W x 10.8" H Vert. Orifice/Grate 656 C= 0.600 #7 Secondary 884.28' 24.0" Round Culvert 656A L= 107.0' RCP, groove end projecting, Ke= 0.200 Inlet / Outlet Invert= 884.28' / 883.32' S= 0.0090 '/' Cc= 0.900 n= 0.013, Flow Area= 3.14 sf #8 Device 7 887.70' 36.0" x 36.0" Horiz. Orifice/Grate 656A C= 0.600 Limited to weir flow at low heads #9 Device 7 884.28' 4.0" Vert. Orifice/Grate 656A C= 0.600 #10 Device 7 886.80' 30.0" W x 10.8" H Vert. Orifice/Grate 656A C= 0.600 08/20/20 Type II 24-hr 10 year Rainfall=3.83"UHS Master Plan On-site 6-11-19 Printed 6/11/2019Prepared by V3 Companies Ltd. Page 20HydroCAD® 10.00-20 s/n 04552 © 2017 HydroCAD Software Solutions LLC Primary OutFlow Max=11.10 cfs @ 12.44 hrs HW=886.07' TW=884.55' (Dynamic Tailwater) 1=Culvert (Outlet Controls 11.10 cfs @ 4.52 fps) 2=Orifice/Grate (Passes 11.10 cfs of 11.23 cfs potential flow) Secondary OutFlow Max=1.94 cfs @ 19.08 hrs HW=886.71' TW=2.10' (Dynamic Tailwater) 3=Culvert 656 (Passes 1.30 cfs of 19.88 cfs potential flow) 4=Orifice/Grate 656 ( Controls 0.00 cfs) 5=Orifice/Grate 656 (Orifice Controls 1.30 cfs @ 6.64 fps) 6=Orifice/Grate 656 ( Controls 0.00 cfs) 7=Culvert 656A (Passes 0.63 cfs of 20.08 cfs potential flow) 8=Orifice/Grate 656A ( Controls 0.00 cfs) 9=Orifice/Grate 656A (Orifice Controls 0.63 cfs @ 7.25 fps) 10=Orifice/Grate 656A ( Controls 0.00 cfs) Pond SW B2: Southwest Basin-#2 Surface Storage Stage-Area-Storage Storage (cubic-feet) 500,000400,000 300,000200,000 100,000 0 Surface/Horizontal/Wetted Area (sq-ft) 140,000 120,000 100,000 80,000 60,000 40,000 20,0000 Elevation (feet)890 889 888 887 886 885 884 Custom Stage Data 08/20/20 Type II 24-hr 10 year Rainfall=3.83"UHS Master Plan On-site 6-11-19 Printed 6/11/2019Prepared by V3 Companies Ltd. Page 21HydroCAD® 10.00-20 s/n 04552 © 2017 HydroCAD Software Solutions LLC Stage-Area-Storage for Pond SW B2: Southwest Basin-#2 Elevation (feet) Surface (sq-ft) Storage (cubic-feet) 883.92 0 0 884.02 1,543 77 884.12 3,086 309 884.22 4,630 694 884.32 6,173 1,235 884.42 7,716 1,929 884.52 9,259 2,778 884.62 10,803 3,781 884.72 12,346 4,938 884.82 13,889 6,250 884.92 15,432 7,716 885.02 17,661 9,343 885.12 22,634 11,358 885.22 27,606 13,870 885.32 32,579 16,879 885.42 37,551 20,386 885.52 42,523 24,390 885.62 47,496 28,891 885.72 52,468 33,889 885.82 57,441 39,384 885.92 62,413 45,377 886.02 67,323 51,866 886.12 71,983 58,832 886.22 76,643 66,263 886.32 81,303 74,160 886.42 85,963 82,524 886.52 90,624 91,353 886.62 95,284 100,648 886.72 99,944 110,410 886.82 104,604 120,637 886.92 109,264 131,330 887.02 113,182 142,482 887.12 114,135 153,848 887.22 115,087 165,309 887.32 116,040 176,866 887.42 116,992 188,517 887.52 117,945 200,264 887.62 118,898 212,106 887.72 119,850 224,044 887.82 120,802 236,076 887.92 121,755 248,204 888.02 122,711 260,427 888.12 123,684 272,747 888.22 124,656 285,164 888.32 125,628 297,678 888.42 126,601 310,290 888.52 127,573 322,999 888.62 128,545 335,804 888.72 129,518 348,708 888.82 130,490 361,708 888.92 131,462 374,806 889.02 132,439 388,000 889.12 133,434 401,294 Elevation (feet) Surface (sq-ft) Storage (cubic-feet) 889.22 134,429 414,687 889.32 135,425 428,180 889.42 136,420 441,772 889.52 137,415 455,464 889.62 138,410 469,255 889.72 139,405 483,146 889.82 140,401 497,136 889.92 141,396 511,226 08/20/20 Type II 24-hr 100 year Rainfall=6.46"UHS Master Plan On-site 6-11-19 Printed 6/11/2019Prepared by V3 Companies Ltd. Page 22HydroCAD® 10.00-20 s/n 04552 © 2017 HydroCAD Software Solutions LLC Summary for Pond North B1: North Basin-#1 Inflow Area = 73.620 ac, 0.00% Impervious, Inflow Depth > 4.49" for 100 year event Inflow = 117.21 cfs @ 12.23 hrs, Volume= 27.563 af Outflow = 24.37 cfs @ 16.68 hrs, Volume= 27.398 af, Atten= 79%, Lag= 266.7 min Primary = 24.37 cfs @ 16.68 hrs, Volume= 27.398 af Routing by Dyn-Stor-Ind method, Time Span= 5.00-72.00 hrs, dt= 0.01 hrs Peak Elev= 890.16' @ 16.68 hrs Surf.Area= 125,827 sf Storage= 378,530 cf Plug-Flow detention time= 257.9 min calculated for 27.397 af (99% of inflow) Center-of-Mass det. time= 242.0 min ( 1,256.4 - 1,014.4 ) Volume Invert Avail.Storage Storage Description #1 886.50' 487,123 cf Custom Stage Data (Prismatic)Listed below Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 886.50 0 0 0 887.00 98,314 24,579 24,579 888.00 106,775 102,545 127,123 889.00 115,466 111,121 238,244 890.00 124,383 119,925 358,168 891.00 133,527 128,955 487,123 Device Routing Invert Outlet Devices #1 Primary 886.50' 24.0" Round Culvert L= 89.0' RCP, groove end projecting, Ke= 0.200 Inlet / Outlet Invert= 886.50' / 886.00' S= 0.0056 '/' Cc= 0.900 n= 0.013, Flow Area= 3.14 sf Primary OutFlow Max=24.37 cfs @ 16.68 hrs HW=890.16' TW=887.69' (Dynamic Tailwater) 1=Culvert (Barrel Controls 24.37 cfs @ 7.76 fps) 08/20/20 Type II 24-hr 100 year Rainfall=6.46"UHS Master Plan On-site 6-11-19 Printed 6/11/2019Prepared by V3 Companies Ltd. Page 23HydroCAD® 10.00-20 s/n 04552 © 2017 HydroCAD Software Solutions LLC Pond North B1: North Basin-#1 Surface Storage Stage-Area-Storage Storage (cubic-feet) 450,000400,000 350,000 300,000 250,000 200,000 150,000 100,000 50,000 0 Surface/Horizontal/Wetted Area (sq-ft) 130,000 120,000 110,000 100,000 90,000 80,000 70,000 60,000 50,000 40,000 30,00020,000 10,000 0 Elevation (feet)891 890 889 888 887 Custom Stage Data 08/20/20 Type II 24-hr 100 year Rainfall=6.46"UHS Master Plan On-site 6-11-19 Printed 6/11/2019Prepared by V3 Companies Ltd. Page 24HydroCAD® 10.00-20 s/n 04552 © 2017 HydroCAD Software Solutions LLC Stage-Area-Storage for Pond North B1: North Basin-#1 Elevation (feet) Surface (sq-ft) Storage (cubic-feet) 886.50 0 0 886.55 9,831 2,458 886.60 19,663 4,916 886.65 29,494 7,374 886.70 39,326 9,831 886.75 49,157 12,289 886.80 58,988 14,747 886.85 68,820 17,205 886.90 78,651 19,663 886.95 88,483 22,121 887.00 98,314 24,579 887.05 98,737 29,706 887.10 99,160 34,833 887.15 99,583 39,960 887.20 100,006 45,087 887.25 100,429 50,215 887.30 100,852 55,342 887.35 101,275 60,469 887.40 101,698 65,596 887.45 102,121 70,724 887.50 102,545 75,851 887.55 102,968 80,978 887.60 103,391 86,105 887.65 103,814 91,232 887.70 104,237 96,360 887.75 104,660 101,487 887.80 105,083 106,614 887.85 105,506 111,741 887.90 105,929 116,869 887.95 106,352 121,996 888.00 106,775 127,123 888.05 107,210 132,679 888.10 107,644 138,235 888.15 108,079 143,791 888.20 108,513 149,347 888.25 108,948 154,903 888.30 109,382 160,459 888.35 109,817 166,015 888.40 110,251 171,571 888.45 110,686 177,127 888.50 111,121 182,683 888.55 111,555 188,239 888.60 111,990 193,795 888.65 112,424 199,351 888.70 112,859 204,907 888.75 113,293 210,463 888.80 113,728 216,019 888.85 114,162 221,575 888.90 114,597 227,131 888.95 115,031 232,687 889.00 115,466 238,244 889.05 115,912 244,240 889.10 116,358 250,236 Elevation (feet) Surface (sq-ft) Storage (cubic-feet) 889.15 116,804 256,232 889.20 117,249 262,228 889.25 117,695 268,225 889.30 118,141 274,221 889.35 118,587 280,217 889.40 119,033 286,213 889.45 119,479 292,210 889.50 119,925 298,206 889.55 120,370 304,202 889.60 120,816 310,198 889.65 121,262 316,194 889.70 121,708 322,191 889.75 122,154 328,187 889.80 122,600 334,183 889.85 123,045 340,179 889.90 123,491 346,176 889.95 123,937 352,172 890.00 124,383 358,168 890.05 124,840 364,616 890.10 125,297 371,064 890.15 125,755 377,511 890.20 126,212 383,959 890.25 126,669 390,407 890.30 127,126 396,854 890.35 127,583 403,302 890.40 128,041 409,750 890.45 128,498 416,198 890.50 128,955 422,646 890.55 129,412 429,093 890.60 129,869 435,541 890.65 130,327 441,989 890.70 130,784 448,437 890.75 131,241 454,884 890.80 131,698 461,332 890.85 132,155 467,780 890.90 132,613 474,227 890.95 133,070 480,675 891.00 133,527 487,123 08/20/20 Type II 24-hr 100 year Rainfall=6.46"UHS Master Plan On-site 6-11-19 Printed 6/11/2019Prepared by V3 Companies Ltd. Page 25HydroCAD® 10.00-20 s/n 04552 © 2017 HydroCAD Software Solutions LLC Summary for Pond SE B3: Southeast Basin-#3 Inflow Area = 106.120 ac, 0.00% Impervious, Inflow Depth = 2.55" for 100 year event Inflow = 99.92 cfs @ 12.09 hrs, Volume= 22.580 af Outflow = 13.15 cfs @ 14.96 hrs, Volume= 22.580 af, Atten= 87%, Lag= 172.1 min Primary = 13.15 cfs @ 14.96 hrs, Volume= 22.580 af Routing by Dyn-Stor-Ind method, Time Span= 5.00-72.00 hrs, dt= 0.01 hrs Peak Elev= 886.45' @ 14.96 hrs Surf.Area= 70,213 sf Storage= 178,524 cf Plug-Flow detention time= 228.1 min calculated for 22.577 af (100% of inflow) Center-of-Mass det. time= 228.0 min ( 1,410.2 - 1,182.2 ) Volume Invert Avail.Storage Storage Description #1 882.50' 295,964 cf Custom Stage Data (Prismatic)Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 882.50 0 0 0 883.00 1,742 436 436 884.00 52,891 27,317 27,752 885.00 59,774 56,333 84,085 886.00 66,883 63,329 147,413 887.00 74,219 70,551 217,964 888.00 81,780 78,000 295,964 Device Routing Invert Outlet Devices #1 Primary 882.50' 30.0" Round Culvert L= 160.0' RCP, groove end projecting, Ke= 0.200 Inlet / Outlet Invert= 882.50' / 882.00' S= 0.0031 '/' Cc= 0.900 n= 0.013, Flow Area= 4.91 sf #2 Device 1 882.50' 14.0" Vert. Orifice/Grate C= 0.600 #3 Device 1 886.40' 36.0" x 36.0" Horiz. Orifice/Grate C= 0.600 Limited to weir flow at low heads #4 Device 1 885.90' 30.0" W x 6.0" H Vert. Orifice/Grate C= 0.600 Primary OutFlow Max=13.15 cfs @ 14.96 hrs HW=886.45' TW=4.91' (Dynamic Tailwater) 1=Culvert (Passes 13.15 cfs of 33.63 cfs potential flow) 2=Orifice/Grate (Orifice Controls 9.45 cfs @ 8.84 fps) 3=Orifice/Grate (Weir Controls 0.49 cfs @ 0.76 fps) 4=Orifice/Grate (Orifice Controls 3.21 cfs @ 2.57 fps) 08/20/20 Type II 24-hr 100 year Rainfall=6.46"UHS Master Plan On-site 6-11-19 Printed 6/11/2019Prepared by V3 Companies Ltd. Page 26HydroCAD® 10.00-20 s/n 04552 © 2017 HydroCAD Software Solutions LLC Pond SE B3: Southeast Basin-#3 Surface Storage Stage-Area-Storage Storage (cubic-feet) 250,000200,000 150,000 100,000 50,000 0 Surface/Horizontal/Wetted Area (sq-ft) 80,000 75,000 70,00065,000 60,000 55,00050,000 45,000 40,00035,000 30,000 25,000 20,00015,000 10,000 5,000 0 Elevation (feet)888 887 886 885 884 883 Custom Stage Data 08/20/20 Type II 24-hr 100 year Rainfall=6.46"UHS Master Plan On-site 6-11-19 Printed 6/11/2019Prepared by V3 Companies Ltd. Page 27HydroCAD® 10.00-20 s/n 04552 © 2017 HydroCAD Software Solutions LLC Stage-Area-Storage for Pond SE B3: Southeast Basin-#3 Elevation (feet) Surface (sq-ft) Storage (cubic-feet) 882.50 0 0 882.60 348 17 882.70 697 70 882.80 1,045 157 882.90 1,394 279 883.00 1,742 436 883.10 6,857 865 883.20 11,972 1,807 883.30 17,087 3,260 883.40 22,202 5,224 883.50 27,317 7,700 883.60 32,431 10,688 883.70 37,546 14,186 883.80 42,661 18,197 883.90 47,776 22,719 884.00 52,891 27,752 884.10 53,579 33,076 884.20 54,268 38,468 884.30 54,956 43,929 884.40 55,644 49,459 884.50 56,333 55,058 884.60 57,021 60,726 884.70 57,709 66,462 884.80 58,397 72,267 884.90 59,086 78,142 885.00 59,774 84,085 885.10 60,485 90,097 885.20 61,196 96,181 885.30 61,907 102,337 885.40 62,618 108,563 885.50 63,329 114,860 885.60 64,039 121,229 885.70 64,750 127,668 885.80 65,461 134,179 885.90 66,172 140,760 886.00 66,883 147,413 886.10 67,617 154,138 886.20 68,350 160,936 886.30 69,084 167,808 886.40 69,817 174,753 886.50 70,551 181,772 886.60 71,285 188,863 886.70 72,018 196,028 886.80 72,752 203,267 886.90 73,485 210,579 887.00 74,219 217,964 887.10 74,975 225,424 887.20 75,731 232,959 887.30 76,487 240,570 887.40 77,243 248,256 887.50 78,000 256,019 887.60 78,756 263,856 887.70 79,512 271,770 Elevation (feet) Surface (sq-ft) Storage (cubic-feet) 887.80 80,268 279,759 887.90 81,024 287,823 888.00 81,780 295,964 08/20/20 Type II 24-hr 100 year Rainfall=6.46"UHS Master Plan On-site 6-11-19 Printed 6/11/2019Prepared by V3 Companies Ltd. Page 28HydroCAD® 10.00-20 s/n 04552 © 2017 HydroCAD Software Solutions LLC Summary for Pond SW B2: Southwest Basin-#2 Inflow Area = 87.940 ac, 0.00% Impervious, Inflow Depth > 4.53" for 100 year event Inflow = 75.46 cfs @ 12.19 hrs, Volume= 33.181 af Outflow = 26.09 cfs @ 17.38 hrs, Volume= 33.116 af, Atten= 65%, Lag= 311.3 min Primary = 11.22 cfs @ 12.05 hrs, Volume= 16.077 af Secondary = 15.94 cfs @ 17.29 hrs, Volume= 17.039 af Routing by Dyn-Stor-Ind method, Time Span= 5.00-72.00 hrs, dt= 0.01 hrs Peak Elev= 887.69' @ 17.29 hrs Surf.Area= 119,608 sf Storage= 221,004 cf Plug-Flow detention time= 162.6 min calculated for 33.111 af (100% of inflow) Center-of-Mass det. time= 156.8 min ( 1,335.3 - 1,178.5 ) Volume Invert Avail.Storage Storage Description #1 883.92' 522,570 cf Custom Stage Data (Prismatic)Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 883.92 0 0 0 885.00 16,667 9,000 9,000 886.00 66,391 41,529 50,529 887.00 112,992 89,692 140,221 888.00 122,517 117,755 257,975 889.00 132,240 127,379 385,354 890.00 142,192 137,216 522,570 Device Routing Invert Outlet Devices #1 Primary 882.84' 15.0" Round Culvert X 2.00 L= 154.0' RCP, groove end projecting, Ke= 0.200 Inlet / Outlet Invert= 882.84' / 882.50' S= 0.0022 '/' Cc= 0.900 n= 0.013 Concrete pipe, bends & connections, Flow Area= 1.23 sf #2 Device 1 885.50' 24.0" x 24.0" Horiz. Orifice/Grate C= 0.600 Limited to weir flow at low heads #3 Secondary 884.56' 24.0" Round Culvert 656 L= 107.0' Ke= 0.200 Inlet / Outlet Invert= 884.56' / 883.25' S= 0.0122 '/' Cc= 0.900 n= 0.013, Flow Area= 3.14 sf #4 Device 3 887.70' 36.0" x 36.0" Horiz. Orifice/Grate 656 C= 0.600 Limited to weir flow at low heads #5 Device 3 884.56' 6.0" Vert. Orifice/Grate 656 C= 0.600 #6 Device 3 886.80' 30.0" W x 10.8" H Vert. Orifice/Grate 656 C= 0.600 #7 Secondary 884.28' 24.0" Round Culvert 656A L= 107.0' RCP, groove end projecting, Ke= 0.200 Inlet / Outlet Invert= 884.28' / 883.32' S= 0.0090 '/' Cc= 0.900 n= 0.013, Flow Area= 3.14 sf #8 Device 7 887.70' 36.0" x 36.0" Horiz. Orifice/Grate 656A C= 0.600 Limited to weir flow at low heads #9 Device 7 884.28' 4.0" Vert. Orifice/Grate 656A C= 0.600 #10 Device 7 886.80' 30.0" W x 10.8" H Vert. Orifice/Grate 656A C= 0.600 08/20/20 Type II 24-hr 100 year Rainfall=6.46"UHS Master Plan On-site 6-11-19 Printed 6/11/2019Prepared by V3 Companies Ltd. Page 29HydroCAD® 10.00-20 s/n 04552 © 2017 HydroCAD Software Solutions LLC Primary OutFlow Max=10.96 cfs @ 12.05 hrs HW=886.08' TW=884.59' (Dynamic Tailwater) 1=Culvert (Outlet Controls 10.96 cfs @ 4.47 fps) 2=Orifice/Grate (Passes 10.96 cfs of 11.43 cfs potential flow) Secondary OutFlow Max=15.94 cfs @ 17.29 hrs HW=887.69' TW=5.13' (Dynamic Tailwater) 3=Culvert 656 (Passes 8.40 cfs of 24.76 cfs potential flow) 4=Orifice/Grate 656 ( Controls 0.00 cfs) 5=Orifice/Grate 656 (Orifice Controls 1.61 cfs @ 8.18 fps) 6=Orifice/Grate 656 (Orifice Controls 6.79 cfs @ 3.04 fps) 7=Culvert 656A (Passes 7.55 cfs of 24.41 cfs potential flow) 8=Orifice/Grate 656A ( Controls 0.00 cfs) 9=Orifice/Grate 656A (Orifice Controls 0.76 cfs @ 8.68 fps) 10=Orifice/Grate 656A (Orifice Controls 6.79 cfs @ 3.04 fps) Pond SW B2: Southwest Basin-#2 Surface Storage Stage-Area-Storage Storage (cubic-feet) 500,000400,000 300,000200,000 100,000 0 Surface/Horizontal/Wetted Area (sq-ft) 140,000 120,000 100,000 80,000 60,000 40,000 20,0000 Elevation (feet)890 889 888 887 886 885 884 Custom Stage Data 08/20/20 Type II 24-hr 100 year Rainfall=6.46"UHS Master Plan On-site 6-11-19 Printed 6/11/2019Prepared by V3 Companies Ltd. Page 30HydroCAD® 10.00-20 s/n 04552 © 2017 HydroCAD Software Solutions LLC Stage-Area-Storage for Pond SW B2: Southwest Basin-#2 Elevation (feet) Surface (sq-ft) Storage (cubic-feet) 883.92 0 0 884.02 1,543 77 884.12 3,086 309 884.22 4,630 694 884.32 6,173 1,235 884.42 7,716 1,929 884.52 9,259 2,778 884.62 10,803 3,781 884.72 12,346 4,938 884.82 13,889 6,250 884.92 15,432 7,716 885.02 17,661 9,343 885.12 22,634 11,358 885.22 27,606 13,870 885.32 32,579 16,879 885.42 37,551 20,386 885.52 42,523 24,390 885.62 47,496 28,891 885.72 52,468 33,889 885.82 57,441 39,384 885.92 62,413 45,377 886.02 67,323 51,866 886.12 71,983 58,832 886.22 76,643 66,263 886.32 81,303 74,160 886.42 85,963 82,524 886.52 90,624 91,353 886.62 95,284 100,648 886.72 99,944 110,410 886.82 104,604 120,637 886.92 109,264 131,330 887.02 113,182 142,482 887.12 114,135 153,848 887.22 115,087 165,309 887.32 116,040 176,866 887.42 116,992 188,517 887.52 117,945 200,264 887.62 118,898 212,106 887.72 119,850 224,044 887.82 120,802 236,076 887.92 121,755 248,204 888.02 122,711 260,427 888.12 123,684 272,747 888.22 124,656 285,164 888.32 125,628 297,678 888.42 126,601 310,290 888.52 127,573 322,999 888.62 128,545 335,804 888.72 129,518 348,708 888.82 130,490 361,708 888.92 131,462 374,806 889.02 132,439 388,000 889.12 133,434 401,294 Elevation (feet) Surface (sq-ft) Storage (cubic-feet) 889.22 134,429 414,687 889.32 135,425 428,180 889.42 136,420 441,772 889.52 137,415 455,464 889.62 138,410 469,255 889.72 139,405 483,146 889.82 140,401 497,136 889.92 141,396 511,226 08/20/20 Hydrograph for Pond North B1: North Basin-#1 Time (hours) Inflow (cfs) Storage (cubic-feet) Elevation (feet) Primary (cfs) 5.00 0.08 1 886.50 0.00 7.00 0.42 1,547 886.53 0.00 9.00 1.54 7,482 886.65 0.11 11.00 5.78 25,476 887.01 1.28 13.00 42.03 291,254 889.44 19.92 15.00 28.14 365,573 890.06 23.80 17.00 23.01 377,766 890.15 24.34 19.00 14.86 341,437 889.86 22.63 21.00 10.15 278,810 889.34 19.19 23.00 7.75 213,150 888.77 16.50 25.00 4.30 157,194 888.27 11.89 27.00 2.56 111,377 887.85 7.70 29.00 1.69 81,377 887.55 5.04 31.00 1.19 61,385 887.36 3.48 33.00 0.88 47,414 887.22 2.52 35.00 0.68 37,210 887.12 1.90 37.00 0.54 29,476 887.05 1.48 39.00 0.44 23,473 886.98 1.13 41.00 0.36 19,569 886.90 0.79 43.00 0.30 17,045 886.85 0.59 45.00 0.26 15,253 886.81 0.47 47.00 0.22 13,893 886.78 0.39 49.00 0.20 12,813 886.76 0.33 51.00 0.17 11,925 886.74 0.29 53.00 0.15 11,176 886.73 0.25 55.00 0.14 10,531 886.71 0.22 57.00 0.12 9,969 886.70 0.20 59.00 0.11 9,472 886.69 0.18 61.00 0.10 9,028 886.68 0.16 63.00 0.09 8,629 886.68 0.15 65.00 0.08 8,268 886.67 0.13 67.00 0.08 7,939 886.66 0.12 69.00 0.07 7,637 886.66 0.11 71.00 0.07 7,360 886.65 0.10 08/20/20 Hydrograph for Pond SW B2: Southwest Basin-#2 Time (hours) Inflow (cfs) Storage (cubic-feet) Elevation (feet) Outflow (cfs) Primary (cfs) Secondary (cfs) 5.00 0.07 1 883.93 0.00 0.00 0.00 7.00 0.47 1,853 884.41 0.04 0.00 0.04 9.00 1.27 6,022 884.80 0.41 0.00 0.41 11.00 4.62 17,818 885.35 1.09 0.00 1.09 13.00 28.09 171,517 887.27 16.38 8.95 7.43 15.00 26.67 213,007 887.63 24.17 9.75 14.42 17.00 26.23 220,904 887.69 26.04 10.12 15.92 19.00 24.09 217,239 887.66 25.33 10.11 15.22 21.00 20.32 203,978 887.55 22.62 9.86 12.76 23.00 17.54 189,127 887.43 19.73 9.54 10.19 25.00 11.90 167,279 887.24 15.93 9.12 6.81 27.00 7.70 137,910 886.98 11.78 8.50 3.28 29.00 5.04 107,781 886.69 9.59 7.66 1.93 31.00 3.48 73,783 886.32 8.21 6.47 1.73 33.00 2.52 41,542 885.86 6.64 5.18 1.47 35.00 1.90 29,182 885.63 2.48 1.17 1.31 37.00 1.48 26,521 885.57 1.74 0.47 1.27 39.00 1.13 24,861 885.53 1.38 0.14 1.24 41.00 0.79 22,560 885.48 1.20 0.00 1.20 43.00 0.59 19,098 885.38 1.12 0.00 1.12 45.00 0.47 15,185 885.27 1.02 0.00 1.02 47.00 0.39 11,440 885.12 0.88 0.00 0.88 49.00 0.33 8,411 884.96 0.67 0.00 0.67 51.00 0.29 6,571 884.84 0.47 0.00 0.47 53.00 0.25 5,544 884.77 0.36 0.00 0.36 55.00 0.22 4,916 884.72 0.29 0.00 0.29 57.00 0.20 4,482 884.68 0.25 0.00 0.25 59.00 0.18 4,152 884.65 0.22 0.00 0.22 61.00 0.16 3,881 884.63 0.19 0.00 0.19 63.00 0.15 3,647 884.61 0.18 0.00 0.18 65.00 0.13 3,432 884.59 0.16 0.00 0.16 67.00 0.12 3,241 884.57 0.15 0.00 0.15 69.00 0.11 3,070 884.55 0.13 0.00 0.13 71.00 0.10 2,920 884.54 0.12 0.00 0.12 08/20/20 Hydrograph for Pond SE B3: Southeast Basin-#3 Time (hours) Inflow (cfs) Storage (cubic-feet) Elevation (feet) Primary (cfs) 5.00 0.01 0 882.51 0.00 7.00 0.26 100 882.74 0.24 9.00 1.00 375 882.96 0.92 11.00 3.53 2,972 883.28 2.30 13.00 17.03 166,904 886.29 11.14 15.00 13.13 178,523 886.45 13.15 17.00 12.39 176,760 886.43 12.65 19.00 11.86 174,747 886.40 12.21 21.00 11.22 171,323 886.35 11.73 23.00 10.80 167,828 886.30 11.26 25.00 9.12 161,627 886.21 10.49 27.00 8.50 153,222 886.09 9.57 29.00 7.66 145,273 885.97 8.88 31.00 6.47 133,973 885.80 8.48 33.00 5.18 116,398 885.52 8.04 35.00 1.17 80,071 884.93 7.00 37.00 0.47 40,317 884.23 5.52 39.00 0.14 9,083 883.55 3.53 41.00 0.00 0 882.51 0.00 43.00 0.00 0 882.50 0.00 45.00 0.00 0 882.50 0.00 47.00 0.00 0 882.50 0.00 49.00 0.00 0 882.50 0.00 51.00 0.00 0 882.50 0.00 53.00 0.00 0 882.50 0.00 55.00 0.00 0 882.50 0.00 57.00 0.00 0 882.50 0.00 59.00 0.00 0 882.50 0.00 61.00 0.00 0 882.50 0.00 63.00 0.00 0 882.50 0.00 65.00 0.00 0 882.50 0.00 67.00 0.00 0 882.50 0.00 69.00 0.00 0 882.50 0.00 71.00 0.00 0 882.50 0.00 08/20/20 N 1 North-#1 OFF NE offsite Northeast OFF P&R Off P&R Off S&T Off S&T OFF UHS1+ OFF UHS OFF UHS2 Offsite UHS 2 OFF West Park Off West Park SE 3 Southeast-#3 SW 2 Southwest-#2 1P West Park Pond 3P CB (new Pond) North B1 North Basin-#1 OFF FW OFF Future Wetlands SE B3 Southeast Basin-#3 SW B2 Southwest Basin-#2 Routing Diagram for UHS Master Plan On&Off site 6-11-19 Prepared by V3 Companies Ltd., Printed 6/11/2019 HydroCAD® 10.00-20 s/n 04552 © 2017 HydroCAD Software Solutions LLC Subcat Reach Pond Link 08/20/20 UHS Master Plan On&Off site 6-11-19 Printed 6/11/2019Prepared by V3 Companies Ltd. Page 2HydroCAD® 10.00-20 s/n 04552 © 2017 HydroCAD Software Solutions LLC Area Listing (selected nodes) Area (acres) CN Description (subcatchment-numbers) 9.120 87 (N 1) 8.200 77 (OFF NE) 34.100 68 (OFF P&R) 9.680 90 (Off S&T) 57.180 84 (OFF UHS1+, SE 3) 17.300 79 (OFF UHS2) 61.200 71 (OFF West Park) 14.320 86 (SW 2) 211.100 78 TOTAL AREA 08/20/20 UHS Master Plan On&Off site 6-11-19 Printed 6/11/2019Prepared by V3 Companies Ltd. Page 3HydroCAD® 10.00-20 s/n 04552 © 2017 HydroCAD Software Solutions LLC Soil Listing (selected nodes) Area (acres) Soil Group Subcatchment Numbers 0.000 HSG A 0.000 HSG B 0.000 HSG C 0.000 HSG D 211.100 Other N 1, OFF NE, OFF P&R, Off S&T, OFF UHS1+, OFF UHS2, OFF West Park, SE 3, SW 2 211.100 TOTAL AREA 08/20/20 Type II 24-hr 2 year Rainfall=2.66"UHS Master Plan On&Off site 6-11-19 Printed 6/11/2019Prepared by V3 Companies Ltd. Page 