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Drainage Report
CIVIL ENGINEERS LAND DEVELOPMENT CONSULTANTS DRAINAGE CONSULTANTS CERTIFIED FLOODPLAIN MANAGER 14020 Mississinewa Drive Carmel, Indiana 46033 Phone: 317.324.8695 www.Fritz-Eng.com F:\2020\2004002 - Yellow Dog Vet\02 Civil\Engr\Drainage\FES-2004002 Drainage Report.docx STORMWATER TECHNICAL INFORMATION REPORT YELLOW DOG VETERINARY CLINIC Project Location: 146TH STREET & HOPEWELL PARKWAY CARMEL, IN 46033 Prepared For: COOLER DESIGN, INC 9135 North Meridian St. STE A1 Indianapolis, IN 46260 Date: January 13, 2021 Last Revised: 1/11/2021 Page 1 of 275 TABLE OF CONTENTS TABLE OF CONTENTS .................................................................................................. 2 PROJECT DESCRIPTION .............................................................................................. 4 FEMA MAP OVERVIEW ................................................................................................. 4 WATERSHED DESCRIPTION ........................................................................................ 4 SOILS OVERVIEW ......................................................................................................... 4 TABLE 1 – PROJECT SOILS 4 ZONING INFORMATION ................................................................................................ 4 DEVELOPMENT STANDARDS ...................................................................................... 4 EXISTING CONDITIONS ................................................................................................ 5 TABLE 2 – EXISTING PEAK DISCHARGE RATES 5 TABLE 3 – EXISTING STORM STRUCTURE MASTER PLAN PARAMETERS 6 PROPOSED CONDITIONS ............................................................................................. 6 STORMWATER DETENTION ......................................................................................... 7 STORMWATER QUALITY .............................................................................................. 7 STORMWATER PIPE DESIGN ....................................................................................... 7 TABLE 6 – TOWN AND FLATS PIPE CAPACITY PARAMETERS 7 SUMMARY ...................................................................................................................... 8 REFERENCES ................................................................................................................ 8 APPENDICES ................................................................................................................. 8 APPENDIX A – LOCATION MAP APPENDIX B – FEMA MAP APPENDIX C – SOILS DATA & MAP APPENDIX D – EXISTING DRAINAGE ANALYSIS APPENDIX E – PROPOSED DRAINAGE ANALYSIS APPENDIX F – TOWN & FLATS DRAINAGE CALCULATIONS APPENDIX G – LEGACY MASTERPLAN APPROVED DRAINAGE REPORT 1/11/2021 Page 2 of 275 1/11/2021 Page 3 of 275 PROJECT DESCRIPTION Yellow Dog Veterinary Clinic is proposing a new commercial pet care clinic facility at the on the south side of 146th Street approximately 500 feet east of Community Drive in Carmel, Indiana. The facility will consist of a new building of approximately 6,000 sf, single story, with associated parking and utility service improvements. Access to the site will be provided from Hopewell Parkway along the southern perimeter. For reference, the project site is located at approximately latitude 39°56’51''N and longitude 86º14’25”W. FEMA MAP OVERVIEW The project site is located within the FEMA Community Panel Map #18057C0231G dated November 19, 2014. Review of the map indicates the site is located within the Flood Designation ‘Zone X’ (unshaded). Therefore, the site is not subject to Flood Control Ordinance requirements. The FEMA Map is included in Appendix B. WATERSHED DESCRIPTION The project site is located within the ‘White River-Shoemaker Ditch (Hamilton)‘ watershed as provided on the IndianaMap GIS system. The 14-digit Hydrologic Unit Codes (HUC) for this watershed Is 05120201090010. SOILS OVERVIEW The project site contains the soils listed in the following Table. The Hydrologic Soil Group (HSG) for each soil is also provided. The appropriate limits of each soil type are depicted in the Soils Map provided in Appendix C. TABLE 1 – PROJECT SOILS ZONING INFORMATION The site is within the corporate limits of the City of Carmel. The underlying Zoning Classification is Legacy PUD. The proposed use is permitted in the PUD Zoning District. DEVELOPMENT STANDARDS The project site is located within the City of Carmel, Hamilton County, Indiana. Therefore, the proposed drainage improvements are subject to the standards of design and construction of the City of Carmel. Runoff will be modeled using HydroCAD version 10.00- Soil Symbol Soil Name, Description HSG YoxA Ockley silt loam-Urban land complex B 1/11/2021 Page 4 of 275 24 utilizing the Type II rainfall distribution and rainfall depths from Table 201-3 of the Camel Stormwater Technical Standards Manual (Manual). EXISTING CONDITIONS The proposed development site is currently undeveloped within the overall Legacy development. The subject site is part of a much larger overall site called the Legacy. More specifically, the proposed site is part of the East Basin of the Legacy development. The East Basin incorporates the White River flood plain into the detention design and conveys stormwater east towards the White River. Similarly, the Flats & Towns at Legacy was developed to the south of the subject site and provided specific storm sewer designs to accommodate development of the subject site. Therefore, this drainage report will only contain a drainage design for the East Basin as it relates to the Flats & Towns at Legacy infrastructure. As stated above, the subject site is within the Flats & Towns at Legacy stormwater analysis and both are part of the master drainage plan for the East Basin portion of the Legacy development. Williams Creek Consulting performed the existing and proposed calculations for the East Basin that document the management of stormwater within the Floodplain of the West Fork White River. Williams Creek Consulting provided a separate master drainage report for the East Basin of the Legacy development to the City of Carmel and the Hamilton County Surveyor's Office. Reference to the East Basin drainage report will be associated with the subject project, The Flats & Towns at Legacy, as well as all other developments within the East Basin from this point forward. Legacy has a master planned storm sewer system that was designed and constructed to accommodate the commercial development along 146th Street including the subject parcel. As such, the primary focus of the existing conditions are how the existing conditions drain to that master planned system. The existing site has essentially two distinct drainage patterns as described below. EX1 - sheet drains approximately one quarter of the site to the north/northwest into an inlets within the 146th Street road drainage system. EX2 - sheet drains the remainder of the site to the existing Hopewell Parkway road drainage system to the south. TABLE 2 – EXISTING PEAK DISCHARGE RATES Peak Runoff Rate, cfs Basin Name 2 yr 10 yr 25 yr 100 yr EX1 0.43 0.94 1.37 2.26 EX2 0.80 1.74 2.54 4.19 TOTAL 1.23 2.68 3.91 6.45 1/11/2021 Page 5 of 275 For clarity, a map of the existing drainage sheds and infrastructure is illustrated in Appendix D. The proposed site is within the master drainage analysis for Legacy. The detention parameters are provided in the East Basin analysis noted above, while the storm sewer parameters are provided in the Town and Flats development analysis immediately to the south which included Hopewell Parkway. The subject site is located partially within master plan drainage sheds “304” and “305”. The assumed division of the two structures in the in the Town and Flats analysis varies from the proposed conditions. As a result, an analysis of the proposed conditions and how it fits within the assumed master plan conditions will be necessary. The inlet noted as Structure “305” is within the subject project area and will serve as an analysis point. Structure “304” is offsite to the east. The following parameters are provided for this inlet within the master drainage analysis: TABLE 3 – EXISTING STORM STRUCTURE MASTER PLAN PARAMETERS Each of the above basins were assumed in developed conditions to have a 93% impervious coverage and 7% pervious coverage as provided in the master drainage analysis. PROPOSED CONDITIONS This project is proposing a new Veterinary Clinic facility of approximately 6,000 sf along 146th Street east of Community Drive in Carmel, Indiana. The facility will consist of a single story new commercial building, along with associated parking and utility service infrastructure. Since the Legacy master plan drainage systems included specific parameters for this development, the below are details how the proposed improvements fit within the previously approved drainage systems. Calculations for onsite stormwater infrastructure including pipe sizing for the 10-year Rational Method peak runoffs have been provided. The proposed improvements are consistent with the City of Carmel stormwater management standards. Runoff calculations for the proposed conditions are computed in Peak Runoff Rate, cfs Basin Name Area, Ac. C Tc, min. Peak 10 Yr, Flow 305 1.52 0.85 13.2 6.24 304 1.14 0.85 12.9 4.72 1/11/2021 Page 6 of 275 Appendix using the minimum 5-minute Time of Concentration. A map of the proposed basins is provided in Appendix E. STORMWATER DETENTION The master plan analysis included this site within the East Basin and more specifically in the developed conditions Basin 503 as shown in the Williams Creek master plan calculations in the appendix. Basin 503 was comprised of the commercial block between Community Drive, 146th Street, Hopewell Parkway and Beallsville Drive. Basin 503 was assumed in developed state to have 4.9 acres, CN=94 and Tc=5 minutes. A CN=94 was based on a fully developed condition of approximately 80% impervious surface. 