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HomeMy WebLinkAboutDrainage Report Project: RANGELINE ROAD MIXED-USE 111 S Rangeline Road Carmel, Indiana 46032 Prepared For: STUDIO M ARCHITECTURE 2 West Main Street Carmel, IN 46032 Prepared By: CIVIL & ENVIRONMENTAL CONSULTANTS, INC. Indianapolis, Indiana Civil Engineer: Nicholas Justice, PE CEC Project 325-748 MARCH 2023 Drainage Report -ii- Rangeline Road Mixed-Use March 2023 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 STORMWATER DESIGN ...............................................................................................1 3.1 Stormwater Management ........................................................................................ 2 3.1.1 Runoff Curve Number (CN) Determination ................................................2 3.1.2 Outlet Control Structure ...............................................................................3 3.1.3 Emergency Overflow ...................................................................................3 3.1.4 Water Quality Treatment..........................................................................3 4.0 CONCLUSION ..................................................................................................................3 5.0 REFERENCES ...................................................................................................................3 APPENDICES Appendix A – FEMA Firm Map Appendix B – Soils Map Appendix C – Existing & Proposed Watershed Maps Appendix D – Storm Sewer Sizing Calculations Appendix E – Existing HydroCAD Output Appendix F – Proposed HydroCAD Output Appendix G – Emergency Overflow Calculations Appendix H – Water Quality Calculations -1- Rangeline Road Mixed-Use March 2023 1.0 REPORT OVERVIEW This report establishes the stormwater quantity and quality requirements for the proposed Rangeline Road Mixed-Use project located at 111 S Rangeline Road. The existing site currently consists of 2 residential homes, 2 multi-story office buildings, and asphalt parking. The proposed improvements to the site include 2 multi-story mixed-use buildings, townhomes, and parking lot. Stormwater will be conveyed into a storm sewer network on site and into underground detention pipes. The proposed improvements will provide stormwater detention and water quality treatment. An IDEM Construction Stormwater General Permit will be required for construction activities associated with this project. 2.0 PROJECT BACKGROUND 2.1 EXISTING CONDITIONS The project site is located at the southeast corner of Rangeline Road and 1st Street. The existing stormwater from the site drains from east to west into the 36” storm sewer in Rangeline Road. The existing drainage basin map Figure C-1 delineates the drainage areas in Appendix C. The existing discharge rates for the full site are summarized in Table 1. 2.1.1 FEMA Map The project site is located within the FEMA Community Panel Map #18057C0207G dated November 19, 2014 which indicates the site is located within the Flood Designation ‘Zone X, Area of minimal flood hazard.” The FEMA Map with determined Base Flood Elevations (BFE) is included in Appendix A. 2.1.2 Watershed Description The project site drains to the Cool Creek-Grassy Branch/Little Cool Creek watershed as provided on the IndianaMap GIS system and identified with a 14-digit Hydrologic Unit Code (HUC) of 05120201090030. 2.1.3 Soils Map The approximate limits of each soil type are depicted in the Soils Map provided in Appendix B. 3.0 STORMWATER DESIGN The proposed site is approximately 1.95 acres and proposes to construct 2 multi-story mixed-use buildings, townhomes, and parking lot and underground stormwater detention pipes. The impervious area of the site will increase by approximately 28,793 square feet (0.661 acres). -2- Rangeline Road Mixed-Use March 2023 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 in Appendix D. Runoff from the proposed 1.95 acre site will be contained within the proposed stormwater detention. The detention system is sized to detain the proposed site plus the 1st Avenue ROW which totals to 2.16 acres. The total required detention was sized to be 27,970 cf. The proposed detention provided is 31,570 cf to allow for 10% storage