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HomeMy WebLinkAboutDrainage ReportTHE GROVE AT THE LEGACY SECTION #5 DRAINAGE REPORT PREPARED FOR: PM Development Holdings, LLC Contact Person: Todd Pyatt 168 West Carmel Drive Carmel, Indiana 46032 Contact Phone Number: (317) 379-0184 Contact Email: Todd@Pyattbuilders.com PREPARED BY: Stoeppelwerth & Associates, Inc. Contact Person: Brian M Brown 7965 East 106th Street Fishers, Indiana 46038 Contact Phone Number: (317) 570-4704 Contact Email Address: bbrown@stoeppelwerth.com DATE PREPARED: March 17, 2021 DATE REVISED: May 13, 2021 DRAINAGE REPORT THE GROVE AT THE LEGACY, SECTION 5 JOB # 55115PYT-S5 TABLE OF CONTENTS ENGINEERING CERTIFICATION CERTIFICATE OF INSURANCE DRAINAGE NARRATIVE EXHIBITS LOCATION MAP FLOODPLAIN MAP SOILS MAP RAINFALL DATA APPENDIX A - STORM SEWER DESIGN CALCULATIONS APPENDIX B - MASTER PLAN EXCERPTS APPENDIX C - BASIN MAPS May 13, 2021 Page 2 of 34 ENGINEERING CERTIFICATION THE GROVE AT THE LEGACY, SECTION 5 DRAINAGE REPORT AND ANALYSIS Brian M. Brown, PE, CFM Indiana Registration No. 11200386 I, Brian M Brown, certify that this drainage report and supporting calculations are in compliance with the requirements set forth by the Hamilton County Drainage Board and/or Hamilton County Surveyor in the Hamilton County, Indiana Stormwater Management Ordinance. May 13, 2021 Page 3 of 34 May 13, 2021 Page 4 of 34 DRAINAGE NARRATIVE THE GROVE AT THE LEGACY, SECTION 5 JOB #55115PYT-S5 INTRODUCTION PM Development Holdings, LLC is proposing the development of a residential subdivision in Hamilton County to be known as The Grove at the Legacy, Section 5. The site is located on the north side of a proposed stretch of Cherry Creek Boulevard between River Road to the east and Hazel Dell Parkway. The site is more specifically located in a part of the Northwest Quarter Section 23, Township 18 North, Range 4 East, Clay Township, Hamilton County, Indiana. The overall Legacy development will have two master drainage systems. The Eastern Drainage System will convey stormwater east towards the White River and the Western Drainage System will convey stormwater west towards the Haverstick residential development. The Grove at the Legacy, Section 5 lies entirely within the Eastern Drainage System. This drainage report contains narratives and calculations of said drainage system as it relates to the infrastructure that will be installed with this project. Please refer to The Legacy Stormwater Master Plan prepared by Williams Creek Consulting, Inc. dated May 2012 for more details of the overall drainage for Legacy. The Master Plan includes the modeling for the current and proposed conditions for The Grove at Legacy. EXISTING SITE CONDITIONS Eastern Drainage System / Western Drainage System Please refer to The Legacy Stormwater Master Plan prepared by Williams Creek Consulting, Inc. dated May 2012 for more details of the overall drainage for Legacy. The Master Plan includes the modeling for the current and proposed conditions for The Grove at Legacy. Soil Types: St - Sleeth Loam - Type C Soil OcA - Ockley silt loam - Type B Soil Pa - Palms Muck - Type D Soil FxC3 - Fox clay loam - Type B Soil Adjoining Land Conditions: North: Future Residential South: Residential East: Woods / Future Residential West: Future Residential May 13, 2021 Page 5 of 34 PROPOSED SITE CONDITIONS Please refer to The Legacy Stormwater Master Plan prepared by Williams Creek Consulting, Inc. dated May 2012 for more details of the overall drainage for Legacy. The Master Plan includes the modeling for the current and proposed conditions for The Grove at the Legacy. Section 5 falls within BAS 129 and BAS 122 of the Master Plan, which allows a CN of 94 and a Tc of 5 minutes. As designed, this section will have a composite CN of 89 and a Tc of 12.6. Therefore, the site will be well within the allowable parameters in the Master Plan. In addition to Section 5 being less impervious, previous sections have also been less impervious, further improving the function of the overall Master Plan: STORM SEWER DESIGN The use of Manning’s equation was used for determination of storm drain pipe sizes for non-submerged conditions. The storm drain system is capable of passing the 10-year storm event with free water surface elevations below the crown of pipe. Minimum storm drain flowing velocity for full pipe flow shall be 2.5 fps and maximum storm drain flowing velocity for full pipe flow is 10 fps. The inlet grate castings are designed such that the 10-year storm event shall be sufficiently conveyed into the storm sewer system at 50% efficiency. The inlets are spaced to allow one lane of traffic to remain open during the 10-year storm event. WATER QUALITY All water quality design information can be found in the Water Quality Report performed and completed by Williams Creek Consulting. EMERGENCY FLOOD ROUTING Flood routing is depicted on Sheet C203. REFERENCES Design and data methods are based on the following references: 1. Hamilton County Stormwater Technical Standards Manual 2. HERPICC Stormwater Drainage Manual 3. USDA – Urban Hydrology for Small Watersheds 4. USDA – Soil Conservation Service May 13, 2021 Page 6 of 34 EXHIBITS 1 LOCATION MAP 2 FLOODPLAIN MAP 3 SOILS MAP AND REPORT 4 HANCOCK COUNTY RAINFALL DATA May 13, 2021 Page 7 of 34 SITE 146TH STREETRI V E R R O A D COMMUNITY DRIVE RI V E R R O A DVICINITY MAPSCALE: 1" = 1500'SITEMay 13, 2021 Page 8 of 34 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 3/17/2021 at 9:15 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°3'14"W 40°N 86°2'37"W 39°59'33"N Basemap: USGS National Map: Orthoimagery: Data refreshed October, 2020May 13, 2021 Page 9 of 34 Hydrologic Soil Group—Hamilton County, Indiana Natural Resources Conservation Service Web Soil Survey National Cooperative Soil Survey 3/17/2021 Page 1 of 444276904427730442777044278104427850442789044279304427690442773044277704427810442785044278904427930580980581020581060581100581140581180581220581260581300581340581380 580980 581020 581060 581100 581140 581180 581220 581260 581300 