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Drainage Report
170184001 Napleton Auxiliary Lot And Detail Center Napleton Auxiliary Lot And Detail Center 4538 E. 96th Street Carmel, IN 46280 Drainage Report Original: March 17, 2021 Revised: May 11, 2021 Revised: June 9, 2021 Revised September 14, 2021 Revised May 13, 2022 Prepared For: Napleton Automotive Group One Oakbrook Terrace, Suite 600 Oakbrook Terrace, Illinois 60181 Prepared By: Kimley-Horn and Associates, Inc. 250 East 96th Street, Suite 580 Indianapolis, IN 46240 Phone: (317) 218-9561 170184001 Napleton Auxiliary Lot And Detail Center TABLE OF CONTENTS 1.0. PROJECT SUMMARY 2.0. INTRODUCTION 3.0. EXISTING CONDITIONS 4.0. PROPOSED CONDITIONS Appendix A: Project Site Maps Appendix B: Existing Drainage Conditions Appendix C: Proposed Basin Conditions Appendix D: Storm Sewer Calculations 170184001 Napleton Auxiliary Lot And Detail Center 1.0 Project Summary Project Name: Napleton Auxiliary Lot And Detail Center Location: 4538 E. 96th Street Report Type: Drainage Report Reviewing Agency: City of Carmel Storm Sewer Sizing: Rational Method Basin Runoff Calculations: USDA NRCS TR-55 Stormwater Quality: Aquaswirls with Wet Pond and Extended Dry Detention Basin (EDDB) Stormwater Quantity: Expanded existing pond & New EDDB Design Standards: City of Carmel Stormwater Technical Manual 1.0. Introduction Kimley-Horn and Associates, Inc. has been retained Napleton Automotive Group to provide civil engineering services for site improvements to the existing dealership including a new service building, pad for a future building and associated passenger and inventory parking and circulation areas located on 4538 E. 96th Street in Carmel, Indiana. The project consists of the development of ±8.75 acres into a 13,515 SF building and a 9,000 SF building as well as internal road, parking, and utility infrastructure. A second driveway connecting to Randall Drive will also be included. The site will drain to the existing wet pond to the south. Water quality will be provided by hydrodynamic separators and the ponds. 2.0. Existing Conditions FEMA According to FEMA Flood Insurance Rate Map 18057C0236G dated November 19, 2014 with LOMR 14- 05-1139P effective 6/19/2015 and LOMR 18-05-0387P effective 6/27/2018 provided in Appendix A, the site resides within “Zone AE” which corresponds to areas determined to be inside the 0.2% annual chance floodplain. Compensatory storage will be provided because of this project. See compensatory storage report. Soil Characteristics Per the United States Geological Survey’s (USGS) Natural Resources Conservation Service (NRCS) Web Soil Survey, the site soil consists of Urban Land – Westland silty clay loam complex (UwtA) and Westland silty clay loam-Urban land complex (YwqA). Refer to Appendix A for the NRCS Web Soil Survey information. Existing Site Features The total existing site consists of approximately 8.75 acres of mostly wooded area with some remains of a former residential building. As described by the “Drainage Computations Summary for Butler Hyundai” (stamped April 2014 by Carmel City Engineer), the 8.75 acres characterized as offsite basin drain to the 170184001 Napleton Auxiliary Lot And Detail Center now existing wet pond. This “offsite” basin was assigned a CN of 60 with time of concentration of 34.73 minutes (Refer to Appendix B for existing drainage map and a copy of the drainage report by others). 2-year 10-year 100-year Existing Basin 0.21 cfs 2.15 cfs 11.46 cfs 3.0. Proposed Conditions The 8.75 acres “offsite” basin delineated by the drainage report by others, as explained in the previous section, is now the proposed site. The wet pond factored in the offsite area for pond sizing as bypass flow but not rate control. The original assumption also did not include the basin in the developed condition since a curve number of 60 was assigned. Therefore, the approach taken for this drainage report is to mimic the original model including similar drainage areas and outlet control structures to establish a baseline. The original dry detention pond will be expanded and converted into a wet pond. A new and separate dry detention pond will also be constructed to offset the increase in runoff from the developed condition. Ultimately, this drainage report presents that the original outlet control structure can still handle the increased runoff with adjusted release rates described below. The proposed site will drain via sheet and shallow concentrated flow to proposed storm sewer on site. The proposed development utilizes reinforced concrete piping to convey the runoff from the site to either the new dry detention pond or the converted wet pond. The new dry detention pond will outlet into the wet pond. The proposed storm sewer has been designed to meet the intent of the City of Carmel Stormwater Technical Standards Manual (Refer to Appendix D for proposed storm sewer calculations). The storm sewer was designed to ensure no adverse impact on adjacent landowners. The proposed site will discharge to the existing wet pond south of the development. Due to the fact this site is an expansion of a previous development, it is the desire is to avoid any modifications of the existing outlet control structure but expand the volume required to store and offset the increase in runoff. The original release rate for 10 year and 100 year will be added by the new development at the typical 0.1 cfs/acre and 0.3/acre rate control requirement for 10 year and 100 year respectively. The resulting 100- year high water level will also be checked to ensure the resulting elevation will still not affect surrounding areas especially buildings’ finished floor elevation being at least 2’ above. Due to topographic constraints and the need to fill the site at or above the BFE of 740, it was not possible for the entire proposed site to be collected and discharged to the proposed detention basin. To compensate for this, the area of 0.25 total acres in which includes a part of the ROW area was subtracted from the detention calculation allowable release rates to compensate for the uncollected runoff. 170184001 Napleton Auxiliary Lot And Detail Center The resulting calculations concluded that the existing outlet control structure will still meet the rate control requirements with the expanded volume actually resulting in lowering the 100 year water level even though the peak flow increased. Ultimately, this concludes that the floodplain BFE will govern the proposed building FFEs. The table below summarizes the proposed runoff from the site using the SCS Curve Number method and HydroCAD (Refer to Appendix C for calculations). Refer to Appendix C for detailed calculations. Existing Wet Detention Pond Summary (Site Discharge) 10-YEAR 100-YEAR 100-YEAR WSEL ORIGINAL (From Report) 1.53 cfs 3.39 cfs 738.88 ADDITION (8.75 AC) 0.88 cfs 2.63 cfs N/A DEDUCTION (OFFSITE) 0.68 cfs 1.64 cfs N/A TOTAL 1.73 cfs 4.38 cfs ≤738.92 PROPOSED 1.45 cfs 3.44 cfs 737.94 Floodplain BFE 740.00 The original development occurred in the floodplain. Compensatory storage was provided at an offsite parcel off 116th st. This proposed site also will occur in the same floodplain. The pond excavated offsite for the original compensatory storage will be expanded to provide the additional required compensatory storage for this site. See compensatory storage report for more details. Stormwater Quality Per the City of Carmel’s Stormwater Technical Standards, two Water Quality BMPs are required in series to treat the first flush of a typical 1” rainfall event. The first BMP in series will be a hydrodynamic separator (Aquaswirl). This will provide the first line of protection. The second BMP in series is the new extended dry detention pond and the expansion and conversion of the existing dry detention pond into a wet pond. Dry and Wet ponds are on Table 701-1’s pre-approved BMPs. In addition, there is an existing wet pond receiving the detained flow from the proposed wet pond in which will provide an optional third line of defense. Conclusions The proposed drainage design for this project has been designed to meet the intent of the City of Carmel’s Stormwater Technical Standards. No adverse impacts are anticipated to affect any adjacent or downstream properties. 170184001 Napleton Auxiliary Lot And Detail Center Appendix A: Project Site Maps Nap leto n Detail Cen ter Drainage Report Exhibit 1 mi N➤➤N © 2021 Google © 2021 Google © 2021 Google 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 2/19/2021 at 12:22 PM 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°6'6"W 39°55'58"N 86°5'28"W 39°55'30"N Basemap: USGS 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 2/19/2021 at 12:41 PM 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°8'22"W 39°57'44"N 86°7'45"W 39°57'17"N Basemap: USGS National Map: Orthoimagery: Data refreshed October, 2020 Hydrologic Soil Group—Hamilton County, Indiana Natural Resources Conservation Service Web Soil Survey National Cooperative Soil Survey 2/19/2021 Page 1 of 44420240442027044203004420330442036044203904420420442045044202404420270442030044203304420360442039044204204420450576990577020577050577080577110577140577170577200577230577260577290577320 576990 577020 577050 577080 577110 577140 577170 577200 577230 577260 577290 577320 39° 55' 50'' N 86° 5' 56'' W39° 55' 50'' N86° 5' 42'' W39° 55' 43'' N 86° 5' 56'' W39° 55' 43'' N 86° 5' 42'' WN Map projection: Web Mercator Corner coordinates: WGS84 Edge tics: UTM Zone 16N WGS84 0 50 100 200 300 Feet 0 20 40 80 120 Meters Map Scale: 1:1,600 if printed on A landscape (11" x 8.5") sheet. Soil Map may not be valid at this scale. 