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Drainage Report
Gramercy – Areas A, B, & C Drainage Report SW Corner of Keystone Pkwy & 126th St Carmel, IN 46032 Original: December 18, 2024 Prepared For: Buckingham Companies 941 N Meridian St Indianapolis, IN 46204 Prepared By: Kimley-Horn and Associates, Inc. 500 East 96th Street, Suite 300 Indianapolis, IN 46240 Contact: Alex Stephens, P.E. Phone: (317) 218-9560 KH Project Number: 170291005 Buckingham Gramercy – Areas A, B, & C Page 2 December 18, 2024 Table of Contents 1.0. Project Summary .......................................................................................... 3 2.0. Introduction .................................................................................................. 3 3.0. Existing Conditions ........................................................................................ 3 4.0. Proposed Conditions ..................................................................................... 4 5.0 Appendices ................................................................................................... 6 Appendix A: Project Site Maps.…………………………………………………………………………………………………..………7 Appendix B: Existing Conditions ….……………………………………………………………………………………………………14 Appendix C: Proposed Conditions…..…………………………………………………………………………………………………69 Appendix D: Proposed Storm Sewer Design…………………………………………………………………………………….139 Appendix E: Stormwater Quality Design………………………………………………………………………………………….147 Buckingham Gramercy – Areas A, B, & C Page 3 December 18, 2024 Project Summary Project Name: Gramercy – Areas A, B, & C Location: SW Corner of Keystone Pkwy & 126th St, Carmel, IN 46032 Report Type: Drainage Report Reviewing Agency: City of Carmel Storm Sewer Sizing: Rational Method Detention Basin Sizing: USDA NRCS TR-55 Stormwater Quality: Hydrodynamic Separators, Wet Detention Basin Design Standards: City of Carmel Stormwater Technical Manual 1.0. Introduction Kimley-Horn and Associates, Inc. has been retained by Buckingham Companies to prepare construction documents and provide civil engineering services for the proposed Gramercy – Areas A, B, & C, which includes the construction of 10 new multi-family buildings, building pads for 63 townhouse buildings, amenities, and infrastructure on a ±20.22-acre project in the city of Carmel, Hamilton County, Indiana. The site is located southwest of the intersection of Keystone Parkway and 126th Street. Water quality for the project will be provided by a combination of wet detention pond and two hydrodynamic separators. The proposed stormwater quality and quantity measures were designed to meet the requirements of the current City of Carmel Stormwater Technical Manual. 2.0. Existing Conditions FEMA According to FEMA Flood Insurance Rate Maps 18097C0226G and 18057C0228G dated November 19, 2014 provided in Appendix A, the site resides within “Zone X” which corresponds to areas determined to be outside of the 0.2% annual chance floodplain. Soil Characteristics Per the United States Geological Survey’s (USGS) Natural Resources Conservation Service (NRCS) Web Soil Survey, the site soil consists primarily of Crosby silt loam, fine-loamy subsoil-Urban land complex, 0 to 2 percent slopes (YcIA), Miami silt Loam-Urban land complex, 2 to 6 percent slopes (YmsB2), and Brookston silty clay loam-Urban land complex, 0 to 2 percent slopes (YbvA). Refer to Appendix A for the NRCS Web Soil Survey soil report. Existing Site Features The existing site is currently developed as a multi-family apartment complex with six apartment buildings and three garage buildings with associated drive aisles and parking spaces. The site contains a significant amount of open green space surrounding the apartment buildings as well. The majority of the site drains to existing storm infrastructure that outfalls into an existing swale located south of the project site. The north portion of the site directly site discharges into existing storm infrastructure along 126th Street. Since Buckingham Gramercy – Areas A, B, & C Page 4 December 18, 2024 there is a large amount of grass area in the existing condition, a time of concentration path was laid out and calculated to determine accurate discharge rates for the existing conditions. An aerial of the project site is included in Appendix A. Refer to Appendix B for additional information regarding the existing drainage patterns for the site. The table below indicates the existing runoff from the site for the 2-Year, 10-Year, and 100-Year storm events using HydroCAD stormwater modeling. Refer to Appendix B for the existing drainage calculations. Existing Release Rates Storm Event Discharge Rate (cfs) 2-YR 13.62 10-YR 27.97 100-YR 64.22 Table 1: Existing Discharge Rates 3.0. Proposed Conditions The proposed project includes the construction of 10 new multi-family buildings, building pads for 63 townhouse buildings, amenities, and infrastructure on a ±20.22-acre project in the city of Carmel, Indiana. Proposed onsite private storm inlets and sewers have been designed to carry site drainage from the pavement, roof, and grassed areas to the provided on-site wet detention basin, prior to discharging into the existing storm sewer culvert south of the site. Refer to Appendix C for a proposed drainage area map. Refer to Appendix D for a proposed storm sewer drainage area map. Per the City of Carmel’s redevelopment standards, the site’s proposed 100-year release rate must be reduced to a rate