581340 581380 39° 59' 52'' N 86° 3' 5'' W39° 59' 52'' N86° 2' 47'' W39° 59' 43'' N 86° 3' 5'' W39° 59' 43'' N 86° 2' 47'' WN Map projection: Web Mercator Corner coordinates: WGS84 Edge tics: UTM Zone 16N WGS84 0 50 100 200 300 Feet 0 25 50 100 150 Meters Map Scale: 1:1,930 if printed on A landscape (11" x 8.5") sheet. Soil Map may not be valid at this scale.May 13, 2021 Page 10 of 34 MAP LEGEND MAP INFORMATION Area of Interest (AOI) Area of Interest (AOI) Soils Soil Rating Polygons A A/D B B/D C C/D D Not rated or not available Soil Rating Lines A A/D B B/D C C/D D Not rated or not available Soil Rating Points A A/D B B/D C C/D D Not rated or not available 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. Hydrologic Soil Group—Hamilton County, Indiana Natural Resources Conservation Service Web Soil Survey National Cooperative Soil Survey 3/17/2021 Page 2 of 4May 13, 2021 Page 11 of 34 Hydrologic Soil Group Map unit symbol Map unit name Rating Acres in AOI Percent of AOI FnB2 Fox loam, 2 to 6 percent slopes, eroded B 1.0 11.2% OcA Ockley silt loam, 0 to 2 percent slopes B 0.6 7.0% We Westland silty clay loam, 0 to 2 percent slopes B/D 5.6 63.1% YoxA Ockley silt loam-Urban land complex, 0 to 2 percent slopes B 0.8 8.6% YsnA Sleeth loam-Urban land complex, 0 to 2 percent slopes B/D 0.9 10.1% Totals for Area of Interest 9.0 100.0% Hydrologic Soil Group—Hamilton County, Indiana Natural Resources Conservation Service Web Soil Survey National Cooperative Soil Survey 3/17/2021 Page 3 of 4 May 13, 2021 Page 12 of 34 Description Hydrologic soil groups are based on estimates of runoff potential. Soils are assigned to one of four groups according to the rate of water infiltration when the soils are not protected by vegetation, are thoroughly wet, and receive precipitation from long-duration storms. The soils in the United States are assigned to four groups (A, B, C, and D) and three dual classes (A/D, B/D, and C/D). The groups are defined as follows: Group A. Soils having a high infiltration rate (low runoff potential) when thoroughly wet. These consist mainly of deep, well drained to excessively drained sands or gravelly sands. These soils have a high rate of water transmission. Group B. Soils having a moderate infiltration rate when thoroughly wet. These consist chiefly of moderately deep or deep, moderately well drained or well drained soils that have moderately fine texture to moderately coarse texture. These soils have a moderate rate of water transmission. Group C. Soils having a slow infiltration rate when thoroughly wet. These consist chiefly of soils having a layer that impedes the downward movement of water or soils of moderately fine texture or fine texture. These soils have a slow rate of water transmission. Group D. Soils having a very slow infiltration rate (high runoff potential) when thoroughly wet. These consist chiefly of clays that have a high shrink-swell potential, soils that have a high water table, soils that have a claypan or clay layer at or near the surface, and soils that are shallow over nearly impervious material. These soils have a very slow rate of water transmission. If a soil is assigned to a dual hydrologic group (A/D, B/D, or C/D), the first letter is for drained areas and the second is for undrained areas. Only the soils that in their natural condition are in group D are assigned to dual classes. Rating Options Aggregation Method: Dominant Condition Component Percent Cutoff: None Specified Tie-break Rule: Higher Hydrologic Soil Group—Hamilton County, Indiana Natural Resources Conservation Service Web Soil Survey National Cooperative Soil Survey 3/17/2021 Page 4 of 4 May 13, 2021 Page 13 of 34 200-6 TABLE 201-2: Rainfall Intensities for Various Return Periods and Storm Durations Rainfall Intensity (Inches/Hour) Return Period (Years) Duration 2 5 10 25 50 100 5 Min. 4.63 5.43 6.12 7.17 8.09 9.12 10 Min. 3.95 4.63 5.22 6.12 6.90 7.78 15 Min. 3.44 4.03 4.55 5.33 6.01 6.77 20 Min. 3.04 3.56 4.02 4.71 5.31 5.99 30 Min. 2.46 2.88 3.25 3.81 4.29 4.84 40 Min. 2.05 2.41 2.71 3.18 3.59 4.05 50 Min. 1.76 2.06 2.33 2.73 3.07 3.47 1 Hr. 1.54 1.80 2.03 2.38 2.68 3.03 1.5 Hrs. 1.07 1.23 1.42 1.63 1.91 2.24 2 Hrs. 0.83 0.95 1.11 1.37 1.60 1.87 3 Hrs. 0.59 0.72 0.84 1.04 1.22 1.42 4 Hrs. 0.47 0.58 0.68 0.84 0.99 1.15 5 Hrs. 0.40 0.49 0.58 0.71 0.83 0.97 6 Hrs. 0.35 0.43 0.50 0.62 0.72 0.85 7 Hrs. 0.31 0.38 0.44 0.55 0.64 0.75 8 Hrs. 0.28 0.34 0.40 0.49 0.57 0.67 9 Hrs. 0.25 0.31 0.36 0.45 0.52 0.61 10 Hrs. 0.23 0.28 0.33 0.41 0.48 0.56 12 Hrs. 0.20 0.24 0.29 0.35 0.41 0.48 14 Hrs. 0.17 0.22 0.25 0.31 0.36 0.42 16 Hrs. 0.16 0.19 0.23 0.28 0.32 0.38 18 Hrs. 0.14 0.17 0.20 0.25 0.29 0.34 20 Hrs. 0.13 0.16 0.19 0.23 0.27 0.31 24 Hrs. 0.11 0.14 0.16 0.20 0.23 0.27 Source: Purdue,A.M., et. al., "Statistical Characteristics of Short Time Incremental Rainfall", Aug., 1992. (Values in this table are based on IDF equation and coefficients provided for Indianapolis, IN.) TABLE 201-3: Rainfall Depths for Various Return Periods May 13, 2021 Page 14 of 34 Rainfall Depth (Inches) Return Period (Years) Duration 2 5 10 25 50 100 24 Hrs. 2.66 3.27 3.83 4.72 5.52 6.46 Source: Purdue,A.M., et. al., "Statistical Characteristics of Short Time Incremental Rainfall", Aug., 1992.(Values in this table are based on IDF equation and coefficients provided for Indianapolis, IN.) TABLE 201-4: NRCS Type 2 Rainfall Distribution Ordinates (for use when not already built in the computer program ) Cumulative Percent Cumulative Percent of Storm Depth Cumulative Percent Cumulative Percent of Storm Depth of Storm Time of Storm Time 0 0 52 73 4 1 53 75 10 2.5 54 77 15 4 55 78 20 6 56 80 25 8 57 81 30 10 58 82 33 12 60 83.5 35 13 63 86 38 15 65 87 40 16.5 67 88 42 19 70 89.5 43 20 72 91 44 21 75 92 45 22 77 93 46 23 80 94 47 26 83 95 48 30 85 96 48.5 34 87 97 48.7 37 90 98 49 50 95 99 50 64 100 100 51 71 200-7 May 13, 2021 Page 15 of 34 APPENDIX A STORM SEWER DESIGN CALCULATIONS May 13, 2021 Page 16 of 34 Job #55115PYT-S5 CNw=Site Weighted CN=89 Site Imperviousness =50% Total Drainage Area Total Impervious Area Aimp Total Impervious Area Aimp Total Pervious Area Aper Total Agricultural Area Aag Sub-Basin Weighted C-Factor Sub-Basin Weighted CN (ac)(sq. ft.)