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 2/19/2021 Page 2 of 4 Hydrologic Soil Group Map unit symbol Map unit name Rating Acres in AOI Percent of AOI UmqA Urban land-Sleeth loam complex, 0 to 2 percent slopes 0.1 1.4% UwtA Urban land-Westland silty clay loam complex, 0 to 2 percent slopes 1.1 11.4% YwqA Westland silty clay loam-Urban land complex, 0 to 2 percent slopes B/D 8.2 87.2% Totals for Area of Interest 9.4 100.0% Hydrologic Soil Group—Hamilton County, Indiana Natural Resources Conservation Service Web Soil Survey National Cooperative Soil Survey 2/19/2021 Page 3 of 4 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 2/19/2021 Page 4 of 4 Hydrologic Soil Group—Hamilton County, Indiana Natural Resources Conservation Service Web Soil Survey National Cooperative Soil Survey 2/19/2021 Page 1 of 444234704423490442351044235304423550442357044235904423610442363044236504423470442349044235104423530442355044235704423590442361044236304423650573870573890573910573930573950573970573990574010 573870 573890 573910 573930 573950 573970 573990 574010 39° 57' 35'' N 86° 8' 6'' W39° 57' 35'' N86° 8' 0'' W39° 57' 28'' N 86° 8' 6'' W39° 57' 28'' N 86° 8' 0'' WN Map projection: Web Mercator Corner coordinates: WGS84 Edge tics: UTM Zone 16N WGS84 0 45 90 180 270 Feet 0 10 20 40 60 Meters Map Scale: 1:991 if printed on A portrait (8.5" x 11") sheet. Soil Map may not be valid at this scale. MAP LEGEND MAP INFORMATION Area of Interest (AOI) Area of Interest (AOI) Soils Soil 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 2/19/2021 Page 2 of 4 Hydrologic Soil Group Map unit symbol Map unit name Rating Acres in AOI Percent of AOI YbvA Brookston silty clay loam-Urban land complex, 0 to 2 percent slopes B/D 0.1 7.8% YclA Crosby silt loam, fine- loamy subsoil-Urban land complex, 0 to 2 percent slopes C/D 0.5 36.2% YshAH Shoals silt loam-Urban land complex, 0 to 2 percent slopes, frequently flooded, brief duration B/D 0.7 56.0% Totals for Area of Interest 1.3 100.0% Hydrologic Soil Group—Hamilton County, Indiana Natural Resources Conservation Service Web Soil Survey National Cooperative Soil Survey 2/19/2021 Page 3 of 4 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 2/19/2021 Page 4 of 4 170184001 Napleton Auxiliary Lot And Detail Center Appendix B: Existing Basin Conditions RANDALL DRIVERANDALL DRIVEMay 11, 2021 0'80'40'NORTHNAPLETON AUTOMOTIVE GROUP EXISTING DRAINAGE AREA MAP 30S Proposed (Ex) 31S DA-OFF DA-N DA-N DA-S DA - S 27P New Wet Pond From Ex Dry Detention 31P Wet Pond (EX) 33P New Dry Pond Routing Diagram for Detention - 170184001_R1 Prepared by Kimley-Horn, Printed 5/11/2021 HydroCAD® 10.10-5a s/n 09843 © 2020 HydroCAD Software Solutions LLC Subcat Reach Pond Link Detention - 170184001_R1 Printed 5/11/2021Prepared by Kimley-Horn Page 2HydroCAD® 10.10-5a s/n 09843 © 2020 HydroCAD Software Solutions LLC Rainfall Events Listing (selected events) Event# Event Name Storm Type Curve Mode Duration (hours) B/B Depth (inches) AMC 1 10 Yr-24 Hrs Type II 24-hr Default 24.00 1 3.83 2 2 100 Yr-24 Hrs Type II 24-hr Default 24.00 1 6.46 2 Detention - 170184001_R1 Printed 5/11/2021Prepared by Kimley-Horn Page 3HydroCAD® 10.10-5a s/n 09843 © 2020 HydroCAD Software Solutions LLC Area Listing (selected nodes) Area (acres) CN Description (subcatchment-numbers) 12.080 90 (30S) 4.630 91 (DA-N) 3.790 96 (DA-S) 0.257 74 >75% Grass cover, Good, HSG C (31S) 20.757 91 TOTAL AREA Detention - 170184001_R1 Printed 5/11/2021Prepared by Kimley-Horn Page 4HydroCAD® 10.10-5a s/n 09843 © 2020 HydroCAD Software Solutions LLC Soil Listing (selected nodes) Area (acres) Soil Group Subcatchment Numbers 0.000 HSG A 0.000 HSG B 0.257 HSG C 31S 0.000 HSG D 20.500 Other 30S, DA-N, DA-S 20.757 TOTAL AREA Detention - 170184001_R1 Printed 5/11/2021Prepared by Kimley-Horn Page 5HydroCAD® 10.10-5a s/n 09843 © 2020 HydroCAD Software Solutions LLC Ground Covers (selected nodes) HSG-A (acres) HSG-B (acres) HSG-C (acres) HSG-D (acres) Other (acres) Total (acres) Ground Cover Subcatchment Numbers 0.000 0.000 0.000 0.000 20.500 20.500 30S, DA-N, DA-S 0.000 0.000 0.257 0.000 0.000 0.257 >75% Grass cover, Good 31S 0.000 0.000 0.257 0.000 20.500 20.757 TOTAL AREA Detention - 170184001_R1 Printed 5/11/2021Prepared by Kimley-Horn Page 6HydroCAD® 10.10-5a s/n 09843 © 2020 HydroCAD Software Solutions LLC Pipe Listing (selected nodes) Line# Node Number In-Invert (feet) Out-Invert (feet) Length (feet) Slope (ft/ft) n Width (inches) Diam/Height (inches) Inside-Fill (inches) 1 27P 733.70 733.30 98.0 0.0041 0.013 0.0 18.0 0.0 2 33P 734.05 733.33 416.0 0.0017 0.013 0.0 18.0 0.0 Type II 24-hr 10 Yr-24 Hrs Rainfall=3.83"Detention - 170184001_R1 Printed 5/11/2021Prepared by Kimley-Horn Page 7HydroCAD® 10.10-5a s/n 09843 © 2020 HydroCAD Software Solutions LLC Time span=0.00-72.00 hrs, dt=0.05 hrs, 1441 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=12.080 ac 0.00% Impervious Runoff Depth=2.76"Subcatchment 30S: Proposed (Ex) Tc=8.9 min CN=90 Runoff=50.76 cfs 2.777 af Runoff Area=0.257 ac 0.00% Impervious Runoff Depth=1.47"Subcatchment 31S: DA-OFF Tc=5.0 min CN=74 Runoff=0.68 cfs 0.032 af Runoff Area=4.630 ac 0.00% Impervious Runoff Depth=2.85"Subcatchment DA-N: DA-N Tc=7.0 min CN=91 Runoff=21.15 cfs 1.101 af Runoff Area=3.790 ac 0.00% Impervious Runoff Depth=3.37"Subcatchment DA-S: DA - S Tc=7.0 min CN=96 Runoff=19.13 cfs 1.065 af Peak Elev=736.17' Storage=45,037 cf Inflow=23.43 cfs 2.157 afPond 27P: New Wet Pond From Ex Dry 18.0" Round Culvert n=0.013 L=98.0' S=0.0041 '/' Outflow=3.06 cfs 2.154 af Peak Elev=736.16' Storage=90,545 cf Inflow=53.81 cfs 4.931 afPond 31P: Wet Pond (EX) Outflow=1.53 cfs 4.805 af Peak Elev=736.17' Storage=21,627 cf Inflow=21.15 cfs 1.101 afPond 33P: New Dry Pond 18.0" Round Culvert n=0.013 L=416.0' S=0.0017 '/' Outflow=4.82 cfs 1.092 af Total Runoff Area = 20.757 ac Runoff Volume = 4.975 af Average Runoff Depth = 2.88" 100.00% Pervious = 20.757 ac 0.00% Impervious = 0.000 ac Type II 24-hr 10 Yr-24 Hrs Rainfall=3.83"Detention - 170184001_R1 Printed 5/11/2021Prepared by Kimley-Horn Page 8HydroCAD® 10.10-5a s/n 09843 © 2020 HydroCAD Software Solutions LLC Summary for Subcatchment 30S: Proposed (Ex) Runoff = 50.76 cfs @ 12.00 hrs, Volume= 2.777 af, Depth= 2.76" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-72.00 hrs, dt= 0.05 hrs Type II 24-hr 10 Yr-24 Hrs Rainfall=3.83" Area (ac) CN Description * 12.080 90 12.080 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 8.9 Direct Entry, Direct Entry Subcatchment 30S: Proposed (Ex) Runoff Hydrograph Time (hours) 727068666462605856545250484644424038363432302826242220181614121086420Flow (cfs)55 50 45 40 35 30 25 20 15 10 5 0 Type II 24-hr 10 Yr-24 Hrs Rainfall=3.83" Runoff Area=12.080 ac Runoff Volume=2.777 af Runoff Depth=2.76" Tc=8.9 min CN=90 50.76 cfs Type II 24-hr 10 Yr-24 Hrs Rainfall=3.83"Detention - 170184001_R1 Printed 5/11/2021Prepared by Kimley-Horn Page 9HydroCAD® 10.10-5a s/n 09843 © 2020 HydroCAD Software Solutions LLC Summary for Subcatchment 31S: DA-OFF [49] Hint: Tc<2dt may require smaller dt Runoff = 0.68 cfs @ 11.96 hrs, Volume= 0.032 af, Depth= 1.47" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-72.00 hrs, dt= 0.05 hrs Type II 24-hr 10 Yr-24 Hrs Rainfall=3.83" Area (ac) CN Description 0.257 74 >75% Grass cover, Good, HSG C 0.257 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, Subcatchment 31S: DA-OFF Runoff Hydrograph Time (hours) 727068666462605856545250484644424038363432302826242220181614121086420Flow (cfs)0.75 0.7 0.65 0.6 0.55 0.5 0.45 0.4 0.35 0.3 0.25 0.2 0.15 0.1 0.05 0 Type II 24-hr 10 Yr-24 Hrs Rainfall=3.83" Runoff Area=0.257 ac Runoff Volume=0.032 af Runoff Depth=1.47" Tc=5.0 min CN=74 0.68 cfs Type II 24-hr 10 Yr-24 Hrs Rainfall=3.83"Detention - 170184001_R1 Printed 5/11/2021Prepared by Kimley-Horn Page 10HydroCAD® 10.10-5a s/n 09843 © 2020 HydroCAD Software Solutions LLC Summary for Subcatchment DA-N: DA-N Runoff = 21.15 cfs @ 11.98 hrs, Volume= 1.101 af, Depth= 2.85" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-72.00 hrs, dt= 0.05 hrs Type II 24-hr 10 Yr-24 Hrs Rainfall=3.83" Area (ac) CN Description * 4.630 91 4.630 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 7.0 Direct Entry, Direct Entry Subcatchment DA-N: DA-N Runoff Hydrograph Time (hours) 727068666462605856545250484644424038363432302826242220181614121086420Flow (cfs)23 22 21 20 19 18 17 16 15 14 13 12 11 10 9 8 7 6 5 4 3 2 1 0 Type II 24-hr 10 Yr-24 Hrs Rainfall=3.83" Runoff Area=4.630 ac Runoff Volume=1.101 af Runoff Depth=2.85" Tc=7.0 min CN=91 21.15 cfs Type II 24-hr 10 Yr-24 Hrs Rainfall=3.83"Detention - 170184001_R1 Printed 5/11/2021Prepared by Kimley-Horn Page 11HydroCAD® 10.10-5a s/n 09843 © 2020 HydroCAD Software Solutions LLC Summary for Subcatchment DA-S: DA - S Runoff = 19.13 cfs @ 11.98 hrs, Volume= 1.065 af, Depth= 3.37" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-72.00 hrs, dt= 0.05 hrs Type II 24-hr 10 Yr-24 Hrs Rainfall=3.83" Area (ac) CN Description * 3.790 96 3.790 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 7.0 Direct Entry, Direct Entry Subcatchment DA-S: DA - S Runoff Hydrograph Time (hours) 727068666462605856545250484644424038363432302826242220181614121086420Flow (cfs)21 20 19 18 17 16 15 14 13 12 11 10 9 8 7 6 5 4 3 2 1 0 Type II 24-hr 10 Yr-24 Hrs Rainfall=3.83" Runoff Area=3.790 ac Runoff Volume=1.065 af Runoff Depth=3.37" Tc=7.0 min CN=96 19.13 cfs Type II 24-hr 10 Yr-24 Hrs Rainfall=3.83"Detention - 170184001_R1 Printed 5/11/2021Prepared by Kimley-Horn Page 12HydroCAD® 10.10-5a s/n 09843 © 2020 HydroCAD Software Solutions LLC Summary for Pond 27P: New Wet Pond From Ex Dry Detention [87] Warning: Oscillations may require smaller dt or Finer Routing (severity=1) Inflow Area = 8.420 ac, 0.00% Impervious, Inflow Depth > 3.07" for 10 Yr-24 Hrs event Inflow = 23.43 cfs @ 11.98 hrs, Volume= 2.157 af Outflow = 3.06 cfs @ 12.00 hrs, Volume= 2.154 af, Atten= 87%, Lag= 1.1 min Primary = 3.06 cfs @ 12.00 hrs, Volume= 2.154 af Routing by Dyn-Stor-Ind method, Time Span= 0.00-72.00 hrs, dt= 0.05 hrs Peak Elev= 736.17' @ 17.21 hrs Surf.Area= 22,687 sf Storage= 45,037 cf Plug-Flow detention time= 747.7 min calculated for 2.153 af (100% of inflow) Center-of-Mass det. time= 743.7 min ( 1,848.7 - 1,104.9 ) Volume Invert Avail.Storage Storage Description #1 733.70' 153,748 cf Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 733.70 0 0 0 734.00 16,592 2,489 2,489 735.00 19,360 17,976 20,465 736.00 22,196 20,778 41,243 737.00 25,101 23,649 64,891 738.00 28,075 26,588 91,479 739.00 31,117 29,596 121,075 740.00 34,228 32,673 153,748 Device Routing