equal to or below the existing 10-year release rate. Additionally, the site’s proposed 10- year release rate must be reduced to a rate equal to or below the existing 2-year release rate. The table below summarizes the proposed and allowable runoff from the site using the SCS Curve Number method and HydroCAD modeling. Storm Event Allowable Discharge (cfs) Proposed Discharge (cfs) Peak Elevation (ft) 10-YR 13.62 13.22 836.45 100-YR 27.97 27.00 839.01 Table 2: Allowable and Proposed Discharge Rates In lieu of a tradition open channel emergency spillway, a closed system will be used to carry any overflow from the pond to the site discharge point. This will be used to discourage overland flood routing in the existing apartment complex on the eastern adjacent property. Due to existing grades onsite, it is not feasible to route the emergency spillway to either 126th Street located north of the pond, Kinzer Avenue located southwest of the pond, or the future development located due south of the Buckingham Gramercy – Areas A, B, & C Page 5 December 18, 2024 pond. The emergency spillway pipe was sized to carry 125% of the 100-year inflow to the pond and is shared with the normal pond outfall pipe. Calculations for this spillway pipe are included in Appendix D. Stormwater Quality Per the City of Carmel’s Stormwater Technical Standards, two water quality BMPs are required in series to treat the 1” rainfall event. Site runoff shall be treated by a hydrodynamic separator prior to entering the proposed wet detention pond. The proposed wet detention pond will be planted with native grasses and shrubs. Refer to Appendix E for Stormwater Quality Design. Conclusions The proposed drainage design for this project has been designed to meet the intent of the City of Carmel Stormwater Technical Standards. No adverse impacts are anticipated to affect any adjacent or downstream properties. Buckingham Gramercy – Areas A, B, & C Page 6 December 17, 2024 5.0 Appendices Buckingham Gramercy – Areas A, B, & C December 17, 2024 Appendix A: Project Site Maps 1000 ft N ➤➤ N 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 10/1/2024 at 1:34 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°7'19"W 39°58'24"N 86°6'42"W 39°57'56"N Basemap Imagery Source: USGS National Map 2023 Hydrologic Soil Group—Hamilton County, Indiana Natural Resources Conservation Service Web Soil Survey National Cooperative Soil Survey 12/13/2022 Page 1 of 4 44 2 4 5 6 0 44 2 4 6 1 0 44 2 4 6 6 0 44 2 4 7 1 0 44 2 4 7 6 0 44 2 4 8 1 0 44 2 4 8 6 0 44 2 4 9 1 0 44 2 4 5 6 0 44 2 4 6 1 0 44 2 4 6 6 0 44 2 4 7 1 0 44 2 4 7 6 0 44 2 4 8 1 0 44 2 4 8 6 0 44 2 4 9 1 0 44 2 4 9 6 0 575300 575350 575400 575450 575500 575550 575300 575350 575400 575450 575500 575550 39° 58' 17'' N 86 ° 7 ' 6 ' ' W 39° 58' 17'' N 86 ° 6 ' 5 3 ' ' W 39° 58' 4'' N 86 ° 7 ' 6 ' ' W 39° 58' 4'' N 86 ° 6 ' 5 3 ' ' W N Map projection: Web Mercator Corner coordinates: WGS84 Edge tics: UTM Zone 16N WGS84 0 50 100 200 300 Feet 0 25 50 100 150 Meters Map Scale: 1:1,960 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 23, Sep 3, 2022 Soil map units are labeled (as space allows) for map scales 1:50,000 or larger. Date(s) aerial images were photographed: Jun 15, 2022—Jun 21, 2022 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 12/13/2022 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 2.2 11.7% YclA Crosby silt loam, fine- loamy subsoil-Urban land complex, 0 to 2 percent slopes C/D 10.5 55.0% YmdC3 Miami clay loam-Urban land complex, 6 to 12 percent slopes, severely eroded C 0.0 0.0% YmsB2 Miami silt loam-Urban land complex, 2 to 6 percent slopes, eroded C 6.4 33.3% Totals for Area of Interest 19.1 100.0% Hydrologic Soil Group—Hamilton County, Indiana Natural Resources Conservation Service Web Soil Survey National Cooperative Soil Survey 12/13/2022 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 12/13/2022 Page 4 of 4 Buckingham Gramercy – Areas A, B, & C December 17, 2024 Appendix B: Existing Conditions December 11, 2024 GRAMERCY - A, B, & C EXISTING DRAINAGE AREA MAP CARMEL, IN 0'150'75'NORTH PROJECT: BY: DATE: Hydrologic Group % A 0.0% B 11.7% C 88.3% D 0.0% Total 100.0% Soil Group Weighted Runoff Coefficient C Actual Soil Group Next Less Infiltrating Soil Group Undeveloped Wooded Good Cover 0.20 68 76 Fully Developed Open Space Good Condition (>75% Cover)0.30 72 79 Fully Developed Impervious Paved 0.85 98 98 Undeveloped Wooded Thin Stand 0.20 76 82 Fully Developed Impervious Rooftop 0.90 98 98 Water Pond or Lake -1.00 100 100 Weighted CN Weighted CN Wooded - Good Cover Open Space - Good Condition (>75% Cover)Impervious - Paved Wooded - Thin Stand Impervious - Rooftop Water - Pond or Lake Total Actual Soil Group Next Less Infiltrating Soil Group Existing North Basin 0.00 3.13 0.28 0.00 0.28 0.00 3.69 0.39 76 82 Existing South Basin 0.00 12.36 2.25 0.00 1.22 0.00 15.82 0.42 78 83 Soil Group Weighted CN Basin Area (ac) Weighted C Areas A, B, & C Cover Type Condition Gramercy - Areas A, B, & C CWF 11-Dec-24 Site Soil Project: By: Date: Entity: 2-YR 24-HR RAINFALL DEPTH (in.)