80% x 98 + 20% x 79 = CN=94. The project site includes approximately 69% impervious surface which is withing the masterplan parameters. Reference Appendix G for the master plan drainage calculations. STORMWATER QUALITY The proposed site was included in the master drainage analysis for the downstream drainage system including Stormwater Quality. No additional onsite stormwater quality measures are required. Reference Appendix G for the master plan drainage calculations. STORMWATER PIPE DESIGN The proposed site was included in the Towns and Flats master drainage analysis for the downstream drainage system including stormwater piping from the site and Hopewell Parkway to the downstream detention basins noted above. Due to the existing downstream pipe network, the master plan analysis included two storm sewer pipe design limitations. TABLE 4 – TOWN AND FLATS PIPE CAPACITY PARAMETERS Master Plan Structure Reference Max. Allowable Flow, cfs Proposed Peak Flow, cfs Structure #305 6.24 0.72 Structure #304 4.72 3.16 Both of the above demonstrate that future development to the east and west will have sufficient capacity to drain to these respective structures. Calculations for onsite stormwater infrastructure including pipe sizing for the 10-year Rational Method peak runoffs have been provided in Appendix E. A map of the proposed basins is provided in Appendix E. 1/11/2021 Page 7 of 275 SUMMARY Yellow Dog Veterinary Clinic is proposing to construct a new commercial building within the Legacy development along 146th Street in Carmel, Indiana. The subject development is within a master plan drainage system created for the entire Legacy area for stormwater detention and water quality. The onsite and downstream pipe network were designed and constructed as part of the Towns and Flats project to the south along with the Hopewell Parkway drainage pipe network. The above demonstrates that the proposed improvements are within the parameters of both previously approved analyzes. As a result of the onsite drainage analysis, the proposed improvements are not anticipated to have adverse impacts on the surrounding or downstream drainage systems. REFERENCES 1. Hamilton County Soils Map (Web Soil Survey) 2. FEMA Flood Insurance Rate Maps, FEMA Website 3. Indiana Drainage Handbook 4. Carmel Stormwater Technical Standards 5. Hamilton County Surveyor’s Office Technical Standards & Details APPENDICES APPENDIX A – LOCATION MAP APPENDIX B – FEMA MAP APPENDIX C – SOILS DATA & MAP APPENDIX D – EXISTING DRAINAGE ANALYSIS APPENDIX E – PROPOSED DRAINAGE ANALYSIS APPENDIX F – TOWN & FLATS DRAINAGE CALCULATIONS APPENDIX G – LEGACY MASTERPLAN APPROVED DRAINAGE REPORT 1/11/2021 Page 8 of 275 APPENDIX A – LOCATION MAP 1/11/2021 Page 9 of 275 CARMEL SITE VICINITY & ZONING MAP SITE LOCATION 1.0 Acres Zoned: PUD N PUD PUD N SITE LOCATION MAP SITE LOCATION NOT TO SCALE HEN DRI CKS MARION MORGAN SHELBY JOHNS O N BOONE HAM I L TON CLINTON MONT G O MERY PUD R2 NOBLESVILLE R5 NOBLESVILLE F:\2020\2004002 - Yellow Dog Vet\02 Civil\Plans\C100.dwg, COVER SHEET, 1/11/2021 11:56:54 AM, Ashton Fritz, DWG To PDF.pc3, ANSI full bleed A (8.50 x 11.00 Inches), 1:1.414851/11/2021 Page 10 of 275 APPENDIX B – FEMA MAP 1/11/2021 Page 11 of 275 USGS The National Map: Orthoimagery. Data refreshed October, 2020. National Flood Hazard Layer FIRMette 0 500 1,000 1,500 2,000250 Feet Ü SEE FIS REPORT FOR DETAILED LEGEND AND INDEX MAP FOR FIRM PANEL LAYOUT SPECIAL FLOOD HAZARD AREAS Without Base Flood Elevation (BFE) Zone A, V, A99 With BFE or DepthZone AE, AO, AH, VE, AR Regulatory Floodway 0.2% Annual Chance Flood Hazard, Areas of 1% annual chance flood with average depth less than one foot or with drainage areas of less than one square mileZone X Future Conditions 1% Annual Chance Flood HazardZone X Area with Reduced Flood Risk due to Levee. See Notes.Zone X Area with Flood Risk due to LeveeZone D NO SCREEN Area of Minimal Flood Hazard Zone X Area of Undetermined Flood HazardZone D Channel, Culvert, or Storm Sewer Levee, Dike, or Floodwall Cross Sections with 1% Annual Chance 17.5 Water Surface Elevation Coastal Transect Coastal Transect Baseline Profile Baseline Hydrographic Feature Base Flood Elevation Line (BFE) Effective LOMRs Limit of Study Jurisdiction Boundary Digital Data Available No Digital Data Available Unmapped This map complies with FEMA's standards for the use of digital flood maps if it is not void as described below. The basemap shown complies with FEMA's basemap accuracy standards The flood hazard information is derived directly from the authoritative NFHL web services provided by FEMA. This map was exported on 12/30/2020 at 11:52 AM and does not reflect changes or amendments subsequent to this date and time. The NFHL and effective information may change or become superseded by new data over time. This map image is void if the one or more of the following map elements do not appear: basemap imagery, flood zone labels, legend, scale bar, map creation date, community identifiers, FIRM panel number, and FIRM effective date. Map images for unmapped and unmodernized areas cannot be used for regulatory purposes. Legend OTHER AREAS OF FLOOD HAZARD OTHER AREAS GENERAL STRUCTURES OTHER FEATURES MAP PANELS 8 B 20.2 The pin displayed on the map is an approximate point selected by the user and does not represent an authoritative property location. 1:6,000 86°2'50"W 40°0'15"N 86°2'13"W 39°59'48"N 1/11/2021 Page 12 of 275 APPENDIX C – SOILS DATA & MAP 1/11/2021 Page 13 of 275 Soil Map—Hamilton County, Indiana Natural Resources Conservation Service Web Soil Survey National Cooperative Soil Survey 12/30/2020 Page 1 of 344281004428110442812044281304428140442815044281604428170442818044281904428100442811044281204428130442814044281504428160442817044281804428190581730581740581750581760581770581780581790581800 581730 581740 581750 581760 581770 581780 581790 581800 40° 0' 0'' N 86° 2' 33'' W40° 0' 0'' N86° 2' 30'' W39° 59' 56'' N 86° 2' 33'' W39° 59' 56'' N 86° 2' 30'' WN Map projection: Web Mercator Corner coordinates: WGS84 Edge tics: UTM Zone 16N WGS84 0 20 40 80 120 Feet 0 5 10 20 30 Meters Map Scale: 1:483 if printed on A portrait (8.5" x 11") sheet. Soil Map may not be valid at this scale. 1/11/2021 Page 14 of 275 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 21, Jun 4, 2020 Soil map units are labeled (as space allows) for map scales 1:50,000 or larger. Date(s) aerial images were photographed: Aug 1, 2018—Sep 30, 2018 The orthophoto or other base map on which the soil lines were compiled and digitized probably differs from the background imagery displayed on these maps. As a result, some minor shifting of map unit boundaries may be evident. Soil Map—Hamilton County, Indiana Natural Resources Conservation Service Web Soil Survey National Cooperative Soil Survey 12/30/2020 Page 2 of 3 1/11/2021 Page 15 of 275 Map Unit Legend Map Unit Symbol Map Unit Name Acres in AOI Percent of AOI YfpD3 Fox clay loam-Urban land complex, 8 to 18 percent slopes, severely eroded 0.0 3.2% YoxA Ockley silt loam-Urban land complex, 0 to 2 percent slopes 1.2 96.8% Totals for Area of Interest 1.2 100.0% Soil Map—Hamilton County, Indiana Natural Resources Conservation Service Web Soil Survey National Cooperative Soil Survey 12/30/2020 Page 3 of 3 1/11/2021 Page 16 of 275 APPENDIX D – EXISTING DRAINAGE ANALYSIS 1/11/2021 Page 17 of 275 757.8 5757.7 9757.9 3 S 757.4 2 757.6 4 758.1 3 758.1 1 758.1 3 757.7 3 757.4 5757.9 9 758.1 7 757.6 6 757.8 8 758.1 1758.0 2 757.8 8757.3 8 757.6 8 757.3 9757.9 1 757.6 5 757.1 3 757.4 3 757.1 2 757.6 4 757.8 1 757.8 4 757.9 4 757.7 8 757.6 3 757.4 3 757.5 7 758.1 4758.0 8757.7 9757.2 8 757.6 3 757.3 0757.8 1 758.0 4 757.5 3 757.8 7 757.4 9 757.9 9 758.1 7 758.2 9758.0 7 758.3 9 758.0 8757.9 6 757.9 4 757.7 2 757.8 3 757.9 3 757.7 5 757.7 1 757.8 3 757.8 0 758.1 2 758.1 0 758.0 2 758.0 7 758.0 2 758.2 6 758.2 8 ST 757.6 757.0 757.7 758.2 758.1 758.2 758.5 3 758.2 9 758.2 0757.5 4 757.9 5 758.0 8 758.2 8 758.1 5 757.9 4 757.8 4757.1 6756.6 1 757.2 0 757.2 6 757.5 2 TR 756.9 8 756.6 2 756.5 7755.9 7 ST 756.2 7 756.3 6 756.5 1756.1 4 755.9 2 755.8 9755.2 5754.9 6 755.6 2 755.6 9 755.8 4755.8 4 755.7 7755.7 4 755.7 6ST 755.6 3755.6 6 755.7 0 755.0 3 755.0 7 755.8 0 755.9 8 756.8 0 HY DW 758.2 758.0 6 9137 EL:758.52 PWP OHE1 E SHOT W SIDE 757.8 757.5 757.9 758.2 758.0 757.9758.1 758.1 758.2 757.8 757.4 757.9757.6 757.6 758.1 758.0 757.9 757.6 757.2 8 757.7 757.8 757.9 757.8 757.9 757.7757.7 756.3 758.1 757.6 757.8 757.7 757.8 758.0 757.5 757.8 758.0 757.6 757.3 756.8 756.7 757.0 757.7 757.8 758.1 S85°17'03"E 172.80'S00°00'00"E 245.82'S90°00'00"W 172.21' [OH-U] [OH-U] [OH-U] [OH-U] [OH-U] [OH-U] [OH-U][OH-U][OH-U][OH-U][OH-U][OH-U]MW N00°00'00"E 260.02'S85°17'03"E 471.66' [ST][ST][ST][ST][ST][ST][ST] [ST] [ST] [S][S]757 758758 7587 5 8 758758758758 758758 755755 756 757 [W] [W] [W][W] EX-1 0.65 acres EX-2 0.35 acres EXH-1 EXISTING BASIN MAP N 00 60'120' SCALE: 1" = 60' SHEET NAME / NO. 14020 Mississinewa Drive Carmel, Indiana 46033 P: 317.324.8695 F: 317.324.8695 www.Fritz-Eng.com Fritz Engineering Services, LLC F:\2020\2004002 - Yellow Dog Vet\02 Civil\Plans\XREF.BASINS MAPS.dwg, EXISTING BASIN MAP, 1/11/2021 11:54:08 AM, Ashton Fritz, DWG To PDF.pc3, ANSI full bleed B (17.00 x 11.00 Inches), 1:11/11/2021 Page 18 of 275 6S EX2 9S EX18R Overall Site Routing Diagram for Existing Conditions Prepared by FRITZ ENGINEERING, Printed 1/11/2021 HydroCAD® 10.10-4a s/n 10557 © 2020 HydroCAD Software Solutions LLC Subcat Reach Pond Link 1/11/2021 Page 19 of 275 YELLOW DOG-EX CONDITIONS Existing Conditions Printed 1/11/2021Prepared by FRITZ ENGINEERING Page 2HydroCAD® 10.10-4a s/n 10557 © 2020 HydroCAD Software Solutions LLC Rainfall Events Listing Event# Event Name Storm Type Curve Mode Duration (hours) B/B Depth (inches) AMC 1 002yr-24hr Type II 24-hr Default 24.00 1 2.66 2 2 010yr-24hr Type II 24-hr Default 24.00 1 3.83 2 3 025yr-24hr Type II 24-hr Default 24.00 1 4.72 2 4 100yr-24hr Type II 24-hr Default 24.00 1 6.46 2 1/11/2021 Page 20 of 275 YELLOW DOG-EX CONDITIONS Existing Conditions Printed 1/11/2021Prepared by FRITZ ENGINEERING Page 3HydroCAD® 10.10-4a s/n 10557 © 2020 HydroCAD Software Solutions LLC Area Listing (all nodes) Area (acres) CN Description (subcatchment-numbers) 1.000 74 >75% Grass cover, Good, HSG C (6S, 9S) 1.000 74 TOTAL AREA 1/11/2021 Page 21 of 275 YELLOW DOG-EX CONDITIONS Existing Conditions Printed 