Invert Outlet Devices #1 Primary 733.70'18.0" Round Culvert L= 98.0' Ke= 0.500 Inlet / Outlet Invert= 733.70' / 733.30' S= 0.0041 '/' Cc= 0.900 n= 0.013 Concrete pipe, bends & connections, Flow Area= 1.77 sf Primary OutFlow Max=0.49 cfs @ 12.00 hrs HW=735.01' TW=735.00' (Dynamic Tailwater) 1=Culvert (Outlet Controls 0.49 cfs @ 0.40 fps) Type II 24-hr 10 Yr-24 Hrs Rainfall=3.83"Detention - 170184001_R1 Printed 5/11/2021Prepared by Kimley-Horn Page 13HydroCAD® 10.10-5a s/n 09843 © 2020 HydroCAD Software Solutions LLC Pond 27P: New Wet Pond From Ex Dry Detention Inflow Primary Hydrograph Time (hours) 727068666462605856545250484644424038363432302826242220181614121086420Flow (cfs)26 24 22 20 18 16 14 12 10 8 6 4 2 0 Inflow Area=8.420 ac Peak Elev=736.17' Storage=45,037 cf 18.0" Round Culvert n=0.013 L=98.0' S=0.0041 '/' 23.43 cfs 3.06 cfs Type II 24-hr 10 Yr-24 Hrs Rainfall=3.83"Detention - 170184001_R1 Printed 5/11/2021Prepared by Kimley-Horn Page 14HydroCAD® 10.10-5a s/n 09843 © 2020 HydroCAD Software Solutions LLC Summary for Pond 31P: Wet Pond (EX) [80] Warning: Exceeded Pond 27P by 0.22' @ 12.20 hrs (3.80 cfs 0.236 af) Inflow Area = 20.500 ac, 0.00% Impervious, Inflow Depth > 2.89" for 10 Yr-24 Hrs event Inflow = 53.81 cfs @ 12.00 hrs, Volume= 4.931 af Outflow = 1.53 cfs @ 17.13 hrs, Volume= 4.805 af, Atten= 97%, Lag= 307.6 min Primary = 1.53 cfs @ 17.13 hrs, Volume= 4.805 af Routing by Dyn-Stor-Ind method, Time Span= 0.00-72.00 hrs, dt= 0.05 hrs Peak Elev= 736.16' @ 17.13 hrs Surf.Area= 34,412 sf Storage= 90,545 cf Plug-Flow detention time= 790.9 min calculated for 4.802 af (97% of inflow) Center-of-Mass det. time= 731.5 min ( 1,989.4 - 1,258.0 ) Volume Invert Avail.Storage Storage Description #1 733.30' 281,183 cf Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 733.30 28,958 0 0 734.00 30,212 20,710 20,710 735.00 32,119 31,166 51,875 737.00 36,064 68,183 120,058 738.00 38,102 37,083 157,141 739.00 40,183 39,143 196,284 740.00 42,308 41,246 237,529 741.00 45,000 43,654 281,183 Device Routing Invert Outlet Devices #1 Primary 733.30'6.0" Vert. Orifice/Grate C= 0.600 Limited to weir flow at low heads #2 Primary 736.85'8.0" Vert. Orifice/Grate C= 0.600 Limited to weir flow at low heads #3 Primary 739.22'48.0" x 48.0" Horiz. Orifice/Grate C= 0.600 Limited to weir flow at low heads Primary OutFlow Max=1.53 cfs @ 17.13 hrs HW=736.16' (Free Discharge) 1=Orifice/Grate (Orifice Controls 1.53 cfs @ 7.78 fps) 2=Orifice/Grate ( Controls 0.00 cfs) 3=Orifice/Grate ( Controls 0.00 cfs) Type II 24-hr 10 Yr-24 Hrs Rainfall=3.83"Detention - 170184001_R1 Printed 5/11/2021Prepared by Kimley-Horn Page 15HydroCAD® 10.10-5a s/n 09843 © 2020 HydroCAD Software Solutions LLC Pond 31P: Wet Pond (EX) Inflow Primary Hydrograph Time (hours) 727068666462605856545250484644424038363432302826242220181614121086420Flow (cfs)60 55 50 45 40 35 30 25 20 15 10 5 0 Inflow Area=20.500 ac Peak Elev=736.16' Storage=90,545 cf 53.81 cfs 1.53 cfs Type II 24-hr 10 Yr-24 Hrs Rainfall=3.83"Detention - 170184001_R1 Printed 5/11/2021Prepared by Kimley-Horn Page 16HydroCAD® 10.10-5a s/n 09843 © 2020 HydroCAD Software Solutions LLC Summary for Pond 33P: New Dry Pond Inflow Area = 4.630 ac, 0.00% Impervious, Inflow Depth = 2.85" for 10 Yr-24 Hrs event Inflow = 21.15 cfs @ 11.98 hrs, Volume= 1.101 af Outflow = 4.82 cfs @ 12.05 hrs, Volume= 1.092 af, Atten= 77%, Lag= 4.1 min Primary = 4.82 cfs @ 12.05 hrs, Volume= 1.092 af Routing by Dyn-Stor-Ind method, Time Span= 0.00-72.00 hrs, dt= 0.05 hrs Peak Elev= 736.17' @ 17.23 hrs Surf.Area= 12,671 sf Storage= 21,627 cf Plug-Flow detention time= 645.3 min calculated for 1.091 af (99% of inflow) Center-of-Mass det. time= 641.4 min ( 1,435.1 - 793.7 ) Volume Invert Avail.Storage Storage Description #1 734.05' 154,655 cf Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 734.05 6,657 0 0 735.00 10,390 8,097 8,097 736.00 12,313 11,352 19,449 737.00 14,365 13,339 32,788 738.00 16,544 15,455 48,242 739.00 18,851 17,698 65,940 740.00 21,287 20,069 86,009 743.00 24,477 68,646 154,655 Device Routing Invert Outlet Devices #1 Primary 734.05'18.0" Round Culvert L= 416.0' Ke= 0.500 Inlet / Outlet Invert= 734.05' / 733.33' S= 0.0017 '/' Cc= 0.900 n= 0.013 Concrete pipe, bends & connections, Flow Area= 1.77 sf Primary OutFlow Max=4.38 cfs @ 12.05 hrs HW=735.93' TW=735.16' (Dynamic Tailwater) 1=Culvert (Outlet Controls 4.38 cfs @ 2.54 fps) Type II 24-hr 10 Yr-24 Hrs Rainfall=3.83"Detention - 170184001_R1 Printed 5/11/2021Prepared by Kimley-Horn Page 17HydroCAD® 10.10-5a s/n 09843 © 2020 HydroCAD Software Solutions LLC Pond 33P: New Dry Pond Inflow Primary Hydrograph Time (hours) 727068666462605856545250484644424038363432302826242220181614121086420Flow (cfs)23 22 21 20 19 18 17 16 15 14 13 12 11 10 9 8 7 6 5 4 3 2 1 0 Inflow Area=4.630 ac Peak Elev=736.17' Storage=21,627 cf 18.0" Round Culvert n=0.013 L=416.0' S=0.0017 '/' 21.15 cfs 4.82 cfs Type II 24-hr 100 Yr-24 Hrs Rainfall=6.46"Detention - 170184001_R1 Printed 5/11/2021Prepared by Kimley-Horn Page 18HydroCAD® 10.10-5a s/n 09843 © 2020 HydroCAD Software Solutions LLC Time span=0.00-72.00 hrs, dt=0.05 hrs, 1441 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=12.080 ac 0.00% Impervious Runoff Depth=5.29"Subcatchment 30S: Proposed (Ex) Tc=8.9 min CN=90 Runoff=93.74 cfs 5.330 af Runoff Area=0.257 ac 0.00% Impervious Runoff Depth=3.58"Subcatchment 31S: DA-OFF Tc=5.0 min CN=74 Runoff=1.64 cfs 0.077 af Runoff Area=4.630 ac 0.00% Impervious Runoff Depth=5.41"Subcatchment DA-N: DA-N Tc=7.0 min CN=91 Runoff=38.44 cfs 2.087 af Runoff Area=3.790 ac 0.00% Impervious Runoff Depth=5.99"Subcatchment DA-S: DA - S Tc=7.0 min CN=96 Runoff=32.91 cfs 1.890 af Peak Elev=737.89' Storage=88,390 cf Inflow=37.83 cfs 3.947 afPond 27P: New Wet Pond From Ex Dry 18.0" Round Culvert n=0.013 L=98.0' S=0.0041 '/' Outflow=1.67 cfs 3.861 af Peak Elev=738.08' Storage=160,021 cf Inflow=93.77 cfs 9.191 afPond 31P: Wet Pond (EX) Outflow=3.60 cfs 8.724 af Peak Elev=737.91' Storage=46,701 cf Inflow=38.44 cfs 2.087 afPond 33P: New Dry Pond 18.0" Round Culvert n=0.013 L=416.0' S=0.0017 '/' Outflow=5.13 cfs 2.056 af Total Runoff Area = 20.757 ac Runoff Volume = 9.384 af Average Runoff Depth = 5.42" 100.00% Pervious = 20.757 ac 0.00% Impervious = 0.000 ac Type II 24-hr 100 Yr-24 Hrs Rainfall=6.46"Detention - 170184001_R1 Printed 5/11/2021Prepared by Kimley-Horn Page 19HydroCAD® 10.10-5a s/n 09843 © 2020 HydroCAD Software Solutions LLC Summary for Subcatchment 30S: Proposed (Ex) Runoff = 93.74 cfs @ 12.00 hrs, Volume= 5.330 af, Depth= 5.29" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-72.00 hrs, dt= 0.05 hrs Type II 24-hr 100 Yr-24 Hrs Rainfall=6.46" Area (ac) CN Description * 12.080 90 12.080 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 8.9 Direct Entry, Direct Entry Subcatchment 30S: Proposed (Ex) Runoff Hydrograph Time (hours) 727068666462605856545250484644424038363432302826242220181614121086420Flow (cfs)100 95 90 85 80 75 70 65 60 55 50 45 40 35 30 25 20 15 10 5 0 Type II 24-hr 100 Yr-24 Hrs Rainfall=6.46" Runoff Area=12.080 ac Runoff Volume=5.330 af Runoff Depth=5.29" Tc=8.9 min CN=90 93.74 cfs Type II 24-hr 100 Yr-24 Hrs Rainfall=6.46"Detention - 170184001_R1 Printed 5/11/2021Prepared by Kimley-Horn Page 20HydroCAD® 10.10-5a s/n 09843 © 2020 HydroCAD Software Solutions LLC Summary for Subcatchment 31S: DA-OFF [49] Hint: Tc<2dt may require smaller dt Runoff = 1.64 cfs @ 11.96 hrs, Volume= 0.077 af, Depth= 3.58" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-72.00 hrs, dt= 0.05 hrs Type II 24-hr 100 Yr-24 Hrs Rainfall=6.46" Area (ac) CN Description 0.257 74 >75% Grass cover, Good, HSG C 0.257 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, Subcatchment 31S: DA-OFF Runoff Hydrograph Time (hours) 727068666462605856545250484644424038363432302826242220181614121086420Flow (cfs)1 0 Type II 24-hr 100 Yr-24 Hrs Rainfall=6.46" Runoff Area=0.257 ac Runoff Volume=0.077 af Runoff Depth=3.58" Tc=5.0 min CN=74 1.64 cfs Type II 24-hr 100 Yr-24 Hrs Rainfall=6.46"Detention - 170184001_R1 Printed 5/11/2021Prepared by Kimley-Horn Page 21HydroCAD® 10.10-5a s/n 09843 © 2020 HydroCAD Software Solutions LLC Summary for Subcatchment DA-N: DA-N Runoff = 38.44 cfs @ 11.98 hrs, Volume= 2.087 af, Depth= 5.41" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-72.00 hrs, dt= 0.05 hrs Type II 24-hr 100 Yr-24 Hrs Rainfall=6.46" Area (ac) CN Description * 4.630 91 4.630 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 7.0 Direct Entry, Direct Entry Subcatchment DA-N: DA-N Runoff Hydrograph Time (hours) 727068666462605856545250484644424038363432302826242220181614121086420Flow (cfs)42 40 38 36 34 32 30 28 26 24 22 20 18 16 14 12 10 8 6 4 2 0 Type II 24-hr 100 Yr-24 Hrs Rainfall=6.46" Runoff Area=4.630 ac Runoff Volume=2.087 af Runoff Depth=5.41" Tc=7.0 min CN=91 38.44 cfs Type II 24-hr 100 Yr-24 Hrs Rainfall=6.46"Detention - 170184001_R1 Printed 5/11/2021Prepared by Kimley-Horn Page 22HydroCAD® 10.10-5a s/n 09843 © 2020 HydroCAD Software Solutions LLC Summary for Subcatchment DA-S: DA - S Runoff = 32.91 cfs @ 11.98 hrs, Volume= 1.890 af, Depth= 5.99" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-72.00 hrs, dt= 0.05 hrs Type II 24-hr 100 Yr-24 Hrs Rainfall=6.46" Area (ac) CN Description * 3.790 96 3.790 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 7.0 Direct Entry, Direct Entry Subcatchment DA-S: DA - S Runoff Hydrograph Time (hours) 727068666462605856545250484644424038363432302826242220181614121086420Flow (cfs)36 34 32 30 28 26 24 22 20 18 16 14 12 10 8 6 4 2 0 Type II 24-hr 100 Yr-24 Hrs Rainfall=6.46" Runoff Area=3.790 ac Runoff Volume=1.890 af Runoff Depth=5.99" Tc=7.0 min CN=96 32.91 cfs Type II 24-hr 100 Yr-24 Hrs Rainfall=6.46"Detention - 170184001_R1 Printed 5/11/2021Prepared by Kimley-Horn Page 23HydroCAD® 10.10-5a s/n 09843 © 2020 HydroCAD Software Solutions LLC Summary for Pond 27P: New Wet Pond From Ex Dry Detention [87] Warning: Oscillations may require smaller dt or Finer Routing (severity=2) Inflow Area = 8.420 ac, 0.00% Impervious, Inflow Depth > 5.62" for 100 Yr-24 Hrs event Inflow = 37.83 cfs @ 11.98 hrs, Volume= 3.947 af