4HydroCAD® 10.00-20 s/n 04552 © 2017 HydroCAD Software Solutions LLC Summary for Subcatchment N 1: North-#1 Runoff = 12.86 cfs @ 12.19 hrs, Volume= 1.099 af, Depth= 1.45" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 5.00-72.00 hrs, dt= 0.01 hrs Type II 24-hr 2 year Rainfall=2.66" Area (ac) CN Description * 9.120 87 9.120 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 25.0 Direct Entry, Subcatchment N 1: North-#1 Runoff Hydrograph Time (hours) 7270 68 66 64 62 60 58 56 54 52 50 48 46 44 42 40 38 36 34 32 30 28 26 24 22 20 18 16 14 12 10 8 6 Flow (cfs)14 13 12 11 10 9 8 7 6 5 4 3 2 1 0 Type II 24-hr 2 year Rainfall=2.66" Runoff Area=9.120 ac Runoff Volume=1.099 af Runoff Depth=1.45" Tc=25.0 min CN=87 12.86 cfs 08/20/20 Type II 24-hr 2 year Rainfall=2.66"UHS Master Plan On&Off site 6-11-19 Printed 6/11/2019Prepared by V3 Companies Ltd. Page 5HydroCAD® 10.00-20 s/n 04552 © 2017 HydroCAD Software Solutions LLC Summary for Subcatchment OFF NE: offsite Northeast Runoff = 7.05 cfs @ 12.16 hrs, Volume= 0.576 af, Depth= 0.84" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 5.00-72.00 hrs, dt= 0.01 hrs Type II 24-hr 2 year Rainfall=2.66" Area (ac) CN Description * 8.200 77 8.200 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 21.0 Direct Entry, Subcatchment OFF NE: offsite Northeast Runoff Hydrograph Time (hours) 7270 68 66 64 62 60 58 56 54 52 50 48 46 44 42 40 38 36 34 32 30 28 26 24 22 20 18 16 14 12 10 8 6 Flow (cfs)7 6 5 4 3 2 1 0 Type II 24-hr 2 year Rainfall=2.66" Runoff Area=8.200 ac Runoff Volume=0.576 af Runoff Depth=0.84" Tc=21.0 min CN=77 7.05 cfs 08/20/20 Type II 24-hr 2 year Rainfall=2.66"UHS Master Plan On&Off site 6-11-19 Printed 6/11/2019Prepared by V3 Companies Ltd. Page 6HydroCAD® 10.00-20 s/n 04552 © 2017 HydroCAD Software Solutions LLC Summary for Subcatchment OFF P&R: Off P&R Runoff = 6.37 cfs @ 12.71 hrs, Volume= 1.307 af, Depth= 0.46" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 5.00-72.00 hrs, dt= 0.01 hrs Type II 24-hr 2 year Rainfall=2.66" Area (ac) CN Description * 34.100 68 34.100 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 55.8 Direct Entry, Subcatchment OFF P&R: Off P&R Runoff Hydrograph Time (hours) 7270 68 66 64 62 60 58 56 54 52 50 48 46 44 42 40 38 36 34 32 30 28 26 24 22 20 18 16 14 12 10 8 6 Flow (cfs)7 6 5 4 3 2 1 0 Type II 24-hr 2 year Rainfall=2.66" Runoff Area=34.100 ac Runoff Volume=1.307 af Runoff Depth=0.46" Tc=55.8 min CN=68 6.37 cfs 08/20/20 Type II 24-hr 2 year Rainfall=2.66"UHS Master Plan On&Off site 6-11-19 Printed 6/11/2019Prepared by V3 Companies Ltd. Page 7HydroCAD® 10.00-20 s/n 04552 © 2017 HydroCAD Software Solutions LLC Summary for Subcatchment Off S&T: Off S&T Runoff = 14.10 cfs @ 12.23 hrs, Volume= 1.351 af, Depth= 1.67" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 5.00-72.00 hrs, dt= 0.01 hrs Type II 24-hr 2 year Rainfall=2.66" Area (ac) CN Description * 9.680 90 9.680 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 30.0 Direct Entry, Subcatchment Off S&T: Off S&T Runoff Hydrograph Time (hours) 7270 68 66 64 62 60 58 56 54 52 50 48 46 44 42 40 38 36 34 32 30 28 26 24 22 20 18 16 14 12 10 8 6 Flow (cfs)15 14 13 12 11 10 9 8 7 6 5 4 3 2 1 0 Type II 24-hr 2 year Rainfall=2.66" Runoff Area=9.680 ac Runoff Volume=1.351 af Runoff Depth=1.67" Tc=30.0 min CN=90 14.10 cfs 08/20/20 Type II 24-hr 2 year Rainfall=2.66"UHS Master Plan On&Off site 6-11-19 Printed 6/11/2019Prepared by V3 Companies Ltd. Page 8HydroCAD® 10.00-20 s/n 04552 © 2017 HydroCAD Software Solutions LLC Summary for Subcatchment OFF UHS1+: OFF UHS Runoff = 48.18 cfs @ 12.27 hrs, Volume= 4.883 af, Depth= 1.24" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 5.00-72.00 hrs, dt= 0.01 hrs Type II 24-hr 2 year Rainfall=2.66" Area (ac) CN Description * 47.200 84 47.200 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 32.0 Direct Entry, Subcatchment OFF UHS1+: OFF UHS Runoff Hydrograph Time (hours) 7270 68 66 64 62 60 58 56 54 52 50 48 46 44 42 40 38 36 34 32 30 28 26 24 22 20 18 16 14 12 10 8 6 Flow (cfs)50 45 40 35 30 25 20 15 10 5 0 Type II 24-hr 2 year Rainfall=2.66" Runoff Area=47.200 ac Runoff Volume=4.883 af Runoff Depth=1.24" Tc=32.0 min CN=84 48.18 cfs 08/20/20 Type II 24-hr 2 year Rainfall=2.66"UHS Master Plan On&Off site 6-11-19 Printed 6/11/2019Prepared by V3 Companies Ltd. Page 9HydroCAD® 10.00-20 s/n 04552 © 2017 HydroCAD Software Solutions LLC Summary for Subcatchment OFF UHS2: Offsite UHS 2 Runoff = 13.19 cfs @ 12.27 hrs, Volume= 1.364 af, Depth= 0.95" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 5.00-72.00 hrs, dt= 0.01 hrs Type II 24-hr 2 year Rainfall=2.66" Area (ac) CN Description * 17.300 79 17.300 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 31.0 Direct Entry, Subcatchment OFF UHS2: Offsite UHS 2 Runoff Hydrograph Time (hours) 7270 68 66 64 62 60 58 56 54 52 50 48 46 44 42 40 38 36 34 32 30 28 26 24 22 20 18 16 14 12 10 8 6 Flow (cfs)14 13 12 11 10 9 8 7 6 5 4 3 2 1 0 Type II 24-hr 2 year Rainfall=2.66" Runoff Area=17.300 ac Runoff Volume=1.364 af Runoff Depth=0.95" Tc=31.0 min CN=79 13.19 cfs 08/20/20 Type II 24-hr 2 year Rainfall=2.66"UHS Master Plan On&Off site 6-11-19 Printed 6/11/2019Prepared by V3 Companies Ltd. Page 10HydroCAD® 10.00-20 s/n 04552 © 2017 HydroCAD Software Solutions LLC Summary for Subcatchment OFF West Park: Off West Park Runoff = 13.13 cfs @ 12.88 hrs, Volume= 2.923 af, Depth= 0.57" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 5.00-72.00 hrs, dt= 0.01 hrs Type II 24-hr 2 year Rainfall=2.66" Area (ac) CN Description * 61.200 71 61.200 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 72.0 Direct Entry, Subcatchment OFF West Park: Off West Park Runoff Hydrograph Time (hours) 7270 68 66 64 62 60 58 56 54 52 50 48 46 44 42 40 38 36 34 32 30 28 26 24 22 20 18 16 14 12 10 8 6 Flow (cfs)14 13 12 11 10 9 8 7 6 5 4 3 2 1 0 Type II 24-hr 2 year Rainfall=2.66" Runoff Area=61.200 ac Runoff Volume=2.923 af Runoff Depth=0.57" Tc=72.0 min CN=71 13.13 cfs 08/20/20 Type II 24-hr 2 year Rainfall=2.66"UHS Master Plan On&Off site 6-11-19 Printed 6/11/2019Prepared by V3 Companies Ltd. Page 11HydroCAD® 10.00-20 s/n 04552 © 2017 HydroCAD Software Solutions LLC Summary for Subcatchment SE 3: Southeast-#3 Runoff = 15.50 cfs @ 12.09 hrs, Volume= 1.032 af, Depth= 1.24" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 5.00-72.00 hrs, dt= 0.01 hrs Type II 24-hr 2 year Rainfall=2.66" Area (ac) CN Description * 9.980 84 9.980 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 16.0 Direct Entry, Subcatchment SE 3: Southeast-#3 Runoff Hydrograph Time (hours) 7270 68 66 64 62 60 58 56 54 52 50 48 46 44 42 40 38 36 34 32 30 28 26 24 22 20 18 16 14 12 10 8 6 Flow (cfs)17 16 15 14 13 12 11 10 9 8 7 6 5 4 3 2 1 0 Type II 24-hr 2 year Rainfall=2.66" Runoff Area=9.980 ac Runoff Volume=1.032 af Runoff Depth=1.24" Tc=16.0 min CN=84 15.50 cfs 08/20/20 Type II 24-hr 2 year Rainfall=2.66"UHS Master Plan On&Off site 6-11-19 Printed 6/11/2019Prepared by V3 Companies Ltd. Page 12HydroCAD® 10.00-20 s/n 04552 © 2017 HydroCAD Software Solutions LLC Summary for Subcatchment SW 2: Southwest-#2 Runoff = 19.17 cfs @ 12.19 hrs, Volume= 1.641 af, Depth= 1.38" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 5.00-72.00 hrs, dt= 0.01 hrs Type II 24-hr 2 year Rainfall=2.66" Area (ac) CN Description * 14.320 86 14.320 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 25.0 Direct Entry, Subcatchment SW 2: Southwest-#2 Runoff Hydrograph Time (hours) 7270 68 66 64 62 60 58 56 54 52 50 48 46 44 42 40 38 36 34 32 30 28 26 24 22 20 18 16 14 12 10 8 6 Flow (cfs)21 20 19 18 17 16 15 14 13 12 11 10 9 8 7 6 5 4 3 2 1 0 Type II 24-hr 2 year Rainfall=2.66" Runoff Area=14.320 ac Runoff Volume=1.641 af Runoff Depth=1.38" Tc=25.0 min CN=86 19.17 cfs 08/20/20 Type II 24-hr 2 year Rainfall=2.66"UHS Master Plan On&Off site 6-11-19 Printed 6/11/2019Prepared by V3 Companies Ltd. Page 13HydroCAD® 10.00-20 s/n 04552 © 2017 HydroCAD Software Solutions LLC Summary for Pond 1P: West Park Pond Inflow Area = 95.300 ac, 0.00% Impervious, Inflow Depth = 0.53" for 2 year event Inflow = 18.98 cfs @ 12.83 hrs, Volume= 4.229 af Outflow = 2.50 cfs @ 17.68 hrs, Volume= 3.877 af, Atten= 87%, Lag= 291.5 min Primary = 2.50 cfs @ 17.68 hrs, Volume= 3.877 af Routing by Dyn-Stor-Ind method, Time Span= 5.00-72.00 hrs, dt= 0.01 hrs Peak Elev= 897.88' @ 17.68 hrs Surf.Area= 2.717 ac Storage= 2.336 af Plug-Flow detention time= 693.6 min calculated for 3.876 af (92% of inflow) Center-of-Mass det. time= 651.0 min ( 1,596.0 - 945.1 ) Volume Invert Avail.Storage Storage Description #1 897.00' 23.400 af Custom Stage Data (Prismatic)Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (acres) (acre-feet) (acre-feet) 897.00 2.600 0.000 0.000 900.00 3.000 8.400 8.400 905.00 3.000 15.000 23.400 Device Routing Invert Outlet Devices #1 Primary 897.00' 12.0" Round Culvert L= 100.0' RCP, groove end projecting, Ke= 0.200 Inlet / Outlet Invert= 897.00' / 896.00' S= 0.0100 '/' Cc= 0.900 n= 0.013, Flow Area= 0.79 sf #2 Primary 900.00' 200.0' long x 20.0' 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) 2.68 2.70 2.70 2.64 2.63 2.64 2.64 2.63 Primary OutFlow Max=2.50 cfs @ 17.68 hrs HW=897.88' TW=886.92' (Dynamic Tailwater) 1=Culvert (Barrel Controls 2.50 cfs @ 4.56 fps) 2=Broad-Crested Rectangular Weir ( Controls 0.00 cfs) 08/20/20 Type II 24-hr 2 year Rainfall=2.66"UHS Master Plan On&Off site 6-11-19 Printed 6/11/2019Prepared by V3 Companies Ltd. Page 14HydroCAD® 10.00-20 s/n 04552 © 2017 HydroCAD Software Solutions LLC Pond 1P: West Park Pond Inflow Primary Hydrograph Time (hours) 7270 68 66 64 62 60 58 56 54 52 50 48 46 44 42 40 38 36 34 32 30 28 26 24 22 20 18 16 14 12 10 8 6 Flow (cfs)21 20 19 18 17 16 15 14 13 12 11 10 9 8 7 6 5 4 3 2 1 0 Inflow Area=95.300 ac Peak Elev=897.88' Storage=2.336 af 18.98 cfs 2.50 cfs Pond 1P: West Park Pond Surface Storage Stage-Area-Storage Storage (acre-feet) 2322 21 20 19 18 17 16 15 14 13 12 11 10 9 8 7 6 5 4 3 2 1 0 Surface/Horizontal/Wetted Area (acres) 3 2 1 0 Elevation (feet) 905 904 903 902 901 900 899 898 897 Custom Stage Data 08/20/20 Type II 24-hr 2 year Rainfall=2.66"UHS Master Plan On&Off site 6-11-19 Printed 6/11/2019Prepared by V3 Companies Ltd. Page 15HydroCAD® 10.00-20 s/n 04552 © 2017 HydroCAD Software Solutions LLC Summary for Pond 3P: (new Pond) Inflow Area = 211.100 ac, 0.00% Impervious, Inflow Depth > 0.89" for 2 year event Inflow = 9.97 cfs @ 18.94 hrs, Volume= 15.630 af Outflow = 9.97 cfs @ 18.94 hrs, Volume= 15.630 af, Atten= 0%, Lag= 0.0 min Primary = 9.97 cfs @ 18.94 hrs, Volume= 15.630 af Routing by Dyn-Stor-Ind method, Time Span= 5.00-72.00 hrs, dt= 0.01 hrs Peak Elev= 2.03' @ 18.94 hrs Device Routing Invert Outlet Devices #1 Primary 0.00' 24.0" Round Culvert L= 100.0' Ke= 0.200 Inlet / Outlet Invert= 0.00' / 0.00' S= 0.0000 '/' Cc= 0.900 n= 0.013, Flow Area= 3.14 sf Primary OutFlow Max=9.97 cfs @ 18.94 hrs HW=2.03' (Free Discharge) 1=Culvert (Barrel Controls 9.97 cfs @ 3.88 fps) Pond 3P: (new Pond) Inflow Primary Hydrograph Time (hours) 7270 68 66 64 62 60 58 56 54 52 50 48 46 44 42 40 38 36 34 32 30 28 26 24 22 20 18 16 14 12 10 8 6 Flow (cfs)11 10 9 8 7 6 5 4 3 2 1 0 Inflow Area=211.100 ac Peak Elev=2.03' 24.0" Round Culvert n=0.013 L=100.0' S=0.0000 '/' 9.97 cfs 9.97 cfs 08/20/20 Type II 24-hr 2 year Rainfall=2.66"UHS Master Plan On&Off site 6-11-19 Printed 6/11/2019Prepared by V3 Companies Ltd. Page 16HydroCAD® 10.00-20 s/n 04552 © 2017 HydroCAD Software Solutions LLC Pond 3P: (new Pond) Storage Stage-Area-Storage Storage (cubic-feet) 0Elevation (feet)2 1 0 08/20/20 Type II 24-hr 2 year Rainfall=2.66"UHS Master Plan On&Off site 6-11-19 Printed 6/11/2019Prepared by V3 Companies Ltd. Page 17HydroCAD® 10.00-20 s/n 04552 © 2017 HydroCAD Software Solutions LLC Summary for Pond North B1: North Basin-#1 Inflow Area = 178.600 ac, 0.00% Impervious, Inflow Depth > 0.83" for 2 year event Inflow = 28.57 cfs @ 12.26 hrs, Volume= 12.411 af Outflow = 16.73 cfs @ 13.32 hrs, Volume= 12.411 af, Atten= 41%, Lag= 63.5 min Primary = 16.73 cfs @ 13.32 hrs, Volume= 12.411 af Routing by Dyn-Stor-Ind method, Time Span= 5.00-72.00 hrs, dt= 0.01 hrs Peak Elev= 887.13' @ 13.32 hrs Surf.Area= 99,394 sf Storage= 37,671 cf Plug-Flow detention time= (not calculated: outflow precedes inflow) Center-of-Mass det. time= 27.4 min ( 1,254.7 - 1,227.2 ) Volume Invert Avail.Storage Storage Description #1 886.50' 487,123 cf Custom Stage Data (Prismatic)Listed below Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 886.50 0 0 0 887.00 98,314 24,579 24,579 888.00 106,775 102,545 127,123 889.00 115,466 111,121 238,244 890.00 124,383 119,925 358,168 891.00 133,527 128,955 487,123 Device Routing Invert Outlet Devices #1 Primary 886.00' 42.0" Round Culvert X 2.00 L= 89.0' RCP, groove end projecting, Ke= 0.200 Inlet / Outlet Invert= 886.00' / 885.50' S= 0.0056 '/' Cc= 0.900 n= 0.013, Flow Area= 9.62 sf Primary OutFlow Max=16.73 cfs @ 13.32 hrs HW=887.13' TW=886.29' (Dynamic Tailwater) 1=Culvert (Barrel Controls 16.73 cfs @ 4.66 fps) 08/20/20 Type II 24-hr 2 year Rainfall=2.66"UHS Master Plan On&Off site 6-11-19 Printed 6/11/2019Prepared by V3 Companies Ltd. Page 18HydroCAD® 10.00-20 s/n 04552 © 2017 HydroCAD Software Solutions LLC Pond North B1: North Basin-#1 Inflow Primary Hydrograph Time (hours) 7270 68 66 64 62 60 58 56 54 52 50 48 46 44 42 40 38 36 34 32 30 28 26 24 22 20 18 16 14 12 10 8 6 Flow (cfs)30 28 26 24 22 20 18 16 14 12 10 8 6 4 2 0 Inflow Area=178.600 ac Peak Elev=887.13' Storage=37,671 cf 42.0" Round Culvert x 2.00 n=0.013 L=89.0' S=0.0056 '/' 28.57 cfs 16.73 cfs Pond North B1: North Basin-#1 Surface Storage Stage-Area-Storage Storage (cubic-feet) 450,000400,000 350,000 300,000 250,000 200,000 150,000 100,000 50,000 0 Surface/Horizontal/Wetted Area (sq-ft) 130,000 120,000 110,000 100,000 90,000 80,000 70,000 60,000 50,000 40,000 30,00020,000 10,000 0 Elevation (feet) 891 890 889 888 887 Custom Stage Data 08/20/20 Type II 24-hr 2 year Rainfall=2.66"UHS Master Plan On&Off site 6-11-19 Printed 6/11/2019Prepared by V3 Companies Ltd. Page 19HydroCAD® 10.00-20 s/n 04552 © 2017 HydroCAD Software Solutions LLC Summary for Pond OFF FW: OFF Future Wetlands Inflow Area = 56.880 ac, 0.00% Impervious, Inflow Depth = 1.32" for 2 year event Inflow = 62.09 cfs @ 12.27 hrs, Volume= 6.234 af Outflow = 12.74 cfs @ 13.01 hrs, Volume= 6.072 af, Atten= 79%, Lag= 44.9 min Primary = 12.74 cfs @ 13.01 hrs, Volume= 6.072 af Routing by Dyn-Stor-Ind method, Time Span= 5.00-72.00 hrs, dt= 0.01 hrs Peak Elev= 891.18' @ 13.01 hrs Surf.Area= 2.500 ac Storage= 2.938 af Plug-Flow detention time= 301.8 min calculated for 6.071 af (97% of inflow) Center-of-Mass det. time= 286.8 min ( 1,140.5 - 853.6 ) Volume Invert Avail.Storage Storage Description #1 890.00' 12.500 af Custom Stage Data (Prismatic)Listed below Elevation Surf.Area Inc.Store Cum.Store (feet) (acres) (acre-feet) (acre-feet) 890.00 2.500 0.000 0.000 895.00 2.500 12.500 12.500 Device Routing Invert Outlet Devices #1 Primary 890.00' 27.0" Round Culvert X 2.00 L= 357.0' RCP, groove end projecting, Ke= 0.200 Inlet / Outlet Invert= 890.00' / 888.49' S= 0.0042 '/' Cc= 0.900 n= 0.013, Flow Area= 3.98 sf Primary OutFlow Max=12.74 cfs @ 13.01 hrs HW=891.18' TW=887.12' (Dynamic Tailwater) 1=Culvert (Barrel Controls 12.74 cfs @ 4.41 fps) 08/20/20 Type II 24-hr 2 year Rainfall=2.66"UHS Master Plan On&Off site 6-11-19 Printed 6/11/2019Prepared by V3 Companies Ltd. Page 20HydroCAD® 10.00-20 s/n 04552 © 2017 HydroCAD Software Solutions LLC Pond OFF FW: OFF Future Wetlands Inflow Primary Hydrograph Time (hours) 7270 68 66 64 62 60 58 56 54 52 50 48 46 44 42 40 38 36 34 32 30 28 26 24 22 20 18 16 14 12 10 8 6 Flow (cfs)65 60 55 50 45 40 35 30 25 20 15 10 5 0 Inflow Area=56.880 ac Peak Elev=891.18' Storage=2.938 af 27.0" Round Culvert x 2.00 n=0.013 L=357.0' S=0.0042 '/' 62.09 cfs 12.74 cfs Pond OFF FW: OFF Future Wetlands Surface Storage Stage-Area-Storage Storage (acre-feet) 1211 10 9 8 7 6 5 4 3 2 1 0 Surface/Horizontal/Wetted Area (acres) 2 1 0 Elevation (feet) 895 894 893 892 891 890 Custom Stage Data 08/20/20 Type II 24-hr 2 year Rainfall=2.66"UHS Master Plan On&Off site 6-11-19 Printed 6/11/2019Prepared by V3 Companies Ltd. Page 21HydroCAD® 10.00-20 s/n 04552 © 2017 HydroCAD Software Solutions LLC Summary for Pond SE B3: Southeast Basin-#3 Inflow Area = 211.100 ac, 0.00% Impervious, Inflow Depth = 0.65" for 2 year event Inflow = 22.68 cfs @ 12.12 hrs, Volume= 11.364 af Outflow = 8.20 cfs @ 19.69 hrs, Volume= 11.364 af, Atten= 64%, Lag= 454.4 min Primary = 8.20 cfs @ 19.69 hrs, Volume= 11.364 af Routing by Dyn-Stor-Ind method, Time Span= 5.00-72.00 hrs, dt= 0.01 hrs Peak Elev= 885.62' @ 19.69 hrs Surf.Area= 64,193 sf Storage= 122,611 cf Plug-Flow detention time= 199.6 min calculated for 11.362 af (100% of inflow) Center-of-Mass det. time= 199.5 min ( 1,277.4 - 1,077.9 ) Volume Invert Avail.Storage Storage Description #1 882.50' 295,964 cf Custom Stage Data (Prismatic)Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 882.50 0 0 0 883.00 1,742 436 436 884.00 52,891 27,317 27,752 885.00 59,774 56,333 84,085 886.00 66,883 63,329 147,413 887.00 74,219 70,551 217,964 888.00 81,780 78,000 295,964 Device Routing Invert Outlet Devices #1 Primary 882.50' 21.0" Round Culvert L= 160.0' RCP, groove end projecting, Ke= 0.200 Inlet / Outlet Invert= 882.50' / 882.00' S= 0.0031 '/' Cc= 0.900 n= 0.013, Flow Area= 2.41 sf #2 Device 1 882.50' 14.0" Vert. Orifice/Grate C= 0.600 #3 Device 1 885.90' 30.0" W x 6.0" H Vert. Orifice/Grate C= 0.600 #4 Primary 886.40' 36.0" x 36.0" Horiz. Orifice/Grate C= 0.600 Limited to weir flow at low heads Primary OutFlow Max=8.20 cfs @ 19.69 hrs HW=885.62' TW=2.03' (Dynamic Tailwater) 1=Culvert (Passes 8.20 cfs of 13.95 cfs potential flow) 2=Orifice/Grate (Orifice Controls 8.20 cfs @ 7.67 fps) 3=Orifice/Grate ( Controls 0.00 cfs) 4=Orifice/Grate ( Controls 0.00 cfs) 08/20/20 Type II 24-hr 2 year Rainfall=2.66"UHS Master Plan On&Off site 6-11-19 Printed 6/11/2019Prepared by V3 Companies Ltd. Page 22HydroCAD® 10.00-20 s/n 04552 © 2017 HydroCAD Software Solutions LLC Pond SE B3: Southeast Basin-#3 Inflow Primary Hydrograph Time (hours) 7270 68 66 64 62 60 58 56 54 52 50 48 46 44 42 40 38 36 34 32 30 28 26 24 22 20 18 16 14 12 10 8 6 Flow (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 Inflow Area=211.100 ac Peak Elev=885.62' Storage=122,611 cf 22.68 cfs 8.20 cfs Pond SE B3: Southeast Basin-#3 Surface Storage Stage-Area-Storage Storage (cubic-feet) 250,000200,000 150,000 100,000 50,000 0 Surface/Horizontal/Wetted Area (sq-ft) 80,000 75,000 70,00065,000 60,000 55,00050,000 45,000 40,00035,000 30,000 25,000 20,00015,000 10,000 5,000 0 Elevation (feet) 888 887 886 885 884 883 Custom Stage Data 08/20/20 Type II 24-hr 2 year Rainfall=2.66"UHS Master Plan On&Off site 6-11-19 Printed 6/11/2019Prepared by V3 Companies Ltd. Page 23HydroCAD® 10.00-20 s/n 04552 © 2017 HydroCAD Software Solutions LLC Summary for Pond SW B2: Southwest Basin-#2 Inflow Area = 192.920 ac, 0.00% Impervious, Inflow Depth > 0.87" for 2 year event Inflow = 27.43 cfs @ 12.25 hrs, Volume= 14.053 af Outflow = 14.16 cfs @ 12.66 hrs, Volume= 14.022 af, Atten= 48%, Lag= 24.9 min Primary = 12.53 cfs @ 12.66 hrs, Volume= 9.756 af Secondary = 1.86 cfs @ 16.17 hrs, Volume= 4.266 af Routing by Dyn-Stor-Ind method, Time Span= 5.00-72.00 hrs, dt= 0.01 hrs Peak Elev= 886.55' @ 16.17 hrs Surf.Area= 91,938 sf Storage= 84,914 cf Plug-Flow detention time= 113.3 min calculated for 14.022 af (100% of inflow) Center-of-Mass det. time= 106.7 min ( 1,313.5 - 1,206.9 ) Volume Invert Avail.Storage Storage Description #1 883.92' 513,556 cf Custom Stage Data (Prismatic)Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 883.92 0 0 0 885.00 8,000 4,320 4,320 886.00 66,391 37,196 41,516 887.00 112,992 89,692 131,207 888.00 122,517 117,755 248,962 889.00 132,240 127,379 376,340 890.00 142,192 137,216 513,556 Device Routing Invert Outlet Devices #1 Primary 882.84' 15.0" Round Culvert X 2.00 L= 154.0' RCP, groove end projecting, Ke= 0.200 Inlet / Outlet Invert= 882.84' / 882.50' S= 0.0022 '/' Cc= 0.900 n= 0.013 Concrete pipe, bends & connections, Flow Area= 1.23 sf #2 Device 1 885.50' 24.0" x 24.0" Horiz. Orifice/Grate C= 0.600 Limited to weir flow at low heads #3 Secondary 884.56' 24.0" Round Culvert 656 L= 107.0' Ke= 0.200 Inlet / Outlet Invert= 884.56' / 883.25' S= 0.0122 '/' Cc= 0.900 n= 0.013, Flow Area= 3.14 sf #4 Device 3 887.70' 36.0" x 36.0" Horiz. Orifice/Grate 656 C= 0.600 Limited to weir flow at low heads #5 Device 3 884.56' 6.0" Vert. Orifice/Grate 656 C= 0.600 #6 Device 3 886.80' 30.0" W x 10.8" H Vert. Orifice/Grate 656 C= 0.600 #7 Secondary 884.28' 24.0" Round Culvert 656A L= 107.0' RCP, groove end projecting, Ke= 0.200 Inlet / Outlet Invert= 884.28' / 883.32' S= 0.0090 '/' Cc= 0.900 n= 0.013, Flow Area= 3.14 sf #8 Device 7 887.70' 36.0" x 36.0" Horiz. Orifice/Grate 656A C= 0.600 Limited to weir flow at low heads #9 Device 7 884.28' 4.0" Vert. Orifice/Grate 656A C= 0.600 #10 Device 7 886.80' 30.0" W x 10.8" H Vert. Orifice/Grate 656A C= 0.600 08/20/20 Type II 24-hr 2 year Rainfall=2.66"UHS Master Plan On&Off site 6-11-19 Printed 6/11/2019Prepared by V3 Companies Ltd. Page 24HydroCAD® 10.00-20 s/n 04552 © 2017 HydroCAD Software Solutions LLC Primary OutFlow Max=12.50 cfs @ 12.66 hrs HW=886.11' TW=884.18' (Dynamic Tailwater) 1=Culvert (Outlet Controls 12.50 cfs @ 5.09 fps) 2=Orifice/Grate (Passes 12.50 cfs of 12.60 cfs potential flow) Secondary OutFlow Max=1.86 cfs @ 16.17 hrs HW=886.55' TW=1.99' (Dynamic Tailwater) 3=Culvert 656 (Passes 1.25 cfs of 18.11 cfs potential flow) 4=Orifice/Grate 656 ( Controls 0.00 cfs) 5=Orifice/Grate 656 (Orifice Controls 1.25 cfs @ 6.35 fps) 6=Orifice/Grate 656 ( Controls 0.00 cfs) 7=Culvert 656A (Passes 0.61 cfs of 18.91 cfs potential flow) 8=Orifice/Grate 656A ( Controls 0.00 cfs) 9=Orifice/Grate 656A (Orifice Controls 0.61 cfs @ 6.98 fps) 10=Orifice/Grate 656A ( Controls 0.00 cfs) Pond SW B2: Southwest Basin-#2 Inflow Outflow Primary Secondary Hydrograph Time (hours) 7270 68 66 64 62 