1/11/2021Prepared by FRITZ ENGINEERING Page 4HydroCAD® 10.10-4a s/n 10557 © 2020 HydroCAD Software Solutions LLC Soil Listing (all nodes) Area (acres) Soil Group Subcatchment Numbers 0.000 HSG A 0.000 HSG B 1.000 HSG C 6S, 9S 0.000 HSG D 0.000 Other 1.000 TOTAL AREA 1/11/2021 Page 22 of 275 YELLOW DOG-EX CONDITIONS Existing Conditions Printed 1/11/2021Prepared by FRITZ ENGINEERING Page 5HydroCAD® 10.10-4a s/n 10557 © 2020 HydroCAD Software Solutions LLC Ground Covers (all nodes) HSG-A (acres) HSG-B (acres) HSG-C (acres) HSG-D (acres) Other (acres) Total (acres) Ground Cover Subcatchment Numbers 0.000 0.000 1.000 0.000 0.000 1.000 >75% Grass cover, Good 6S, 9S 0.000 0.000 1.000 0.000 0.000 1.000 TOTAL AREA 1/11/2021 Page 23 of 275 YELLOW DOG-EX CONDITIONS Type II 24-hr 002yr-24hr Rainfall=2.66"Existing Conditions Printed 1/11/2021Prepared by FRITZ ENGINEERING Page 6HydroCAD® 10.10-4a s/n 10557 © 2020 HydroCAD Software Solutions LLC Time span=0.01-48.00 hrs, dt=0.05 hrs, 961 points Runoff by SCS TR-20 method, UH=SCS, Weighted-CN Reach routing by Dyn-Stor-Ind method - Pond routing by Dyn-Stor-Ind method Runoff Area=0.350 ac 0.00% Impervious Runoff Depth=0.70"Subcatchment 6S: EX2 Tc=5.0 min CN=74 Runoff=0.43 cfs 0.020 af Runoff Area=0.650 ac 0.00% Impervious Runoff Depth=0.70"Subcatchment 9S: EX1 Tc=5.0 min CN=74 Runoff=0.80 cfs 0.038 af Inflow=1.23 cfs 0.058 afReach 8R: Overall Site Outflow=1.23 cfs 0.058 af Total Runoff Area = 1.000 ac Runoff Volume = 0.058 af Average Runoff Depth = 0.70" 100.00% Pervious = 1.000 ac 0.00% Impervious = 0.000 ac 1/11/2021 Page 24 of 275 YELLOW DOG-EX CONDITIONS Type II 24-hr 002yr-24hr Rainfall=2.66"Existing Conditions Printed 1/11/2021Prepared by FRITZ ENGINEERING Page 7HydroCAD® 10.10-4a s/n 10557 © 2020 HydroCAD Software Solutions LLC Summary for Subcatchment 6S: EX2 Runoff = 0.43 cfs @ 11.97 hrs, Volume= 0.020 af, Depth= 0.70" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.01-48.01 hrs, dt= 0.05 hrs Type II 24-hr 002yr-24hr Rainfall=2.66" Area (ac) CN Description 0.350 74 >75% Grass cover, Good, HSG C 0.350 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, Direct Subcatchment 6S: EX2 Runoff Hydrograph Time (hours) 45403530252015105Flow (cfs)0.48 0.46 0.44 0.42 0.4 0.38 0.36 0.34 0.32 0.3 0.28 0.26 0.24 0.22 0.2 0.18 0.16 0.14 0.12 0.1 0.08 0.06 0.04 0.02 0 Runoff=0.43 cfs @ 11.97 hrs Type II 24-hr 002yr-24hr Rainfall=2.66" Runoff Area=0.350 ac Runoff Volume=0.020 af Runoff Depth=0.70" Tc=5.0 min CN=74 0.43 cfs @ 11.97 hrs 1/11/2021 Page 25 of 275 YELLOW DOG-EX CONDITIONS Type II 24-hr 002yr-24hr Rainfall=2.66"Existing Conditions Printed 1/11/2021Prepared by FRITZ ENGINEERING Page 8HydroCAD® 10.10-4a s/n 10557 © 2020 HydroCAD Software Solutions LLC Summary for Subcatchment 9S: EX1 Runoff = 0.80 cfs @ 11.97 hrs, Volume= 0.038 af, Depth= 0.70" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.01-48.01 hrs, dt= 0.05 hrs Type II 24-hr 002yr-24hr Rainfall=2.66" Area (ac) CN Description 0.650 74 >75% Grass cover, Good, HSG C 0.650 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, Direct Entry Subcatchment 9S: EX1 Runoff Hydrograph Time (hours) 45403530252015105Flow (cfs)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 Runoff=0.80 cfs @ 11.97 hrs Type II 24-hr 002yr-24hr Rainfall=2.66" Runoff Area=0.650 ac Runoff Volume=0.038 af Runoff Depth=0.70" Tc=5.0 min CN=74 0.80 cfs @ 11.97 hrs 1/11/2021 Page 26 of 275 YELLOW DOG-EX CONDITIONS Type II 24-hr 002yr-24hr Rainfall=2.66"Existing Conditions Printed 1/11/2021Prepared by FRITZ ENGINEERING Page 9HydroCAD® 10.10-4a s/n 10557 © 2020 HydroCAD Software Solutions LLC Summary for Reach 8R: Overall Site Inflow Area = 1.000 ac, 0.00% Impervious, Inflow Depth = 0.70" for 002yr-24hr event Inflow = 1.23 cfs @ 11.97 hrs, Volume= 0.058 af Outflow = 1.23 cfs @ 11.97 hrs, Volume= 0.058 af, Atten= 0%, Lag= 0.0 min Routing by Dyn-Stor-Ind method, Time Span= 0.01-48.01 hrs, dt= 0.05 hrs Reach 8R: Overall Site Inflow Outflow Hydrograph Time (hours) 45403530252015105Flow (cfs)1 0 Inflow Area=1.000 ac Inflow=1.23 cfs @ 11.97 hrs Outflow=1.23 cfs @ 11.97 hrs 1.23 cfs @ 11.97 hrs 1.23 cfs @ 11.97 hrs 1/11/2021 Page 27 of 275 YELLOW DOG-EX CONDITIONS Type II 24-hr 010yr-24hr Rainfall=3.83"Existing Conditions Printed 1/11/2021Prepared by FRITZ ENGINEERING Page 10HydroCAD® 10.10-4a s/n 10557 © 2020 HydroCAD Software Solutions LLC Time span=0.01-48.00 hrs, dt=0.05 hrs, 961 points Runoff by SCS TR-20 method, UH=SCS, Weighted-CN Reach routing by Dyn-Stor-Ind method - Pond routing by Dyn-Stor-Ind method Runoff Area=0.350 ac 0.00% Impervious Runoff Depth=1.47"Subcatchment 6S: EX2 Tc=5.0 min CN=74 Runoff=0.94 cfs 0.043 af Runoff Area=0.650 ac 0.00% Impervious Runoff Depth=1.47"Subcatchment 9S: EX1 Tc=5.0 min CN=74 Runoff=1.74 cfs 0.080 af Inflow=2.68 cfs 0.123 afReach 8R: Overall Site Outflow=2.68 cfs 0.123 af Total Runoff Area = 1.000 ac Runoff Volume = 0.123 af Average Runoff Depth = 1.47" 100.00% Pervious = 1.000 ac 0.00% Impervious = 0.000 ac 1/11/2021 Page 28 of 275 YELLOW DOG-EX CONDITIONS Type II 24-hr 010yr-24hr Rainfall=3.83"Existing Conditions Printed 1/11/2021Prepared by FRITZ ENGINEERING Page 11HydroCAD® 10.10-4a s/n 10557 © 2020 HydroCAD Software Solutions LLC Summary for Subcatchment 6S: EX2 Runoff = 0.94 cfs @ 11.96 hrs, Volume= 0.043 af, Depth= 1.47" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.01-48.01 hrs, dt= 0.05 hrs Type II 24-hr 010yr-24hr Rainfall=3.83" Area (ac) CN Description 0.350 74 >75% Grass cover, Good, HSG C 0.350 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, Direct Subcatchment 6S: EX2 Runoff Hydrograph Time (hours) 45403530252015105Flow (cfs)1 0 Runoff=0.94 cfs @ 11.96 hrs Type II 24-hr 010yr-24hr Rainfall=3.83" Runoff Area=0.350 ac Runoff Volume=0.043 af Runoff Depth=1.47" Tc=5.0 min CN=74 0.94 cfs @ 11.96 hrs 1/11/2021 Page 29 of 275 YELLOW DOG-EX CONDITIONS Type II 24-hr 010yr-24hr Rainfall=3.83"Existing Conditions Printed 1/11/2021Prepared by FRITZ ENGINEERING Page 12HydroCAD® 10.10-4a s/n 10557 © 2020 HydroCAD Software Solutions LLC Summary for Subcatchment 9S: EX1 Runoff = 1.74 cfs @ 11.96 hrs, Volume= 0.080 af, Depth= 1.47" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.01-48.01 hrs, dt= 0.05 hrs Type II 24-hr 010yr-24hr Rainfall=3.83" Area (ac) CN Description 0.650 74 >75% Grass cover, Good, HSG C 0.650 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, Direct Entry Subcatchment 9S: EX1 Runoff Hydrograph Time (hours) 45403530252015105Flow (cfs)1 0 Runoff=1.74 cfs @ 11.96 hrs Type II 24-hr 010yr-24hr Rainfall=3.83" Runoff Area=0.650 ac Runoff Volume=0.080 af Runoff Depth=1.47" Tc=5.0 min CN=74 1.74 cfs @ 11.96 hrs 1/11/2021 Page 30 of 275 YELLOW DOG-EX CONDITIONS Type II 24-hr 010yr-24hr Rainfall=3.83"Existing Conditions Printed 1/11/2021Prepared by FRITZ ENGINEERING Page 13HydroCAD® 10.10-4a s/n 10557 © 2020 HydroCAD Software Solutions LLC Summary for Reach 8R: Overall Site Inflow Area = 1.000 ac, 0.00% Impervious, Inflow Depth = 1.47" for 010yr-24hr event Inflow = 2.68 cfs @ 11.96 hrs, Volume= 0.123 af Outflow = 2.68 cfs @ 11.96 hrs, Volume= 0.123 af, Atten= 0%, Lag= 0.0 min Routing by Dyn-Stor-Ind method, Time Span= 0.01-48.01 hrs, dt= 0.05 hrs Reach 8R: Overall Site Inflow Outflow Hydrograph Time (hours) 45403530252015105Flow (cfs)2 1 0 Inflow Area=1.000 ac Inflow=2.68 cfs @ 11.96 hrs Outflow=2.68 cfs @ 11.96 hrs 2.68 cfs @ 11.96 hrs 2.68 cfs @ 11.96 hrs 1/11/2021 Page 31 of 275 YELLOW DOG-EX CONDITIONS Type II 24-hr 025yr-24hr Rainfall=4.72"Existing Conditions Printed 1/11/2021Prepared by FRITZ ENGINEERING Page 14HydroCAD® 10.10-4a s/n 10557 © 2020 HydroCAD Software Solutions LLC Time span=0.01-48.00 hrs, dt=0.05 hrs, 961 points Runoff by SCS TR-20 method, UH=SCS, Weighted-CN Reach routing by Dyn-Stor-Ind method - Pond routing by Dyn-Stor-Ind method Runoff Area=0.350 ac 0.00% Impervious Runoff Depth=2.14"Subcatchment 6S: EX2 Tc=5.0 min CN=74 Runoff=1.37 cfs 0.063 af Runoff Area=0.650 ac 0.00% Impervious Runoff Depth=2.14"Subcatchment 9S: EX1 Tc=5.0 min CN=74 Runoff=2.54 cfs 0.116 af Inflow=3.90 cfs 0.179 afReach 8R: Overall Site Outflow=3.90 cfs 0.179 af Total Runoff Area = 1.000 ac Runoff Volume = 0.179 af Average Runoff Depth = 2.14" 100.00% Pervious = 1.000 ac 0.00% Impervious = 0.000 ac 1/11/2021 Page 32 of 275 YELLOW DOG-EX CONDITIONS Type II 24-hr 025yr-24hr Rainfall=4.72"Existing Conditions Printed 1/11/2021Prepared by FRITZ ENGINEERING Page 15HydroCAD® 10.10-4a s/n 10557 © 2020 HydroCAD Software Solutions LLC Summary for Subcatchment 6S: EX2 Runoff = 1.37 cfs @ 11.96 hrs, Volume= 0.063 af, Depth= 2.14" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.01-48.01 hrs, dt= 0.05 hrs Type II 24-hr 025yr-24hr Rainfall=4.72" Area (ac) CN Description 0.350 74 >75% Grass cover, Good, HSG C 0.350 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, Direct Subcatchment 6S: EX2 Runoff Hydrograph Time (hours) 45403530252015105Flow (cfs)1 0 Runoff=1.37 cfs @ 11.96 hrs Type II 24-hr 025yr-24hr Rainfall=4.72" Runoff Area=0.350 ac Runoff Volume=0.063 af Runoff Depth=2.14" Tc=5.0 min CN=74 1.37 cfs @ 11.96 hrs 1/11/2021 Page 33 of 275 YELLOW DOG-EX CONDITIONS Type II 24-hr 025yr-24hr Rainfall=4.72"Existing Conditions Printed 1/11/2021Prepared by FRITZ ENGINEERING Page 16HydroCAD® 10.10-4a s/n 10557 © 2020 HydroCAD Software Solutions LLC Summary for Subcatchment 9S: EX1 Runoff = 2.54 cfs @ 11.96 hrs, Volume= 0.116 af, Depth= 2.14" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.01-48.01 hrs, dt= 0.05 hrs Type II 24-hr 025yr-24hr Rainfall=4.72" Area (ac) CN Description 0.650 74 >75% Grass cover, Good, HSG C 0.650 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, Direct Entry Subcatchment 9S: EX1 Runoff Hydrograph Time (hours) 45403530252015105Flow (cfs)2 1 0 Runoff=2.54 cfs @ 11.96 hrs Type II 24-hr 025yr-24hr Rainfall=4.72" Runoff Area=0.650 ac Runoff Volume=0.116 af Runoff Depth=2.14" Tc=5.0 min CN=74 2.54 cfs @ 11.96 hrs 1/11/2021 Page 34 of 275 YELLOW DOG-EX CONDITIONS Type II 24-hr 025yr-24hr Rainfall=4.72"Existing Conditions Printed 1/11/2021Prepared by FRITZ ENGINEERING Page 17HydroCAD® 10.10-4a s/n 10557 © 2020 HydroCAD Software Solutions LLC Summary for Reach 8R: Overall Site Inflow Area = 1.000 ac, 0.00% Impervious, Inflow Depth = 2.14" for 