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HomeMy WebLinkAboutDrainage Report 09-20-19 Project: CARMEL HEALTH & WELLNESS COMPLEX 820 City Center Drive Carmel, Indiana 46032 Prepared For: GEA Architects 108 E Jackson Street Muncie, Indiana 47305 Prepared By: CIVIL & ENVIRONMENTAL CONSULTANTS, INC. Indianapolis, Indiana Civil Engineer: Aaron Hurt, PE CEC Project 193-104 SEPTEMBER 2019 DRAINAGE REPORT -i- Carmel Health & Wellness September 2019 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 .............................................................................................1 3.1 STORMWATER DESIGN .................................................................................. 1 3.1.1 Storm Sewer Sizing ....................................................................................2 3.1.2 Water Quality Treatment..........................................................................2 4.0 CONCLUSION ..................................................................................................................2 5.0 REFERENCES .........................................................................................................................2 APPENDICES Appendix A – FEMA Map Appendix B – Soils Map Appendix C – Existing & Proposed Drainage Area Map Proposed Storm Sewer Sizing Appendix D – Proposed Storm Sewer Sizing Appendix E – Existing & Proposed HydroCAD Output Appendix F – Water Quality -1- Carmel Health & Wellness September 2019 1.0 REPORT OVERVIEW This report addresses the storm water requirements for the proposed Carmel Total Fitness Expansion project located at City Center Drive & Hancock Street. The overall site is ±2.45 acres. The existing site drains into the storm sewer on site that flows east into a retention pond. The proposed development provides stormwater quality to the improved area prior to discharging to the existing retention pond. 2.0 PROJECT BACKGROUND 2.1 EXISTING CONDITIONS The project site is an existing fitness center at the corner of City Center Drive and Hancock Street. The site is a part of a master planned development that drains stormwater east into a large retention pond. 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 predominantly 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. 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 The overall drainage area project site includes 2.14 acres of impervious surface and 0.32 acres of pervious surface. The soils hydrologic group used for calculating the curve number (CN) was changed from soils group ‘C’ classification to group ‘D’. See calculation below for the CN value used in the HydroCAD calculations. Project Site Area % Impervious (CN=98) = 87.0 % Pervious (CN=80) = 13.0 -2- Carmel Health & Wellness September 2019 = 87.0% × 98 + 13.0% × 80 = 96 The HydroCAD report for the proposed conditions is included in Appendix E. Table 1 Proposed Discharge Rates Proposed Peak Runoff Rate (cfs) Proposed Site Area: 6.81 acres 2-Year (cfs) 10-Year (cfs) 100-Year (cfs) Existing Discharge Rates 9.25 12.67 22.22 Proposed Discharge Rates 9.77 13.16 22.63 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. 3.1.2 Water Quality Treatment The water quality treatment is being provided by the proposed Aqua Swirl water quality treatment units and extended dry detention with native plantings in the dry detention basin. 