(ac)(ac)(ac)Cw CNw A B C D 818 0.68 23972 0.55 0.13 0.00 0.72 94.6 0.49 81%86.7 90.9 93.4 94.6 64.3 819 0.10 2200 0.05 0.05 0.00 0.51 89.1 0.05 51%68.8 79.7 86.1 89.1 8.9 820 0.07 2200 0.05 0.02 0.00 0.66 93.0 0.05 72%81.6 87.7 91.3 93.0 6.5 857 0.43 13529 0.31 0.12 0.00 0.66 93.0 0.28 72%81.6 87.7 91.3 93.0 40.0 857A 0.18 5175 0.12 0.06 0.00 0.62 91.9 0.11 66%77.9 85.4 89.8 91.9 16.5 866 1.23 43487 1.00 0.23 0.00 0.72 94.6 0.89 81%86.9 91.0 93.5 94.6 116.4 874 1.29 45680 1.05 0.24 0.00 0.72 94.6 0.93 81%87.0 91.1 93.5 94.6 122.1 875 0.38 12686 0.29 0.09 0.00 0.69 93.8 0.26 77%84.2 89.4 92.4 93.8 35.6 ToSec4B 0.96 23790 0.55 0.41 0.00 0.55 90.2 0.53 57%72.6 82.0 87.7 90.2 86.6 ToDrainSwale 3.51 20618 0.47 3.04 0.00 0.25 82.4 0.89 13%47.0 66.0 77.2 82.4 289.3 CN x AreaCA % Impervious CN Conversion by Hydrologic Soil GroupStructure # Runoff Coefficients & Weighted Curve Numbers Post Developed Site Cw = 0.85Aimp + 0.16Aper + 0.5Aag 98Aimp + 80Aper Total Drainage Area Total Drainage Area The Grove at the Legacy S5 May 13, 2021 Page 17 of 34 Time of Concentrations Job #55115PYT-S5 StormCAD Post-Developed Site Description n = L = P2 =s =Tt = .007(nL)0.8/(P2 0.5s0.4)Description s=V = L = Tt = L/V Tc (total)Tc (total) (ft) (in) (ft/ft)(hrs)Paved/Unpaved (ft/ft) (ft/s) (ft) (hrs) (hrs)(min) 818 Dense Grasses 0.24 37 2.66 0.02 0.1178 Paved 0.007 1.70078 130 0.0212 0.1390 8.3 819 Dense Grasses 0.24 33 2.66 0.02 0.1075 Paved 0.006 1.57462 89 0.0157 0.1232 7.4 820 Dense Grasses 0.24 17 2.66 0.02 0.0632 Paved 0.006 1.57462 89 0.0157 0.0789 5.0 857 Dense Grasses 0.24 57 2.66 0.02 0.1664 Paved 0.006 1.57462 200 0.0353 0.2017 12.1 866 Dense Grasses 0.24 40 2.66 0.02 0.1253 Paved 0.015 2.48969 210 0.0234 0.1488 8.9 874 Dense Grasses 0.24 58 2.66 0.02 0.1687 Paved 0.01 2.03282 308 0.0421 0.2108 12.6 875 Dense Grasses 0.24 40 2.66 0.02 0.1253 Paved 0.0117 2.19883 180 0.0227 0.1481 8.9 ToSec4B Dense Grasses 0.24 45 2.66 0.02 0.1377 Unpaved 0.01 1.61345 80 0.0138 0.1515 9.1 ToDrainSwale Dense Grasses 0.24 45 2.66 0.02 0.1377 Unpaved 0.01 1.61345 80 0.0138 0.1515 9.1 The Grove at the Legacy S5 Basin Sheet Flow Manual (L/V)May 13, 2021 Page 18 of 34 Castings are depressed: 0.10'Weir Equation: Orifice Equation: Neenah Inlet Type: Street Width:30 ft Perimeter Area Alley width:28 ft 50% Clogged 3.45 0.70 Min. Clear Lane Width:10 ft Unclogged 4.60 1.40 Inlet Rational Flow Contributing Bypass Basins Bypass Flow Total Flow Grate Perimeter Grate Area Depth at Casting (Weir) Depth at Casting (Orifice) Cross-Sectional Slope Gutter Spread (Weir) Gutter Spread (Orifice) Clear Lane Width (#) (cfs)(#)(cfs)(cfs)(ft)(ft2)(ft)(ft)(%)(ft)(ft)(ft) 818 2.67 2.67 6.9 1.4 0.26 0.15 2.54% 6.11 2.04 Double Single 819 0.29 0.29 3.45 0.7 0.09 0.01 2.54% 0.00 0.00 Single 820 0.28 0.28 3.45 0.7 0.09 0.01 2.54% 0.00 0.00 Single 857 1.97 1.97 3.45 0.7 0.33 0.33 2.54% 9.11 9.15 Single Single 866 4.75 846 0.23 4.98 6.9 1.4 0.39 0.53 2.54% 11.29 16.89 Double Single 874 4.48 4.48 6.9 1.4 0.36 0.43 2.54% 10.27 12.95 Double Single 875 1.41 1.41 3.45 0.7 0.26 0.17 2.54% 6.47 2.71 Single Single Curb Inlet Capacities Job #55115PYT-S5 R-3501-TL or TR (Clear Lane Width formula subtracts 2 ft for curbing) *Note: Perimeter loss due to 50% clog is only 25% reduced length. Per City of Carmel Stormwater Technical Standards Manual Inlet Type 21.9 28.0 18.9 The Grove at the Legacy S5 11.1 15.0 21.5May 13, 2021 Page 19 of 34 Project Description Grove at the Legacy S5 Rev1 05-11-2021.SPF Project Options CFS Elevation Rational User-Defined Steady Flow YES YES Analysis Options Mar 04, 2020 00:00:00 Mar 05, 2020 00:00:00 Mar 04, 2020 00:00:00 0 days 0 01:00:00 days hh:mm:ss 0 00:05:00 days hh:mm:ss 0 00:05:00 days hh:mm:ss 30 seconds Number of Elements Qty 0 24 40 37 3 0 0 0 37 0 37 0 0 0 0 0 0 Rainfall Details 10 year(s) Outlets .......................................................................... Pollutants .............................................................................. Land Uses ............................................................................ Return Period........................................................................ Links...................................................................................... Channels ...................................................................... Pipes ............................................................................ Pumps .......................................................................... Orifices ......................................................................... Weirs ............................................................................ Nodes.................................................................................... Junctions ...................................................................... Outfalls ......................................................................... Flow Diversions ........................................................... Inlets ............................................................................ Storage Nodes ............................................................. Runoff (Dry Weather) Time Step .......................................... Runoff (Wet Weather) Time Step ........................................ Reporting Time Step ............................................................ Routing Time Step ................................................................ Rain Gages ........................................................................... Subbasins.............................................................................. Enable Overflow Ponding at Nodes ...................................... Skip Steady State Analysis Time Periods ............................ Start Analysis On .................................................................. End Analysis On ................................................................... Start Reporting On ................................................................ Antecedent Dry Days ............................................................ File Name ............................................................................. Flow Units ............................................................................. Elevation Type ...................................................................... Hydrology Method ................................................................. Time of Concentration (TOC) Method .................................. Link Routing Method ............................................................. May 13, 2021 Page 20 of 34 Subbasin Summary SN Subbasin Area Weighted Total Total Total Peak Time of ID Runoff Rainfall Runoff Runoff Runoff Concentration Coefficient Volume (ac)(in) (in) (ac-in) (cfs) (days hh:mm:ss) 1 Sub-818 0.68 0.7200 0.76 0.55 0.37 2.67 0 00:08:18 2 Sub-819 0.10 0.5100 0.68 0.35 0.03 0.29 0 00:07:24 3 Sub-820 0.07 0.6600 0.51 0.34 0.02 0.28 0 00:05:00 4 Sub-822 0.86 0.6300 1.29 0.81 0.70 2.25 0 00:18:36 5 Sub-831 0.50 0.5900 0.65 0.38 0.19 1.68 0 00:06:48 6 Sub-835 0.18 0.5800 1.19 0.69 0.12 0.46 0 00:16:23 7 Sub-844 0.44 0.5700 0.67 0.38 0.17 1.41 0 00:07:12 8 Sub-857 0.43 0.6600 0.99 0.66 0.28 1.39 0 00:12:06 9 Sub-857A 0.18 0.6200 0.51 0.32 0.06 0.68 0 00:05:00 10 Sub-864 0.41 0.5800 0.69 0.40 0.16 1.33 0 00:07:18 11 Sub-864A 0.41 0.5800 0.77 0.45 0.18 1.29 0 00:08:30 12 Sub-865 0.70 0.6000 1.02 0.62 0.43 2.01 0 00:12:54 13 Sub-866 1.23 0.7200 0.79 0.57 0.70 4.75 0 00:08:54 14 Sub-874 1.29 0.7200 1.02 0.73 0.95 4.48 0 00:12:36 15 Sub-875 0.38 0.6900 0.79 0.55 0.21 1.41 0 00:08:54 16 Sub-EX825 0.50 0.5700 0.84 0.48 0.24 1.51 0 00:09:30 17 Sub-EX827 0.94 0.6200 1.02 0.64 0.60 2.79 0 00:12:54 18 Sub-EX828 0.41 0.5000 0.76 0.38 0.15 1.11 0 00:08:24 19 Sub-EX829 0.52 0.5700 1.05 0.60 0.31 1.41 0 00:13:06 20 Sub-EX829A 0.23 0.7000 0.60 0.42 0.10 0.94 0 00:06:12 21 Sub-EX836 0.52 0.5700 1.27 0.72 0.38 1.24 0 00:18:12 22 Sub-EX838 0.53 0.6900 0.98 0.68 0.36 1.80 0 00:12:00 23 Sub-EX839 0.61 0.6700 1.00 0.67 0.41 1.99 0 00:12:18 24 Sub-EX843 0.17 0.5600 1.14 0.64 0.11 0.43 0 00:15:12 May 13, 2021 Page 21 of 34 Node Summary SN Element Element Invert Ground/Rim Initial Surcharge Ponded Peak Max HGL Max Min Time of Total Total Time ID Type Elevation (Max) Water Elevation Area Inflow Elevation Surcharge Freeboard Peak Flooded Flooded Elevation Elevation Attained Depth Attained Flooding Volume Attained Occurrence (ft) (ft) (ft) (ft) (ft²) (cfs) (ft) (ft) (ft) (days hh:mm) (ac-in) (min) 1 817 Junction 749.44 753.99 749.44 753.99 0.00 4.75 750.70 0.00 3.29 0 00:00 0.00 0.00 2 818 Junction 748.14 754.56 748.14 754.56 0.00 10.38 749.64 0.00 4.92 0 00:00 0.00 0.00 3 819 Junction 747.60 753.88 747.60 753.88 0.00 10.61 749.14 0.00 4.74 0 00:00 0.00 0.00 4 820 Junction 747.36 753.88 747.36 753.88 0.00 10.67 748.88 0.00 5.00 0 00:00 0.00 0.00 5 822 Junction 752.94 756.91 752.94 756.91 0.00 2.25 753.70 0.00 3.21 0 00:00 0.00 0.00 6 823 Junction 752.77 756.92 752.77 756.92 0.00 2.25 753.63 0.00 3.29 0 00:00 0.00 0.00 7 824 Junction 752.15 757.08 752.15 757.08 0.00 3.56 753.16 0.00 3.92 0 00:00 0.00 0.00 8 831 Junction 752.32 756.29 752.32 756.29 0.00 1.68 752.76 0.00 3.53 0 00:00 0.00 0.00 9 832 Junction 751.63 756.29 751.63 756.29 0.00 4.21 752.74 0.00 3.55 0 00:00 0.00 0.00 10 835 Junction 753.61 757.15 753.61 757.15 0.00 0.46 753.88 0.00 3.27 0 00:00 0.00 0.00 11 844 Junction 751.52 755.19 751.52 755.19 0.00 1.41 752.15 0.00 3.04 0 00:00 0.00 0.00 12 857 Junction 750.02 754.69 750.02 754.69 0.00 1.39 750.63 0.00 4.06 0 00:00 0.00 0.00 13 857A Junction 750.21 754.69 750.21 754.69 0.00 0.68 750.62 0.00 4.07 0 00:00 0.00 0.00 14 858 Junction 749.88 755.19 749.88 755.19 0.00 2.57 750.59 0.00 4.60 0 00:00 0.00 0.00 15 858A Junction 749.22 755.00 749.22 755.00 0.00 2.57 750.03 0.00 4.97 0 00:00 0.00 0.00 16 860 Junction 748.30 754.56 748.30 754.56 0.00 7.87 749.68 0.00 4.88 0 00:00 0.00 0.00 17 861 Junction 751.30 756.60 751.30 756.60 0.00 6.28 752.56 0.00 4.04 0 00:00 0.00 0.00 18 864 Junction 752.07 756.35 752.07 756.35 0.00 2.65 752.88 0.00 3.47 0 00:00 0.00 0.00 19 864A Junction 752.53 756.35 752.53 756.35 0.00 1.53 753.21 0.00 3.14 0 00:00 0.00 0.00 20 865 Junction 752.40 757.08 752.40 757.08 0.00 2.01 752.94 0.00 4.14 0 00:00 0.00 0.00 21 866 Junction 749.76 753.98 749.76 753.98 0.00 4.75 750.78 0.00 3.20 0 00:00 0.00 0.00 22 873 Junction 749.39 753.83 749.39 753.83 0.00 4.48 750.41 0.00 3.42 0 00:00 0.00 0.00 23 874 Junction 749.58 753.83 749.58 753.83 0.00 4.48 750.50 0.00 3.32 0 00:00 0.00 0.00 24 875 Junction 750.35 755.02 750.35 755.02 0.00 1.41 751.44 0.00 3.57 0 00:00 0.00 0.00 25 EX825 Junction 751.54 756.44 751.54 756.44 0.00 2.15 752.34 0.00 4.10 0 00:00 0.00 0.00 26 EX826 Junction 751.16 755.94 751.16 755.94 0.00 11.11 752.30 0.00 3.64 0 00:00 0.00 0.00 27 EX827 Junction 751.00 756.18 751.00 756.18 0.00 13.58 752.60 0.00 3.58 0 00:00 0.00 0.00 28 EX828 Junction 750.80 755.47 750.80 755.47 0.00 15.35 752.40 0.00 3.07 0 00:00 0.00 0.00 29 EX829 Junction 749.97 755.69 749.97 755.69 0.00 16.37 751.56 0.00 4.13 0 00:00 0.00 0.00 30 EX829A Junction 749.91 755.63 749.91 755.63 0.00 16.80 751.50 0.00 4.13 0 00:00 0.00 0.00 31 EX836 Junction 752.50 756.37 752.50 756.37 0.00 1.24 753.02 0.00 3.35 0 00:00 0.00 0.00 32 EX837 Junction 752.81 757.17 752.11 757.17 0.00 1.79 753.55 0.00 3.62 0 00:00 0.00 0.00 33 EX838 Junction 752.99 757.32 752.99 757.32 0.00 1.79 753.63 0.00 3.69 0 00:00 0.00 0.00 34 EX839 Junction 753.12 757.25 753.12 757.25 0.00 1.99 753.55 0.00 3.70 0 00:00 0.00 0.00 35 EX840 Junction 752.00 757.15 752.00 757.15 0.00 3.73 753.33 0.00 3.82 0 00:00 0.00 0.00 36 EX843 Junction 751.71 755.98 751.71 755.98 0.00 0.43 751.98 0.00 4.00 0 00:00 0.00 0.00 37 EX862 Junction 751.45 756.49 751.45 756.49 0.00 3.73 752.46 0.00 4.03 0 00:00 0.00 0.00 38 Out-1820-821 Outfall 747.10 10.67 748.51 39 Out-1858-859 Outfall 748.80 2.57 749.44 40 Out-EX830 Outfall 749.79 16.80 751.34 May 13, 2021 Page 22 of 34 Link Summary SN Element Element