60 58 56 54 52 50 48 46 44 42 40 38 36 34 32 30 28 26 24 22 20 18 16 14 12 10 8 6 Flow (cfs)30 28 26 24 22 20 18 16 14 12 10 8 6 4 2 0 Inflow Area=192.920 ac Peak Elev=886.55' Storage=84,914 cf 27.43 cfs 14.16 cfs 12.53 cfs 1.86 cfs 08/20/20 Type II 24-hr 2 year Rainfall=2.66"UHS Master Plan On&Off site 6-11-19 Printed 6/11/2019Prepared by V3 Companies Ltd. Page 25HydroCAD® 10.00-20 s/n 04552 © 2017 HydroCAD Software Solutions LLC Pond SW B2: Southwest Basin-#2 Surface Storage Stage-Area-Storage Storage (cubic-feet) 500,000450,000 400,000 350,000 300,000 250,000 200,000 150,000 100,000 50,000 0 Surface/Horizontal/Wetted Area (sq-ft) 140,000 120,000 100,000 80,000 60,000 40,000 20,0000 Elevation (feet)890 889 888 887 886 885 884 Custom Stage Data 08/20/20 Type II 24-hr 10 year Rainfall=3.83"UHS Master Plan On&Off site 6-11-19 Printed 6/11/2019Prepared by V3 Companies Ltd. Page 26HydroCAD® 10.00-20 s/n 04552 © 2017 HydroCAD Software Solutions LLC Summary for Subcatchment N 1: North-#1 Runoff = 22.00 cfs @ 12.19 hrs, Volume= 1.886 af, Depth= 2.48" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 5.00-72.00 hrs, dt= 0.01 hrs Type II 24-hr 10 year Rainfall=3.83" Area (ac) CN Description * 9.120 87 9.120 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 25.0 Direct Entry, Subcatchment N 1: North-#1 Runoff Hydrograph Time (hours) 7270 68 66 64 62 60 58 56 54 52 50 48 46 44 42 40 38 36 34 32 30 28 26 24 22 20 18 16 14 12 10 8 6 Flow (cfs)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 Type II 24-hr 10 year Rainfall=3.83" Runoff Area=9.120 ac Runoff Volume=1.886 af Runoff Depth=2.48" Tc=25.0 min CN=87 22.00 cfs 08/20/20 Type II 24-hr 10 year Rainfall=3.83"UHS Master Plan On&Off site 6-11-19 Printed 6/11/2019Prepared by V3 Companies Ltd. Page 27HydroCAD® 10.00-20 s/n 04552 © 2017 HydroCAD Software Solutions LLC Summary for Subcatchment OFF NE: offsite Northeast Runoff = 14.74 cfs @ 12.15 hrs, Volume= 1.148 af, Depth= 1.68" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 5.00-72.00 hrs, dt= 0.01 hrs Type II 24-hr 10 year Rainfall=3.83" Area (ac) CN Description * 8.200 77 8.200 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 21.0 Direct Entry, Subcatchment OFF NE: offsite Northeast Runoff Hydrograph Time (hours) 7270 68 66 64 62 60 58 56 54 52 50 48 46 44 42 40 38 36 34 32 30 28 26 24 22 20 18 16 14 12 10 8 6 Flow (cfs)16 15 14 13 12 11 10 9 8 7 6 5 4 3 2 1 0 Type II 24-hr 10 year Rainfall=3.83" Runoff Area=8.200 ac Runoff Volume=1.148 af Runoff Depth=1.68" Tc=21.0 min CN=77 14.74 cfs 08/20/20 Type II 24-hr 10 year Rainfall=3.83"UHS Master Plan On&Off site 6-11-19 Printed 6/11/2019Prepared by V3 Companies Ltd. Page 28HydroCAD® 10.00-20 s/n 04552 © 2017 HydroCAD Software Solutions LLC Summary for Subcatchment OFF P&R: Off P&R Runoff = 18.66 cfs @ 12.59 hrs, Volume= 3.123 af, Depth= 1.10" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 5.00-72.00 hrs, dt= 0.01 hrs Type II 24-hr 10 year Rainfall=3.83" Area (ac) CN Description * 34.100 68 34.100 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 55.8 Direct Entry, Subcatchment OFF P&R: Off P&R Runoff Hydrograph Time (hours) 7270 68 66 64 62 60 58 56 54 52 50 48 46 44 42 40 38 36 34 32 30 28 26 24 22 20 18 16 14 12 10 8 6 Flow (cfs)20 19 18 17 16 15 14 13 12 11 10 9 8 7 6 5 4 3 2 1 0 Type II 24-hr 10 year Rainfall=3.83" Runoff Area=34.100 ac Runoff Volume=3.123 af Runoff Depth=1.10" Tc=55.8 min CN=68 18.66 cfs 08/20/20 Type II 24-hr 10 year Rainfall=3.83"UHS Master Plan On&Off site 6-11-19 Printed 6/11/2019Prepared by V3 Companies Ltd. Page 29HydroCAD® 10.00-20 s/n 04552 © 2017 HydroCAD Software Solutions LLC Summary for Subcatchment Off S&T: Off S&T Runoff = 22.99 cfs @ 12.23 hrs, Volume= 2.225 af, Depth= 2.76" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 5.00-72.00 hrs, dt= 0.01 hrs Type II 24-hr 10 year Rainfall=3.83" Area (ac) CN Description * 9.680 90 9.680 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 30.0 Direct Entry, Subcatchment Off S&T: Off S&T Runoff Hydrograph Time (hours) 7270 68 66 64 62 60 58 56 54 52 50 48 46 44 42 40 38 36 34 32 30 28 26 24 22 20 18 16 14 12 10 8 6 Flow (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 Type II 24-hr 10 year Rainfall=3.83" Runoff Area=9.680 ac Runoff Volume=2.225 af Runoff Depth=2.76" Tc=30.0 min CN=90 22.99 cfs 08/20/20 Type II 24-hr 10 year Rainfall=3.83"UHS Master Plan On&Off site 6-11-19 Printed 6/11/2019Prepared by V3 Companies Ltd. Page 30HydroCAD® 10.00-20 s/n 04552 © 2017 HydroCAD Software Solutions LLC Summary for Subcatchment OFF UHS1+: OFF UHS Runoff = 87.40 cfs @ 12.27 hrs, Volume= 8.740 af, Depth= 2.22" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 5.00-72.00 hrs, dt= 0.01 hrs Type II 24-hr 10 year Rainfall=3.83" Area (ac) CN Description * 47.200 84 47.200 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 32.0 Direct Entry, Subcatchment OFF UHS1+: OFF UHS Runoff Hydrograph Time (hours) 7270 68 66 64 62 60 58 56 54 52 50 48 46 44 42 40 38 36 34 32 30 28 26 24 22 20 18 16 14 12 10 8 6 Flow (cfs)95 90 85 80 75 70 65 60 55 50 45 40 35 30 25 20 15 10 5 0 Type II 24-hr 10 year Rainfall=3.83" Runoff Area=47.200 ac Runoff Volume=8.740 af Runoff Depth=2.22" Tc=32.0 min CN=84 87.40 cfs 08/20/20 Type II 24-hr 10 year Rainfall=3.83"UHS Master Plan On&Off site 6-11-19 Printed 6/11/2019Prepared by V3 Companies Ltd. Page 31HydroCAD® 10.00-20 s/n 04552 © 2017 HydroCAD Software Solutions LLC Summary for Subcatchment OFF UHS2: Offsite UHS 2 Runoff = 26.56 cfs @ 12.26 hrs, Volume= 2.633 af, Depth= 1.83" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 5.00-72.00 hrs, dt= 0.01 hrs Type II 24-hr 10 year Rainfall=3.83" Area (ac) CN Description * 17.300 79 17.300 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 31.0 Direct Entry, Subcatchment OFF UHS2: Offsite UHS 2 Runoff Hydrograph Time (hours) 7270 68 66 64 62 60 58 56 54 52 50 48 46 44 42 40 38 36 34 32 30 28 26 24 22 20 18 16 14 12 10 8 6 Flow (cfs)28 26 24 22 20 18 16 14 12 10 8 6 4 2 0 Type II 24-hr 10 year Rainfall=3.83" Runoff Area=17.300 ac Runoff Volume=2.633 af Runoff Depth=1.83" Tc=31.0 min CN=79 26.56 cfs 08/20/20 Type II 24-hr 10 year Rainfall=3.83"UHS Master Plan On&Off site 6-11-19 Printed 6/11/2019Prepared by V3 Companies Ltd. Page 32HydroCAD® 10.00-20 s/n 04552 © 2017 HydroCAD Software Solutions LLC Summary for Subcatchment OFF West Park: Off West Park Runoff = 33.71 cfs @ 12.87 hrs, Volume= 6.524 af, Depth= 1.28" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 5.00-72.00 hrs, dt= 0.01 hrs Type II 24-hr 10 year Rainfall=3.83" Area (ac) CN Description * 61.200 71 61.200 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 72.0 Direct Entry, Subcatchment OFF West Park: Off West Park Runoff Hydrograph Time (hours) 7270 68 66 64 62 60 58 56 54 52 50 48 46 44 42 40 38 36 34 32 30 28 26 24 22 20 18 16 14 12 10 8 6 Flow (cfs)36 34 32 30 28 26 24 22 20 18 16 14 12 10 8 6 4 2 0 Type II 24-hr 10 year Rainfall=3.83" Runoff Area=61.200 ac Runoff Volume=6.524 af Runoff Depth=1.28" Tc=72.0 min CN=71 33.71 cfs 08/20/20 Type II 24-hr 10 year Rainfall=3.83"UHS Master Plan On&Off site 6-11-19 Printed 6/11/2019Prepared by V3 Companies Ltd. Page 33HydroCAD® 10.00-20 s/n 04552 © 2017 HydroCAD Software Solutions LLC Summary for Subcatchment SE 3: Southeast-#3 Runoff = 27.78 cfs @ 12.08 hrs, Volume= 1.848 af, Depth= 2.22" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 5.00-72.00 hrs, dt= 0.01 hrs Type II 24-hr 10 year Rainfall=3.83" Area (ac) CN Description * 9.980 84 9.980 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 16.0 Direct Entry, Subcatchment SE 3: Southeast-#3 Runoff Hydrograph Time (hours) 7270 68 66 64 62 60 58 56 54 52 50 48 46 44 42 40 38 36 34 32 30 28 26 24 22 20 18 16 14 12 10 8 6 Flow (cfs)30 28 26 24 22 20 18 16 14 12 10 8 6 4 2 0 Type II 24-hr 10 year Rainfall=3.83" Runoff Area=9.980 ac Runoff Volume=1.848 af Runoff Depth=2.22" Tc=16.0 min CN=84 27.78 cfs 08/20/20 Type II 24-hr 10 year Rainfall=3.83"UHS Master Plan On&Off site 6-11-19 Printed 6/11/2019Prepared by V3 Companies Ltd. Page 34HydroCAD® 10.00-20 s/n 04552 © 2017 HydroCAD Software Solutions LLC Summary for Subcatchment SW 2: Southwest-#2 Runoff = 33.37 cfs @ 12.19 hrs, Volume= 2.855 af, Depth= 2.39" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 5.00-72.00 hrs, dt= 0.01 hrs Type II 24-hr 10 year Rainfall=3.83" Area (ac) CN Description * 14.320 86 14.320 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 25.0 Direct Entry, Subcatchment SW 2: Southwest-#2 Runoff Hydrograph Time (hours) 7270 68 66 64 62 60 58 56 54 52 50 48 46 44 42 40 38 36 34 32 30 28 26 24 22 20 18 16 14 12 10 8 6 Flow (cfs)36 34 32 30 28 26 24 22 20 18 16 14 12 10 8 6 4 2 0 Type II 24-hr 10 year Rainfall=3.83" Runoff Area=14.320 ac Runoff Volume=2.855 af Runoff Depth=2.39" Tc=25.0 min CN=86 33.37 cfs 08/20/20 Type II 24-hr 10 year Rainfall=3.83"UHS Master Plan On&Off site 6-11-19 Printed 6/11/2019Prepared by V3 Companies Ltd. Page 35HydroCAD® 10.00-20 s/n 04552 © 2017 HydroCAD Software Solutions LLC Summary for Pond 1P: West Park Pond Inflow Area = 95.300 ac, 0.00% Impervious, Inflow Depth = 1.21" for 10 year event Inflow = 51.12 cfs @ 12.72 hrs, Volume= 9.646 af Outflow = 4.44 cfs @ 18.37 hrs, Volume= 9.199 af, Atten= 91%, Lag= 338.6 min Primary = 4.44 cfs @ 18.37 hrs, Volume= 9.199 af Routing by Dyn-Stor-Ind method, Time Span= 5.00-72.00 hrs, dt= 0.01 hrs Peak Elev= 899.16' @ 18.37 hrs Surf.Area= 2.888 ac Storage= 5.922 af Plug-Flow detention time= 773.0 min calculated for 9.199 af (95% of inflow) Center-of-Mass det. time= 747.2 min ( 1,663.5 - 916.3 ) Volume Invert Avail.Storage Storage Description #1 897.00' 23.400 af Custom Stage Data (Prismatic)Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (acres) (acre-feet) (acre-feet) 897.00 2.600 0.000 0.000 900.00 3.000 8.400 8.400 905.00 3.000 15.000 23.400 Device Routing Invert Outlet Devices #1 Primary 897.00' 12.0" Round Culvert L= 100.0' RCP, groove end projecting, Ke= 0.200 Inlet / Outlet Invert= 897.00' / 896.00' S= 0.0100 '/' Cc= 0.900 n= 0.013, Flow Area= 0.79 sf #2 Primary 900.00' 200.0' long x 20.0' 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) 2.68 2.70 2.70 2.64 2.63 2.64 2.64 2.63 Primary OutFlow Max=4.44 cfs @ 18.37 hrs HW=899.16' TW=887.52' (Dynamic Tailwater) 1=Culvert (Barrel Controls 4.44 cfs @ 5.66 fps) 2=Broad-Crested Rectangular Weir ( Controls 0.00 cfs) 08/20/20 Type II 24-hr 10 year Rainfall=3.83"UHS Master Plan On&Off site 6-11-19 Printed 6/11/2019Prepared by V3 Companies Ltd. Page 36HydroCAD® 10.00-20 s/n 04552 © 2017 HydroCAD Software Solutions LLC Pond 1P: West Park Pond Inflow Primary Hydrograph Time (hours) 7270 68 66 64 62 60 58 56 54 52 50 48 46 44 42 40 38 36 34 32 30 28 26 24 22 20 18 16 14 12 10 8 6 Flow (cfs)55 50 45 40 35 30 25 20 15 10 5 0 Inflow Area=95.300 ac Peak Elev=899.16' Storage=5.922 af 51.12 cfs 4.44 cfs Pond 1P: West Park Pond Surface Storage Stage-Area-Storage Storage (acre-feet) 2322 21 20 19 18 17 16 15 14 13 12 11 10 9 8 7 6 5 4 3 2 1 0 Surface/Horizontal/Wetted Area (acres) 3 2 1 0 Elevation (feet) 905 904 903 902 901 900 899 898 897 Custom Stage Data 08/20/20 Type II 24-hr 10 year Rainfall=3.83"UHS Master Plan On&Off site 6-11-19 Printed 6/11/2019Prepared by V3 Companies Ltd. Page 37HydroCAD® 10.00-20 s/n 04552 © 2017 HydroCAD Software Solutions LLC Summary for Pond 3P: (new Pond) Inflow Area = 211.100 ac, 0.00% Impervious, Inflow Depth > 1.72" for 10 year event Inflow = 20.89 cfs @ 15.81 hrs, Volume= 30.329 af Outflow = 20.89 cfs @ 15.81 hrs, Volume= 30.329 af, Atten= 0%, Lag= 0.0 min Primary = 20.89 cfs @ 15.81 hrs, Volume= 30.329 af Routing by Dyn-Stor-Ind method, Time Span= 5.00-72.00 hrs, dt= 0.01 hrs Peak Elev= 3.68' @ 15.81 hrs Device Routing Invert Outlet Devices #1 Primary 0.00' 24.0" Round Culvert L= 100.0' Ke= 0.200 Inlet / Outlet Invert= 0.00' / 0.00' S= 0.0000 '/' Cc= 0.900 n= 0.013, Flow Area= 3.14 sf Primary OutFlow Max=20.89 cfs @ 15.81 hrs HW=3.68' (Free Discharge) 1=Culvert (Barrel Controls 20.89 cfs @ 6.65 fps) Pond 3P: (new Pond) Inflow Primary Hydrograph Time (hours) 7270 68 66 64 62 60 58 56 54 52 50 48 46 44 42 40 38 36 34 32 30 28 26 24 22 20 18 16 14 12 10 8 6 Flow (cfs)23 22 21 20 19 18 17 16 15 14 13 12 11 10 9 8 7 6 5 4 3 2 1 0 Inflow Area=211.100 ac Peak Elev=3.68' 24.0" Round Culvert n=0.013 L=100.0' S=0.0000 '/' 20.89 cfs 20.89 cfs 08/20/20 Type II 24-hr 10 year Rainfall=3.83"UHS Master Plan On&Off site 6-11-19 Printed 6/11/2019Prepared by V3 Companies Ltd. Page 38HydroCAD® 10.00-20 s/n 04552 © 2017 HydroCAD Software Solutions LLC Pond 3P: (new Pond) Storage Stage-Area-Storage Storage (cubic-feet) 0Elevation (feet)3 2 1 0 08/20/20 Type II 24-hr 10 year Rainfall=3.83"UHS Master Plan On&Off site 6-11-19 Printed 6/11/2019Prepared by V3 Companies Ltd. Page 39HydroCAD® 10.00-20 s/n 04552 © 2017 HydroCAD Software Solutions LLC Summary for Pond North B1: North Basin-#1 Inflow Area = 178.600 ac, 0.00% Impervious, Inflow Depth > 1.65" for 10 year event Inflow = 60.10 cfs @ 12.29 hrs, Volume= 24.517 af Outflow = 32.63 cfs @ 13.02 hrs, Volume= 24.517 af, Atten= 46%, Lag= 43.7 min Primary = 32.63 cfs @ 13.02 hrs, Volume= 24.517 af Routing by Dyn-Stor-Ind method, Time Span= 5.00-72.00 hrs, dt= 0.01 hrs Peak Elev= 887.85' @ 14.19 hrs Surf.Area= 105,497 sf Storage= 111,630 cf Plug-Flow detention time= (not calculated: outflow precedes inflow) Center-of-Mass det. time= 60.6 min ( 1,304.0 - 1,243.4 ) Volume Invert Avail.Storage Storage Description #1 886.50' 487,123 cf Custom Stage Data (Prismatic)Listed below Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 886.50 0 0 0 887.00 98,314 24,579 24,579 888.00 106,775 102,545 127,123 889.00 115,466 111,121 238,244 890.00 124,383 119,925 358,168 891.00 133,527 128,955 487,123 Device Routing Invert Outlet Devices #1 Primary 886.00' 42.0" Round Culvert X 2.00 L= 89.0' RCP, groove end projecting, Ke= 0.200 Inlet / Outlet Invert= 886.00' / 885.50' S= 0.0056 '/' Cc= 0.900 n= 0.013, Flow Area= 9.62 sf Primary OutFlow Max=32.48 cfs @ 13.02 hrs HW=887.72' TW=886.97' (Dynamic Tailwater) 1=Culvert (Outlet Controls 32.48 cfs @ 5.04 fps) 08/20/20 Type II 24-hr 10 year Rainfall=3.83"UHS Master Plan On&Off site 6-11-19 Printed 6/11/2019Prepared by V3 Companies Ltd. Page 40HydroCAD® 10.00-20 s/n 04552 © 2017 HydroCAD Software Solutions LLC Pond North B1: North Basin-#1 Inflow Primary Hydrograph Time (hours) 7270 68 66 64 62 60 58 56 54 52 50 48 46 44 42 40 38 36 34 32 30 28 26 24 22 20 18 16 14 12 10 8 6 Flow (cfs)65 60 55 50 45 40 35 30 25 20 15 10 5 0 Inflow Area=178.600 ac Peak Elev=887.85' Storage=111,630 cf 42.0" Round Culvert x 2.00 n=0.013 L=89.0' S=0.0056 '/' 60.10 cfs 32.63 cfs Pond North B1: North Basin-#1 Surface Storage Stage-Area-Storage Storage (cubic-feet) 450,000400,000 350,000 300,000 250,000 200,000 150,000 100,000 50,000 0 Surface/Horizontal/Wetted Area (sq-ft) 130,000 120,000 110,000 100,000 90,000 80,000 70,000 60,000 50,000 40,000 30,00020,000 10,000 0 Elevation (feet) 891 890 889 888 887 Custom Stage Data 08/20/20 Type II 24-hr 10 year Rainfall=3.83"UHS Master Plan On&Off site 6-11-19 Printed 6/11/2019Prepared by V3 Companies Ltd. Page 41HydroCAD® 10.00-20 s/n 04552 © 2017 HydroCAD Software Solutions LLC Summary for Pond OFF FW: OFF Future Wetlands Inflow Area = 56.880 ac, 0.00% Impervious, Inflow Depth = 2.31" for 10 year event Inflow = 110.03 cfs @ 12.26 hrs, Volume= 10.965 af Outflow = 30.41 cfs @ 12.83 hrs, Volume= 10.799 af, Atten= 72%, Lag= 34.0 min Primary = 30.41 cfs @ 12.83 hrs, Volume= 10.799 af Routing by Dyn-Stor-Ind method, Time Span= 5.00-72.00 hrs, dt= 0.01 hrs Peak Elev= 891.98' @ 12.83 hrs Surf.Area= 2.500 ac Storage= 4.947 af Plug-Flow detention time= 223.7 min calculated for 10.797 af (98% of inflow) Center-of-Mass det. time= 214.8 min ( 1,052.7 - 837.9 ) Volume Invert Avail.Storage Storage Description #1 890.00' 12.500 af Custom Stage Data (Prismatic)Listed below Elevation Surf.Area Inc.Store Cum.Store (feet) (acres) (acre-feet) (acre-feet) 890.00 2.500 0.000 0.000 895.00 2.500 12.500 12.500 Device Routing Invert Outlet Devices #1 Primary 890.00' 27.0" Round Culvert X 2.00 L= 357.0' RCP, groove end projecting, Ke= 0.200 Inlet / Outlet Invert= 890.00' / 888.49' S= 0.0042 '/' Cc= 0.900 n= 0.013, Flow Area= 3.98 sf Primary OutFlow Max=30.41 cfs @ 12.83 hrs HW=891.98' TW=887.65' (Dynamic Tailwater) 1=Culvert (Barrel Controls 30.41 cfs @ 5.47 fps) 08/20/20 Type II 24-hr 10 year Rainfall=3.83"UHS Master Plan On&Off site 6-11-19 Printed 6/11/2019Prepared by V3 Companies Ltd. Page 42HydroCAD® 10.00-20 s/n 04552 © 2017 HydroCAD Software Solutions LLC Pond OFF FW: OFF Future Wetlands Inflow Primary Hydrograph Time (hours) 7270 68 66 64 62 60 58 56 54 52 50 48 46 44 42 40 38 36 34 32 30 28 26 24 22 20 18 16 14 12 10 8 6 Flow (cfs)120 115 110 105 100 95 90 85 80 75 70 65 60 55 50 45 40 35 30 25 20 15 10 5 0 Inflow Area=56.880 ac Peak Elev=891.98' Storage=4.947 af 27.0" Round Culvert x 2.00 n=0.013 L=357.0' S=0.0042 '/' 110.03 cfs 30.41 cfs Pond OFF FW: OFF Future Wetlands Surface Storage Stage-Area-Storage Storage (acre-feet) 1211 10 9 8 7 6 5 4 3 2 1 0 Surface/Horizontal/Wetted Area (acres) 2 1 0 Elevation (feet) 895 894 893 892 891 890 Custom Stage Data 08/20/20 Type II 24-hr 10 year Rainfall=3.83"UHS Master Plan On&Off site 6-11-19 Printed 6/11/2019Prepared by V3 Companies Ltd. Page 43HydroCAD® 10.00-20 s/n 04552 © 2017 HydroCAD Software Solutions LLC Summary for Pond SE B3: Southeast Basin-#3 Inflow Area = 211.100 ac, 0.00% Impervious, Inflow Depth = 1.10" for 10 year event Inflow = 49.29 cfs @ 12.12 hrs, Volume= 19.405 af Outflow = 10.42 cfs @ 18.50 hrs, Volume= 19.405 af, Atten= 79%, Lag= 382.8 min Primary = 10.42 cfs @ 18.50 hrs, Volume= 19.405 af Routing by Dyn-Stor-Ind method, Time Span= 5.00-72.00 hrs, dt= 0.01 hrs Peak Elev= 886.20' @ 18.50 hrs Surf.Area= 68,361 sf Storage= 161,032 cf Plug-Flow detention time= 234.5 min calculated for 19.402 af (100% of inflow) Center-of-Mass det. time= 234.5 min ( 1,490.9 - 1,256.4 ) Volume Invert Avail.Storage Storage Description #1 882.50' 295,964 cf Custom Stage Data (Prismatic)Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 882.50 0 0 0 883.00 1,742 436 436 884.00 52,891 27,317 27,752 885.00 59,774 56,333 84,085 886.00 66,883 63,329 147,413 887.00 74,219 70,551 217,964 888.00 81,780 78,000 295,964 Device Routing Invert Outlet Devices #1 Primary 882.50' 21.0" Round Culvert L= 160.0' RCP, groove end projecting, Ke= 0.200 Inlet / Outlet Invert= 882.50' / 882.00' S= 0.0031 '/' Cc= 0.900 n= 0.013, Flow Area= 2.41 sf #2 Device 1 882.50' 14.0" Vert. Orifice/Grate C= 0.600 #3 Device 1 885.90' 30.0" W x 6.0" H Vert. Orifice/Grate C= 0.600 #4 Primary 886.40' 36.0" x 36.0" Horiz. Orifice/Grate C= 0.600 Limited to weir flow at low heads Primary OutFlow Max=10.42 cfs @ 18.50 hrs HW=886.20' TW=3.29' (Dynamic Tailwater) 1=Culvert (Passes 10.42 cfs of 15.97 cfs potential flow) 2=Orifice/Grate (Orifice Controls 9.09 cfs @ 8.50 fps) 3=Orifice/Grate (Orifice Controls 1.33 cfs @ 1.76 fps) 4=Orifice/Grate ( Controls 0.00 cfs) 08/20/20 Type II 24-hr 10 year Rainfall=3.83"UHS Master Plan On&Off site 6-11-19 Printed 6/11/2019Prepared by V3 Companies Ltd. Page 44HydroCAD® 10.00-20 s/n 04552 © 2017 HydroCAD Software Solutions LLC Pond SE B3: Southeast Basin-#3 Inflow Primary Hydrograph Time (hours) 7270 68 66 64 62 60 58 56 54 52 50 48 46 44 42 40 38 36 34 32 30 28 26 24 22 20 18 16 14 12 10 8 6 Flow (cfs)55 50 45 40 35 30 25 20 15 10 5 0 Inflow Area=211.100 ac Peak Elev=886.20' Storage=161,032 cf 49.29 cfs 10.42 cfs Pond SE B3: Southeast Basin-#3 Surface Storage Stage-Area-Storage Storage (cubic-feet) 250,000200,000 150,000 100,000 50,000 0 Surface/Horizontal/Wetted Area (sq-ft) 80,000 75,000 70,00065,000 60,000 55,00050,000 45,000 40,00035,000 30,000 25,000 20,00015,000 10,000 5,000 0 Elevation (feet) 888 887 886 885 884 883 Custom Stage Data 08/20/20 Type II 24-hr 10 year Rainfall=3.83"UHS Master Plan On&Off site 6-11-19 Printed 6/11/2019Prepared by V3 Companies Ltd. Page 45HydroCAD® 10.00-20 s/n 04552 © 2017 HydroCAD Software Solutions LLC Summary for Pond SW B2: Southwest Basin-#2 Inflow Area = 192.920 ac, 0.00% Impervious, Inflow Depth > 1.70" for 10 year event Inflow = 48.50 cfs @ 12.22 hrs, Volume= 27.372 af Outflow = 23.65 cfs @ 14.82 hrs, Volume= 27.333 af, Atten= 51%, Lag= 155.6 min Primary = 12.42 cfs @ 13.51 hrs, Volume= 16.409 af Secondary = 12.03 cfs @ 15.14 hrs, Volume= 10.924 af Routing by Dyn-Stor-Ind method, Time Span= 5.00-72.00 hrs, dt= 0.01 hrs Peak Elev= 887.52' @ 15.14 hrs Surf.Area= 117,913 sf Storage= 190,853 cf Plug-Flow detention time= 148.8 min calculated for 27.333 af (100% of inflow) Center-of-Mass det. time= 144.5 min ( 1,399.0 - 1,254.5 ) Volume Invert Avail.Storage Storage Description #1 883.92' 513,556 cf Custom Stage Data (Prismatic)Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 883.92 0 0 0 885.00 8,000 4,320 4,320 886.00 66,391 37,196 41,516 887.00 112,992 89,692 131,207 888.00 122,517 117,755 248,962 889.00 132,240 127,379 376,340 890.00 142,192 137,216 513,556 Device Routing Invert Outlet Devices #1 Primary 882.84' 15.0" Round Culvert X 2.00 L= 154.0' RCP, groove end projecting, Ke= 0.200 Inlet / Outlet Invert= 882.84' / 882.50' S= 0.0022 '/' Cc= 0.900 n= 0.013 Concrete pipe, bends & connections, Flow Area= 1.23 sf #2 Device 1 885.50' 24.0" x 24.0" Horiz. Orifice/Grate C= 0.600 Limited to weir flow at low heads #3 Secondary 884.56' 24.0" Round Culvert 656 L= 107.0' Ke= 0.200 Inlet / Outlet Invert= 884.56' / 883.25' S= 0.0122 '/' Cc= 0.900 n= 0.013, Flow Area= 3.14 sf #4 Device 3 887.70' 36.0" x 36.0" Horiz. Orifice/Grate 656 C= 0.600 Limited to weir flow at low heads #5 Device 3 884.56' 6.0" Vert. Orifice/Grate 656 C= 0.600 #6 Device 3 886.80' 30.0" W x 10.8" H Vert. Orifice/Grate 656 C= 0.600 #7 Secondary 884.28' 24.0" Round Culvert 656A L= 107.0' RCP, groove end projecting, Ke= 0.200 Inlet / Outlet Invert= 884.28' / 883.32' S= 0.0090 '/' Cc= 0.900 n= 0.013, Flow Area= 3.14 sf #8 Device 7 887.70' 36.0" x 36.0" Horiz. Orifice/Grate 656A C= 0.600 