Loading...
HomeMy WebLinkAboutDrainage Report s Project: HIGHER GROUND EDUCATION - CARMEL 10216 N. Michigan Road Carmel, Indiana 46032 Prepared For: Global Power and Construction 7S 882 Camp Dean Road Big Rock, IL 60511 Prepared By: CIVIL & ENVIRONMENTAL CONSULTANTS, INC. Indianapolis, Indiana Civil Engineer: Nick Justice, PE CEC Project 313-863 MAY 2022 DRAINAGE REPORT -i- Higher Ground Education - Carmel May 2022 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 ..................................................................................................................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 Appendix G – Culvert Calculations Appendix H – Drainage Calculations - West Carmel Commons (5/3/2013) -1- Higher Ground Education - Carmel May 2022 1.0 REPORT OVERVIEW This report addresses the storm water requirements for the proposed Higher Ground Education Center project located at 10216 N. Michigan Road. The overall project area is ±1.71 acres. The project consists of the construction of an early education building, associated surface parking, storm drainage network, and utility connections. The lot is part of a 6.52 acre master-planned commercial development, and detention has been provided for all lots. The proposed development provides a wet detention pond to regulate the discharge from the site and meet the allowable rates. The discharge rate is controlled by an outlet structure at the downstream end of the detention pond. 2.0 PROJECT BACKGROUND 2.1 EXISTING CONDITIONS The existing site is part of a master planned development. The existing 1.71 acre site to be developed is vegetated with a high point in the approximate center of the property. This report will utilize the existing conditions and proposed conditions of the master planned site from the Thompson Thrift Development Drainage Plan and Drainage Calculations found in Appendix H to determine the allowable release rates. 2.1.1 FEMA Map The project site is located within the FEMA Map # 18057C0225G 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 #05120201120080. The site drains to the existing storm sewer along Michigan Road and eventually to the Eagle Creek-Long Branch/Irishman Run 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 peak flow mitigation is provided by the wet pond west of the proposed site. The pond was master planned to reduce the peak flows from the site to allowable rates. Based on the master -2- Higher Ground Education - Carmel May 2022 planned development, the proposed project site was assumed to be 1.63 acres, have a curve number (CN) of 96, and a time of concentration (TC) of 9 minutes, see Appendix H. The proposed Higher Ground Education project site will have an area of 1.71 acres, CN of 90, and TC of 9.0 minutes. The result of the proposed project site compared to the master planned site is a reduction in stormwater runoff. Proposed Site to Detention Pond The TC of the proposed site to the detention pond is calculated to be 9.0 minutes can be found in Appendix E. The overall drainage area to the detention system includes 0.91 acres of impervious surface and 0.80 acres of pervious surface. The hydrologic soil groups used for calculating the CN are types B and D. See calculation below for the CN value used in the HydroCAD calculations. Below is a calculation of the proposed CN: % Impervious (CN=98) = 53.2% % Pervious (CN=80) = 46.8% = 50.9% × 98 + 49.1% × 80 = 90 The HydroCAD report for the proposed conditions is included in Appendix E. Table 1 Detention Discharge Rates Proposed Peak Runoff Rate (cfs) Proposed Site Area: 1.71 acres 2-Year (cfs) 10-Year (cfs) 100-Year (cfs) Existing Discharge Rates 0.64 1.88 6.68 Master Planned Discharge Rates* 5.76 7.77 13.37 Discharge from Proposed Site 5.00 7.16 13.22 *Rates based on the basin information from the “Drainage Calculations - West Carmel Commons” (5/3/2013). 