025yr-24hr event Inflow = 3.90 cfs @ 11.96 hrs, Volume= 0.179 af Outflow = 3.90 cfs @ 11.96 hrs, Volume= 0.179 af, Atten= 0%, Lag= 0.0 min Routing by Dyn-Stor-Ind method, Time Span= 0.01-48.01 hrs, dt= 0.05 hrs Reach 8R: Overall Site Inflow Outflow Hydrograph Time (hours) 45403530252015105Flow (cfs)4 3 2 1 0 Inflow Area=1.000 ac Inflow=3.90 cfs @ 11.96 hrs Outflow=3.90 cfs @ 11.96 hrs 3.90 cfs @ 11.96 hrs 3.90 cfs @ 11.96 hrs 1/11/2021 Page 35 of 275 YELLOW DOG-EX CONDITIONS Type II 24-hr 100yr-24hr Rainfall=6.46"Existing Conditions Printed 1/11/2021Prepared by FRITZ ENGINEERING Page 18HydroCAD® 10.10-4a s/n 10557 © 2020 HydroCAD Software Solutions LLC Time span=0.01-48.00 hrs, dt=0.05 hrs, 961 points Runoff by SCS TR-20 method, UH=SCS, Weighted-CN Reach routing by Dyn-Stor-Ind method - Pond routing by Dyn-Stor-Ind method Runoff Area=0.350 ac 0.00% Impervious Runoff Depth=3.58"Subcatchment 6S: EX2 Tc=5.0 min CN=74 Runoff=2.26 cfs 0.104 af Runoff Area=0.650 ac 0.00% Impervious Runoff Depth=3.58"Subcatchment 9S: EX1 Tc=5.0 min CN=74 Runoff=4.19 cfs 0.194 af Inflow=6.44 cfs 0.298 afReach 8R: Overall Site Outflow=6.44 cfs 0.298 af Total Runoff Area = 1.000 ac Runoff Volume = 0.298 af Average Runoff Depth = 3.58" 100.00% Pervious = 1.000 ac 0.00% Impervious = 0.000 ac 1/11/2021 Page 36 of 275 YELLOW DOG-EX CONDITIONS Type II 24-hr 100yr-24hr Rainfall=6.46"Existing Conditions Printed 1/11/2021Prepared by FRITZ ENGINEERING Page 19HydroCAD® 10.10-4a s/n 10557 © 2020 HydroCAD Software Solutions LLC Summary for Subcatchment 6S: EX2 Runoff = 2.26 cfs @ 11.96 hrs, Volume= 0.104 af, Depth= 3.58" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.01-48.01 hrs, dt= 0.05 hrs Type II 24-hr 100yr-24hr Rainfall=6.46" Area (ac) CN Description 0.350 74 >75% Grass cover, Good, HSG C 0.350 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, Direct Subcatchment 6S: EX2 Runoff Hydrograph Time (hours) 45403530252015105Flow (cfs)2 1 0 Runoff=2.26 cfs @ 11.96 hrs Type II 24-hr 100yr-24hr Rainfall=6.46" Runoff Area=0.350 ac Runoff Volume=0.104 af Runoff Depth=3.58" Tc=5.0 min CN=74 2.26 cfs @ 11.96 hrs 1/11/2021 Page 37 of 275 YELLOW DOG-EX CONDITIONS Type II 24-hr 100yr-24hr Rainfall=6.46"Existing Conditions Printed 1/11/2021Prepared by FRITZ ENGINEERING Page 20HydroCAD® 10.10-4a s/n 10557 © 2020 HydroCAD Software Solutions LLC Summary for Subcatchment 9S: EX1 Runoff = 4.19 cfs @ 11.96 hrs, Volume= 0.194 af, Depth= 3.58" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.01-48.01 hrs, dt= 0.05 hrs Type II 24-hr 100yr-24hr Rainfall=6.46" Area (ac) CN Description 0.650 74 >75% Grass cover, Good, HSG C 0.650 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, Direct Entry Subcatchment 9S: EX1 Runoff Hydrograph Time (hours) 45403530252015105Flow (cfs)4 3 2 1 0 Runoff=4.19 cfs @ 11.96 hrs Type II 24-hr 100yr-24hr Rainfall=6.46" Runoff Area=0.650 ac Runoff Volume=0.194 af Runoff Depth=3.58" Tc=5.0 min CN=74 4.19 cfs @ 11.96 hrs 1/11/2021 Page 38 of 275 YELLOW DOG-EX CONDITIONS Type II 24-hr 100yr-24hr Rainfall=6.46"Existing Conditions Printed 1/11/2021Prepared by FRITZ ENGINEERING Page 21HydroCAD® 10.10-4a s/n 10557 © 2020 HydroCAD Software Solutions LLC Summary for Reach 8R: Overall Site Inflow Area = 1.000 ac, 0.00% Impervious, Inflow Depth = 3.58" for 100yr-24hr event Inflow = 6.44 cfs @ 11.96 hrs, Volume= 0.298 af Outflow = 6.44 cfs @ 11.96 hrs, Volume= 0.298 af, Atten= 0%, Lag= 0.0 min Routing by Dyn-Stor-Ind method, Time Span= 0.01-48.01 hrs, dt= 0.05 hrs Reach 8R: Overall Site Inflow Outflow Hydrograph Time (hours) 45403530252015105Flow (cfs)7 6 5 4 3 2 1 0 Inflow Area=1.000 ac Inflow=6.44 cfs @ 11.96 hrs Outflow=6.44 cfs @ 11.96 hrs 6.44 cfs @ 11.96 hrs 6.44 cfs @ 11.96 hrs 1/11/2021 Page 39 of 275 YELLOW DOG-EX CONDITIONS Multi-Event TablesExisting Conditions Printed 1/11/2021Prepared by FRITZ ENGINEERING Page 22HydroCAD® 10.10-4a s/n 10557 © 2020 HydroCAD Software Solutions LLC Events for Subcatchment 6S: EX2 Event Rainfall (inches) Runoff (cfs) Volume (acre-feet) Depth (inches) 002yr-24hr 2.66 0.43 0.020 0.70 010yr-24hr 3.83 0.94 0.043 1.47 025yr-24hr 4.72 1.37 0.063 2.14 100yr-24hr 6.46 2.26 0.104 3.58 1/11/2021 Page 40 of 275 YELLOW DOG-EX CONDITIONS Multi-Event TablesExisting Conditions Printed 1/11/2021Prepared by FRITZ ENGINEERING Page 23HydroCAD® 10.10-4a s/n 10557 © 2020 HydroCAD Software Solutions LLC Events for Subcatchment 9S: EX1 Event Rainfall (inches) Runoff (cfs) Volume (acre-feet) Depth (inches) 002yr-24hr 2.66 0.80 0.038 0.70 010yr-24hr 3.83 1.74 0.080 1.47 025yr-24hr 4.72 2.54 0.116 2.14 100yr-24hr 6.46 4.19 0.194 3.58 1/11/2021 Page 41 of 275 YELLOW DOG-EX CONDITIONS Multi-Event TablesExisting Conditions Printed 1/11/2021Prepared by FRITZ ENGINEERING Page 24HydroCAD® 10.10-4a s/n 10557 © 2020 HydroCAD Software Solutions LLC Events for Reach 8R: Overall Site Event Inflow (cfs) Outflow (cfs) Elevation (feet) Storage (cubic-feet) 002yr-24hr 1.23 1.23 0.00 0 010yr-24hr 2.68 2.68 0.00 0 025yr-24hr 3.90 3.90 0.00 0 100yr-24hr 6.44 6.44 0.00 0 1/11/2021 Page 42 of 275 YELLOW DOG-EX CONDITIONS Table of ContentsExisting Conditions Printed 1/11/2021Prepared by FRITZ ENGINEERING HydroCAD® 10.10-4a s/n 10557 © 2020 HydroCAD Software Solutions LLC TABLE OF CONTENTS Project Reports 1 Routing Diagram 2 Rainfall Events Listing 3 Area Listing (all nodes) 4 Soil Listing (all nodes) 5 Ground Covers (all nodes) 002yr-24hr Event 6 Node Listing 7 Subcat 6S: EX2 8 Subcat 9S: EX1 9 Reach 8R: Overall Site 010yr-24hr Event 10 Node Listing 11 Subcat 6S: EX2 12 Subcat 9S: EX1 13 Reach 8R: Overall Site 025yr-24hr Event 14 Node Listing 15 Subcat 6S: EX2 16 Subcat 9S: EX1 17 Reach 8R: Overall Site 100yr-24hr Event 18 Node Listing 19 Subcat 6S: EX2 20 Subcat 9S: EX1 21 Reach 8R: Overall Site Multi-Event Tables 22 Subcat 6S: EX2 23 Subcat 9S: EX1 24 Reach 8R: Overall Site 1/11/2021 Page 43 of 275 APPENDIX E – PROPOSED DRAINAGE ANALYSIS 1/11/2021 Page 44 of 275 1/11/2021 Page 45 of 275 /////////////////////// ////////////////PROPOSED VETERINARY CLINIC 1-STORY 5,970 SF ± EX1 GAS METERGGGG CT S ST TR ST ST HY DW HOPEWELL PKWY. (LOCAL, 2-LANE, 46' R/W) INST. # 2008043635 E. 146th ST. (PRIMARY ARTERIAL, 5-LANE, VARIABLE R/W) S85°17'03"E 172.80'S00°00'00"E 245.82'S90°00'00"W 172.21' [OH-U] [OH-U] [OH-U] [OH-U] [OH-U] [OH-U] [OH-U][OH-U][OH-U][OH-U][OH-U][OH-U]MW 7'LANDSCAPE ESMT INST. # 2008043644N00°00'00"E 260.02'FALCON NEST II, LLC INST. # 2011063056 PROPOSED 1.00 ACRES 15' UTILITY ESMT INST. # 2008033173 S85°17'03"E 471.66' storm inlet tor = 757.04 inv. 21" rcp (n) = 749.54 inv. 21" rcp (sw) = 749.54 storm inlet tor = 757.08 inv. 21" rcp (s) = 749.28 inv. 24" rcp (n) = 749.28 storm inlet beehive tor = 754.85 inv. 40" rcp (w) = 748.30 inv. 40" rcp (e) = 748.30 storm manhole tor = 757.51 inv. 40" rcp (e) = 749.01 inv. 24" rcp (s) = 749.26 inv. 24" rcp (w) = 749.51 storm inlet beehive tor = 757.01 inv. 24" rcp (e) = 751.26 DON RIGO PROPERTIES, LLC INST.# 2017002435 [ST][ST][ST][ST][ST][ST][ST] sanitary manhole tor = 756.20 inv. 10" pvc (s) = 746.00 inv. 10" rcp (e) = 746.05 ASPHALT PATH storm inlet tor = 755.65 bottom = 751.05 storm inlet tor = 757.34 bottom = 752.89 storm inlet tor = 755.63 inv. 12" rcp (s) = 751.33 storm inlet beehive tor = 755.75 inv. 12" rcp (ne) =753.70 storm manhole tor = 755.80 inv. 40" rcp (e) = 745.85 inv. 12" rcp (s) = 751.60 inv. 12" rcp (n) = 751.50 [ST] [ST] storm manhole tor = 757.01 inv. 40" rcp (w) = 745.71 inv. 40" rcp (n) = 745.71 inv. 12" rcp (e) = 752.01 [S][S]757 758758 7587 5 8 758758758758 758758 755755 756 757 mon. well TBM # 1 CUT "X" S.W CORNER BOLT ON STRAIN POLE ELEV. = 758.67 TBM # 2 CUT "BOX" ON CURB ELEV. = 757.72 [W] [W] [W][W] 12" PVC WATER M A I N P E R P L A N 604605 603 610 602 AREA DRAINS TO EX. MH. 305 304 EXH-3 PROPOSED STORM BASIN MAP N 00 60'120' SCALE: 1" = 60' SHEET NAME / NO. 14020 Mississinewa Drive Carmel, Indiana 46033 P: 317.324.8695 F: 317.324.8695 www.Fritz-Eng.com Fritz Engineering Services, LLC F:\2020\2004002 - Yellow Dog Vet\02 Civil\Plans\XREF.BASINS MAPS.dwg, PROPOSED STORM BASIN MAP, 1/11/2021 11:54:23 AM, Ashton Fritz, DWG To PDF.pc3, ANSI full bleed B (17.00 x 11.00 Inches), 1:11/11/2021 Page 46 of 275 PROJECT NAME:YELLOW DOG VETRINARY CLINIC FES PROJECT #:2004002 DATE:1/13/21 DESIGN STORM:10 Year COMPOSITE BASINS TRAVEL UP DOWN BASIN c A c*A Tc I Q SUM Tc I Q TIME #(acres)(min)(in/hr)(cfs)(c*A)(min)(in/hr)(cfs)(min) 610 603 610 0.66 0.12 Ac.0.08 5 min.6.12 in/hr 0.47 cfs 0.08 5 min.6.12 in/hr 0.47 cfs 0.3 min. 605 604 605 0.79 0.28 Ac.0.22 5 min.6.12 in/hr 1.34 cfs 0.22 5 min.6.12 in/hr 1.34 cfs 1.1 min. 604 603 604 0.74 0.28 Ac.0.20 5 min.6.12 in/hr 1.25 cfs 0.42 7 min.5.73 in/hr 2.42 cfs 0.7 min. 603 602 603 0.82 0.11 Ac.0.09 5 min.6.12 in/hr 0.53 cfs 0.59 8 min.5.55 in/hr 3.26 cfs 0.5 min. 602 601 602 0.85 0.00 Ac.0.00 5 min.6.12 in/hr 0.00 cfs 0.59 9 min.5.38 in/hr 3.16 cfs 0.0 min. 305 304 305 0.42 0.28 Ac.0.12 5 min.6.12 in/hr 0.72 cfs 0.12 5 min.6.12 in/hr 0.72 cfs STRUCTURE BASINS STORM SEWER DESIGN CALCULATIONS RATIONAL METHOD PEAK RUNOFF F:\2020\2004002 - Yellow Dog Vet\02 Civil\Engr\Drainage\FES_Storm_Sewer_Design Page 1 of 4 1/11/2021 Page 47 of 275 PROJECT NAME:YELLOW DOG VETRINARY CLINIC FES PROJECT #:2004002 DATE:1/13/2021 DESIGN STORM:10 Year DESIGN MANN.CAP.FULL ACTUAL ACTUAL UP DOWN Q L DIA.SLOPE MTRL COEFF.Q VEL.DEPTH VEL. (cfs)(ft)(in)%n (cfs)(ft/s)(in)(ft/s)UP DOWN UP DOWN UP DOWN 610 603 0.47 53 LF 12 in.0.94%RCP 0.012 3.75 cfs 4.42 ft/s 2.9 in.3.01 ft/s 757.00 757.10 753.00 752.50 2.83 3.43 605 604 1.34 174 LF 12 in.0.32%RCP 0.012 2.18 cfs 2.57 ft/s 6.7 in.2.69 ft/s 757.06 756.81 753.60 753.05 2.29 2.59 604 603 2.42 157 LF 12 in.0.50%RCP 0.012 2.74 cfs 3.23 ft/s 8.8 in.3.64 ft/s 756.81 757.10 752.95 752.16 2.69 3.77 603 602 3.26 125 LF 15 in.0.44%RCP 0.012 4.65 cfs 3.51 ft/s 9.2 in.3.79 ft/s 757.10 756.00 751.95 751.40 3.73 3.18 602 601 3.16 8 LF 15 in.0.59%RCP 0.012 5.39 cfs 4.07 ft/s 8.3 in.4.23 ft/s 756.00 754.85 751.30 751.25 3.28 2.18 STORM SEWER DESIGN CALCULATIONS PIPE SIZING CALCULATIONS RIM ELEV. STRUCTURE COVER (ft) INVERT ELEV. F:\2020\2004002 - Yellow Dog Vet\02 Civil\Engr\Drainage\FES_Storm_Sewer_Design Page 2 of 4 1/11/2021 Page 48 of 275 PROJECT NAME:YELLOW DOG VETRINARY CLINIC FES PROJECT #:2004002 