Limited to weir flow at low heads #9 Device 7 884.28' 4.0" Vert. Orifice/Grate 656A C= 0.600 #10 Device 7 886.80' 30.0" W x 10.8" H Vert. Orifice/Grate 656A C= 0.600 08/20/20 Type II 24-hr 10 year Rainfall=3.83"UHS Master Plan On&Off site 6-11-19 Printed 6/11/2019Prepared by V3 Companies Ltd. Page 46HydroCAD® 10.00-20 s/n 04552 © 2017 HydroCAD Software Solutions LLC Primary OutFlow Max=12.41 cfs @ 13.51 hrs HW=887.25' TW=885.34' (Dynamic Tailwater) 1=Culvert (Outlet Controls 12.41 cfs @ 5.06 fps) 2=Orifice/Grate (Passes 12.41 cfs of 25.45 cfs potential flow) Secondary OutFlow Max=12.03 cfs @ 15.14 hrs HW=887.52' TW=3.64' (Dynamic Tailwater) 3=Culvert 656 (Passes 6.42 cfs of 23.85 cfs potential flow) 4=Orifice/Grate 656 ( Controls 0.00 cfs) 5=Orifice/Grate 656 (Orifice Controls 1.56 cfs @ 7.92 fps) 6=Orifice/Grate 656 (Orifice Controls 4.87 cfs @ 2.72 fps) 7=Culvert 656A (Passes 5.60 cfs of 23.48 cfs potential flow) 8=Orifice/Grate 656A ( Controls 0.00 cfs) 9=Orifice/Grate 656A (Orifice Controls 0.74 cfs @ 8.44 fps) 10=Orifice/Grate 656A (Orifice Controls 4.87 cfs @ 2.72 fps) Pond SW B2: Southwest Basin-#2 Inflow Outflow Primary Secondary Hydrograph Time (hours) 7270 68 66 64 62 60 58 56 54 52 50 48 46 44 42 40 38 36 34 32 30 28 26 24 22 20 18 16 14 12 10 8 6 Flow (cfs)50 45 40 35 30 25 20 15 10 5 0 Inflow Area=192.920 ac Peak Elev=887.52' Storage=190,853 cf 48.50 cfs 23.65 cfs 12.42 cfs 12.03 cfs 08/20/20 Type II 24-hr 10 year Rainfall=3.83"UHS Master Plan On&Off site 6-11-19 Printed 6/11/2019Prepared by V3 Companies Ltd. Page 47HydroCAD® 10.00-20 s/n 04552 © 2017 HydroCAD Software Solutions LLC Pond SW B2: Southwest Basin-#2 Surface Storage Stage-Area-Storage Storage (cubic-feet) 500,000450,000 400,000 350,000 300,000 250,000 200,000 150,000 100,000 50,000 0 Surface/Horizontal/Wetted Area (sq-ft) 140,000 120,000 100,000 80,000 60,000 40,000 20,0000 Elevation (feet)890 889 888 887 886 885 884 Custom Stage Data 08/20/20 Type II 24-hr 100 year Rainfall=6.46"UHS Master Plan On&Off site 6-11-19 Printed 6/11/2019Prepared by V3 Companies Ltd. Page 48HydroCAD® 10.00-20 s/n 04552 © 2017 HydroCAD Software Solutions LLC Summary for Subcatchment N 1: North-#1 Runoff = 42.99 cfs @ 12.17 hrs, Volume= 3.766 af, Depth> 4.96" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 5.00-72.00 hrs, dt= 0.01 hrs Type II 24-hr 100 year Rainfall=6.46" Area (ac) CN Description * 9.120 87 9.120 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 25.0 Direct Entry, Subcatchment N 1: North-#1 Runoff Hydrograph Time (hours) 7270 68 66 64 62 60 58 56 54 52 50 48 46 44 42 40 38 36 34 32 30 28 26 24 22 20 18 16 14 12 10 8 6 Flow (cfs)48 46 44 42 40 38 36 34 32 30 28 26 24 22 20 18 16 14 12 10 8 6 4 2 0 Type II 24-hr 100 year Rainfall=6.46" Runoff Area=9.120 ac Runoff Volume=3.766 af Runoff Depth>4.96" Tc=25.0 min CN=87 42.99 cfs 08/20/20 Type II 24-hr 100 year Rainfall=6.46"UHS Master Plan On&Off site 6-11-19 Printed 6/11/2019Prepared by V3 Companies Ltd. Page 49HydroCAD® 10.00-20 s/n 04552 © 2017 HydroCAD Software Solutions LLC Summary for Subcatchment OFF NE: offsite Northeast Runoff = 34.42 cfs @ 12.14 hrs, Volume= 2.654 af, Depth= 3.88" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 5.00-72.00 hrs, dt= 0.01 hrs Type II 24-hr 100 year Rainfall=6.46" Area (ac) CN Description * 8.200 77 8.200 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 21.0 Direct Entry, Subcatchment OFF NE: offsite Northeast Runoff Hydrograph Time (hours) 7270 68 66 64 62 60 58 56 54 52 50 48 46 44 42 40 38 36 34 32 30 28 26 24 22 20 18 16 14 12 10 8 6 Flow (cfs)38 36 34 32 30 28 26 24 22 20 18 16 14 12 10 8 6 4 2 0 Type II 24-hr 100 year Rainfall=6.46" Runoff Area=8.200 ac Runoff Volume=2.654 af Runoff Depth=3.88" Tc=21.0 min CN=77 34.42 cfs 08/20/20 Type II 24-hr 100 year Rainfall=6.46"UHS Master Plan On&Off site 6-11-19 Printed 6/11/2019Prepared by V3 Companies Ltd. Page 50HydroCAD® 10.00-20 s/n 04552 © 2017 HydroCAD Software Solutions LLC Summary for Subcatchment OFF P&R: Off P&R Runoff = 56.26 cfs @ 12.59 hrs, Volume= 8.465 af, Depth= 2.98" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 5.00-72.00 hrs, dt= 0.01 hrs Type II 24-hr 100 year Rainfall=6.46" Area (ac) CN Description * 34.100 68 34.100 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 55.8 Direct Entry, Subcatchment OFF P&R: Off P&R Runoff Hydrograph Time (hours) 7270 68 66 64 62 60 58 56 54 52 50 48 46 44 42 40 38 36 34 32 30 28 26 24 22 20 18 16 14 12 10 8 6 Flow (cfs)60 55 50 45 40 35 30 25 20 15 10 5 0 Type II 24-hr 100 year Rainfall=6.46" Runoff Area=34.100 ac Runoff Volume=8.465 af Runoff Depth=2.98" Tc=55.8 min CN=68 56.26 cfs 08/20/20 Type II 24-hr 100 year Rainfall=6.46"UHS Master Plan On&Off site 6-11-19 Printed 6/11/2019Prepared by V3 Companies Ltd. Page 51HydroCAD® 10.00-20 s/n 04552 © 2017 HydroCAD Software Solutions LLC Summary for Subcatchment Off S&T: Off S&T Runoff = 43.00 cfs @ 12.23 hrs, Volume= 4.258 af, Depth> 5.28" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 5.00-72.00 hrs, dt= 0.01 hrs Type II 24-hr 100 year Rainfall=6.46" Area (ac) CN Description * 9.680 90 9.680 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 30.0 Direct Entry, Subcatchment Off S&T: Off S&T Runoff Hydrograph Time (hours) 7270 68 66 64 62 60 58 56 54 52 50 48 46 44 42 40 38 36 34 32 30 28 26 24 22 20 18 16 14 12 10 8 6 Flow (cfs)48 46 44 42 40 38 36 34 32 30 28 26 24 22 20 18 16 14 12 10 8 6 4 2 0 Type II 24-hr 100 year Rainfall=6.46" Runoff Area=9.680 ac Runoff Volume=4.258 af Runoff Depth>5.28" Tc=30.0 min CN=90 43.00 cfs 08/20/20 Type II 24-hr 100 year Rainfall=6.46"UHS Master Plan On&Off site 6-11-19 Printed 6/11/2019Prepared by V3 Companies Ltd. Page 52HydroCAD® 10.00-20 s/n 04552 © 2017 HydroCAD Software Solutions LLC Summary for Subcatchment OFF UHS1+: OFF UHS Runoff = 180.25 cfs @ 12.26 hrs, Volume= 18.206 af, Depth= 4.63" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 5.00-72.00 hrs, dt= 0.01 hrs Type II 24-hr 100 year Rainfall=6.46" Area (ac) CN Description * 47.200 84 47.200 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 32.0 Direct Entry, Subcatchment OFF UHS1+: OFF UHS Runoff Hydrograph Time (hours) 7270 68 66 64 62 60 58 56 54 52 50 48 46 44 42 40 38 36 34 32 30 28 26 24 22 20 18 16 14 12 10 8 6 Flow (cfs)200 190 180 170 160 150 140 130 120 110 100 90 80 70 60 50 40 30 20 10 0 Type II 24-hr 100 year Rainfall=6.46" Runoff Area=47.200 ac Runoff Volume=18.206 af Runoff Depth=4.63" Tc=32.0 min CN=84 180.25 cfs 08/20/20 Type II 24-hr 100 year Rainfall=6.46"UHS Master Plan On&Off site 6-11-19 Printed 6/11/2019Prepared by V3 Companies Ltd. Page 53HydroCAD® 10.00-20 s/n 04552 © 2017 HydroCAD Software Solutions LLC Summary for Subcatchment OFF UHS2: Offsite UHS 2 Runoff = 60.08 cfs @ 12.24 hrs, Volume= 5.901 af, Depth= 4.09" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 5.00-72.00 hrs, dt= 0.01 hrs Type II 24-hr 100 year Rainfall=6.46" Area (ac) CN Description * 17.300 79 17.300 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 31.0 Direct Entry, Subcatchment OFF UHS2: Offsite UHS 2 Runoff Hydrograph Time (hours) 7270 68 66 64 62 60 58 56 54 52 50 48 46 44 42 40 38 36 34 32 30 28 26 24 22 20 18 16 14 12 10 8 6 Flow (cfs)65 60 55 50 45 40 35 30 25 20 15 10 5 0 Type II 24-hr 100 year Rainfall=6.46" Runoff Area=17.300 ac Runoff Volume=5.901 af Runoff Depth=4.09" Tc=31.0 min CN=79 60.08 cfs 08/20/20 Type II 24-hr 100 year Rainfall=6.46"UHS Master Plan On&Off site 6-11-19 Printed 6/11/2019Prepared by V3 Companies Ltd. Page 54HydroCAD® 10.00-20 s/n 04552 © 2017 HydroCAD Software Solutions LLC Summary for Subcatchment OFF West Park: Off West Park Runoff = 92.59 cfs @ 12.80 hrs, Volume= 16.696 af, Depth= 3.27" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 5.00-72.00 hrs, dt= 0.01 hrs Type II 24-hr 100 year Rainfall=6.46" Area (ac) CN Description * 61.200 71 61.200 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 72.0 Direct Entry, Subcatchment OFF West Park: Off West Park Runoff Hydrograph Time (hours) 7270 68 66 64 62 60 58 56 54 52 50 48 46 44 42 40 38 36 34 32 30 28 26 24 22 20 18 16 14 12 10 8 6 Flow (cfs)100 95 90 85 80 75 70 65 60 55 50 45 40 35 30 25 20 15 10 5 0 Type II 24-hr 100 year Rainfall=6.46" Runoff Area=61.200 ac Runoff Volume=16.696 af Runoff Depth=3.27" Tc=72.0 min CN=71 92.59 cfs 08/20/20 Type II 24-hr 100 year Rainfall=6.46"UHS Master Plan On&Off site 6-11-19 Printed 6/11/2019Prepared by V3 Companies Ltd. Page 55HydroCAD® 10.00-20 s/n 04552 © 2017 HydroCAD Software Solutions LLC Summary for Subcatchment SE 3: Southeast-#3 Runoff = 56.78 cfs @ 12.07 hrs, Volume= 3.850 af, Depth> 4.63" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 5.00-72.00 hrs, dt= 0.01 hrs Type II 24-hr 100 year Rainfall=6.46" Area (ac) CN Description * 9.980 84 9.980 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 16.0 Direct Entry, Subcatchment SE 3: Southeast-#3 Runoff Hydrograph Time (hours) 7270 68 66 64 62 60 58 56 54 52 50 48 46 44 42 40 38 36 34 32 30 28 26 24 22 20 18 16 14 12 10 8 6 Flow (cfs)60 55 50 45 40 35 30 25 20 15 10 5 0 Type II 24-hr 100 year Rainfall=6.46" Runoff Area=9.980 ac Runoff Volume=3.850 af Runoff Depth>4.63" Tc=16.0 min CN=84 56.78 cfs 08/20/20 Type II 24-hr 100 year Rainfall=6.46"UHS Master Plan On&Off site 6-11-19 Printed 6/11/2019Prepared by V3 Companies Ltd. Page 56HydroCAD® 10.00-20 s/n 04552 © 2017 HydroCAD Software Solutions LLC Summary for Subcatchment SW 2: Southwest-#2 Runoff = 66.29 cfs @ 12.17 hrs, Volume= 5.784 af, Depth> 4.85" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 5.00-72.00 hrs, dt= 0.01 hrs Type II 24-hr 100 year Rainfall=6.46" Area (ac) CN Description * 14.320 86 14.320 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 25.0 Direct Entry, Subcatchment SW 2: Southwest-#2 Runoff Hydrograph Time (hours) 7270 68 66 64 62 60 58 56 54 52 50 48 46 44 42 40 38 36 34 32 30 28 26 24 22 20 18 16 14 12 10 8 6 Flow (cfs)70 65 60 55 50 45 40 35 30 25 20 15 10 5 0 Type II 24-hr 100 year Rainfall=6.46" Runoff Area=14.320 ac Runoff Volume=5.784 af Runoff Depth>4.85" Tc=25.0 min CN=86 66.29 cfs 08/20/20 Type II 24-hr 100 year Rainfall=6.46"UHS Master Plan On&Off site 6-11-19 Printed 6/11/2019Prepared by V3 Companies Ltd. Page 57HydroCAD® 10.00-20 s/n 04552 © 2017 HydroCAD Software Solutions LLC Summary for Pond 1P: West Park Pond Inflow Area = 95.300 ac, 0.00% Impervious, Inflow Depth = 3.17" for 100 year event Inflow = 145.12 cfs @ 12.71 hrs, Volume= 25.160 af Outflow = 101.91 cfs @ 13.16 hrs, Volume= 24.613 af, Atten= 30%, Lag= 26.6 min Primary = 101.91 cfs @ 13.16 hrs, Volume= 24.613 af Routing by Dyn-Stor-Ind method, Time Span= 5.00-72.00 hrs, dt= 0.01 hrs Peak Elev= 900.32' @ 13.16 hrs Surf.Area= 3.000 ac Storage= 9.353 af Plug-Flow detention time= 500.0 min calculated for 24.613 af (98% of inflow) Center-of-Mass det. time= 487.0 min ( 1,374.6 - 887.6 ) Volume Invert Avail.Storage Storage Description #1 897.00' 23.400 af Custom Stage Data (Prismatic)Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (acres) (acre-feet) (acre-feet) 897.00 2.600 0.000 0.000 900.00 3.000 8.400 8.400 905.00 3.000 15.000 23.400 Device Routing Invert Outlet Devices #1 Primary 897.00' 12.0" Round Culvert L= 100.0' RCP, groove end projecting, Ke= 0.200 Inlet / Outlet Invert= 897.00' / 896.00' S= 0.0100 '/' Cc= 0.900 n= 0.013, Flow Area= 0.79 sf #2 Primary 900.00' 200.0' long x 20.0' 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) 2.68 2.70 2.70 2.64 2.63 2.64 2.64 2.63 Primary OutFlow Max=101.90 cfs @ 13.16 hrs HW=900.32' TW=889.29' (Dynamic Tailwater) 1=Culvert (Barrel Controls 5.51 cfs @ 7.02 fps) 2=Broad-Crested Rectangular Weir (Weir Controls 96.39 cfs @ 1.52 fps) 08/20/20 Type II 24-hr 100 year Rainfall=6.46"UHS Master Plan On&Off site 6-11-19 Printed 6/11/2019Prepared by V3 Companies Ltd. Page 58HydroCAD® 10.00-20 s/n 04552 © 2017 HydroCAD Software Solutions LLC Pond 1P: West Park Pond Inflow Primary Hydrograph Time (hours) 7270 68 66 64 62 60 58 56 54 52 50 48 46 44 42 40 38 36 34 32 30 28 26 24 22 20 18 16 14 12 10 8 6 Flow (cfs)160 150 140 130 120 110 100 90 80 70 60 50 40 30 20 10 0 Inflow Area=95.300 ac Peak Elev=900.32' Storage=9.353 af 145.12 cfs 101.91 cfs Pond 1P: West Park Pond Surface Storage Stage-Area-Storage Storage (acre-feet) 2322 21 20 19 18 17 16 15 14 13 12 11 10 9 8 7 6 5 4 3 2 1 0 Surface/Horizontal/Wetted Area (acres) 3 2 1 0 Elevation (feet) 905 904 903 902 901 900 899 898 897 Custom Stage Data 08/20/20 Type II 24-hr 100 year Rainfall=6.46"UHS Master Plan On&Off site 6-11-19 Printed 6/11/2019Prepared by V3 Companies Ltd. Page 59HydroCAD® 10.00-20 s/n 04552 © 2017 HydroCAD Software Solutions LLC Summary for Pond 3P: (new Pond) Inflow Area = 211.100 ac, 0.00% Impervious, Inflow Depth > 3.91" for 100 year event Inflow = 82.23 cfs @ 14.80 hrs, Volume= 68.814 af Outflow = 82.23 cfs @ 14.80 hrs, Volume= 68.814 af, Atten= 0%, Lag= 0.0 min Primary = 82.23 cfs @ 14.80 hrs, Volume= 68.814 af Routing by Dyn-Stor-Ind method, Time Span= 5.00-72.00 hrs, dt= 0.01 hrs Peak Elev= 28.03' @ 14.80 hrs Device Routing Invert Outlet Devices #1 Primary 0.00' 24.0" Round Culvert L= 100.0' Ke= 0.200 Inlet / Outlet Invert= 0.00' / 0.00' S= 0.0000 '/' Cc= 0.900 n= 0.013, Flow Area= 3.14 sf Primary OutFlow Max=82.23 cfs @ 14.80 hrs HW=28.03' (Free Discharge) 1=Culvert (Barrel Controls 82.23 cfs @ 26.18 fps) Pond 3P: (new Pond) Inflow Primary Hydrograph Time (hours) 7270 68 66 64 62 60 58 56 54 52 50 48 46 44 42 40 38 36 34 32 30 28 26 24 22 20 18 16 14 12 10 8 6 Flow (cfs)90 85 80 75 70 65 60 55 50 45 40 35 30 25 20 15 10 5 0 Inflow Area=211.100 ac Peak Elev=28.03' 24.0" Round Culvert n=0.013 L=100.0' S=0.0000 '/' 82.23 cfs 82.23 cfs 08/20/20 Type II 24-hr 100 year Rainfall=6.46"UHS Master Plan On&Off site 6-11-19 Printed 6/11/2019Prepared by V3 Companies Ltd. Page 60HydroCAD® 10.00-20 s/n 04552 © 2017 HydroCAD Software Solutions LLC Pond 3P: (new Pond) Storage Stage-Area-Storage Storage (cubic-feet) 0Elevation (feet)28 26 24 22 20 18 16 14 12 10 8 6 4 2 0 08/20/20 Type II 24-hr 100 year Rainfall=6.46"UHS Master Plan On&Off site 6-11-19 Printed 6/11/2019Prepared by V3 Companies Ltd. Page 61HydroCAD® 10.00-20 s/n 04552 © 2017 HydroCAD Software Solutions LLC Summary for Pond North B1: North Basin-#1 Inflow Area = 178.600 ac, 0.00% Impervious, Inflow Depth > 3.80" for 100 year event Inflow = 167.09 cfs @ 13.14 hrs, Volume= 56.575 af Outflow = 110.06 cfs @ 13.46 hrs, Volume= 56.575 af, Atten= 34%, Lag= 19.0 min Primary = 110.06 cfs @ 13.46 hrs, Volume= 56.575 af Routing by Dyn-Stor-Ind method, Time Span= 5.00-72.00 hrs, dt= 0.01 hrs Peak Elev= 889.90' @ 14.10 hrs Surf.Area= 123,471 sf Storage= 345,900 cf Plug-Flow detention time= (not calculated: outflow precedes inflow) Center-of-Mass det. time= 65.1 min ( 1,194.0 - 1,128.9 ) Volume Invert Avail.Storage Storage Description #1 886.50' 487,123 cf Custom Stage Data (Prismatic)Listed below Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 886.50 0 0 0 887.00 98,314 24,579 24,579 888.00 106,775 102,545 127,123 889.00 115,466 111,121 238,244 890.00 124,383 119,925 358,168 891.00 133,527 128,955 487,123 Device Routing Invert Outlet Devices #1 Primary 886.00' 42.0" Round Culvert X 2.00 L= 89.0' RCP, groove end projecting, Ke= 0.200 Inlet / Outlet Invert= 886.00' / 885.50' S= 0.0056 '/' Cc= 0.900 n= 0.013, Flow Area= 9.62 sf Primary OutFlow Max=109.44 cfs @ 13.46 hrs HW=889.73' TW=888.63' (Dynamic Tailwater) 1=Culvert (Outlet Controls 109.44 cfs @ 6.64 fps) 08/20/20 Type II 24-hr 100 year Rainfall=6.46"UHS Master Plan On&Off site 6-11-19 Printed 6/11/2019Prepared by V3 Companies Ltd. Page 62HydroCAD® 10.00-20 s/n 04552 © 2017 HydroCAD Software Solutions LLC Pond North B1: North Basin-#1 Inflow Primary Hydrograph Time (hours) 7270 68 66 64 62 60 58 56 54 52 50 48 46 44 42 40 38 36 34 32 30 28 26 24 22 20 18 16 14 12 10 8 6 Flow (cfs)180 170 160 150 140 130 120 110 100 90 80 70 60 50 40 30 20 10 0 Inflow Area=178.600 ac Peak Elev=889.90' Storage=345,900 cf 42.0" Round Culvert x 2.00 n=0.013 L=89.0' S=0.0056 '/' 167.09 cfs 110.06 cfs Pond North B1: North Basin-#1 Surface Storage Stage-Area-Storage Storage (cubic-feet) 450,000400,000 350,000 300,000 250,000 200,000 150,000 100,000 50,000 0 Surface/Horizontal/Wetted Area (sq-ft) 130,000 120,000 110,000 100,000 90,000 80,000 70,000 60,000 50,000 40,000 30,00020,000 10,000 0 Elevation (feet) 891 890 889 888 887 Custom Stage Data 08/20/20 Type II 24-hr 100 year Rainfall=6.46"UHS Master Plan On&Off site 6-11-19 Printed 6/11/2019Prepared by V3 Companies Ltd. Page 63HydroCAD® 10.00-20 s/n 04552 © 2017 HydroCAD Software Solutions LLC Summary for Pond OFF FW: OFF Future Wetlands Inflow Area = 56.880 ac, 0.00% Impervious, Inflow Depth > 4.74" for 100 year event Inflow = 222.61 cfs @ 12.26 hrs, Volume= 22.465 af Outflow = 52.57 cfs @ 12.88 hrs, Volume= 22.295 af, Atten= 76%, Lag= 37.2 min Primary = 52.57 cfs @ 12.88 hrs, Volume= 22.295 af Routing by Dyn-Stor-Ind method, Time Span= 5.00-72.00 hrs, dt= 0.01 hrs Peak Elev= 894.14' @ 12.88 hrs Surf.Area= 2.500 ac Storage= 10.339 af Plug-Flow detention time= 176.4 min calculated for 22.292 af (99% of inflow) Center-of-Mass det. time= 172.0 min ( 990.1 - 818.1 ) Volume Invert Avail.Storage Storage Description #1 890.00' 12.500 af Custom Stage Data (Prismatic)Listed below Elevation Surf.Area Inc.Store Cum.Store (feet) (acres) (acre-feet) (acre-feet) 890.00 2.500 0.000 0.000 895.00 2.500 12.500 12.500 Device Routing Invert Outlet Devices #1 Primary 890.00' 27.0" Round Culvert X 2.00 L= 357.0' RCP, groove end projecting, Ke= 0.200 Inlet / Outlet Invert= 890.00' / 888.49' S= 0.0042 '/' Cc= 0.900 n= 0.013, Flow Area= 3.98 sf Primary OutFlow Max=52.57 cfs @ 12.88 hrs HW=894.14' TW=888.80' (Dynamic Tailwater) 1=Culvert (Barrel Controls 52.57 cfs @ 6.61 fps) 08/20/20 Type II 24-hr 100 year Rainfall=6.46"UHS Master Plan On&Off site 6-11-19 Printed 6/11/2019Prepared by V3 Companies Ltd. Page 64HydroCAD® 10.00-20 s/n 04552 © 2017 HydroCAD Software Solutions LLC Pond OFF FW: OFF Future Wetlands Inflow Primary Hydrograph Time (hours) 7270 68 66 64 62 60 58 56 54 52 50 48 46 44 42 40 38 36 34 32 30 28 26 24 22 20 18 16 14 12 10 8 6 Flow (cfs)240 230 220 210 200 190 180 170 160 150 140 130 120 110 100 90 80 70 60 50 40 30 20 10 0 Inflow Area=56.880 ac Peak Elev=894.14' Storage=10.339 af 27.0" Round Culvert x 2.00 n=0.013 L=357.0' S=0.0042 '/' 222.61 cfs 52.57 cfs Pond OFF FW: OFF Future Wetlands Surface Storage Stage-Area-Storage Storage (acre-feet) 1211 10 9 8 7 6 5 4 3 2 1 0 Surface/Horizontal/Wetted Area (acres) 2 1 0 Elevation (feet) 895 894 893 892 891 890 Custom Stage Data 08/20/20 Type II 24-hr 100 year Rainfall=6.46"UHS Master Plan On&Off site 6-11-19 Printed 6/11/2019Prepared by V3 Companies Ltd. Page 65HydroCAD® 10.00-20 s/n 04552 © 2017 HydroCAD Software Solutions LLC Summary for Pond SE B3: Southeast Basin-#3 Inflow Area = 211.100 ac, 0.00% Impervious, Inflow Depth = 1.63" for 100 year event Inflow = 99.66 cfs @ 12.09 hrs, Volume= 28.714 af Outflow = 18.42 cfs @ 14.65 hrs, Volume= 28.714 af, Atten= 82%, Lag= 153.3 min Primary = 18.42 cfs @ 14.65 hrs, Volume= 28.714 af Routing by Dyn-Stor-Ind method, Time Span= 5.00-72.00 hrs, dt= 0.01 hrs Peak Elev= 886.64' @ 14.65 hrs Surf.Area= 71,564 sf Storage= 191,581 cf Plug-Flow detention time= 211.7 min calculated for 28.714 af (100% of inflow) Center-of-Mass det. time= 211.7 min ( 1,502.7 - 1,291.0 ) Volume Invert Avail.Storage Storage Description #1 882.50' 295,964 cf Custom Stage Data (Prismatic)Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 882.50 0 0 0 883.00 1,742 436 436 884.00 52,891 27,317 27,752 885.00 59,774 56,333 84,085 886.00 66,883 63,329 147,413 887.00 74,219 70,551 217,964 888.00 81,780 78,000 295,964 Device Routing Invert Outlet Devices #1 Primary 882.50' 21.0" Round Culvert L= 160.0' RCP, groove end projecting, Ke= 0.200 Inlet / Outlet Invert= 882.50' / 882.00' S= 0.0031 '/' Cc= 0.900 n= 0.013, Flow Area= 2.41 sf #2 Device 1 882.50' 14.0" Vert. Orifice/Grate C= 0.600 #3 Device 1 885.90' 30.0" W x 6.0" H Vert. Orifice/Grate C= 0.600 #4 Primary 886.40' 36.0" x 36.0" Horiz. Orifice/Grate C= 0.600 Limited to weir flow at low heads Primary OutFlow Max=18.42 cfs @ 14.65 hrs HW=886.64' TW=27.99' (Dynamic Tailwater) 1=Culvert (Passes 13.86 cfs of 17.33 cfs potential flow) 2=Orifice/Grate (Orifice Controls 9.70 cfs @ 9.08 fps) 3=Orifice/Grate (Orifice Controls 4.16 cfs @ 3.32 fps) 4=Orifice/Grate (Weir Controls 4.56 cfs @ 1.60 fps) 08/20/20 Type II 24-hr 100 year Rainfall=6.46"UHS Master Plan On&Off site 6-11-19 Printed 6/11/2019Prepared by V3 Companies Ltd. Page 66HydroCAD® 10.00-20 s/n 04552 © 2017 HydroCAD Software Solutions LLC Pond SE B3: Southeast Basin-#3 Inflow Primary Hydrograph Time (hours) 7270 68 66 64 62 60 58 56 54 52 50 48 46 44 42 40 38 36 34 32 30 28 26 24 22 20 18 16 14 12 10 8 6 Flow (cfs)110 105 100 95 90 85 80 75 70 65 60 55 50 45 40 35 30 25 20 15 10 5 0 Inflow Area=211.100 ac Peak Elev=886.64' Storage=191,581 cf 99.66 cfs 18.42 cfs Pond SE B3: Southeast Basin-#3 Surface Storage Stage-Area-Storage Storage (cubic-feet) 250,000200,000 150,000 100,000 50,000 0 Surface/Horizontal/Wetted Area (sq-ft) 80,000 75,000 70,00065,000 60,000 55,00050,000 45,000 40,00035,000 30,000 25,000 20,00015,000 10,000 5,000 0 Elevation (feet) 888 887 886 885 884 883 Custom Stage Data 08/20/20 Type II 24-hr 100 year Rainfall=6.46"UHS Master Plan On&Off site 6-11-19 Printed 6/11/2019Prepared by V3 Companies Ltd. Page 67HydroCAD® 10.00-20 s/n 04552 © 2017 HydroCAD Software Solutions LLC Summary for Pond SW B2: Southwest Basin-#2 Inflow Area = 192.920 ac, 0.00% Impervious, Inflow Depth > 3.88" for 100 year event Inflow = 115.32 cfs @ 13.45 hrs, Volume= 62.359 af Outflow = 78.63 cfs @ 14.83 hrs, Volume= 62.310 af, Atten= 32%, Lag= 83.1 min Primary = 14.80 cfs @ 14.84 hrs, Volume= 22.210 af Secondary = 63.82 cfs @ 14.83 hrs, Volume= 40.100 af Routing by Dyn-Stor-Ind method, Time Span= 5.00-72.00 hrs, dt= 0.01 hrs Peak Elev= 889.34' @ 14.83 hrs Surf.Area= 135,668 sf Storage= 422,484 cf Plug-Flow detention time= 