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. Culvert calculations can be found in Appendix G. 3.1.2 Water Quality Treatment The water quality treatment is being provided by an AquaSwirl XC-4 water quality treatment unit and the wet pond. The water quality unit has been sized using the water quality calculations in section 700 of the City of Carmel Stormwater Technical Standards Manual. Appendix F includes the calculations for the proposed AquaSwirl water quality unit. -3- Higher Ground Education - Carmel May 2022 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 4. Drainage Calculations - West Carmel Commons (5/3/2013) 5. Thompson Thrift Development - Sheet C104 (rev. 7/9/12) EXPIRATION DATE 12/31/22 DATE 01/01/22 333 Baldwin Road POLICY NUMBER 222127 EFFECTIVE DATE 01/01/22 EACH CLAIM $1,000,000 ANNUAL AGGREGATE$1,000,000 PROJECT DESCRIPTION For Evidentiary Purposes Only. CANCELLATION: If the described policy is cancelled by the Company before its expiration date, the Company will mail written notice to the certificate holder thirty (30) days in advance, or ten (10) days in advance for non-payment of premium. If the described policy is cancelled by the insured before its expiration date, the Company will mail written notice to the certificate holder within thirty (30) days of the notice to the Company from the insured. LIMITS OF LIABILITY TYPE OF INSURANCE This certifies that the "claims made" insurance policy (described below by policy number) written on forms in use by the Company has been issued. This certificate is not a policy or a binder of insurance and is issued as a matter of information only, and confers no rights upon the certificate holder. This certificate does not alter, amend or extend the coverage afforded by this policy. The policy of insurance listed below has been issued to the insured named above for the policy period indicated. Notwithstanding any requirement, term or condition of any contract or other document with respect to which this certificate may be issued or may pertain, the insurance afforded by the policy described herein is subject to all the terms, exclusions and conditions of such policy. Aggregate limits shown may have been reduced by paid claims. CERTIFICATE OF INSURANCE CERTIFICATE HOLDER This is a specimen certificate of insurance. If you require a true certificate of insurance, please contact Terra Insurance Company. Professional Liability Pittsburgh, PA 15205-9702 Civil & Environmental Consultants, Inc. NAME AND ADDRESS OF INSURED ISSUING COMPANY: TERRA INSURANCE COMPANY (A Risk Retention Group) President Terra Insurance Company (A Risk Retention Group) Two Fifer Avenue, Suite 100 Corte Madera, CA 94925 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 11/4/2021 at 1:52 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°14'23"W 39°56'21"N 86°13'46"W 39°55'53"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 November 4, 2021 9 Custom Soil Resource Report Soil Map 442073044207404420750442076044207704420780442079044208004420810442082044208304420840442073044207404420750442076044207704420780442079044208004420810442082044208304420840565180 565190 565200 565210 565220 565230 565240 565250 565260 565270 565280 565290 565300 565310 565320 565330 565340 565350 565190 565200 565210 565220 565230 565240 565250 565260 565270 565280 565290 565300 565310 565320 565330 565340 565350 565360 39° 56' 6'' N 86° 14' 13'' W39° 56' 6'' N86° 14' 6'' W39° 56' 2'' N 86° 14' 13'' W39° 56' 2'' N 86° 14' 6'' 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: 1:823 if printed on A landscape (11" x 8.5") sheet. Soil Map may not be valid at this scale. Hamilton County, Indiana 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 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 Custom Soil Resource Report 13 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 UmyA—Urban land-Treaty complex, 0 to 1 percent slopes Map Unit Setting National map unit symbol: 2y473 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: 150 to 180 days Farmland classification: Not prime farmland Map Unit Composition Urban land:60 percent Treaty, 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 Treaty, Drained Setting Landform:Swales on till plains, flats on till plains, depressions on till plains Landform position (two-dimensional):Toeslope Down-slope shape:Concave Across-slope shape:Linear Parent material:Loess over loamy till Typical