Outflow = 1.67 cfs @ 11.86 hrs, Volume= 3.861 af, Atten= 96%, Lag= 0.0 min Primary = 1.67 cfs @ 11.86 hrs, Volume= 3.861 af Routing by Dyn-Stor-Ind method, Time Span= 0.00-72.00 hrs, dt= 0.05 hrs Peak Elev= 737.89' @ 15.97 hrs Surf.Area= 27,746 sf Storage= 88,390 cf Plug-Flow detention time= 927.4 min calculated for 3.858 af (98% of inflow) Center-of-Mass det. time= 867.4 min ( 2,059.5 - 1,192.1 ) Volume Invert Avail.Storage Storage Description #1 733.70' 153,748 cf Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 733.70 0 0 0 734.00 16,592 2,489 2,489 735.00 19,360 17,976 20,465 736.00 22,196 20,778 41,243 737.00 25,101 23,649 64,891 738.00 28,075 26,588 91,479 739.00 31,117 29,596 121,075 740.00 34,228 32,673 153,748 Device Routing Invert Outlet Devices #1 Primary 733.70'18.0" Round Culvert L= 98.0' Ke= 0.500 Inlet / Outlet Invert= 733.70' / 733.30' S= 0.0041 '/' Cc= 0.900 n= 0.013 Concrete pipe, bends & connections, Flow Area= 1.77 sf Primary OutFlow Max=0.00 cfs @ 11.86 hrs HW=735.29' TW=735.47' (Dynamic Tailwater) 1=Culvert ( Controls 0.00 cfs) Type II 24-hr 100 Yr-24 Hrs Rainfall=6.46"Detention - 170184001_R1 Printed 5/11/2021Prepared by Kimley-Horn Page 24HydroCAD® 10.10-5a s/n 09843 © 2020 HydroCAD Software Solutions LLC Pond 27P: New Wet Pond From Ex Dry Detention Inflow Primary Hydrograph Time (hours) 727068666462605856545250484644424038363432302826242220181614121086420Flow (cfs)42 40 38 36 34 32 30 28 26 24 22 20 18 16 14 12 10 8 6 4 2 0 Inflow Area=8.420 ac Peak Elev=737.89' Storage=88,390 cf 18.0" Round Culvert n=0.013 L=98.0' S=0.0041 '/' 37.83 cfs 1.67 cfs Type II 24-hr 100 Yr-24 Hrs Rainfall=6.46"Detention - 170184001_R1 Printed 5/11/2021Prepared by Kimley-Horn Page 25HydroCAD® 10.10-5a s/n 09843 © 2020 HydroCAD Software Solutions LLC Summary for Pond 31P: Wet Pond (EX) [80] Warning: Exceeded Pond 27P by 0.96' @ 12.25 hrs (7.67 cfs 1.664 af) Inflow Area = 20.500 ac, 0.00% Impervious, Inflow Depth > 5.38" for 100 Yr-24 Hrs event Inflow = 93.77 cfs @ 12.00 hrs, Volume= 9.191 af Outflow = 3.60 cfs @ 13.63 hrs, Volume= 8.724 af, Atten= 96%, Lag= 98.2 min Primary = 3.60 cfs @ 13.63 hrs, Volume= 8.724 af Routing by Dyn-Stor-Ind method, Time Span= 0.00-72.00 hrs, dt= 0.05 hrs Peak Elev= 738.08' @ 13.63 hrs Surf.Area= 38,259 sf Storage= 160,021 cf Plug-Flow detention time= 808.5 min calculated for 8.724 af (95% of inflow) Center-of-Mass det. time= 676.0 min ( 1,994.5 - 1,318.5 ) Volume Invert Avail.Storage Storage Description #1 733.30' 281,183 cf Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 733.30 28,958 0 0 734.00 30,212 20,710 20,710 735.00 32,119 31,166 51,875 737.00 36,064 68,183 120,058 738.00 38,102 37,083 157,141 739.00 40,183 39,143 196,284 740.00 42,308 41,246 237,529 741.00 45,000 43,654 281,183 Device Routing Invert Outlet Devices #1 Primary 733.30'6.0" Vert. Orifice/Grate C= 0.600 Limited to weir flow at low heads #2 Primary 736.85'8.0" Vert. Orifice/Grate C= 0.600 Limited to weir flow at low heads #3 Primary 739.22'48.0" x 48.0" Horiz. Orifice/Grate C= 0.600 Limited to weir flow at low heads Primary OutFlow Max=3.60 cfs @ 13.63 hrs HW=738.08' (Free Discharge) 1=Orifice/Grate (Orifice Controls 2.01 cfs @ 10.24 fps) 2=Orifice/Grate (Orifice Controls 1.59 cfs @ 4.55 fps) 3=Orifice/Grate ( Controls 0.00 cfs) Type II 24-hr 100 Yr-24 Hrs Rainfall=6.46"Detention - 170184001_R1 Printed 5/11/2021Prepared by Kimley-Horn Page 26HydroCAD® 10.10-5a s/n 09843 © 2020 HydroCAD Software Solutions LLC Pond 31P: Wet Pond (EX) Inflow Primary Hydrograph Time (hours) 727068666462605856545250484644424038363432302826242220181614121086420Flow (cfs)105 100 95 90 85 80 75 70 65 60 55 50 45 40 35 30 25 20 15 10 5 0 Inflow Area=20.500 ac Peak Elev=738.08' Storage=160,021 cf 93.77 cfs 3.60 cfs Type II 24-hr 100 Yr-24 Hrs Rainfall=6.46"Detention - 170184001_R1 Printed 5/11/2021Prepared by Kimley-Horn Page 27HydroCAD® 10.10-5a s/n 09843 © 2020 HydroCAD Software Solutions LLC Summary for Pond 33P: New Dry Pond Inflow Area = 4.630 ac, 0.00% Impervious, Inflow Depth = 5.41" for 100 Yr-24 Hrs event Inflow = 38.44 cfs @ 11.98 hrs, Volume= 2.087 af Outflow = 5.13 cfs @ 12.04 hrs, Volume= 2.056 af, Atten= 87%, Lag= 3.8 min Primary = 5.13 cfs @ 12.04 hrs, Volume= 2.056 af Routing by Dyn-Stor-Ind method, Time Span= 0.00-72.00 hrs, dt= 0.05 hrs Peak Elev= 737.91' @ 16.37 hrs Surf.Area= 16,340 sf Storage= 46,701 cf Plug-Flow detention time= 828.4 min calculated for 2.056 af (99% of inflow) Center-of-Mass det. time= 819.0 min ( 1,595.3 - 776.3 ) Volume Invert Avail.Storage Storage Description #1 734.05' 154,655 cf Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 734.05 6,657 0 0 735.00 10,390 8,097 8,097 736.00 12,313 11,352 19,449 737.00 14,365 13,339 32,788 738.00 16,544 15,455 48,242 739.00 18,851 17,698 65,940 740.00 21,287 20,069 86,009 743.00 24,477 68,646 154,655 Device Routing Invert Outlet Devices #1 Primary 734.05'18.0" Round Culvert L= 416.0' Ke= 0.500 Inlet / Outlet Invert= 734.05' / 733.33' S= 0.0017 '/' Cc= 0.900 n= 0.013 Concrete pipe, bends & connections, Flow Area= 1.77 sf Primary OutFlow Max=4.51 cfs @ 12.04 hrs HW=737.17' TW=736.25' (Dynamic Tailwater) 1=Culvert (Outlet Controls 4.51 cfs @ 2.55 fps) Type II 24-hr 100 Yr-24 Hrs Rainfall=6.46"Detention - 170184001_R1 Printed 5/11/2021Prepared by Kimley-Horn Page 28HydroCAD® 10.10-5a s/n 09843 © 2020 HydroCAD Software Solutions LLC Pond 33P: New Dry Pond Inflow Primary Hydrograph Time (hours) 727068666462605856545250484644424038363432302826242220181614121086420Flow (cfs)42 40 38 36 34 32 30 28 26 24 22 20 18 16 14 12 10 8 6 4 2 0 Inflow Area=4.630 ac Peak Elev=737.91' Storage=46,701 cf 18.0" Round Culvert n=0.013 L=416.0' S=0.0017 '/' 38.44 cfs 5.13 cfs EXCERPT OF ORIGINAL REPORT PROVIDED BY OWNER INCLUDED FOR REFERENCE ONLY PROPOSED SITE FOR NAPLETON DETAIL CENTER 170184001 Napleton Auxiliary Lot And Detail Center Appendix C: Proposed Basin Conditions RANDALL DRIVERANDALL DRIVEMay 13, 2022 0'80'40'NORTHNAPLETON AUTOMOTIVE GROUP PROPOSED DRAINAGE AREA MAP PROJECT: BY: DATE: Hydrologic Group % A 0.0% B 0.0% C 0.0% D 100.0% Total 100.0% Soil Group Weighted Runoff Coefficient C Actual Soil Group Next Less Impervious Soil Group Undeveloped Wooded Good Cover 0.20 77 77 Undeveloped Meadow -0.25 78 78 Fully Developed Impervious Paved 0.85 98 98 Fully Developed Impervious Rooftop 0.90 98 98 Fully Developed Open Space Good Condition (>75% Cover)0.30 80 80 Fully Developed Open Space Fair Condition (50%-75% Cover)0.35 84 84 Weighted CN Wooded - Good Cover Meadow Impervious - Paved Impervious - Rooftop Open Space - Good Condition (>75% Cover) Fully Developed - Open Space Total Actual Soil Group DA-N 0.68 2.59 0.31 1.01 -4.59 0.64 91 DA-S 3.12 0.23 0.49 -3.84 0.78 96 Napleton Automotive Group AMM 12-May-22 Site Soil Weighted C Cover Type Condition Basin Soil Group Weighted CN Area (ac) 30S Proposed (Ex) 31S DA-OFF DA-N DA-N DA-S DA - S 27P New Wet Pond From Ex Dry Detention 31P Wet Pond (EX) 33P New Dry Pond Routing Diagram for Detention - 170184001_R2 Prepared by Kimley-Horn, Printed 6/9/2021 HydroCAD® 10.10-5a s/n 09843 © 2020 HydroCAD Software Solutions LLC Subcat Reach Pond Link Detention - 170184001_R2 Printed 6/9/2021Prepared by Kimley-Horn Page 2HydroCAD® 10.10-5a s/n 09843 © 2020 HydroCAD Software Solutions LLC Rainfall Events Listing (selected events) Event# Event Name Storm Type Curve Mode Duration (hours) B/B Depth (inches) AMC 1 10 Yr-24 Hrs Type II 24-hr Default 24.00 1 3.83 2 2 100 Yr-24 Hrs Type II 24-hr Default 24.00 1 6.46 2 Detention - 170184001_R2 Printed 6/9/2021Prepared by Kimley-Horn Page 3HydroCAD® 10.10-5a s/n 09843 © 2020 HydroCAD Software Solutions LLC Area Listing (selected nodes) Area (acres) CN Description (subcatchment-numbers) 12.080 90 (30S) 4.630 91 (DA-N) 3.790 96 (DA-S) 0.257 74 >75% Grass cover, Good, HSG C (31S) 20.757 91 TOTAL AREA Detention - 170184001_R2 Printed 6/9/2021Prepared by Kimley-Horn Page 4HydroCAD® 10.10-5a s/n 09843 © 2020 HydroCAD Software Solutions LLC Soil Listing (selected nodes) Area (acres) Soil Group Subcatchment Numbers 0.000 HSG A 0.000 HSG B 0.257 HSG C 31S 0.000 HSG D 20.500 Other 30S, DA-N, DA-S 20.757 TOTAL AREA Detention - 170184001_R2 Printed 6/9/2021Prepared by Kimley-Horn Page 5HydroCAD® 10.10-5a s/n 09843 © 2020 HydroCAD Software Solutions LLC Ground Covers (selected nodes) HSG-A (acres) HSG-B (acres) HSG-C (acres) HSG-D (acres) Other (acres) Total (acres) Ground Cover Subcatchment Numbers 0.000 0.000 0.000 0.000 20.500 20.500 30S, DA-N, DA-S 0.000 0.000 0.257 0.000 0.000 0.257 >75% Grass cover, Good 31S 0.000 0.000 0.257 0.000 20.500 20.757 TOTAL AREA Detention - 170184001_R2 Printed 6/9/2021Prepared by Kimley-Horn Page 6HydroCAD® 10.10-5a s/n 09843 © 2020 HydroCAD Software Solutions LLC Pipe Listing (selected nodes) Line# Node Number In-Invert (feet) Out-Invert (feet) Length (feet) Slope (ft/ft) n Width (inches) Diam/Height (inches) Inside-Fill (inches) 1 27P 733.70 733.30 98.0 0.0041 0.013 0.0 18.0 0.0 2 33P 734.05 733.33 416.0 0.0017 0.013 0.0 18.0 0.0 Type II 24-hr 10 Yr-24 Hrs Rainfall=3.83"Detention - 170184001_R2 Printed 6/9/2021Prepared by Kimley-Horn Page 7HydroCAD® 10.10-5a s/n 09843 © 2020 HydroCAD Software Solutions LLC Time span=0.00-72.00 hrs, dt=0.05 hrs, 1441 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=12.080 ac 0.00% Impervious Runoff Depth=2.76"Subcatchment 30S: Proposed (Ex) Tc=8.9 min CN=90 Runoff=50.76 cfs 2.777 af Runoff Area=0.257 ac 0.00% Impervious Runoff Depth=1.47"Subcatchment 31S: DA-OFF Tc=5.0 min CN=74 Runoff=0.68 cfs 0.032 af Runoff Area=4.630 ac 0.00% Impervious Runoff Depth=2.85"Subcatchment DA-N: DA-N Tc=7.0 min CN=91 Runoff=21.15 cfs 1.101 af Runoff Area=3.790 ac 0.00% Impervious Runoff Depth=3.37"Subcatchment DA-S: DA - S Tc=7.0 min CN=96 Runoff=19.13 cfs 1.065 af Peak Elev=735.88' Storage=60,511 cf Inflow=23.80 cfs 2.156 afPond 27P: New Wet Pond From Ex Dry 18.0" Round Culvert n=0.013 L=98.0' S=0.0041 '/' Outflow=1.18 cfs 2.077 af Peak Elev=735.91' Storage=82,074 cf Inflow=51.84 cfs 4.853 afPond 31P: Wet Pond (EX) Outflow=1.45 cfs 4.696 af Peak Elev=736.01' Storage=19,565 cf Inflow=21.15 cfs 1.101 