=2.64 Length Slope Manning's Tc1 Length Slope Condition Vavg Tc2 TcTOTAL * (ft)(ft/ft)"n"(min)(ft)(ft/ft)TR-55 Fig. 3-1 (ft/s)(min)(min) EX. PH1 B 100 848.3 846.8 0.0157 Short Grass, Prairie 0.150 11.9 331.451 846.76 842.91 0.0116 Unpaved 1.74 3.2 15.1 ADD 1,204 LF of pipe (assume 2.5 FPS)23.1 Gramercy - Phase 1 CVS 12/10/2024 City of Carmel DRAINAGE AREA TIME OF CONCENTRATION CALCULATIONS BASIN SHEET FLOW SHALLOW CONCENTRATED FLOW TOTALTc = (0.007(nL)^0.8)/(P2^0.5)(s^0.4) Tc = L / 60*V Elev1 Elev2 Land Cover Elev1 Elev2 1S Existing South 2S PR Basin 3P Wet Pond Routing Diagram for 170291005_Wet Pond Prepared by Kimley-Horn & Associates, Printed 12/16/2024 HydroCAD® 10.20-5c s/n 02344 © 2023 HydroCAD Software Solutions LLC Subcat Reach Pond Link 170291005_Wet Pond Printed 12/11/2024Prepared by Kimley-Horn & Associates Page 1HydroCAD® 10.20-5c s/n 02344 © 2023 HydroCAD Software Solutions LLC Rainfall Events Listing Event# Event Name Storm Type Curve Mode Duration (hours) B/B Depth (inches) AMC 1 002 Yr-24 Hr Type II 24-hr Default 24.00 1 2.66 2 2 010 Yr-24 Hr Type II 24-hr Default 24.00 1 3.83 2 3 100 Yr-24 Hr Type II 24-hr Default 24.00 1 6.46 2 Type II 24-hr 002 Yr-24 Hr Rainfall=2.66"170291005_Wet Pond Printed 12/11/2024Prepared by Kimley-Horn & Associates Page 2HydroCAD® 10.20-5c s/n 02344 © 2023 HydroCAD Software Solutions LLC Summary for Subcatchment 1S: Existing South Runoff = 13.62 cfs @ 12.18 hrs, Volume= 1.178 af, Depth= 0.89" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-60.00 hrs, dt= 0.05 hrs Type II 24-hr 002 Yr-24 Hr Rainfall=2.66" Area (ac) CN Description * 15.820 78 Matches value from spreadsheet 15.820 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 23.1 Direct Entry, Matches value from spreadsheet Subcatchment 1S: Existing South Runoff Hydrograph Time (hours) 605856545250484644424038363432302826242220181614121086420 Fl o w ( c f s ) 15 14 13 12 11 10 9 8 7 6 5 4 3 2 1 0 Type II 24-hr 002 Yr-24 Hr Rainfall=2.66" Runoff Area=15.820 ac Runoff Volume=1.178 af Runoff Depth=0.89" Tc=23.1 min CN=78 13.62 cfs Type II 24-hr 010 Yr-24 Hr Rainfall=3.83"170291005_Wet Pond Printed 12/11/2024Prepared by Kimley-Horn & Associates Page 3HydroCAD® 10.20-5c s/n 02344 © 2023 HydroCAD Software Solutions LLC Summary for Subcatchment 1S: Existing South Runoff = 27.97 cfs @ 12.17 hrs, Volume= 2.310 af, Depth= 1.75" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-60.00 hrs, dt= 0.05 hrs Type II 24-hr 010 Yr-24 Hr Rainfall=3.83" Area (ac) CN Description * 15.820 78 Matches value from spreadsheet 15.820 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 23.1 Direct Entry, Matches value from spreadsheet Subcatchment 1S: Existing South Runoff Hydrograph Time (hours) 605856545250484644424038363432302826242220181614121086420 Fl o w ( c f s ) 30 28 26 24 22 20 18 16 14 12 10 8 6 4 2 0 Type II 24-hr 010 Yr-24 Hr Rainfall=3.83" Runoff Area=15.820 ac Runoff Volume=2.310 af Runoff Depth=1.75" Tc=23.1 min CN=78 27.97 cfs Type II 24-hr 100 Yr-24 Hr Rainfall=6.46"170291005_Wet Pond Printed 12/11/2024Prepared by Kimley-Horn & Associates Page 4HydroCAD® 10.20-5c s/n 02344 © 2023 HydroCAD Software Solutions LLC Summary for Subcatchment 1S: Existing South Runoff = 64.22 cfs @ 12.16 hrs, Volume= 5.258 af, Depth= 3.99" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-60.00 hrs, dt= 0.05 hrs Type II 24-hr 100 Yr-24 Hr Rainfall=6.46" Area (ac) CN Description * 15.820 78 Matches value from spreadsheet 15.820 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 23.1 Direct Entry, Matches value from spreadsheet Subcatchment 1S: Existing South Runoff Hydrograph Time (hours) 605856545250484644424038363432302826242220181614121086420 Fl o w ( c f s ) 70 65 60 55 50 45 40 35 30 25 20 15 10 5 0 Type II 24-hr 100 Yr-24 Hr Rainfall=6.46" Runoff Area=15.820 ac Runoff Volume=5.258 af Runoff Depth=3.99" Tc=23.1 min CN=78 64.22 cfs Buckingham Gramercy – Areas A, B, & C December 17, 2024 Appendix C: Proposed Conditions December 11, 2024 GRAMERCY - A, B, & C PROPOSED DRAINAGE AREA MAP CARMEL, IN 0'150'75' SCALE: 1" = 150'NORTH PROJECT: BY: DATE: Hydrologic Group % A 0.0% B 11.7% C 88.3% D 0.0% Total 100.0% Soil Group Weighted Runoff Coefficient C Actual Soil Group Next Less Infiltrating Soil Group Undeveloped Wooded Good Cover 0.20 68 76 Fully Developed Open Space Good Condition (>75% Cover)0.30 72 79 Fully Developed Impervious Paved 0.85 98 98 Undeveloped Wooded Thin Stand 0.20 76 82 Fully Developed Impervious Rooftop 0.90 98 98 Water Pond or Lake -1.00 100 100 Weighted CN Weighted CN Wooded - Good Cover Open Space - Good Condition (>75% Cover)Impervious - Paved Wooded - Thin Stand Impervious - Rooftop Water - Pond or Lake Total Actual Soil Group Next Less Infiltrating Soil Group Existing North Basin 0.00 3.13 0.28 0.00 0.28 0.00 3.69 0.39 76 82 Existing South Basin 0.00 12.36 2.25 0.00 1.22 0.00 15.82 0.42 78 83 Proposed North Basin 0.00 0.35 0.10 0.00 0.00 0.00 0.45 0.42 78 83 Proposed Basin 0.00 6.47 7.20 0.00 5.29 0.34 19.30 0.68 89 92 Soil Group Weighted CN Basin Area (ac) Weighted C Areas A, B, & C Cover Type Condition Gramercy - Areas A, B, & C CWF 11-Dec-24 Site Soil 2S PR Basin 3P Wet Pond Routing Diagram for 170291005_Wet Pond Prepared by Kimley-Horn & Associates, Printed 12/17/2024 HydroCAD® 10.20-5c s/n 02344 © 2023 HydroCAD Software Solutions LLC Subcat Reach Pond Link 170291005_Wet Pond Printed 12/17/2024Prepared by Kimley-Horn & Associates Page 2HydroCAD® 10.20-5c s/n 02344 © 2023 HydroCAD Software Solutions LLC Rainfall Events Listing (selected events) Event# Event Name Storm Type Curve Mode Duration (hours) B/B Depth (inches) AMC 1 002 Yr-24 Hr Type II 24-hr Default 24.00 1 2.66 2 2 010 Yr-24 Hr Type II 24-hr Default 24.00 1 3.83 2 3 100 Yr-24 Hr Type II 24-hr Default 24.00 1 6.46 2 170291005_Wet Pond Printed 12/17/2024Prepared by Kimley-Horn & Associates Page 3HydroCAD® 10.20-5c