profile Ap - 0 to 14 inches: silty clay loam Custom Soil Resource Report 14 Bt - 14 to 36 inches: silty clay loam 2Bt - 36 to 59 inches: loam 2C - 59 to 70 inches: loam Properties and qualities Slope:0 to 1 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 6 inches Frequency of flooding:None Frequency of ponding:Frequent Calcium carbonate, maximum content:40 percent Available water supply, 0 to 60 inches: High (about 10.4 inches) Interpretive groups Land capability classification (irrigated): None specified 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 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 CONDITIONS DRAINAGE MAP313-8631"=50'NOVEMBER 2021AMLNPJNPJC-1GLOBAL POWER AND CONSTRUCTIONHIGHER GROUND EDUCATION10220 N. MICHIGAN RD.REFERENCE530 E. Ohio Street, Suite G - Indianapolis, IN 46204317-655-7777 · 877-746-0749 www.cecinc.comNORTH DATE:DWG SCALE:DRAWN BY:CHECKED BY:APPROVED BY:PROJECT NO:FIGURE NO.:PROPOSED CONDITIONS DRAINAGE MAP313-8631"=50'MAY 2022AMLNPJNPJC-2GLOBAL POWER AND CONSTRUCTIONHIGHER GROUND EDUCATION10220 N. MICHIGAN RD.REFERENCE530 E. Ohio Street, Suite G - Indianapolis, IN 46204317-655-7777 · 877-746-0749 www.cecinc.comNORTH REFERENCE530 E. Ohio Street, Suite G - Indianapolis, IN 46204317-655-7777 · 877-746-0749 www.cecinc.comNORTHDATE:DWG SCALE:DRAWN BY:CHECKED BY:APPROVED BY:PROJECT NO:FIGURE NO.:PROPOSED CONDITIONS DRAINAGE MAP313-8631"=50'MAY 2022AMLNPJNPJC-3GLOBAL POWER AND CONSTRUCTIONHIGHER GROUND EDUCATION10220 N. MICHIGAN RD. APPENDIX D STORM SEWER SIZING CALCULATIONS Civil & Environmental Consultants, Inc. By:NPJ Project Name:Higher Ground Education - Carmel Date:5/2022 CEC Project No.:313-863 Checked By: Description:Composite C Calculations Date: Runoff Coefficient 0.90 0.85 0.20 BASINS 402 Roof Surfaces Pavement Pervious Soil/Turf Total Total Composite (ft^2)(ft^2)(ft^2)(ft^2)(Acres)"C" 0 596 1,406 2,002 0.05 0.39 403 Roof Surfaces Pavement Pervious Soil/Turf Total Total Composite (ft^2)(ft^2)(ft^2)(ft^2)(Acres)"C" 0 1,329 2,191 3,520 0.08 0.45 404 Roof Surfaces Pavement Pervious Soil/Turf Total Total Composite (ft^2)(ft^2)(ft^2)(ft^2)(Acres)"C" 0 7,879 1,967 9,846 0.23 0.72 405 Roof Surfaces Pavement Pervious Soil/Turf Total Total Composite (ft^2)(ft^2)(ft^2)(ft^2)(Acres)"C" 0 2,863 1,023 3,886 0.09 0.68 406 Roof Surfaces Pavement Pervious Soil/Turf Total Total Composite (ft^2)(ft^2)(ft^2)(ft^2)(Acres)"C" 0 4,938 2,915 7,853 0.18 0.61 407 Roof Surfaces Pavement Pervious Soil/Turf Total Total Composite (ft^2)(ft^2)(ft^2)(ft^2)(Acres)"C" 0 7,042 1,183 8,225 0.19 0.76 408 Roof Surfaces Pavement Pervious Soil/Turf Total Total Composite (ft^2)(ft^2)(ft^2)(ft^2)(Acres)"C" 0 1,681 6,211 7,892 0.18 0.34 All Watertight Roof Surfaces = Pavement = Slightly Pervious Soil (with Turf) = Civil & Environmental Consultants, Inc. By:NPJ Project Name:Higher Ground Education - Carmel Date:5/2022 CEC Project No.:313-863 Checked By: Description:Composite C Calculations Date: Runoff Coefficient 0.90 0.85 0.20 BASINS All Watertight Roof Surfaces = Pavement = Slightly Pervious Soil (with Turf) = 410 (CULVERT) Roof Surfaces Pavement Pervious Soil/Turf Total Total Composite (ft^2)(ft^2)(ft^2)(ft^2)(Acres)"C" 0 920 10,857 11,777 0.27 0.25 RD-1 Roof Surfaces Pavement Pervious Soil/Turf Total Total Composite (ft^2)(ft^2)(ft^2)(ft^2)(Acres)"C" 10,987 0 0 10,987 0.25 0.90 402 Depth Weir Orifice Casting Neenah R-4342 0.00 0.00 0.00 Area 2 ft2 0.05 0.10 1.09 Perimeter 6.0 ft 0.10 0.28 1.55 1/2 P 3.0 ft 0.15 0.52 1.89 1/2 A 1 ft2 0.20 0.80 2.19 Q=3.0*P*D^1.5 (Weir) 0.25 1.13 2.45 Q=4.89*A*D^0.5 (Orifice) 0.30 1.48 2.68 0.35 1.86 2.89 0.40 2.28 3.09 0.45 2.72 3.28 i = 6.99 0.50 3.18 3.46 C= 0.39 A= 0.05 0.14 cfs … 404 Depth Weir Orifice Casting Neenah R-3287-10V 0.00 0.00 0.00 Area 2.1 ft2 0.05 0.09 1.15 Perimeter 5.5 ft 0.10 0.26 1.62 1/2 P 2.8 ft 0.15 0.48 1.99 1/2 A 1.05 ft2 0.20 0.74 2.30 Q=3.0*P*D^1.5 (Weir) 0.25 1.03 2.57 Q=4.89*A*D^0.5 (Orifice) 0.30 1.36 2.81 0.35 1.71 3.04 0.40 2.09 3.25 0.45 2.49 3.44 i = 6.99 0.50 2.92 3.63 C= 0.72 A= 0.23 1.16 cfs … GRATE FLOW IN CFS Sump Grates Ponding Depth Calculation Structure Number Q=CiA GRATE FLOW IN CFS Q= C x I x A = Structure Number Q=CiA ADEQUATE Q= C x I x A =ADEQUATE 0.00 0.50 1.00 1.50 2.00 2.50 3.00 3.50 4.00 0.00 0.20 0.40 0.60Discharge, cfsDepth Over Grate, ft Grate Discharge Weir Orifice 0.00 0.50 1.00 1.50 2.00 2.50 3.00 3.50 4.00 0.00 0.20 0.40 0.60Discharge, cfsDepth Over Grate, ft Grate Discharge Weir Orifice P:\310-000\313-863\-Calculations\Drainage\Proposed\313-863 Grate and Inlet Sizing.xlsx313-863 - 5/15/2022 405 Depth Weir Orifice Casting Neenah R-3287-10V 0.00 0.00 0.00 Area 2.1 ft2 0.05 0.09 1.15 Perimeter 5.5 ft 0.10 0.26 1.62 1/2 P 2.8 ft 0.15 0.48 1.99 1/2 A 1.05 ft2 0.20 0.74 2.30 Q=3.0*P*D^1.5 (Weir) 0.25 1.03 2.57 Q=4.89*A*D^0.5 (Orifice) 0.30 1.36 2.81 0.35 1.71 3.04 0.40 2.09 3.25 0.45 2.49 3.44 i = 6.99 0.50 2.92 3.63 C= 0.68 A= 0.09 0.43 cfs … 406 Depth Weir Orifice Casting Neenah R-3287-10V 0.00 0.00 0.00 Area 2.1 ft2 0.05 0.09 1.15 Perimeter 5.5 ft 0.10 0.26 1.62 1/2 P 2.8 ft 0.15 0.48 1.99 1/2 A 1.05 ft2 0.20 0.74 2.30 Q=3.0*P*D^1.5 (Weir) 0.25 1.03 2.57 Q=4.89*A*D^0.5 (Orifice) 0.30 1.36 2.81 0.35 1.71 3.04 0.40 2.09 3.25 0.45 2.49 3.44 i = 6.98 0.50 2.92 3.63 C= 0.61 A= 0.18 0.77 cfs … rea Sump Grates Ponding Depth Calculation Structure Number Q=CiA Structure Number Q=CiA GRATE FLOW IN CFS GRATE FLOW IN CFS Q= C x I x A =ADEQUATE Q= C x I x A =ADEQUATE 0.00 0.50 1.00 1.50 2.00 2.50 3.00 3.50 4.00 0.00 0.20 0.40 0.60Discharge, cfsDepth Over Grate, ft Grate Discharge Weir Orifice 0.00 0.50 1.00 1.50 2.00 2.50 3.00 3.50 4.00 0.00 0.20 0.40 0.60Discharge, cfsDepth Over Grate, ft Grate Discharge Weir Orifice P:\310-000\313-863\-Calculations\Drainage\Proposed\313-863 Grate and Inlet Sizing.xlsx313-863 - 5/15/2022 407 Depth Weir Orifice Casting Neenah R-3287-10V 0.00 0.00 0.00 Area 2.1 ft2 0.05 0.09 1.15 Perimeter 5.5 ft 0.10 0.26 1.62 1/2 P 2.8 ft 0.15 0.48 1.99 1/2 A 1.1 ft2 0.20 0.74 2.30 Q=3.0*P*D^1.5 (Weir) 0.25 1.03 2.57 Q=4.89*A*D^0.5 (Orifice) 0.30 1.36 2.81 0.35 1.71 3.04 0.40 2.09 3.25 0.45 2.49 3.44 i = 6.98 0.50 2.92 3.63 C= 0.76 A= 0.19 1.01 cfs … Sump Grates Ponding Depth Calculation Structure Number Q=CiA GRATE FLOW IN CFS Q= C x I x A =ADEQUATE 0.00 0.50 1.00 1.50 2.00 2.50 3.00 3.50 4.00 0.00 0.20 0.40 0.60Discharge, cfsDepth Over Grate, ft Grate Discharge Weir Orifice P:\310-000\313-863\-Calculations\Drainage\Proposed\313-863 Grate and Inlet Sizing.xlsx313-863 - 5/15/2022 3130 Verona Avenue • Buford, GA 30518 (866) 888-8479 / (770) 932-2443 • Fax: (770) 932-2490 © Nyloplast Inlet Capacity Charts June 2012 0.00 0.50 1.00 1.50 2.00 2.50 3.00 3.50 4.00 4.50 0.00 0.05 0.10 0.15 0.20 0.25 0.30 0.35 0.40 0.45 0.50 0.55 0.60 0.65 0.70 0.75 0.80 0.85 0.90 0.95 1.00 1.05 1.10Capacity (cfs)Head (ft) Nyloplast 15" Dome Grate Inlet Capacity Chart APPENDIX E EXISTING & PROPOSED HYDROCAD OUTPUTS 1S X-Site Routing Diagram for 313-863 X-HydroCADModel Prepared by CEC, Printed 11/10/2021 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"313-863 X-HydroCADModel Printed 11/10/2021Prepared by CEC HydroCAD® 10.00-20 s/n 03107 © 2017 HydroCAD Software Solutions LLC Events for Subcatchment 1S: X-Site Event Runoff (cfs) Volume (acre-feet) Depth (inches) 2 YR 0.64 0.047 0.33 10 YR 1.88 0.104 0.73 100 YR 6.68 0.331 2.32 313-863 X-HydroCADModel Printed 11/10/2021Prepared by CEC Page 2HydroCAD® 10.00-20 s/n 03107 © 2017 HydroCAD Software Solutions LLC Area Listing (selected nodes) Area (acres) CN Description (subcatchment-numbers) 1.710 61 >75% Grass cover, Good, HSG B (1S) 1.710 61 TOTAL AREA Type II 24-hr 2 YR Rainfall=2.90"313-863 X-HydroCADModel Printed 11/10/2021Prepared by CEC Page 3HydroCAD® 10.00-20 s/n 03107 © 2017 HydroCAD Software Solutions LLC Summary for Subcatchment 1S: X-Site Runoff = 0.64 cfs @ 12.02 hrs, Volume= 0.047 af, Depth= 0.33" 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 1.710 61 >75% Grass cover, Good, HSG B 1.710 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.2 67 0.0370 0.18 Sheet Flow, Grass: Short n= 0.150 P2= 2.60" 0.8 325 0.0120 6.41 1,024.80 Channel Flow, Area= 160.0 sf Perim= 164.0' r= 0.98' n= 0.025 Earth, clean & winding 7.0 392 Total Subcatchment 1S: X-Site Runoff Hydrograph Time (hours) 484644424038363432302826242220181614121086420Flow (cfs)0.7 0.65 0.6 0.55 0.5 0.45 0.4 0.35 0.3 0.25 0.2 0.15 0.1 0.05 0 Type II 24-hr 2 YR Rainfall=2.90" Runoff Area=1.710 ac Runoff Volume=0.047 af Runoff Depth=0.33" Flow Length=392' Tc=7.0 min CN=61 0.64 cfs Type II 24-hr 10 YR Rainfall=3.83"313-863 X-HydroCADModel Printed 11/10/2021Prepared by CEC Page 4HydroCAD® 10.00-20 s/n 03107 © 2017 HydroCAD Software Solutions LLC Summary for Subcatchment 1S: X-Site Runoff = 1.88 cfs @ 12.00 hrs, Volume= 0.104 af, Depth= 0.73" 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 1.710 61 >75% Grass cover, Good, HSG B 1.710 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.2 67 0.0370 0.18 Sheet Flow, Grass: Short n= 0.150 P2= 2.60" 0.8 325 0.0120 6.41 1,024.80 Channel Flow, Area= 160.0 sf Perim= 164.0' r= 0.98' n= 0.025 Earth, clean & winding 7.0 392 Total Subcatchment 1S: X-Site Runoff Hydrograph Time (hours) 484644424038363432302826242220181614121086420Flow (cfs)2 1 0 Type II 24-hr 10 YR Rainfall=3.83" Runoff Area=1.710 ac Runoff Volume=0.104 af Runoff Depth=0.73" Flow Length=392' Tc=7.0 min CN=61 1.88 cfs Type II 24-hr 100 YR Rainfall=6.46"313-863 X-HydroCADModel Printed 11/10/2021Prepared by CEC Page 5HydroCAD® 10.00-20 s/n 03107 © 2017 HydroCAD Software Solutions LLC Summary for Subcatchment 1S: X-Site Runoff = 6.68 cfs @ 11.99 hrs, Volume= 0.331 af, Depth= 2.32" 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 1.710 61 >75% Grass cover, Good, HSG B 1.710 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.2 67 0.0370 0.18 Sheet Flow, Grass: Short n= 0.150 P2= 2.60" 0.8 325 0.0120 6.41 1,024.80 Channel Flow, Area= 160.0 sf Perim= 164.0' r= 0.98' n= 0.025 Earth, clean & winding 7.0 392 Total Subcatchment 1S: X-Site 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=1.710 ac Runoff Volume=0.331 af Runoff Depth=2.32" Flow Length=392' Tc=7.0 min CN=61 6.68 cfs P-S P-Site Routing Diagram for 313-863 P-HydroCADModel Prepared by CEC, Printed 5/15/2022 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"313-863 P-HydroCADModel Printed 5/15/2022Prepared by CEC HydroCAD® 10.00-20 s/n 03107 © 2017 HydroCAD Software Solutions LLC Events for Subcatchment P-S: P-Site Event Runoff (cfs) Volume (acre-feet) Depth (inches) 2 YR 5.00 0.270 1.89 10 YR 7.16 0.393 2.76 100 YR 13.22 0.754 5.29 313-863 P-HydroCADModel Printed 5/15/2022Prepared 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) 0.800 80 >75% Grass cover, Good, HSG D (P-S) 0.910 98 Paved parking, HSG D (P-S) 1.710 90 TOTAL AREA Type II 24-hr 2 YR Rainfall=2.90"313-863 P-HydroCADModel Printed 5/15/2022Prepared by CEC Page 3HydroCAD® 10.00-20 s/n 03107 © 2017 HydroCAD Software Solutions LLC Summary for Subcatchment P-S: P-Site Runoff = 5.00 cfs @ 12.00 hrs, Volume= 0.270 af, Depth= 1.89" 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 0.800 80 >75% Grass cover, Good, HSG D 0.910 98 Paved parking, HSG D 1.710 90 Weighted Average 0.800 46.78% Pervious Area 0.910 53.22% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 9.0 Direct Entry, Pipe Flow Subcatchment P-S: P-Site Runoff Hydrograph Time (hours) 484644424038363432302826242220181614121086420Flow (cfs)5 4 3 2 1 0 Type II 24-hr 2 YR Rainfall=2.90" Runoff Area=1.710 ac Runoff Volume=0.270 af Runoff Depth=1.89" Tc=9.0 min CN=90 5.00 cfs Type II 24-hr 10 YR Rainfall=3.83"313-863 P-HydroCADModel Printed 5/15/2022Prepared by CEC Page 4HydroCAD® 10.00-20 s/n 03107 © 2017 HydroCAD Software Solutions LLC Summary for Subcatchment P-S: P-Site Runoff = 7.16 cfs @ 12.00 hrs, Volume= 0.393 af, Depth= 2.76" 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 0.800 80 >75% Grass cover, Good, HSG D 0.910 98 Paved parking, HSG D 1.710 90 Weighted Average 0.800 46.78% Pervious Area 0.910 53.22% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 9.0 Direct Entry, Pipe Flow Subcatchment P-S: P-Site Runoff Hydrograph Time (hours) 484644424038363432302826242220181614121086420Flow (cfs)8 7 6 5 4 3 2 1 0 Type II 24-hr 10 YR Rainfall=3.83" Runoff Area=1.710 ac Runoff Volume=0.393 af Runoff Depth=2.76" Tc=9.0 min CN=90 7.16 cfs Type II 24-hr 100 YR Rainfall=6.46"313-863 P-HydroCADModel Printed 5/15/2022Prepared by CEC Page 5HydroCAD® 10.00-20 s/n 03107 © 2017 HydroCAD Software Solutions LLC Summary for Subcatchment P-S: P-Site Runoff = 13.22 cfs @ 12.00 hrs, Volume= 0.754 af, Depth= 5.29" 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 0.800 80 >75% Grass cover, Good, HSG D 0.910 98 Paved parking, HSG D 1.710 90 Weighted Average 0.800 46.78% Pervious Area 0.910 53.22% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 9.0 Direct Entry, Pipe Flow Subcatchment P-S: P-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 100 YR Rainfall=6.46" Runoff Area=1.710 ac Runoff Volume=0.754 af Runoff Depth=5.29" Tc=9.0 min CN=90 13.22 cfs Master Plan 2S Basin 105 Routing Diagram for 313-863 X-HydroCADModel Prepared by CEC, Printed 11/10/2021 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"313-863 X-HydroCADModel Printed 11/10/2021Prepared by CEC HydroCAD® 10.00-20 s/n 03107 © 2017 HydroCAD Software Solutions LLC Events for Subcatchment 2S: Basin 105 Event Runoff (cfs) Volume (acre-feet) Depth (inches) 2 YR 5.76 0.333 2.45 10 YR 7.77 0.458 3.37 100 YR 13.37 0.813 5.99 313-863 X-HydroCADModel Printed 11/10/2021Prepared by CEC Page 2HydroCAD® 10.00-20 s/n 03107 © 2017 HydroCAD Software Solutions LLC Area Listing (selected nodes) Area (acres) CN Description (subcatchment-numbers) 1.630 96 (2S) 1.630 96 TOTAL AREA Type II 24-hr 2 YR Rainfall=2.90"313-863 X-HydroCADModel Printed 11/10/2021Prepared by CEC Page 3HydroCAD® 10.00-20 s/n 03107 © 2017 HydroCAD Software Solutions LLC Summary for Subcatchment 2S: Basin 105 Runoff = 5.76 cfs @ 12.00 hrs, Volume= 0.333 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 * 1.630 96 1.630 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 9.0 Direct Entry, Subcatchment 2S: Basin 105 Runoff Hydrograph Time (hours) 484644424038363432302826242220181614121086420Flow (cfs)6 5 4 3 2 1 0 Type II 24-hr 2 YR Rainfall=2.90" Runoff Area=1.630 ac Runoff Volume=0.333 af Runoff Depth=2.45" Tc=9.0 min CN=96 5.76 cfs Type II 24-hr 10 YR Rainfall=3.83"313-863 X-HydroCADModel Printed 11/10/2021Prepared by CEC Page 4HydroCAD® 10.00-20 s/n 03107 © 2017 HydroCAD Software Solutions LLC Summary for Subcatchment 2S: Basin 105 Runoff = 7.77 cfs @ 12.00 hrs, Volume= 0.458 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 * 1.630 96 1.630 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 9.0 Direct Entry, Subcatchment 2S: Basin 105 Runoff Hydrograph Time (hours) 484644424038363432302826242220181614121086420Flow (cfs)8 7 6 5 4 3 2 1 0 Type II 24-hr 10 YR Rainfall=3.83" Runoff Area=1.630 ac Runoff Volume=0.458 af Runoff Depth=3.37" Tc=9.0 min CN=96 7.77 cfs Type II 24-hr 100 YR Rainfall=6.46"313-863 X-HydroCADModel Printed 11/10/2021Prepared by CEC Page 5HydroCAD® 10.00-20 s/n 03107 © 2017 HydroCAD Software Solutions LLC Summary for Subcatchment 2S: Basin 105 Runoff = 13.37 cfs @ 12.00 hrs, Volume= 0.813 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 * 1.630 96 1.630 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 9.0 Direct Entry, Subcatchment 2S: Basin 105 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 100 YR Rainfall=6.46" Runoff Area=1.630 ac Runoff Volume=0.813 af Runoff Depth=5.99" Tc=9.0 min CN=96 13.37 cfs APPENDIX F WATER QUALITY CALCULATIONS REFERENCE530 E. Ohio Street, Suite G - Indianapolis, IN 46204317-655-7777 · 877-746-0749 www.cecinc.comNORTHDATE:DWG SCALE:DRAWN BY:CHECKED BY:APPROVED BY:PROJECT NO:FIGURE NO.:PROPOSED WATER QUALITY BASIN MAP313-8631"=50'NOVEMBER 2021AMLNPJNPJF-1GLOBAL POWER AND CONSTRUCTIONHIGHER GROUND EDUCATION10220 N. MICHIGAN RD. WQ P-WQ Routing Diagram for 313-863 WQ-HydroCADModel Prepared by CEC, Printed 5/15/2022 HydroCAD® 10.00-20 s/n 03107 © 2017 HydroCAD Software Solutions LLC Subcat Reach Pond Link Type II 24-hr WQ Rainfall=1.00"313-863 WQ-HydroCADModel Printed 5/15/2022Prepared by CEC HydroCAD® 10.00-20 s/n 03107 © 2017 HydroCAD Software Solutions LLC Events for Subcatchment WQ: P-WQ Event Runoff (cfs) Volume (acre-feet) Depth (inches) WQ 1.30 0.065 0.63 313-863 WQ-HydroCADModel Printed 5/15/2022Prepared 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) 1.240 96 WQ Curve (WQ) 1.240 96 TOTAL AREA Type II 24-hr WQ Rainfall=1.00"313-863 WQ-HydroCADModel Printed 