110.3 min calculated for 62.310 af (100% of inflow) Center-of-Mass det. time= 107.9 min ( 1,266.3 - 1,158.3 ) Volume Invert Avail.Storage Storage Description #1 883.92' 513,556 cf Custom Stage Data (Prismatic)Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 883.92 0 0 0 885.00 8,000 4,320 4,320 886.00 66,391 37,196 41,516 887.00 112,992 89,692 131,207 888.00 122,517 117,755 248,962 889.00 132,240 127,379 376,340 890.00 142,192 137,216 513,556 Device Routing Invert Outlet Devices #1 Primary 882.84' 15.0" Round Culvert X 2.00 L= 154.0' RCP, groove end projecting, Ke= 0.200 Inlet / Outlet Invert= 882.84' / 882.50' S= 0.0022 '/' Cc= 0.900 n= 0.013 Concrete pipe, bends & connections, Flow Area= 1.23 sf #2 Device 1 885.50' 24.0" x 24.0" Horiz. Orifice/Grate C= 0.600 Limited to weir flow at low heads #3 Secondary 884.56' 24.0" Round Culvert 656 L= 107.0' Ke= 0.200 Inlet / Outlet Invert= 884.56' / 883.25' S= 0.0122 '/' Cc= 0.900 n= 0.013, Flow Area= 3.14 sf #4 Device 3 887.70' 36.0" x 36.0" Horiz. Orifice/Grate 656 C= 0.600 Limited to weir flow at low heads #5 Device 3 884.56' 6.0" Vert. Orifice/Grate 656 C= 0.600 #6 Device 3 886.80' 30.0" W x 10.8" H Vert. Orifice/Grate 656 C= 0.600 #7 Secondary 884.28' 24.0" Round Culvert 656A L= 107.0' RCP, groove end projecting, Ke= 0.200 Inlet / Outlet Invert= 884.28' / 883.32' S= 0.0090 '/' Cc= 0.900 n= 0.013, Flow Area= 3.14 sf #8 Device 7 887.70' 36.0" x 36.0" Horiz. Orifice/Grate 656A C= 0.600 Limited to weir flow at low heads #9 Device 7 884.28' 4.0" Vert. Orifice/Grate 656A C= 0.600 #10 Device 7 886.80' 30.0" W x 10.8" H Vert. Orifice/Grate 656A C= 0.600 08/20/20 Type II 24-hr 100 year Rainfall=6.46"UHS Master Plan On&Off site 6-11-19 Printed 6/11/2019Prepared by V3 Companies Ltd. Page 68HydroCAD® 10.00-20 s/n 04552 © 2017 HydroCAD Software Solutions LLC Primary OutFlow Max=14.80 cfs @ 14.84 hrs HW=889.34' TW=886.64' (Dynamic Tailwater) 1=Culvert (Outlet Controls 14.80 cfs @ 6.03 fps) 2=Orifice/Grate (Passes 14.80 cfs of 31.69 cfs potential flow) Secondary OutFlow Max=63.82 cfs @ 14.83 hrs HW=889.34' TW=28.02' (Dynamic Tailwater) 3=Culvert 656 (Barrel Controls 32.05 cfs @ 10.20 fps) 4=Orifice/Grate 656 (Passes < 55.57 cfs potential flow) 5=Orifice/Grate 656 (Passes < 2.01 cfs potential flow) 6=Orifice/Grate 656 (Passes < 15.65 cfs potential flow) 7=Culvert 656A (Barrel Controls 31.77 cfs @ 10.11 fps) 8=Orifice/Grate 656A (Passes < 55.57 cfs potential flow) 9=Orifice/Grate 656A (Passes < 0.93 cfs potential flow) 10=Orifice/Grate 656A (Passes < 15.65 cfs potential flow) Pond SW B2: Southwest Basin-#2 Inflow Outflow Primary Secondary Hydrograph Time (hours) 7270 68 66 64 62 60 58 56 54 52 50 48 46 44 42 40 38 36 34 32 30 28 26 24 22 20 18 16 14 12 10 8 6 Flow (cfs)120 110 100 90 80 70 60 50 40 30 20 10 0 Inflow Area=192.920 ac Peak Elev=889.34' Storage=422,484 cf 115.32 cfs 78.63 cfs 14.80 cfs 63.82 cfs 08/20/20 Type II 24-hr 100 year Rainfall=6.46"UHS Master Plan On&Off site 6-11-19 Printed 6/11/2019Prepared by V3 Companies Ltd. Page 69HydroCAD® 10.00-20 s/n 04552 © 2017 HydroCAD Software Solutions LLC Pond SW B2: Southwest Basin-#2 Surface Storage Stage-Area-Storage Storage (cubic-feet) 500,000450,000 400,000 350,000 300,000 250,000 200,000 150,000 100,000 50,000 0 Surface/Horizontal/Wetted Area (sq-ft) 140,000 120,000 100,000 80,000 60,000 40,000 20,0000 Elevation (feet)890 889 888 887 886 885 884 Custom Stage Data 08/20/20 North B1 North Basin-#1 SE B3 Southeast Basin-#3 SW B2 Southwest Basin-#2 Routing Diagram for UHS Master Plan On&Off site 6-11-19 Prepared by V3 Companies Ltd., Printed 6/11/2019 HydroCAD® 10.00-20 s/n 04552 © 2017 HydroCAD Software Solutions LLC Subcat Reach Pond Link 08/20/20 UHS Master Plan On&Off site 6-11-19 Printed 6/11/2019Prepared by V3 Companies Ltd. Page 2HydroCAD® 10.00-20 s/n 04552 © 2017 HydroCAD Software Solutions LLC Area Listing (selected nodes) Area (acres) CN Description (subcatchment-numbers) 0.000 0 TOTAL AREA 08/20/20 UHS Master Plan On&Off site 6-11-19 Printed 6/11/2019Prepared by V3 Companies Ltd. Page 3HydroCAD® 10.00-20 s/n 04552 © 2017 HydroCAD Software Solutions LLC Soil Listing (selected nodes) Area (acres) Soil Group Subcatchment Numbers 0.000 HSG A 0.000 HSG B 0.000 HSG C 0.000 HSG D 0.000 Other 0.000 TOTAL AREA 08/20/20 Type II 24-hr 2 year Rainfall=2.66"UHS Master Plan On&Off site 6-11-19 Printed 6/11/2019Prepared by V3 Companies Ltd. Page 4HydroCAD® 10.00-20 s/n 04552 © 2017 HydroCAD Software Solutions LLC Summary for Pond North B1: North Basin-#1 Inflow Area = 178.600 ac, 0.00% Impervious, Inflow Depth > 0.83" for 2 year event Inflow = 28.57 cfs @ 12.26 hrs, Volume= 12.411 af Outflow = 16.73 cfs @ 13.32 hrs, Volume= 12.411 af, Atten= 41%, Lag= 63.5 min Primary = 16.73 cfs @ 13.32 hrs, Volume= 12.411 af Routing by Dyn-Stor-Ind method, Time Span= 5.00-72.00 hrs, dt= 0.01 hrs Peak Elev= 887.13' @ 13.32 hrs Surf.Area= 99,394 sf Storage= 37,671 cf Plug-Flow detention time= (not calculated: outflow precedes inflow) Center-of-Mass det. time= 27.4 min ( 1,254.7 - 1,227.2 ) Volume Invert Avail.Storage Storage Description #1 886.50' 487,123 cf Custom Stage Data (Prismatic)Listed below Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 886.50 0 0 0 887.00 98,314 24,579 24,579 888.00 106,775 102,545 127,123 889.00 115,466 111,121 238,244 890.00 124,383 119,925 358,168 891.00 133,527 128,955 487,123 Device Routing Invert Outlet Devices #1 Primary 886.00' 42.0" Round Culvert X 2.00 L= 89.0' RCP, groove end projecting, Ke= 0.200 Inlet / Outlet Invert= 886.00' / 885.50' S= 0.0056 '/' Cc= 0.900 n= 0.013, Flow Area= 9.62 sf Primary OutFlow Max=16.73 cfs @ 13.32 hrs HW=887.13' TW=886.29' (Dynamic Tailwater) 1=Culvert (Barrel Controls 16.73 cfs @ 4.66 fps) 08/20/20 Type II 24-hr 2 year Rainfall=2.66"UHS Master Plan On&Off site 6-11-19 Printed 6/11/2019Prepared by V3 Companies Ltd. Page 5HydroCAD® 10.00-20 s/n 04552 © 2017 HydroCAD Software Solutions LLC Pond North B1: North Basin-#1 Surface Storage Stage-Area-Storage Storage (cubic-feet) 450,000400,000 350,000 300,000 250,000 200,000 150,000 100,000 50,000 0 Surface/Horizontal/Wetted Area (sq-ft) 130,000 120,000 110,000 100,000 90,000 80,000 70,000 60,000 50,000 40,000 30,00020,000 10,000 0 Elevation (feet)891 890 889 888 887 Custom Stage Data 08/20/20 Type II 24-hr 2 year Rainfall=2.66"UHS Master Plan On&Off site 6-11-19 Printed 6/11/2019Prepared by V3 Companies Ltd. Page 6HydroCAD® 10.00-20 s/n 04552 © 2017 HydroCAD Software Solutions LLC Stage-Area-Storage for Pond North B1: North Basin-#1 Elevation (feet) Surface (sq-ft) Storage (cubic-feet) 886.50 0 0 886.55 9,831 2,458 886.60 19,663 4,916 886.65 29,494 7,374 886.70 39,326 9,831 886.75 49,157 12,289 886.80 58,988 14,747 886.85 68,820 17,205 886.90 78,651 19,663 886.95 88,483 22,121 887.00 98,314 24,579 887.05 98,737 29,706 887.10 99,160 34,833 887.15 99,583 39,960 887.20 100,006 45,087 887.25 100,429 50,215 887.30 100,852 55,342 887.35 101,275 60,469 887.40 101,698 65,596 887.45 102,121 70,724 887.50 102,545 75,851 887.55 102,968 80,978 887.60 103,391 86,105 887.65 103,814 91,232 887.70 104,237 96,360 887.75 104,660 101,487 887.80 105,083 106,614 887.85 105,506 111,741 887.90 105,929 116,869 887.95 106,352 121,996 888.00 106,775 127,123 888.05 107,210 132,679 888.10 107,644 138,235 888.15 108,079 143,791 888.20 108,513 149,347 888.25 108,948 154,903 888.30 109,382 160,459 888.35 109,817 166,015 888.40 110,251 171,571 888.45 110,686 177,127 888.50 111,121 182,683 888.55 111,555 188,239 888.60 111,990 193,795 888.65 112,424 199,351 888.70 112,859 204,907 888.75 113,293 210,463 888.80 113,728 216,019 888.85 114,162 221,575 888.90 114,597 227,131 888.95 115,031 232,687 889.00 115,466 238,244 889.05 115,912 244,240 889.10 116,358 250,236 Elevation (feet) Surface (sq-ft) Storage (cubic-feet) 889.15 116,804 256,232 889.20 117,249 262,228 889.25 117,695 268,225 889.30 118,141 274,221 889.35 118,587 280,217 889.40 119,033 286,213 889.45 119,479 292,210 889.50 119,925 298,206 889.55 120,370 304,202 889.60 120,816 310,198 889.65 121,262 316,194 889.70 121,708 322,191 889.75 122,154 328,187 889.80 122,600 334,183 889.85 123,045 340,179 889.90 123,491 346,176 889.95 123,937 352,172 890.00 124,383 358,168 890.05 124,840 364,616 890.10 125,297 371,064 890.15 125,755 377,511 890.20 126,212 383,959 890.25 126,669 390,407 890.30 127,126 396,854 890.35 127,583 403,302 890.40 128,041 409,750 890.45 128,498 416,198 890.50 128,955 422,646 890.55 129,412 429,093 890.60 129,869 435,541 890.65 130,327 441,989 890.70 130,784 448,437 890.75 131,241 454,884 890.80 131,698 461,332 890.85 132,155 467,780 890.90 132,613 474,227 890.95 133,070 480,675 891.00 133,527 487,123 08/20/20 Type II 24-hr 2 year Rainfall=2.66"UHS Master Plan On&Off site 6-11-19 Printed 6/11/2019Prepared by V3 Companies Ltd. Page 7HydroCAD® 10.00-20 s/n 04552 © 2017 HydroCAD Software Solutions LLC Summary for Pond SE B3: Southeast Basin-#3 Inflow Area = 211.100 ac, 0.00% Impervious, Inflow Depth = 0.65" for 2 year event Inflow = 22.68 cfs @ 12.12 hrs, Volume= 11.364 af Outflow = 8.20 cfs @ 19.69 hrs, Volume= 11.364 af, Atten= 64%, Lag= 454.4 min Primary = 8.20 cfs @ 19.69 hrs, Volume= 11.364 af Routing by Dyn-Stor-Ind method, Time Span= 5.00-72.00 hrs, dt= 0.01 hrs Peak Elev= 885.62' @ 19.69 hrs Surf.Area= 64,193 sf Storage= 122,611 cf Plug-Flow detention time= 199.6 min calculated for 11.362 af (100% of inflow) Center-of-Mass det. time= 199.5 min ( 1,277.4 - 1,077.9 ) Volume Invert Avail.Storage Storage Description #1 882.50' 295,964 cf Custom Stage Data (Prismatic)Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 882.50 0 0 0 883.00 1,742 436 436 884.00 52,891 27,317 27,752 885.00 59,774 56,333 84,085 886.00 66,883 63,329 147,413 887.00 74,219 70,551 217,964 888.00 81,780 78,000 295,964 Device Routing Invert Outlet Devices #1 Primary 882.50' 21.0" Round Culvert L= 160.0' RCP, groove end projecting, Ke= 0.200 Inlet / Outlet Invert= 882.50' / 882.00' S= 0.0031 '/' Cc= 0.900 n= 0.013, Flow Area= 2.41 sf #2 Device 1 882.50' 14.0" Vert. Orifice/Grate C= 0.600 #3 Device 1 885.90' 30.0" W x 6.0" H Vert. Orifice/Grate C= 0.600 #4 Primary 886.40' 36.0" x 36.0" Horiz. Orifice/Grate C= 0.600 Limited to weir flow at low heads Primary OutFlow Max=8.20 cfs @ 19.69 hrs HW=885.62' TW=2.03' (Dynamic Tailwater) 1=Culvert (Passes 8.20 cfs of 13.95 cfs potential flow) 2=Orifice/Grate (Orifice Controls 8.20 cfs @ 7.67 fps) 3=Orifice/Grate ( Controls 0.00 cfs) 4=Orifice/Grate ( Controls 0.00 cfs) 08/20/20 Type II 24-hr 2 year Rainfall=2.66"UHS Master Plan On&Off site 6-11-19 Printed 6/11/2019Prepared by V3 Companies Ltd. Page 8HydroCAD® 10.00-20 s/n 04552 © 2017 HydroCAD Software Solutions LLC Pond SE B3: Southeast Basin-#3 Surface Storage Stage-Area-Storage Storage (cubic-feet) 250,000200,000 150,000 100,000 50,000 0 Surface/Horizontal/Wetted Area (sq-ft) 80,000 75,000 70,00065,000 60,000 55,00050,000 45,000 40,00035,000 30,000 25,000 20,00015,000 10,000 5,000 0 Elevation (feet)888 887 886 885 884 883 Custom Stage Data 08/20/20 Type II 24-hr 2 year Rainfall=2.66"UHS Master Plan On&Off site 6-11-19 Printed 6/11/2019Prepared by V3 Companies Ltd. Page 9HydroCAD® 10.00-20 s/n 04552 © 2017 HydroCAD Software Solutions LLC Stage-Area-Storage for Pond SE B3: Southeast Basin-#3 Elevation (feet) Surface (sq-ft) Storage (cubic-feet) 882.50 0 0 882.60 348 17 882.70 697 70 882.80 1,045 157 882.90 1,394 279 883.00 1,742 436 883.10 6,857 865 883.20 11,972 1,807 883.30 17,087 3,260 883.40 22,202 5,224 883.50 27,317 7,700 883.60 32,431 10,688 883.70 37,546 14,186 883.80 42,661 18,197 883.90 47,776 22,719 884.00 52,891 27,752 884.10 53,579 33,076 884.20 54,268 38,468 884.30 54,956 43,929 884.40 55,644 49,459 884.50 56,333 55,058 884.60 57,021 60,726 884.70 57,709 66,462 884.80 58,397 72,267 884.90 59,086 78,142 885.00 59,774 84,085 885.10 60,485 90,097 885.20 61,196 96,181 885.30 61,907 102,337 885.40 62,618 108,563 885.50 63,329 114,860 885.60 64,039 121,229 885.70 64,750 127,668 885.80 65,461 134,179 885.90 66,172 140,760 886.00 66,883 147,413 886.10 67,617 154,138 886.20 68,350 160,936 886.30 69,084 167,808 886.40 69,817 174,753 886.50 70,551 181,772 886.60 71,285 188,863 886.70 72,018 196,028 886.80 72,752 203,267 886.90 73,485 210,579 887.00 74,219 217,964 887.10 74,975 225,424 887.20 75,731 232,959 887.30 76,487 240,570 887.40 77,243 248,256 887.50 78,000 256,019 887.60 78,756 263,856 887.70 79,512 271,770 Elevation (feet) Surface (sq-ft) Storage (cubic-feet) 887.80 80,268 279,759 887.90 81,024 287,823 888.00 81,780 295,964 08/20/20 Type II 24-hr 2 year Rainfall=2.66"UHS Master Plan On&Off site 6-11-19 Printed 6/11/2019Prepared by V3 Companies Ltd. Page 10HydroCAD® 10.00-20 s/n 04552 © 2017 HydroCAD Software Solutions LLC Summary for Pond SW B2: Southwest Basin-#2 Inflow Area = 192.920 ac, 0.00% Impervious, Inflow Depth > 0.87" for 2 year event Inflow = 27.43 cfs @ 12.25 hrs, Volume= 14.053 af Outflow = 14.16 cfs @ 12.66 hrs, Volume= 14.022 af, Atten= 48%, Lag= 24.9 min Primary = 12.53 cfs @ 12.66 hrs, Volume= 9.756 af Secondary = 1.86 cfs @ 16.17 hrs, Volume= 4.266 af Routing by Dyn-Stor-Ind method, Time Span= 5.00-72.00 hrs, dt= 0.01 hrs Peak Elev= 886.55' @ 16.17 hrs Surf.Area= 91,938 sf Storage= 84,914 cf Plug-Flow detention time= 113.3 min calculated for 14.022 af (100% of inflow) Center-of-Mass det. time= 106.7 min ( 1,313.5 - 1,206.9 ) Volume Invert Avail.Storage Storage Description #1 883.92' 513,556 cf Custom Stage Data (Prismatic)Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 883.92 0 0 0 885.00 8,000 4,320 4,320 886.00 66,391 37,196 41,516 887.00 112,992 89,692 131,207 888.00 122,517 117,755 248,962 889.00 132,240 127,379 376,340 890.00 142,192 137,216 513,556 Device Routing Invert Outlet Devices #1 Primary 882.84' 15.0" Round Culvert X 2.00 L= 154.0' RCP, groove end projecting, Ke= 0.200 Inlet / Outlet Invert= 882.84' / 882.50' S= 0.0022 '/' Cc= 0.900 n= 0.013 Concrete pipe, bends & connections, Flow Area= 1.23 sf #2 Device 1 885.50' 24.0" x 24.0" Horiz. Orifice/Grate C= 0.600 Limited to weir flow at low heads #3 Secondary 884.56' 24.0" Round Culvert 656 L= 107.0' Ke= 0.200 Inlet / Outlet Invert= 884.56' / 883.25' S= 0.0122 '/' Cc= 0.900 n= 0.013, Flow Area= 3.14 sf #4 Device 3 887.70' 36.0" x 36.0" Horiz. Orifice/Grate 656 C= 0.600 Limited to weir flow at low heads #5 Device 3 884.56' 6.0" Vert. Orifice/Grate 656 C= 0.600 #6 Device 3 886.80' 30.0" W x 10.8" H Vert. Orifice/Grate 656 C= 0.600 #7 Secondary 884.28' 24.0" Round Culvert 656A L= 107.0' RCP, groove end projecting, Ke= 0.200 Inlet / Outlet Invert= 884.28' / 883.32' S= 0.0090 '/' Cc= 0.900 n= 0.013, Flow Area= 3.14 sf #8 Device 7 887.70' 36.0" x 36.0" Horiz. Orifice/Grate 656A C= 0.600 Limited to weir flow at low heads #9 Device 7 884.28' 4.0" Vert. Orifice/Grate 656A C= 0.600 #10 Device 7 886.80' 30.0" W x 10.8" H Vert. Orifice/Grate 656A C= 0.600 08/20/20 Type II 24-hr 2 year Rainfall=2.66"UHS Master Plan On&Off site 6-11-19 Printed 6/11/2019Prepared by V3 Companies Ltd. Page 11HydroCAD® 10.00-20 s/n 04552 © 2017 HydroCAD Software Solutions LLC Primary OutFlow Max=12.50 cfs @ 12.66 hrs HW=886.11' TW=884.18' (Dynamic Tailwater) 1=Culvert (Outlet Controls 12.50 cfs @ 5.09 fps) 2=Orifice/Grate (Passes 12.50 cfs of 12.60 cfs potential flow) Secondary OutFlow Max=1.86 cfs @ 16.17 hrs HW=886.55' TW=1.99' (Dynamic Tailwater) 3=Culvert 656 (Passes 1.25 cfs of 18.11 cfs potential flow) 4=Orifice/Grate 656 ( Controls 0.00 cfs) 5=Orifice/Grate 656 (Orifice Controls 1.25 cfs @ 6.35 fps) 6=Orifice/Grate 656 ( Controls 0.00 cfs) 7=Culvert 656A (Passes 0.61 cfs of 18.91 cfs potential flow) 8=Orifice/Grate 656A ( Controls 0.00 cfs) 9=Orifice/Grate 656A (Orifice Controls 0.61 cfs @ 6.98 fps) 10=Orifice/Grate 656A ( Controls 0.00 cfs) Pond SW B2: Southwest Basin-#2 Surface Storage Stage-Area-Storage Storage (cubic-feet) 500,000450,000 400,000 350,000 300,000 250,000 200,000 150,000 100,000 50,000 0 Surface/Horizontal/Wetted Area (sq-ft) 140,000 120,000 100,000 80,000 60,000 40,000 20,0000 Elevation (feet)890 889 888 887 886 885 884 Custom Stage Data 08/20/20 Type II 24-hr 2 year Rainfall=2.66"UHS Master Plan On&Off site 6-11-19 Printed 6/11/2019Prepared by V3 Companies Ltd. Page 12HydroCAD® 10.00-20 s/n 04552 © 2017 HydroCAD Software Solutions LLC Stage-Area-Storage for Pond SW B2: Southwest Basin-#2 Elevation (feet) Surface (sq-ft) Storage (cubic-feet) 883.92 0 0 884.02 741 37 884.12 1,481 148 884.22 2,222 333 884.32 2,963 593 884.42 3,704 926 884.52 4,444 1,333 884.62 5,185 1,815 884.72 5,926 2,370 884.82 6,667 3,000 884.92 7,407 3,704 885.02 9,168 4,492 885.12 15,007 5,700 885.22 20,846 7,493 885.32 26,685 9,870 885.42 32,524 12,830 885.52 38,363 16,374 885.62 44,202 20,503 885.72 50,042 25,215 885.82 55,881 30,511 885.92 61,720 36,391 886.02 67,323 42,853 886.12 71,983 49,818 886.22 76,643 57,249 886.32 81,303 65,147 886.42 85,963 73,510 886.52 90,624 82,339 886.62 95,284 91,635 886.72 99,944 101,396 886.82 104,604 111,623 886.92 109,264 122,317 887.02 113,182 133,469 887.12 114,135 144,835 887.22 115,087 156,296 887.32 116,040 167,852 887.42 116,992 179,504 887.52 117,945 191,251 887.62 118,898 203,093 887.72 119,850 215,030 887.82 120,802 227,063 887.92 121,755 239,191 888.02 122,711 251,414 888.12 123,684 263,734 888.22 124,656 276,151 888.32 125,628 288,665 888.42 126,601 301,276 888.52 127,573 313,985 888.62 128,545 326,791 888.72 129,518 339,694 888.82 130,490 352,694 888.92 131,462 365,792 889.02 132,439 378,987 889.12 133,434 392,280 Elevation (feet) Surface (sq-ft) Storage (cubic-feet) 889.22 134,429 405,674 889.32 135,425 419,166 889.42 136,420 432,759 889.52 137,415 446,450 889.62 138,410 460,242 889.72 139,405 474,132 889.82 140,401 488,123 889.92 141,396 502,212 08/20/20 Type II 24-hr 10 year Rainfall=3.83"UHS Master Plan On&Off site 6-11-19 Printed 6/11/2019Prepared by V3 Companies Ltd. Page 13HydroCAD® 10.00-20 s/n 04552 © 2017 HydroCAD Software Solutions LLC Summary for Pond North B1: North Basin-#1 Inflow Area = 178.600 ac, 0.00% Impervious, Inflow Depth > 1.65" for 10 year event Inflow = 60.10 cfs @ 12.29 hrs, Volume= 24.517 af Outflow = 32.63 cfs @ 13.02 hrs, Volume= 24.517 af, Atten= 46%, Lag= 43.7 min Primary = 32.63 cfs @ 13.02 hrs, Volume= 24.517 af Routing by Dyn-Stor-Ind method, Time Span= 5.00-72.00 hrs, dt= 0.01 hrs Peak Elev= 887.85' @ 14.19 hrs Surf.Area= 105,497 sf Storage= 111,630 cf Plug-Flow detention time= (not calculated: outflow precedes inflow) Center-of-Mass det. time= 60.6 min ( 1,304.0 - 1,243.4 ) Volume Invert Avail.Storage Storage Description #1 886.50' 487,123 cf Custom Stage Data (Prismatic)Listed below Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 886.50 0 0 0 887.00 98,314 24,579 24,579 888.00 106,775 102,545 127,123 889.00 115,466 111,121 238,244 890.00 124,383 119,925 358,168 891.00 133,527 128,955 487,123 Device Routing Invert Outlet Devices #1 Primary 886.00' 42.0" Round Culvert X 2.00 L= 89.0' RCP, groove end projecting, Ke= 0.200 Inlet / Outlet Invert= 886.00' / 885.50' S= 0.0056 '/' Cc= 0.900 n= 0.013, Flow Area= 9.62 sf Primary OutFlow Max=32.48 cfs @ 13.02 hrs HW=887.72' TW=886.97' (Dynamic Tailwater) 1=Culvert (Outlet Controls 32.48 cfs @ 5.04 fps) 08/20/20 Type II 24-hr 10 year Rainfall=3.83"UHS Master Plan On&Off site 6-11-19 Printed 6/11/2019Prepared by V3 Companies Ltd. Page 14HydroCAD® 10.00-20 s/n 04552 © 2017 HydroCAD Software Solutions LLC Pond North B1: North Basin-#1 Surface Storage Stage-Area-Storage Storage (cubic-feet) 450,000400,000 350,000 300,000 250,000 200,000 150,000 100,000 50,000 0 Surface/Horizontal/Wetted Area (sq-ft) 130,000 120,000 110,000 100,000 90,000 80,000 70,000 60,000 50,000 40,000 30,00020,000 10,000 0 Elevation (feet)891 890 889 888 887 Custom Stage Data 08/20/20 Type II 24-hr 10 year Rainfall=3.83"UHS Master Plan On&Off site 6-11-19 Printed 6/11/2019Prepared by V3 Companies Ltd. Page 15HydroCAD® 10.00-20 s/n 04552 © 2017 HydroCAD Software Solutions LLC Stage-Area-Storage for Pond North B1: North Basin-#1 Elevation (feet) Surface (sq-ft) Storage (cubic-feet) 886.50 0 0 886.55 9,831 2,458 886.60 19,663 4,916 886.65 29,494 7,374 886.70 39,326 9,831 886.75 49,157 12,289 886.80 58,988 14,747 886.85 68,820 17,205 886.90 78,651 19,663 886.95 88,483 22,121 887.00 98,314 24,579 887.05 98,737 29,706 887.10 99,160 34,833 887.15 99,583 39,960 887.20 100,006 45,087 887.25 100,429 50,215 887.30 100,852 55,342 887.35 101,275 60,469 887.40 101,698 65,596 887.45 102,121 70,724 887.50 102,545 75,851 887.55 102,968 80,978 887.60 103,391 86,105 887.65 103,814 91,232 887.70 104,237 96,360 887.75 104,660 101,487 887.80 105,083 106,614 887.85 105,506 111,741 887.90 105,929 116,869 887.95 106,352 121,996 888.00 106,775 127,123 888.05 107,210 132,679 888.10 107,644 138,235 888.15 108,079 143,791 888.20 108,513 149,347 888.25 108,948 154,903 888.30 109,382 160,459 888.35 109,817 166,015 888.40 110,251 171,571 888.45 110,686 177,127 888.50 111,121 182,683 888.55 111,555 188,239 888.60 111,990 193,795 888.65 112,424 199,351 888.70 112,859 204,907 888.75 113,293 210,463 888.80 113,728 216,019 888.85 114,162 221,575 888.90 114,597 227,131 888.95 115,031 232,687 889.00 115,466 238,244 889.05 115,912 244,240 889.10 116,358 250,236 Elevation (feet) Surface (sq-ft) Storage (cubic-feet) 889.15 116,804 256,232 889.20 117,249 262,228 889.25 117,695 268,225 889.30 118,141 274,221 889.35 118,587 280,217 889.40 119,033 286,213 889.45 119,479 292,210 889.50 119,925 298,206 889.55 120,370 304,202 889.60 120,816 310,198 889.65 121,262 316,194 889.70 121,708 322,191 889.75 122,154 328,187 889.80 122,600 334,183 889.85 123,045 340,179 889.90 123,491 346,176 889.95 123,937 352,172 890.00 124,383 358,168 890.05 124,840 364,616 890.10 125,297 371,064 890.15 125,755 377,511 890.20 126,212 383,959 890.25 126,669 390,407 890.30 127,126 396,854 890.35 127,583 403,302 890.40 128,041 409,750 890.45 128,498 416,198 890.50 128,955 422,646 890.55 129,412 429,093 890.60 129,869 435,541 890.65 130,327 441,989 890.70 130,784 448,437 890.75 131,241 454,884 890.80 131,698 461,332 890.85 