s/n 02344 © 2023 HydroCAD Software Solutions LLC Area Listing (selected nodes) Area (acres) CN Description (subcatchment-numbers) 5.290 98 Building (2S) 6.470 79 Open Space (2S) 7.330 98 Pavement (2S) 0.340 100 Pond (2S) Type II 24-hr 002 Yr-24 Hr Rainfall=2.66"170291005_Wet Pond Printed 12/17/2024Prepared by Kimley-Horn & Associates Page 4HydroCAD® 10.20-5c s/n 02344 © 2023 HydroCAD Software Solutions LLC Summary for Subcatchment 2S: PR Basin Runoff = 48.13 cfs @ 12.05 hrs, Volume= 2.982 af, Depth= 1.84" Routed to Pond 3P : Wet Pond Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-60.00 hrs, dt= 0.05 hrs Type II 24-hr 002 Yr-24 Hr Rainfall=2.66" Area (ac) CN Description * 5.290 98 Building * 7.330 98 Pavement * 6.470 79 Open Space * 0.340 100 Pond 19.430 92 Weighted Average 6.470 33.30% Pervious Area 12.960 66.70% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 13.0 Direct Entry, Matches output from Hydraflow Subcatchment 2S: PR Basin Runoff Hydrograph Time (hours) 605856545250484644424038363432302826242220181614121086420 Fl o w ( c f s ) 50 45 40 35 30 25 20 15 10 5 0 Type II 24-hr 002 Yr-24 Hr Rainfall=2.66" Runoff Area=19.430 ac Runoff Volume=2.982 af Runoff Depth=1.84" Tc=13.0 min CN=92 48.13 cfs Type II 24-hr 002 Yr-24 Hr Rainfall=2.66"170291005_Wet Pond Printed 12/17/2024Prepared by Kimley-Horn & Associates Page 5HydroCAD® 10.20-5c s/n 02344 © 2023 HydroCAD Software Solutions LLC Summary for Pond 3P: Wet Pond Inflow Area = 19.430 ac, 66.70% Impervious, Inflow Depth = 1.84" for 002 Yr-24 Hr event Inflow = 48.13 cfs @ 12.05 hrs, Volume= 2.982 af Outflow = 9.43 cfs @ 12.37 hrs, Volume= 2.982 af, Atten= 80%, Lag= 19.6 min Primary = 9.43 cfs @ 12.37 hrs, Volume= 2.982 af Routing by Stor-Ind method, Time Span= 0.00-60.00 hrs, dt= 0.05 hrs Peak Elev= 834.96' @ 12.37 hrs Surf.Area= 0.497 ac Storage= 1.240 af Plug-Flow detention time= 95.5 min calculated for 2.982 af (100% of inflow) Center-of-Mass det. time= 95.3 min ( 903.3 - 808.0 ) Volume Invert Avail.Storage Storage Description #1 832.00' 6.050 af Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (acres) (acre-feet) (acre-feet) 832.00 0.340 0.000 0.000 842.00 0.870 6.050 6.050 Device Routing Invert Outlet Devices #1 Primary 832.00'66.0" Round Culvert L= 972.0' RCP, end-section conforming to fill, Ke= 0.500 Inlet / Outlet Invert= 832.00' / 829.10' S= 0.0030 '/' Cc= 0.900 n= 0.013, Flow Area= 23.76 sf #2 Device 1 832.00'15.0" W x 12.0" H Vert. Orifice/Grate C= 0.600 Limited to weir flow at low heads #3 Device 1 836.00'15.0" W x 15.0" H Vert. Orifice/Grate C= 0.600 Limited to weir flow at low heads #4 Device 1 839.01'8.5' long Sharp-Crested Rectangular Weir 0 End Contraction(s) 4.0' Crest Height Primary OutFlow Max=9.42 cfs @ 12.37 hrs HW=834.96' (Free Discharge) 1=Culvert (Passes 9.42 cfs of 59.58 cfs potential flow) 2=Orifice/Grate (Orifice Controls 9.42 cfs @ 7.54 fps) 3=Orifice/Grate ( Controls 0.00 cfs) 4=Sharp-Crested Rectangular Weir ( Controls 0.00 cfs) Type II 24-hr 002 Yr-24 Hr Rainfall=2.66"170291005_Wet Pond Printed 12/17/2024Prepared by Kimley-Horn & Associates Page 6HydroCAD® 10.20-5c s/n 02344 © 2023 HydroCAD Software Solutions LLC Pond 3P: Wet Pond Inflow Primary Hydrograph Time (hours) 605856545250484644424038363432302826242220181614121086420 Fl o w ( c f s ) 50 45 40 35 30 25 20 15 10 5 0 Inflow Area=19.430 ac Peak Elev=834.96' Storage=1.240 af 48.13 cfs 9.43 cfs Type II 24-hr 010 Yr-24 Hr Rainfall=3.83"170291005_Wet Pond Printed 12/17/2024Prepared by Kimley-Horn & Associates Page 7HydroCAD® 10.20-5c s/n 02344 © 2023 HydroCAD Software Solutions LLC Summary for Subcatchment 2S: PR Basin Runoff = 75.43 cfs @ 12.04 hrs, Volume= 4.782 af, Depth= 2.95" Routed to Pond 3P : Wet Pond Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-60.00 hrs, dt= 0.05 hrs Type II 24-hr 010 Yr-24 Hr Rainfall=3.83" Area (ac) CN Description * 5.290 98 Building * 7.330 98 Pavement * 6.470 79 Open Space * 0.340 100 Pond 19.430 92 Weighted Average 6.470 33.30% Pervious Area 12.960 66.70% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 13.0 Direct Entry, Matches output from Hydraflow Subcatchment 2S: PR Basin Runoff Hydrograph Time (hours) 605856545250484644424038363432302826242220181614121086420 Fl o w ( c f s ) 80 75 70 65 60 55 50 45 40 35 30 25 20 15 10 5 0 Type II 24-hr 010 Yr-24 Hr Rainfall=3.83" Runoff Area=19.430 ac Runoff Volume=4.782 af Runoff Depth=2.95" Tc=13.0 min CN=92 75.43 cfs Type II 24-hr 010 Yr-24 Hr Rainfall=3.83"170291005_Wet Pond Printed 12/17/2024Prepared by Kimley-Horn & Associates Page 8HydroCAD® 10.20-5c s/n 02344 © 2023 HydroCAD Software Solutions LLC Summary for Pond 3P: Wet Pond Inflow Area = 19.430 ac, 66.70% Impervious, Inflow Depth = 2.95" for 010 Yr-24 Hr event Inflow = 75.43 cfs @ 12.04 hrs, Volume= 4.782 af Outflow = 13.17 cfs @ 12.40 hrs, Volume= 4.782 af, Atten= 83%, Lag= 21.5 min Primary = 13.17 cfs @ 12.40 hrs, Volume= 4.782 af Routing by Stor-Ind method, Time Span= 0.00-60.00 hrs, dt= 0.05 hrs Peak Elev= 836.45' @ 12.40 hrs Surf.Area= 0.576 ac Storage= 2.037 af Plug-Flow detention time= 98.0 min calculated for 4.778 af (100% of inflow) Center-of-Mass det. time= 99.1 min ( 893.8 - 794.7 ) Volume Invert Avail.Storage Storage Description #1 832.00' 6.050 af Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (acres) (acre-feet) (acre-feet) 832.00 0.340 0.000 0.000 842.00 0.870 6.050 6.050 Device Routing Invert Outlet Devices #1 Primary 832.00'66.0" Round Culvert L= 972.0' RCP, end-section conforming