afPond 33P: New Dry Pond 18.0" Round Culvert n=0.013 L=416.0' S=0.0017 '/' Outflow=5.44 cfs 1.091 af Total Runoff Area = 20.757 ac Runoff Volume = 4.975 af Average Runoff Depth = 2.88" 100.00% Pervious = 20.757 ac 0.00% Impervious = 0.000 ac Type II 24-hr 10 Yr-24 Hrs Rainfall=3.83"Detention - 170184001_R2 Printed 6/9/2021Prepared by Kimley-Horn Page 8HydroCAD® 10.10-5a s/n 09843 © 2020 HydroCAD Software Solutions LLC Summary for Subcatchment 30S: Proposed (Ex) Runoff = 50.76 cfs @ 12.00 hrs, Volume= 2.777 af, Depth= 2.76" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-72.00 hrs, dt= 0.05 hrs Type II 24-hr 10 Yr-24 Hrs Rainfall=3.83" Area (ac) CN Description * 12.080 90 12.080 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 8.9 Direct Entry, Direct Entry Subcatchment 30S: Proposed (Ex) Runoff Hydrograph Time (hours) 727068666462605856545250484644424038363432302826242220181614121086420Flow (cfs)55 50 45 40 35 30 25 20 15 10 5 0 Type II 24-hr 10 Yr-24 Hrs Rainfall=3.83" Runoff Area=12.080 ac Runoff Volume=2.777 af Runoff Depth=2.76" Tc=8.9 min CN=90 50.76 cfs Type II 24-hr 10 Yr-24 Hrs Rainfall=3.83"Detention - 170184001_R2 Printed 6/9/2021Prepared by Kimley-Horn Page 9HydroCAD® 10.10-5a s/n 09843 © 2020 HydroCAD Software Solutions LLC Summary for Subcatchment 31S: DA-OFF [49] Hint: Tc<2dt may require smaller dt Runoff = 0.68 cfs @ 11.96 hrs, Volume= 0.032 af, Depth= 1.47" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-72.00 hrs, dt= 0.05 hrs Type II 24-hr 10 Yr-24 Hrs Rainfall=3.83" Area (ac) CN Description 0.257 74 >75% Grass cover, Good, HSG C 0.257 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, Subcatchment 31S: DA-OFF Runoff Hydrograph Time (hours) 727068666462605856545250484644424038363432302826242220181614121086420Flow (cfs)0.75 0.7 0.65 0.6 0.55 0.5 0.45 0.4 0.35 0.3 0.25 0.2 0.15 0.1 0.05 0 Type II 24-hr 10 Yr-24 Hrs Rainfall=3.83" Runoff Area=0.257 ac Runoff Volume=0.032 af Runoff Depth=1.47" Tc=5.0 min CN=74 0.68 cfs Type II 24-hr 10 Yr-24 Hrs Rainfall=3.83"Detention - 170184001_R2 Printed 6/9/2021Prepared by Kimley-Horn Page 10HydroCAD® 10.10-5a s/n 09843 © 2020 HydroCAD Software Solutions LLC Summary for Subcatchment DA-N: DA-N Runoff = 21.15 cfs @ 11.98 hrs, Volume= 1.101 af, Depth= 2.85" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-72.00 hrs, dt= 0.05 hrs Type II 24-hr 10 Yr-24 Hrs Rainfall=3.83" Area (ac) CN Description * 4.630 91 4.630 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 7.0 Direct Entry, Direct Entry Subcatchment DA-N: DA-N Runoff Hydrograph Time (hours) 727068666462605856545250484644424038363432302826242220181614121086420Flow (cfs)23 22 21 20 19 18 17 16 15 14 13 12 11 10 9 8 7 6 5 4 3 2 1 0 Type II 24-hr 10 Yr-24 Hrs Rainfall=3.83" Runoff Area=4.630 ac Runoff Volume=1.101 af Runoff Depth=2.85" Tc=7.0 min CN=91 21.15 cfs Type II 24-hr 10 Yr-24 Hrs Rainfall=3.83"Detention - 170184001_R2 Printed 6/9/2021Prepared by Kimley-Horn Page 11HydroCAD® 10.10-5a s/n 09843 © 2020 HydroCAD Software Solutions LLC Summary for Subcatchment DA-S: DA - S Runoff = 19.13 cfs @ 11.98 hrs, Volume= 1.065 af, Depth= 3.37" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-72.00 hrs, dt= 0.05 hrs Type II 24-hr 10 Yr-24 Hrs Rainfall=3.83" Area (ac) CN Description * 3.790 96 3.790 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 7.0 Direct Entry, Direct Entry Subcatchment DA-S: DA - S Runoff Hydrograph Time (hours) 727068666462605856545250484644424038363432302826242220181614121086420Flow (cfs)21 20 19 18 17 16 15 14 13 12 11 10 9 8 7 6 5 4 3 2 1 0 Type II 24-hr 10 Yr-24 Hrs Rainfall=3.83" Runoff Area=3.790 ac Runoff Volume=1.065 af Runoff Depth=3.37" Tc=7.0 min CN=96 19.13 cfs Type II 24-hr 10 Yr-24 Hrs Rainfall=3.83"Detention - 170184001_R2 Printed 6/9/2021Prepared by Kimley-Horn Page 12HydroCAD® 10.10-5a s/n 09843 © 2020 HydroCAD Software Solutions LLC Summary for Pond 27P: New Wet Pond From Ex Dry Detention Inflow Area = 8.420 ac, 0.00% Impervious, Inflow Depth > 3.07" for 10 Yr-24 Hrs event Inflow = 23.80 cfs @ 11.98 hrs, Volume= 2.156 af Outflow = 1.18 cfs @ 11.95 hrs, Volume= 2.077 af, Atten= 95%, Lag= 0.0 min Primary = 1.18 cfs @ 11.95 hrs, Volume= 2.077 af Routing by Dyn-Stor-Ind method, Time Span= 0.00-72.00 hrs, dt= 0.05 hrs Peak Elev= 735.88' @ 17.68 hrs Surf.Area= 30,166 sf Storage= 60,511 cf Plug-Flow detention time= 1,136.4 min calculated for 2.077 af (96% of inflow) Center-of-Mass det. time= 1,056.9 min ( 2,113.1 - 1,056.2 ) Volume Invert Avail.Storage Storage Description #1 733.70' 244,251 cf Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 733.70 25,265 0 0 741.00 41,653 244,251 244,251 Device Routing Invert Outlet Devices #1 Primary 733.70'18.0" Round Culvert L= 98.0' Ke= 0.500 Inlet / Outlet Invert= 733.70' / 733.30' S= 0.0041 '/' Cc= 0.900 n= 0.013 Concrete pipe, bends & connections, Flow Area= 1.77 sf Primary OutFlow Max=0.00 cfs @ 11.95 hrs HW=734.55' TW=734.62' (Dynamic Tailwater) 1=Culvert ( Controls 0.00 cfs) Type II 24-hr 10 Yr-24 Hrs Rainfall=3.83"Detention - 170184001_R2 Printed 6/9/2021Prepared by Kimley-Horn Page 13HydroCAD® 10.10-5a s/n 09843 © 2020 HydroCAD Software Solutions LLC Pond 27P: New Wet Pond From Ex Dry Detention Inflow Primary Hydrograph Time (hours) 727068666462605856545250484644424038363432302826242220181614121086420Flow (cfs)26 24 22 20 18 16 14 12 10 8 6 4 2 0 Inflow Area=8.420 ac Peak Elev=735.88' Storage=60,511 cf 18.0" Round Culvert n=0.013 L=98.0' S=0.0041 '/' 23.80 cfs 1.18 cfs Type II 24-hr 10 Yr-24 Hrs Rainfall=3.83"Detention - 170184001_R2 Printed 6/9/2021Prepared by Kimley-Horn Page 14HydroCAD® 10.10-5a s/n 09843 © 2020 HydroCAD Software Solutions LLC Summary for Pond 31P: Wet Pond (EX) [80] Warning: Exceeded Pond 27P by 0.48' @ 12.25 hrs (5.54 cfs 1.196 af) Inflow Area = 20.500 ac, 0.00% Impervious, Inflow Depth > 2.84" for 10 Yr-24 Hrs event Inflow = 51.84 cfs @ 12.00 hrs, Volume= 4.853 af Outflow = 1.45 cfs @ 14.62 hrs, Volume= 4.696 af, Atten= 97%, Lag= 157.2 min Primary = 1.45 cfs @ 14.62 hrs, Volume= 4.696 af Routing by Dyn-Stor-Ind method, Time Span= 0.00-72.00 hrs, dt= 0.05 hrs Peak Elev= 735.91' @ 14.62 hrs Surf.Area= 33,923 sf Storage= 82,074 cf Plug-Flow detention time= 757.8 min calculated for 4.696 af (97% of inflow) Center-of-Mass det. time= 678.3 min ( 2,039.9 - 1,361.7 ) Volume Invert Avail.Storage Storage Description #1 733.30' 281,183 cf Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 733.30 28,958 0 0 734.00 30,212 20,710 20,710 735.00 32,119 31,166 51,875 737.00 36,064 68,183 120,058 738.00 38,102 37,083 157,141 739.00 40,183 39,143 196,284 740.00 42,308 41,246 237,529 741.00 45,000 43,654 281,183 Device Routing Invert Outlet Devices #1 Primary 733.30'6.0" Vert. Orifice/Grate C= 0.600 Limited to weir flow at low heads #2 Primary 736.85'8.0" Vert. Orifice/Grate C= 0.600 Limited to weir flow at low heads #3 Primary 739.22'48.0" x 48.0" Horiz. Orifice/Grate C= 0.600 Limited to weir flow at low heads Primary OutFlow Max=1.45 cfs @ 14.62 hrs HW=735.91' (Free Discharge) 1=Orifice/Grate (Orifice Controls 1.45 cfs @ 7.40 fps) 2=Orifice/Grate ( Controls 0.00 cfs) 3=Orifice/Grate ( Controls 0.00 cfs) Type II 24-hr 10 Yr-24 Hrs Rainfall=3.83"Detention - 170184001_R2 Printed 6/9/2021Prepared by Kimley-Horn Page 15HydroCAD® 10.10-5a s/n 09843 © 2020 HydroCAD Software Solutions LLC Pond 31P: Wet Pond (EX) Inflow Primary Hydrograph Time (hours) 727068666462605856545250484644424038363432302826242220181614121086420Flow (cfs)55 50 45 40 35 30 25 20 15 10 5 0 Inflow Area=20.500 ac Peak Elev=735.91' Storage=82,074 cf 51.84 cfs 1.45 cfs Type II 24-hr 10 Yr-24 Hrs Rainfall=3.83"Detention - 170184001_R2 Printed 6/9/2021Prepared by Kimley-Horn Page 16HydroCAD® 10.10-5a s/n 09843 © 2020 HydroCAD Software Solutions LLC Summary for Pond 33P: New Dry Pond Inflow Area = 4.630 ac, 0.00% Impervious, Inflow Depth = 2.85" for 10 Yr-24 Hrs event Inflow = 21.15 cfs @ 11.98 hrs, Volume= 1.101 af Outflow = 5.44 cfs @ 12.07 hrs, Volume= 1.091 af, Atten= 74%, Lag= 5.6 min Primary = 5.44 cfs @ 12.07 hrs, Volume= 1.091 af Routing by Dyn-Stor-Ind method, Time Span= 0.00-72.00 hrs, dt= 0.05 hrs Peak Elev= 736.01' @ 12.15 hrs Surf.Area= 12,332 sf Storage= 19,565 cf Plug-Flow detention time= 551.3 min calculated for 1.091 af (99% of inflow) Center-of-Mass det. time= 545.3 min ( 1,339.0 - 793.7 ) Volume Invert Avail.Storage Storage Description #1 734.05' 154,655 cf Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 734.05 6,657 0 0 735.00 10,390 8,097 8,097 736.00 12,313 11,352 19,449 737.00 14,365 13,339 32,788 738.00 16,544 15,455 48,242 739.00 18,851 17,698 65,940 740.00 21,287 20,069 86,009 743.00 24,477 68,646 154,655 Device Routing Invert Outlet Devices #1 Primary 734.05'18.0" Round Culvert L= 416.0' Ke= 0.500 Inlet / Outlet Invert= 734.05' / 733.33' S= 0.0017 '/' Cc= 0.900 n= 0.013 Concrete pipe, bends & connections, Flow Area= 1.77 sf Primary OutFlow Max=5.18 cfs @ 12.07 hrs HW=735.94' TW=734.86' (Dynamic Tailwater) 1=Culvert (Outlet Controls 5.18 cfs @ 2.99 fps) Type II 24-hr 10 Yr-24 Hrs Rainfall=3.83"Detention - 170184001_R2 Printed 6/9/2021Prepared by Kimley-Horn Page 17HydroCAD® 10.10-5a s/n 09843 © 2020 HydroCAD Software Solutions LLC Pond 33P: New Dry Pond Inflow Primary Hydrograph Time (hours) 727068666462605856545250484644424038363432302826242220181614121086420Flow (cfs)23 22 21 20 19 18 17 16 15 14 13 12 11 10 9 8 7 6 5 4 3 2 1 0 Inflow Area=4.630 ac Peak Elev=736.01' Storage=19,565 cf 18.0" Round Culvert n=0.013 L=416.0' S=0.0017 '/' 21.15 cfs 5.44 cfs Type II 24-hr 100 Yr-24 Hrs Rainfall=6.46"Detention - 170184001_R2 Printed 6/9/2021Prepared by Kimley-Horn Page 18HydroCAD® 10.10-5a s/n 09843 © 2020 HydroCAD Software Solutions LLC Time span=0.00-72.00 hrs, dt=0.05 hrs, 1441 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=12.080 ac 0.00% Impervious Runoff Depth=5.29"Subcatchment 30S: Proposed (Ex) Tc=8.9 min CN=90 Runoff=93.74 cfs 5.330 af Runoff Area=0.257 ac 0.00% Impervious Runoff Depth=3.58"Subcatchment 31S: DA-OFF Tc=5.0 min CN=74 Runoff=1.64 cfs 0.077 af Runoff Area=4.630 ac 0.00% Impervious Runoff Depth=5.41"Subcatchment DA-N: DA-N Tc=7.0 min