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 drainage area is treated by an AS-7 mechanical BMP prior to detention. 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 APPENDIX B 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 September 12, 2019 9 Custom Soil Resource Report Soil Map 442422044242304424240442425044242604424270442428044242904424300442431044243204424330442422044242304424240442425044242604424270442428044242904424300442431044243204424330572660 572670 572680 572690 572700 572710 572720 572730 572740 572750 572760 572770 572780 572790 572800 572810 572820 572830 572660 572670 572680 572690 572700 572710 572720 572730 572740 572750 572760 572770 572780 572790 572800 572810 572820 572830 39° 57' 57'' N 86° 8' 57'' W39° 57' 57'' N86° 8' 49'' W39° 57' 53'' N 86° 8' 57'' W39° 57' 53'' N 86° 8' 49'' WN Map projection: Web Mercator Corner coordinates: WGS84 Edge tics: UTM Zone 16N WGS84 0 40 80 160 240 Feet 0 10 20 40 60 Meters Map Scale: 1:842 if printed on A landscape (11" x 8.5") 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 Br Brookston silty clay loam, 0 to 2 percent slopes 1.5 51.2% CrA Crosby silt loam, fine-loamy subsoil, 0 to 2 percent slopes 1.1 37.4% W Water 0.3 11.5% Totals for Area of Interest 2.9 100.0% 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 Custom Soil Resource Report 11 Hamilton County, Indiana Br—Brookston silty clay loam, 0 to 2 percent slopes Map Unit Setting National map unit symbol: 2t98n Elevation: 600 to 1,260 feet Mean annual precipitation: 37 to 46 inches Mean annual air temperature: 48 to 55 degrees F Frost-free period: 145 to 180 days Farmland classification: Prime farmland if drained Map Unit Composition Brookston and similar soils: 95 percent Minor components: 5 percent Estimates are based on observations, descriptions, and transects of the mapunit. Description of Brookston Setting Landform: Till plains, depressions Landform position (two-dimensional): Toeslope Landform position (three-dimensional): Dip Down-slope shape: Linear, concave Across-slope shape: Concave Parent material: Loess over loamy till Typical profile Ap - 0 to 16 inches: silty clay loam Btg1 - 16 to 32 inches: silty clay loam Btg2 - 32 to 44 inches: loam C - 44 to 60 inches: loam Properties and qualities Slope: 0 to 2 percent Depth to restrictive feature: More than 80 inches Natural 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 in profile: 40 percent Salinity, maximum in profile: Nonsaline to very slightly saline (0.0 to 2.0 mmhos/cm) Available water storage in profile: Moderate (about 8.9 inches) Interpretive groups Land capability classification (irrigated): None specified Land capability classification (nonirrigated): 2w Hydrologic Soil Group: B/D Hydric soil rating: Yes Custom Soil Resource Report 13 Minor Components Crosby Percent of map unit: 5 percent Landform: Till plains Landform position (two-dimensional): Footslope, summit Landform position (three-dimensional): Talf Down-slope shape: Concave Across-slope shape: Linear Hydric soil rating: No CrA—Crosby silt loam, fine-loamy subsoil, 0 to 2 percent slopes Map Unit Setting National map unit symbol: 2thy4 Elevation: 600 to 1,000 feet Mean annual precipitation: 36 to 44 inches Mean annual air temperature: 49 to 54 degrees F Frost-free period: 145 to 180 days Farmland classification: Prime farmland if drained Map Unit Composition Crosby and similar soils: 93 percent Minor components: 7 