to fill, Ke= 0.500 Inlet / Outlet Invert= 832.00' / 829.10' S= 0.0030 '/' Cc= 0.900 n= 0.013, Flow Area= 23.76 sf #2 Device 1 832.00'15.0" W x 12.0" H Vert. Orifice/Grate C= 0.600 Limited to weir flow at low heads #3 Device 1 836.00'15.0" W x 15.0" H Vert. Orifice/Grate C= 0.600 Limited to weir flow at low heads #4 Device 1 839.01'8.5' long Sharp-Crested Rectangular Weir 0 End Contraction(s) 4.0' Crest Height Primary OutFlow Max=13.16 cfs @ 12.40 hrs HW=836.45' (Free Discharge) 1=Culvert (Passes 13.16 cfs of 118.09 cfs potential flow) 2=Orifice/Grate (Orifice Controls 11.95 cfs @ 9.56 fps) 3=Orifice/Grate (Orifice Controls 1.21 cfs @ 2.15 fps) 4=Sharp-Crested Rectangular Weir ( Controls 0.00 cfs) Type II 24-hr 010 Yr-24 Hr Rainfall=3.83"170291005_Wet Pond Printed 12/17/2024Prepared by Kimley-Horn & Associates Page 9HydroCAD® 10.20-5c s/n 02344 © 2023 HydroCAD Software Solutions LLC Pond 3P: Wet Pond Inflow Primary Hydrograph Time (hours) 605856545250484644424038363432302826242220181614121086420 Fl o w ( c f s ) 80 75 70 65 60 55 50 45 40 35 30 25 20 15 10 5 0 Inflow Area=19.430 ac Peak Elev=836.45' Storage=2.037 af 75.43 cfs 13.17 cfs Type II 24-hr 100 Yr-24 Hr Rainfall=6.46"170291005_Wet Pond Printed 12/17/2024Prepared by Kimley-Horn & Associates Page 10HydroCAD® 10.20-5c s/n 02344 © 2023 HydroCAD Software Solutions LLC Summary for Subcatchment 2S: PR Basin Runoff = 136.01 cfs @ 12.04 hrs, Volume= 8.941 af, Depth= 5.52" Routed to Pond 3P : Wet Pond Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-60.00 hrs, dt= 0.05 hrs Type II 24-hr 100 Yr-24 Hr Rainfall=6.46" Area (ac) CN Description * 5.290 98 Building * 7.330 98 Pavement * 6.470 79 Open Space * 0.340 100 Pond 19.430 92 Weighted Average 6.470 33.30% Pervious Area 12.960 66.70% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 13.0 Direct Entry, Matches output from Hydraflow Subcatchment 2S: PR Basin Runoff Hydrograph Time (hours) 605856545250484644424038363432302826242220181614121086420 Fl o w ( c f s ) 150 140 130 120 110 100 90 80 70 60 50 40 30 20 10 0 Type II 24-hr 100 Yr-24 Hr Rainfall=6.46" Runoff Area=19.430 ac Runoff Volume=8.941 af Runoff Depth=5.52" Tc=13.0 min CN=92 136.01 cfs Type II 24-hr 100 Yr-24 Hr Rainfall=6.46"170291005_Wet Pond Printed 12/17/2024Prepared by Kimley-Horn & Associates Page 11HydroCAD® 10.20-5c s/n 02344 © 2023 HydroCAD Software Solutions LLC Summary for Pond 3P: Wet Pond Inflow Area = 19.430 ac, 66.70% Impervious, Inflow Depth = 5.52" for 100 Yr-24 Hr event Inflow = 136.01 cfs @ 12.04 hrs, Volume= 8.941 af Outflow = 26.94 cfs @ 12.36 hrs, Volume= 8.941 af, Atten= 80%, Lag= 19.0 min Primary = 26.94 cfs @ 12.36 hrs, Volume= 8.941 af Routing by Stor-Ind method, Time Span= 0.00-60.00 hrs, dt= 0.05 hrs Peak Elev= 839.01' @ 12.36 hrs Surf.Area= 0.711 ac Storage= 3.685 af Plug-Flow detention time= 94.8 min calculated for 8.941 af (100% of inflow) Center-of-Mass det. time= 94.6 min ( 872.6 - 778.0 ) Volume Invert Avail.Storage Storage Description #1 832.00' 6.050 af Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (acres) (acre-feet) (acre-feet) 832.00 0.340 0.000 0.000 842.00 0.870 6.050 6.050 Device Routing Invert Outlet Devices #1 Primary 832.00'66.0" Round Culvert L= 972.0' RCP, end-section conforming to fill, Ke= 0.500 Inlet / Outlet Invert= 832.00' / 829.10' S= 0.0030 '/' Cc= 0.900 n= 0.013, Flow Area= 23.76 sf #2 Device 1 832.00'15.0" W x 12.0" H Vert. Orifice/Grate C= 0.600 Limited to weir flow at low heads #3 Device 1 836.00'15.0" W x 15.0" H Vert. Orifice/Grate C= 0.600 Limited to weir flow at low heads #4 Device 1 839.01'8.5' long Sharp-Crested Rectangular Weir 0 End Contraction(s) 4.0' Crest Height Primary OutFlow Max=26.93 cfs @ 12.36 hrs HW=839.01' (Free Discharge) 1=Culvert (Passes 26.93 cfs of 198.77 cfs potential flow) 2=Orifice/Grate (Orifice Controls 15.35 cfs @ 12.28 fps) 3=Orifice/Grate (Orifice Controls 11.58 cfs @ 7.41 fps) 4=Sharp-Crested Rectangular Weir ( Controls 0.00 cfs) Type II 24-hr 100 Yr-24 Hr Rainfall=6.46"170291005_Wet Pond Printed 12/17/2024Prepared by Kimley-Horn & Associates Page 12HydroCAD® 10.20-5c s/n 02344 © 2023 HydroCAD Software Solutions LLC Pond 3P: Wet Pond Inflow Primary Hydrograph Time (hours) 605856545250484644424038363432302826242220181614121086420 Fl o w ( c f s ) 150 140 130 120 110 100 90 80 70 60 50 40 30 20 10 0 Inflow Area=19.430 ac Peak Elev=839.01' Storage=3.685 af 136.01 cfs 26.94 cfs Type II 24-hr 100 Yr-24 Hr Rainfall=6.46"170291005_Wet Pond Printed 12/16/2024Prepared by Kimley-Horn & Associates Page 5HydroCAD® 10.20-5c s/n 02344 © 2023 HydroCAD Software Solutions LLC Hydrograph for Pond 3P: Wet Pond Time (hours) Inflow (cfs) Storage (acre-feet) Elevation (feet) Primary (cfs) 0.00 0.00 0.000 832.00 0.00 2.50 0.00 0.000 832.00 0.00 5.00 0.70 0.059 832.17 0.19 7.50 1.56 0.154 832.44 1.17 10.00 3.59 0.278 832.77 2.72 12.50 17.55 3.622 838.92 26.61 15.00 3.90 1.496 835.46 10.35 17.50 2.46 0.488 833.30 5.30 20.00 1.68 0.234 832.65 2.13 22.50 1.48 0.189 832.53 1.57 25.00 0.00 0.112 832.32 0.67 27.50 0.00 0.050 832.15 0.14 30.00 0.00 0.033 832.10 0.05 32.50 0.00 0.024 832.07 0.04 35.00 0.00 0.017 832.05 0.03 37.50 0.00 0.012 832.04 0.02 40.00 0.00 0.009 832.03 0.01 42.50 0.00 0.006 832.02 0.01 45.00 0.00 0.005 832.01 0.01 47.50 0.00 0.003 832.01 0.01 50.00 0.00 0.002 832.01 0.00 52.50 0.00 0.002 832.01 0.00 55.00 0.00 0.001 832.00 0.00 57.50 0.00 0.001 832.00 0.00 60.00 0.00 0.001 832.00 0.00 Buckingham Gramercy – Areas A, B, & C December 17, 2024 Appendix D: Proposed Storm Sewer Design KI N Z E R A V E N U E (80 ' P U B L I C R I G H T O F W A Y ) BARRYMORE DRIVE (50' PUBLIC RIGHT OF WAY) KI N Z E R A V E N U E (8 0 ' P U B L I C R I G H T O F WA Y ) POWELL WAY (21' PRIVATE) AS T O R LA N E (2 1 ' PR I V A T E ) S H E L D O N P L A C E ( 2 1 ' P R I V A T E ) TI L D E N W A Y (21 ' PR I V A T E ) LA G E R F I E L D D R I V E (50 ' P U B L I C R I G H T O F W A Y ) AR R O W A E DR.