DATE:1/13/2021 STRUCTURE/BASIN I.D. TOTAL DRAINAGE AREA % Grass % Gravel/Pvmt % Rooftop Weighted (Ac.)0.25 0.85 0.90 C 605 0.28 Ac.10%90%0%Weighted C= 0.79 12,080 SF 1,170 SF 10,910 SF SF 604 0.28 Ac.19%81%0%Weighted C= 0.74 12,070 SF 2,310 SF 9,760 SF SF 603 0.11 Ac.5%95%0%Weighted C= 0.82 4,620 SF 250 SF 4,370 SF SF 610 0.12 Ac.36%7%57%Weighted C= 0.66 5,070 SF 1,820 SF 350 SF 2,900 SF 305 0.28 Ac.73%2%24%Weighted C= 0.42 12,302 SF 9,000 SF 302 SF 3,000 SF 602 0.00 Ac.0%100%0%Weighted C= 0.85 SF SF SF SF Overall 1.06 Ac.32%56%13%Weighted C= 0.67 46,142 SF 14,550 SF 25,692 SF 5,900 SF RUNOFF COEFFICIENTS CALCULATIONS WEIGHTED RUNOFF COEFFICIENTS F:\2020\2004002 - Yellow Dog Vet\02 Civil\Engr\Drainage\FES_Storm_Sewer_Design Page 3 of 4 1/11/2021 Page 49 of 275 PROJECT NAME:YELLOW DOG VETRINARY CLINIC FES PROJECT #:2004002 DATE:1/13/2021 Enter Appropriate Information for Inlet Grate Capacity Grate #Grate Type Open Area, sf Perimeter, ft.Head, ft Capacity, cfs 50% Clogged Capacity, cfs Weir Transitional Orifice R-4342 A,C 2.0 6.0 0.50 5.79 2.89 6.81 5.79 7.00 R-3286-8V V 0.7 4.4 0.50 2.55 1.28 2.55 5.13 R-3010 A,C 1.0 4.6 0.50 3.40 1.70 3.40 5.37 Capacity, cfs AREA INLET CAPACITY CALCULATIONS (Sag / Low Point) F:\2020\2004002 - Yellow Dog Vet\02 Civil\Engr\Drainage\FES_Storm_Sewer_Design Page 4 of 4 1/11/2021 Page 50 of 275 Hydraflow Summary Report 1 Line No.Line ID Flow Rate Line Size (Rise x Span) Line Type Line Length Invert Elev. Down Invert Elev. Up Line Slope HGL Down HGL Up Minor Loss HGL Junct (cfs)(in)(ft)(ft)(ft)(%)(ft)(ft)(ft)(ft) 1 Pipe - (8)5.38 15 Cir 8 751.25 751.30 0.59 752.19 752.30 0.40 752.70 2 Pipe - (7)4.64 15 Cir 125 751.40 751.95 0.44 752.70 753.19 0.22 753.41 3 Pipe - (5)2.73 12 Cir 157 752.16 752.95 0.50 753.41 754.20*0.28 754.49 4 Pipe - (4)2.17 12 Cir 174 753.05 753.60 0.32 754.49 755.04*0.12 755.15 5 Pipe - (6)3.75 12 Cir 53 752.50 753.00 0.94 753.41 753.82 n/a 753.82 Notes: *Surcharged (HGL above crown). 1/11/2021 Page 51 of 275 Hydraflow Summary Report 2 Line No. Dn Str Line No. 1 Outfall 2 1 3 2 4 3 5 2 1/11/2021 Page 52 of 275 APPENDIX F – TOWN & FLATS DRAINAGE CALCULATIONS 1/11/2021 Page 53 of 275 T FLAT'S &TOWNS AT' LEGACY DRAINAGE REPORT 1 PREPARED FOR: ~ J. C. Hart Contact Perron: TaddMay 805 City Center Drive Suite 120 Carmel, Indiana 46032 '~ ~. Contact Pbone Number. (317) 5734820 i I r'., u Y'1 i PREPARED BY.• a lY/hitney D. Neukam, E. L ~ ' Stoeppelwertb andA.crociater, Inc. 317) 57411704 ~, 1 . DATE PREPARED. g February 13, 2007. i RECENED r~ 15 "t~~:a i ~ ~.0 ~,. pOCS , , . 1 1/11/2021 Page 54 of 275 DRAINAGE REPORT FLATS & TOWNS AT LEGACY TABLE OF CONTENTS RECEIVED -1~ ULIY DRAINAGE NARRATIVE FEB 15 2008 IN'1ROllUCTION SpDOMASTERSI'OItt~4WATGR DRAINAGE-EAST BASIN: WILLIAMS CREEI{CONSULTING STORT`75EIX~ER llESIGN W:A7'15:P. QUA].I'lY EMI-SRG ENCY I~LUOD ROUTING 7:?NG I Nl`Ji;RIN6 CJ iR1'IFICATK)N CICR7l I~1CA'fl3 OP LIABiLI1Y INbU7tANCE FLIIv111:fON COUNTY RAINI§11J~ UATA LOCA77UN )vIAP SOILti MAP APPENDIX A -STORM SEWER DESIGN CALCULATIONS RUNOI~f COL+I'FICICNT CALCULATIONS f7Ml': OF-CONCENTRATION CALCULATIONS STOILVICAll STRUCTURE INPUT REPORT 57T)R f`1CAU P1P7; INPUT REPORT 5'I Y )R NCAU PIP7S OUTPUT REPORT I ti fUR MGll~ Y-'E OUTPUT REPORT II PIPI`; PIi7,OCi"lY CHECK APPENDIX B -INLET CAPACITY & GUTTER SPREAD CALCULATIONS LOC: V. ]LV"170NA1. FLOW CALCULATIONS IM~E'f CAPACITY (:ALCULATIONS APPENDIX C -EMERGENCY FLOOD ROUTING CALCULATIONS APPENDIX D -BASIN MAPS S'PORAf SLWF,R DESIGN BASIN MAP 1/11/2021 Page 55 of 275 1 u DRAINAGE NARRATIVE FLATS & TOWNS AT LEGACY J. C. HART CREATED BY: WHITNEY D. NEUKAM, E. I. INTRODUCTION J. C. Hart is proposing the development of a multi-residential community in Hamilton County, Indiana to be known as Flats & Towns at Legacy. Location The project site is located south of 146a' Street just west of the intersection with River Road. More specifically, the site is located in the Northeast Quarter of Section 23, Township 1S North, Range 4 East in Clay Township, Hamilton County, Indiana. Project Den~riptian The scope of the proposed project is to construct a multi-family residential community wide all infrastructures associated with this t5*pe of development. The parcel is 24.7 acres and includes the constavction of multi-family snvctures, streets, amenity areas, storm sewer, parking facilities and associated utilities. The Plats & Towns at Legacy site is part of a much lager overall site called the Legacy. More specifically, die proposed site is part of the East Basin of the Legacy development. The East Basin incorporates the \Xnute River Elood plain into the detention design and conveys stonnwater east towards the \~~ltite River. Therefore, this drainage report will only contain a drainage design for the East Basin as it relates to the Flats & Towns at Legacy infrastructure. Mcuter Stornuvater Drainage -East Basin: LY/illiamt Creek Consulting As stated above, the Flats & Towns at Legacy is part of the master drainage plan for the East Basin portion of the Legacy development. Williams Creek Consulting performed the existing and proposed calculations for the East Basin that document the management of stormwater within the Floodplain of the ~\/est Fork White River. Williams Creek Consulting will provide a separate master drainage report for the East Basin of the Legacy development to the City of Carmel and the Hamilton Counn~ Surveyor's Office. Reference to the East Basin drainage report will be associated with The Flats & Towns at Legacy as well as all other developments within the East Basin from this point forward. STORM SEWER DESIGN The use of Manning's equation was used for determination of storm drain pipe sizes fox non- subtnexged conditions. The storm drain system is capable of passing the 10-year stone event with free water surface elevations below the crown of pipe. Mitvrnum stone drain flowing velocity for full pipe flow shall be 2.3 fps and Maximum storm drain flowing velocit}' for full pipe flow shall be 10 fps. The inlet grate castings are designed suds that the 10-year storm event shall be sufficiently conveyed into the stone sewer system at 50% efficiency. 1/11/2021 Page 56 of 275 WATER QUALITY CALCULATIONS WIlliams Creek Consulting will provide a separate master water quality report for the East Basin of the Legacy development to the City of Carmel and die Hamilton County Surveyor's Office. Reference to the East Basin water quality report will be associated with The Flats & Towns at Legacy as well as all other developments within the East Basin from this point foxwud. EMERGENCY FLOOD ROUTING Hydraulic and h}~drologic computations were performed to determine the maximum inundated area resulting from the 100-year design storm assuming 100% clogged conditions. The lowest location of any proposed habitable structure must be located 2 foot above the 100-year Flood elevation. REFERENCES Design and data methods are based on the following references: 1. HERPICC Stormwater Drainage Manual 2. City of Carmel Stonnu>ater Technical Standards Manual 3. The Legacy Master Stoxmwatex Drainage Technical Report -East Basin B}': Williams Creek Consulting 4. The Legacy Master Water Quality Report -East Basin By: \X/illiams Creek Consulting 1/11/2021 Page 57 of 275 ENGINEERING CERTIFICATION FLATS & TO~X~NS AT LEGACY DRAINAGE REPORT AND ANALYSIS David J. Sto ppela~erth, P. E. Indiana Registration No. 19358 1STOEPp "''~., 19358 STATE OF •:'~Q'O ••. ~NDIANP:.: C1~G ~.SS(ONAorn~Gi `~``` I, David ]. Stoeppelwerth, certify drat dill drainage report and supporting calculations are ai compliance with the regturements ser forth Up the Hamilton County Drainage Board and/ox Hamilton Count} Surveyor and/or Hamilton County Engineer in the Hamilton County, Indiana Stormwatex Management Ordinance. 1/11/2021 Page 58 of 275 ACORD CERTIFICATE OF LPABILITY INSURANCE oP ID BA DATE (MM/DWYYYY) 1STOE-1 11 02 07 PROpucER THIS CERTIFICATE IS ISSUED AS A MATTER OF INFORMATION Conner Insurance Agency, Iac.ONLY AND CONFERS NO RIGHTS UPON THE CERTIFICATE P.~ Box 80865 HOLDER. THIB CERTIFICATE DOES NOT AMEND EXTEND OR 844 JCeya tone Crossing Ste 200 ALTER THE COVERAGE AFFORDED BY THE POLICIES BELOW. Indianapolis IN 46240 Phone: 317-808-7711 Fax:317_808-7700 INSURERS AFFORDING COVERAGE NAIC# INSURED InsuRER A: General Casualt 24414 T INSURER B: vic[or o. sNLmarac as co., in S~OEPPELWER H & ASSOC. INC. C O DAVID STOEPPELWERTH INSURERC: 7965 EAST 106TH STREET INSURER D:FISHERS IN 46038 INSURER E' THE POLICIES OF INSURANCE LISTED BELOW HAVE BEEN ISSUED TO THE INSURED NAMED ABOVE FOR THE POLICY PERIOD INDICATED. NOTWITHSTANpING ANY REQUIREMENT, TERM OR CONDITION OF ANY CONTRACT OR OTHER DOCUMENT WITH RESPECT TO WHICH THIS CERTIFICATE MAY BE ISSUED OR MAV PERTAIN, THE INSURANCE AFFORDED BY THE POLICIES DC-ECRIBED HEREIN IS SUBJECT TO ALL THE TERMS, EXCLUSIONS AND CONDITIONS OF SUCH POLICIES. AGGREGATE LIMITS SHOW N MAY HAVE BEEN REDUCED BV PAID CLAIMS. LTR NSR TYPE OF INSURANCE POLICY NUMBER PATE MM/pD PATE MMI~p/YY LIMRE GENERAL LIABILITY EACH OCCURRENCE E 2, OOO, OOO A X COMMERCIAL GENERAL LIABILITY CCI0300158 11/03/07 11/03/08 pREMIBES(PCe E 100, OOD CLAIMS MADE ~ OCCUR MED EX-(Any one ptvson)S $, OOO PEREONALBADV IWURY E2, ODD, OOO GENERAL AGGREGATE S 2, OOO, OOO GEN'LAGGREGATE LIMIT APPLIES PER:PRODUCTS~COMP/OPAGG E2, OOO, OOO POLICY X JFCT LOC AU TOMOBILE LIABILITY COMBINED BINGES LIMIT A X ANV AUrD CBAD300158 11/03/07 11/03/08 fEa accmea0 3 L, ODD, DDD ALL O W NED AUTOS BODILY INJURY ESCHEDULEDAUTOSfPaOersan) A X HIRED AUros CBR0300158 11/03/07 11/03/08 BODILY INJURY EAXNON-OWNED AUTOS CHA03001$B 11/03/07 11/03/08 Per accidenq PROPERTY pAMAGE F EYrecuEenl) GARAGE LIABILITY AUTO ONLY-EA ACCIDENT E ANY AUTO EA ACCOTHERTNAN E AUTO ONLY: qGG E E%CESSAIMBRELLA LIABILITY EACH OCCURRENCE El, DDD, DDD A X OCCUR CLAIMS IdADE CCDO3OOl$B 11/D3/O7 11/O3/DB AGGREGATE E1, DDD, OOO S DEDUCTIBLE E X RETENTION E10, 000 E WORKERS COMPENSATION AND EMPL YERS'LIABILIT X TORY LIMITS ER A O Y CWC03001$8 11/03/07 11/03/08 E L EACH ACCIpENi ESOO OOOANYPROPRIETOR/PARTNER/E%E W TIVE O FFICER/MEMBER EXCLUDED'! E.L. DIBEASE - FA EMPLOYEE E $ OO , OO O y SP CIA~PROVISbNE aelow EL DISEASE-POLICY LIMN'ESOO, DDD OTHER H PROFESSIONAL LIAB AEA008216301 01/28/07 01/26/08 Aggregate 2,000,000 