percent Estimates are based on observations, descriptions, and transects of the mapunit. Description of Crosby Setting Landform: Ground moraines, recessionial moraines, water-lain moraines Landform position (two-dimensional): Summit, backslope, footslope Landform position (three-dimensional): Interfluve, rise Down-slope shape: Convex, linear Across-slope shape: Linear, convex Parent material: Silty material or loess over loamy till Typical profile Ap - 0 to 10 inches: silt loam Btg - 10 to 17 inches: silty clay loam 2Bt - 17 to 29 inches: clay loam 2BCt - 29 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 Natural 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) Custom Soil Resource Report 14 Depth to water table: About 6 to 24 inches Frequency of flooding: None Frequency of ponding: None Calcium carbonate, maximum in profile: 55 percent Salinity, maximum in profile: Nonsaline to very slightly saline (0.0 to 2.0 mmhos/cm) Available water storage in profile: Moderate (about 6.5 inches) Interpretive groups Land capability classification (irrigated): None specified Land capability classification (nonirrigated): 2w Hydrologic Soil Group: C/D Hydric soil rating: No Minor Components Williamstown, eroded Percent of map unit: 5 percent Landform: Water-lain moraines, ground moraines, recessionial moraines Landform position (two-dimensional): Backslope, shoulder, summit Landform position (three-dimensional): Side slope, crest, head slope, nose slope, rise Down-slope shape: Convex, linear Across-slope shape: Linear, convex Hydric soil rating: No Treaty, drained Percent of map unit: 2 percent Landform: Depressions, water-lain moraines, swales Landform position (two-dimensional): Toeslope, footslope Landform position (three-dimensional): Base slope, dip Down-slope shape: Linear Across-slope shape: Concave Hydric soil rating: Yes W—Water Map Unit Composition Water: 100 percent Estimates are based on observations, descriptions, and transects of the mapunit. Description of Water Interpretive groups Land capability classification (irrigated): None specified Other vegetative classification: Trees/Timber (Woody Vegetation) Hydric soil rating: No Custom Soil Resource Report 15 APPENDIX C DATE:DWG SCALE: DRAWN BY:CHECKED BY:APPROVED BY: PROJECT NO: FIGURE NO.: EXISTING DRAINAGE MAP 193-1041"=50'September 13, 2019 NPJ ACH ACH C-1 Carmel Health & Wellness Center 820 City Center Drive Carmel, Indiana530 E. Ohio Street, Suite G - Indianapolis, IN 46204 317-655-7777 · 877-746-0749 www.cecinc.com NORTH PROPOSED BUILDING EXPANSION F.F.E. = 843.09 30,573 SQ.FT. TOTAL PARKING = 144 DATE:DWG SCALE: DRAWN BY:CHECKED BY:APPROVED BY: PROJECT NO: FIGURE NO.: PROPOSED DRAINAGE MAP 193-1041"=50'September 13, 2019 NPJ ACH ACH C-2 Carmel Health & Wellness Center 820 City Center Drive Carmel, Indiana530 E. Ohio Street, Suite G - Indianapolis, IN 46204 317-655-7777 · 877-746-0749 www.cecinc.com NORTH DATE:DWG SCALE: DRAWN BY:CHECKED BY:APPROVED BY: PROJECT NO: FIGURE NO.: DRAINAGE INLET MAP 193-1041"=50'September 13, 2019 NPJ ACH ACH C-3 Carmel Health & Wellness Center 820 City Center Drive Carmel, Indiana530 E. Ohio Street, Suite G - Indianapolis, IN 46204 317-655-7777 · 877-746-0749 www.cecinc.com NORTH APPENDIX D Civil & Environmental Consultants, Inc. NPJ Project Name:Carmel Fitness Center 9/2019 CEC Project No.:193-104 Description:Composite C Calculations Runoff Coefficient 0.90 0.85 