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HomeMy WebLinkAboutDrainage Report Project: CITY OF CARMEL CIVIC SQUARE PUBLIC PARKING GARAGE 50 Red Truck Road Carmel, Indiana 46032 Prepared For: FA Wilhelm 3914 Prospect Street Indianapolis, Indiana 46203 Prepared By: CIVIL & ENVIRONMENTAL CONSULTANTS, INC. Indianapolis, Indiana Civil Engineer: Nick Justice, PE CEC Project 314-920 DECEMBER 2021 DRAINAGE REPORT -i- Carmel Parking Garage December 2021 TABLE OF CONTENTS 1.0 REPORT OVERVIEW .....................................................................................................1 2.0 PROJECT BACKGROUND.............................................................................................1 2.1 EXISTING CONDITIONS .................................................................................. 1 2.1.1 FEMA Map .................................................................................................1 2.1.2 Watershed Description ..............................................................................1 2.1.3 Soils Map.....................................................................................................1 3.0 PROPOSED CONDITIONS .............................................................................................2 3.1 STORMWATER DESIGN .................................................................................. 2 3.1.1 Storm Sewer Sizing ....................................................................................3 3.1.2 Water Quality Treatment..........................................................................3 4.0 CONCLUSION ..................................................................................................................3 5.0 REFERENCES .........................................................................................................................3 APPENDICES Appendix A – FEMA Map Appendix B – Soils Map Appendix C – Existing & Proposed Drainage Maps Appendix D – Storm Sewer Sizing Calculations Appendix E – Existing & Proposed HydroCAD Outputs Appendix F – Water Quality Calculations -1- Carmel Parking Garage December 2021 1.0 REPORT OVERVIEW This report addresses the storm water requirements for the proposed City of Carmel Civic Square Public Parking Garage project located at 50 Red Truck Road. The overall project area is ±1.64 acres. The project consists of the construction of a multi-story parking garage and 6 townhomes on the north and west sides of the garage. The north half of the existing site drains west into the 54” RCP storm sewer in Veteran’s Way and the south half of the existing site drains to an existing underground detention system before discharging to the storm sewer in Veteran’s Way. Approximately 0.92 acres of the proposed development will convey storm water north into the 54” RCP in Monon Green Boulevard downstream of the storm sewer in Veteran’s Way. The remaining 0.73 acres will discharge to the existing detention system south of the project site. 2.0 PROJECT BACKGROUND 2.1 EXISTING CONDITIONS The existing site consists of a surface parking lot. The north half of the existing site drains west into the 54” RCP storm sewer into Veteran’s Way and the south half of the existing site drains to an existing underground detention system before discharging to the storm sewer in Veteran’s Way. From the Veteran’s Way sewer, the stormwater runs north into the 54” storm sewer in Monon Green Boulevard. 2.1.1 FEMA Map The project site is located within the FEMA Map # 18057C0209G dated November 19, 2014, which indicates the site is located within the Flood Designation ‘Zone X, Areas outside of 500- year floodplain (No Shading)’. The FEMA Map is included in Appendix A. 2.1.2 Watershed Description The 14-digit Hydrologic Unit Code (HUC) for this watershed is #05120201090040. The site drains to the White River-Carmel Creek watershed. 