From To (Outlet) Length Inlet Outlet Average Diameter or Manning's Peak Design Flow Peak Flow/ Peak Flow Peak Flow Peak Flow Total Time Reported ID Type (Inlet) Node Invert Invert Slope Height Roughness Flow Capacity Design Flow Velocity Depth Depth/ Surcharged Condition Node Elevation Elevation Ratio Total Depth Ratio (ft) (ft) (ft) (%) (in)(cfs) (cfs)(ft/sec) (ft)(min) 1 817-860 Pipe 817 860 317.00 749.44 748.40 0.3300 18.000 0.0130 4.75 6.02 0.79 3.77 1.00 0.67 0.00 Calculated 2 818-819 Pipe 818 819 99.93 748.16 747.72 0.4400 21.000 0.0130 10.38 10.51 0.99 4.98 1.42 0.81 0.00 Calculated 3 819-820 Pipe 819 820 30.00 747.62 747.48 0.4700 21.000 0.0130 10.61 10.82 0.98 5.13 1.40 0.80 0.00 Calculated 4 820-821 Pipe 820 Out-1820-821 59.59 747.38 747.10 0.4700 21.000 0.0130 10.67 10.86 0.98 5.15 1.41 0.80 0.00 Calculated 5 822-823 Pipe 822 823 15.00 752.94 752.87 0.4700 12.000 0.0130 2.25 2.43 0.92 3.52 0.76 0.76 0.00 Calculated 6 823-824 Pipe 823 824 240.00 752.77 752.25 0.2200 15.000 0.0130 2.25 3.01 0.75 2.69 0.81 0.64 0.00 Calculated 7 824-861 Pipe 824 861 191.00 752.15 751.55 0.3100 15.000 0.0130 3.56 3.62 0.98 3.36 1.01 0.80 0.00 Calculated 8 831-832 Pipe 831 832 15.00 752.32 752.11 1.4000 12.000 0.0130 1.68 4.22 0.40 5.07 0.44 0.44 0.00 Calculated 9 832-861 Pipe 832 861 115.00 751.63 751.40 0.2000 18.000 0.0130 4.21 4.70 0.90 3.00 1.11 0.74 0.00 Calculated 10 832-864 Pipe 864 832 191.00 752.07 751.73 0.1800 18.000 0.0130 2.65 4.70 0.56 2.74 0.81 0.54 0.00 Calculated 11 835-864A Pipe 835 864A 160.00 753.61 752.63 0.6100 12.000 0.0130 0.46 2.79 0.16 2.62 0.27 0.27 0.00 Calculated 12 844-EX828 Pipe 844 EX828 188.01 751.52 750.96 0.3000 12.000 0.0130 1.41 1.94 0.73 2.70 0.63 0.63 0.00 Calculated 13 847-873 Pipe 874 873 15.00 749.58 749.49 0.6000 15.000 0.0130 4.48 5.00 0.90 4.61 0.92 0.74 0.00 Calculated 14 857-858 Pipe 857 858 12.61 750.02 749.98 0.3200 12.000 0.0130 1.39 2.01 0.69 2.76 0.61 0.61 0.00 Calculated 15 858A-858 Pipe 858 858A 78.00 749.88 749.32 0.7200 12.000 0.0130 2.57 3.02 0.85 4.32 0.71 0.71 0.00 Calculated 16 859-858A Pipe 858A Out-1858-859 44.00 749.22 748.80 0.9500 12.000 0.0130 2.57 3.48 0.74 4.85 0.64 0.64 0.00 Calculated 17 860-818 Pipe 860 818 15.00 748.30 748.26 0.2700 21.000 0.0130 7.87 8.18 0.96 3.87 1.38 0.79 0.00 Calculated 18 861-EX826 Pipe 861 EX826 113.48 751.30 751.16 0.1200 24.000 0.0130 6.28 10.12 0.62 3.39 1.14 0.57 0.00 Calculated 19 864A-864 Pipe 864A 864 160.00 752.53 752.07 0.2900 12.000 0.0130 1.53 1.91 0.80 2.70 0.68 0.68 0.00 Calculated 20 865-824 Pipe 865 824 15.00 752.40 752.25 1.0000 12.000 0.0130 2.01 3.56 0.56 4.67 0.54 0.54 0.00 Calculated 21 866-817 Pipe 866 817 15.00 749.76 749.68 0.5500 15.000 0.0130 4.75 4.78 0.99 4.44 1.02 0.81 0.00 Calculated 22 873-860 Pipe 873 860 161.00 749.39 748.40 0.6100 15.000 0.0130 4.48 5.07 0.89 4.66 0.91 0.73 0.00 Calculated 23 875-858 Pipe 875 858 31.47 751.11 750.25 2.7300 12.000 0.0130 1.41 5.89 0.24 6.15 0.33 0.33 0.00 Calculated 24 EX825-EX826 Pipe EX825 EX826 194.37 751.54 751.16 0.2000 15.000 0.0130 2.15 2.89 0.75 2.58 0.80 0.64 0.00 Calculated 25 EX826-EX827 Pipe EX826 EX827 20.54 751.16 751.00 0.7800 27.000 0.0130 11.11 27.33 0.41 6.52 1.00 0.44 0.00 Calculated 26 EX827-EX828 Pipe EX827 EX828 100.68 751.00 750.80 0.2000 30.000 0.0130 13.58 18.34 0.74 4.09 1.60 0.64 0.00 Calculated 27 EX828-EX829 Pipe EX828 EX829 99.27 750.80 749.97 0.8300 30.000 0.0130 15.35 37.44 0.41 7.25 1.12 0.45 0.00 Calculated 28 EX829A-EX828 Pipe EX829A Out-EX830 54.74 749.91 749.79 0.2300 36.000 0.0130 16.80 31.84 0.53 4.56 1.55 0.52 0.00 Calculated 29 EX829-EX829A Pipe EX829 EX829A 30.04 749.97 749.91 0.1900 36.000 0.0130 16.37 29.83 0.55 4.32 1.59 0.53 0.00 Calculated 30 EX836-EX825 Pipe EX836 EX825 232.49 752.50 751.54 0.4100 12.000 0.0130 1.24 2.29 0.54 2.97 0.52 0.52 0.00 Calculated 31 EX837-EX840 Pipe EX837 EX840 201.39 752.81 752.10 0.3500 12.000 0.0130 1.79 2.12 0.85 3.02 0.71 0.71 0.00 Calculated 32 EX838-EX837 Pipe EX838 EX837 16.72 752.99 752.91 0.4700 12.000 0.0130 1.79 2.45 0.73 3.41 0.64 0.64 0.00 Calculated 33 EX839-EX840 Pipe EX839 EX840 14.24 753.12 752.91 1.5100 15.000 0.0130 1.99 7.94 0.25 5.38 0.43 0.34 0.00 Calculated 34 EX840-EX862 Pipe EX840 EX862 191.27 752.00 751.50 0.2600 18.000 0.0130 3.73 5.37 0.70 3.28 0.92 0.61 0.00 Calculated 35 EX843-EX828 Pipe EX843 EX828 127.27 751.71 751.00 0.5600 12.000 0.0130 0.43 2.66 0.16 2.49 0.27 0.27 0.00 Calculated 36 EX862-EX826 Pipe EX862 EX826 116.90 751.45 751.25 0.1700 18.000 0.0130 3.73 4.70 0.79 2.95 1.01 0.67 0.00 Calculated 37 Link-01 Pipe 857A 857 31.00 750.21 750.12 0.2900 12.000 0.0130 0.68 1.92 0.36 2.24 0.41 0.41 0.00 CalculatedMay 13, 2021 Page 23 of 34 Junction Input SN Element Invert Ground/Rim Ground/Rim Initial Initial Surcharge Surcharge Ponded Minimum ID Elevation (Max) (Max) Water Water Elevation Depth Area Pipe Elevation Offset Elevation Depth Cover (ft) (ft) (ft) (ft) (ft) (ft) (ft) (ft²) (in) 1 817 749.44 753.99 4.55 749.44 0.00 753.99 0.00 0.00 0.00 2 818 748.14 754.56 6.42 748.14 0.00 754.56 0.00 0.00 0.00 3 819 747.60 753.88 6.28 747.60 0.00 753.88 0.00 0.00 0.00 4 820 747.36 753.88 6.52 747.36 0.00 753.88 0.00 0.00 0.00 5 822 752.94 756.91 3.97 752.94 0.00 756.91 0.00 0.00 0.00 6 823 752.77 756.92 4.15 752.77 0.00 756.92 0.00 0.00 0.00 7 824 752.15 757.08 4.93 752.15 0.00 757.08 0.00 0.00 0.00 8 831 752.32 756.29 3.97 752.32 0.00 756.29 0.00 0.00 0.00 9 832 751.63 756.29 4.66 751.63 0.00 756.29 0.00 0.00 0.00 10 835 753.61 757.15 3.54 753.61 0.00 757.15 0.00 0.00 0.00 11 844 751.52 755.19 3.67 751.52 0.00 755.19 0.00 0.00 0.00 12 857 750.02 754.69 4.67 750.02 0.00 754.69 0.00 0.00 0.00 13 857A 750.21 754.69 4.48 750.21 0.00 754.69 0.00 0.00 0.00 14 858 749.88 755.19 5.31 749.88 0.00 755.19 0.00 0.00 0.00 15 858A 749.22 755.00 5.78 749.22 0.00 755.00 0.00 0.00 0.00 16 860 748.30 754.56 6.26 748.30 0.00 754.56 0.00 0.00 0.00 17 861 751.30 756.60 5.30 751.30 0.00 756.60 0.00 0.00 0.00 18 864 752.07 756.35 4.28 752.07 0.00 756.35 0.00 0.00 0.00 19 864A 752.53 756.35 3.82 752.53 0.00 756.35 0.00 0.00 0.00 20 865 752.40 757.08 4.68 752.40 