0.85 0.20 BASINS 107 Roof Surfaces Pavement Gravel/Stone Pervious Soil/Turf Total Total Composite (ft^2)(ft^2)(ft^2)(ft^2)(ft^2)(ft^2)"C" 0 2,616 0 498 3,114 0.07 0.75 106 Roof Surfaces Pavement Gravel/Stone Pervious Soil/Turf Total Total Composite (ft^2)(ft^2)(ft^2)(ft^2)(ft^2)(ft^2)"C" 9,352 8,135 0 1,194 18,681 0.43 0.83 105 Roof Surfaces Pavement Gravel/Stone Pervious Soil/Turf Total Total Composite (ft^2)(ft^2)(ft^2)(ft^2)(ft^2)(ft^2)"C" 0 7,299 0 2,159 9,458 0.22 0.70 E104 Roof Surfaces Pavement Gravel/Stone Pervious Soil/Turf Total Total Composite (ft^2)(ft^2)(ft^2)(ft^2)(ft^2)(ft^2)"C" 2,131 9,563 0 1,176 12,870 0.30 0.80 E103 Roof Surfaces Pavement Gravel/Stone Pervious Soil/Turf Total Total Composite (ft^2)(ft^2)(ft^2)(ft^2)(ft^2)(ft^2)"C" 5,146 7,450 0 896 13,492 0.31 0.83 E102 Roof Surfaces Pavement Gravel/Stone Pervious Soil/Turf Total Total Composite (ft^2)(ft^2)(ft^2)(ft^2)(ft^2)(ft^2)"C" 5,076 19,446 0 1,869 26,391 0.61 0.81 E201 Roof Surfaces Pavement Gravel/Stone Pervious Soil/Turf Total Total Composite (ft^2)(ft^2)(ft^2)(ft^2)(ft^2)(ft^2)"C" 9,948 6,193 0 2,151 18,292 0.42 0.80 Slightly Pervious Soil (with Turf) = Pavement = Gravel/Stone = Roof Surfaces = Civil & Environmental Consultants, Inc.Computed By: NPJChecked By: ACHProject Name:Carmel Total FitnessCEC Project No.:193-104Date: 9/2019Description: Storm Drain Flow Tabulation Form - Rational Method Storm Frequency Design Year: 10HGL CrownHeadlossLocation Inlet Acres Coef. Sum Time Conc. (min) Int. "Q" = Pipe (full) n = 0.013 Max Q Max V Manhole in MH minus No. Depth Coeff. atfrom to Area sub total "C" CA CA inlet drain total "I" CIA Size length slope full full INV out INV in out MH Crown HGL Cover Manhole1070.07 0.75 0.05 56.980.37T.C.=842.33 842.31-1.811072.830.50107 1060.07 0.05 5.00 0.68 5.686.980.37 12 110 0.35 2.11 2.68 839.50 839.11 842.25 840.50cover =1.831060.43 0.83 0.36 56.982.49T.C.=841.56 841.87-1.611062.550.50106 1050.50 0.41 5.68 0.92 6.616.732.75 15 146 0.25 3.23 2.63 839.01 838.65 841.82 840.26cover =1.301050.22 0.70 0.15 56.981.08T.C.=841.75 841.46-1.661053.200.50105 E1040.72 0.56 6.61 0.29 6.906.413.61 15 54 0.35 3.82 3.11 838.55 838.36 841.38 839.80cover =1.95E1040.30 0.80 0.24 56.981.68T.C.=841.58 841.20-1.69E1043.320.50E104 E1031.02 0.80 6.90 0.24 7.146.315.07 15 82 1.16 6.95 5.66 838.26 837.31 840.95 839.51cover =2.07E1030.31 0.83 0.26 56.981.80T.C.=841.06 840.01-0.50E1032.800.50E103 E1021.33 1.06 7.14 0.16 7.306.246.62 15 81 2.62 10.45 8.51 838.26 836.14 839.45 839.51cover =1.55E1020.61 0.81 0.49 56.983.45T.C.=840.34 837.350.04E1024.200.50E102 1011.94 1.55 7.30 0.06 7.356.199.62 15 31 2.90 11.00 8.97 836.14 835.24 836.72 837.39cover =2.951010.00 0.00 0.00 56.980.00T.C.=841.05 835.830.661015.810.50101 1001.94 1.55 7.35 0.18 7.546.179.60 15 98 2.91 11.01 8.97 835.24 832.39 835.21 836.49cover =4.56E2010.42 0.80 0.34 56.982.35T.C.=842.19 839.050.74E2013.400.50E201 E2000.42 0.34 5.00 0.24 5.246.982.35 12 88 1.76 4.72 6.01 838.79 837.25 838.77 839.79cover =2.40C A L C U L A T E D D E S I G N 1683COMBINATIONINLETS g Note: When specifying/ordering grates, refer to “Choosing the Proper Inlet Grate” on pages 125-126. For a complete listing of FREE OPEN AREAS and WEIR PERIMETERS of all NEENAH grates, refer to pages 327-332. R-3281-AL Combination Inlet Frame, Grate, Curb Box Heavy Duty Available with open curb box. Enviro-Curb Boxes available, see page 129. R-3286-8V Combination