2.1.3 Soils Map The approximate limits of each soil type are depicted in the Soils Map provided in Appendix B. 3.0 PROPOSED CONDITIONS 3.1 STORMWATER DESIGN Stormwater runoff will be collected from internal roof drain system for the townhomes and the parking garage and a mechanical water quality BMP will treat the stormwater before it is released -2- Carmel Parking Garage December 2021 into the 54” RCP in Monon Green Blvd. The surface runoff east of the parking garage will be directed to the existing detention system south of the site before it is released to the 54” RCP in Veteran’s Way. Stormwater runoff to the detention system will be reduced from the existing conditions. Calculations can be found in Appendix E. The overall drainage area to the storm system in Monon Green Blvd. includes 0.87 acres of impervious surface and 0.05 acres of pervious surface. The overall drainage area to the detention system includes 0.68 acres of impervious surface and 0.04 acres of pervious surface. The soils hydrologic group used for calculating the curve number (CN) was changed from soils groups ‘B/D’, ‘C/D’ classification to group ‘D’. See calculation below for the CN value used in the HydroCAD calculations. Proposed Site to Storm Sewer % Impervious (CN=98) = 94.2% % Pervious (CN=80) = 5.8% = 94.2% × 98 + 5.8% × 80 = 97 Proposed Site to Detention % Impervious (CN=98) = 93.9% % Pervious (CN=80) = 6.1% = 93.9% × 98 + 6.1% × 80 = 97 The HydroCAD report for the proposed conditions is included in Appendix E. Table 1 - Site Discharge Rates Proposed Peak Runoff Rate (cfs) Site to Storm Sewer 2-Year (cfs) 10-Year (cfs) 100-Year (cfs) Existing Discharge Rates 3.53 4.75 8.18 Proposed Discharge Rates 3.49 4.67 7.97 Site to Detention Existing Discharge Rates 2.87 3.93 6.89 Proposed Discharge Rates 2.95 3.95 6.73 3.1.1 Storm Sewer Sizing An underground network of storm sewers is proposed and was sized for the 10-Year event under open channel flow conditions. Inlet overtopping is not anticipated. Calculations can be found in Appendix C and Appendix D. -3- Carmel Parking Garage December 2021 3.1.2 Water Quality Treatment The water quality treatment is being provided by an Aqua Swirl water quality treatment unit. The water quality unit has been sized using the water quality calculations in section 700 of the City of Carmel Stormwater Technical Standards Manual. The site will be treated by an Aqua Swirl AS-4 water quality unit. The calculations are included in Appendix F. 4.0 CONCLUSION The proposed project will be served with adequate water quality facilities in accordance with the City of Carmel Stormwater Specification Manual. No adverse impacts are expected for upstream or downstream property owners. 5.0 REFERENCES 1. Web Soil Survey 2. FEMA Flood Insurance Rate Maps, FEMA website 3. City of Carmel Stormwater Technical Standards Manual APPENDIX A FEMA MAP 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 10/11/2021 at 12:37 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°7'58"W 39°58'13"N 86°7'20"W 39°57'46"N Basemap: USGS National Map: Orthoimagery: Data refreshed October, 2020 APPENDIX B SOILS MAP United States Department of Agriculture A product of the National Cooperative Soil Survey, a joint effort of the United States Department of Agriculture and other Federal agencies, State agencies including the Agricultural Experiment Stations, and local participants Custom Soil Resource Report for Hamilton County, IndianaNatural Resources Conservation Service October 21, 2021 9 Custom Soil Resource Report Soil Map 4424440442445044244604424470442448044244904424500442451044245204424530442454044245504424560442445044244604424470442448044244904424500442451044245204424530442454044245504424560574430 574440 574450 574460 574470 574480 574490 574500 574510 574430 574440 574450 574460 574470 574480 574490 574500 574510 39° 58' 4'' N 86° 7' 42'' W39° 58' 4'' N86° 7' 38'' W39° 58' 0'' N 86° 7' 42'' W39° 58' 0'' N 86° 7' 38'' WN Map projection: Web Mercator Corner coordinates: WGS84 Edge tics: UTM Zone 16N WGS84 0 30 60 120 180 Feet 0 5 10 20 30 Meters Map Scale: 1:618 if printed on A portrait (8.5" x 11") sheet. Soil Map may not be valid at this scale. Map Unit Legend Map Unit Symbol Map Unit Name Acres in AOI Percent of AOI UbaA Urban land-Brookston complex, 0 to 2 percent slopes 1.1 73.0% UcfA Urban land-Crosby silt loam complex, fine-loamy subsoil, 0 to 2 percent slopes 0.4 27.0% Totals for Area of Interest 1.6 100.0% Map Unit Descriptions The map units delineated on the detailed soil maps in a soil survey represent the soils or miscellaneous areas in the survey area. The map unit descriptions, along with the maps, can be used to determine the composition and properties of a unit. A map unit delineation on a soil map represents an area dominated by one or more major kinds of soil or miscellaneous areas. A map unit is identified and named according to the taxonomic classification of the dominant soils. Within a taxonomic class there are precisely defined limits for the properties of the soils. On the