132,155 467,780 890.90 132,613 474,227 890.95 133,070 480,675 891.00 133,527 487,123 08/20/20 Type II 24-hr 10 year Rainfall=3.83"UHS Master Plan On&Off site 6-11-19 Printed 6/11/2019Prepared by V3 Companies Ltd. Page 16HydroCAD® 10.00-20 s/n 04552 © 2017 HydroCAD Software Solutions LLC Summary for Pond SE B3: Southeast Basin-#3 Inflow Area = 211.100 ac, 0.00% Impervious, Inflow Depth = 1.10" for 10 year event Inflow = 49.29 cfs @ 12.12 hrs, Volume= 19.405 af Outflow = 10.42 cfs @ 18.50 hrs, Volume= 19.405 af, Atten= 79%, Lag= 382.8 min Primary = 10.42 cfs @ 18.50 hrs, Volume= 19.405 af Routing by Dyn-Stor-Ind method, Time Span= 5.00-72.00 hrs, dt= 0.01 hrs Peak Elev= 886.20' @ 18.50 hrs Surf.Area= 68,361 sf Storage= 161,032 cf Plug-Flow detention time= 234.5 min calculated for 19.402 af (100% of inflow) Center-of-Mass det. time= 234.5 min ( 1,490.9 - 1,256.4 ) Volume Invert Avail.Storage Storage Description #1 882.50' 295,964 cf Custom Stage Data (Prismatic)Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 882.50 0 0 0 883.00 1,742 436 436 884.00 52,891 27,317 27,752 885.00 59,774 56,333 84,085 886.00 66,883 63,329 147,413 887.00 74,219 70,551 217,964 888.00 81,780 78,000 295,964 Device Routing Invert Outlet Devices #1 Primary 882.50' 21.0" Round Culvert L= 160.0' RCP, groove end projecting, Ke= 0.200 Inlet / Outlet Invert= 882.50' / 882.00' S= 0.0031 '/' Cc= 0.900 n= 0.013, Flow Area= 2.41 sf #2 Device 1 882.50' 14.0" Vert. Orifice/Grate C= 0.600 #3 Device 1 885.90' 30.0" W x 6.0" H Vert. Orifice/Grate C= 0.600 #4 Primary 886.40' 36.0" x 36.0" Horiz. Orifice/Grate C= 0.600 Limited to weir flow at low heads Primary OutFlow Max=10.42 cfs @ 18.50 hrs HW=886.20' TW=3.29' (Dynamic Tailwater) 1=Culvert (Passes 10.42 cfs of 15.97 cfs potential flow) 2=Orifice/Grate (Orifice Controls 9.09 cfs @ 8.50 fps) 3=Orifice/Grate (Orifice Controls 1.33 cfs @ 1.76 fps) 4=Orifice/Grate ( Controls 0.00 cfs) 08/20/20 Type II 24-hr 10 year Rainfall=3.83"UHS Master Plan On&Off site 6-11-19 Printed 6/11/2019Prepared by V3 Companies Ltd. Page 17HydroCAD® 10.00-20 s/n 04552 © 2017 HydroCAD Software Solutions LLC Pond SE B3: Southeast Basin-#3 Surface Storage Stage-Area-Storage Storage (cubic-feet) 250,000200,000 150,000 100,000 50,000 0 Surface/Horizontal/Wetted Area (sq-ft) 80,000 75,000 70,00065,000 60,000 55,00050,000 45,000 40,00035,000 30,000 25,000 20,00015,000 10,000 5,000 0 Elevation (feet)888 887 886 885 884 883 Custom Stage Data 08/20/20 Type II 24-hr 10 year Rainfall=3.83"UHS Master Plan On&Off site 6-11-19 Printed 6/11/2019Prepared by V3 Companies Ltd. Page 18HydroCAD® 10.00-20 s/n 04552 © 2017 HydroCAD Software Solutions LLC Stage-Area-Storage for Pond SE B3: Southeast Basin-#3 Elevation (feet) Surface (sq-ft) Storage (cubic-feet) 882.50 0 0 882.60 348 17 882.70 697 70 882.80 1,045 157 882.90 1,394 279 883.00 1,742 436 883.10 6,857 865 883.20 11,972 1,807 883.30 17,087 3,260 883.40 22,202 5,224 883.50 27,317 7,700 883.60 32,431 10,688 883.70 37,546 14,186 883.80 42,661 18,197 883.90 47,776 22,719 884.00 52,891 27,752 884.10 53,579 33,076 884.20 54,268 38,468 884.30 54,956 43,929 884.40 55,644 49,459 884.50 56,333 55,058 884.60 57,021 60,726 884.70 57,709 66,462 884.80 58,397 72,267 884.90 59,086 78,142 885.00 59,774 84,085 885.10 60,485 90,097 885.20 61,196 96,181 885.30 61,907 102,337 885.40 62,618 108,563 885.50 63,329 114,860 885.60 64,039 121,229 885.70 64,750 127,668 885.80 65,461 134,179 885.90 66,172 140,760 886.00 66,883 147,413 886.10 67,617 154,138 886.20 68,350 160,936 886.30 69,084 167,808 886.40 69,817 174,753 886.50 70,551 181,772 886.60 71,285 188,863 886.70 72,018 196,028 886.80 72,752 203,267 886.90 73,485 210,579 887.00 74,219 217,964 887.10 74,975 225,424 887.20 75,731 232,959 887.30 76,487 240,570 887.40 77,243 248,256 887.50 78,000 256,019 887.60 78,756 263,856 887.70 79,512 271,770 Elevation (feet) Surface (sq-ft) Storage (cubic-feet) 887.80 80,268 279,759 887.90 81,024 287,823 888.00 81,780 295,964 08/20/20 Type II 24-hr 10 year Rainfall=3.83"UHS Master Plan On&Off site 6-11-19 Printed 6/11/2019Prepared by V3 Companies Ltd. Page 19HydroCAD® 10.00-20 s/n 04552 © 2017 HydroCAD Software Solutions LLC Summary for Pond SW B2: Southwest Basin-#2 Inflow Area = 192.920 ac, 0.00% Impervious, Inflow Depth > 1.70" for 10 year event Inflow = 48.50 cfs @ 12.22 hrs, Volume= 27.372 af Outflow = 23.65 cfs @ 14.82 hrs, Volume= 27.333 af, Atten= 51%, Lag= 155.6 min Primary = 12.42 cfs @ 13.51 hrs, Volume= 16.409 af Secondary = 12.03 cfs @ 15.14 hrs, Volume= 10.924 af Routing by Dyn-Stor-Ind method, Time Span= 5.00-72.00 hrs, dt= 0.01 hrs Peak Elev= 887.52' @ 15.14 hrs Surf.Area= 117,913 sf Storage= 190,853 cf Plug-Flow detention time= 148.8 min calculated for 27.333 af (100% of inflow) Center-of-Mass det. time= 144.5 min ( 1,399.0 - 1,254.5 ) Volume Invert Avail.Storage Storage Description #1 883.92' 513,556 cf Custom Stage Data (Prismatic)Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 883.92 0 0 0 885.00 8,000 4,320 4,320 886.00 66,391 37,196 41,516 887.00 112,992 89,692 131,207 888.00 122,517 117,755 248,962 889.00 132,240 127,379 376,340 890.00 142,192 137,216 513,556 Device Routing Invert Outlet Devices #1 Primary 882.84' 15.0" Round Culvert X 2.00 L= 154.0' RCP, groove end projecting, Ke= 0.200 Inlet / Outlet Invert= 882.84' / 882.50' S= 0.0022 '/' Cc= 0.900 n= 0.013 Concrete pipe, bends & connections, Flow Area= 1.23 sf #2 Device 1 885.50' 24.0" x 24.0" Horiz. Orifice/Grate C= 0.600 Limited to weir flow at low heads #3 Secondary 884.56' 24.0" Round Culvert 656 L= 107.0' Ke= 0.200 Inlet / Outlet Invert= 884.56' / 883.25' S= 0.0122 '/' Cc= 0.900 n= 0.013, Flow Area= 3.14 sf #4 Device 3 887.70' 36.0" x 36.0" Horiz. Orifice/Grate 656 C= 0.600 Limited to weir flow at low heads #5 Device 3 884.56' 6.0" Vert. Orifice/Grate 656 C= 0.600 #6 Device 3 886.80' 30.0" W x 10.8" H Vert. Orifice/Grate 656 C= 0.600 #7 Secondary 884.28' 24.0" Round Culvert 656A L= 107.0' RCP, groove end projecting, Ke= 0.200 Inlet / Outlet Invert= 884.28' / 883.32' S= 0.0090 '/' Cc= 0.900 n= 0.013, Flow Area= 3.14 sf #8 Device 7 887.70' 36.0" x 36.0" Horiz. Orifice/Grate 656A C= 0.600 Limited to weir flow at low heads #9 Device 7 884.28' 4.0" Vert. Orifice/Grate 656A C= 0.600 #10 Device 7 886.80' 30.0" W x 10.8" H Vert. Orifice/Grate 656A C= 0.600 08/20/20 Type II 24-hr 10 year Rainfall=3.83"UHS Master Plan On&Off site 6-11-19 Printed 6/11/2019Prepared by V3 Companies Ltd. Page 20HydroCAD® 10.00-20 s/n 04552 © 2017 HydroCAD Software Solutions LLC Primary OutFlow Max=12.41 cfs @ 13.51 hrs HW=887.25' TW=885.34' (Dynamic Tailwater) 1=Culvert (Outlet Controls 12.41 cfs @ 5.06 fps) 2=Orifice/Grate (Passes 12.41 cfs of 25.45 cfs potential flow) Secondary OutFlow Max=12.03 cfs @ 15.14 hrs HW=887.52' TW=3.64' (Dynamic Tailwater) 3=Culvert 656 (Passes 6.42 cfs of 23.85 cfs potential flow) 4=Orifice/Grate 656 ( Controls 0.00 cfs) 5=Orifice/Grate 656 (Orifice Controls 1.56 cfs @ 7.92 fps) 6=Orifice/Grate 656 (Orifice Controls 4.87 cfs @ 2.72 fps) 7=Culvert 656A (Passes 5.60 cfs of 23.48 cfs potential flow) 8=Orifice/Grate 656A ( Controls 0.00 cfs) 9=Orifice/Grate 656A (Orifice Controls 0.74 cfs @ 8.44 fps) 10=Orifice/Grate 656A (Orifice Controls 4.87 cfs @ 2.72 fps) Pond SW B2: Southwest Basin-#2 Surface Storage Stage-Area-Storage Storage (cubic-feet) 500,000450,000 400,000 350,000 300,000 250,000 200,000 150,000 100,000 50,000 0 Surface/Horizontal/Wetted Area (sq-ft) 140,000 120,000 100,000 80,000 60,000 40,000 20,0000 Elevation (feet)890 889 888 887 886 885 884 Custom Stage Data 08/20/20 Type II 24-hr 10 year Rainfall=3.83"UHS Master Plan On&Off site 6-11-19 Printed 6/11/2019Prepared by V3 Companies Ltd. Page 21HydroCAD® 10.00-20 s/n 04552 © 2017 HydroCAD Software Solutions LLC Stage-Area-Storage for Pond SW B2: Southwest Basin-#2 Elevation (feet) Surface (sq-ft) Storage (cubic-feet) 883.92 0 0 884.02 741 37 884.12 1,481 148 884.22 2,222 333 884.32 2,963 593 884.42 3,704 926 884.52 4,444 1,333 884.62 5,185 1,815 884.72 5,926 2,370 884.82 6,667 3,000 884.92 7,407 3,704 885.02 9,168 4,492 885.12 15,007 5,700 885.22 20,846 7,493 885.32 26,685 9,870 885.42 32,524 12,830 885.52 38,363 16,374 885.62 44,202 20,503 885.72 50,042 25,215 885.82 55,881 30,511 885.92 61,720 36,391 886.02 67,323 42,853 886.12 71,983 49,818 886.22 76,643 57,249 886.32 81,303 65,147 886.42 85,963 73,510 886.52 90,624 82,339 886.62 95,284 91,635 886.72 99,944 101,396 886.82 104,604 111,623 886.92 109,264 122,317 887.02 113,182 133,469 887.12 114,135 144,835 887.22 115,087 156,296 887.32 116,040 167,852 887.42 116,992 179,504 887.52 117,945 191,251 887.62 118,898 203,093 887.72 119,850 215,030 887.82 120,802 227,063 887.92 121,755 239,191 888.02 122,711 251,414 888.12 123,684 263,734 888.22 124,656 276,151 888.32 125,628 288,665 888.42 126,601 301,276 888.52 127,573 313,985 888.62 128,545 326,791 888.72 129,518 339,694 888.82 130,490 352,694 888.92 131,462 365,792 889.02 132,439 378,987 889.12 133,434 392,280 Elevation (feet) Surface (sq-ft) Storage (cubic-feet) 889.22 134,429 405,674 889.32 135,425 419,166 889.42 136,420 432,759 889.52 137,415 446,450 889.62 138,410 460,242 889.72 139,405 474,132 889.82 140,401 488,123 889.92 141,396 502,212 08/20/20 Hydrograph for Pond North B1: North Basin-#1 Time (hours) Inflow (cfs) Storage (cubic-feet) Elevation (feet) Primary (cfs) 5.00 0.00 0 886.50 0.00 7.00 0.04 0 886.50 0.04 9.00 0.25 0 886.50 0.25 11.00 1.77 0 886.50 1.77 13.00 41.36 97,924 887.72 32.63 15.00 20.78 108,656 887.82 22.54 17.00 13.78 90,554 887.64 16.54 19.00 10.91 72,353 887.47 13.20 21.00 9.20 57,320 887.32 11.06 23.00 8.31 45,727 887.21 9.70 25.00 6.49 34,969 887.10 8.50 27.00 5.26 21,516 886.94 6.60 29.00 4.53 13,356 886.77 5.54 31.00 4.23 7,056 886.64 4.91 33.00 3.62 2,354 886.55 4.12 35.00 2.88 0 886.50 2.88 37.00 2.25 0 886.50 2.25 39.00 1.76 0 886.50 1.76 41.00 1.39 0 886.50 1.39 43.00 1.12 0 886.50 1.12 45.00 0.91 0 886.50 0.91 47.00 0.75 0 886.50 0.75 49.00 0.63 0 886.50 0.63 51.00 0.54 0 886.50 0.54 53.00 0.46 0 886.50 0.46 55.00 0.40 0 886.50 0.40 57.00 0.35 0 886.50 0.35 59.00 0.31 0 886.50 0.31 61.00 0.27 0 886.50 0.27 63.00 0.24 0 886.50 0.24 65.00 0.22 0 886.50 0.22 67.00 0.20 0 886.50 0.20 69.00 0.18 0 886.50 0.18 71.00 0.16 0 886.50 0.16 08/20/20 Hydrograph for Pond SW B2: Southwest Basin-#2 Time (hours) Inflow (cfs) Storage (cubic-feet) Elevation (feet) Outflow (cfs) Primary (cfs) Secondary (cfs) 5.00 0.00 0 883.92 0.00 0.00 0.00 7.00 0.08 85 884.07 0.00 0.00 0.00 9.00 0.56 1,733 884.60 0.17 0.00 0.17 11.00 3.05 7,629 885.23 0.98 0.00 0.98 13.00 37.01 126,461 886.96 15.34 12.29 3.06 15.00 24.12 190,723 887.52 23.60 11.60 12.01 17.00 17.58 179,290 887.42 20.14 10.09 10.05 19.00 14.01 160,885 887.26 16.46 9.27 7.19 21.00 11.68 144,381 887.12 13.80 8.82 4.97 23.00 10.28 130,760 887.00 11.97 8.51 3.46 25.00 8.50 118,186 886.88 10.69 8.30 2.39 27.00 6.60 100,096 886.71 9.81 7.88 1.93 29.00 5.54 75,804 886.45 8.94 7.13 1.80 31.00 4.91 51,928 886.15 8.06 6.42 1.64 33.00 4.12 30,701 885.82 6.26 4.81 1.44 35.00 2.88 23,625 885.69 3.48 2.13 1.35 37.00 2.25 20,888 885.63 2.52 1.21 1.31 39.00 1.76 19,150 885.59 1.98 0.69 1.28 41.00 1.39 17,695 885.55 1.58 0.32 1.26 43.00 1.12 16,362 885.52 1.30 0.07 1.23 45.00 0.91 14,762 885.48 1.20 0.00 1.20 47.00 0.75 12,302 885.40 1.14 0.00 1.14 49.00 0.63 9,372 885.30 1.05 0.00 1.05 51.00 0.54 6,440 885.17 0.92 0.00 0.92 53.00 0.46 4,121 884.97 0.69 0.00 0.69 55.00 0.40 3,158 884.84 0.47 0.00 0.47 57.00 0.35 2,787 884.79 0.39 0.00 0.39 59.00 0.31 2,559 884.75 0.33 0.00 0.33 61.00 0.27 2,380 884.72 0.30 0.00 0.30 63.00 0.24 2,227 884.70 0.26 0.00 0.26 65.00 0.22 2,092 884.67 0.24 0.00 0.24 67.00 0.20 1,972 884.65 0.21 0.00 0.21 69.00 0.18 1,862 884.63 0.19 0.00 0.19 71.00 0.16 1,760 884.61 0.18 0.00 0.18 08/20/20 Hydrograph for Pond SE B3: Southeast Basin-#3 Time (hours) Inflow (cfs) Storage (cubic-feet) Elevation (feet) Primary (cfs) 5.00 0.00 0 882.50 0.00 7.00 0.00 0 882.50 0.00 9.00 0.16 73 882.71 0.14 11.00 1.09 457 883.01 0.94 13.00 16.39 90,042 885.10 7.31 15.00 13.36 137,912 885.86 8.57 17.00 11.28 158,351 886.16 10.11 19.00 10.19 160,837 886.20 10.39 21.00 9.55 157,846 886.15 10.05 23.00 9.18 154,244 886.10 9.67 25.00 8.30 149,476 886.03 9.22 27.00 7.88 143,383 885.94 8.76 29.00 7.13 135,335 885.82 8.51 31.00 6.42 123,762 885.64 8.23 33.00 4.81 109,065 885.41 7.85 35.00 2.13 78,285 884.90 6.94 37.00 1.21 44,176 884.30 5.69 39.00 0.69 15,201 883.73 4.13 41.00 0.32 242 882.87 0.50 43.00 0.07 45 882.66 0.09 45.00 0.00 0 882.51 0.00 47.00 0.00 0 882.50 0.00 49.00 0.00 0 882.50 0.00 51.00 0.00 0 882.50 0.00 53.00 0.00 0 882.50 0.00 55.00 0.00 0 882.50 0.00 57.00 0.00 0 882.50 0.00 59.00 0.00 0 882.50 0.00 61.00 0.00 0 882.50 0.00 63.00 0.00 0 882.50 0.00 65.00 0.00 0 882.50 0.00 67.00 0.00 0 882.50 0.00 69.00 0.00 0 882.50 0.00 71.00 0.00 0 882.50 0.00 08/20/20 Type II 24-hr 100 year Rainfall=6.46"UHS Master Plan On&Off site 6-11-19 Printed 6/11/2019Prepared by V3 Companies Ltd. Page 22HydroCAD® 10.00-20 s/n 04552 © 2017 HydroCAD Software Solutions LLC Summary for Pond North B1: North Basin-#1 Inflow Area = 178.600 ac, 0.00% Impervious, Inflow Depth > 3.80" for 100 year event Inflow = 167.09 cfs @ 13.14 hrs, Volume= 56.575 af Outflow = 110.06 cfs @ 13.46 hrs, Volume= 56.575 af, Atten= 34%, Lag= 19.0 min Primary = 110.06 cfs @ 13.46 hrs, Volume= 56.575 af Routing by Dyn-Stor-Ind method, Time Span= 5.00-72.00 hrs, dt= 0.01 hrs Peak Elev= 889.90' @ 14.10 hrs Surf.Area= 123,471 sf Storage= 345,900 cf Plug-Flow detention time= (not calculated: outflow precedes inflow) Center-of-Mass det. time= 65.1 min ( 1,194.0 - 1,128.9 ) Volume Invert Avail.Storage Storage Description #1 886.50' 487,123 cf Custom Stage Data (Prismatic)Listed below Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 886.50 0 0 0 887.00 98,314 24,579 24,579 888.00 106,775 102,545 127,123 889.00 115,466 111,121 238,244 890.00 124,383 119,925 358,168 891.00 133,527 128,955 487,123 Device Routing Invert Outlet Devices #1 Primary 886.00' 42.0" Round Culvert X 2.00 L= 89.0' RCP, groove end projecting, Ke= 0.200 Inlet / Outlet Invert= 886.00' / 885.50' S= 0.0056 '/' Cc= 0.900 n= 0.013, Flow Area= 9.62 sf Primary OutFlow Max=109.44 cfs @ 13.46 hrs HW=889.73' TW=888.63' (Dynamic Tailwater) 1=Culvert (Outlet Controls 109.44 cfs @ 6.64 fps) 08/20/20 Type II 24-hr 100 year Rainfall=6.46"UHS Master Plan On&Off site 6-11-19 Printed 6/11/2019Prepared by V3 Companies Ltd. Page 23HydroCAD® 10.00-20 s/n 04552 © 2017 HydroCAD Software Solutions LLC Pond North B1: North Basin-#1 Surface Storage Stage-Area-Storage Storage (cubic-feet) 450,000400,000 350,000 300,000 250,000 200,000 150,000 100,000 50,000 0 Surface/Horizontal/Wetted Area (sq-ft) 130,000 120,000 110,000 100,000 90,000 80,000 70,000 60,000 50,000 40,000 30,00020,000 10,000 0 Elevation (feet)891 890 889 888 887 Custom Stage Data 08/20/20 Type II 24-hr 100 year Rainfall=6.46"UHS Master Plan On&Off site 6-11-19 Printed 6/11/2019Prepared by V3 Companies Ltd. Page 24HydroCAD® 10.00-20 s/n 04552 © 2017 HydroCAD Software Solutions LLC Stage-Area-Storage for Pond North B1: North Basin-#1 Elevation (feet) Surface (sq-ft) Storage (cubic-feet) 886.50 0 0 886.55 9,831 2,458 886.60 19,663 4,916 886.65 29,494 7,374 886.70 39,326 9,831 886.75 49,157 12,289 886.80 58,988 14,747 886.85 68,820 17,205 886.90 78,651 19,663 886.95 88,483 22,121 887.00 98,314 24,579 887.05 98,737 29,706 887.10 99,160 34,833 887.15 99,583 39,960 887.20 100,006 45,087 887.25 100,429 50,215 887.30 100,852 55,342 887.35 101,275 60,469 887.40 101,698 65,596 887.45 102,121 70,724 887.50 102,545 75,851 887.55 102,968 80,978 887.60 103,391 86,105 887.65 103,814 91,232 887.70 104,237 96,360 887.75 104,660 101,487 887.80 105,083 106,614 887.85 105,506 111,741 887.90 105,929 116,869 887.95 106,352 121,996 888.00 106,775 127,123 888.05 107,210 132,679 888.10 107,644 138,235 888.15 108,079 143,791 888.20 108,513 149,347 888.25 108,948 154,903 888.30 109,382 160,459 888.35 109,817 166,015 888.40 110,251 171,571 888.45 110,686 177,127 888.50 111,121 182,683 888.55 111,555 188,239 888.60 111,990 193,795 888.65 112,424 199,351 888.70 112,859 204,907 888.75 113,293 210,463 888.80 113,728 216,019 888.85 114,162 221,575 888.90 114,597 227,131 888.95 115,031 232,687 889.00 115,466 238,244 889.05 115,912 244,240 889.10 116,358 250,236 Elevation (feet) Surface (sq-ft) Storage (cubic-feet) 889.15 116,804 256,232 889.20 117,249 262,228 889.25 117,695 268,225 889.30 118,141 274,221 889.35 118,587 280,217 889.40 119,033 286,213 889.45 119,479 292,210 889.50 119,925 298,206 889.55 120,370 304,202 889.60 120,816 310,198 889.65 121,262 316,194 889.70 121,708 322,191 889.75 122,154 328,187 889.80 122,600 334,183 889.85 123,045 340,179 889.90 123,491 346,176 889.95 123,937 352,172 890.00 124,383 358,168 890.05 124,840 364,616 890.10 125,297 371,064 890.15 125,755 377,511 890.20 126,212 383,959 890.25 126,669 390,407 890.30 127,126 396,854 890.35 127,583 403,302 890.40 128,041 409,750 890.45 128,498 416,198 890.50 128,955 422,646 890.55 129,412 429,093 890.60 129,869 435,541 890.65 130,327 441,989 890.70 130,784 448,437 890.75 131,241 454,884 890.80 131,698 461,332 890.85 132,155 467,780 890.90 132,613 474,227 890.95 133,070 480,675 891.00 133,527 487,123 08/20/20 Type II 24-hr 100 year Rainfall=6.46"UHS Master Plan On&Off site 6-11-19 Printed 6/11/2019Prepared by V3 Companies Ltd. Page 25HydroCAD® 10.00-20 s/n 04552 © 2017 HydroCAD Software Solutions LLC Summary for Pond SE B3: Southeast Basin-#3 Inflow Area = 211.100 ac, 0.00% Impervious, Inflow Depth = 1.63" for 100 year event Inflow = 99.66 cfs @ 12.09 hrs, Volume= 28.714 af Outflow = 18.42 cfs @ 14.65 hrs, Volume= 28.714 af, Atten= 82%, Lag= 153.3 min Primary = 18.42 cfs @ 14.65 hrs, Volume= 28.714 af Routing by Dyn-Stor-Ind method, Time Span= 5.00-72.00 hrs, dt= 0.01 hrs Peak Elev= 886.64' @ 14.65 hrs Surf.Area= 71,564 sf Storage= 191,581 cf Plug-Flow detention time= 211.7 min calculated for 28.714 af (100% of inflow) Center-of-Mass det. time= 211.7 min ( 1,502.7 - 1,291.0 ) Volume Invert Avail.Storage Storage Description #1 882.50' 295,964 cf Custom Stage Data (Prismatic)Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 882.50 0 0 0 883.00 1,742 436 436 884.00 52,891 27,317 27,752 885.00 59,774 56,333 84,085 886.00 66,883 63,329 147,413 887.00 74,219 70,551 217,964 888.00 81,780 78,000 295,964 Device Routing Invert Outlet Devices #1 Primary 882.50' 21.0" Round Culvert L= 160.0' RCP, groove end projecting, Ke= 0.200 Inlet / Outlet Invert= 882.50' / 882.00' S= 0.0031 '/' Cc= 0.900 n= 0.013, Flow Area= 2.41 sf #2 Device 1 882.50' 14.0" Vert. Orifice/Grate C= 0.600 #3 Device 1 885.90' 30.0" W x 6.0" H Vert. Orifice/Grate C= 0.600 #4 Primary 886.40' 36.0" x 36.0" Horiz. Orifice/Grate C= 0.600 Limited to weir flow at low heads Primary OutFlow Max=18.42 cfs @ 14.65 hrs HW=886.64' TW=27.99' (Dynamic Tailwater) 1=Culvert (Passes 13.86 cfs of 17.33 cfs potential flow) 2=Orifice/Grate (Orifice Controls 9.70 cfs @ 9.08 fps) 3=Orifice/Grate (Orifice Controls 4.16 cfs @ 3.32 fps) 4=Orifice/Grate (Weir Controls 4.56 cfs @ 1.60 fps) 08/20/20 Type II 24-hr 100 year Rainfall=6.46"UHS Master Plan On&Off site 6-11-19 Printed 6/11/2019Prepared by V3 Companies Ltd. Page 26HydroCAD® 10.00-20 s/n 04552 © 2017 HydroCAD Software Solutions LLC Pond SE B3: Southeast Basin-#3 Surface Storage Stage-Area-Storage Storage (cubic-feet) 250,000200,000 150,000 100,000 50,000 0 Surface/Horizontal/Wetted Area (sq-ft) 80,000 75,000 70,00065,000 60,000 55,00050,000 45,000 40,00035,000 30,000 25,000 20,00015,000 10,000 5,000 0 Elevation (feet)888 887 886 885 884 883 Custom Stage Data 08/20/20 Type II 24-hr 100 year Rainfall=6.46"UHS Master Plan On&Off site 6-11-19 Printed 6/11/2019Prepared by V3 Companies Ltd. Page 27HydroCAD® 10.00-20 s/n 04552 © 2017 HydroCAD Software Solutions LLC Stage-Area-Storage for Pond SE B3: Southeast Basin-#3 Elevation (feet) Surface (sq-ft) Storage (cubic-feet) 882.50 0 0 882.60 348 17 882.70 697 70 882.80 1,045 157 882.90 1,394 279 883.00 1,742 436 883.10 6,857 865 883.20 11,972 1,807 883.30 17,087 3,260 883.40 22,202 5,224 883.50 27,317 7,700 883.60 32,431 10,688 883.70 37,546 14,186 883.80 42,661 18,197 883.90 47,776 22,719 884.00 52,891 27,752 884.10 53,579 33,076 884.20 54,268 38,468 884.30 54,956 43,929 884.40 55,644 49,459 884.50 56,333 55,058 884.60 57,021 60,726 884.70 57,709 66,462 884.80 58,397 72,267 884.90 59,086 78,142 885.00 59,774 84,085 885.10 60,485 90,097 885.20 61,196 96,181 885.30 61,907 102,337 885.40 62,618 108,563 885.50 63,329 114,860 885.60 64,039 121,229 885.70 64,750 127,668 885.80 65,461 134,179 885.90 66,172 140,760 886.00 66,883 147,413 886.10 67,617 154,138 886.20 68,350 160,936 886.30 69,084 167,808 886.40 69,817 174,753 886.50 70,551 181,772 886.60 71,285 188,863 886.70 72,018 196,028 886.80 72,752 203,267 886.90 73,485 210,579 887.00 74,219 217,964 887.10 74,975 225,424 887.20 75,731 232,959 887.30 76,487 240,570 887.40 77,243 248,256 887.50 78,000 256,019 887.60 78,756 263,856 887.70 79,512 271,770 Elevation (feet) Surface (sq-ft) Storage (cubic-feet) 887.80 80,268 279,759 887.90 81,024 287,823 888.00 81,780 295,964 08/20/20 Type II 24-hr 100 year Rainfall=6.46"UHS Master Plan On&Off site 6-11-19 Printed 6/11/2019Prepared by V3 Companies Ltd. Page 28HydroCAD® 10.00-20 s/n 04552 © 2017 HydroCAD Software Solutions LLC Summary for Pond SW B2: Southwest Basin-#2 Inflow Area = 192.920 ac, 0.00% Impervious, Inflow Depth > 3.88" for 100 year event Inflow = 115.32 cfs @ 13.45 hrs, Volume= 62.359 af Outflow = 78.63 cfs @ 14.83 hrs, Volume= 62.310 af, Atten= 32%, Lag= 83.1 min Primary = 14.80 cfs @ 14.84 hrs, Volume= 22.210 af Secondary = 63.82 cfs @ 14.83 hrs, Volume= 40.100 af Routing by Dyn-Stor-Ind method, Time Span= 5.00-72.00 hrs, dt= 0.01 hrs Peak Elev= 889.34' @ 14.83 hrs Surf.Area= 135,668 sf Storage= 422,484 cf Plug-Flow detention time= 110.3 min calculated for 62.310 af (100% of inflow) Center-of-Mass det. time= 107.9 min ( 1,266.3 - 1,158.3 ) Volume Invert Avail.Storage