Inlet Frame, Grate, Curb Box Heavy Duty Available with 3” radius curb box. WEIR SQ. PERIMETERCATALOG GRATE FT. LINEAL NUMBER TYPE OPEN FEET R-3281-AL L 0.5 4.3 WEIR SQ. PERIMETER CATALOG GRATE FT. LINEALNUMBER TYPE OPEN FEET R-3286-8V V 0.7 4.4 R-3287-10V Combination Inlet Frame, Grate, Curb Box Heavy Duty Available with 3” radius curb box. WEIR SQ. PERIMETER CATALOG GRATE FT. LINEAL NUMBER TYPE OPEN FEET R-3287-10V V 2.1 5.5 R-3287-5 Combination Inlet Frame, Grate Heavy Duty 2-1/2” adjusting ring available, see R-1979 series. WEIR SQ. PERIMETERCATALOG GRATE FT. LINEAL NUMBER TYPE OPEN FEET R-3287-5 V 3.2 11.3 Slotted Curb Plate Available CLICK HERE to return to the Table of Contents 189 2COMBINATIONINLETS3g Note: When specifying/ordering grates, refer to “Choosing the Proper Inlet Grate” on pages 125-126. For a complete listing of FREE OPEN AREAS and WEIR PERIMETERS of all NEENAH grates, refer to pages 327-332. R-3404 to R-3405 Series Gutter Inlet Frame, Grate Heavy Duty Dimensions in inches Catalog No. A B C E F G H R-3404 21 1/2 x 21 1/2 1 1/2 20 1/8 x 20 1/8 30 5/8 x 30 5/8 5 1/8 2 x 2 15/16 R-3405 23 5/8 x 23 5/8 1 1/2 22 x 22 32 3/4 x 32 3/4 6 2 1/8 x 2 1/8 1 R-3405-A ** 23 7/8 x 23 7/8 2 22 x 22 32 1/8 x 32 1/8 6 1/8 2 1/4 x 2 1/4 1 7/16 R-3405-B * ** 23 7/8 x 23 7/8 2 22 x 22 32 1/8 x 29 6 1/8 2 1/4 x 2 1/4 1 7/16 R-3405-D3 + 29 3/4 x 29 3/4 1 7/16 28 1/2 x 28 1/2 34 3/4 x 38 6 3 3/4 x 3 3/4 1 1/16 R-3405-D4 29 3/4 x 29 3/4 1 7/16 28 1/2 x 28 1/2 38 x 38 6 3 3/4 x 3 3/4 1 1/16 * Same as R-3405-A except base flange on 3 sides only. ** Also available grate Type L. + Same as R-3405-D4 except base flange on 3 sides only. R-3406 Single Gutter Inlet Frame, Grate Heavy Duty Double unit available with 27 - 3/8” x 79” outside frame dimension, order R-3406-2. Illustrating R-3405 WEIR SQ. PERIMETER CATALOG GRATE FT. LINEAL NUMBER TYPE OPEN FEET R-3404 H 1.4 7.2 R-3405 H 1.5 7.9 R-3405-A H 1.3 8.0 R-3405-A L 1.5 8.0 R-3405-B H 1.3 8.0 R-3405-B L 1.5 8.0 R-3405-D3 H 3.5 10 R-3405-D4 H 3.5 10 WEIR SQ. PERIMETERCATALOG GRATE FT. LINEAL NUMBER TYPE OPEN FEET R-3406 C 1.8 9.8 R-3406-2 C 3.7 15.9 CLICK HERE to return to the Table of Contents APPENDIX E E-S Existing Site Routing Diagram for 193-104 - Existing Prepared by CEC, Printed 9/19/2019 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"193-104 - Existing Printed 9/19/2019Prepared by CEC HydroCAD® 10.00-20 s/n 03107 © 2017 HydroCAD Software Solutions LLC Events for Subcatchment E-S: Existing Site Event Runoff (cfs) Volume (acre-feet) Depth (inches) 2 YR 9.25 0.459 2.25 10 YR 12.67 0.643 3.16 100 YR 22.22 1.171 5.75 Type II 24-hr 2 YR Rainfall=2.90"193-104 - Existing Printed 9/19/2019Prepared by CEC Page 3HydroCAD® 10.00-20 s/n 03107 © 2017 HydroCAD Software Solutions LLC Summary for Subcatchment E-S: Existing Site Runoff = 9.25 cfs @ 11.95 hrs, Volume= 0.459 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 * 1.961 98 Impervious * 0.482 80 >75% Grass cover, Good, HSG D 2.443 94 Weighted Average 0.482 19.73% Pervious Area 1.961 80.27% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, Subcatchment E-S: Existing Site Runoff Hydrograph Time (hours) 484644424038363432302826242220181614121086420Flow (cfs)10 9 8 7 6 5 4 3 2 1 0 Type II 24-hr 2 YR Rainfall=2.90" Runoff Area=2.443 ac Runoff Volume=0.459 af Runoff Depth=2.25" Tc=5.0 min CN=94 9.25 cfs Type II 24-hr 10 YR Rainfall=3.83"193-104 - Existing