(PR I V A T E ) E. CITY CENTER DRIVE/ 126TH ST. (PUBLIC RIGHT OF WAY) KI N Z E R A V E N U E (80 ' P U B L I C R I G H T O F W A Y ) BARRYMORE DRIVE (50' PUBLIC RIGHT OF WAY) KI N Z E R A V E N U E (8 0 ' P U B L I C R I G H T O F WA Y ) POWELL WAY (21' PRIVATE) AS T O R LA N E (2 1 ' PR I V A T E ) S H E L D O N P L A C E ( 2 1 ' P R I V A T E ) TI L D E N W A Y (21 ' PR I V A T E ) LA G E R F I E L D D R I V E (50 ' P U B L I C R I G H T O F W A Y ) AR R O W A E DR.(PR I V A T E ) E. CITY CENTER DRIVE/ 126TH ST. (PUBLIC RIGHT OF WAY) December 17, 2024 GRAMERCY - A, B, & C STORM BASINS MAP PROJECT LOCATION 0'120'60'30' SCALE: 1" = 60' NORTH 200-6 TABLE 201-2: Rainfall Intensities for Various Return Periods and Storm Durations Rainfall Intensity (Inches/Hour) Return Period (Years) Duration 2 5 10 25 50 100 5 Min. 4.63 5.43 6.12 7.17 8.09 9.12 10 Min. 3.95 4.63 5.22 6.12 6.90 7.78 15 Min. 3.44 4.03 4.55 5.33 6.01 6.77 20 Min. 3.04 3.56 4.02 4.71 5.31 5.99 30 Min. 2.46 2.88 3.25 3.81 4.29 4.84 40 Min. 2.05 2.41 2.71 3.18 3.59 4.05 50 Min. 1.76 2.06 2.33 2.73 3.07 3.47 1 Hr. 1.54 1.80 2.03 2.38 2.68 3.03 1.5 Hrs. 1.07 1.23 1.42 1.63 1.91 2.24 2 Hrs. 0.83 0.95 1.11 1.37 1.60 1.87 3 Hrs. 0.59 0.72 0.84 1.04 1.22 1.42 4 Hrs. 0.47 0.58 0.68 0.84 0.99 1.15 5 Hrs. 0.40 0.49 0.58 0.71 0.83 0.97 6 Hrs. 0.35 0.43 0.50 0.62 0.72 0.85 7 Hrs. 0.31 0.38 0.44 0.55 0.64 0.75 8 Hrs. 0.28 0.34 0.40 0.49 0.57 0.67 9 Hrs. 0.25 0.31 0.36 0.45 0.52 0.61 10 Hrs. 0.23 0.28 0.33 0.41 0.48 0.56 12 Hrs. 0.20 0.24 0.29 0.35 0.41 0.48 14 Hrs. 0.17 0.22 0.25 0.31 0.36 0.42 16 Hrs. 0.16 0.19 0.23 0.28 0.32 0.38 18 Hrs. 0.14 0.17 0.20 0.25 0.29 0.34 20 Hrs. 0.13 0.16 0.19 0.23 0.27 0.31 24 Hrs. 0.11 0.14 0.16 0.20 0.23 0.27 Source: Purdue,A.M., et. al., "Statistical Characteristics of Short Time Incremental Rainfall", Aug., 1992. (Values in this table are based on IDF equation and coefficients provided for Indianapolis, IN.) TABLE 201-3: Rainfall Depths for Various Return Periods 170291005 Buckingham Gramercy DATE:12/18/2024 10 Structure ID Inlet Area C 10-YR Peak Discharge (cfs) Grate Max Ponding Depth H (ft) Max Allowable Ponding Depth H (ft) Entrance Grate Area A (sf) Entrance Perimeter P (ft) Entrance Loss Coefficient C 50% Grate Capacity (cfs) D107 0.43 0.80 2.11 R-3287-SB10 0.40 0.50 0.75 2.75 0.61 2.55 D108 0.29 0.80 1.43 R-3287-SB10 0.31 0.50 0.75 2.75 0.61 2.55 D109 0.18 0.80 0.88 R-3287-SB10 0.23 0.50 0.75 2.75 0.61 2.55 D110 0.21 0.80 1.03 R-3472 0.21 0.50 0.65 3.65 0.61 2.21 D111 0.18 0.80 0.88 R-3287-SB10 0.23 0.50 0.75 2.75 0.61 2.55 D112 0.16 0.80 0.78 R-3287-SB10 0.21 0.50 0.75 2.75 0.61 2.55 D113 0.28 0.80 1.38 R-3287-SB10 0.30 0.50 0.75 2.75 0.61 2.55 D114 0.27 0.80 1.33 R-3287-SB10 0.30 0.50 0.75 2.75 0.61 2.55 D115 0.51 0.80 2.50 R-3287-SB10 0.46 0.50 0.75 2.75 0.61 2.55 D116 0.28 0.80 1.37 R-3287-SB10 0.30 0.50 0.75 2.75 0.61 2.55 D117 0.17 0.80 0.83 R-3287-SB10 0.22 0.50 0.75 2.75 0.61 2.55 D120 0.20 0.80 0.98 R-3287-SB10 0.24 0.50 0.75 2.75 0.61 2.55 D130 0.05 0.80 0.24 R-3287-SB10 0.10 0.50 0.75 2.75 0.61 2.55 D131 0.10 0.80 0.49 R-3287-SB10 0.15 0.50 0.75 2.75 0.61 2.55 D140 0.04 0.80 0.20 R-3010 0.09 0.50 0.50 2.30 0.61 1.70 D141 0.26 0.80 1.27 R-3472 0.24 0.50 0.65 3.65 0.61 2.21 D142 0.11 0.80 0.54 R-3010 0.18 0.50 0.50 2.30 0.61 1.70 D143 0.23 0.80 1.13 R-4342 0.25 0.50 1.00 3.00 0.61 3.40 D150 0.21 0.80 1.03 R-3010 0.28 0.50 0.50 2.30 0.61 1.70 D160 0.08 0.80 0.39 R-3010 0.15 0.50 0.50 2.30 0.61 1.70 D170 0.18 0.80 0.88 R-3287-SB10 0.23 0.50 0.75 2.75 0.61 2.55 D180 0.12 0.80 0.59 R-3472 0.14 0.50 0.65 3.65 0.61 2.21 D181 0.04 0.80 0.20 R-3287-SB10 0.08 0.50 0.75 2.75 0.61 2.55 D182 0.41 0.80 2.01 R-3455-C 0.26 0.50 1.30 5.00 0.61 4.43 D183 0.10 0.80 0.49 R-3287-SB10 0.15 0.50 0.75 2.75 0.61 2.55 D185 0.73 0.80 3.57 R-3455-C 0.38 0.50 1.30 5.00 0.61 4.43 D190 0.13 0.80 0.64 R-3472 0.15 0.50 0.65 3.65 0.61 2.21 D191 0.10 0.80 0.49 R-3472 0.13 0.50 0.65 3.65 0.61 2.21 D192 0.04 0.80 0.20 R-3472 0.07 0.50 0.65 3.65 0.61 2.21 D195 0.17 0.80 0.83 R-3010 0.24 0.50 0.50 2.30 0.61 1.70 D196 0.18 0.80 0.88 R-3472 0.19 0.50 0.65 3.65 0.61 2.21 D204 0.45 0.80 2.18 R-3287-SB10 0.41 0.50 0.75 2.75 0.61 2.55 D205 0.30 0.80 1.47 R-3287-SB10 0.32 0.50 0.75 2.75 0.61 2.55 D206 0.11 0.80 0.54 R-3287-SB10 0.16 0.50 0.75 2.75 0.61 2.55 D207 0.21 0.80 1.03 R-3287-SB10 0.25 0.50 0.75 2.75 0.61 2.55 D208 0.20 0.80 0.98 R-3287-SB10 0.24 0.50 0.75 2.75 0.61 2.55 D209 0.26 0.80 1.29 R-3501-TR 0.33 0.50 0.70 2.30 0.61 2.38 D210 0.33 0.80 1.63 R-3501-TR 0.38 0.50 0.70 2.30 0.61 2.38 D211 0.35 0.80 1.72 R-3501-TR 0.40 0.50 0.70 2.30 0.61 2.38 D213 0.34 0.80 1.64 R-3501-TR 0.38 0.50 0.70 2.30 0.61 2.38 D220 0.17 0.80 0.83 R-3501-TR 0.24 0.50 0.70 2.30 0.61 2.38 D230 0.67 0.80 3.29 R-3455-C 0.36 0.50 1.30 5.00 0.61 4.43 D240 0.12 0.80 0.59 R-3287-SB10 0.17 0.50 0.75 2.75 0.61 2.55 D241 0.20 0.80 0.98 R-4342 0.23 0.50 1.00 3.00 0.61 3.40 D242 0.74 0.80 3.62 R-3455-C 0.39 0.50 1.30 5.00 0.61 4.43 D251 0.52 0.80 2.53 R-3287-SB10 0.47 0.50 0.75 2.75 0.61 2.55 D252 0.13 0.80 0.64 R-4342 0.17 