CN=91 Runoff=38.44 cfs 2.087 af Runoff Area=3.790 ac 0.00% Impervious Runoff Depth=5.99"Subcatchment DA-S: DA - S Tc=7.0 min CN=96 Runoff=32.91 cfs 1.890 af Peak Elev=737.49' Storage=111,722 cf Inflow=38.47 cfs 3.932 afPond 27P: New Wet Pond From Ex Dry 18.0" Round Culvert n=0.013 L=98.0' S=0.0041 '/' Outflow=1.24 cfs 3.611 af Peak Elev=737.94' Storage=154,806 cf Inflow=93.74 cfs 8.941 afPond 31P: Wet Pond (EX) Outflow=3.44 cfs 8.341 af Peak Elev=737.49' Storage=40,150 cf Inflow=38.44 cfs 2.087 afPond 33P: New Dry Pond 18.0" Round Culvert n=0.013 L=416.0' S=0.0017 '/' Outflow=5.91 cfs 2.041 af Total Runoff Area = 20.757 ac Runoff Volume = 9.384 af Average Runoff Depth = 5.42" 100.00% Pervious = 20.757 ac 0.00% Impervious = 0.000 ac Type II 24-hr 100 Yr-24 Hrs Rainfall=6.46"Detention - 170184001_R2 Printed 6/9/2021Prepared by Kimley-Horn Page 19HydroCAD® 10.10-5a s/n 09843 © 2020 HydroCAD Software Solutions LLC Summary for Subcatchment 30S: Proposed (Ex) Runoff = 93.74 cfs @ 12.00 hrs, Volume= 5.330 af, Depth= 5.29" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-72.00 hrs, dt= 0.05 hrs Type II 24-hr 100 Yr-24 Hrs Rainfall=6.46" Area (ac) CN Description * 12.080 90 12.080 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 8.9 Direct Entry, Direct Entry Subcatchment 30S: Proposed (Ex) Runoff Hydrograph Time (hours) 727068666462605856545250484644424038363432302826242220181614121086420Flow (cfs)100 95 90 85 80 75 70 65 60 55 50 45 40 35 30 25 20 15 10 5 0 Type II 24-hr 100 Yr-24 Hrs Rainfall=6.46" Runoff Area=12.080 ac Runoff Volume=5.330 af Runoff Depth=5.29" Tc=8.9 min CN=90 93.74 cfs Type II 24-hr 100 Yr-24 Hrs Rainfall=6.46"Detention - 170184001_R2 Printed 6/9/2021Prepared by Kimley-Horn Page 20HydroCAD® 10.10-5a s/n 09843 © 2020 HydroCAD Software Solutions LLC Summary for Subcatchment 31S: DA-OFF [49] Hint: Tc<2dt may require smaller dt Runoff = 1.64 cfs @ 11.96 hrs, Volume= 0.077 af, Depth= 3.58" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-72.00 hrs, dt= 0.05 hrs Type II 24-hr 100 Yr-24 Hrs Rainfall=6.46" Area (ac) CN Description 0.257 74 >75% Grass cover, Good, HSG C 0.257 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, Subcatchment 31S: DA-OFF Runoff Hydrograph Time (hours) 727068666462605856545250484644424038363432302826242220181614121086420Flow (cfs)1 0 Type II 24-hr 100 Yr-24 Hrs Rainfall=6.46" Runoff Area=0.257 ac Runoff Volume=0.077 af Runoff Depth=3.58" Tc=5.0 min CN=74 1.64 cfs Type II 24-hr 100 Yr-24 Hrs Rainfall=6.46"Detention - 170184001_R2 Printed 6/9/2021Prepared by Kimley-Horn Page 21HydroCAD® 10.10-5a s/n 09843 © 2020 HydroCAD Software Solutions LLC Summary for Subcatchment DA-N: DA-N Runoff = 38.44 cfs @ 11.98 hrs, Volume= 2.087 af, Depth= 5.41" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-72.00 hrs, dt= 0.05 hrs Type II 24-hr 100 Yr-24 Hrs Rainfall=6.46" Area (ac) CN Description * 4.630 91 4.630 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 7.0 Direct Entry, Direct Entry Subcatchment DA-N: DA-N Runoff Hydrograph Time (hours) 727068666462605856545250484644424038363432302826242220181614121086420Flow (cfs)42 40 38 36 34 32 30 28 26 24 22 20 18 16 14 12 10 8 6 4 2 0 Type II 24-hr 100 Yr-24 Hrs Rainfall=6.46" Runoff Area=4.630 ac Runoff Volume=2.087 af Runoff Depth=5.41" Tc=7.0 min CN=91 38.44 cfs Type II 24-hr 100 Yr-24 Hrs Rainfall=6.46"Detention - 170184001_R2 Printed 6/9/2021Prepared by Kimley-Horn Page 22HydroCAD® 10.10-5a s/n 09843 © 2020 HydroCAD Software Solutions LLC Summary for Subcatchment DA-S: DA - S Runoff = 32.91 cfs @ 11.98 hrs, Volume= 1.890 af, Depth= 5.99" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-72.00 hrs, dt= 0.05 hrs Type II 24-hr 100 Yr-24 Hrs Rainfall=6.46" Area (ac) CN Description * 3.790 96 3.790 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 7.0 Direct Entry, Direct Entry Subcatchment DA-S: DA - S Runoff Hydrograph Time (hours) 727068666462605856545250484644424038363432302826242220181614121086420Flow (cfs)36 34 32 30 28 26 24 22 20 18 16 14 12 10 8 6 4 2 0 Type II 24-hr 100 Yr-24 Hrs Rainfall=6.46" Runoff Area=3.790 ac Runoff Volume=1.890 af Runoff Depth=5.99" Tc=7.0 min CN=96 32.91 cfs Type II 24-hr 100 Yr-24 Hrs Rainfall=6.46"Detention - 170184001_R2 Printed 6/9/2021Prepared by Kimley-Horn Page 23HydroCAD® 10.10-5a s/n 09843 © 2020 HydroCAD Software Solutions LLC Summary for Pond 27P: New Wet Pond From Ex Dry Detention Inflow Area = 8.420 ac, 0.00% Impervious, Inflow Depth > 5.60" for 100 Yr-24 Hrs event Inflow = 38.47 cfs @ 11.98 hrs, Volume= 3.932 af Outflow = 1.24 cfs @ 24.73 hrs, Volume= 3.611 af, Atten= 97%, Lag= 764.8 min Primary = 1.24 cfs @ 24.73 hrs, Volume= 3.611 af Routing by Dyn-Stor-Ind method, Time Span= 0.00-72.00 hrs, dt= 0.05 hrs Peak Elev= 737.49' @ 18.06 hrs Surf.Area= 33,763 sf Storage= 111,722 cf Plug-Flow detention time= 1,386.8 min calculated for 3.608 af (92% of inflow) Center-of-Mass det. time= 1,189.5 min ( 2,346.4 - 1,156.8 ) Volume Invert Avail.Storage Storage Description #1 733.70' 244,251 cf Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 733.70 25,265 0 0 741.00 41,653 244,251 244,251 Device Routing Invert Outlet Devices #1 Primary 733.70'18.0" Round Culvert L= 98.0' Ke= 0.500 Inlet / Outlet Invert= 733.70' / 733.30' S= 0.0041 '/' Cc= 0.900 n= 0.013 Concrete pipe, bends & connections, Flow Area= 1.77 sf Primary OutFlow Max=1.35 cfs @ 24.73 hrs HW=737.22' TW=737.19' (Dynamic Tailwater) 1=Culvert (Outlet Controls 1.35 cfs @ 0.76 fps) Type II 24-hr 100 Yr-24 Hrs Rainfall=6.46"Detention - 170184001_R2 Printed 6/9/2021Prepared by Kimley-Horn Page 24HydroCAD® 10.10-5a s/n 09843 © 2020 HydroCAD Software Solutions LLC Pond 27P: New Wet Pond From Ex Dry Detention Inflow Primary Hydrograph Time (hours) 727068666462605856545250484644424038363432302826242220181614121086420Flow (cfs)42 40 38 36 34 32 30 28 26 24 22 20 18 16 14 12 10 8 6 4 2 0 Inflow Area=8.420 ac Peak Elev=737.49' Storage=111,722 cf 18.0" Round Culvert n=0.013 L=98.0' S=0.0041 '/' 38.47 cfs 1.24 cfs Type II 24-hr 100 Yr-24 Hrs Rainfall=6.46"Detention - 170184001_R2 Printed 6/9/2021Prepared by Kimley-Horn Page 25HydroCAD® 10.10-5a s/n 09843 © 2020 HydroCAD Software Solutions LLC Summary for Pond 31P: Wet Pond (EX) [80] Warning: Exceeded Pond 27P by 1.40' @ 12.30 hrs (9.24 cfs 3.077 af) Inflow Area = 20.500 ac, 0.00% Impervious, Inflow Depth > 5.23" for 100 Yr-24 Hrs event Inflow = 93.74 cfs @ 12.00 hrs, Volume= 8.941 af Outflow = 3.44 cfs @ 13.73 hrs, Volume= 8.341 af, Atten= 96%, Lag= 103.8 min Primary = 3.44 cfs @ 13.73 hrs, Volume= 8.341 af Routing by Dyn-Stor-Ind method, Time Span= 0.00-72.00 hrs, dt= 0.05 hrs Peak Elev= 737.94' @ 13.73 hrs Surf.Area= 37,977 sf Storage= 154,806 cf Plug-Flow detention time= 829.0 min calculated for 8.341 af (93% of inflow) Center-of-Mass det. time= 655.0 min ( 2,068.6 - 1,413.6 ) Volume Invert Avail.Storage Storage Description #1 733.30' 281,183 cf Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 733.30 28,958 0 0 734.00 30,212 20,710 20,710 735.00 32,119 31,166 51,875 737.00 36,064 68,183 120,058 738.00 38,102 37,083 157,141 739.00 40,183 39,143 196,284 740.00 42,308 41,246 237,529 741.00 45,000 43,654 281,183 Device Routing Invert Outlet Devices #1 Primary 733.30'6.0" Vert. Orifice/Grate C= 0.600 Limited to weir flow at low heads #2 Primary 736.85'8.0" Vert. Orifice/Grate C= 0.600 Limited to weir flow at low heads #3 Primary 739.22'48.0" x 48.0" Horiz. Orifice/Grate C= 0.600 Limited to weir flow at low heads Primary OutFlow Max=3.44 cfs @ 13.73 hrs HW=737.94' (Free Discharge) 1=Orifice/Grate (Orifice Controls 1.98 cfs @ 10.09 fps) 2=Orifice/Grate (Orifice Controls 1.46 cfs @ 4.18 fps) 3=Orifice/Grate ( Controls 0.00 cfs) Type II 24-hr 100 Yr-24 Hrs Rainfall=6.46"Detention - 170184001_R2 Printed 6/9/2021Prepared by Kimley-Horn Page 26HydroCAD® 10.10-5a s/n 09843 © 2020 HydroCAD Software Solutions LLC Pond 31P: Wet Pond (EX) Inflow Primary Hydrograph Time (hours) 727068666462605856545250484644424038363432302826242220181614121086420Flow (cfs)100 95 90 85 80 75 70 65 60 55 50 45 40 35 30 25 20 15 10 5 0 Inflow Area=20.500 ac Peak Elev=737.94' Storage=154,806 cf 93.74 cfs 3.44 cfs Type II 24-hr 100 Yr-24 Hrs Rainfall=6.46"Detention - 170184001_R2 Printed 6/9/2021Prepared by Kimley-Horn Page 27HydroCAD® 10.10-5a s/n 09843 © 2020 HydroCAD Software Solutions LLC Summary for Pond 33P: New Dry Pond Inflow Area = 4.630 ac, 0.00% Impervious, Inflow Depth = 5.41" for 100 Yr-24 Hrs event Inflow = 38.44 cfs @ 11.98 hrs, Volume= 2.087 af Outflow = 5.91 cfs @ 12.07 hrs, Volume= 2.041 af, Atten= 85%, Lag= 5.2 min Primary = 5.91 cfs @ 12.07 hrs, Volume= 2.041 af Routing by Dyn-Stor-Ind method, Time Span= 0.00-72.00 hrs, dt= 0.05 hrs Peak Elev= 737.49' @ 18.34 hrs Surf.Area= 15,441 sf Storage= 40,150 cf Plug-Flow detention time= 766.1 min calculated for 2.040 af (98% of inflow) Center-of-Mass det. time= 753.9 min ( 1,530.2 - 776.3 ) Volume Invert Avail.Storage Storage Description #1 734.05' 154,655 cf Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 734.05 6,657 0 0 735.00 10,390 8,097 8,097 736.00 12,313 11,352 19,449 737.00 14,365 13,339 32,788 738.00 16,544 15,455 48,242 739.00 18,851 17,698 65,940 740.00 21,287 20,069 86,009 743.00 24,477 68,646 154,655 Device Routing Invert Outlet Devices #1 Primary 734.05'18.0" Round Culvert L= 416.0' Ke= 0.500 Inlet / Outlet Invert= 734.05' / 733.33' S= 0.0017 '/' Cc= 0.900 n= 0.013 Concrete pipe, bends & connections, Flow Area= 1.77 sf Primary OutFlow Max=5.54 cfs @ 12.07 hrs HW=737.20' TW=735.81' (Dynamic Tailwater) 1=Culvert (Outlet Controls 5.54 cfs @ 3.13 fps) Type II 24-hr 100 Yr-24 Hrs Rainfall=6.46"Detention - 170184001_R2 Printed 6/9/2021Prepared by Kimley-Horn Page 28HydroCAD® 10.10-5a s/n 09843 © 2020 HydroCAD Software Solutions LLC Pond 33P: New Dry Pond Inflow Primary Hydrograph Time (hours) 727068666462605856545250484644424038363432302826242220181614121086420Flow (cfs)42 40 38 36 34 32 30 28 26 24 22 20 18 16 14 12 10 8 6 4 2 0 Inflow Area=4.630 ac Peak Elev=737.49' Storage=40,150 cf 18.0" Round Culvert n=0.013 L=416.0' S=0.0017 '/' 38.44 cfs 5.91 cfs 170184001 Napleton Auxiliary Lot And Detail