landscape, however, the soils are natural phenomena, and they have the characteristic variability of all natural phenomena. Thus, the range of some observed properties may extend beyond the limits defined for a taxonomic class. Areas of soils of a single taxonomic class rarely, if ever, can be mapped without including areas of other taxonomic classes. Consequently, every map unit is made up of the soils or miscellaneous areas for which it is named and some minor components that belong to taxonomic classes other than those of the major soils. Most minor soils have properties similar to those of the dominant soil or soils in the map unit, and thus they do not affect use and management. These are called noncontrasting, or similar, components. They may or may not be mentioned in a particular map unit description. Other minor components, however, have properties and behavioral characteristics divergent enough to affect use or to require different management. These are called contrasting, or dissimilar, components. They generally are in small areas and could not be mapped separately because of the scale used. Some small areas of strongly contrasting soils or miscellaneous areas are identified by a special symbol on the maps. If included in the database for a given area, the contrasting minor components are identified in the map unit descriptions along with some characteristics of each. A few areas of minor components may not have been observed, and consequently they are not mentioned in the descriptions, especially where the pattern was so complex that it was impractical to make enough observations to identify all the soils and miscellaneous areas on the landscape. The presence of minor components in a map unit in no way diminishes the usefulness or accuracy of the data. The objective of mapping is not to delineate pure taxonomic classes but rather to separate the landscape into landforms or landform segments that have similar use and management requirements. The delineation of such segments on the map provides sufficient information for the Custom Soil Resource Report 11 Hamilton County, Indiana UbaA—Urban land-Brookston complex, 0 to 2 percent slopes Map Unit Setting National map unit symbol: 2y48h Elevation: 640 to 930 feet Mean annual precipitation: 36 to 42 inches Mean annual air temperature: 49 to 53 degrees F Frost-free period: 175 to 185 days Farmland classification: Not prime farmland Map Unit Composition Urban land:60 percent Brookston, drained, and similar soils:40 percent Estimates are based on observations, descriptions, and transects of the mapunit. Description of Urban Land Setting Landform:Till plains Interpretive groups Land capability classification (irrigated): None specified Other vegetative classification: Trees/Timber (Woody Vegetation) Hydric soil rating: Unranked Description of Brookston, Drained Setting Landform:Depressions on till plains Landform position (two-dimensional):Footslope Down-slope shape:Concave Across-slope shape:Linear Parent material:Loess over loamy till Typical profile H1 - 0 to 14 inches: silty clay loam H2 - 14 to 54 inches: clay loam H3 - 54 to 60 inches: loam Properties and qualities Slope:0 to 2 percent Depth to restrictive feature:More than 80 inches Drainage class:Poorly drained Runoff class: Negligible Capacity of the most limiting layer to transmit water (Ksat):Moderately high (0.20 to 0.60 in/hr) Depth to water table:About 0 to 12 inches Frequency of flooding:None Frequency of ponding:Frequent Calcium carbonate, maximum content:40 percent Available water supply, 0 to 60 inches: High (about 9.7 inches) Interpretive groups Land capability classification (irrigated): None specified Custom Soil Resource Report 13 Land capability classification (nonirrigated): 2w Hydrologic Soil Group: B/D Ecological site: F111AY007IN - Till Depression Flatwood Other vegetative classification: Mixed/Transitional (Mixed Native Vegetation) Hydric soil rating: Yes UcfA—Urban land-Crosby silt loam complex, fine-loamy subsoil, 0 to 2 percent slopes Map Unit Setting National map unit symbol: 2y47p Elevation: 600 to 1,260 feet Mean annual precipitation: 36 to 46 inches Mean annual air temperature: 48 to 55 degrees F Frost-free period: 145 to 180 days Farmland classification: Not prime farmland Map Unit Composition Urban land:60 percent Crosby and similar soils:35 percent Minor components:5 percent Estimates are based on observations, descriptions, and transects of the mapunit. Description