for sediment collection. The allowable release rates are calculated and provided in the table below utilizing an orifice less than 2” in diameter. The actual runoff rates for the site utilizing a minimum 2” orifice is also listed in the table below and are less than the existing runoff rates. See Table 1 below for the complete list of runoff rates. Refer to the proposed drainage maps Figures C-1 & C-2 in Appendix C. 3.1 STORMWATER MANAGEMENT 3.1.1 Runoff Curve Number (CN) Determination For impervious areas such as buildings and pavement, a CN value of 98 was used. The HydroCAD reports in Appendix E and Appendix F show the calculated CN values as well as time of concentration for each site basin. Rainfall depths in the City of Carmel Technical Standards Manual were used to develop the basin hydrographs. Proposed Detention Area % Impervious (CN=98) = 93.5 % Pervious (CN=80) = 6.5 = 93.5% × 98 + 6.5% × 80 = 97 The HydroCAD report for the proposed conditions is included in Appendix E. Table 1: Discharge Rate Comparison Peak Runoff Rate (cfs) Site Designation 2-Year 10-Year 100-Year Pre-Developed 5.95 8.62 16.16 Allowable Discharge Rates* 0.22 0.22 0.65 Proposed Discharge Rates 0.18 0.22 0.65 Actual Discharge Rates (2-inch orifice) 0.22 0.26 0.63 *0.1 cfs per acre for 10-year storm; 0.3 cfs per acre for 100-year storm Proposed HydroCAD reports can be seen in Appendix F. -3- Rangeline Road Mixed-Use March 2023 3.1.2 Outlet Control Structure The system will discharge to an outlet structure which regulates the discharge rate from the detention system to maintain rates at or below the allowable rates. The orifice sizes to detain the runoff were sized to 1.8” at an elevation of 822.98 and a 2.9” orifice at an elevation of 828.20. The actual orifice sizes will be a minimum of 2-inches. The 48-hour drawdown of the system is 86% capacity restored after 48-hours. The hydrograph table can be found in Appendix F. The system will discharge to the storm sewer system in Rangeline Road. Calculations can be found in Appendix F. 3.1.3 Emergency Overflow In the event outlet devices are clogged or inoperable, the outlet control structure is designed with an overflow weir with 24” RCP outlet pipes. The weir does not require mechanical activation and is designed to control one and one-quarter times (1.25) the peak inflow discharge. See Appendix G for calculations. 3.1.4 Water Quality Treatment The water quality treatment is being provided by the proposed Aqua Swirl water quality treatment unit and BMP catch basin filters. 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 XC-5 mechanical BMP prior to detention. The calculations are included in Appendix H. 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. An IDEM Construction Stormwater General Permit will be required for construction activities associated with this project. 5.0 REFERENCES 1. USDA NRCS Web Soil Survey 2. U.S. Geological Survey, IndianaMap website 3. FEMA Flood Insurance Rate Maps, FEMA website 4. City of Carmel Stormwater Technical Standards Specifications Manual APPENDIX A FEMA FIRM 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 11/16/2022 at 5:43 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°7'54"W 39°58'51"N 86°7'16"W 39°58'23"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 16, 2022 9 Custom Soil Resource Report Soil Map 4425530442554044255504425560442557044255804425590442560044256104425620442563044255304425540442555044255604425570442558044255904425600442561044256204425630574520 574530 574540 574550 574560 574570 574580 574590 574600 574610 574620 574630 574640 574650 574660 574670 574520 574530 574540 574550 574560 574570 574580 574590 574600 574610 574620 574630 574640 574650 574660 574670 39° 58' 39'' N 86° 7' 38'' W39° 58' 39'' N86° 7' 31'' W39° 58' 35'' N 86° 7' 38'' W39° 58' 35'' N 86° 7' 31'' WN Map projection: Web Mercator Corner coordinates: WGS84 Edge tics: UTM Zone 16N WGS84 0 35 70 140 210 Feet 0 10 20 40 60 Meters Map Scale: 1:738 if printed on A landscape (11" x 8.5") sheet. Soil Map may not be valid at this scale. MAP LEGEND MAP INFORMATION Area of Interest (AOI) Area of Interest (AOI) Soils Soil Map Unit Polygons Soil Map Unit Lines Soil Map Unit Points Special Point Features Blowout Borrow