Center Appendix D: Storm Sewer Calculations RANDALL DRIVERANDALL DRIVEMay 13, 2022 0'80'40'NORTHNAPLETON AUTOMOTIVE GROUP PROPOSED DRAINAGE AREA MAP Catchment Area Pervious (ac) Impervious (ac) Total (ac) c D11 0.053 0.43 0.48 0.79 D12 0.082 0.51 0.59 0.77 D13 0.100 0.73 0.83 0.78 D14 0.017 0.10 0.12 0.77 D15 0.030 0.12 0.15 0.74 D16 0.016 0.13 0.15 0.79 D18 0.019 0.18 0.20 0.80 D21 0.000 0.27 0.27 0.85 D22 0.023 0.39 0.41 0.82 D24 0.021 0.18 0.20 0.79 D25 0.060 0.74 0.80 0.81 D26 0.081 0.53 0.61 0.78 D27 0.047 0.54 0.59 0.81 D28 0.800 0.00 0.80 0.30 D31 0.000 0.07 0.07 0.85 D32 0.000 0.10 0.10 0.85 D33 0.003 0.11 0.11 0.83 RD1 0.000 0.32 0.32 0.85 RD2 0.000 0.21 0.21 0.85 0.3 0.85 Napleton Storm Sewer Catchment Area Analysis 50 %Clogging Factor 3.3 Weir Coefficient Weir Equation Per INDOT = Q= CPd1.5 *50% Clogging Factor Applied > 0.5679.2 0.67 0.42 0.25 0.47 R-3010 R-3010 0.86 D22 R-3010 D32 0.83 6.12 0.11 6 32.2 2.10 6D13 0.79 6.12 187.2 0.67 0.83 2.10 2.1079.2 0.67 0.14 6 32.2 D15 0.67 0.18 12-May-22 AMM/CWB Napleton INLET CALCULATION COMPUTATION 0.78 6.12 79.2 0.67 0.13 4.95 Date: 151.2 0.67 0.48 Designed By: Project: Location: Carmel, IN Storm Event: 10 Year D12 0.77 6.12 151.2 0.67 0.59 Structure No. Runoff Coefficient ( C ) Rainfall Intensity (i) *Clear Opening Area (A) ( in2) Orifice Coefficient ( C ) Drainage Area (ac)CASTING TYPE R-3287-10V6 Q Allowable (cfs) 6 32.2 4.00 Depth of Water over Grate (h) (in) 2.32 R-3287-10VD11 0.79 6.12 R-3455-C Q Calculated (cfs) 32.2 R-3010 R-3010 32.2 2.10 > 32.2 4.00 > 2.79 Gravity (g) (ft/s2) > 0.62D14 > 4.00 6 32.2 1.400.27 6 32.2 2.10 > D16 0.83 6.12 R-3010 > 0.97 0.41 6 32.2 2.10 > 2.06 0.59 6 32.2 4.00 6.12 79.2 0.82 6.12 79.2 0.67 6 > 2.91 R-3287-10V D24 0.79 6.12 79.2 0.67 0.2 6 32.2 2.10 D25 4.00 > 3.96 R-3287-10V D27 0.81 6.12 151.2 0.67 0.67 R-30100.84 6.12 79.2 0.67 0.13 6 32.2 2.10 > R-3010 0.21 PONDING DEPTH (ft) 0.45 0.46 0.39 0.19 0.23 > 0.78 > D31 0.71 D21 0.85 6.12 79.2 0.67 R-3010 0.32 D33 0.40 0.20 0.15 0.85 6.12 79.2 0.67 0.37 6 32.2 2.10 > 1.92 6 32.2 0.58 D26 0.78 6.12 151.2 0.67 0.61 6 32.2 4.00 > 2.90 R-3287-10V 0.47 0.81 6.12 151.2 0.67 0.8 D18 0.80 6.12 79.2 0.67 0.21 6 32.2 2.10 > 1.03 R-3010 0.26 ghCAQ2 Autodesk Storm and Sanitary AnalysisAutodesk Storm and Sanitary Analysis Performed by Kimley-Horn 10-YR STORM 5/12/2022 Project Description Napleton Storm Sizing SSA_R5.SPF Project Options CFS Elevation Rational User-Defined Kinematic Wave YES NO Analysis Options May 11, 2022 00:00:00 May 12, 2022 00:00:00 May 11, 2022 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 19 28 26 2 0 0 0 26 0 26 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 ............................................................. Performed by Kimley-Horn 10-YR STORM 5/12/2022 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-D11 0.48 0.7900 0.51 0.40 0.19 2.30 0 00:05:00 2 Sub-D12 0.59 0.7700 0.51 0.39 0.23 2.79 0 00:05:00 3 Sub-D13 0.83 0.7800 0.51 0.40 0.33 3.97 0 00:05:00 4 Sub-D14 0.12 0.7700 0.51 0.39 0.05 0.58 0 00:05:00 5 Sub-D15 0.15 0.7400 0.51 0.38 0.06 0.69 0 00:05:00 6 Sub-D16 0.15 0.7900 0.51 0.40 0.06 0.72 0 00:05:00 7 Sub-D18 0.20 0.8000 0.51 0.41 0.08 0.96 0 00:05:00 8 Sub-D21 0.27 0.8500 0.51 0.43 0.12 1.42 0 00:05:00 9 Sub-D22 0.41 0.8200 0.51 0.42 0.17 2.08 0 00:05:00 10 Sub-D24 0.20 0.7900 0.51 0.40 0.08 0.95 0 00:05:00 11 Sub-D25 0.80 0.8100 0.51 0.41 0.33 3.96 0 00:05:00 12 Sub-D26 0.61 0.7800 0.51 0.40 0.24 2.93 0 00:05:00 13 Sub-D27 0.59 0.8100 0.51 0.41 0.24 2.92 0 00:05:00 14 Sub-D28 0.80 0.3000 0.85 0.25 0.20 1.22 0 00:10:00 15 Sub-D31 0.07 0.8500 0.51 0.43 0.03 0.39 0 00:05:00 16 Sub-D32 0.10 0.8400 0.51 0.43 0.04 0.49 0 00:05:00 17 Sub-D33 0.11 0.8300 0.51 0.42 0.05 0.58 0 00:05:00 18 Sub-RD1 0.32 0.8500 0.51 0.43 0.14 1.64 0 00:05:00 19 Sub-RD2 0.21 0.8500 0.51 0.43 0.09 1.10 0 00:05:00 Performed by Kimley-Horn 10-YR STORM 5/12/2022 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 AS-7 Junction 735.22 741.53 735.22 741.53 0.00 15.30 736.96 0.00 4.56 0 00:00 0.00 0.00 2 AS-7.Junction 733.36 740.38 733.36 740.38 0.00 13.38 735.34 0.00 5.03 0 00:00 0.00 0.00 3 D11 Junction 733.55 740.07 733.55 740.07 10.00 12.47 740.20 0.13 0.00 0 00:05 0.00 1.00 4 D12 Junction 733.68 740.10 733.68 740.10 10.00 8.09 734.86 0.00 5.24 0 00:00 0.00 0.00 5 D13 Junction 734.36 740.11 734.36 740.11 10.00 5.65 735.38 0.00 4.72 0 00:00 0.00 0.00 6 D14 Junction 735.03 741.00 735.03 741.00 10.00 2.65 735.89 0.00 5.11 0 00:00 0.00 0.00 7 D15 Junction 735.43 740.83 735.43 740.83 0.00 2.20 736.23 0.00 4.60 0 00:00 0.00 0.00 8 D16 Junction 735.74 740.39 735.74 740.39 0.00 1.60 736.45 0.00 3.94 0 00:00 0.00 0.00 9 D17 Junction 736.02 739.90 736.02 739.90 0.00 0.95 736.60 0.00 3.30 0 00:00 0.00 0.00 10 D18 Junction 736.21 740.17 736.21 740.17 10.00 0.96 736.70 0.00 3.47 0 00:00 0.00 0.00 11 D21 Junction 735.24 740.02 735.24 740.02 0.00 15.30 736.98 0.00 3.04 0 00:00 0.00 0.00 12 D22 Junction 735.74 740.04 735.74 740.04 0.00 7.65 736.95 0.00 3.09 0 00:00 0.00 0.00 13 D23 Junction 736.43 741.25 736.43 741.25 0.00 1.52 737.01 0.00 4.24 0 00:00 0.00 0.00 14 D24 Junction 736.71 740.00 736.71 740.00 0.00 0.95 737.19 0.00 2.81 0 00:00 0.00 0.00 15 D25 Junction 735.80 740.00 735.80 740.00 0.00 6.87 737.11 0.00 2.89 0 00:00 0.00 0.00 16 D26 Junction 736.38 740.02 736.38 740.02 0.00 2.93 737.18 0.00 2.83 0 00:00 0.00 0.00 17 D27 Junction 735.96 740.01 735.96 740.01 0.00 2.92 736.55 0.00 3.45 0 00:00 0.00 0.00 18 D28 Junction 738.00 739.25 738.00 739.25 0.00 1.22 738.38 0.00 0.87 0 00:00 0.00 0.00 19 D31 Junction 735.95 741.01 735.95 741.01 0.00 2.43 736.57 0.00 4.44 0 00:00 0.00 0.00 20 D32 Junction 736.88 741.01 736.88 741.01 0.00 1.01 737.32 0.00 3.69 0 00:00 0.00 0.00 21 D33 Junction 737.33 740.71 737.33 740.71 10.00 0.58 737.69 0.00 3.02 0 00:00 0.00 0.00 22 RD1 Junction 738.12 739.19 738.12 739.19 0.00 1.64 738.49 0.00 0.70 0 00:00 0.00 0.00 23 RD2 Junction 737.48 738.72 737.48 738.72 0.00 1.10 737.80 0.00 0.92 0 00:00 0.00 0.00 24 RD3 Junction 738.06 739.13 738.06 739.13 0.00 1.64 738.43 0.00 0.70 0 00:00 0.00 0.00 25 RD4 Junction 738.74 739.81 738.74 739.81 0.00 0.00 738.74 0.00 1.08 0 00:00 0.00 0.00 26 RD5 Junction 735.80 736.88 735.80 736.88 0.00 0.00 735.80 0.00 1.08 0 00:00 0.00 0.00 27 Out-1AS-7 TO D20 Outfall 735.17 15.29 736.91 28 Out-1AS-7. TO D10 Outfall 733.30 13.20 734.68 Performed by Kimley-Horn 10-YR STORM 5/12/2022 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 AS-7 TO D20 Pipe AS-7 Out-1AS-7 TO D20 35.70 735.22 735.17 0.1400 30.000 0.0130 15.29 18.34 0.83 4.19 1.74 0.70 0.00 Calculated 2 AS-7. TO D10 Pipe AS-7.Out-1AS-7. TO D10 20.43 733.36 733.30 0.3000 30.000 0.0130 13.20 22.47 0.59 4.88 1.37 0.55 0.00 Calculated 3 D11 TO AS-7.Pipe D11 AS-7.30.45 733.55 733.46 0.3000 24.000 0.0130 13.38 12.39 1.08 4.67 1.88 0.94 0.00 > CAPACITY 4 D12 TO D11 Pipe D12 D11 9.00 733.68 733.65 0.3000 24.000 0.0130 8.09 12.39 0.65 4.20 1.18 0.59 0.00 Calculated 5 D13 TO D12 Pipe D13 D12 131.00 734.36 733.78 0.4400 18.000 0.0130 5.61 6.97 0.81 4.44 1.02 0.68 0.00 Calculated 6 D14 TO D13 Pipe D14 D13 229.43 735.03 734.46 0.2500 15.000 0.0130 2.57 3.24 0.79 3.16 0.83 0.66 0.00 Calculated 7 D15 TO D14 Pipe D15 D14 113.27 735.43 735.13 0.2600 15.000 0.0130 2.18 3.29 0.66 2.95 0.74 0.59 0.00 Calculated 8 D16 TO D15 Pipe D16 D15 77.22 735.74 735.53 0.2800 12.000 0.0130 1.59 1.88 0.84 2.76 0.70 0.70 0.00 Calculated 9 D17 TO D16 Pipe D17 D16 56.17 736.02 735.84 0.3200 12.000 0.0130 0.93 2.02 0.46 2.55 0.48 0.48 0.00 Calculated 10 D18 TO D17 Pipe D18 D17 28.78 736.21 736.12 0.3200 12.000 0.0130 0.95 2.02 0.47 3.26 0.48 0.48 0.00 Calculated 11 D21 TO AS-7 Pipe D21 AS-7 10.68 735.24 735.22 0.1500 30.000 0.0130 15.30 18.34 0.83 4.18 1.74 0.70 0.00 Calculated 12 D22 TO D21 Pipe D22 D21 162.94 735.74 735.34 0.2500 24.000 0.0130 7.41 11.31 0.66 3.92 1.18 0.59 0.00 Calculated 13 D23 TO D22 Pipe D23 D22 183.41 736.43 735.88 0.3000 18.000 0.0130 1.48 5.75 0.26 2.75 0.52 0.34 0.00 Calculated 14 D24 TO D23 Pipe D24 D23 56.17 736.71 736.53 0.3200 12.000 0.0130 0.93 2.02 0.46 3.74 0.47 0.48 0.00 Calculated 15 D25 TO D21 Pipe D25 D21 111.58 735.80 735.30 0.4500 18.000 0.0130 6.73 7.05 0.95 5.44 1.17 0.78 0.00 Calculated 16 D26 TO D25 Pipe D26 D25 10.00 736.38 736.31 0.7000 12.000 0.0130 2.92 2.98 0.98 4.33 0.80 0.80 0.00 Calculated 17 D27 TO D22 Pipe D27 D22 8.02 735.96 735.88 1.0000 15.000 0.0130 2.91 6.46 0.45 5.13 0.59 0.47 0.00 Calculated 18 D28 TO D23 Pipe D28 D23 114.00 738.00 736.63 1.2000 12.000 0.0130 1.20 3.91 0.31 5.77 0.38 0.38 0.00 Calculated 19 D31 TO D11 Pipe D31 D11 230.12 735.95 733.65 1.0000 12.000 0.0130 2.36 3.56 0.66 5.00 0.59 0.59 0.00 Calculated 20 D32 TO D31 Pipe D32 D31 78.28 736.88 736.05 1.0500 12.000 0.0130 1.01 3.65 0.28 4.00 0.36 0.36 0.00 Calculated 21 D33 TO D32 Pipe D33 D32 102.15 737.33 736.98 0.3500 12.000 0.0130 0.55 2.11 0.26 3.99 0.35 0.35 0.00 Calculated 22 PIPE -32 Pipe RD2 D31 61.42 737.48 736.25 2.0000 12.000 0.0130 1.08 5.04 0.21 6.56 0.31 0.31 0.00 Calculated 23 RD1 TO RD3 Pipe RD1 RD3 3.00 738.12 738.06 2.0000 12.000 0.0120 1.64 5.46 0.30 6.08 0.38 0.38 0.00 Calculated 24 RD3 TO D22 Pipe RD3 D22 81.48 738.06 736.43 2.0000 12.000 0.0120 1.61 5.46 0.30 6.46 0.37 0.37 0.00 Calculated 25 RD4 TO RD3 Pipe RD4 RD3 136.54 738.74 738.06 0.5000 12.000 0.0120 0.00 2.72 0.00 0.00 0.00 0.00 0.00 Calculated 26 RD5 TO D14 Pipe RD5 D14 33.58 735.80 735.13 2.0000 12.000 0.0120 0.00 5.46 0.00 0.00 0.00 0.00 0.00 Calculated Performed by Kimley-Horn 10-YR STORM 5/12/2022 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 AS-7 735.22 741.53 6.31 735.22 0.00 741.53 0.00 0.00 0.00 2 AS-7.733.36 740.38 7.01 733.36 0.00 740.38 0.00 0.00 0.00 3 D11 733.55 740.07 6.52 733.55 0.00 740.07 0.00 10.00 0.00 4 D12 733.68 740.10 6.42 733.68 0.00 740.10 0.00 10.00 0.00 5 D13 734.36 740.11 5.75 734.36 0.00 740.11 0.00 10.00 0.00 6 D14 735.03 741.00 5.97 735.03 0.00 741.00 0.00 10.00 0.00 7 D15 735.43 740.83 5.41 735.43 0.00 740.83 0.00 0.00 0.00 8 D16 735.74 740.39 4.65 735.74 0.00 740.39 0.00 0.00 0.00 9 D17 736.02 739.90 3.88 736.02 0.00 739.90 0.00 0.00 0.00 10 D18 736.21 740.17 3.96 736.21 0.00 740.17 0.00 10.00 