of Crosby Setting Landform:Recessionial moraines, ground moraines, water-lain moraines Landform position (two-dimensional):Summit, backslope, footslope Landform position (three-dimensional):Interfluve, rise Down-slope shape:Convex Across-slope shape:Linear Parent material:Silty material or loess over loamy till Typical profile Ap - 0 to 8 inches: silt loam BE - 8 to 11 inches: silt loam Bt - 11 to 14 inches: silt loam 2Bt - 14 to 28 inches: silty clay 2BCt - 28 to 36 inches: loam 2Cd - 36 to 79 inches: loam Properties and qualities Slope:0 to 2 percent Depth to restrictive feature:24 to 40 inches to densic material Drainage class:Somewhat poorly drained Runoff class: Medium Capacity of the most limiting layer to transmit water (Ksat):Low to moderately high (0.01 to 0.20 in/hr) Depth to water table:About 6 to 24 inches Frequency of flooding:None Custom Soil Resource Report 14 Frequency of ponding:None Calcium carbonate, maximum content:50 percent Maximum salinity:Nonsaline to very slightly saline (0.0 to 2.0 mmhos/cm) Available water supply, 0 to 60 inches: Low (about 5.8 inches) Interpretive groups Land capability classification (irrigated): None specified Land capability classification (nonirrigated): 2w Hydrologic Soil Group: C/D Ecological site: F111AY008IN - Wet Till Ridge Hydric soil rating: No Minor Components Treaty, drained Percent of map unit:5 percent Landform:Swales, water-lain moraines, depressions Landform position (two-dimensional):Footslope, toeslope Landform position (three-dimensional):Base slope, dip Down-slope shape:Linear Across-slope shape:Concave Ecological site:F111AY007IN - Till Depression Flatwood Hydric soil rating: Yes Custom Soil Resource Report 15 APPENDIX C EXISTING & PROPOSED DRAINAGE MAPS DATE:DWG SCALE:DRAWN BY:CHECKED BY:APPROVED BY:PROJECT NO:FIGURE NO.:Existing ConditionsDRAINAGE MAP311-8041"=30'OCTOBER 2021NPJACHDRAFTC-1FA WilhelmCity of Carmel Civic SquarePublic Parking GarageCarmel, IN530 E. Ohio Street, Suite G - Indianapolis, IN 46204317-655-7777 · 877-746-0749 www.cecinc.comNORTH RAMP UPDATE:DWG SCALE:DRAWN BY:CHECKED BY:APPROVED BY:PROJECT NO:FIGURE NO.:Proposed ConditionsDRAINAGE MAP314-9201"=30'DECEMBER 2021NPJACHDRAFTC-2FA WilhelmCity of Carmel Civic SquarePublic Parking GarageCarmel, IN530 E. Ohio Street, Suite G - Indianapolis, IN 46204317-655-7777 · 877-746-0749 www.cecinc.comNORTH RAMP UPDATE:DWG SCALE:DRAWN BY:CHECKED BY:APPROVED BY:PROJECT NO:FIGURE NO.:Proposed BasinMap314-9201"=30'OCTOBER 2021NPJACHDRAFTC-3FA WilhelmCity of Carmel Civic SquarePublic Parking GarageCarmel, IN530 E. Ohio Street, Suite G - Indianapolis, IN 46204317-655-7777 · 877-746-0749 www.cecinc.comNORTH APPENDIX D STORM SEWER SIZING CALCULATIONS Civil & Environmental Consultants, Inc. By:NPJ Project Name:Carmel Civic Square Parking Garage Date:12/2021 CEC Project No.:314-920 Checked By: Description:Composite C Calculations Date: Runoff Coefficient 0.90 0.85 0.85 0.20 BASINS 111 Roof Pavement Gravel/Stone Lawn Total Total Composite (ft^2)(ft^2)(ft^2)(ft^2)(ft^2)(Acres)"C" 0 1,241 0 0 1,241 0.03 0.85 109 Roof Pavement Gravel/Stone Lawn Total Total Composite (ft^2)(ft^2)(ft^2)(ft^2)(ft^2)(Acres)"C" 0 3,107 0 0 3,107 0.07 0.85 108 Roof Pavement Gravel/Stone Lawn Total Total Composite (ft^2)(ft^2)(ft^2)(ft^2)(ft^2)(Acres)"C" 0 1,721 0 0 1,721 0.04 0.85 107 Roof Pavement Gravel/Stone Lawn Total Total Composite (ft^2)(ft^2)(ft^2)(ft^2)(ft^2)(Acres)"C" 0 3,754 0 0 3,754 0.09 0.85 106 Roof Pavement Gravel/Stone Lawn Total Total Composite (ft^2)(ft^2)(ft^2)(ft^2)(ft^2)(Acres)"C" 0 3,721 0 0 3,721 0.09 0.85 104 Roof Pavement Gravel/Stone Lawn Total Total Composite (ft^2)(ft^2)(ft^2)(ft^2)(ft^2)(Acres)"C" 22,761 0 0 0 22,761 0.52 0.90 202 Roof Pavement Gravel/Stone Lawn Total Total Composite (ft^2)(ft^2)(ft^2)(ft^2)(ft^2)(Acres)"C" 21,196 0 0 0 21,196 0.49 0.90 Roof Surfaces= Pervious= Pavement= Gravel/Stone = Civil & Environmental Consultants, Inc. By:NPJ Project:Carmel Civic Square Parking Garage Date:11/2021 CEC No.:314-920 Checked By: Date: 107 Depth Weir Orifice Casting Neenah R-3405 0.00 0.00 Area 1.5 ft2 0.05 0.19 0.82 Perimeter 7.9 ft 0.10 0.52 1.16 P 5.53 ft 0.15 0.96 1.42 A 0.75 ft2 0.20 1.48 1.64 Q=3.0*P*D^1.5 (Weir) 0.25 2.07 1.83 Q=4.89*A*D^0.5 (Orifice) 0.30 2.73 2.01 0.35 3.44 2.17 0.40 4.20 2.32 0.45 5.01 2.46 i = 6.99 0.50 5.87 2.59 C= 0.85 A= 0.09 0.53 106 Q= 0.53 108 0.24 109 0.42 111 Depth - Orifice Casting ACO 678-Q 0.00 0.00 Area 4.98 ft2 0.05 2.72 Perimeter - ft 