Storage Description #1 883.92' 513,556 cf Custom Stage Data (Prismatic)Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 883.92 0 0 0 885.00 8,000 4,320 4,320 886.00 66,391 37,196 41,516 887.00 112,992 89,692 131,207 888.00 122,517 117,755 248,962 889.00 132,240 127,379 376,340 890.00 142,192 137,216 513,556 Device Routing Invert Outlet Devices #1 Primary 882.84' 15.0" Round Culvert X 2.00 L= 154.0' RCP, groove end projecting, Ke= 0.200 Inlet / Outlet Invert= 882.84' / 882.50' S= 0.0022 '/' Cc= 0.900 n= 0.013 Concrete pipe, bends & connections, Flow Area= 1.23 sf #2 Device 1 885.50' 24.0" x 24.0" Horiz. Orifice/Grate C= 0.600 Limited to weir flow at low heads #3 Secondary 884.56' 24.0" Round Culvert 656 L= 107.0' Ke= 0.200 Inlet / Outlet Invert= 884.56' / 883.25' S= 0.0122 '/' Cc= 0.900 n= 0.013, Flow Area= 3.14 sf #4 Device 3 887.70' 36.0" x 36.0" Horiz. Orifice/Grate 656 C= 0.600 Limited to weir flow at low heads #5 Device 3 884.56' 6.0" Vert. Orifice/Grate 656 C= 0.600 #6 Device 3 886.80' 30.0" W x 10.8" H Vert. Orifice/Grate 656 C= 0.600 #7 Secondary 884.28' 24.0" Round Culvert 656A L= 107.0' RCP, groove end projecting, Ke= 0.200 Inlet / Outlet Invert= 884.28' / 883.32' S= 0.0090 '/' Cc= 0.900 n= 0.013, Flow Area= 3.14 sf #8 Device 7 887.70' 36.0" x 36.0" Horiz. Orifice/Grate 656A C= 0.600 Limited to weir flow at low heads #9 Device 7 884.28' 4.0" Vert. Orifice/Grate 656A C= 0.600 #10 Device 7 886.80' 30.0" W x 10.8" H Vert. Orifice/Grate 656A C= 0.600 08/20/20 Type II 24-hr 100 year Rainfall=6.46"UHS Master Plan On&Off site 6-11-19 Printed 6/11/2019Prepared by V3 Companies Ltd. Page 29HydroCAD® 10.00-20 s/n 04552 © 2017 HydroCAD Software Solutions LLC Primary OutFlow Max=14.80 cfs @ 14.84 hrs HW=889.34' TW=886.64' (Dynamic Tailwater) 1=Culvert (Outlet Controls 14.80 cfs @ 6.03 fps) 2=Orifice/Grate (Passes 14.80 cfs of 31.69 cfs potential flow) Secondary OutFlow Max=63.82 cfs @ 14.83 hrs HW=889.34' TW=28.02' (Dynamic Tailwater) 3=Culvert 656 (Barrel Controls 32.05 cfs @ 10.20 fps) 4=Orifice/Grate 656 (Passes < 55.57 cfs potential flow) 5=Orifice/Grate 656 (Passes < 2.01 cfs potential flow) 6=Orifice/Grate 656 (Passes < 15.65 cfs potential flow) 7=Culvert 656A (Barrel Controls 31.77 cfs @ 10.11 fps) 8=Orifice/Grate 656A (Passes < 55.57 cfs potential flow) 9=Orifice/Grate 656A (Passes < 0.93 cfs potential flow) 10=Orifice/Grate 656A (Passes < 15.65 cfs potential flow) Pond SW B2: Southwest Basin-#2 Surface Storage Stage-Area-Storage Storage (cubic-feet) 500,000450,000 400,000 350,000 300,000 250,000 200,000 150,000 100,000 50,000 0 Surface/Horizontal/Wetted Area (sq-ft) 140,000 120,000 100,000 80,000 60,000 40,000 20,0000 Elevation (feet)890 889 888 887 886 885 884 Custom Stage Data 08/20/20 Type II 24-hr 100 year Rainfall=6.46"UHS Master Plan On&Off site 6-11-19 Printed 6/11/2019Prepared by V3 Companies Ltd. Page 30HydroCAD® 10.00-20 s/n 04552 © 2017 HydroCAD Software Solutions LLC Stage-Area-Storage for Pond SW B2: Southwest Basin-#2 Elevation (feet) Surface (sq-ft) Storage (cubic-feet) 883.92 0 0 884.02 741 37 884.12 1,481 148 884.22 2,222 333 884.32 2,963 593 884.42 3,704 926 884.52 4,444 1,333 884.62 5,185 1,815 884.72 5,926 2,370 884.82 6,667 3,000 884.92 7,407 3,704 885.02 9,168 4,492 885.12 15,007 5,700 885.22 20,846 7,493 885.32 26,685 9,870 885.42 32,524 12,830 885.52 38,363 16,374 885.62 44,202 20,503 885.72 50,042 25,215 885.82 55,881 30,511 885.92 61,720 36,391 886.02 67,323 42,853 886.12 71,983 49,818 886.22 76,643 57,249 886.32 81,303 65,147 886.42 85,963 73,510 886.52 90,624 82,339 886.62 95,284 91,635 886.72 99,944 101,396 886.82 104,604 111,623 886.92 109,264 122,317 887.02 113,182 133,469 887.12 114,135 144,835 887.22 115,087 156,296 887.32 116,040 167,852 887.42 116,992 179,504 887.52 117,945 191,251 887.62 118,898 203,093 887.72 119,850 215,030 887.82 120,802 227,063 887.92 121,755 239,191 888.02 122,711 251,414 888.12 123,684 263,734 888.22 124,656 276,151 888.32 125,628 288,665 888.42 126,601 301,276 888.52 127,573 313,985 888.62 128,545 326,791 888.72 129,518 339,694 888.82 130,490 352,694 888.92 131,462 365,792 889.02 132,439 378,987 889.12 133,434 392,280 Elevation (feet) Surface (sq-ft) Storage (cubic-feet) 889.22 134,429 405,674 889.32 135,425 419,166 889.42 136,420 432,759 889.52 137,415 446,450 889.62 138,410 460,242 889.72 139,405 474,132 889.82 140,401 488,123 889.92 141,396 502,212 08/20/20 Hydrograph for Pond North B1: North Basin-#1 Time (hours) Inflow (cfs) Storage (cubic-feet) Elevation (feet) Primary (cfs) 5.00 0.08 0 886.50 0.08 7.00 0.44 0 886.50 0.44 9.00 1.84 0 886.50 1.84 11.00 7.89 5,003 886.60 4.97 13.00 131.82 229,316 888.92 69.98 15.00 64.47 334,733 889.80 72.65 17.00 30.94 230,828 888.93 47.95 19.00 20.83 141,470 888.13 27.30 21.00 15.26 108,563 887.82 18.88 23.00 13.02 87,192 887.61 15.40 25.00 8.95 69,063 887.43 12.46 27.00 6.88 47,233 887.22 9.49 29.00 5.88 30,859 887.06 7.88 31.00 5.24 19,383 886.89 6.33 33.00 4.76 12,433 886.75 5.63 35.00 4.36 6,856 886.64 5.05 37.00 4.00 2,949 886.56 4.31 39.00 3.89 1,655 886.53 3.91 41.00 3.40 721 886.51 3.64 43.00 2.73 0 886.50 2.73 45.00 2.14 0 886.50 2.14 47.00 1.67 0 886.50 1.67 49.00 1.33 0 886.50 1.33 51.00 1.07 0 886.50 1.07 53.00 0.87 0 886.50 0.87 55.00 0.72 0 886.50 0.72 57.00 0.60 0 886.50 0.60 59.00 0.51 0 886.50 0.51 61.00 0.44 0 886.50 0.44 63.00 0.38 0 886.50 0.38 65.00 0.33 0 886.50 0.33 67.00 0.29 0 886.50 0.29 69.00 0.26 0 886.50 0.26 71.00 0.23 0 886.50 0.23 08/20/20 Hydrograph for Pond SW B2: Southwest Basin-#2 Time (hours) Inflow (cfs) Storage (cubic-feet) Elevation (feet) Outflow (cfs) Primary (cfs) Secondary (cfs) 5.00 0.15 3 883.95 0.00 0.00 0.00 7.00 0.91 2,708 884.78 0.37 0.00 0.37 9.00 3.00 9,461 885.30 1.05 0.00 1.05 11.00 8.32 28,768 885.79 5.47 4.05 1.42 13.00 78.15 266,927 888.15 57.52 11.34 46.17 15.00 75.53 421,551 889.34 78.56 14.79 63.77 17.00 49.85 319,816 888.57 70.10 12.73 57.38 19.00 28.76 230,364 887.85 33.77 10.62 23.15 21.00 20.00 201,193 887.60 23.85 9.95 13.90 23.00 16.44 177,454 887.40 19.16 9.41 9.75 25.00 12.47 158,194 887.24 15.92 9.12 6.80 27.00 9.49 134,294 887.03 12.52 8.69 3.82 29.00 7.88 114,453 886.85 10.43 8.26 2.16 31.00 6.33 93,920 886.64 9.60 7.69 1.90 33.00 5.63 70,688 886.39 8.78 7.01 1.77 35.00 5.05 48,638 886.10 8.00 6.39 1.62 37.00 4.31 29,512 885.80 5.77 4.34 1.43 39.00 3.91 25,244 885.72 4.09 2.71 1.38 41.00 3.64 24,426 885.70 3.78 2.41 1.37 43.00 2.73 22,367 885.66 3.03 1.69 1.34 45.00 2.14 20,455 885.62 2.38 1.07 1.31 47.00 1.67 18,834 885.58 1.88 0.61 1.28 49.00 1.33 17,412 885.55 1.51 0.26 1.25 51.00 1.07 16,066 885.51 1.26 0.03 1.23 53.00 0.87 14,266 885.46 1.19 0.00 1.19 55.00 0.72 11,633 885.38 1.12 0.00 1.12 57.00 0.60 8,632 885.27 1.02 0.00 1.02 59.00 0.51 5,756 885.12 0.88 0.00 0.88 61.00 0.44 3,745 884.93 0.61 0.00 0.61 63.00 0.38 3,018 884.82 0.44 0.00 0.44 65.00 0.33 2,702 884.77 0.37 0.00 0.37 67.00 0.29 2,490 884.74 0.32 0.00 0.32 69.00 0.26 2,319 884.71 0.28 0.00 0.28 71.00 0.23 2,171 884.69 0.25 0.00 0.25 08/20/20 Hydrograph for Pond SE B3: Southeast Basin-#3 Time (hours) Inflow (cfs) Storage (cubic-feet) Elevation (feet) Primary (cfs) 5.00 0.01 0 882.51 0.00 7.00 0.26 119 882.76 0.24 9.00 1.00 438 883.00 0.91 11.00 7.58 9,325 883.56 3.56 13.00 19.42 185,929 886.56 15.86 15.00 18.17 191,464 886.64 18.36 17.00 14.99 186,356 886.56 16.04 19.00 12.36 178,619 886.46 13.18 21.00 11.32 173,430 886.38 12.02 23.00 10.67 168,389 886.31 11.34 25.00 9.12 161,515 886.21 10.47 27.00 8.69 153,680 886.09 9.61 29.00 8.26 147,618 886.00 9.06 31.00 7.69 141,566 885.91 8.67 33.00 7.01 132,801 885.78 8.45 35.00 6.39 121,163 885.60 8.16 37.00 4.34 105,833 885.36 7.76 39.00 2.71 76,393 884.87 6.88 41.00 2.41 48,851 884.39 5.88 43.00 1.69 25,361 883.95 4.80 45.00 1.07 6,088 883.44 3.03 47.00 0.61 308 882.92 0.64 49.00 0.26 140 882.78 0.28 51.00 0.03 25 882.62 0.05 53.00 0.00 0 882.50 0.00 55.00 0.00 0 882.50 0.00 57.00 0.00 0 882.50 0.00 59.00 0.00 0 882.50 0.00 61.00 0.00 0 882.50 0.00 63.00 0.00 0 882.50 0.00 65.00 0.00 0 882.50 0.00 67.00 0.00 0 882.50 0.00 69.00 0.00 0 882.50 0.00 71.00 0.00 0 882.50 0.00 08/20/20 Appendix D – Water Quality Calculations 08/20/20 PIPE RUN Discharge Point PERCENT IMP. CNwq* Qwq** 648‐631 & 628‐630 631 21 87 0.99 615‐618, 601 619 10 84 0.88 620‐621 622 73 97 1.12 All pipe runs listed above From Wetland 25 89 7.28 602‐614, 609‐612, 608‐605 614 15 86 1.12 All pipe runs ultimately discharge to the BMP From S1 & S2 21 87 7.13 *CNwq derived from Figure 701‐1 of Carmel Stormwater Technical Standards Manual **Qwq calculated in HydroCAD per 701.04 of Carmel Stormwater Technical Standards Manual FLOW‐THROUGH BMP CALCULATIONS 08/20/20 BMP Discharge Point Flow Rate (cfs) Manning's Roughness (n) Swale Area (sf) Velocity (ft/s) Residence Time (min) Min Length (ft) Length Provided (ft) N1 631 0.99 0.025 25 0.04 9 21 166 N2 619 0.88 0.025 10 0.09 9 48 96 C1 622 1.12 0.025 5 0.22 9 121 188 C2 From Wetland 7.28 0.025 10 0.73 9 393 260 S2* 652 & 652A (from C2) 10 133 193 S1 614 1.12 0.025 10 0.11 9 60 162 S3 S1 7.13 0.025 13 0.55 9 296 390 *Directly connected to C2. The minimum length was required by establishing the amount of required length remaining for 60% TSS removal for C2. 08/20/20 BMP BMP Type Calculation Type Length Req'd (ft) Length Provided (ft) N1 Low Flow Vegetated Swale Flow‐Through 21 166 N2 Low Flow Vegetated Swale Flow‐Through 48 96 C1 Low Flow Vegetated Swale Flow‐Through 121 188 C2 Low Flow Vegetated Swale Flow‐Through 393 260 S2 Low Flow Vegetated Swale Flow‐Through 133 193 S1 Low Flow Vegetated Swale Flow‐Through 60 162 S3 Low Flow Vegetated Swale Flow‐Through 296 390 BMP SUMMARY TABLE *Directly connected to C2. The minimum length was required by establishing the amount of required length remaining for 60% TSS removal for C2. 08/20/20 BASIN ID WATERSHED AREA N1 N2 C1A C2&S2 S1 S3 Post 1 Post 2 Post 3 Post 4 Post 5 Post 6 631 6.22 60 60 60 0.40 0.16 0.06 0.01 619 8.87 60 60 60 0.40 0.16 0.06 0.01 627 1.21 60 60 0.40 0.16 0.00 622 1.19 60 60 60 0.40 0.16 0.06 0.00 656 2.80 60 60 0.40 0.16 0.01 637 1.51 60 60 0.40 0.16 0.01 646 2.95 60 60 0.40 0.16 0.01 From Wetland 5.19 60 60 0.40 0.16 0.02 614 7.05 60 60 0.40 0.16 0.03 From S1 & S2 3.16 60 0.40 0.03 TOTAL 40.15 0.14 BMP SERIES REMOVAL RATE TABLE THE ESTATES AT TOWNE MEADOW TREATMENT TRAIN TSS Percentage Remaining TSS % LEFT (WT. AVG) 08/20/20 10S N2 12S C1 16S S3 BMP N1 N1 BMPS C2 & S2 C2 BMPS S1 & S3 S1 Routing Diagram for 18414_WaterQualityCalcs Prepared by V3 Companies Ltd., Printed 2/6/2019 HydroCAD® 10.00-20 s/n 04552 © 2017 HydroCAD Software Solutions LLC Subcat Reach Pond Link 08/20/20 18414_WaterQualityCalcs Printed 2/6/2019Prepared by V3 Companies Ltd. Page 2HydroCAD® 10.00-20 s/n 04552 © 2017 HydroCAD Software Solutions LLC Area Listing (selected nodes) Area (acres) CN Description (subcatchment-numbers) 8.870 84 (10S) 1.190 97 (12S) 46.990 87 (16S, BMP N1) 29.950 89 (BMPS C2 & S2) 7.670 86 (BMPS S1 & S3) 94.670 87 TOTAL AREA 08/20/20 18414_WaterQualityCalcs Printed 2/6/2019Prepared by V3 Companies Ltd. Page 3HydroCAD® 10.00-20 s/n 04552 © 2017 HydroCAD Software Solutions LLC Soil Listing (selected nodes) Area (acres) Soil Group Subcatchment Numbers 0.000 HSG A 0.000 HSG B 0.000 HSG C 0.000 HSG D 94.670 Other 10S, 12S, 16S, BMP N1, BMPS C2 & S2, BMPS S1 & S3 94.670 TOTAL AREA 08/20/20 Type II 24-hr WQ Rainfall=1.00"18414_WaterQualityCalcs Printed 2/6/2019Prepared by V3 Companies Ltd. Page 4HydroCAD® 10.00-20 s/n 04552 © 2017 HydroCAD Software Solutions LLC Summary for Subcatchment 10S: N2 Runoff = 0.88 cfs @ 12.25 hrs, Volume= 0.112 af, Depth= 0.15" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-999.00 hrs, dt= 0.01 hrs Type II 24-hr WQ Rainfall=1.00" Area (ac) CN Description * 8.870 84 8.870 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 25.7 Direct Entry, FROM WORKSHEET Subcatchment 10S: N2 Runoff Hydrograph Time (hours) 950900 850 800 750 700 650 600 550 500 450 400 350 300 250 200 150 10050 0 Flow (cfs)0.95 0.9 0.85 0.8 0.75 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 Type II 24-hr WQ Rainfall=1.00" Runoff Area=8.870 ac Runoff Volume=0.112 af Runoff Depth=0.15" Tc=25.7 min CN=84 0.88 cfs 08/20/20 Type II 24-hr WQ Rainfall=1.00"18414_WaterQualityCalcs Printed 2/6/2019Prepared by V3 Companies Ltd. Page 5HydroCAD® 10.00-20 s/n 04552 © 2017 HydroCAD Software Solutions LLC Summary for Subcatchment 12S: C1 Runoff = 1.12 cfs @ 12.05 hrs, Volume= 0.070 af, Depth= 0.71" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-999.00 hrs, dt= 0.01 hrs Type II 24-hr WQ Rainfall=1.00" Area (ac) CN Description * 1.190 97 1.190 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 13.5 Direct Entry, FROM WORKSHEET Subcatchment 12S: C1 Runoff Hydrograph Time (hours) 950900 850 800 750 700 650 600 550 500 450 400 350 300 250 200 150 100 50 0 Flow (cfs)1 0 Type II 24-hr WQ Rainfall=1.00" Runoff Area=1.190 ac Runoff Volume=0.070 af Runoff Depth=0.71" Tc=13.5 min CN=97 1.12 cfs 08/20/20 Type II 24-hr WQ Rainfall=1.00"18414_WaterQualityCalcs Printed 2/6/2019Prepared by V3 Companies Ltd. Page 6HydroCAD® 10.00-20 s/n 04552 © 2017 HydroCAD Software Solutions LLC Summary for Subcatchment 16S: S3 Runoff = 7.13 cfs @ 12.23 hrs, Volume= 0.761 af, Depth= 0.22" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-999.00 hrs, dt= 0.01 hrs Type II 24-hr WQ Rainfall=1.00" Area (ac) CN Description * 40.770 87 40.770 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 26.5 Direct Entry, FROM WORKSHEET Subcatchment 16S: S3 Runoff Hydrograph Time (hours) 950900 850 800 750 700 650 600 550 500 450 400 350 300 250 200 150 100 50 0 Flow (cfs)7 6 5 4 3 2 1 0 Type II 24-hr WQ Rainfall=1.00" Runoff Area=40.770 ac Runoff Volume=0.761 af Runoff Depth=0.22" Tc=26.5 min CN=87 7.13 cfs 08/20/20 Type II 24-hr WQ Rainfall=1.00"18414_WaterQualityCalcs Printed 2/6/2019Prepared by V3 Companies Ltd. Page 7HydroCAD® 10.00-20 s/n 04552 © 2017 HydroCAD Software Solutions LLC Summary for Subcatchment BMP N1: N1 Runoff = 0.99 cfs @ 12.29 hrs, Volume= 0.116 af, Depth= 0.22" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-999.00 hrs, dt= 0.01 hrs Type II 24-hr WQ Rainfall=1.00" Area (ac) CN Description * 6.220 87 6.220 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 30.4 Direct Entry, FROM WORKSHEET Subcatchment BMP N1: N1 Runoff Hydrograph Time (hours) 950900 850 800 750 700 650 600 550 500 450 400 350 300 250 200 150 100 50 0 Flow (cfs)1 0 Type II 24-hr WQ Rainfall=1.00" Runoff Area=6.220 ac Runoff Volume=0.116 af Runoff Depth=0.22" Tc=30.4 min CN=87 0.99 cfs 08/20/20 Type II 24-hr WQ Rainfall=1.00"18414_WaterQualityCalcs Printed 2/6/2019Prepared by V3 Companies Ltd. Page 8HydroCAD® 10.00-20 s/n 04552 © 2017 HydroCAD Software Solutions LLC Summary for Subcatchment BMPS C2 & S2: C2 Runoff = 7.28 cfs @ 12.22 hrs, Volume= 0.711 af, Depth= 0.28" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-999.00 hrs, dt= 0.01 hrs Type II 24-hr WQ Rainfall=1.00" Area (ac) CN Description * 29.950 89 29.950 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 26.5 Direct Entry, FROM WORKSHEET Subcatchment BMPS C2 & S2: C2 Runoff Hydrograph Time (hours) 950900 850 800 750 700 650 600 550 500 450 400 350 300 250 200 150 100 50 0 Flow (cfs)8 7 6 5 4 3 2 1 0 Type II 24-hr WQ Rainfall=1.00" Runoff Area=29.950 ac Runoff Volume=0.711 af Runoff Depth=0.28" Tc=26.5 min CN=89 7.28 cfs 08/20/20 Type II 24-hr WQ Rainfall=1.00"18414_WaterQualityCalcs Printed 2/6/2019Prepared by V3 Companies Ltd. Page 9HydroCAD® 10.00-20 s/n 04552 © 2017 HydroCAD Software Solutions LLC Summary for Subcatchment BMPS S1 & S3: S1 Runoff = 1.12 cfs @ 12.25 hrs, Volume= 0.126 af, Depth= 0.20" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-999.00 hrs, dt= 0.01 hrs Type II 24-hr WQ Rainfall=1.00" Area (ac) CN Description * 7.670 86 7.670 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 26.5 Direct Entry, FROM WORKSHEET Subcatchment BMPS S1 & S3: S1 Runoff Hydrograph Time (hours) 950900 850 800 750 700 650 600 550 500 450 400 350 300 250 200 150 100 50 0 Flow (cfs)1 0 Type II 24-hr WQ Rainfall=1.00" Runoff Area=7.670 ac Runoff Volume=0.126 af Runoff Depth=0.20" Tc=26.5 min CN=86 1.12 cfs 08/20/20 Appendix E – Storm Sewer Sizing Calculations 08/20/20 Time of Concentration Worksheet PROJECT: Estates at Towne Meadow Based on TR‐55 JOB #: Typical values for Manning's n Overland Flow Channel Flow 2 year, 24 hour rainfall = 2.66 inches short grass 0.150 grass 0.025 minimum T_c = 5 minutes dense grass 0.240 concrete 0.015 pavement 0.011 rip-rap 0.035 Overland flow seg. 1 Overland flow seg. 2 Shallow Concentrated Flow Channel Flow T_c Basin Length S n T_t Length S n T_t Length S Paved/Un Vel. T_t Length a Pw r S n Vel. T_t name (ft) % (min) (ft) % (min) (ft) % (P or U) (ft/s) (min) (ft) (s.f.) (ft) (ft) % (ft/s) (min) (min) BASIN 601 100 1.00 0.150 14.2 0.0 140 1.00 U 1.61 1.4 0.00 15.6 OFFSITE BASIN 601 0.0 0.0 275 1.20 U 1.77 2.6 0.00 5.0 BASIN 602 30 1.30 0.150 4.9 0.0 50 1.30 P 2.32 0.4 0.00 5.2 BASIN 603 80 1.00 0.150 11.9 0.0 260 1.30 P 2.32 1.9 0.00 13.7 BASIN 604 90 1.50 0.150 11.1 0.0 270 1.00 U 1.61 2.8 0.00 13.9 OFFSITE BASIN 604 80 10.00 0.150 4.7 0.0 240 1.00 U 1.61 2.5 0.00 7.2 BASIN 605 80 1.00 0.150 11.9 0.0 190 1.00 U 1.61 2.0 0.00 13.8 OFFSITE BASIN 605 100 1.25 0.150 13.0 0.0 62 1.00 U 1.61 0.6 0.00 13.6 BASIN 606 80 1.00 0.150 11.9 0.0 210 1.30 P 2.32 1.5 0.00 13.4 BASIN 607 10 1.00 0.150 2.2 0.0 210 1.30 P 2.32 1.5 0.00 5.0 BASIN 608 100 0.50 0.150 18.7 0.0 345 0.50 U 1.14 5.0 0.00 23.8 OFFSITE BASIN 608 100 1.10 0.150 13.6 0.0 450 1.10 U 1.69 4.4 0.00 18.1 BASIN 609 100 2.10 0.150 10.5 0.0 380 1.00 U 1.61 3.9 0.00 14.5 OFFSITE BASIN 609 100 1.00 0.150 14.2 0.0 530 1.00 U 1.61 5.5 0.00 19.7 BASIN 610 80 1.33 0.150 10.6 0.0 110 1.33 P 2.34 0.8 0.00 11.4 BASIN 611 10 1.00 0.150 2.2 0.0 250 1.33 P 2.34 1.8 0.00 5.0 BASIN 612 100 1.00 0.150 14.2 0.0 80 1.00 U 1.61 0.8 0.00 15.0 BASIN 613 100 2.00 0.150 10.7 0.0 0.0 0.00 10.7 BASIN 615 80 1.00 0.150 11.9 0.0 235 1.30 P 2.32 1.7 0.00 13.6 BASIN 616 80 1.00 0.150 11.9 0.0 290 1.30 P 2.32 2.1 0.00 13.9 BASIN 617 100 1.00 0.150 14.2 0.0 82 1.00 U 1.61 0.8 0.00 15.0 OFFSITE BASIN 617 100 0.80 0.150 15.5 0.0 700 0.80 U 1.44 8.1 0.00 23.6 BASIN 618 100 1.00 0.150 14.2 0.0 85 1.00 U 1.61 0.9 0.00 15.1 OFFSITE BASIN 618 100 1.00 0.150 14.2 0.0 900 1.00 U 1.61 9.3 0.00 23.5 BASIN 620 80 1.00 0.150 11.9 0.0 220 1.30 P 2.32 1.6 0.00 13.4 BASIN 621 80 1.00 0.150 11.9 0.0 220 1.30 P 2.32 1.6 0.00 13.4 BASIN 625 80 1.00 0.150 11.9 0.0 230 0.80 P 1.82 2.1 0.00 14.0 BASIN 626 80 1.00 0.150 11.9 0.0 230 0.80 P 1.82 2.1 0.00 14.0 BASIN 628 80 1.00 0.150 11.9 0.0 200 0.80 P 1.82 1.8 0.00 13.7 BASIN 629 80 1.00 0.150 11.9 0.0 220 0.80 P 1.82 2.0 0.00 13.9 BASIN 630 100 2.00 0.150 10.7 0.0 215 1.00 U 1.61 2.2 0.00 13.0 OFFSITE BASIN 630 100 0.67 0.150 16.6 0.0 200 0.67 U 1.32 2.5 0.00 19.2 BASIN 632 80 1.00 0.150 11.9 0.0 200 0.80 P 1.82 1.8 0.00 13.7 BASIN 633 80 1.00 0.150 11.9 0.0 120 0.80 P 1.82 1.1 0.00 13.0 BASIN 634 70 0.80 0.150 11.7 0.0 95 0.80 U 1.44 1.1 0.00 12.8 BASIN 635 70 1.00 0.150 10.7 0.0 300 1.00 U 1.61 3.1 0.00 13.8 BASIN 636 80 0.70 0.150 13.7 0.0 370 1.00 P 2.03 3.0 0.00 16.7 BASIN 638 80 0.25 0.150 20.7 0.0 120 1.00 P 2.03 1.0 0.00 21.6 BASIN 639 80 0.60 0.150 14.6 0.0 120 1.00 P 2.03 1.0 0.00 15.5 BASIN 640 100 1.50 0.150 12.1 0.0 190 1.25 U 1.8 1.8 0.00 13.8 OFFSITE BASIN 640 100 10.00 0.150 5.6 0.0 150 1.25 U 1.8 1.4 0.00 7.0 BASIN 641 70 4.20 0.150 6.0 0.0 0.0 0.00 6.0 BASIN 642 80 2.10 0.150 8.8 0.0 135 0.60 P 1.57 1.4 0.00 10.2 BASIN 643 45 2.10 0.150 5.6 0.0 110 0.60 P 1.57 1.2 0.00 6.7 BASIN 644 30 1.00 0.300 9.4 20 1.00 0.150 3.9 130 1.00 U 1.61 1.3 0.00 14.7 BASIN 645 30 1.30 0.300 8.5 20 1.30 0.150 3.5 350 1.00 U 1.61 3.6 0.00 15.6 BASIN 647 100 0.50 0.150 18.7 0.0 230 1.00 U 1.61 2.4 0.00 21.1 OFFSITE BASIN 647 80 17.00 0.150 3.8 0.0 140 1.00 U 1.61 1.4 0.00 5.3 BASIN 648 100 1.80 0.150 11.2 0.0 110 0.50 U 1.14 1.6 0.00 12.8 OFFSITE BASIN 648 65 10.00 0.150 4.0 35 1.00 0.150 6.1 115 0.50 U 1.14 1.7 0.00 11.8 BASIN 649 100 2.00 0.150 10.7 0.0 180 0.50 U 1.14 2.6 0.00 13.4 OFFSITE BASIN 649 100 1.10 0.150 13.6 0.0 185 1.10 U 1.69 1.8 0.00 15.5 BASIN NORTH ‐ DD1 100 6.00 0.150 6.9 0.0 400 1.00 U 1.61 4.1 0.00 11.1 BASIN NORTH ‐ DD2 70 1.10 0.150 10.3 0.0 0.0 0.00 10.3 BASIN CENTRAL ‐ DD 100 5.00 0.150 7.4 0.0 640 1.00 U 1.61 6.6 0.00 14.1 BASIN SOUTH ‐ DD 100 6.00 0.150 6.9 0.0 640 1.00 U 1.61 6.6 0.00 13.5 18414 08/20/20 N:\2018\18414\Calcs&Data\LD\Storm\[18414_Drainage Spreadsheet 3-18-19.xlsx]Weighted C Estates at Towne Meadow PLD Runoff Coefficients per Table 201-1 12/4/2018 Roof 0.9 Pavement 0.85 Gravel 0.85 Impervious soil with turf 0.45 Turf 0.25 Agriculture 0.3 601 OFFSITE BASIN601 A. Total Area: 11,557s.f. = 0.27acres A. Total Area: 16,138 s.f. = 0.37acres B. Breakdown C CA B. Breakdown C CA Impervious 3,000 s.f. 0.90 2700 Turf 4,500 s.f. 0.25 1125 Pervious 8,557 s.f. 0.25 2139 Agiculture 11,638 s.f. 0.30 3491 Imp. Percentage: 0.26 Imp. Percentage: 0.28 C. Subtotal 4839 C. Subtotal 4616 D.Weighted C 0.42 D.Weighted C 0.29 602 A. Total Area: 11,501 s.f. = 0.26 acres B. Breakdown C CA Impervious 11,501 s.f. 0.85 9776 Pervious 0 s.f. 0.25 0 Imp. Percentage: 1.00 C. Subtotal 9776 D.Weighted C 0.85 603 A. Total Area: 33,612 s.f. = 0.77acres B. Breakdown C CA Impervious 8,000 s.f. 0.90 7200 13,000 s.f. 0.85 11050 Pervious 12,612 s.f. 0.25 3153 Imp. Percentage: 0.24 C. Subtotal 21403 D.Weighted C 0.64 604 OFFSITE BASIN604 A. Total Area: 23,410 s.f. = 0.54 acres A. Total Area: 3,766 s.f. = 0.09 acres B. Breakdown C CA B. Breakdown C CA Impervious 4,250 s.f. 0.90 3825 Impervious s.f. 0.90 0 4,700 s.f. 0.85 3995 Pervious 14,460 s.f. 0.25 3615 Pervious 3,766 s.f. 0.25 942 Imp. Percentage: 0.18 Imp. Percentage: 0.00 C. Subtotal 11435 C. Subtotal 942 D.Weighted C 0.49 D.Weighted C 0.25 WEIGHTED RATIONAL "C" CALCULATIONS 08/20/20 605 OFFSITE BASIN605 A. Total Area: 35,622 s.f. = 0.82 acres A. Total Area: 8,327s.f. = 0.19 acres B. Breakdown C CA B. Breakdown C CA Impervious 9,000 s.f. 0.90 8100 Impervious s.f. 0.90 0 Pervious 26,622 