0.50 1.00 3.00 0.61 3.40 Notes 1)Runoff = CIA 2)10-YR Design Storm = 6.12 in/hr 3)Grate Capacity Lesser of Q=3.3*P*H3/2 & Q=0.6*A*(2*32.2*H)1/2 4)Inlet Capacity Open Area* (sf) Entrance Perimeter* (ft) 50% Open Area (sf) 50% Entrance Perimeter* (ft) Neenah R-4215-C 3.30 11.30 1.65 5.65 Neenah R-4342 2.00 6.00 1.00 3.00 Neenah R-3455-C 2.60 10.00 1.30 5.00 Neenah R-3287-15 3.60 7.50 1.80 3.75 Neenah R-3501-N 1.60 4.30 0.80 2.15 Neenah R-3501-TR 1.40 4.60 0.70 2.30 Neenah R-3010 1.00 4.60 0.50 2.30 Neenah R-3287-10V 2.10 5.50 1.05 2.75 Neenah R-3287-SB10 1.50 5.50 0.75 2.75 Roll Curb Casting Neenah R-3501-TR 1.40 4.60 0.70 2.30 Roll Curb Casting Neenah R-3516 4.00 6.20 2.00 3.10 Roll Curb Casting Neenah R-3516-1 2.00 4.30 1.00 2.15 Neenah R-3472 1.30 7.30 0.65 3.65 *Open Area & Entrance Perimeter values obtained from Neenah Rectangular Castings Curb Inlet ONSITE INLET CAPACITY CALCULATIONS Beehive Casting Curb Inlet Curb Inlet Curb Inlet Curb Inlet Curb Inlet Curb Inlet Beehive Casting Detention Outlet Pipe Project Description Manning FormulaFriction Method Normal DepthSolve For Input Data 0.013Roughness Coefficient %0.300Channel Slope in66.0Diameter cfs170.01Discharge Results in50.1Normal Depth ft²19.3Flow Area ft11.6Wetted Perimeter in20.0Hydraulic Radius ft4.70Top Width in43.7Critical Depth %75.9Percent Full %0.424Critical Slope ft/s8.79Velocity ft1.20Velocity Head ft5.37Specific Energy 0.764Froude Number cfs197.84Maximum Discharge cfs183.92Discharge Full %0.256Slope Full SubcriticalFlow Type GVF Input Data in0.0Downstream Depth ft0.0Length 0Number Of Steps GVF Output Data in0.0Upstream Depth N/AProfile Description ft0.00Profile Headloss %0.0Average End Depth Over Rise %0.0Normal Depth Over Rise ft/s0.00Downstream Velocity ft/s0.00Upstream Velocity in50.1Normal Depth in43.7Critical Depth %0.300Channel Slope %0.424Critical Slope Page 1 of 127 Siemon Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 12/18/2024 FlowMaster [10.03.00.03] Bentley Systems, Inc. Haestad Methods Solution CenterUntitled1.fm8 䑅呅乔䥏丠偏乄⁏啔䱅吠偉偅⁉匠卉婅䐠呏⁃低噅夠ㄲ㔥 但⁔䡅⁄䕔䕎呉低⁐低䐠〭奅䅒⁐䕁䬠䥎䙌佗 Buckingham Gramercy – Areas A, B, & C December 17, 2024 Appendix E: Stormwater Quality Design GRAMERCY WEST KI N Z E R A V E N U E (80 ' P U B L I C R I G H T O F W A Y ) BARRYMORE DRIVE (50' PUBLIC RIGHT OF WAY) KI N Z E R A V E N U E (8 0 ' P U B L I C R I G H T O F WA Y ) POWELL WAY (21' PRIVATE) AS T O R LA N E (2 1 ' PR I V A T E ) S H E L D O N P L A C E ( 2 1 ' P R I V A T E ) TI L D E N W A Y (21 ' PR I V A T E ) LA G E R F I E L D D R I V E (50 ' P U B L I C R I G H T O F W A Y ) AR R O W A E DR.(PR I V A T E ) E. CITY CENTER DRIVE/ 126TH ST. (PUBLIC RIGHT OF WAY) GRAMERCY WEST KI N Z E R A V E N U E (80 ' P U B L I C R I G H T O F W A Y ) BARRYMORE DRIVE (50' PUBLIC RIGHT OF WAY) KI N Z E R A V E N U E (8 0 ' P U B L I C R I G H T O F WA Y ) POWELL WAY (21' PRIVATE) AS T O R LA N E (2 1 ' PR I V A T E ) S H E L D O N P L A C E ( 2 1 ' P R I V A T E ) TI L D E N W A Y (21 ' PR I V A T E ) LA G E R F I E L D D R I V E (50 ' P U B L I C R I G H T O F W A Y ) AR R O W A E DR.(PR I V A T E ) E. CITY CENTER DRIVE/ 126TH ST. (PUBLIC RIGHT OF WAY) December 17, 2024 GRAMERCY - AREAS A, B, & C WATER QUALITY BASINS CARMEL, IN 0'120'60'30' SCALE: 1" = 60' NORTH Description:Gramercy - Areas A, B, & C BMP Location: North BMP Reviewing Entity: Job #: Date:12/17/24 CNwq= PARAMETERS P =1 (in.) Pervious Area 2.44 Impervious Area 4.90 Area 7.34 I = 67% (%) Rv = 0.6503 Qa=0.65 (in.) CALCULATED CNwq North Basin CNwq =96 1000 [10+5P+10Qa-10(Qa2+1.25Qa(P))1/2] PROPOSED STORMWATER SYSTEM WATER QUALITY CURVE NUMBER Job Information Carmel 170291005 Description:Gramercy - Areas A, B, & C Reviewing Entity: Job #: Date:12/17/24 CNwq= PARAMETERS P =1 (in.) Pervious Area 3.10 Impervious Area 6.20 Area 9.30 I = 67% (%) Rv = 0.6503 Qa=0.65 (in.) CALCULATED CNwq South Basin CNwq =96 1000 [10+5P+10Qa-10(Qa2+1.25Qa(P))1/2] PROPOSED STORMWATER SYSTEM WATER QUALITY CURVE NUMBER Job Information Carmel 170291005 13S WQV - NORTH 14S WQV-SOUTH Routing Diagram for 170291005_WQV Prepared by Kimley-Horn & Associates, Printed 12/17/2024 HydroCAD® 10.20-5c s/n 02344 © 2023 HydroCAD Software Solutions LLC Subcat Reach Pond Link 170291005_WQV Printed 12/17/2024Prepared by Kimley-Horn & Associates Page 2HydroCAD® 10.20-5c s/n 02344 © 2023 HydroCAD Software Solutions LLC Rainfall Events Listing (selected events) Event# Event Name Storm Type Curve Mode Duration (hours) B/B Depth (inches) AMC 1 WQV Type II 24-hr Default 24.00 1 1.00 2 Type II 24-hr WQV Rainfall=1.00"170291005_WQV Printed 12/17/2024Prepared by Kimley-Horn & Associates Page 4HydroCAD® 10.20-5c s/n 02344 © 2023 HydroCAD Software Solutions LLC Summary for Subcatchment 13S: WQV - NORTH Runoff = 6.74 cfs @ 12.02 hrs, Volume= 0.385 af, Depth= 0.63" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-60.00 hrs, dt= 0.05 hrs Type II 24-hr WQV Rainfall=1.00" Area (ac) CN Description * 7.340 96 7.340 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 10.7 Direct Entry, Matches value from Hydraflow Subcatchment 13S: WQV - NORTH Runoff Hydrograph Time (hours) 605856545250484644424038363432302826242220181614121086420 Fl o w ( c f s ) 7 6 5 4 3 2 1 0 Type II 24-hr WQV Rainfall=1.00" Runoff Area=7.340 ac Runoff Volume=0.385 af Runoff Depth=0.63" Tc=10.7 min CN=96 6.74 cfs Type II 24-hr WQV Rainfall=1.00"170291005_WQV Printed 12/17/2024Prepared by Kimley-Horn & Associates Page 5HydroCAD® 10.20-5c s/n 02344 © 2023 HydroCAD Software