0.10 3.85 P - ft 0.15 4.72 A 2.49 ft2 0.20 5.45 Q=3.0*P*D^1.5 (Weir) 0.25 6.09 Q=4.89*A*D^0.5 (Orifice) 0.30 6.67 0.35 7.20 0.40 7.70 0.45 8.17 i = 6.99 0.50 8.61 C= 0.85 A= 0.09 0.18 Area/LF 0.178 LF 28.00 Area 4.984 Q= C x I x A = Sump Grates Ponding Depth Calculation Structure Number Q=CiA GRATE FLOW IN CFS Structure Number ACO-678Q Q=CiA GRATE FLOW IN CFS Q= C x I x A = 0.00 1.00 2.00 3.00 4.00 5.00 6.00 7.00 0.00 0.20 0.40 0.60Discharge, cfsDepth Over Grate, ft Grate Discharge Weir Orifice 0.00 1.00 2.00 3.00 4.00 5.00 6.00 7.00 8.00 9.00 10.00 0.00 0.20 0.40 0.60Discharge, cfsDepth Over Grate, ft Grate Discharge Series 1 P:\310-000\314-920\-Calculations\Drainage\Proposed\Storm Sizing\314-920 Grate Inlet Capacities.xlsxGrate Capacity - 11/11/2021 APPENDIX E EXISTING & PROPOSED HYDROCAD OUTPUTS E-D Existing Site to Detention E-S Existing Site to Storm Sewer Routing Diagram for 314-920 - Existing Prepared by CEC, Printed 10/21/2021 HydroCAD® 10.00-20 s/n 03107 © 2017 HydroCAD Software Solutions LLC Subcat Reach Pond Link Type II 24-hr 100 YR Rainfall=6.46"314-920 - Existing Printed 10/21/2021Prepared by CEC HydroCAD® 10.00-20 s/n 03107 © 2017 HydroCAD Software Solutions LLC Events for Subcatchment E-S: Existing Site to Storm Sewer Event Runoff (cfs) Volume (acre-feet) Depth (inches) 2 YR 3.53 0.181 2.45 10 YR 4.75 0.249 3.37 100 YR 8.18 0.442 5.99 Type II 24-hr 100 YR Rainfall=6.46"314-920 - Existing Printed 10/21/2021Prepared by CEC HydroCAD® 10.00-20 s/n 03107 © 2017 HydroCAD Software Solutions LLC Events for Subcatchment E-D: Existing Site to Detention Event Runoff (cfs) Volume (acre-feet) Depth (inches) 2 YR 2.87 0.142 2.25 10 YR 3.93 0.199 3.16 100 YR 6.89 0.363 5.75 314-920 - Existing Printed 10/21/2021Prepared by CEC Page 2HydroCAD® 10.00-20 s/n 03107 © 2017 HydroCAD Software Solutions LLC Area Listing (all nodes) Area (acres) CN Description (subcatchment-numbers) 0.183 74 >75% Grass cover, Good, HSG C (E-D, E-S) 1.460 98 Impervious (E-D, E-S) 1.643 95 TOTAL AREA Type II 24-hr 2 YR Rainfall=2.90"314-920 - Existing Printed 10/21/2021Prepared by CEC Page 3HydroCAD® 10.00-20 s/n 03107 © 2017 HydroCAD Software Solutions LLC Summary for Subcatchment E-D: Existing Site to Detention Runoff = 2.87 cfs @ 11.95 hrs, Volume= 0.142 af, Depth= 2.25" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-48.00 hrs, dt= 0.05 hrs Type II 24-hr 2 YR Rainfall=2.90" Area (ac) CN Description * 0.639 98 Impervious 0.118 74 >75% Grass cover, Good, HSG C 0.757 94 Weighted Average 0.118 15.59% Pervious Area 0.639 84.41% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, Subcatchment E-D: Existing Site to Detention Runoff Hydrograph Time (hours) 484644424038363432302826242220181614121086420Flow (cfs)3 2 1 0 Type II 24-hr 2 YR Rainfall=2.90" Runoff Area=0.757 ac Runoff Volume=0.142 af Runoff Depth=2.25" Tc=5.0 min CN=94 2.87 cfs Type II 24-hr 2 YR Rainfall=2.90"314-920 - Existing Printed 10/21/2021Prepared by CEC Page 4HydroCAD® 10.00-20 s/n 03107 © 2017 HydroCAD Software Solutions LLC Summary for Subcatchment E-S: Existing Site to Storm Sewer Runoff = 3.53 cfs @ 11.95 hrs, Volume= 0.181 af, Depth= 2.45" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-48.00 hrs, dt= 0.05 hrs Type II 24-hr 2 YR Rainfall=2.90" Area (ac) CN Description * 0.821 98 Impervious 0.065 74 >75% Grass cover, Good, HSG C 0.886 96 Weighted Average 0.065 7.34% Pervious Area 0.821 92.66% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, Subcatchment E-S: Existing Site to Storm Sewer Runoff Hydrograph Time (hours) 484644424038363432302826242220181614121086420Flow (cfs)3 2 1 0 Type II 24-hr 2 YR Rainfall=2.90" Runoff Area=0.886 ac Runoff Volume=0.181 af Runoff Depth=2.45" Tc=5.0 min CN=96 3.53 cfs Type II 24-hr 10 YR Rainfall=3.83"314-920 - Existing Printed 10/21/2021Prepared by CEC Page 5HydroCAD® 10.00-20 s/n 03107 © 2017 HydroCAD Software Solutions LLC Summary for Subcatchment E-D: Existing Site to Detention Runoff = 3.93 cfs @ 11.95 hrs, Volume= 0.199 af, Depth= 3.16" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-48.00 hrs, dt= 0.05 hrs Type II 24-hr 10 YR Rainfall=3.83" Area (ac) CN Description * 0.639 98 Impervious 0.118 74 >75% Grass cover, Good, HSG C 0.757 94 Weighted Average 0.118 15.59% Pervious Area 0.639 84.41% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, Subcatchment E-D: Existing Site to Detention Runoff Hydrograph Time (hours) 484644424038363432302826242220181614121086420Flow (cfs)4 3 2 1 0 Type II 24-hr 10 