0.00 757.08 0.00 0.00 0.00 21 866 749.76 753.98 4.22 749.76 0.00 753.98 0.00 0.00 0.00 22 873 749.39 753.83 4.44 749.39 0.00 753.83 0.00 0.00 0.00 23 874 749.58 753.83 4.25 749.58 0.00 753.83 0.00 0.00 0.00 24 875 750.35 755.02 4.67 750.35 0.00 755.02 0.00 0.00 0.00 25 EX825 751.54 756.44 4.90 751.54 0.00 756.44 0.00 0.00 0.00 26 EX826 751.16 755.94 4.78 751.16 0.00 755.94 0.00 0.00 0.00 27 EX827 751.00 756.18 5.18 751.00 0.00 756.18 0.00 0.00 0.00 28 EX828 750.80 755.47 4.67 750.80 0.00 755.47 0.00 0.00 0.00 29 EX829 749.97 755.69 5.72 749.97 0.00 755.69 0.00 0.00 0.00 30 EX829A 749.91 755.63 5.71 749.91 0.00 755.63 0.00 0.00 0.00 31 EX836 752.50 756.37 3.87 752.50 0.00 756.37 0.00 0.00 0.00 32 EX837 752.81 757.17 4.36 752.11 -0.70 757.17 0.00 0.00 0.00 33 EX838 752.99 757.32 4.33 752.99 0.00 757.32 0.00 0.00 0.00 34 EX839 753.12 757.25 4.13 753.12 0.00 757.25 0.00 0.00 0.00 35 EX840 752.00 757.15 5.15 752.00 0.00 757.15 0.00 0.00 0.00 36 EX843 751.71 755.98 4.27 751.71 0.00 755.98 0.00 0.00 0.00 37 EX862 751.45 756.49 5.04 751.45 0.00 756.49 0.00 0.00 0.00 May 13, 2021 Page 24 of 34 Junction Results SN Element Peak Peak Max HGL Max HGL Max Min Average HGL Average HGL Time of Time of Total Total Time ID Inflow Lateral Elevation Depth Surcharge Freeboard Elevation Depth Max HGL Peak Flooded Flooded Inflow Attained Attained Depth Attained Attained Attained Occurrence Flooding Volume Attained Occurrence (cfs) (cfs) (ft) (ft) (ft) (ft)(ft)(ft) (days hh:mm) (days hh:mm) (ac-in) (min) 1 817 4.75 0.00 750.70 1.26 0.00 3.29 749.69 0.25 0 00:09 0 00:00 0.00 0.00 2 818 10.38 2.67 749.64 1.50 0.00 4.92 748.27 0.13 0 00:09 0 00:00 0.00 0.00 3 819 10.61 0.29 749.14 1.54 0.00 4.74 747.73 0.13 0 00:09 0 00:00 0.00 0.00 4 820 10.67 0.28 748.88 1.52 0.00 5.00 747.49 0.13 0 00:09 0 00:00 0.00 0.00 5 822 2.25 2.25 753.70 0.76 0.00 3.21 752.95 0.01 0 00:18 0 00:00 0.00 0.00 6 823 2.25 0.00 753.63 0.86 0.00 3.29 752.88 0.11 0 00:18 0 00:00 0.00 0.00 7 824 3.56 0.00 753.16 1.01 0.00 3.92 752.26 0.11 0 00:13 0 00:00 0.00 0.00 8 831 1.68 1.68 752.76 0.44 0.00 3.53 752.32 0.00 0 00:07 0 00:00 0.00 0.00 9 832 4.21 0.00 752.74 1.11 0.00 3.55 752.11 0.48 0 00:07 0 00:00 0.00 0.00 10 835 0.46 0.46 753.88 0.27 0.00 3.27 753.61 0.00 0 00:16 0 00:00 0.00 0.00 11 844 1.41 1.41 752.15 0.63 0.00 3.04 751.52 0.00 0 00:07 0 00:00 0.00 0.00 12 857 1.39 1.39 750.63 0.61 0.00 4.06 750.13 0.11 0 00:12 0 00:00 0.00 0.00 13 857A 0.68 0.68 750.62 0.41 0.00 4.07 750.21 0.00 0 00:05 0 00:00 0.00 0.00 14 858 2.57 0.00 750.59 0.71 0.00 4.60 750.25 0.37 0 00:12 0 00:00 0.00 0.00 15 858A 2.57 0.00 750.03 0.81 0.00 4.97 749.33 0.11 0 00:09 0 00:00 0.00 0.00 16 860 7.87 0.00 749.68 1.38 0.00 4.88 748.41 0.11 0 00:09 0 00:00 0.00 0.00 17 861 6.28 0.00 752.56 1.26 0.00 4.04 751.57 0.27 0 00:13 0 00:00 0.00 0.00 18 864 2.65 1.33 752.88 0.81 0.00 3.47 752.08 0.01 0 00:07 0 00:00 0.00 0.00 19 864A 1.53 1.29 753.21 0.68 0.00 3.14 752.64 0.11 0 00:08 0 00:00 0.00 0.00 20 865 2.01 2.01 752.94 0.54 0.00 4.14 752.41 0.01 0 00:13 0 00:00 0.00 0.00 21 866 4.75 4.75 750.78 1.02 0.00 3.20 749.77 0.01 0 00:09 0 00:00 0.00 0.00 22 873 4.48 0.00 750.41 1.02 0.00 3.42 749.50 0.11 0 00:12 0 00:00 0.00 0.00 23 874 4.48 4.48 750.50 0.92 0.00 3.32 749.59 0.01 0 00:12 0 00:00 0.00 0.00 24 875 1.41 1.41 751.44 1.09 0.00 3.57 751.11 0.76 0 00:09 0 00:00 0.00 0.00 25 EX825 2.15 1.51 752.34 0.80 0.00 4.10 751.55 0.01 0 00:09 0 00:00 0.00 0.00 26 EX826 11.11 0.00 752.30 1.14 0.00 3.64 751.27 0.11 0 00:08 0 00:00 0.00 0.00 27 EX827 13.58 2.79 752.60 1.60 0.00 3.58 751.02 0.02 0 00:12 0 00:00 0.00 0.00 28 EX828 15.35 1.11 752.40 1.60 0.00 3.07 751.02 0.22 0 00:12 0 00:00 0.00 0.00 29 EX829 16.37 1.41 751.56 1.59 0.00 4.13 750.00 0.03 0 00:09 0 00:00 0.00 0.00 30 EX829A 16.80 0.94 751.50 1.59 0.00 4.13 749.94 0.03 0 00:09 0 00:00 0.00 0.00 31 EX836 1.24 1.24 753.02 0.52 0.00 3.35 752.51 0.01 0 00:18 0 00:00 0.00 0.00 32 EX837 1.79 0.00 753.55 0.74 0.00 3.62 752.92 0.11 0 00:12 0 00:00 0.00 0.00 33 EX838 1.79 1.79 753.63 0.64 0.00 3.69 753.00 0.01 0 00:12 0 00:00 0.00 0.00 34 EX839 1.99 1.99 753.55 0.43 0.00 3.70 753.12 0.00 0 00:12 0 00:00 0.00 0.00 35 EX840 3.73 0.00 753.33 1.33 0.00 3.82 752.91 0.91 0 00:12 0 00:00 0.00 0.00 36 EX843 0.43 0.43 751.98 0.27 0.00 4.00 751.71 0.00 0 00:15 0 00:00 0.00 0.00 37 EX862 3.73 0.00 752.46 1.01 0.00 4.03 751.51 0.06 0 00:12 0 00:00 0.00 0.00 May 13, 2021 Page 25 of 34 Pipe Input SN Element Length Inlet Inlet Outlet Outlet Total Average Pipe Pipe Pipe Manning's Entrance Exit/Bend Additional Initial Flap No. of ID Invert Invert Invert Invert Drop Slope Shape Diameter or Width Roughness Losses Losses Losses Flow Gate Barrels Elevation Offset Elevation Offset Height (ft) (ft) (ft) (ft) (ft) (ft) (%)(in) (in)(cfs) 1 817-860 317.00 749.44 0.00 748.40 0.10 1.04 0.3300 CIRCULAR 18.000 18.000 0.0130 0.5000 0.5000 0.0000 0.00 No 1 2 818-819 99.93 748.16 0.02 747.72 0.12 0.44 0.4400 CIRCULAR 21.000 21.000 0.0130 0.5000 0.5000 0.0000 0.00 No 1 3 819-820 30.00 747.62 0.02 747.48 0.12 0.14 0.4700 CIRCULAR 21.000 21.000 0.0130 0.5000 0.5000 0.0000 0.00 No 1 4 820-821 59.59 747.38 0.02 747.10 0.00 0.28 0.4700 CIRCULAR 21.000 21.000 0.0130 0.5000 0.5000 0.0000 0.00 No 1 5 822-823 15.00 752.94 0.00 752.87 0.10 0.07 0.4700 CIRCULAR 12.000 12.000 0.0130 0.5000 0.5000 0.0000 0.00 No 1 6 823-824 240.00 752.77 0.00 752.25 0.10 0.52 0.2200 CIRCULAR 15.000 15.000 0.0130 0.5000 0.5000 0.0000 0.00 No 1 7 824-861 191.00 752.15 0.00 751.55 0.25 0.60 0.3100 CIRCULAR 15.000 15.000 0.0130 0.5000 0.5000 0.0000 0.00 No 1 8 831-832 15.00 752.32 0.00 752.11 0.48 0.21 1.4000 CIRCULAR 12.000 12.000 0.0130 0.5000 0.5000 0.0000 0.00 No 1 9 832-861 115.00 751.63 0.00 751.40 0.10 0.23 0.2000 CIRCULAR 18.000 18.000 0.0130 0.5000 0.5000 0.0000 0.00 No 1 10 832-864 191.00 752.07 0.00 751.73 0.10 0.34 0.1800 CIRCULAR 18.000 18.000 0.0130 0.5000 0.5000 0.0000 0.00 No 1 11 835-864A 160.00 753.61 0.00 752.63 0.10 0.98 0.6100 CIRCULAR 12.000 12.000 0.0130 0.5000 0.5000 0.0000 0.00 No 1 12 844-EX828 188.01 751.52 0.00 750.96 0.16 0.56 0.3000 CIRCULAR 12.000 12.000 0.0130 0.5000 