KNOWLEDGE DATE 01/28/6$Per Claim 2,000,000 DESCRIPTN)N OF OPERATIONS / LOCATIONS l VEHICLES / F%CLUElONE ADDED BY ENDORSEMENT !SPECIAL PROVISIONS HOLDER TO WHOM IT MAY CONCERN OZ SHOULD ANY DF THE ABOVE OEBCRIBED POLICIES eF CANCELLED BEFORE THE E%PIRATIO DATE THEREOF, THE ISSUING INSURER WILL ENDEAVOR TO MAIL 3 O PAYE WRITTEN NOTICE i0 THE CERTIFlCATE HOLDER NAMED TO THE LEFT, 8UT FAILURE TO DD SO SHALL IMPOSE NO OBLIGATION OR LIABILITY OF ANY KIND UPON THE INSURER, ITS AGENTS OR RD 25 (2001/08) ©ACORD CORPORATION 1/11/2021 Page 59 of 275 1/11/2021 Page 60 of 275 1/11/2021 Page 61 of 275 1/11/2021 Page 62 of 275 1/11/2021 Page 63 of 275 1/11/2021 Page 64 of 275 1/11/2021 Page 65 of 275 Legacy Apartments Time of Concentrations Job #57810 StormCAD Post-Developed Site Sheet Flow GutterlSwale Flow T t t l T t tBasin Descri tion n = L=Pi=s=T, =.007(nL)OB/(Pz 's0°)Descri tion V=L=TI=LN o a o al) p R)InIhQ Nft)hrs) p VS)fp hrs)hrs)Imin) 301 Grass 0.15 25 2.66 0.02 0.0591 Gutter/Swale 2 15 0.0021 0.0612 5.0 302 Grass 0.15 50 2.66 0.02 0.1029 Gufter/Swale 2 165 0.0229 0.1258 7.5 303 Grass 0.15 30 2.66 0.02 0.0684 Gutter/Swale 2 240 0.0333 0.1017 6.1 304 Grass 0.15 100 2.66 0.02 0.1791 Gufter/Swale 2 260 0.0361 0.2152 12.9 305 Grass 0.15 100 2.66 0.02 0.1791 Gutter/Swale 2 300 0.0417 0.2208 13.2 306 Grass 0.15 100 2.66 0.02 0.1791 Gutter/Swale 2 320 0.0444 0.2236 13.4 307 Grass 0.15 10 2.66 0.02 0.0284 Gutter/Swale 2 Z35 0.0326 0.0610 5.0 308 Grass 0.15 25 2.66 0.02 0.0591 Gufter/Swale 2 105 0.0146 0.0737 5.0 309 Grass 0.15 10 2.66 0.02 0.0284 Gutfer/Swale 2 260 0.0361 0.0645 5.0 310 Grass 0.15 25 2.66 0.02 0.0591 Gutter/Swale 2 205 0.0285 0.0876 5.3 311 Grass 0.15 70 2.66 0.02 0.1346 Gutter/Swale 2 120 0.0167 0.1513 9.1 312 Grass 0.15 50 2.66 0.02 0.1029 Gutter/Swale 2 95 0.0132 0.1161 7,0 313 Grass 0.15 55 2.66 0.02 0.1110 Gutter/Swale 2 45 0.0063 0.1173 7.0 314 Grass 0.15 45 2.66 0.02 0.0946 Gutfer/Swale 2 20 0.0028 0.0973 5.8 315 Grass 0.15 50 2.66 0.02 0.1029 Gutter/Swale 2 175 0.0243 0.1272 7.6 317 Grass 0.15 30 2.66 0.02 0.0684 Gutter/Swale 2 215 0.0299 0.0982 5.9 318 Grass 0.15 45 2.66 0.02 0.0946 Gutfer/Swale 2 125 0.0174 0.1119 6.7 319 Grass 0.15 50 2.66 0.02 0.1029 Gutter/Swale 2 255 0.0354 0.1383 8.3 321 Grass 0.15 5 2.66 0.02 0.0163 Gutter/Swale 2 80 0.0111 0.0274 5.0 322 Grass 0.15 55 2.66 0.02 0.1110 Gutter/Swale 2 60 0.0083 0.1194 7.2 324 Grass 0.15 25 2.66 0.02 0.0591 Gutfer/Swale 2 15 0.0021 0.0612 5.0 325 Grass 0.15 15 2.66 0.02 0.0393 Guffer/Swale 2 60 0.0083 0.0476 5.0 327 Grass 0.15 45 2.66 0.02 0.0948 Gutter/Swale 2 235 0.0326 0.1272 7.6 328 Grass 0.15 50 2.66 0.02 0.1029 Gutter/Swale 2 145 0.0201 0.1230 7.4 329 Grass 0.15 50 2.66 0.02 0.1029 Gutter/Swale 2 225 0.0373 0.1341 8.0 331 Grass 0.15 50 2.66 0.02 0.1029 Gutter/Swale 2 90 0.0125 0.1154 6.9 332 Grass 0.15 40 2.66 0.02 0.0861 Gutter/Swale 2 250 0.0347 0.1208 7.2 333 Grass 0.15 50 2.66 0.02 0.1029 Gutter/Swale 2 250 0.0347 0.1376 8.3 334 Grass 0.15 45 2.66 0.02 0.0946 Gutter/Swale 2 230 0.0319 0.1265 7.6 335 Grass 0.15 45 2.66 0.02 0.0946 Gutter/Swale 2 200 0.0278 0.1223 7.3 337 Grass 0.15 10 2.66 0.02 0.0284 Gutter/Swale 2 125 0.0174 0.0457 5.0 338 brass 0.15 55 2.66 0.02 0.1110 Gutter/Swale 2 110 0.0153 0.1263 7.6 339 Grass 0.15 35 2.66 0.02 0.0773 Gutter/Swale 2 115 0.0160 0.0933 5.6 340 Grass 0.15 45 2.66 0.02 0.0946 Gutter/Swale 2 50 0.0069 0.1015 6.1 341 Grass 0.15 30 2.66 0.02 0.0684 Gufter/Swale 2 55 0.0076 0.0760 5.0 342 Grass 0.15 20 2.66 0.02 0.0494 Gutter/Swale 2 145 0.0201 0.0696 5.0 343 Grass 0.15 40 2.66 0.02 0.0861 Gutter/Swale 2 105 0.0146 0.1006 6.0 344 Grass 0.15 40 2.66 0.02 0.0861 Gutter/Swale 2 105 0.0146 0.1006 6.0 345 Grass 0.15 45 2.66 0.02 0.0946 Gufter/Swale 2 165 0.0229 0.1175 7.0 348 Grass 0.15 40 2.66 0.02 0.0861 Gutter/Swale 2 130 0.0181 0.1041 6.2 Per the Natural Resources Conservation Service (NRCS), the maximum length for sheet flow used in time-of-concentration (Tc) calculations is 100 feet. 1/11/2021 Page 66 of 275 Legacy Apartments Time of Concentrations Job #57810 StormCAD Post-Developed Site Sheet Flow Gutterl5wale Flow T total)T total) Baele L=Px=s=T, =.00](nL)0 BI(Pi°s°0~)pescri lion L=TI=LN Description n= R)nlhr)Qtlft)hrs) p flls)it)M1rs)hrs)min) 349 Grass 0.15 15 2.66 0.02 0.0393 Gufter/Swale 2 20 0.0028 0.0420 5.0 350 brass 0.15 40 2.66 0.02 0.0861 Gufter/Swale 2 140 0.0194 0.1055 6.3 351 Grass 0.15 40 2.66 0.02 0.0861 Gutter/Swale 2 140 0.0194 0.1055 6.3 352 Grass 0.15 60 2.66 0.02 0.1190 Gutter/Swale 2 170 0.0236 0.1426 8.6 353 Grass 0.15 30 2.66 0.02 0.0684 Gufter/Swale 2 125 0.0174 0.0857 5.1 354 Grass 0.15 15 2.66 0.02 0.0393 Gutfer/Swale 2 150 0.0208 0.0601 5.0 355 Grass 0.15 30 2.66 0.02 0.0684 Guffer/Swale 2 155 0.0215 0.0899 5.4 356 Grass 0.15 30 2.66 0.02 0.0684 Gutfer/Swale 2 115 0.0160 0.0843 5.1 357 Grass 0.15 30 2.66 0.02 0.0684 butter/Swale 2 115 0.0160 0.0843 5.1 Per the Natural Resources Conservation Service (NRCS), the maximum length for sheet flow used in time-of-concentration (TC) calculations is 100 feet. 1/11/2021 Page 67 of 275 n Scenario: Base Structure Input Report Structur Label Area acres) Inlet C Time of oncentratio min) Local Rational Flow cfs) Local Intensity in/hQ dditiona Flow cfs) Total System Flow cfs) 300 29,73 301 0.02 0.73 5.00 0.09 6.12 0.00 29,92 302 0.56 0.80 7.50 2.56 5.67 0.00 29.13 303 0.34 0.47 6.10 0.95 5.92 O.OD 27.12 304 1.14 0.85 12.90 4.72 4.83 0.00 26.45 305 1.52 0.85 13.20 6.24 4.79 0.00 22.52 306 2.25 0.85 13.40 9.18 4.76 0.00 9.73 307 0.12 0.49 5.D0 0.36 6.12 0.00 0.70 308 0.10 0.55 5.00 0.34 6.12 0.00 0.34 309 0.19 0.42 5.00 0.49 6.12 0.00 7.05 310 0.13 0.68 5.30 0.54 6.07 0.00 6.66 311 0.62 0.79 9.10 2.66 5.38 0.00 6.26 312 0.25 0.70 7.00 1.02 5.76 0.00 3.77 313 0.08 0.55 7.00 0.26 5.76 0.00 2.83 314 0.14 0.70 5.80 0.59 5.98 0.00 2.64 315 0.56 0.66 7.60 2.11 5.65 0.00 2.11 316 5.74 317 0.34 0,45 5.90 0.92 5.96 0.00 5.78 318 0.61 0,75 6.70 2.68 5.81 0.00 4.97 319 0.61 0.72 8.30 2.45 5.53 0.00 2.45 320 3.38 321 0.05 0.76 5.00 0.23 6.12 0.00 3.39 322 0.18 0.67 7.20 0.70 5.72 0.00 3.18 323 2.60 324 0.25 0.84 5.00 1.30 6.12 0.00 2.63 325 0.27 0.82 5.00 1.37 6.12 0.00 1.37 326 4.78 327 0.25 0.62 7.60 0.88 5.65 0.00 4.80 328 0.43 0.79 7.40 1.95 5.69 0.00 3.96 329 0.55 0.67 8.00 2.07 5.58 0.00 2.07 1330 9.74 331 0.24 0.73 6.90 1.02 5.78 0.00 9.77 332 0.46 0.82 7.20 2.18 5.72 0.00 8.92 333 0.54 0.77 8.30 2.32 5.53 0.00 6.86 334 0.47 0.77 7.60 2.06 5.65 0.00 4.65 335 0.56 0.81 7.30 2.61 5.71 0.00 2.61 336 20.08 337 0.11 0.65 5.00 0.44 6.12 0.00 20.10 338 0.37 0.69 7.60 1.45 5.65 0.00 19.77 339 0.53 0.82 5.60 2.63 6.01 0.00 18.63 340 0 49 0.83 6.10 2.43 5.92 0.00 16.48 341 0.13 0.85 5.00 0.68 6.12 0.00 14.44 342 0.22 0.71 5.00 0.96 6.12 0.00 13.88 343 0.19 0.83 6.00 0.95 5.94 0.00 13.08 344 0.19 0.83 6.00 0.94 5.94 0.00 12.35 345 D.68 D.80 7.00 3.16 5.76 0.00 11.55 346 8.76 347 8.87 348 0.22 0.77 6.20 1.01 5.90 0.00 4.35 349 0.13 0.85 5.00 0.68 6.12 0.00 3.38 350 0.32 0.79 6.30 1.50 5.89 0.00 2.76 Title: Legacy Apartments Project Engineer: WDN s:\...\d rainage\stormcad\apartments 1-30-Oa.stm Stoeppelwerth 8 Associates, Inc. Storm CAD v5.6 [05.06.005.00] 02!12/08 09:48:21~^a84ntley Systems, Inc. Haestad Methods Solution Cenier Watertown, CT 06795 USA +1_2p3-755-1666 Page i of 2 1/11/2021 Page 68 of 275 Scenario: Base Structure Input Report Structur Label Area acres) Inlet C Time of oncentratio min) Local Rational Flow cfs) Local Intensity inlhr) dditiona Flow cfs) Total System Flow cfs) 351 0.28 0.78 6.30 1.30 5.89 0.00 1.30 352 0.76 0.86 8.60 3.61 5.47 0.00 4.83 353 0.27 0.82 5.10 1.36 6.10 0.00 1.36 354 0.09 0.59 5.00 0.33 6.12 0.00 1.06 355 0.26 0.47 5.40 0.74 6.05 0.00 0.74 356 0.14 0.50 5.10 0.43 6.10 0.00 10.05 357 0.10 0.48 5.10 0.30 6.10 0.00 10.26 358 10.25 Title: Legacy Apartments Project Engineer: WDN s:\...\tlrainage\stormcatl\apartmen[s 1-30-OBStm Stoeppelwerth 8 Associates, Inc. StormCAD v5.6 [05.06.005.00] 02/12/08 09:48:2>~Fffi@n[ley Systems, Inc. Haes[ad Methods Solution Center Watertown, CT 06795 USA +7-203-755-1666 Page 2 of 2 1/11/2021 Page 69 of 275 1 Scenario: Base Pipe Input Report Label Section Size Secion Shape Constructed Slope ft/ft) Length ft) Upstream Node Upstream Invert Elevation ft) Downstream Node Downstream Invert Elevation ft) Number of Sections 301-300 36 inch Circular 0.003103 116.00 301 747.86 300 747.50 1 302-301 36 inch Circular 0.003125 48.00 302 748.01 301 747.86 1 303-302 36 inch Circular 0.003077 26.00 303 748.09 302 748.01 1 304-303 36 inch Circular 0.002400 25.00 304 748.15 303 748.09 i 305-304 30 inch Circular 0.003038 260.00 305 748.94 304 748.15 i 306-356 18 inch Circular 0.010000 30.00 306 753.14 356 752.84 1 307-306 72 inch Circular 0.010000 13.00 307 753.27 306 753.14 1 308-307 12 inch Circular 0.010000 26.00 308 753.53 307 753.27 1 309-305 21 inch Circular 0.002800 25.00 308 749.01 305 748.94 1 310-309 21 inch Circular 0.003846 26.00 310 749.11 309 749.01 1 311-310 21 inch Circular 0.002917 48.00 311 749.25 310 749.11 1 312-311 18 inch Circular 0.002984 124.00 312 749.62 311 749.25 1 313-312 15 inch Circular 0.002857 28.00 313 749.70 312 749.62 i 314-313 15 inch Circular 0.003049 82.00 314 749.95 313 749.70 1 315-314 15 inch Circular 0.002657 28.00 315 750.03 314 749.95 1 317-316 18 inch Circular 0.017727 88.00 377 748.76 316 747.20 1 318-317 18 inch Circular 0.004074 54.00 318 748.98 317 748.76 1 319-318 15 inch Circular 0.003929 28.00 379 749.09 318 748.98 1 321-320 15 inch Circular 0.043621 58.00 321 749.73 320 747.20 1 322-321 75 inch Circular 0.003929 28.00 322 749.84 321 749.73 1 323-322 75 inch Circular 0.008864 44.00 323 750.23 322 749.84 1 324-323 15 inch Circular 0.004079 76.00 324 750.54 323 750.23 1 325-324 12 inch Circular 0.003939 66.00 325 750.80 324 750.54 1 327-326 15 inch Circular 0.015882 51.00 327 748.51 326 747.70 1 328-327 15 inch Circular 0.004000 45.00 328 748.69 327 748.51 1 329-328 12 inch Circular 0.003871 31.00 329 748.81 328 748.69 1 331-330 21 inch Circular 0.024262 61.00 331 748.68 330 747.20 1 332-331 21 inch Circular 0.005000 118.00 332 749.27 331 748.68 1 333-332 16 inch Circular 0.010000 50.00 333 749.77 332 749.27 1 334-333 15 inch Circular 0.010490 102.00 334 750.84 333 749.77 1 335-334 15 inch Circular 0.004103 39.00 335 751.00 334 750.84 1 