0.00 11 D21 735.24 740.02 4.78 735.24 0.00 740.02 0.00 0.00 0.00 12 D22 735.74 740.04 4.30 735.74 0.00 740.04 0.00 0.00 0.00 13 D23 736.43 741.25 4.81 736.43 0.00 741.25 0.00 0.00 0.00 14 D24 736.71 740.00 3.29 736.71 0.00 740.00 0.00 0.00 0.00 15 D25 735.80 740.00 4.20 735.80 0.00 740.00 0.00 0.00 0.00 16 D26 736.38 740.02 3.64 736.38 0.00 740.02 0.00 0.00 0.00 17 D27 735.96 740.01 4.04 735.96 0.00 740.01 0.00 0.00 0.00 18 D28 738.00 739.25 1.25 738.00 0.00 739.25 0.00 0.00 0.00 19 D31 735.95 741.01 5.06 735.95 0.00 741.01 0.00 0.00 0.00 20 D32 736.88 741.01 4.13 736.88 0.00 741.01 0.00 0.00 0.00 21 D33 737.33 740.71 3.37 737.33 0.00 740.71 0.00 10.00 0.00 22 RD1 738.12 739.19 1.08 738.12 0.00 739.19 0.00 0.00 0.00 23 RD2 737.48 738.72 1.23 737.48 0.00 738.72 0.00 0.00 0.00 24 RD3 738.06 739.13 1.08 738.06 0.00 739.13 0.00 0.00 0.00 25 RD4 738.74 739.81 1.08 738.74 0.00 739.81 0.00 0.00 0.00 26 RD5 735.80 736.88 1.08 735.80 0.00 736.88 0.00 0.00 0.00 Performed by Kimley-Horn 10-YR STORM 5/12/2022 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 AS-7 15.30 0.00 736.96 1.74 0.00 4.56 735.23 0.01 0 00:05 0 00:00 0.00 0.00 2 AS-7.13.38 0.00 735.34 1.98 0.00 5.03 733.47 0.11 0 00:06 0 00:00 0.00 0.00 3 D11 12.47 2.30 740.20 6.65 0.13 0.00 733.66 0.11 0 00:05 0 00:05 0.00 1.00 4 D12 8.09 2.79 734.86 1.18 0.00 5.24 733.79 0.11 0 00:05 0 00:00 0.00 0.00 5 D13 5.65 3.97 735.38 1.02 0.00 4.72 734.46 0.10 0 00:05 0 00:00 0.00 0.00 6 D14 2.65 0.58 735.89 0.86 0.00 5.11 735.14 0.11 0 00:05 0 00:00 0.00 0.00 7 D15 2.20 0.69 736.23 0.80 0.00 4.60 735.53 0.10 0 00:05 0 00:00 0.00 0.00 8 D16 1.60 0.72 736.45 0.71 0.00 3.94 735.85 0.11 0 00:05 0 00:00 0.00 0.00 9 D17 0.95 0.00 736.60 0.58 0.00 3.30 736.12 0.10 0 00:05 0 00:00 0.00 0.00 10 D18 0.96 0.96 736.70 0.49 0.00 3.47 736.22 0.01 0 00:05 0 00:00 0.00 0.00 11 D21 15.30 1.42 736.98 1.74 0.00 3.04 735.35 0.11 0 00:05 0 00:00 0.00 0.00 12 D22 7.65 2.08 736.95 1.21 0.00 3.09 736.43 0.69 0 00:05 0 00:00 0.00 0.00 13 D23 1.52 0.00 737.01 0.58 0.00 4.24 736.63 0.20 0 00:10 0 00:00 0.00 0.00 14 D24 0.95 0.95 737.19 0.48 0.00 2.81 736.71 0.00 0 00:05 0 00:00 0.00 0.00 15 D25 6.87 3.96 737.11 1.31 0.00 2.89 736.31 0.51 0 00:05 0 00:00 0.00 0.00 16 D26 2.93 2.93 737.18 0.80 0.00 2.83 736.38 0.00 0 00:05 0 00:00 0.00 0.00 17 D27 2.92 2.92 736.55 0.59 0.00 3.45 735.96 0.00 0 00:05 0 00:00 0.00 0.00 18 D28 1.22 1.22 738.38 0.38 0.00 0.87 738.00 0.00 0 00:10 0 00:00 0.00 0.00 19 D31 2.43 0.39 736.57 0.62 0.00 4.44 736.26 0.31 0 00:05 0 00:00 0.00 0.00 20 D32 1.01 0.49 737.32 0.44 0.00 3.69 736.98 0.10 0 00:05 0 00:00 0.00 0.00 21 D33 0.58 0.58 737.69 0.36 0.00 3.02 737.33 0.00 0 00:05 0 00:00 0.00 0.00 22 RD1 1.64 1.64 738.49 0.37 0.00 0.70 738.12 0.00 0 00:05 0 00:00 0.00 0.00 23 RD2 1.10 1.10 737.80 0.32 0.00 0.92 737.48 0.00 0 00:05 0 00:00 0.00 0.00 24 RD3 1.64 0.00 738.43 0.37 0.00 0.70 738.06 0.00 0 00:05 0 00:00 0.00 0.00 25 RD4 0.00 0.00 738.74 0.00 0.00 1.08 738.74 0.00 0 00:00 0 00:00 0.00 0.00 26 RD5 0.00 0.00 735.80 0.00 0.00 1.08 735.80 0.00 0 00:00 0 00:00 0.00 0.00 Performed by Kimley-Horn 10-YR STORM 5/12/2022 Pipe Input SN Element Length Inlet Inlet Outlet Outlet Total Average Pipe Pipe Pipe Manning's Entrance Exit/Bend Additional Initial Flap ID Invert Invert Invert Invert Drop Slope Shape Diameter or Width Roughness Losses Losses Losses Flow Gate Elevation Offset Elevation Offset Height (ft)(ft)(ft)(ft)(ft)(ft)(%)(in)(in)(cfs) 1 AS-7 TO D20 35.70 735.22 0.00 735.17 0.00 0.05 0.1400 CIRCULAR 30.000 30.000 0.0130 0.5000 0.5000 0.0000 0.00 No 2 AS-7. TO D10 20.43 733.36 0.00 733.30 0.00 0.06 0.3000 CIRCULAR 30.000 30.000 0.0130 0.5000 0.5000 0.0000 0.00 No 3 D11 TO AS-7.30.45 733.55 0.00 733.46 0.10 0.09 0.3000 CIRCULAR 24.000 24.000 0.0130 0.5000 0.5000 0.0000 0.00 No 4 D12 TO D11 9.00 733.68 0.00 733.65 0.10 0.03 0.3000 CIRCULAR 24.000 24.000 0.0130 0.5000 0.5000 0.0000 0.00 No 5 D13 TO D12 131.00 734.36 0.00 733.78 0.10 0.58 0.4400 CIRCULAR 18.000 18.000 0.0130 0.5000 0.5000 0.0000 0.00 No 6 D14 TO D13 229.43 735.03 0.00 734.46 0.10 0.58 0.2500 CIRCULAR 15.000 15.000 0.0130 0.5000 0.5000 0.0000 0.00 No 7 D15 TO D14 113.27 735.43 0.00 735.13 0.10 0.29 0.2600 CIRCULAR 15.000 15.000 0.0130 0.5000 0.5000 0.0000 0.00 No 8 D16 TO D15 77.22 735.74 0.00 735.53 0.10 0.22 0.2800 CIRCULAR 12.000 12.000 0.0130 0.5000 0.5000 0.0000 0.00 No 9 D17 TO D16 56.17 736.02 0.00 735.84 0.10 0.18 0.3200 CIRCULAR 12.000 12.000 0.0130 0.5000 0.5000 0.0000 0.00 No 10 D18 TO D17 28.78 736.21 0.00 736.12 0.10 0.09 0.3200 CIRCULAR 12.000 12.000 0.0130 0.5000 0.5000 0.0000 0.00 No 11 D21 TO AS-7 10.68 735.24 0.00 735.22 0.00 0.02 0.1500 CIRCULAR 30.000 30.000 0.0130 0.5000 0.5000 0.0000 0.00 No 12 D22 TO D21 162.94 735.74 0.00 735.34 0.10 0.41 0.2500 CIRCULAR 24.000 24.000 0.0130 0.5000 0.5000 0.0000 0.00 No 13 D23 TO D22 183.41 736.43 0.00 735.88 0.14 0.55 0.3000 CIRCULAR 18.000 18.000 0.0130 0.5000 0.5000 0.0000 0.00 No 14 D24 TO D23 56.17 736.71 0.00 736.53 0.10 0.18 0.3200 CIRCULAR 12.000 12.000 0.0130 0.5000 0.5000 0.0000 0.00 No 15 D25 TO D21 111.58 735.80 0.00 735.30 0.06 0.50 0.4500 CIRCULAR 18.000 18.000 0.0130 0.5000 0.5000 0.0000 0.00 No 16 D26 TO D25 10.00 736.38 0.00 736.31 0.51 0.07 0.7000 CIRCULAR 12.000 12.000 0.0130 0.5000 0.5000 0.0000 0.00 No 17 D27 TO D22 8.02 735.96 0.00 735.88 0.14 0.08 1.0000 CIRCULAR 15.000 15.000 0.0130 0.5000 0.5000 0.0000 0.00 No 18 D28 TO D23 114.00 738.00 0.00 736.63 0.20 1.37 1.2000 CIRCULAR 12.000 12.000 0.0130 0.5000 0.5000 0.0000 0.00 No 19 D31 TO D11 230.12 735.95 0.00 733.65 0.10 2.30 1.0000 CIRCULAR 12.000 12.000 0.0130 0.5000 0.5000 0.0000 0.00 No 20 D32 TO D31 78.28 736.88 0.00 736.05 0.10 0.82 1.0500 CIRCULAR 12.000 12.000 0.0130 0.5000 0.5000 0.0000 0.00 No 21 D33 TO D32 102.15 737.33 0.00 736.98 0.10 0.36 0.3500 CIRCULAR 12.000 12.000 0.0130 0.5000 0.5000 0.0000 0.00 No 22 PIPE -32 61.42 737.48 0.00 736.25 0.30 1.23 2.0000 CIRCULAR 12.000 12.000 0.0130 0.5000 0.5000 0.0000 0.00 No 23 RD1 TO RD3 3.00 738.12 0.00 738.06 0.00 0.06 2.0000 CIRCULAR 12.000 12.000 0.0120 0.5000 0.5000 0.0000 0.00 No 24 RD3 TO D22 81.48 738.06 0.00 736.43 0.69 1.63 2.0000 CIRCULAR 12.000 12.000 0.0120 0.5000 0.5000 0.0000 0.00 No 25 RD4 TO RD3 136.54 738.74 0.00 738.06 0.00 0.68 0.5000 CIRCULAR 12.000 12.000 0.0120 0.5000 0.5000 0.0000 0.00 No 26 RD5 TO D14 33.58 735.80 0.00 735.13 0.10 0.67 2.0000 CIRCULAR 12.000 12.000 0.0120 0.5000 0.5000 0.0000 0.00 No Performed by Kimley-Horn 10-YR STORM 5/12/2022 No. of Barrels 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 Performed by Kimley-Horn 10-YR STORM 5/12/2022 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 AS-7 TO D20 15.29 0 00:05 18.34 0.83 4.19 0.14 1.74 0.70 0.00 Calculated 2 AS-7. TO D10 13.20 0 00:06 22.47 0.59 4.88 0.07 1.37 0.55 0.00 Calculated 3 D11 TO AS-7.13.38 0 00:06 12.39 1.08 4.67 0.11 1.88 0.94 0.00 > CAPACITY 4 D12 TO D11 8.09 0 00:05 12.39 0.65 4.20 0.04 1.18 0.59 0.00 Calculated 5 D13 TO D12 5.61 0 00:06 6.97 0.81 4.44 0.49 1.02 0.68 0.00 Calculated 6 D14 TO D13 2.57 0 00:06 3.24 0.79 3.16 1.21 0.83 0.66 0.00 Calculated 7 D15 TO D14 2.18 0 00:06 3.29 0.66 2.95 0.64 0.74 0.59 0.00 Calculated 8 D16 TO D15 1.59 0 00:05 1.88 0.84 2.76 0.47 0.70 0.70 0.00 Calculated 9 D17 TO D16 0.93 0 00:05 2.02 0.46 2.55 0.37 0.48 0.48 0.00 Calculated 10 D18 TO D17 0.95 0 00:05 2.02 0.47 3.26 0.15 0.48 0.48 0.00 Calculated 11 D21 TO AS-7 15.30 0 00:05 18.34 0.83 4.18 0.04 1.74 0.70 0.00 Calculated 12 D22 TO D21 7.41 0 00:05 11.31 0.66 3.92 0.69 1.18 0.59 0.00 Calculated 13 D23 TO D22 1.48 0 00:06 5.75 0.26 2.75 1.11 0.52 0.34 0.00 Calculated 14 D24 TO D23 0.93 0 00:05 2.02 0.46 3.74 0.25 0.47 0.48 0.00 Calculated 15 D25 TO D21 6.73 0 00:05 7.05 0.95 5.44 0.34 1.17 0.78 0.00 Calculated 16 D26 TO D25 2.92 0 00:05 2.98 0.98 4.33 0.04 0.80 0.80 0.00 Calculated 17 D27 TO D22 2.91 0 00:05 6.46 0.45 5.13 0.03 0.59 0.47 0.00 Calculated 18 D28 TO D23 1.20 0 00:10 3.91 0.31 5.77 0.33 0.38 0.38 0.00 Calculated 19 D31 TO D11 2.36 0 00:05 3.56 0.66 5.00 0.77 0.59 0.59 0.00 Calculated 20 D32 TO D31 1.01 0 00:05 3.65 0.28 4.00 0.33 0.36 0.36 0.00 Calculated 21 D33 TO D32 0.55 0 00:05 2.11 0.26 3.99 0.43 0.35 0.35 0.00 Calculated 22 PIPE -32 1.08 0 00:05 5.04 0.21 6.56 0.16 0.31 0.31 0.00 Calculated 23 RD1 TO RD3 1.64 0 00:05 5.46 0.30 6.08 0.01 0.38 0.38 0.00 Calculated 24 RD3 TO D22 1.61 0 00:05 5.46 0.30 6.46 0.21 0.37 0.37 0.00 Calculated 25 RD4 TO RD3 0.00 0 00:00 2.72 0.00 0.00 0.00 0.00 0.00 Calculated 26 RD5 TO D14 0.00 0 00:00 5.46 0.00 0.00 0.00 0.00 0.00 Calculated Aqua-Swirl™ Model Swirl Chamber Diameter Water Quality Treatment Flow2 Oil/Debris Storage Capacity Sediment Storage Capacity (ft.)(cfs)(gal)(ft3) On/Offline CFD1 812 AS-3 3.25 10 16 1.8 110 20 AS-4 4.25 12 18 3.2 190 32 AS-5 5.00 12 24 4.4 270 45 AS-6 6.00 14 30 6.3 390 65 AS-7 7.00 16 36 8.6 540 90 AS-8 8.00 18 42 11.2 710 115 AS-9 9.00 20 48 14.2 910 145 AS-10 10.0 22 54 17.5 1130 180 AS-12 12.0 24 48 25.2 1698 270 AS-XX Custom -- -- >26 -- -- *Higher water quality treatment flow rates can be designed with multiple swirls. 1) 2) 10 Aqua-Swirl™ Sizing Chart (English) The design and orientation of the Aqua-Filter™ generally entails some degree of customization. For assistance in design and specific sizing using historical rainfall data, please refer to an AquaShield™ representative or visit our website at www.AquaShieldInc.com. CAD details and specifications are available upon request. Maximum Stub-Out Pipe Outer Diameter (in.) The Aqua-Swirl™ Conveyance Flow Diversion (CFD)provides full treatment of the "first flush," while the peak design storm is diverted and channeled through the main conveyance pipe. Please refer to your local representative for more information. Many regulatory agencies are establishing "water quality treatment flow rates"for their areas based on the initial movement of pollutants into the storm drainage system. The treatment flow rate of the Aqua-Swirl™ system is engineered to meet or exceed the local water quality treatment criteria. This "water quality treatment flow rate" typically represents approximately 90% to 95% of the total annual runoff volume. AS-2 2.50 1.1 37