0.5000 0.0000 0.00 No 1 13 847-873 15.00 749.58 0.00 749.49 0.10 0.09 0.6000 CIRCULAR 15.000 15.000 0.0130 0.5000 0.5000 0.0000 0.00 No 1 14 857-858 12.61 750.02 0.00 749.98 0.10 0.04 0.3200 CIRCULAR 12.000 12.000 0.0130 0.5000 0.5000 0.0000 0.00 No 1 15 858A-858 78.00 749.88 0.00 749.32 0.10 0.56 0.7200 CIRCULAR 12.000 12.000 0.0130 0.5000 0.5000 0.0000 0.00 No 1 16 859-858A 44.00 749.22 0.00 748.80 0.00 0.42 0.9500 CIRCULAR 12.000 12.000 0.0130 0.5000 0.5000 0.0000 0.00 No 1 17 860-818 15.00 748.30 0.00 748.26 0.12 0.04 0.2700 CIRCULAR 21.000 21.000 0.0130 0.5000 0.5000 0.0000 0.00 No 1 18 861-EX826 113.48 751.30 0.00 751.16 0.00 0.14 0.1200 CIRCULAR 24.000 24.000 0.0130 0.5000 0.5000 0.0000 0.00 No 1 19 864A-864 160.00 752.53 0.00 752.07 0.00 0.46 0.2900 CIRCULAR 12.000 12.000 0.0130 0.5000 0.5000 0.0000 0.00 No 1 20 865-824 15.00 752.40 0.00 752.25 0.10 0.15 1.0000 CIRCULAR 12.000 12.000 0.0130 0.5000 0.5000 0.0000 0.00 No 1 21 866-817 15.00 749.76 0.00 749.68 0.24 0.08 0.5500 CIRCULAR 15.000 15.000 0.0130 0.5000 0.5000 0.0000 0.00 No 1 22 873-860 161.00 749.39 0.00 748.40 0.10 0.99 0.6100 CIRCULAR 15.000 15.000 0.0130 0.5000 0.5000 0.0000 0.00 No 1 23 875-858 31.47 751.11 0.76 750.25 0.37 0.86 2.7300 CIRCULAR 12.000 12.000 0.0130 0.5000 0.5000 0.0000 0.00 No 1 24 EX825-EX826 194.37 751.54 0.00 751.16 0.00 0.38 0.2000 CIRCULAR 15.000 15.000 0.0130 0.5000 0.5000 0.0000 0.00 No 1 25 EX826-EX827 20.54 751.16 0.00 751.00 0.00 0.16 0.7800 CIRCULAR 27.000 27.000 0.0130 0.5000 0.5000 0.0000 0.00 No 1 26 EX827-EX828 100.68 751.00 0.00 750.80 0.00 0.20 0.2000 CIRCULAR 30.000 30.000 0.0130 0.5000 0.5000 0.0000 0.00 No 1 27 EX828-EX829 99.27 750.80 0.00 749.97 0.00 0.83 0.8300 CIRCULAR 30.000 30.000 0.0130 0.5000 0.5000 0.0000 0.00 No 1 28 EX829A-EX828 54.74 749.91 0.00 749.79 0.00 0.12 0.2300 CIRCULAR 36.000 36.000 0.0130 0.5000 0.5000 0.0000 0.00 No 1 29 EX829-EX829A 30.04 749.97 0.00 749.91 0.00 0.06 0.1900 CIRCULAR 36.000 36.000 0.0130 0.5000 0.5000 0.0000 0.00 No 1 30 EX836-EX825 232.49 752.50 0.00 751.54 0.00 0.96 0.4100 CIRCULAR 12.000 12.000 0.0130 0.5000 0.5000 0.0000 0.00 No 1 31 EX837-EX840 201.39 752.81 0.00 752.10 0.10 0.71 0.3500 CIRCULAR 12.000 12.000 0.0130 0.5000 0.5000 0.0000 0.00 No 1 32 EX838-EX837 16.72 752.99 0.00 752.91 0.10 0.08 0.4700 CIRCULAR 12.000 12.000 0.0130 0.5000 0.5000 0.0000 0.00 No 1 33 EX839-EX840 14.24 753.12 0.00 752.91 0.90 0.22 1.5100 CIRCULAR 15.000 15.000 0.0130 0.5000 0.5000 0.0000 0.00 No 1 34 EX840-EX862 191.27 752.00 0.00 751.50 0.05 0.50 0.2600 CIRCULAR 18.000 18.000 0.0130 0.5000 0.5000 0.0000 0.00 No 1 35 EX843-EX828 127.27 751.71 0.00 751.00 0.20 0.71 0.5600 CIRCULAR 12.000 12.000 0.0130 0.5000 0.5000 0.0000 0.00 No 1 36 EX862-EX826 116.90 751.45 0.00 751.25 0.09 0.20 0.1700 CIRCULAR 18.000 18.000 0.0130 0.5000 0.5000 0.0000 0.00 No 1 37 Link-01 31.00 750.21 0.00 750.12 0.10 0.09 0.2900 CIRCULAR 12.000 12.000 0.0130 0.5000 0.5000 0.0000 0.00 No 1 May 13, 2021 Page 26 of 34 Pipe Results SN Element Peak Time of Design Flow Peak Flow/ Peak Flow Travel Peak Flow Peak Flow Total Time Froude Reported ID Flow Peak Flow Capacity Design Flow Velocity Time Depth Depth/ Surcharged Number Condition Occurrence Ratio Total Depth Ratio (cfs) (days hh:mm) (cfs)(ft/sec) (min) (ft)(min) 1 817-860 4.75 0 00:09 6.02 0.79 3.77 1.40 1.00 0.67 0.00 Calculated 2 818-819 10.38 0 00:09 10.51 0.99 4.98 0.33 1.42 0.81 0.00 Calculated 3 819-820 10.61 0 00:09 10.82 0.98 5.13 0.10 1.40 0.80 0.00 Calculated 4 820-821 10.67 0 00:09 10.86 0.98 5.15 0.19 1.41 0.80 0.00 Calculated 5 822-823 2.25 0 00:18 2.43 0.92 3.52 0.07 0.76 0.76 0.00 Calculated 6 823-824 2.25 0 00:18 3.01 0.75 2.69 1.49 0.81 0.64 0.00 Calculated 7 824-861 3.56 0 00:13 3.62 0.98 3.36 0.95 1.01 0.80 0.00 Calculated 8 831-832 1.68 0 00:07 4.22 0.40 5.07 0.05 0.44 0.44 0.00 Calculated 9 832-861 4.21 0 00:07 4.70 0.90 3.00 0.64 1.11 0.74 0.00 Calculated 10 832-864 2.65 0 00:07 4.70 0.56 2.74 1.16 0.81 0.54 0.00 Calculated 11 835-864A 0.46 0 00:16 2.79 0.16 2.62 1.02 0.27 0.27 0.00 Calculated 12 844-EX828 1.41 0 00:07 1.94 0.73 2.70 1.16 0.63 0.63 0.00 Calculated 13 847-873 4.48 0 00:12 5.00 0.90 4.61 0.05 0.92 0.74 0.00 Calculated 14 857-858 1.39 0 00:12 2.01 0.69 2.76 0.08 0.61 0.61 0.00 Calculated 15 858A-858 2.57 0 00:09 3.02 0.85 4.32 0.30 0.71 0.71 0.00 Calculated 16 859-858A 2.57 0 00:09 3.48 0.74 4.85 0.15 0.64 0.64 0.00 Calculated 17 860-818 7.87 0 00:09 8.18 0.96 3.87 0.06 1.38 0.79 0.00 Calculated 18 861-EX826 6.28 0 00:08 10.12 0.62 3.39 0.56 1.14 0.57 0.00 Calculated 19 864A-864 1.53 0 00:08 1.91 0.80 2.70 0.99 0.68 0.68 0.00 Calculated 20 865-824 2.01 0 00:13 3.56 0.56 4.67 0.05 0.54 0.54 0.00 Calculated 21 866-817 4.75 0 00:09 4.78 0.99 4.44 0.06 1.02 0.81 0.00 Calculated 22 873-860 4.48 0 00:12 5.07 0.89 4.66 0.58 0.91 0.73 0.00 Calculated 23 875-858 1.41 0 00:09 5.89 0.24 6.15 0.09 0.33 0.33 0.00 Calculated 24 EX825-EX826 2.15 0 00:09 2.89 0.75 2.58 1.26 0.80 0.64 0.00 Calculated 25 EX826-EX827 11.11 0 00:09 27.33 0.41 6.52 0.05 1.00 0.44 0.00 Calculated 26 EX827-EX828 13.58 0 00:12 18.34 0.74 4.09 0.41 1.60 0.64 0.00 Calculated 27 EX828-EX829 15.35 0 00:09 37.44 0.41 7.25 0.23 1.12 0.45 0.00 Calculated 28 EX829A-EX828 16.80 0 00:09 31.84 0.53 4.56 0.20 1.55 0.52 0.00 Calculated 29 EX829-EX829A 16.37 0 00:09 29.83 0.55 4.32 0.12 1.59 0.53 0.00 Calculated 30 EX836-EX825 1.24 0 00:18 2.29 0.54 2.97 1.30 0.52 0.52 0.00 Calculated 31 EX837-EX840 1.79 0 00:12 2.12 0.85 3.02 1.11 0.71 0.71 0.00 Calculated 32 EX838-EX837 1.79 0 00:12 2.45 0.73 3.41 0.08 0.64 0.64 0.00 Calculated 33 EX839-EX840 1.99 0 00:12 7.94 0.25 5.38 0.04 0.43 0.34 0.00 Calculated 34 EX840-EX862 3.73 0 00:12 5.37 0.70 3.28 0.97 0.92 0.61 0.00 Calculated 35 EX843-EX828 0.43 0 00:15 2.66 0.16 2.49 0.85 0.27 0.27 0.00 Calculated 36 EX862-EX826 3.73 0 00:12 4.70 0.79 2.95 0.66 1.01 0.67 0.00 Calculated 37 Link-01 0.68 0 00:05 1.92 0.36 2.24 0.23 0.41 0.41 0.00 Calculated May 13, 2021 Page 27 of 34 Castings are depressed: 0.10' 28 ft 30 ft 10 ft Inlet Total Flow (Rational + Bypass) % of Flow Divided Rational Flow Longitudinal Slope