Pit Clay Spot Closed Depression Gravel Pit Gravelly Spot Landfill Lava Flow Marsh or swamp Mine or Quarry Miscellaneous Water Perennial Water Rock Outcrop Saline Spot Sandy Spot Severely Eroded Spot Sinkhole Slide or Slip Sodic Spot Spoil Area Stony Spot Very Stony Spot Wet Spot Other Special Line Features Water Features Streams and Canals Transportation Rails Interstate Highways US Routes Major Roads Local Roads Background Aerial Photography The soil surveys that comprise your AOI were mapped at 1:15,800. Warning: Soil Map may not be valid at this scale. Enlargement of maps beyond the scale of mapping can cause misunderstanding of the detail of mapping and accuracy of soil line placement. The maps do not show the small areas of contrasting soils that could have been shown at a more detailed scale. Please rely on the bar scale on each map sheet for map measurements. Source of Map: Natural Resources Conservation Service Web Soil Survey URL: Coordinate System: Web Mercator (EPSG:3857) Maps from the Web Soil Survey are based on the Web Mercator projection, which preserves direction and shape but distorts distance and area. A projection that preserves area, such as the Albers equal-area conic projection, should be used if more accurate calculations of distance or area are required. This product is generated from the USDA-NRCS certified data as of the version date(s) listed below. Soil Survey Area: Hamilton County, Indiana Survey Area Data: Version 23, Sep 3, 2022 Soil map units are labeled (as space allows) for map scales 1:50,000 or larger. Date(s) aerial images were photographed: Jun 15, 2022—Jun 21, 2022 The orthophoto or other base map on which the soil lines were compiled and digitized probably differs from the background imagery displayed on these maps. As a result, some minor shifting of map unit boundaries may be evident. Custom Soil Resource Report 10 Map Unit Legend Map Unit Symbol Map Unit Name Acres in AOI Percent of AOI YmsB2 Miami silt loam-Urban land complex, 2 to 6 percent slopes, eroded 2.1 100.0% Totals for Area of Interest 2.1 100.0% 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 development of resource plans. If intensive use of small areas is planned, however, Custom Soil Resource Report 11 Hamilton County, Indiana YmsB2—Miami silt loam-Urban land complex, 2 to 6 percent slopes, eroded Map Unit Setting National map unit symbol: 2w586 Elevation: 180 to 1,040 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: Not prime farmland Map Unit Composition Miami, eroded, and similar soils:50 percent Urban land:35 percent Minor components:15 percent Estimates are based on observations, descriptions, and transects of the mapunit. Description of Miami, Eroded Setting Landform:Till plains Landform position (two-dimensional):Shoulder, backslope, footslope Landform position (three-dimensional):Side slope Down-slope shape:Convex Across-slope shape:Linear Parent material:Loess over loamy till Typical profile Ap - 0 to 8 inches: silt loam Bt - 8 to 13 inches: silty clay loam 2Bt - 13 to 31 inches: clay loam 2BCt - 31 to 36 inches: loam 2Cd - 36 to 79 inches: loam Properties and qualities Slope:2 to 6 percent Depth to restrictive feature:24 to 40 inches to densic material Drainage class:Moderately well drained Runoff class: High 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 24 to 36 inches Frequency of flooding:None Frequency of ponding:None Calcium carbonate, maximum content:45 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): 2e Hydrologic Soil Group: C Ecological site: F111XA009IN - Till Ridge Custom Soil Resource Report 13 Other vegetative classification: Trees/Timber (Woody Vegetation) Hydric soil rating: No Minor Components Williamstown Percent of map unit:5 percent Landform:Till plains Landform position (two-dimensional):Shoulder, backslope Landform position (three-dimensional):Side slope Down-slope shape:Convex Across-slope shape:Linear Ecological site:F111XA009IN - Till Ridge Other vegetative classification:Trees/Timber (Woody Vegetation) Hydric soil rating: No Treaty Percent of map unit:5 percent Landform:Till plains Landform position (two-dimensional):Toeslope Landform position (three-dimensional):Dip Down-slope shape:Concave Across-slope shape:Concave