Printed 9/19/2019Prepared by CEC Page 4HydroCAD® 10.00-20 s/n 03107 © 2017 HydroCAD Software Solutions LLC Summary for Subcatchment E-S: Existing Site Runoff = 12.67 cfs @ 11.95 hrs, Volume= 0.643 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 * 1.961 98 Impervious * 0.482 80 >75% Grass cover, Good, HSG D 2.443 94 Weighted Average 0.482 19.73% Pervious Area 1.961 80.27% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, Subcatchment E-S: Existing Site Runoff Hydrograph Time (hours) 484644424038363432302826242220181614121086420Flow (cfs)14 13 12 11 10 9 8 7 6 5 4 3 2 1 0 Type II 24-hr 10 YR Rainfall=3.83" Runoff Area=2.443 ac Runoff Volume=0.643 af Runoff Depth=3.16" Tc=5.0 min CN=94 12.67 cfs Type II 24-hr 100 YR Rainfall=6.46"193-104 - Existing Printed 9/19/2019Prepared by CEC Page 5HydroCAD® 10.00-20 s/n 03107 © 2017 HydroCAD Software Solutions LLC Summary for Subcatchment E-S: Existing Site Runoff = 22.22 cfs @ 11.95 hrs, Volume= 1.171 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 * 1.961 98 Impervious * 0.482 80 >75% Grass cover, Good, HSG D 2.443 94 Weighted Average 0.482 19.73% Pervious Area 1.961 80.27% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, Subcatchment E-S: Existing Site Runoff Hydrograph Time (hours) 484644424038363432302826242220181614121086420Flow (cfs)24 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 100 YR Rainfall=6.46" Runoff Area=2.443 ac Runoff Volume=1.171 af Runoff Depth=5.75" Tc=5.0 min CN=94 22.22 cfs P-S Proposed Site Routing Diagram for 193-104 - Proposed Prepared by CEC, Printed 9/19/2019 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"193-104 - Proposed Printed 9/19/2019Prepared by CEC HydroCAD® 10.00-20 s/n 03107 © 2017 HydroCAD Software Solutions LLC Events for Subcatchment P-S: Proposed Site Event Runoff (cfs) Volume (acre-feet) Depth (inches) 2 YR 9.77 0.502 2.45 10 YR 13.16 0.689 3.37 100 YR 22.63 1.224 5.99 Type II 24-hr 2 YR Rainfall=2.90"193-104 - Proposed Printed 9/19/2019Prepared by CEC Page 3HydroCAD® 10.00-20 s/n 03107 © 2017 HydroCAD Software Solutions LLC Summary for Subcatchment P-S: Proposed Site Runoff = 9.77 cfs @ 11.95 hrs, Volume= 0.502 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 * 2.135 98 Impervious * 0.318 80 >75% Grass cover, Good, HSG D 2.453 96 Weighted Average 0.318 12.96% Pervious Area 2.135 87.04% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, Subcatchment P-S: Proposed Site Runoff Hydrograph Time (hours) 484644424038363432302826242220181614121086420Flow (cfs)10 9 8 7 6 5 4 3 2 1 0 Type II 24-hr 2 YR Rainfall=2.90" Runoff Area=2.453 ac Runoff Volume=0.502 af Runoff Depth=2.45" Tc=5.0 min CN=96 9.77 cfs Type II 24-hr 10 YR Rainfall=3.83"193-104 - Proposed Printed 9/19/2019Prepared by CEC Page 4HydroCAD® 10.00-20 s/n 03107 © 2017 HydroCAD Software Solutions LLC Summary for Subcatchment P-S: Proposed Site Runoff = 13.16 cfs @ 11.95 hrs, Volume= 0.689 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 * 2.135 98 Impervious * 0.318 80 >75% Grass cover, Good, HSG D 2.453 96 Weighted Average 0.318 12.96% Pervious Area 2.135 87.04% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, Subcatchment P-S: Proposed Site Runoff Hydrograph Time (hours) 484644424038363432302826242220181614121086420Flow (cfs)14 13 12 11 10 9 8 7 6 5 4 3 2 1 0 Type II 24-hr 10 YR Rainfall=3.83" Runoff Area=2.453 ac Runoff Volume=0.689 af Runoff Depth=3.37" Tc=5.0 min CN=96 