5/15/2022Prepared by CEC Page 3HydroCAD® 10.00-20 s/n 03107 © 2017 HydroCAD Software Solutions LLC Summary for Subcatchment WQ: P-WQ Runoff = 1.30 cfs @ 11.98 hrs, Volume= 0.065 af, Depth= 0.63" 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 * 1.240 96 WQ Curve 1.240 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.7 Direct Entry, Subcatchment WQ: P-WQ Runoff Hydrograph Time (hours) 484644424038363432302826242220181614121086420Flow (cfs)1 0 Type II 24-hr WQ Rainfall=1.00" Runoff Area=1.240 ac Runoff Volume=0.065 af Runoff Depth=0.63" Tc=6.7 min CN=96 1.30 cfs City of Indianapolis Stormwater Quality Unit (SQU) Selection Guide Pg. 2 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) Hydro International Downstream Defender1 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 12 ft 10.08 26.51 21 Hydro International First Defense High Capacity1 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 8-ft 6.00 12.96 9 HydroStorm by Hydroworks, LLC1 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 HS-12 7.91 15.82 6 AquaShield Aqua-Swirl Xcelerator1 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 XC-13 15.53 31.60 6 Contech Cascade Separator CS-3 1.02 2.27 9 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 CS-12 16.2 36.3 9 APPENDIX G CULVERT CALCULATIONS 410 STR 410 Routing Diagram for 313-863 P-CulvertFlow Prepared by CEC, Printed 5/15/2022 HydroCAD® 10.00-20 s/n 03107 © 2017 HydroCAD Software Solutions LLC Subcat Reach Pond Link IN-Indianapolis 100-Year Duration=5 min, Inten=9.69 in/hr313-863 P-CulvertFlow Printed 5/15/2022Prepared by CEC HydroCAD® 10.00-20 s/n 03107 © 2017 HydroCAD Software Solutions LLC Events for Subcatchment 410: STR 410 Event Runoff (cfs) Volume (acre-feet) Depth (inches) 2-Year 0.31 0.002 0.10 5-Year 0.40 0.003 0.13 10-Year 0.46 0.003 0.15 25-Year 0.53 0.004 0.17 50-Year 0.58 0.004 0.18 100-Year 0.64 0.005 0.20 313-863 P-CulvertFlow Printed 5/15/2022Prepared by CEC Page 2HydroCAD® 10.00-20 s/n 03107 © 2017 HydroCAD Software Solutions LLC Area Listing (all nodes) Area (acres) C Description (subcatchment-numbers) 0.249 0.20 Grass (410) 0.021 0.85 Pavement (410) 0.270 0.25 TOTAL AREA IN-Indianapolis 2-Year Duration=5 min, Inten=4.75 in/hr313-863 P-CulvertFlow Printed 5/15/2022Prepared by CEC Page 3HydroCAD® 10.00-20 s/n 03107 © 2017 HydroCAD Software Solutions LLC Summary for Subcatchment 410: STR 410 Runoff = 0.31 cfs @ 0.08 hrs, Volume= 0.002 af, Depth= 0.10" Runoff by Rational method, Rise/Fall=1.0/1.0 xTc, Time Span= 0.00-1.00 hrs, dt= 0.01 hrs IN-Indianapolis 2-Year Duration=5 min, Inten=4.75 in/hr Area (sf) C Description 920 0.85 Pavement 10,857 0.20 Grass 11,777 0.25 Weighted Average 11,777 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, Subcatchment 410: STR 410 Runoff Hydrograph Time (hours) 10Flow (cfs)0.34 0.32 0.3 0.28 0.26 0.24 0.22 0.2 0.18 0.16 0.14 0.12 0.1 0.08 0.06 0.04 0.02 0 IN-Indianapolis 2-Year Duration=5 min, Inten=4.75 in/hr Runoff Area=11,777 sf Runoff Volume=0.002 af Runoff Depth=0.10" Tc=5.0 min C=0.25 0.31 cfs IN-Indianapolis 5-Year Duration=5 min, Inten=6.14 in/hr313-863 P-CulvertFlow Printed 5/15/2022Prepared by CEC Page 4HydroCAD® 10.00-20 s/n 03107 © 2017 HydroCAD Software Solutions LLC Summary for Subcatchment 410: STR 410 Runoff = 0.40 cfs @ 0.08 hrs, Volume= 0.003 af, Depth= 0.13" Runoff by Rational method, Rise/Fall=1.0/1.0 xTc, Time Span= 0.00-1.00 hrs, dt= 0.01 hrs IN-Indianapolis 5-Year Duration=5 min, Inten=6.14 in/hr Area (sf) C Description 920 0.85 Pavement 10,857 0.20 Grass 11,777 0.25 Weighted Average 11,777 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, Subcatchment 410: STR 410 Runoff Hydrograph Time (hours) 10Flow (cfs)0.44 0.42 0.4 0.38 0.36 0.34 0.32 0.3 0.28 0.26 0.24 0.22 0.2 0.18 0.16 0.14 0.12 0.1 0.08 0.06 0.04 0.02 0 IN-Indianapolis 5-Year Duration=5 min, Inten=6.14 in/hr Runoff Area=11,777 sf Runoff Volume=0.003 af Runoff Depth=0.13" Tc=5.0 min C=0.25 0.40 cfs IN-Indianapolis 10-Year Duration=5 min, Inten=6.99 in/hr313-863 P-CulvertFlow Printed 5/15/2022Prepared by CEC Page 5HydroCAD® 10.00-20 s/n 03107 © 2017 HydroCAD Software Solutions LLC Summary for Subcatchment 410: STR 410 Runoff = 0.46 cfs @ 0.08 hrs, Volume= 0.003 af, Depth= 0.15" Runoff by Rational method, Rise/Fall=1.0/1.0 xTc, Time Span= 0.00-1.00 hrs, dt= 0.01 hrs IN-Indianapolis 10-Year Duration=5 min, Inten=6.99 in/hr Area (sf) C Description 920 0.85 Pavement 10,857 0.20 Grass 11,777 0.25 Weighted Average 11,777 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, Subcatchment 410: STR 410 Runoff Hydrograph Time (hours) 10Flow (cfs)0.5 0.48 0.46 0.44 0.42 0.4 0.38 0.36 0.34 0.32 0.3 0.28 0.26 0.24 0.22 0.2 0.18 0.16 0.14 0.12 0.1 0.08 0.06 0.04 0.02 0 IN-Indianapolis 10-Year Duration=5 min, Inten=6.99 in/hr Runoff Area=11,777 sf Runoff Volume=0.003 af Runoff Depth=0.15" Tc=5.0 min C=0.25 0.46 cfs IN-Indianapolis 25-Year Duration=5 min, Inten=8.08 in/hr313-863 P-CulvertFlow Printed 5/15/2022Prepared by CEC Page 6HydroCAD® 10.00-20 s/n 03107 © 2017 HydroCAD Software Solutions LLC Summary for Subcatchment 410: STR 410 Runoff = 0.53 cfs @ 0.08 hrs, Volume= 0.004 af, Depth= 0.17" Runoff by Rational method, Rise/Fall=1.0/1.0 xTc, Time Span= 0.00-1.00 hrs, dt= 0.01 hrs IN-Indianapolis 25-Year Duration=5 min, Inten=8.08 in/hr Area (sf) C Description 920 0.85 Pavement 10,857 0.20 Grass 11,777 0.25 Weighted Average 11,777 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, Subcatchment 410: STR 410 Runoff Hydrograph Time (hours) 10Flow (cfs)0.55 0.5 0.45 0.4 0.35 0.3 0.25 0.2 0.15 0.1 0.05 0 IN-Indianapolis 25-Year Duration=5 min, Inten=8.08 in/hr Runoff Area=11,777 sf Runoff Volume=0.004 af Runoff Depth=0.17" Tc=5.0 min C=0.25 0.53 cfs IN-Indianapolis 50-Year Duration=5 min, Inten=8.83 in/hr313-863 P-CulvertFlow Printed 5/15/2022Prepared by CEC Page 7HydroCAD® 10.00-20 s/n 03107 © 2017 HydroCAD Software Solutions LLC Summary for Subcatchment 410: STR 410 Runoff = 0.58 cfs @ 0.08 hrs, Volume= 0.004 af, Depth= 0.18" Runoff by Rational method, Rise/Fall=1.0/1.0 xTc, Time Span= 0.00-1.00 hrs, dt= 0.01 hrs IN-Indianapolis 50-Year Duration=5 min, Inten=8.83 in/hr Area (sf) C Description 920 0.85 Pavement 10,857 0.20 Grass 11,777 0.25 Weighted Average 11,777 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, Subcatchment 410: STR 410 Runoff Hydrograph Time (hours) 10Flow (cfs)0.65 0.6 0.55 0.5 0.45 0.4 0.35 0.3 0.25 0.2 0.15 0.1 0.05 0 IN-Indianapolis 50-Year Duration=5 min, Inten=8.83 in/hr Runoff Area=11,777 sf Runoff Volume=0.004 af Runoff Depth=0.18" Tc=5.0 min C=0.25 0.58 cfs IN-Indianapolis 100-Year Duration=5 min, Inten=9.69 in/hr313-863 P-CulvertFlow Printed 5/15/2022Prepared by CEC Page 8HydroCAD® 10.00-20 s/n 03107 © 2017 HydroCAD Software Solutions LLC Summary for Subcatchment 410: STR 410 Runoff = 0.64 cfs @ 0.08 hrs, Volume= 0.005 af, Depth= 0.20" Runoff by Rational method, Rise/Fall=1.0/1.0 xTc, Time Span= 0.00-1.00 hrs, dt= 0.01 hrs IN-Indianapolis 100-Year Duration=5 min, Inten=9.69 in/hr Area (sf) C Description 920 0.85 Pavement 10,857 0.20 Grass 11,777 0.25 Weighted Average 11,777 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, Subcatchment 410: STR 410 Runoff Hydrograph Time (hours) 10Flow (cfs)0.7 0.65 0.6 0.55 0.5 0.45 0.4 0.35 0.3 0.25 0.2 0.15 0.1 0.05 0 IN-Indianapolis 100-Year Duration=5 min, Inten=9.69 in/hr Runoff Area=11,777 sf Runoff Volume=0.005 af Runoff Depth=0.20" Tc=5.0 min C=0.25 0.64 cfs Culvert Report Hydraflow Express Extension for Autodesk® Civil 3D® by Autodesk, Inc.Sunday, May 15 2022 Circular Culvert Invert Elev Dn (ft) = 888.07 Pipe Length (ft) = 120.50 Slope (%) = 1.68 Invert Elev Up (ft) = 890.09 Rise (in) = 15.0 Shape = Circular Span (in) = 15.0 No. Barrels = 1 n-Value = 0.012 Culvert Type = Circular Culvert Culvert Entrance = Smooth tapered inlet throat Coeff. K,M,c,Y,k = 0.534, 0.555, 0.0196, 0.9, 0.2 Embankment Top Elevation (ft) = 894.00 Top Width (ft) = 100.00 Crest Width (ft) = 0.00 Calculations Qmin (cfs) = 0.31 Qmax (cfs) = 0.64 Tailwater Elev (ft) = (dc+D)/2 Highlighted Qtotal (cfs) = 0.31 Qpipe (cfs) = 0.31 Qovertop (cfs) = 0.00 Veloc Dn (ft/s) = 0.41 Veloc Up (ft/s) = 2.19 HGL Dn (ft) = 888.80 HGL Up (ft) = 890.31 Hw Elev (ft) = 890.38 Hw/D (ft) = 0.23 Flow Regime = Inlet Control APPENDIX H DRAINAGE CALCULATIONS - WEST CARMEL COMMONS (5/3/2013)