YR Rainfall=3.83" Runoff Area=0.757 ac Runoff Volume=0.199 af Runoff Depth=3.16" Tc=5.0 min CN=94 3.93 cfs Type II 24-hr 10 YR Rainfall=3.83"314-920 - Existing Printed 10/21/2021Prepared by CEC Page 6HydroCAD® 10.00-20 s/n 03107 © 2017 HydroCAD Software Solutions LLC Summary for Subcatchment E-S: Existing Site to Storm Sewer Runoff = 4.75 cfs @ 11.95 hrs, Volume= 0.249 af, Depth= 3.37" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-48.00 hrs, dt= 0.05 hrs Type II 24-hr 10 YR Rainfall=3.83" Area (ac) CN Description * 0.821 98 Impervious 0.065 74 >75% Grass cover, Good, HSG C 0.886 96 Weighted Average 0.065 7.34% Pervious Area 0.821 92.66% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, Subcatchment E-S: Existing Site to Storm Sewer Runoff Hydrograph Time (hours) 484644424038363432302826242220181614121086420Flow (cfs)5 4 3 2 1 0 Type II 24-hr 10 YR Rainfall=3.83" Runoff Area=0.886 ac Runoff Volume=0.249 af Runoff Depth=3.37" Tc=5.0 min CN=96 4.75 cfs Type II 24-hr 100 YR Rainfall=6.46"314-920 - Existing Printed 10/21/2021Prepared by CEC Page 7HydroCAD® 10.00-20 s/n 03107 © 2017 HydroCAD Software Solutions LLC Summary for Subcatchment E-D: Existing Site to Detention Runoff = 6.89 cfs @ 11.95 hrs, Volume= 0.363 af, Depth= 5.75" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-48.00 hrs, dt= 0.05 hrs Type II 24-hr 100 YR Rainfall=6.46" Area (ac) CN Description * 0.639 98 Impervious 0.118 74 >75% Grass cover, Good, HSG C 0.757 94 Weighted Average 0.118 15.59% Pervious Area 0.639 84.41% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, Subcatchment E-D: Existing Site to Detention Runoff Hydrograph Time (hours) 484644424038363432302826242220181614121086420Flow (cfs)7 6 5 4 3 2 1 0 Type II 24-hr 100 YR Rainfall=6.46" Runoff Area=0.757 ac Runoff Volume=0.363 af Runoff Depth=5.75" Tc=5.0 min CN=94 6.89 cfs Type II 24-hr 100 YR Rainfall=6.46"314-920 - Existing Printed 10/21/2021Prepared by CEC Page 8HydroCAD® 10.00-20 s/n 03107 © 2017 HydroCAD Software Solutions LLC Summary for Subcatchment E-S: Existing Site to Storm Sewer Runoff = 8.18 cfs @ 11.95 hrs, Volume= 0.442 af, Depth= 5.99" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-48.00 hrs, dt= 0.05 hrs Type II 24-hr 100 YR Rainfall=6.46" Area (ac) CN Description * 0.821 98 Impervious 0.065 74 >75% Grass cover, Good, HSG C 0.886 96 Weighted Average 0.065 7.34% Pervious Area 0.821 92.66% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, Subcatchment E-S: Existing Site to Storm Sewer Runoff Hydrograph Time (hours) 484644424038363432302826242220181614121086420Flow (cfs)9 8 7 6 5 4 3 2 1 0 Type II 24-hr 100 YR Rainfall=6.46" Runoff Area=0.886 ac Runoff Volume=0.442 af Runoff Depth=5.99" Tc=5.0 min CN=96 8.18 cfs P-D Proposed Site to Detention P-S Proposed Site to Storm Sewer Routing Diagram for 314-920 - Proposed-South detention Prepared by CEC, Printed 12/9/2021 HydroCAD® 10.00-20 s/n 03107 © 2017 HydroCAD Software Solutions LLC Subcat Reach Pond Link Type II 24-hr 100 YR Rainfall=6.46"314-920 - Proposed-South detention Printed 12/9/2021Prepared by CEC HydroCAD® 10.00-20 s/n 03107 © 2017 HydroCAD Software Solutions LLC Events for Subcatchment P-D: Proposed Site to Detention Event Runoff (cfs) Volume (acre-feet) Depth (inches) 2 YR 2.95 0.155 2.56 10 YR 3.95 0.211 3.48 100 YR 6.73 0.369 6.10 Type II 24-hr 100 YR Rainfall=6.46"314-920 - Proposed-South detention Printed 12/9/2021Prepared by CEC HydroCAD® 10.00-20 s/n 03107 © 2017 HydroCAD Software Solutions LLC Events for Subcatchment P-S: Proposed Site to Storm Sewer Event Runoff (cfs) Volume (acre-feet) Depth (inches) 2 YR 3.49 0.196 2.56 10 YR 4.67 0.267 3.48 100 YR 7.97 0.467 6.10 314-920 - Proposed-South detention Printed 12/9/2021Prepared by CEC Page 2HydroCAD® 10.00-20 s/n 03107 © 2017 HydroCAD Software Solutions LLC Area Listing (all nodes) Area (acres) CN Description (subcatchment-numbers) 0.097 80 >75% Grass cover, Good, HSG D (P-D, P-S) 1.548 98 Impervious (P-D, P-S) 1.645 97 TOTAL AREA Type II 24-hr 2 YR Rainfall=2.90"314-920 - Proposed-South detention Printed 12/9/2021Prepared by CEC Page 3HydroCAD® 10.00-20 s/n 03107 © 2017 HydroCAD Software Solutions LLC Summary for Subcatchment P-D: Proposed Site to Detention Runoff = 2.95 cfs @ 11.95 hrs, Volume= 0.155 af, Depth= 2.56" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-48.00 hrs, dt= 0.05 hrs Type II 24-hr 2 YR Rainfall=2.90" Area (ac) CN Description 0.044 80 >75% Grass cover, Good, HSG D * 0.682 98 Impervious 0.726 97 