13.16 cfs Type II 24-hr 100 YR Rainfall=6.46"193-104 - Proposed Printed 9/19/2019Prepared by CEC Page 5HydroCAD® 10.00-20 s/n 03107 © 2017 HydroCAD Software Solutions LLC Summary for Subcatchment P-S: Proposed Site Runoff = 22.63 cfs @ 11.95 hrs, Volume= 1.224 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 * 2.135 98 Impervious * 0.318 80 >75% Grass cover, Good, HSG D 2.453 96 Weighted Average 0.318 12.96% Pervious Area 2.135 87.04% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, Subcatchment P-S: Proposed Site Runoff Hydrograph Time (hours) 484644424038363432302826242220181614121086420Flow (cfs)25 24 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 100 YR Rainfall=6.46" Runoff Area=2.453 ac Runoff Volume=1.224 af Runoff Depth=5.99" Tc=5.0 min CN=96 22.63 cfs APPENDIX F WQ-1 WQ-1 AS-7 Mechanical BMP Routing Diagram for 193-104 WQ Model Prepared by CEC, Printed 9/19/2019 HydroCAD® 10.00-20 s/n 03107 © 2017 HydroCAD Software Solutions LLC Subcat Reach Pond Link Type II 24-hr WQ Rainfall=1.00"193-104 WQ Model Printed 9/19/2019Prepared by CEC HydroCAD® 10.00-20 s/n 03107 © 2017 HydroCAD Software Solutions LLC Events for Reach AS-7: Mechanical BMP Event Inflow (cfs) Outflow (cfs) Depth (inches) WQ 2.80 2.80 0.79 193-104 WQ Model Printed 9/19/2019Prepared 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) 2.453 98 (WQ-1) 2.453 98 TOTAL AREA Type II 24-hr WQ Rainfall=1.00"193-104 WQ Model Printed 9/19/2019Prepared by CEC Page 3HydroCAD® 10.00-20 s/n 03107 © 2017 HydroCAD Software Solutions LLC Summary for Subcatchment WQ-1: WQ-1 Runoff = 2.80 cfs @ 12.01 hrs, Volume= 0.162 af, Depth= 0.79" 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 * 2.453 98 2.453 100.00% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 9.7 Direct Entry, Subcatchment WQ-1: WQ-1 Runoff Hydrograph Time (hours) 484644424038363432302826242220181614121086420Flow (cfs)3 2 1 0 Type II 24-hr WQ Rainfall=1.00" Runoff Area=2.453 ac Runoff Volume=0.162 af Runoff Depth=0.79" Tc=9.7 min CN=98 2.80 cfs Type II 24-hr WQ Rainfall=1.00"193-104 WQ Model Printed 9/19/2019Prepared by CEC Page 4HydroCAD® 10.00-20 s/n 03107 © 2017 HydroCAD Software Solutions LLC Summary for Reach AS-7: Mechanical BMP Inflow Area = 2.453 ac,100.00% Impervious, Inflow Depth = 0.79" for WQ event Inflow = 2.80 cfs @ 12.01 hrs, Volume= 0.162 af Outflow = 2.80 cfs @ 12.01 hrs, Volume= 0.162 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-7: Mechanical BMP Inflow Outflow Hydrograph Time (hours) 484644424038363432302826242220181614121086420Flow (cfs)3 2 1 0 Inflow Area=2.453 ac 2.80 cfs 2.80 cfs City of Indianapolis Stormwater Quality Unit (SQU) Selection Guide Pg. 2 06/25/14 Version 11.2 Manufactured SQU SQU System Model Max Treatment Flow (cfs) 5000 4.05 7000 5.66 9000 7.59 11000 9.88 16000 15.59 PC1319 or 1319 CIP 19.04 PC1421 or 1421 CIP 22.92 1522 CIP 27.23 1624 CIP 32.00 1726 CIP 37.24 1827 CIP 42.96 1929 CIP 49.17 2030 CIP 55.90 2131 CIP 63.15 2233 CIP 70.94 2334 CIP 79.28 2436 CIP 88.18 2538 CIP 97.66 2639 CIP 107.72 2740 CIP 118.37 2842 CIP 129.64 2943 CIP 141.53 3045 CIP 154.05 3146 CIP 167.21 3349 CIP 195.49 3958 CIP 296.83 4060 CIP 316.23 Aqua*Swirl™ 2,3 AS82 0.26 AS83 0.50 AS84 0.98 AS85 1.47 AS86 2.32 AS87 3.40 AS88 4.75 AS89 6.38 AS810 8.30 AS812 13.10 CDS Technologies 1,2 Offline CDS4 1.10 CDS5 1.10 CDS6 3.85 CDS7 4.49 CDS8 6.60 CDS10 16.02 ADS / Hancor Stormwater 3620WQB 0.7 3640WQB 1.6