337-336 3D inch Circular 0.031154 26.00 337 747.11 336 746.30 1 338-337 30 inch Circular 0.004000 20.00 338 747.19 337 747.11 1 339-338 27 inch Circular 0.004016 122.00 339 747.68 338 747.19 1 340-339 27 inch Circular 0.004024 82.00 340 748.01 339 747.68 1 347-340 24 inch Circular 0.010000 99.00 341 749.00 340 748.01 7 342-347 24 inch Circular 0.010000 28.00 342 749.28 341 749.00 1 343-342 24 inch Circular 0.010000 26.00 343 749.54 342 749.28 1 344-343 24 inch Circular 0.010000 100.00 344 750.54 343 749.54 7 345-344 24 inch Circular 0.003871 31.00 345 750.66 344 750.54 1 346-345 24 inch Circular 0.004021 97.00 346 751.05 345 750.66 1 347-346 24 inch Circular 0.002981 104.00 347 751.36 346 751.05 1 348-347 18 inch Circular 0.003000 40.00 348 751.48 347 751.36 1 349-348 15 inch Circular 0.002857 28.00 349 751.56 348 751.48 1 350-349 15 inch Circular 0.002903 31.00 350 751.65 349 751.56 1 351-350 12 inch Circular 0.003067 75.00 351 757.88 350 751.65 1 352-347 18 inch Circular 0.005000 86.00 352 751.79 347 751.36 1 353-352 12 inch Circular 0.015227 44.00 353 753.80 352 753.13 1 354-301 12 inch Circular 0.029032 31.00 354 750.73 301 749.83 1 355-354 12 inch Circular 0.004231 26.00 355 750.84 354 750.73 1 356-357 18 inch Circular 0.010000 26.00 356 752.84 357 752.58 1 Title: Legacy Apartments Project Engineer: WDN s:\.. \tlrainage\stormcad\apartments t-30-Oestm Stoeppelwerth 8 Associates, Inc. StormCAD v5.6 [05.06.005.00] 02/72/06 09:48:3$7ffi@ntley Systems, lnc. Haestad Methotls Solution Center Watertown, CT 06795 USA +1.203-755-1666 Page 1 of 2 1/11/2021 Page 70 of 275 Scenario: Base Pipe Input Report Label Section Section Constructed Length Upstream Upstream Downstream Downstream Number Size Shape Slope ft)Node Invert Node Invert of ft/ft)Elevation Elevation Sections ft)ft) 357-358 18 inch Circular 0.010000 18.00 357 752.58 358 752.40 1 358-305 18 inch Circular 0.011495 214.00 358 752.40 305 749.94 1 Tille: Legacy Apartments Projec[ Engineer: WDN s:\..\drainage\stormcad\apartments 1-30-OBStm Stoeppelwerth 8 Associates, Inc. StormCAD v5.6 [05.06.005.00] 02/72/08 09:48:3ntley Systems, Inc. Haestatl Methotls Solution Center Watertown, CT 06795 USA +1-203-755-1666 Page 2 of 2 1/11/2021 Page 71 of 275 u Scenario: Base Pipe Output Report Label Section Size Length ft) Mannings n Constructed Slope ft/ft) Upstream Node Upstream Invert Elevation ft) Downstream Node Downstream Invert Elevation ft) Full Capacity cfs) Excess Full Capacity cfs) 301-300 36 inch 116.00 0.013 0.003103 301 747.86 300 747.50 37.15 7.24 302-301 36 inch 48,00 0.013 0.003125 302 748.01 301 747.86 37.28 8.16 303-302 36 inch 26.00 0.013 0.003077 303 748.09 302 748.01 37.00 9.88 304-303 36 inch 25.00 0.013 0.002400 304 748.15 303 748.09 32.67 6.23 305-304 30 inch 260.00 0.013 0.003038 305 748.94 304 748.15 22.67 0.08 306-356 18 inch 30.00 0.013 0.010000 306 753.14 356 752.84 10.50 0.77 307-306 12 inch 13.00 0.013 0.070000 307 753.27 306 753.74 3.56 2.86 308-307 12 inch 26.00 0.013 0.010000 308 753.53 307 753.27 3.56 3.22 309-305 21 inch 25.00 0.013 O.OD2800 309 749.01 305 748.94 8.38 1.33 310-309 21 inch 26.00 0.013 0.003846 310 749.11 309 749.01 9.83 3.17 311-310 21 inch 48.00 0.013 0.002917 311 749.25 310 749.11 8.56 2.30 372-311 18 inch 124.00 0.013 0.002984 312 749.62 311 749.25 5.74 1.96 313-312 15 inch 28.00 0.013 0.002857 313 749.70 312 749.62 3.45 0.62 314-313 15 inch 82.00 0.013 0.003049 314 749.95 313 749.70 3.57 0.93 315-314 15 inch 28.00 0.013 0.002857 315 750.03 314 749.95 3.45 1.35 317-316 18 inch 88.00 0.013 0.017727 317 748.76 316 747.20 13.99 8.21 318-317 18 inch 54.00 0.013 0.004074 318 748.98 317 748.76 6.70 1.73 319-318 15 inch 28.00 0.013 0.003929 319 749.09 318 748.98 4.05 1.60 321-320 15 inch 58.00 0.013 0.043621 321 749.73 320 747.20 13.49 10.10 322-321 15 inch 28.00 0.013 0.003929 322 749.84 321 749.73 4.05 0.86 323-322 15 inch 44.00 0.013 0.008664 323 750.23 322 749.84 6.08 3.48 324-323 15 inch 76.00 0.013 0.004079 324 750.54 323 750.23 4.13 1.49 325-324 12 inch 66.00 0.013 0.003939 325 750.80 324 750.54 2.24 0.87 327-326 15 inch 51.00 0.013 0.015882 327 748.51 326 747.70 8.14 3.34 328-327 15 inch 45.00 0.013 0.004000 328 748.69 327 748.51 4.09 0.12 329-328 12 inch 31.00 0.013 0.003871 329 748.81 328 748.69 2.22 0.14 331-330 21 inch 61.00 0.013 0.024262 331 748.68 330 747.20 24.68 14.91 332-331 21 inch 118.00 0.013 0.005000 332 749.27 331 748.68 11.20 2.28 333-332 18 inch 50.00 0.013 0.010000 333 749.77 332 749.27 10.50 3.65 334-333 15 inch 102.00 0.013 0.010490 334 750.84 333 749.77 6.62 1.97 335-334 15 inch 39.00 0.013 0.004103 335 751.00 334 750.84 4.14 1.53 337-336 30 inch 26.00 0.013 0.031154 337 747.11 336 746.30 72.39 52.29 338-337 30 inch 20.00 0.013 0.004000 338 747.19 337 747.11 25.94 6.17 339-338 27 inch 122.00 0.013 0.004016 339 747.68 338 747.19 19.63 1.00 340-339 27 inch 82.00 0.013 0.004024 340 748.01 339 747.68 19.65 3.16 347-340 24 inch 99.00 0.013 0.010000 341 749.00 340 748.01 22.62 8.16 342-341 24 inch 28.00 0.013 0.010000 342 749.28 341 749.00 22.62 8.74 343-342 24 inch 26.00 0.013 0.010000 343 749.54 342 749.28 22.62 9.54 344-343 24 inch 100.00 0.013 0.010000 344 750.54 343 749.54 22.62 10.27 345-344 24 inch 31.00 0.013 0.003671 345 750.66 344 750.54 14.07 2.52 346-345 24 inch 97.00 0.013 0.004021 346 751.05 345 750.66 14.34 5.59 347-346 24 inch 104.00 0.013 0.002981 347 751.36 346 751.05 12.35 3.48 348-347 18 inch 40.00 0.013 0.003000 348 751.48 347 751.36 5,75 1.40 349-346 15 inch 28.00 0.013 0.002857 349 751.56 348 751.48 3,45 0.07 350-349 15 inch 31.00 0.013 O.OD2903 350 751.65 349 751.56 3.48 0.72 351-350 12 inch 75.00 0.013 0.003067 351 751.88 350 751.65 1,97 0.68 352-347 18 inch 86.00 0.013 O.D05000 352 751.79 347 757.36 7,43 2.60 353-352 12 inch 44.00 0.013 0.015227 353 753.80 352 753.13 4.40 3.03 354-301 12 inch 31.00 O.D13 0.029032 354 750.73 301 749.83 6.07 5.01 355-354 12 inch 26.00 0.013 0.004231 355 750.84 354 750.73 2.32 1.57 356-357 18 inch 26.00 0.013 0.010000 356 752.84 357 752.58 10.50 0.46 Title: Legacy Apartments Project Engineer: WDN s:\...\drainage\stormcad\apartments 1-30-08. stm Stoeppelwerth & Associates, Inc. StormCAD v5.6 [05.06.005.00] 02/t 2/08 09:48:3~@ntley Systems, Inc. Haestad MethOtlS Solution Center Watertown, CT 06795 USA +1.203-755-1666 Page 1 Ot 2 1/11/2021 Page 72 of 275 Scenario: Base Pipe Output Report Label Section Length Mannings Constructed Upstream Upstream Downstream Downstream Full Excess Size fp n Slope Node Invert NOde Invert Capacity Full ft/ft)Elevation Elevation cfs)Capacity ft)ft)cfs) 357-358 18 inch 78.00 0.013 0.010000 357 752.56 358 752.40 10.50 0.25 358-305 18 inch 274.00 0.013 0.011495 358 752.40 305 749.94 11.26 1.02 Tile: Legacy Apartments Project Engineer: WDN s:\...\drainage\stormcad\apartments 1-30-08. stm Stoeppelwerth & Associates, Inc. StormCAD v5.6 [05.06.005.00] 02/12/08 09;48:3~'rffi@ntley Systems, Inc. Haestad Methotls Solution Center Watertown, CT 06795 USA +1.203-755-'1666 Page 2 of 2 1/11/2021 Page 73 of 275 1 Scenario: Base Pipe Output Report II Label Section Size Length ft) Upstream Node Downstream Node Total System Flow cfs) System Intensity in/hr) Hydraulic Grade Line In ft) Upstream Crown Elevation ft) Hydraulic Grade Line Out ft) Downstream~l, Crown '~, Elevation ft) 301-300 36 inch 116.00 301 300 29.92 4.53 749.87 750.86 749.27 750.50 302-301 36 inch 48.00 302 301 29.13 4.54 750.01 751.01 749.87 750.86 303-302 36 inch 26.00 303 302 27.12 4.55 750.07 751.09 750.01 751.01 304-303 36 inch 25.00 304 303 26.45 4.56 750.14 751.15 750.07 751.09 305-304 30 inch 260.00 305 304 22.52 4.67 750.97 751.44 750.14 750.65 306-356 18 inch 30.00 306 356 9.73 4.76 754.34 754.64 754.06 754.34 307-306 12 inch 13.00 307 306 0.70 6.09 754.35 754.27 754.34 754.14 308-307 12 inch 26.00 308 307 0.34 6.12 754.35 754.53 754.35 754.27 309-305 21 inch 25.00 309 305 7.05 5.20 751.02 750.76 750.97 750.69 310-309 21 inch 26.00 310 309 6.66 5.22 751.06 750.86 751.02 750.76 311-310 21 inch 48.00 311 310 6.26 5.28 751.14 751.00 751.06 750.66 312-311 18 inch 124.00 312 311 3.77 5.45 751.30 751.12 751.14 750.75 313-312 15 inch 28.00 313 312 2.83 5.49 751.35 750.95 751.30 750.87 314-313 15 inch 82.00 314 313 2.64 5.60 751.49 751.20 751.35 750.95 315-314 15 inch 28.00 315 314 2.11 5.65 751.52 751.28 751.49 751.20 317-316 18 inch 88,00 317 316 5.78 5.46 749.69 750.26 747.87 748.70 318-317 18 inch 54.00 318 317 4.97 5.50 749.94 750.48 749.69 750.26 319-318 15 inch 28.00 319 318 2.45 5.53 749.97 750.34 749.94 750.23 321-320 15 inch 58.00 321 320 3.39 5.70 750.47 750.98 747.63 748.45 322-321 15 inch 28.00 322 321 3.18 5.72 750.65 751.09 750.47 750.98 323-322 15 inch 44.00 323 322 2.60 5.99 750.88 751.48 750.65 751.09 324-323 15 inch 76.00 324 323 2.63 6.05 751.27 751.79 750.88 751.48 325-324 12 inch 66.00 325 324 1.37 6.12 751.39 751.80 751.27 751.54 327-326 15 inch 51.00 327 326 4.80 5.52 749.40 749.76 748.39 748.95 328-327 15 inch 45.00 328 327 3.96 5.55 749.65 749.94 749.40 749.76 329-328 12 inch 31.00 329 328 2.07 5.58 749.73 749.81 749.65 749.69 331-330 21 inch 61.00 331 330 9.77 5.43 749.84 750.43 747.99 748.95 332-331 21 inch 118.00 332 331 8.92 5.50 750.45 751.02 749.84 750.43 333-332 18 inch 50.00 333 332 6.86 5.53 750.78 751.27 750.45 750.77 334-333 151nch 102.00 334 ~333 4.65 5.65 751.71 752.09 750.78 751.02 335-334 15 inch 39.00 335 334 2.61 5.71 751.79 752.25 751.71 752.09 337-336 30 inch 26.00 337 336 20.10 5.09 748.63 749.61 747.36 748.80 338-337 30 inch 20.00 338 337 19.77 5.09 748.79 749.69 748.63 749.61 339-338 27 inch 122.00 339 338 18.63 5.14 749.41 749.93 748.79 749.44 340-339 27 inch 82.00 340 339 16.46 5.18 749.64 750.26 749.41 749.93 341-340 24 inch 99.00 341 340 14.44 5.20 750.37 751.00 749.64 750.01 342-341 24 inch 28.00 342 341 13.88 5.21 750.62 751.28 750.37 751.00 343-342 24 inch 26.00 343 342 13.08 5.22 750.84 751.54 750.62 751.28 344-343 24 inch 100.00 344 343 12.35 5.26 751.80 752.54 750.84 751.54 345-344 24 inch 31.00 345 344 11.55 5.28 752.00 752.66 751,80 752.54 346-345 24 inch 97.00 346 345 8.76 5.34 752.20 753.05 752,00 752.66 347-346 24 inch 104.00 347 346 8.87 5.41 752.60 753.36 752,20 753.05 348-347 18 inch 40.00 348 347 4.35 5.75 752.66 752.98 752.60 752.86 349-348 15 inch 28.00 349 348 3.38 5.77 752.73 752.81 752.66 752.73 350-349 151nch 31.00 350 349 2.76 5.80 752.77 752.90 752.73 752.81 351-350 12 inch 75.00 351 350 1.30 5.89 752.87 752.88 752.77 752.65 352-347 18 inch 86.00 352 347 4.83 5.47 752.73 753.29 752.60 752.86 353-352 12 inch 44.00 353 352 1.36 6.10 754.29 754.80 753.51 754.13 354-301 12 inch 31.00 354 301 1.06 6.02 751.16 751.73 750.11 750.83 355-354 12 inch 26.00 355 354 0.74 6.05 751.23 751.84 751.16 751.73 356-357 18 inch 26.00 356 357 10.05 4.75 754.06 754.34 753.81 754.08 Title: Legacy Apartments Projec[ Engineer: WDN s:\...