Weighted Average 0.044 6.06% Pervious Area 0.682 93.94% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, Subcatchment P-D: Proposed Site to Detention Runoff Hydrograph Time (hours) 484644424038363432302826242220181614121086420Flow (cfs)3 2 1 0 Type II 24-hr 2 YR Rainfall=2.90" Runoff Area=0.726 ac Runoff Volume=0.155 af Runoff Depth=2.56" Tc=5.0 min CN=97 2.95 cfs Type II 24-hr 2 YR Rainfall=2.90"314-920 - Proposed-South detention Printed 12/9/2021Prepared by CEC Page 4HydroCAD® 10.00-20 s/n 03107 © 2017 HydroCAD Software Solutions LLC Summary for Subcatchment P-S: Proposed Site to Storm Sewer Runoff = 3.49 cfs @ 11.97 hrs, Volume= 0.196 af, Depth= 2.56" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-48.00 hrs, dt= 0.05 hrs Type II 24-hr 2 YR Rainfall=2.90" Area (ac) CN Description * 0.866 98 Impervious 0.053 80 >75% Grass cover, Good, HSG D 0.919 97 Weighted Average 0.053 5.77% Pervious Area 0.866 94.23% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.8 Direct Entry, Subcatchment P-S: Proposed Site to Storm Sewer Runoff Hydrograph Time (hours) 484644424038363432302826242220181614121086420Flow (cfs)3 2 1 0 Type II 24-hr 2 YR Rainfall=2.90" Runoff Area=0.919 ac Runoff Volume=0.196 af Runoff Depth=2.56" Tc=6.8 min CN=97 3.49 cfs Type II 24-hr 10 YR Rainfall=3.83"314-920 - Proposed-South detention Printed 12/9/2021Prepared by CEC Page 5HydroCAD® 10.00-20 s/n 03107 © 2017 HydroCAD Software Solutions LLC Summary for Subcatchment P-D: Proposed Site to Detention Runoff = 3.95 cfs @ 11.95 hrs, Volume= 0.211 af, Depth= 3.48" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-48.00 hrs, dt= 0.05 hrs Type II 24-hr 10 YR Rainfall=3.83" Area (ac) CN Description 0.044 80 >75% Grass cover, Good, HSG D * 0.682 98 Impervious 0.726 97 Weighted Average 0.044 6.06% Pervious Area 0.682 93.94% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, Subcatchment P-D: Proposed Site to Detention Runoff Hydrograph Time (hours) 484644424038363432302826242220181614121086420Flow (cfs)4 3 2 1 0 Type II 24-hr 10 YR Rainfall=3.83" Runoff Area=0.726 ac Runoff Volume=0.211 af Runoff Depth=3.48" Tc=5.0 min CN=97 3.95 cfs Type II 24-hr 10 YR Rainfall=3.83"314-920 - Proposed-South detention Printed 12/9/2021Prepared by CEC Page 6HydroCAD® 10.00-20 s/n 03107 © 2017 HydroCAD Software Solutions LLC Summary for Subcatchment P-S: Proposed Site to Storm Sewer Runoff = 4.67 cfs @ 11.97 hrs, Volume= 0.267 af, Depth= 3.48" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-48.00 hrs, dt= 0.05 hrs Type II 24-hr 10 YR Rainfall=3.83" Area (ac) CN Description * 0.866 98 Impervious 0.053 80 >75% Grass cover, Good, HSG D 0.919 97 Weighted Average 0.053 5.77% Pervious Area 0.866 94.23% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.8 Direct Entry, Subcatchment P-S: Proposed Site to Storm Sewer Runoff Hydrograph Time (hours) 484644424038363432302826242220181614121086420Flow (cfs)5 4 3 2 1 0 Type II 24-hr 10 YR Rainfall=3.83" Runoff Area=0.919 ac Runoff Volume=0.267 af Runoff Depth=3.48" Tc=6.8 min CN=97 4.67 cfs Type II 24-hr 100 YR Rainfall=6.46"314-920 - Proposed-South detention Printed 12/9/2021Prepared by CEC Page 7HydroCAD® 10.00-20 s/n 03107 © 2017 HydroCAD Software Solutions LLC Summary for Subcatchment P-D: Proposed Site to Detention Runoff = 6.73 cfs @ 11.95 hrs, Volume= 0.369 af, Depth= 6.10" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-48.00 hrs, dt= 0.05 hrs Type II 24-hr 100 YR Rainfall=6.46" Area (ac) CN Description 0.044 80 >75% Grass cover, Good, HSG D * 0.682 98 Impervious 0.726 97 Weighted Average 0.044 6.06% Pervious Area 0.682 93.94% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, Subcatchment P-D: Proposed Site to Detention Runoff Hydrograph Time (hours) 484644424038363432302826242220181614121086420Flow (cfs)7 6 5 4 3 2 1 0 Type II 24-hr 100 YR Rainfall=6.46" Runoff Area=0.726 ac Runoff Volume=0.369 af Runoff Depth=6.10" Tc=5.0 min CN=97 6.73 cfs Type II 24-hr 100 YR Rainfall=6.46"314-920 - Proposed-South detention Printed 12/9/2021Prepared by CEC Page 8HydroCAD® 10.00-20 s/n 03107 © 2017 HydroCAD Software Solutions LLC Summary for Subcatchment P-S: Proposed Site to Storm Sewer Runoff = 7.97 cfs @ 11.97 hrs, Volume= 0.467 af, Depth= 6.10" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-48.00 hrs, dt= 0.05 hrs Type II 24-hr 100 YR Rainfall=6.46" Area (ac) CN Description * 0.866 98 Impervious 0.053 80 >75% Grass cover, Good, HSG D 0.919 97 Weighted Average 0.053 5.77% Pervious Area 0.866 