Solutions LLC Summary for Subcatchment 14S: WQV-SOUTH Runoff = 7.98 cfs @ 12.05 hrs, Volume= 0.488 af, Depth= 0.63" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-60.00 hrs, dt= 0.05 hrs Type II 24-hr WQV Rainfall=1.00" Area (ac) CN Description * 9.300 96 9.300 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 13.0 Direct Entry, Matches value from Hydraflow Subcatchment 14S: WQV-SOUTH Runoff Hydrograph Time (hours) 605856545250484644424038363432302826242220181614121086420 Fl o w ( c f s ) 8 7 6 5 4 3 2 1 0 Type II 24-hr WQV Rainfall=1.00" Runoff Area=9.300 ac Runoff Volume=0.488 af Runoff Depth=0.63" Tc=13.0 min CN=96 7.98 cfs City of Indianapolis Stormwater Quality Unit (SQU) Selection Guide Pg. 2 02/11/2020 Version 17.0 Manufactured SQU SQU System Model Max Treatment Flow (cfs) Max 10-yr On-Line Flow Rate (cfs) Cleanout Depth (Inches) 4-ft 1.12 2.95 9 6-ft 2.52 6.63 12 8-ft 4.49 11.81 15 10-ft 7.00 18.40 18 Hydro International Downstream Defender1 12 ft 10.08 26.51 21 3-ft 0.85 1.84 9 4-ft 1.5 3.24 9 5-ft 2.35 5.08 9 6-ft 3.38 7.30 9 7-ft 4.60 9.94 9 Hydro International First Defense High Capacity1 8-ft 6.00 12.96 9 HS-3 0.50 1.00 6 HS-4 0.88 1.76 6 HS-5 1.37 2.74 6 HS-6 1.98 3.96 6 HS-7 2.69 5.38 6 HS-8 3.52 7.04 6 HS-9 4.45 8.9 6 HS-10 5.49 10.98 6 HS-11 6.65 13.3 6 HydroStorm by Hydroworks, LLC1 HS-12 7.91 15.82 6 XC-2 0.57 1.16 6 XC-3 1.13 2.30 6 XC-4 1.86 3.79 6 XC-5 2.78 5.66 6 XC-6 3.88 7.90 6 XC-7 5.17 10.52 6 XC-8 6.64 13.51 6 XC-9 8.29 16.87 6 XC-10 10.13 20.62 6 XC-11 12.15 24.73 6 XC-12 14.35 29.20 6 AquaShield Aqua-Swirl Xcelerator1 XC-13 15.53 31.60 6 CS-4 1.80 4.03 9 CS-5 2.81 6.29 9 CS-6 4.05 9.07 9 CS-8 7.20 16.1 9 CS-10 11.3 25.3 9 Contech Cascade Separator CS-12 16.2 36.3 9 Plan View SCALE 1:50 Elevation View SCALE 1:50 Projected View SCALE 1:80 2733 Kanasita Drive, Suite 111, Chattanooga, TN 37343 Phone (888) 344-9044 Fax (423) 826-2112 www.aquashieldinc.com Structure #: Drawn By: Scale: Date: OFlores Rvwed Rvw. Date U.S. Patent No. 6524473 and other Patent Pending Aqua-Swirl XCelerator Standard Detail As Shown 2/25/2021 el. Varies Inlet/Outlet Invert el. Varies el. Varies Grade (Rim) el. Varies XC-9 CCW XC-9 STD Aqua-Swirl Polymer Coated Steel (PCS) Stormwater Treatment System 12 in [305 mm] Manhole Frame & Cover Detail For Non-Traffic Areas Only NTS 48 in [1219 mm] Min. Gravel Backfill Concrete Wrap Compressible Expansion Joint Material to a minimum 1/2-inch [13 mm] thickness around top of riser to allow transfer of inadvertent loading from manhole cover to concrete slab. Riser Soil Cover Frame 1/2 in [13 mm] 1/2 in [13 mm] Place small amount of concrete [3,000 psi [20 MPa] (min)] to support and level manhole frame. DO NOT allow manhole frame to rest upon riser. Backfill (90% Proctor Density) 8 in [203 mm] 4 1/2 in [114 mm] Unless other traffic barriers are present, bollards shall be placed around access riser(s) in non-traffic areas to prevent inadvertent loading by maintenance vehicles. Manhole Frame & Cover Detail For Traffic Loading Areas NTS Cover Frame 48 in [1219 mm] Min. Backfill (90% Proctor Density) 3,000 psi [20 MPa] (min) Concrete #4 [13 mm] Rebar @ 6 in [152 mm] Each Way 30 in [762 mm] Riser 1/2 in [13 mm] 4 1/2 in [114 mm] 14 in [356 mm] 1/2 in [13 mm] Thick Expansion Joint Material If traffic loading (HS-25) is required or anticipated, a 4-foot [1.22 m] diameter, 14-inch [356 mm] thick reinforced concrete pad must be placed over the Stormwater Treatment System Riser to support and level the manhole frame, as shown. The top of riser pipe must be wrapped with compressible expansion joint material to a minimum 1/2-inch [13 mm] thickness to allow transfer of wheel loads from manhole cover to concrete slab. Manhole cover shall bear on concrete slab and not on riser pipe. The concrete slab shall have a minimum strength of 3,000 psi [20 MPa] and be reinforced with #4 [13 mm] reinforcing steel as shown. Minimum cover over reinforcing steel shall be 1-inch [25 mm]. Top of manhole cover and concrete slab shall be level with finish grade. Please see accompanied Aqua-Swirl specification notes. See Site Plan for actual System orientation. Approximate dry (pick) weight: 5900 lbs [2700 kg]. Backfill shall extend at least 18 inches [457 mm] outward from Swirl Concentrator and for the full height of the Swirl Concentrator (including riser) extending laterally to undisturbed soils. (See MH Detail Below) 1 1 As an alternative, 42 in [1067 mm] diameter, HS-20/25 rated precast concrete rings may be substituted. 14 in [356 mm] thickness must be maintained. XC-9 inlet/outlet pipe size ranges up to 48 in [1219 mm]. XC-9 chamber height may vary up to 184 in [4674 mm], depending on inlet/outlet pipe size. Orientation may vary from a minimum of 90 to a maximum of 180. Clockwise or counterclockwise orientation as needed. 2 3 3 2 126 in [3200 mm] 126 in [3200 mm] P48 in [P1219 mm] 2 Octagonal Base Plate P114 in [P2900 mm] 184 in [4674 mm] Varies Varies 5 [127 mm] MH Frame P30 in [P762 mm] Band Coupler by Manufacturer. (as needed) Riser Manhole Frame and Cover by Manufacturer. (See Details) Rim elevations to match finish grade. 112 in [2845 mm] Pipe coupling by Contractor. 12 in [305 mm] long Stub-out by Manufacturer. Pipe coupling by Contractor. 12 in [305 mm] long Stub-out by Manufacturer. 4 4 P114 in [P2896 mm] Optional inlet orientations available (See note 4) P48 in [P1219 mm] 180 Backfill Bedding Undisturbed soil 18 in [457 mm] 6 in [152 mm] Lifting Lugs Lifting Lugs