Cross-Sectional Slope Depth at Casting Gutter Spread Clear Lane Width (#) (cfs)(%)(cfs)(%)(%)(ft)(ft)(ft) Left 80% 2.13 0.70% 2.54% 0.013 0.21 8.17 Right 20%0.53 0.70%2.54%0.013 0.12 4.86 Left 100% 0.29 1.30% 2.54% 0.013 0.09 3.42 Right 0%0.00 1.30%2.54%0.013 0.00 0.00 Left 0% 0.00 1.30% 2.54% 0.013 0.00 0.00 Right 100%0.28 1.30%2.54%0.013 0.09 3.41 Left 60% 1.18 0.60% 2.54% 0.013 0.17 6.74 Right 40%0.79 1.20%2.54%0.013 0.13 5.08 Left 50% 2.49 1.50% 2.54% 0.013 0.19 7.50 Right 50%2.49 1.10%2.54%0.013 0.20 7.95 Left 45% 2.02 1.00% 2.54% 0.013 0.19 7.48 Right 55%2.47 1.20%2.54%0.013 0.20 7.79 Left 100% 1.41 1.17% 2.54% 0.013 0.16 6.34 Right 0%0.00 0.00%2.54%0.013 0.00 0.00 Manning;s Coefficient 818 2.67 19.83 Flow Direction The Grove at the Legacy S5 Gutter Spread Calculations Job #55115PYT-S5 Street Width: Minimum Clear Lane Width: (Clear Lane Width formula subtracts 2 ft for curbing) Alley Width: 819 0.29 21.17 820 0.28 857 1.97 21.26 866 4.98 20.05 874 4.48 20.21 875 1.41 21.66 May 13, 2021 Page 28 of 34 Erosion-Protection Method Velocity, v (ft/s) Revetment Riprap ≤ 6.5 Class 1 Riprap 6.5 < v < 10 Class 2 Riprap 10 ≤ v ≤ 13 Energy Dissipator > 13 L=Apron Length (ft) Q= Flow (cfs) v=Velocity (ft/s) D=Diameter (ft) Tw=Tailwater (ft) INDOT Figure 203-2J - Minimum Riprap Apron Size Outlet Outlet Outlet Start End Tw < 0.5D Flow, Q Velocity, v Diameter Width Width Length Erosion-Protection Method Str #(cfs)(ft/s)(ft)(ft)(ft)(ft) 821 10.86 5.15 1.75 5.25 8.75 20.7 Revetment Riprap 859 2.57 4.85 1.00 3 5 11.6 Revetment Riprap RipRap Apron Job #55115PYT-S5 Stream Velocity for Erosion Protection INDOT Figure 203-2D RipRap Apron CalcsThe Grove at the Legacy S5 𝐿= 1.8𝐷 𝑄 𝐷ଶ.ହ +7𝐷May 13, 2021 Page 29 of 34 APPENDIX B MASTER PLAN EXCERPTS May 13, 2021 Page 30 of 34 LEGACY PUD, STORMWATER DEVELOPMENT CHECKLIST PROJECT NAME: OWNER: ADDRESS: ENGINEER: ADDRESS· PROJECT LOCATION SCS CURVE NUMBER IMPERVIOUS COVER% TIME OF CONC. {MIN) SUBBASIN SUBBASIN PRIMARY LD.{S) OUTLET BMP BASIN ALLOWABLE ~ PROPOSED ALLOWABLE ~ PROPOSED ALLOWABLE ~ PROPOSED {BAS XXX) {EX: DD10) {EAST /WEST) STORMWATER FLOOD STORAGE REQUIREMENTS {FOR DISCHARGES TO EAST BASIN ONLY) ?REDEVELOPMENT RUNOFF VOLUME CF POSTDEVELOPMENT RUNOFF VOLUME CF INCREASE IN RUNOFF VOLUME CF X 1.6 ---- FLOODPlAIN STORAGE ENHANCEMENT REQU CF {A) FILL IN FLOODPLAIN COMPENSATION GROSS FILL IN FLOODPlAIN CF x ____ 3 FLOODPlAIN STORAGE ENHANCEMENT REQU CF ____ {B) TOTAL COMPENSATORY FLOODPlAIN STORAGE REQUIRED {A) ---- + ____ {B) ____ {C) RULE 5 PERMIT APPLICATION SUBMIITED? {YES/ NO) May 13, 2021 Page 31 of 34 May 13, 2021 Page 32 of 34 APPENDIX C BASIN MAPS May 13, 2021 Page 33 of 34 755755751752753754756753753751752750748749751752753755755756756 756756755.63756.08755.94755.68756.00755.77755.94757.83756.07755.80755.87WWWWWW W W W W W W W W W W W W W W W W W W W W W W W W W WEX. 12" WATERMAINBEANS4848755.64BEANS4849755.62EX. YARD INLET #799T.C.=755.6815" R.C.P. SINV.=752.0512" R.C.P. NINV.=752.65EX. END SECTION #800A12" R.C.P. SINV.=753.15WWWWWWWWW751752753754PICKETT PLACESPURR LANE(PRIVATE)(PRIVATE)WWWWWWWW W W W W W W W EX. CURB INLET #831T.C.=756.3412" R.C.P. EINV.=752.46EX. MANHOLE #832T.C.=756.2512" R.C.P. WINV.=752.0518" R.C.P. SINV.=751.6715" R.C.P. EINV.=751.77EX. YARD INLET #864T.C.=756.0615" R.C.P. WINV.=752.1112" R.C.P. EINV.=752.11EX. YARD INLET #864AT.C.=756.2612" R.C.P. EINV.=752.6212" R.C.P. WINV.=752.52EX. YARD INLET #835T.C.=757.0912" R.C.P. WINV.=753.7275175175275275375375074975175275375074975175275074874975175274875074874975175275375474775074975175275074874975175210' B.L.10' B.L.10' B.L.10' B.L.10' B.L.10' B.L.10' B.L.10' B.L.10' B.L.10' B.L.10' B.L.10' B.L.10' B.L.10' B.L.10' B.L.10' B.L.10' B.L.10' B.L.10' B.L.VAR. D.U.&L.M.A.E.15' D&U.E.15' D&U.E.15' D&U.E.15' D&U.E.15' D&U.E.15' D&U.E.15' D&U.E.15' D&U.E.15' D&U.E.15' D&U.E.15' D&U.E.15' D&U.E.15' D&U.E.10' D.U.&S.S.E.10' D.U.&S.S.E.10' D.&U.E.10' D.&U.E.10' D.U.&S.S.E.10' D.U.&S.S.E.10' D.U.&S.S.E.10' D.U.&S.S.E.10' D.&U.E.10' D.&U.E.10' D.&U.E.10' D.&U.E.10' D.&U.E.10' D.&U.E.10' D.&U.E.10' B.L.VAR. D.U.PA,L.M.A.E. & B.M.P.E.5' WALK (BY BUILDER)5' WALK (BY BUILDER)5' WALK (BY BUILDER)VAR. D.U.PA,L.M.A.E. & B.M.P.E.8" DI WATER MAIN> o o o> o o o> o o o> o o o> o o o> o o o> o o o> o o o> o o o> o o o> o o o> o o o> o o o> o o o> o o o> o o o> o o o> o o o> o o o> o o o> o o o> o o o > o o o > o o o > o o o > o o o > o o o 317 L.F. 18" R.C.P. @ 0.33%100 L.F. 21" R.C.P. @ 0.44%30 L.F. 21"R.C.P. @ 0.47%60 L.F. 21" R.C.P. @ 0.47%13 L.F. 12" R.C.P. @ 0.32%78 L.F. 12" R.C.P. @ 0.72%15 L.F. 21" R.C.P. @ 0.27%15 L.F. 15" R.C.P. @ 0.53%15 L.F. 12"R.C.P. @ 0.60%161 L.F. 15" R.C.P. @ 0.61%31 L.F. 12" R.C.P. @ 2.72%LARSON DRIVE(PUBLIC)LARSON DRIVE(PRIVATE)WILBUR ROAD(PRIVATE)EVERETT DRIVE(PRIVATE)EVERETT DRIVE(PRIVATE)EVERETT DRIVE(PRIVATE)EVERETT DRIVE(PRIVATE)SPURR LANE(PRIVATE)50' I.E.E.50' I.E.E.V.A.R. R/WBIKE PROMENADE50' I.E.E.50' I.E.E.50' I.E.E.50' R/W> o o o> o o o10' D.&U.E.V.A.R. R/WBIKE PROMENADEJAMES DEAN DRIVE(PUBLIC)JAMES DEAN DRIVE(PUBLIC)VAR. D.U.&L.M.A.E.50' R/W30' B-B30' B-B30' B-B30' B-B30' B-B30' B-B30' B-B121 L.F. SWALE @ 1.00%80 L.F. SWALE @ 1.00%80 L.F. SWALE @ 1.00%120 L.F. SWALE @ 1.00%40 L.F. SWALE @ 1.00%36.33'25'31 L.F. 12" R.C.P. @ 0.30%12' ASPHALT PATH25'44 L.F. 12" R.C.P. @ 0.95%33.90'Basin #OffsiteEast1.44 Ac.C=ToC=Basin #8180.68 Ac.C=0.72ToC=8.3Basin #ToSec20.22 Ac.C=Basin #8750.38 Ac.C=0.72ToC=8.9Basin #8661.23 Ac.C=0.72ToC=8.9Basin #8190.10 Ac.C=0.51ToC=7.4Basin #8200.07 Ac.C=0.66ToC=5.0Basin #8741.29 Ac.C=0.72ToC=12.6Basin #ToDrainSwale3.53 Ac.C=0.25Basin # ToSec4B0.96 Ac.C=0.55Basin #857A0.18 Ac.C=0.62ToC=5.0Basin #8570.43 Ac.C=0.66ToC=12.1S T O E P P E L W E R T HA L W A Y S O N7965 East 106th Street, Fishers, IN 46038-2505phone: 317.849.5935 fax: 317.849.5942File Name: S:\55115\dwg\Basin\Basin Maps - The Grove Sec 5 3-12-2021.dwg - GROVE SEC 5 PIPE SIZINGModified / By: May 12, 2021 7:51:34 AM / bbrownPlotted / By: May 12, 2021 9:30:08 AM / Brian Brown040'40'20'GRAPHIC SCALE( IN FEET ) 1" = 40 FTLEGENDBASIN BREAKLINESTORM SEWER PIPEMay 13, 2021 Page 34 of 34