94.23% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.8 Direct Entry, Subcatchment P-S: Proposed Site to Storm Sewer Runoff Hydrograph Time (hours) 484644424038363432302826242220181614121086420Flow (cfs)8 7 6 5 4 3 2 1 0 Type II 24-hr 100 YR Rainfall=6.46" Runoff Area=0.919 ac Runoff Volume=0.467 af Runoff Depth=6.10" Tc=6.8 min CN=97 7.97 cfs APPENDIX F WATER QUALITY CALCULATIONS WQ-1 WQ-1 AS-4 Mechanical BMP Routing Diagram for 314-920 WQ Model Prepared by CEC, Printed 12/9/2021 HydroCAD® 10.00-20 s/n 03107 © 2017 HydroCAD Software Solutions LLC Subcat Reach Pond Link Type II 24-hr WQ Rainfall=1.00"314-920 WQ Model Printed 12/9/2021Prepared by CEC HydroCAD® 10.00-20 s/n 03107 © 2017 HydroCAD Software Solutions LLC Events for Reach AS-4: Mechanical BMP Event Inflow (cfs) Outflow (cfs) Depth (inches) WQ 1.14 1.14 1.00 314-920 WQ Model Printed 12/9/2021Prepared by CEC Page 2HydroCAD® 10.00-20 s/n 03107 © 2017 HydroCAD Software Solutions LLC Area Listing (all nodes) Area (acres) CN Description (subcatchment-numbers) 0.840 100 (WQ-1) 0.840 100 TOTAL AREA Type II 24-hr WQ Rainfall=1.00"314-920 WQ Model Printed 12/9/2021Prepared by CEC Page 3HydroCAD® 10.00-20 s/n 03107 © 2017 HydroCAD Software Solutions LLC Summary for Subcatchment WQ-1: WQ-1 Runoff = 1.14 cfs @ 11.97 hrs, Volume= 0.070 af, Depth= 1.00" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-48.00 hrs, dt= 0.05 hrs Type II 24-hr WQ Rainfall=1.00" Area (ac) CN Description * 0.840 100 0.840 100.00% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.8 Direct Entry, Subcatchment WQ-1: WQ-1 Runoff Hydrograph Time (hours) 484644424038363432302826242220181614121086420Flow (cfs)1 0 Type II 24-hr WQ Rainfall=1.00" Runoff Area=0.840 ac Runoff Volume=0.070 af Runoff Depth=1.00" Tc=6.8 min CN=100 1.14 cfs Type II 24-hr WQ Rainfall=1.00"314-920 WQ Model Printed 12/9/2021Prepared by CEC Page 4HydroCAD® 10.00-20 s/n 03107 © 2017 HydroCAD Software Solutions LLC Summary for Reach AS-4: Mechanical BMP Inflow Area = 0.840 ac,100.00% Impervious, Inflow Depth = 1.00" for WQ event Inflow = 1.14 cfs @ 11.97 hrs, Volume= 0.070 af Outflow = 1.14 cfs @ 11.97 hrs, Volume= 0.070 af, Atten= 0%, Lag= 0.0 min Routing by Stor-Ind+Trans method, Time Span= 0.00-48.00 hrs, dt= 0.05 hrs Reach AS-4: Mechanical BMP Inflow Outflow Hydrograph Time (hours) 484644424038363432302826242220181614121086420Flow (cfs)1 0 Inflow Area=0.840 ac 1.14 cfs 1.14 cfs City of Indianapolis Stormwater Quality Unit (SQU) Selection Guide Pg. 3 12/09/2020 Version 18.1 Manufactured SQU SQU System Model Max Treatment Flow (cfs) Max 10-yr On-Line Flow Rate (cfs) Cleanout Depth (Inches) Oldcastle NSBB-HVT 2-4 0.62 2.57 6 3-6 1.4 5.80 6 3-8 1.87 7.75 6 4-8 2.49 10.31 6 5-10 3.89 16.11 6 6-12 5.6 23.19 6 6-13.75 6.42 26.59 6 7-14 7.62 31.56 6 7-15 8.17 33.84 6 8-14 8.71 36.08 6 8-16 9.96 41.25 6 9-18 12.6 52.19 6 10-17 13.22 54.76 6 10-20 15.56 64.45 6 12-21 19.6 81.18 6 12-24 22.4 92.78 6 AquaShield Aqua Swirl Concentrator AS-2 0.36 0.73 7 AS-3 0.71 1.44 7 AS-4 1.18 2.39 7 AS-5 1.46 2.96 7 AS-6 2.11 4.28 7 AS-7 2.87 5.82 7 AS-8 3.74 7.59 7 AS-9 4.73 9.59 7 AS-10 5.84 11.84 7 AS-11 7.07 14.34 7 AS-12 8.42 17.08 7 AS-13 9.87 20.02 7 ADS Barracuda S3 0.70 1.40 10 S4 1.25 2.50 10 S5 1.95 3.90 10 S6 2.80 5.60 10 S8 5.00 10.00 10 S10 7.80 15.60 10 BioClean Debris Separating Baffle Box (DSBB) 2-4 0.70 1.53 6 2.5-5 1.10 2.40 6 3-6 1.59 3.47 6 4-6 2.11 4.60 6 4-8 2.82 6.15 6 5-10 4.40 9.60 6 6-12 6.34 13.83 6 Pipe Flow by Manning's Equation Civil & Environmental Consultants, Inc. Project Name:Carmel Parking Garage By:NPJ CEC Project No.:314-920 Date:Dec 2021 Description:Water Quality Flow Depth Checked By:ACH Date: D = 1.50 ft n = 0.013 S = 0.0070 ft/ft A = 1.77 ft2 d = 1.00 ft Pw = 4.71 ft f =3.8213 rad Rh =0.38 ft A = 1.25 ft2 Q = 8.81 cfs Pw = 2.87 ft v = 4.99 ft/s Rh =0.44 ft Q = 6.91 cfs v = 5.52 ft/s d = 1.41 ft Q = 1.14 cfs f =5.2766 rad f =2.0614 rad A = 1.72 ft2 A = 0.33 ft2 Pw = 3.96 ft d = 0.35 ft Rh =0.44 ft Pw = 1.55 ft Q = 9.48 cfs Rh =0.21 ft v = 5.51 ft/s v = 3.44 ft/s D = Pipe diameter (ft)Q = (1.49/n)(A)(Rh)2/3(S)1/2 n = Manning's roughness coefficient S = Pipe slope (ft/ft)Rh = A/Pw A = Cross sectional flow area (ft2) Pw = Wetted perimeter (ft)v = Q/A Rh = Hydraulic radius (ft) Q = Flow rate (cfs)A = (0.5)(D/2)2(f - sinf) v = Flow velocity (ft/s) d = Flow depth (ft)Pw = (f)(D/2) f = Central angle (radians) d = (D/2) - [(D/2)(cos(f/2))] Full Flow Maximum Flow Input Depth of Flow Input Flow Rate