s.f. 0.25 6656 Pervious 8,327 s.f. 0.25 2082 Imp. Percentage: 0.25 Imp. Percentage: 0.00 C. Subtotal 14756 C. Subtotal 2082 D.Weighted C 0.41 D.Weighted C 0.25 606 A. Total Area: 35,427s.f. = 0.81 acres B. Breakdown C CA Impervious 13,000 s.f. 0.90 11700 9,835 s.f. 0.85 8360 Pervious 12,592 s.f. 0.25 3148 Imp. Percentage: 0.37 C. Subtotal 23208 D.Weighted C 0.66 607 A. Total Area: 10,364 s.f. = 0.24 acres B. Breakdown C CA Impervious s.f. 0.90 0 Pervious 10,364 s.f. 0.25 2591 Imp. Percentage: 0.00 C. Subtotal 2591 D.Weighted C 0.25 608 OFFSITE BASIN608 A. Total Area: 28,038 s.f. = 0.64 acres A. Total Area: 229,210 s.f. = 5.26 acres B. Breakdown C CA B. Breakdown C CA Impervious 27,313 s.f. 0.90 24582 Impervious 5,500 s.f. 0.90 4950 Pervious 725 s.f. 0.25 181 Pervious 223,710 s.f. 0.30 67113 Imp. Percentage: 0.97 Imp. Percentage: 0.02 C. Subtotal 24763 C. Subtotal 72063 D.Weighted C 0.88 D.Weighted C 0.31 609 OFFSITE BASIN609 A. Total Area: 29,520 s.f. = 0.68 acres B. Breakdown C CA A. Total Area: 96,798 s.f. = 2.22 acres Impervious 9,000 s.f. 0.90 8100 B. Breakdown C CA Pervious 20,520 s.f. 0.25 5130 Impervious s.f. 0.90 0 Imp. Percentage: 0.30 Pervious 96,798 s.f. 0.30 29039 C. Subtotal 13230 Imp. Percentage: 0.00 D.Weighted C 0.45 C. Subtotal 29039 D.Weighted C 0.30 610 A. Total Area: 26,348 s.f. = 0.60 acres B. Breakdown C CA Impervious 7,000 s.f. 0.90 6300 13,215 s.f. 0.85 11233 Pervious 6,133 s.f. 0.25 1533 Imp. Percentage: 0.27 C. Subtotal 19066 D.Weighted C 0.72 611 A. Total Area: 13,215 s.f. = 0.30 acres B. Breakdown C CA Impervious 13,215 s.f. 0.85 11233 Pervious 0 s.f. 0.25 0 Imp. Percentage: 1.00 C. Subtotal 11233 D.Weighted C 0.85 612 A. Total Area: 30,144 s.f. = 0.69 acres B. Breakdown C CA Impervious s.f. 0.90 0 Pervious 30,144 s.f. 0.25 7536 Imp. Percentage: 0.00 C. Subtotal 7536 D.Weighted C 0.25 613 A. Total Area: 6,091 s.f. = 0.14 acres B. Breakdown C CA Impervious s.f. 0.90 0 Pervious 6,091 s.f. 0.25 1523 Imp. Percentage: 0.00 C. Subtotal 1523 D.Weighted C 0.25 615 A. Total Area: 32,596 s.f. = 0.75 acres B. Breakdown C CA Impervious 10,500 s.f. 0.90 9450 9,300 s.f. 0.85 7905 08/20/20 Pervious 12,796 s.f. 0.25 3199 Imp. Percentage: 0.32 C. Subtotal 20554 D.Weighted C 0.63 616 A. Total Area: 39,260 s.f. = 0.90 acres B. Breakdown C CA Impervious 10,500 s.f. 0.90 9450 9,300 s.f. 0.85 7905 Pervious 19,460 s.f. 0.25 4865 Imp. Percentage: 0.27 C. Subtotal 22220 D.Weighted C 0.57 617 OFFSITE BASIN617 A. Total Area: 14,000 s.f. = 0.32 acres A. Total Area: 131,517s.f. = 3.02 acres B. Breakdown C CA B. Breakdown C CA Impervious 6,000 s.f. 0.90 5400 Impervious s.f. 0.90 0 Pervious 8,000 s.f. 0.25 2000 Pervious 131,517 s.f. 0.30 39455 Imp. Percentage: 0.43 Imp. Percentage: 0.00 C. Subtotal 7400 C. Subtotal 39455 D.Weighted C 0.53 D.Weighted C 0.30 618 OFFSITE BASIN618 A. Total Area: 10,500 s.f. = 0.24 acres A. Total Area: 124,316 s.f. = 2.85 acres B. Breakdown C CA B. Breakdown C CA Impervious 4,500 s.f. 0.90 4050 Impervious s.f. 0.90 0 Pervious 6,000 s.f. 0.25 1500 Pervious 124,316 s.f. 0.30 37295 Imp. Percentage: 0.43 Imp. Percentage: 0.00 C. Subtotal 5550 C. Subtotal 37295 D.Weighted C 0.53 D.Weighted C 0.30 620 A. Total Area: 31,984 s.f. = 0.73 acres B. Breakdown C CA Impervious 10,500 s.f. 0.90 9450 11,500 s.f. 0.85 9775 Pervious 9,984 s.f. 0.25 2496 Imp. Percentage: 0.69 C. Subtotal 21721 D.Weighted C 0.68 621 A. Total Area: 19,638 s.f. = 0.45 acres B. Breakdown C CA Impervious 4,000 s.f. 0.90 3600 11,500 s.f. 0.85 9775 Pervious 4,138 s.f. 0.25 1035 Imp. Percentage: 0.79 C. Subtotal 14410 D.Weighted C 0.73 625 A. Total Area: 31,398 s.f. = 0.72 acres B. Breakdown C CA Impervious 10,500 s.f. 0.90 9450 9,000 s.f. 0.85 7650 Pervious 11,898 s.f. 0.25 2975 Imp. Percentage: 0.62 C. Subtotal 20075 D.Weighted C 0.64 626 A. Total Area: 21,449 s.f. = 0.49 acres B. Breakdown C CA Impervious 7,500 s.f. 0.90 6750 9,000 s.f. 0.85 7650 Pervious 4,949 s.f. 0.25 1237 Imp. Percentage: 0.77 C. Subtotal 15637 D.Weighted C 0.73 628 A. Total Area: 18,328 s.f. = 0.42 acres B. Breakdown C CA Impervious 5,500 s.f. 0.90 4950 6,000 s.f. 0.85 5100 Pervious 6,828 s.f. 0.25 1707 Imp. Percentage: 0.63 C. Subtotal 11757 D.Weighted C 0.64 629 A. Total Area: 26,507s.f. = 0.61 acres B. Breakdown C CA Impervious 10,000 s.f. 0.90 9000 6,700 s.f. 0.85 5695 Pervious 9,807 s.f. 0.25 2452 08/20/20 Imp. Percentage: 0.63 C. Subtotal 17147 D.Weighted C 0.65 630 OFFSITE BASIN630 A. Total Area: 15,912 s.f. = 0.37acres A. Total Area: 17,088 s.f. = 0.39 acres B. Breakdown C CA B. Breakdown C CA Impervious 5,500 s.f. 0.90 4950 Impervious s.f. 0.90 0 Pervious 10,412 s.f. 0.25 2603 Pervious 17,088 s.f. 0.30 5126 Imp. Percentage: 0.35 Imp. Percentage: 0.00 C. Subtotal 7553 C. Subtotal 5126 D.Weighted C 0.47 D.Weighted C 0.30 632 A. Total Area: 36,402 s.f. = 0.84 acres B. Breakdown C CA Impervious 11,500 s.f. 0.90 10350 9,700 s.f. 0.85 8245 Pervious 15,202 s.f. 0.25 3801 Imp. Percentage: 0.58 C. Subtotal 22396 D.Weighted C 0.62 633 A. Total Area: 16,061 s.f. = 0.37acres B. Breakdown C CA Impervious 1,000 s.f. 0.90 900 7,700 s.f. 0.85 6545 Pervious 7,361 s.f. 0.25 1840 Imp. Percentage: 0.54 C. Subtotal 9285 D.Weighted C 0.58 634 A. Total Area: 15,199 s.f. = 0.35 acres B. Breakdown C CA Impervious 6,000 s.f. 0.90 5400 Pervious 9,199 s.f. 0.25 2300 Imp. Percentage: 0.39 C. Subtotal 7700 D.Weighted C 0.51 635 A. Total Area: 54,272 s.f. = 1.25 acres B. Breakdown C CA Impervious 24,000 s.f. 0.90 21600 Pervious 30,272 s.f. 0.25 7568 Imp. Percentage: 0.44 C. Subtotal 29168 D.Weighted C 0.54 636 A. Total Area: 65,834 s.f. = 1.51 acres B. Breakdown C CA Impervious 21,000 s.f. 0.90 18900 22,500 s.f. 0.85 19125 Pervious 22,334 s.f. 0.25 5584 Imp. Percentage: 0.66 C. Subtotal 43609 D.Weighted C 0.66 638 A. Total Area: 24,253 s.f. = 0.56 acres B. Breakdown C CA Impervious 7,000 s.f. 0.90 6300 8,000 s.f. 0.85 6800 Pervious 9,253 s.f. 0.25 2313 Imp. Percentage: 0.62 C. Subtotal 15413 D.Weighted C 0.64 639 A. Total Area: 23,162 s.f. = 0.53 acres B. Breakdown C CA Impervious 7,000 s.f. 0.90 6300 7,500 s.f. 0.85 6375 Pervious 8,662 s.f. 0.25 2166 Imp. Percentage: 0.63 C. Subtotal 14841 D.Weighted C 0.64 640 OFFSITE BASIN640 A. Total Area: 31,313 s.f. = 0.72 acres A. Total Area: 4,358 s.f. = 0.10 acres B. Breakdown C CA B. Breakdown C CA Impervious 6,000 s.f. 0.90 5400 Impervious s.f. 0.90 0 Pervious 25,313 s.f. 0.25 6328 Pervious 4,358 s.f. 0.25 1090 Imp. Percentage: 0.19 Imp. Percentage: 0.00 C. Subtotal 11728 C. Subtotal 1090 D.Weighted C 0.37 D.Weighted C 0.25 08/20/20 641 A. Total Area: 3,380 s.f. = 0.08 acres B. Breakdown C CA Impervious 1,000 s.f. 0.90 900 Pervious 2,380 s.f. 0.25 595 Imp. Percentage: 0.30 C. Subtotal 1495 D.Weighted C 0.44 642 A. Total Area: 15,293 s.f. = 0.35 acres B. Breakdown C CA Impervious 4,250 s.f. 0.90 3825 6,000 s.f. 0.85 5100 Pervious 5,043 s.f. 0.25 1261 Imp. Percentage: 0.67 C. Subtotal 10186 D.Weighted C 0.67 643 A. Total Area: 9,029 s.f. = 0.21 acres B. Breakdown C CA Impervious 0 s.f. 0.90 0 5,800 s.f. 0.85 4930 Pervious 3,229 s.f. 0.25 807 Imp. Percentage: 0.64 C. Subtotal 5737 D.Weighted C 0.64 644 A. Total Area: 38,257s.f. = 0.88 acres B. Breakdown C CA Impervious 9,000 s.f. 0.90 8100 Pervious 29,257 s.f. 0.25 7314 Imp. Percentage: 0.24 C. Subtotal 15414 D.Weighted C 0.40 645 A. Total Area: 26,818 s.f. = 0.62 acres B. Breakdown C CA Impervious 6,000 s.f. 0.90 5400 Pervious 20,818 s.f. 0.25 5205 Imp. Percentage: 0.22 C. Subtotal 10605 D.Weighted C 0.40 647 OFFSITE BASIN647 A. Total Area: 38,067s.f. = 0.87acres A. Total Area: 10,143 s.f. = 0.23 acres B. Breakdown C CA B. Breakdown C CA Impervious 9,000 s.f. 0.90 8100 Impervious s.f. 0.90 0 Pervious 29,067 s.f. 0.25 7267 Pervious 10,143 s.f. 0.25 2536 Imp. Percentage: 0.24 Imp. Percentage: 0.00 C. Subtotal 15367 C. Subtotal 2536 D.Weighted C 0.40 D.Weighted C 0.25 648 OFFSITE BASIN648 A. Total Area: 17,161 s.f. = 0.39 acres A. Total Area: 3,804 s.f. = 0.09 acres B. Breakdown C CA B. Breakdown C CA Impervious 3,000 s.f. 0.90 2700 Impervious s.f. 0.90 0 Pervious 14,161 s.f. 0.25 3540 Pervious 3,804 s.f. 0.25 951 Imp. Percentage: 0.17 Imp. Percentage: 0.00 C. Subtotal 6240 C. Subtotal 951 D.Weighted C 0.36 D.Weighted C 0.25 649 OFFSITE BASIN649 A. Total Area: 33,462 s.f. = 0.77acres A. Total Area: 7,185 s.f. = 0.16 acres B. Breakdown C CA B. Breakdown C CA Impervious 4,000 s.f. 0.90 3600 Impervious s.f. 0.90 0 Pervious 29,462 s.f. 0.25 7366 Pervious 7,185 s.f. 0.30 2156 Imp. Percentage: 0.12 Imp. Percentage: 0.00 C. Subtotal 10966 C. Subtotal 2156 D.Weighted C 0.33 D.Weighted C 0.30 NORTH BASIN 1 A. Total Area: 70,710 s.f. = 1.62 acres B. Breakdown C CA Impervious 0 s.f. 0.90 0 08/20/20 Pervious 70,710 s.f. 0.30 21213 Imp. Percentage: 0.00 C. Subtotal 21213 1.91 D.Weighted C 0.30 0.339175 NORTH BASIN 2 A. Total Area: 12,671 s.f. = 0.29 acres B. Breakdown C CA Impervious 6,000 s.f. 0.90 5400 Pervious 6,671 s.f. 0.25 1668 Imp. Percentage: 0.47 C. Subtotal 7068 D.Weighted C 0.56 CENTRAL BASIN A. Total Area: 226,097s.f. = 5.19 acres B. Breakdown C CA Impervious 15,000 s.f. 0.90 13500 Pervious 211,097 s.f. 0.25 52774 Imp. Percentage: 0.07 C. Subtotal 66274 D.Weighted C 0.29 SOUTH BASIN A. Total Area: 137,481 s.f. = 3.16 acres B. Breakdown C CA Impervious 4,000 s.f. 0.90 3600 Pervious 133,481 s.f. 0.25 33370 Imp. Percentage: 0.03 C. Subtotal 36970 D.Weighted C 0.27 604A OFFSITE BASIN604A A. Total Area: 23,000 s.f. = 0.53 acres A. Total Area: 4,104 s.f. = 0.09 acres B. Breakdown C CA B. Breakdown C CA Impervious 6,000 s.f. 0.90 5400 Impervious s.f. 0.90 0 Pervious 17,000 s.f. 0.25 4250 Imp. Percentage: 0.26 Pervious 4,104 s.f. 0.25 1026 C. Subtotal 9650 Imp. Percentage: 0.00 D.Weighted C 0.42 C. Subtotal 1026 D.Weighted C 0.25 08/20/20 File: Storm Sewer Calculations Project: Estates at Towne Meadow Location: Carmel, IN Design: PLD Date: 4-Dec-18 Revision: Yr. Storm: 10 N Value: 0.013 RCP 0.011 HDPE/PVC System: STORM SEWER DESIGN COMPUTATIONS Sheet #: FROM TO AREA RUN-OFF C x A INLET RAIN RUNOFF INVERT ELEV. LENGTH SLOPE PIPE EVENT MAX CAP. FLOW DRAIN COEFF. TIME FALL DIAM. VEL. VEL. TIME POINT POINT Ac C INCR. ACCUM. MIN. INCHES INCR. ACCUM. UP LOW FT. FT./FT. INCHES FT. / SEC FT./SEC CFS MIN. NOTES 602 603 0.26 0.85 0.22 0.22 5.2 6.89 1.55 1.55 885.63 885.54 28 0.0032 12 1.97 2.55 2.01 0.18 RCP 603 604 0.77 0.64 0.49 0.72 13.7 4.75 2.33 3.40 885.44 885.08 182 0.0020 18 1.92 2.65 4.68 1.14 RCP 604 604A 0.54 0.49 0.26 0.98 14.9 4.57 1.20 4.47 884.98 884.54 218 0.0020 18 2.53 2.65 4.68 1.37 RCP 604A 605 0.62 0.39 0.25 1.22 16.2 4.37 1.07 5.35 884.44 884.04 200 0.0020 21 2.22 2.94 7.06 1.13 RCP 605 612 0.82 0.41 0.34 4.13 24.3 3.50 1.19 14.48 883.94 883.24 399 0.0018 30 2.95 3.49 17.12 1.91 RCP 612 613 0.69 0.25 0.17 5.97 26.2 3.35 0.58 20.01 883.14 882.92 89 0.0025 30 4.08 4.17 20.47 0.36 RCP 613 614 0.14 0.25 0.03 6.01 26.6 3.32 0.12 19.97 882.72 882.50 86 0.0025 30 4.07 4.17 20.47 0.34 RCP 608 607 5.91 0.38 2.22 2.22 23.8 3.55 7.90 7.90 886.19 885.97 22 0.0100 18 4.47 5.92 10.46 0.06 RCP 607 606 0.24 0.25 0.06 2.28 23.8 3.55 0.21 8.10 885.87 885.59 28 0.0100 18 4.58 5.92 10.46 0.08 RCP 606 605 0.81 0.66 0.53 2.82 23.9 3.54 1.89 9.97 885.49 884.14 169 0.0080 18 5.64 6.26 11.06 0.45 RCP 609 610 2.90 0.33 0.97 0.97 19.7 3.95 3.83 3.83 885.29 884.23 132 0.0080 15 3.12 4.69 5.75 0.47 RCP 610 611 0.60 0.72 0.44 1.41 20.1 3.90 1.71 5.49 884.13 883.85 28 0.0100 15 4.48 5.24 6.43 0.09 RCP 611 612 0.30 0.85 0.26 1.67 20.2 3.89 1.00 6.48 883.64 883.26 84 0.0045 18 3.67 3.97 7.02 0.35 RCP 615 616 0.75 0.63 0.47 0.47 13.6 4.78 2.26 2.26 889.02 888.86 28 0.0058 15 1.84 3.99 4.90 0.12 RCP 616 617 0.90 0.57 0.51 0.98 13.9 4.72 2.41 4.63 888.66 888.32 169 0.0020 21 1.92 2.94 7.06 0.96 RCP 617 618 3.34 0.32 1.08 2.06 23.6 3.57 3.84 7.34 888.11 887.71 200 0.0020 24 2.34 3.21 10.09 1.04 RCP 618 601 3.09 0.32 0.98 1.97 24.6 3.48 3.42 6.84 887.61 887.21 199 0.0020 24 2.18 3.21 10.09 1.03 RCP 601 619 0.64 0.34 0.22 2.18 25.7 3.40 0.74 7.41 887.11 887.00 38 0.0030 24 2.36 3.94 12.36 0.16 RCP 620 621 0.73 0.68 0.50 0.50 13.4 4.80 2.39 2.39 887.80 887.52 28 0.0100 12 3.05 4.52 3.54 0.10 RCP 621 622 0.45 0.73 0.33 0.83 13.5 4.78 1.58 3.97 887.42 887.06 23 0.0155 12 5.05 5.62 4.41 0.07 RCP 625 626 0.72 0.64 0.46 0.46 14.0 4.71 2.17 2.17 888.36 887.80 28 0.0200 12 2.76 6.39 5.01 0.07 RCP 626 627 0.49 0.73 0.36 0.36 14.0 4.70 1.69 1.69 887.70 887.57 33 0.0040 12 2.15 2.86 2.24 0.19 RCP 647 648 1.11 0.37 0.41 0.41 21.1 3.80 1.56 1.56 890.82 890.51 58 0.0053 12 1.99 3.30 2.59 0.29 RCP 648 649 0.48 0.34 0.17 0.58 21.4 3.77 0.62 2.17 890.31 889.07 318 0.0039 12 2.77 2.82 2.21 1.88 RCP 649 630 0.93 0.32 0.30 0.88 21.4 3.77 1.14 3.31 888.97 887.81 227 0.0051 15 2.70 3.75 4.60 1.01 RCP 630 631 0.76 0.38 0.29 1.83 22.4 3.68 1.07 6.73 887.61 887.04 57 0.0100 18 3.81 5.92 10.46 0.16 RCP 628 629 0.42 0.64 0.27 0.27 13.7 4.76 1.28 1.28 890.13 890.02 28 0.0040 12 1.63 2.86 2.24 0.16 RCP 629 630 0.61 0.65 0.39 0.66 13.9 4.73 1.86 3.14 889.92 888.57 169 0.0080 12 3.99 4.04 3.17 0.70 RCP 632 633 0.84 0.62 0.51 0.51 13.7 4.76 2.45 2.45 890.84 890.70 28 0.0050 12 3.11 3.19 2.51 0.15 RCP 633 634 0.37 0.58 0.21 0.73 13.8 4.73 1.01 3.44 890.60 889.77 138 0.0060 15 2.80 4.06 4.98 0.57 RCP 634 635 0.35 0.51 0.18 1.60 23.1 3.61 0.64 5.77 889.57 886.93 328 0.0080 15 4.70 4.70 5.77 1.16 RCP 635 656 1.25 0.54 0.67 2.27 24.3 3.51 2.35 7.95 886.83 886.00 141 0.0060 18 4.50 4.57 8.07 0.51 RCP 638 639 0.56 0.64 0.35 0.35 21.6 3.75 1.33 1.33 890.27 890.16 28 0.0040 12 1.69 2.86 2.24 0.16 RCP 639 634 0.53 0.64 0.34 0.69 22.2 3.70 1.26 2.57 890.01 889.62 154 0.0025 15 2.09 2.62 3.22 0.98 RCP 636 637 1.51 0.66 1.00 1.00 16.7 4.31 4.31 4.31 888.02 887.60 21 0.0200 12 5.49 6.39 5.01 0.05 RCP 640 641 0.82 0.36 0.29 0.29 13.8 4.74 1.39 1.39 890.80 890.10 174 0.0040 12 1.77 2.86 2.24 1.02 RCP 641 642 0.08 0.44 0.03 0.33 14.8 4.58 0.16 1.50 890.00 889.86 45 0.0032 12 1.91 2.55 2.01 0.29 RCP 642 643 0.35 0.67 0.23 0.56 15.1 4.53 1.06 2.55 889.76 889.59 28 0.0060 12 3.24 3.50 2.75 0.13 RCP 643 644 0.21 0.64 0.13 0.69 15.3 4.51 0.59 3.13 889.49 888.78 242 0.0030 15 2.55 2.85 3.49 1.42 RCP 644 645 0.88 0.40 0.35 1.05 16.7 4.31 1.53 4.52 888.68 886.51 334 0.0065 15 3.68 4.23 5.19 1.32 RCP 645 646 0.62 0.40 0.24 1.29 18.0 4.14 1.01 5.35 886.41 886.16 83 0.0030 18 3.03 3.25 5.73 0.43 RCP CFS 08/20/20 File: Storm Sewer Calculations Project: Estates at Towne Meadow Location: Carmel, IN Design: PLD Date: 12/4/2018 Revision: Yr. Storm: 10 N Value: 0.012 RCP System: STORM SEWER DESIGN SUMMARY Sheet #: #REF! FROM TO INVERT ELEV. LENGTH SLOPE PIPE PROPOSED PIPE COVER DEPTH DIAM. FLOW CAPACITY (outgoing) POINT POINT UP LOW FT. PERCENT INCHES CFS CFS RIM FEET FEET REMARKS 602 603 885.63 885.54 28 0.0032 12 1.55 2.01 889.39 2.59 3.76 RCP 603 604 885.44 885.08 182 0.0020 18 3.40 4.68 889.39 2.24 3.95 RCP 604 604A 884.98 884.54 218 0.0020 18 4.47 4.68 888.00 1.32 3.02 RCP 604A 605 884.44 884.04 200 0.0020 21 5.35 7.06 889.00 2.58 4.56 RCP 605 612 883.94 883.24 399 0.0018 30 14.48 17.12 890.00 3.27 6.06 RCP 612 613 883.14 882.92 89 0.0025 30 20.01 20.47 891.00 5.07 7.86 RCP 613 614 882.72 882.50 86 0.0025 30 19.97 20.47 892.00 6.49 9.28 RCP 608 607 886.19 885.97 22 0.0100 18 7.90 10.46 890.00 2.10 3.81 RCP 607 606 885.87 885.59 28 0.0100 18 8.10 10.46 891.67 4.09 5.80 RCP 606 605 885.49 884.14 169 0.0080 18 9.97 11.06 891.67 4.47 6.18 RCP 609 610 885.29 884.23 132 0.0080 15 3.83 5.75 889.00 2.27 3.71 RCP 610 611 884.13 883.85 28 0.0100 15 5.49 6.43 892.93 7.36 8.80 RCP 611 612 883.64 883.26 84 0.0045 18 6.48 7.02 892.93 7.58 9.29 RCP 615 616 889.02 888.86 28 0.0058 15 2.26 4.90 892.96 2.50 3.94 RCP 616 617 888.66 888.32 169 0.0020 21 4.63 7.06 892.96 2.32 4.30 RCP 617 618 888.11 887.71 200 0.0020 24 7.34 10.09 892.00 1.64 3.89 RCP 618 601 887.61 887.21 199 0.0020 24 6.84 10.09 892.00 2.14 4.39 RCP 601 619 887.11 887.00 38 0.0030 24 7.41 12.36 891.01 1.65 3.90 RCP 620 621 887.80 887.52 28 0.0100 12 2.39 3.54 891.48 2.51 3.68 RCP 621 622 887.42 887.06 23 0.0155 12 3.97 4.41 891.48 2.89 4.06 RCP 625 626 888.36 887.80 28 0.0200 12 2.17 5.01 892.07 2.54 3.71 RCP 626 627 887.70 887.57 33 0.0040 12 1.69 2.24 892.07 3.20 4.37 RCP 647 648 890.82 890.51 58 0.0053 12 1.56 2.59 894.00 2.01 3.18 RCP 648 649 890.31 889.07 318 0.0039 12 2.17 2.21 895.00 3.52 4.69 RCP 649 630 888.97 887.81 227 0.0051 15 3.31 4.60 893.60 3.19 4.63 RCP 630 631 887.61 887.04 57 0.0100 18 6.73 10.46 891.80 2.48 4.19 RCP 628 629 890.13 890.02 28 0.0040 12 1.28 2.24 893.83 2.53 3.70 RCP 629 630 889.92 888.57 169 0.0080 12 3.14 3.17 893.83 2.75 3.91 RCP 632 633 890.84 890.70 28 0.0050 12 2.45 2.51 894.56 2.55 3.72 RCP 633 634 890.60 889.77 138 0.0060 15 3.44 4.98 894.56 2.52 3.96 RCP 634 635 889.57 886.93 328 0.0080 15 5.77 5.77 893.70 2.69 4.13 RCP 635 656 886.83 886.00 141 0.0060 18 7.95 8.07 891.00 2.46 4.17 RCP 638 639 890.27 890.16 28 0.0040 12 1.33 2.24 893.97 2.53 3.70 RCP 639 634 890.01 889.62 154 0.0025 15 2.57 3.22 893.97 2.52 3.96 RCP 636 637 888.02 887.60 21 0.0200 12 4.31 5.01 891.80 2.61 3.78 RCP 640 641 890.80 890.10 174 0.0040 12 1.39 2.24 894.00 2.03 3.20 RCP 641 642 890.00 889.86 45 0.0032 12 1.50 2.01 894.00 2.83 4.00 RCP 642 643 889.76 889.59 28 0.0060 12 2.55 2.75 895.29 4.36 5.53 RCP 643 644 889.49 888.78 242 0.0030 15 3.13 3.49 895.28 4.35 5.79 RCP 644 645 888.68 886.51 334 0.0065 15 4.52 5.19 894.00 3.88 5.32 RCP 645 646 886.41 886.16 83 0.0030 18 5.35 5.73 892.00 3.88 5.59 RCP 08/20/20 Neenah Inlet Type: Perimeter Area 50% Clogged 2.3 0.7 Cross-Slope 0.0235 Double Inlet 4.6 1.4 Depression 0.1 Inlet Rational Flow Grate Perimeter Grate Area Depth at Casting (Weir) Depth at Casting (Orifice) Spread (#) (cfs) (ft) (ft2) (ft) (ft) (ft) 602 1.55 4.6 1.4 0.13 0.05 Double 5.57 603 2.33 4.6 1.4 0.20 0.12 Double 8.68 606 1.89 4.6 1.4 0.16 0.08 Double 6.96 607 0.21 2.3 0.7 0.00 0.00 Single 0.16 610 1.71 4.6 1.4 0.15 0.06 Double 6.24 611 1.00 2.3 0.7 0.17 0.09 Single 7.44 615 2.26 4.6 1.4 0.20 0.11 Double 8.39 616 2.41 4.6 1.4 0.21 0.12 Double 8.94 620 2.39 4.6 1.4 0.21 0.12 Double 8.90 621 1.58 4.6 1.4 0.13 0.05 Double 5.71 625 2.51 4.6 1.4 0.22 0.13 Double 9.34 626 2.09 4.6 1.4 0.18 0.09 Double 7.77 632 2.45 4.6 1.4 0.21 0.13 Double 9.09 633 1.01 2.3 0.7 0.18 0.09 Single 7.48 636 4.31 4.6 1.4 0.36 0.40 Double 16.88 638 1.33 4.6 1.4 0.11 0.04 Double 4.60 639 1.26 4.6 1.4 0.10 0.03 Double 4.30 642 1.06 2.3 0.7 0.18 0.10 Single 7.87 643 0.59 2.3 0.7 0.09 0.03 Single 3.98 In Line Inlets Inlet Rational Flow Slope "L" Slope "T" Flow Dpth K Value Flow Captured Bypass Flow Bypass Inlet (#) (cfs) (ft/ft) (ft/ft) (ft)based on Neenah worksheet (cfs) (cfs)(#) 628 1.28 0.008 0.0208 0.16 10.50 Double 0.94 0.34 625 629 0.74 0.008 0.0208 0.13 10.50 Single 0.33 0.40 626 * Red Indicates Bypass flow capture from upstream inline inlets. Inlet Type R-3501-TR&TL Inlet Type 08/20/20 Q100 167.09 cfs Q=Cd*L*H^3/2 125% Q100 208.8625 Cd 3.3 H 1.25 Length 45.29 Q100 116.75 cfs Q=Cd*L*H^3/2 125% Q100 145.9375 Cd 3.3 H 0.5 Length 125.08 Q100 99.66 cfs Q=Cd*L*H^3/2 125% Q100 124.575 Cd 3.3 H 0.5 Length 106.8 Emergency Overflow Calculations BMP 1 BMP 2 BMP 3 Overflow A Overflow B 08/20/20 You created this PDF from an application that is not licensed to print to novaPDF printer (http://www.novapdf.com) 08/20/20 You created this PDF from an application that is not licensed to print to novaPDF printer (http://www.novapdf.com) 08/20/20 You created this PDF from an application that is not licensed to print to novaPDF printer (http://www.novapdf.com) 08/20/20 You created this PDF from an application that is not licensed to print to novaPDF printer (http://www.novapdf.com) 08/20/20 You created this PDF from an application that is not licensed to print to novaPDF printer (http://www.novapdf.com) 08/20/20 You created this PDF from an application that is not licensed to print to novaPDF printer (http://www.novapdf.com) 08/20/20 You created this PDF from an application that is not licensed to print to novaPDF printer (http://www.novapdf.com) 08/20/20 You created this PDF from an application that is not licensed to print to novaPDF printer (http://www.novapdf.com) 08/20/20 You created this PDF from an application that is not licensed to print to novaPDF printer (http://www.novapdf.com) 08/20/20 You created this PDF from an application that is not licensed to print to novaPDF printer (http://www.novapdf.com) 08/20/20 You created this PDF from an application that is not licensed to print to novaPDF printer (http://www.novapdf.com) 08/20/20 Appendix F – Supporting Documentation from Drainage Reports for Adjacent Properties 08/20/20 This copy is from the Digital Archive of the Hamilton County Surveyor's Office; Noblesville, In 46060 08/20/20 08/20/20 08/20/20 08/20/20 08/20/20 08/20/20 08/20/20 Appendix G – IDEM Approval 08/20/20 1 Paige Drury From: Nathan Houk Sent: Monday, March 18, 2019 12:45 PM To: Paige Drury Subject: FW: Estates at Towne Meadows Nathan Houk | Project Scientist V3 Companies | P 317.423.0690 | C 317.750.1240 | E nhouk@v3co.com From: Farren, Amari [mailto:AFarren@idem.IN.gov] Sent: Monday, March 18, 2019 12:38 PM To: Nathan Houk <nhouk@v3co.com> Subject: Estates at Towne Meadows Nathan, The above referenced project has been reviewed and verified that the project meets the conditions of the Section 401 Water Quality Certification for RGP No. 1 in Indiana. The project has been assigned IDEM ID No. 2019‐085‐29‐ALF‐X. Please let me know if you have any questions. Thanks, Amari Amari Farren, Wetlands, Lakes, and Streams Project Manager Wetlands and Stormwater Section, Office of Water Quality 100 North Senate Avenue, Room 1255 Indianapolis Indiana 46204 Phone: (317) 234‐6351 Fax: 317‐234‐4145 afarren@idem.IN.gov Section 401 Water Quality Certification & Isolated Wetlands Program: http://wetlands.in.gov Storm Water Program: http://www.in.gov/idem/stormwater Indiana Storm Water Quality Manual: http://www.in.gov/idem/stormwater/2363.htm _____________________________________________________________________________________________________________________ Indiana Department of Environmental Management | | | 08/20/20