\tlrainageLstormcad\apartments 1-30-08. stm Stoeppelwerth 8 Associates, Inc. 8tormCAD v5.6 [05.06.005.00] 02/12/08 09:48:44~ntley Systems, Inc. Haestad Methotls Solution Center Watertown, CT 06795 USA +1-203-755-1666 Page 1 of 2 1/11/2021 Page 74 of 275 Scenario: Base Pipe Output Report II Label Section Length Upstream Downstream Total System Hydraulic Upstream Hydraulic Downstream Size ftj Node Notle System Intensity Grade Crown Grade Crown Flow in/h r)Line In Elevation Line Out Elevation cfs)ft)ft)ft)ft) 357-358 18 inch 18.00 357 358 10.26 4.75 753.81 754.08 753.60 753.90 358-305 18 inch 214.00 358 305 10.25 4.74 753.63 753.90 751.06 751.44 Title: Legacy Apartments Projec[ Engineer: WDN s:\...\drainage\siormcatl\apartments b30-OSStm Stoeppelwerth & Associates, Ina StormCAD v5.6 [05.06.005.00] 02/12/08 09:48:44ntley Systems, Inc. Haestad Methods Solution Center Watertown, CT 06795 USA +1-203-755-1666 Page 2 of 2 1/11/2021 Page 75 of 275 1/11/2021 Page 76 of 275 1/11/2021 Page 77 of 275 1/11/2021 Page 78 of 275 Scenario: Base Local Rational Flow -10-Year Storm Label Inlet C Local Intensity in/hr) Inlet Area acres) Local Rational Flow ' cfs) 301 0.73 6.12 0.02 0.09 302 0.80 5.67 0.56 2.56 303 0.47 5.92 0.34 0.95 304 0.85 4.83 1.74 4.72 305 0.85 4.79 1.52 6.24 306 0.85 4.76 2.25 9.78 307 0.49 6.12 0.12 0.36 308 0.55 6.12 0.10 0.34 309 0.42 6.12 0.19 0.49 3i0 0.68 6.D7 0.73 0.54 311 0.79 5.38 0.62 2.66 312 0.70 5.76 0.25 1.02 313 0.55 5.76 0.08 D.26 314 0.70 5.98 0.14 0.59 315 0.66 5.65 0.56 2.11 317 0.45 5.96 0.34 0.92 318 0.75 5.81 0.61 2.68 379 0.72 5.53 0.61 2.45 321 0.76 6.12 0.05 0.23 322 0.67 5.72 0.1 B 0.70 324 0.84 6.12 0.25 7.30 325 0.82 6.12 0.27 1.37 327 0.62 5.65 0.25 0.88 328 0.79 5.69 0.43 1.95 329 0.67 5.58 0,55 2.07 331 0.73 5.78 0.24 1.02 332 0.82 5.72 0.46 2.18 333 0.77 5.53 0.54 2.32 334 0.77 5.65 0,47 2.06 335 0.81 5.71 0.56 2.61 337 0.65 6.12 0.17 0.44 338 0.69 5.65 0.37 1.45 339 0.82 6.01 0.53 2.63 340 0.83 5.92 0.49 2.43 341 0.85 6.12 0.13 0.68 342 0.71 6.12 0.22 0.96 343 0.83 5.94 0.19 0.95 344 0.63 5.94 0.19 0.94 345 0.80 5.76 0.68 3.16 348 0.77 5.90 0.22 1.01 349 0.85 6.12 0.13 0.68 350 0.79 5.89 0.32 1.50 351 0.78 5.89 0.28 1.30 352 0.86 5.47 0.76 3.61 353 0.82 6.10 0.27 1.36 354 0.59 6.12 0.09 0.33 355 0.47 6.05 0.26 0.74 356 0.50 6.10 0.14 D.43 357 0.48 6.10 0.10 0.30 Title: Legacy Apartments Project Engineer: WDN s:\._\drainage\stormcad\apartments t-30-08stm Stoeppelwerth & Associates, Inc. StormCAD v5.6 [OS.O6.OO5.OD] 02/12/06 09:SOa ~P~kntley Systems, Inc. Haestad Methods Solution Center Watertown, CT 06795 USA +1.203-755-1666 Page 1 of 1 1/11/2021 Page 79 of 275 1/11/2021 Page 80 of 275 1/11/2021 Page 81 of 275 1/11/2021 Page 82 of 275 1/11/2021 Page 83 of 275 Ove ow Flats & Towns at Legacy Job# 57810JCH 2/12/2008 Overflow Routing Calculations Overflow Location Contributing Basins Basin 100-yr Flow cfs) Total 100-yr Flow cfs) Weir Elevation ft) Downstream Elevation (ft) Channel Length ft) Channel Slope ft/ft) Normal Depth (ft) Max. Overflow Ponding Elevation ft) STR 301 - 302 301 0.13 10.64 754.50 0.056 0.27 754.8 302 3.82 303 1.42 307 0.54 308 0.51 309 0.73 310 0.81 _ 354 0.49 355 1.11 356 0.64 357 0.44 STR 317 301 0.13 10.64 753.74 0.010 0.13 753.9 302 3.82 303 1.42 307 0.54 308 0.51 309 0.73 310 0.81 354 0.49 355 1.11 356 0.64 357 0.44 1/11/2021 Page 84 of 275 Label Inlet C Local Intensity in/hr) Inlet Area acres) Local Rational Flow cfs) 301 0.73 9.12 0.02 0.13 302 0.80 8.45 0.56 3.82 303 0.47 8.83 0.34 1.42 304 0.85 7.19 1.14 7.03 305 0.85 7.13 1.52 9.29 306 0.85 7.09 2.25 13.67 307 0.49 9.12 0.12 0.54 308 0.55 9.12 0.10 0.51 309 0.42 9.12 0.19 0.73 310 0.68 9.04 0.13 0.81 311 0.79 8.02 0.62 3.96 312 0.70 6.58 0.25 1.51 313 0.55 B.58 0.08 0.36 314 0.70 8.91 0.14 0.88 315 D.66 8.42 0.56 3.14 317 0.45 8.88 0.34 1.37 318 0.75 8.66 0.61 4.00 319 0.72 8.24 0.61 3.65 321 0.76 9.12 0.05 0.35 322 0.67 8.53 0.18 1.04 324 0.84 9.12 0.25 1.93 325 0.82 9.12 0.27 2.04 327 0.62 8.42 0.25 1.32 328 0.79 8.48 0.43 2.90 329 0.67 8.32 0.55 3.09 331 0.73 8.61 0.24 1.52 332 0.82 8.53 0.46 3.24 333 0.77 8.24 0.54 3.45 334 0.77 8.42 0.47 3.07 335 0.81 8.50 0.56 3.89 337 0.65 9.12 0.11 0.66 338 0.69 8.42 0.37 2.17 339 0.82 8.96 0.53 3.92 340 0.83 8.63 0.49 3.62 341 0.85 9.12 0.13 1.02 342 0.71 9.12 0.22 1.44 343 0.83 8.85 0.19 1.41 344 0.83 8.85 0.19 1.41 345 0.80 8.58 0.68 4.71 348 0.77 8.80 0.22 1.50 349 0.85 9.12 0.13 1.02 350 0.79 8.77 0.32 2.24 351 0.78 8.77 0.28 1.93 352 0.86 8.16 0.76 5.37 353 0.82 9.09 0.27 2.03 354 0.59 9.12 0.09 0.49 355 0.47 9.01 0.26 1.11 356 0.50 9.09 0.14 0.64 357 0.48 9.09 0.10 0.44 Scenario: Base Local Rational Flow 100-Year Storm Title: Legacy Apartments Project Engineer: WDN s:\...\tlrainage\stormcad\apartments 1-30-OB.stm Stoeppelwerth & Associates, Inc. StormCAD v5.6 [05.06.005.00] 02/72/08 07:56:5ntley Systems, Inc. Haestad Methods Solution Center Watertown, CT 06795 USA +1-203-755-7666 Page 1 of 7 1/11/2021 Page 85 of 275 Rainfall Table Return Periods Durations 10 year 50 year 700 year 5 min 6.12 8.09 9.12 70 min 5.22 6.90 7.78 15 min 4.55 6.01 6.77 30 min 3.25 4.29 4.64 60 min 2.03 2.68 3.03 120 min 1.11 1.60 1.87 780 min 0.84 1.22 1.42 360 min 0.50 0.72 0.85 720 min 0.29 0.41 0.48 7440 min 0.16 0.23 0.27 Rainfall Intensities are in (in/hr) Title: Legacy Apartments Projec[ Engineer: WDN s:\...\tlrainage\stormcatl\apartments 1-30-08.stm Stoeppelwerth 8 Associates, Inc. SiormCAD v5.6 [05.06.005.00] 02/12/08 01:57:11EA8@ntley Systems, Inc. Haes[ad Methotls Solution Center Watertown, CT 06795 USA +1-203-755-1666 Page 1 of 1 1/11/2021 Page 86 of 275 STR 301 - 302 Irregular Project Descnptlon,. _ :,I u.~_.,.~~.::,~ 14fi....~~d~c~a„~.~_..,.n.~.r.'~'~.u.;§`.?,r ~k~~fsw ~„~yv~a...=.~~'i~_~ry~ i i~~ Friction Method Manning Formula Solve For Normal Depth Input Data ...> ~ r ; _`-•-;, -^~'."'~~"a`'~ ~` r`"`~~ ~'T~^~~~° Channel Slope 0.00560 ft/ft t Discharge 10.64 ft'/s Section Definitions Roughness Segment Definitions 0+00 755.09 0+02 754.59 0+32 754.80 0+54 754.50 0+56 755.00 0+00, 755.09) (0+56, 755.00) 0.013 Results ii_# Sl ~Cn {vuL~SR-~ f t ,~ F $y~ F ~ ~ '~ ~"-i?M'~nFa v.kta .x..W.vU -.-...!4^x+2..ki.~ m L.~. c 3%-...a.xf_. _ .,.~ 5` ..tti.~~a.~~.,vw -oa4iw Normal Depth 0.27 ft Elevation Range 754.50 to 755.09 ft Flow Area 5.37 ft' Wetted Perimeter 48.18 ft Top Wdth 48.12 ft Normal Depth 0.27 ft Critical Depth 0.28 ft Critical Slope 0.00509 ft/ft Velocity 1.98 ft/s Velocity Head 0.06 ft Specific Energy 0.33 fl Froude Number 1.05 Flow Type Supercritical Bentley Systems, Inc. Haestad Methods Solution Center FlowMaster [06.01.056.00] 7!72/2008 1:53:33 PM 27 Siemons Company Ddve Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 Page 1 of 2 1/11/2021 Page 87 of 275 STR 301 302 Irregular GVE Input Data i 'Y " t,~~ = , ~ "~ ,~rt'T.= cr , ~l ~.~ a"~'"' Downstream Depth 0.00 ft Length 0.00 ft Number Of Steps 0 GVF Output Data`i+'~~ -~~xrr'i~ ~"'„ ~~ x°~~ ~ i t>~^~am Upstream Depth 0.00 ft Profile Description Profile Headloss 0.00 ft Downstream Velocity Infinity R/s Upstream Velocity Infnity ft/s Normal Depth 0.27 ft t Critical Depth 0.28 ft Channel Slope 0.00560 ft!ft Critical Slope 0.00509 ft/ft Bentley Systems, Inc. Haestatl Methotls Solutlon Center FlowMaster [08.D1.068.00] 2/12/2008 7:53:33 PM 27 Slemons Company Orive Sulte 200 W Watertown, CT 06795 USA +1-203-755-1666 Page 2 of 2 1/11/2021 Page 88 of 275 1 STR 317 Irregular Project Description m ^4~ l i j3-ti i m.. s. m .., ~.ti ~ ~ _ .ti Friction Method Manning Formula Solve For Normal Depth Input Data i ~. ~' Channel Slope 0.01000 ft/R Discharge 10.64 ft'/s Section Definitions 0+00 754.00 0+18 753.89 0+43 753.76 0+54 753.74 0+74 753.78 0+94 753.92 1+49 754.22 2+30 754.50 Roughness Segment Definitions Normal Depth Elevation Range Flow Area Wetted Perimeter Top Width Normal Depth Critical Depth Critical Slope velocity Velocity Head 2/12/2008 1:54:30 PM 0+00, 754.00) (2+30, 754.50) 753.74 to 754.50 ft 0.13 ft 5.06 ft' 63.98 ft 63.98 ft 0.13 ft 0.14 ff 0.00550 ftlft 2.10 ft/s 0.07 ft 0.013 Bentley Systems, Inc. Haes[ad Methotls Solution Center FlowMaster [08.01.058.00] 27 Siemons Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 Page 1 of 2 1/11/2021 Page 89 of 275 STR 317 Irregular Results r r," n~ Specific Energy 0.20 ft Froude Number 1.32 Flow Type Supercnhcal GUF In'put.D'ata a a 4 93 k n. ,ck wv x ~ ~ Downstream Depth 0.00 ft Length 0.00 ft Number Of Steps 0 GUF Output Data-r t ,.`fi.vs a a~~ Upstream Depth 0.00 ft Prof le Description Profile Headloss 0.00 ft Downstream Velocity Infinity fUs Upstream Velocity Infinity TUs Normal Depth 0.13 ft Critical Depth 0.14 ft Channel Slope 0.0100D ft/ft Critical Slope 0.00550 ft/ft Bentley Systems, Inc. Haestad Methods Solution Center FlowMaster [08.07.058.00] 2/72/2006 1:54:30 PM 27 Siemons Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 Page 2 of 2 1/11/2021 Page 90 of 275 1/11/2021 Page 91 of 275 1/11/2021 Page 92 of 275 APPENDIX G – LEGACY MASTERPLAN APPROVED DRAINAGE REPORT 1/11/2021 Page 93 of 275 1/11/2021 Page 94 of 275 1/11/2021 Page 95 of 275 1/11/2021 Page 96 of 275 1/11/2021 Page 97 of 275 1/11/2021 Page 98 of 275 1/11/2021 Page 99 of 275 1/11/2021 Page 100 of 275 1/11/2021 Page 101 of 275 1/11/2021 Page 102 of 275 1/11/2021 Page 103 of 275 1/11/2021 Page 104 of 275 1/11/2021 Page 105 of 275 1/11/2021 Page 106 of 275 1/11/2021 Page 107 of 275 1/11/2021 Page 108 of 275 1/11/2021 Page 109 of 275 1/11/2021 Page 110 of 275 1/11/2021 Page 111 of 275 1/11/2021 Page 112 of 275 1/11/2021 Page 113 of 275 1/11/2021 Page 114 of 275 1/11/2021 Page 115 of 275 1/11/2021 Page 116 of 275 1/11/2021 Page 117 of 275 1/11/2021 Page 118 of 275 1/11/2021 Page 119 of 275 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