Ecological site:F111XA007IN - Till Depression Flatwood Other vegetative classification:Mixed/Transitional (Mixed Native Vegetation) Hydric soil rating: Yes Crosby Percent of map unit:5 percent Landform:Till plains Landform position (two-dimensional):Summit Landform position (three-dimensional):Interfluve Down-slope shape:Linear Across-slope shape:Convex Ecological site:F111XA008IN - Wet Till Ridge Other vegetative classification:Trees/Timber (Woody Vegetation) Hydric soil rating: No Custom Soil Resource Report 14 APPENDIX C EXISTING & PROPOSED WATERSHED MAPS DATE:DWG SCALE: DRAWN BY:CHECKED BY:APPROVED BY: PROJECT NO: FIGURE NO.: EXISTING DRAINAGE MAP 325-7481" = 40'NOV. 2022 NPJ ACH C-1 STUDIO M ARCHITECTURE LOR COMMERCIAL DEVELOPMENT 111 S RANGELINE ROAD530 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.: PROPOSED DRAINAGE MAP 325-7481" = 40'NOV. 2022 NPJ ACH C-2 STUDIO M ARCHITECTURE LOR COMMERCIAL DEVELOPMENT 111 S RANGELINE ROAD530 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.: PROPOSED DRAINAGE MAP 325-7481" = 40'NOV. 2022 NPJ ACH C-3 STUDIO M ARCHITECTURE LOR COMMERCIAL DEVELOPMENT 111 S RANGELINE ROAD530 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.: PROPOSED DRAINAGE MAP 325-7481" = 40'NOV. 2022 NPJ ACH C-4 STUDIO M ARCHITECTURE LOR COMMERCIAL DEVELOPMENT 111 S RANGELINE ROAD530 E. Ohio Street, Suite G - Indianapolis, IN 46204 317-655-7777 · 877-746-0749 www.cecinc.com NORTH APPENDIX D STORM SEWER SIZING CALCULATIONS Civil & Environmental Consultants, Inc. By:NPJ Project Name:Rangeline Mixed-Use Date:3/2023 CEC Project No.:325-748 Checked By:ACH Description:Composite C Calculations Date: Runoff Coefficient 0.90 0.85 0.20 BASINS 406 Roof Surfaces Pavement Grass Total Total Composite (ft^2)(ft^2)(ft^2)(ft^2)(Acres)"C" 2,969 11,314 140 14,423 0.33 0.85 407 Roof Surfaces Pavement Grass Total Total Composite (ft^2)(ft^2)(ft^2)(ft^2)(Acres)"C" 3,955 15,801 1,284 21,040 0.48 0.82 408 Roof Surfaces Pavement Grass Total Total Composite (ft^2)(ft^2)(ft^2)(ft^2)(Acres)"C" 1,980 9,452 203 11,635 0.27 0.85 409 Roof Surfaces Pavement Grass Total Total Composite (ft^2)(ft^2)(ft^2)(ft^2)(Acres)"C" 1,976 7,631 980 10,587 0.24 0.80 411 Roof Surfaces Pavement Grass Total Total Composite (ft^2)(ft^2)(ft^2)(ft^2)(Acres)"C" 0 6,076 882 6,958 0.16 0.77 413 Roof Surfaces Pavement Grass Total Total Composite (ft^2)(ft^2)(ft^2)(ft^2)(Acres)"C" 0 0 303 303 0.01 0.20 415 Roof Surfaces Pavement Grass Total Total Composite (ft^2)(ft^2)(ft^2)(ft^2)(Acres)"C" 0 897 2,069 2,966 0.07 0.40 All Watertight Roof Surfaces = Pavement = Grass = Civil & Environmental Consultants, Inc. By:NPJ Project Name:Rangeline Mixed-Use Date:3/2023 CEC Project No.:325-748 Checked By:ACH Description:Composite C Calculations Date: Runoff Coefficient 0.90 0.85 0.20 BASINS All Watertight Roof Surfaces = Pavement = Grass = 416 Roof Surfaces Pavement Grass Total Total Composite (ft^2)(ft^2)(ft^2)(ft^2)(Acres)"C" 0 1,078 274 1,352 0.03 0.72 418 Roof Surfaces Pavement Grass Total Total Composite (ft^2)(ft^2)(ft^2)(ft^2)(Acres)"C" 0 3,405 1,424 4,829 0.11 0.66 419 Roof Surfaces Pavement Grass Total Total Composite (ft^2)(ft^2)(ft^2)(ft^2)(Acres)"C" 0 3,349 0 3,349 0.08 0.85 RD-1 Roof Surfaces Pavement Grass Total Total Composite (ft^2)(ft^2)(ft^2)(ft^2)(Acres)"C" 5,731 0 0 5,731 0.13 0.90 RD-2 Roof Surfaces Pavement Grass Total Total Composite (ft^2)(ft^2)(ft^2)(ft^2)(Acres)"C" 6,221 0 0 6,221 0.14 0.90 RD-3 Roof Surfaces Pavement Grass Total Total Composite (ft^2)(ft^2)(ft^2)(ft^2)(Acres)"C" 6,481 0 0 6,481 0.15 0.90 Civil & Environmental Consultants, Inc. By:NPJ Project:Rangeline Road Retail Date:3/2023 CEC No.:325-748 Checked By: Date: 407 Depth Weir Orifice Casting Neenah 3405 0.00 0.00 Area 1.5 ft2 0.05 0.13 0.82 Perimeter 7.9 ft 0.10 0.37 1.16 P 4.0 ft 0.15 0.69 1.42 A 0.75 ft2 0.20 1.06 1.64 Q=3.0*P*D^1.5 (Weir) 0.25 1.48 1.83 Q=4.89*A*D^0.5 (Orifice) 0.30 1.95 2.01 0.35 2.45 2.17 0.40 3.00 2.32 0.45 3.58 2.46 i = 6.99 0.50 4.19 2.59 C= 0.8 A= 0.39 2.18 406 Q= 1.96 407 2.18 408 1.60 409 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 P 2.75 ft 0.15 0.48 1.99 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= 0.8 A= 0.24 1.34 409 Q= 1.34 411 0.86 418 0.51 419 0.48 Q=CiA GRATE FLOW IN CFS Q= C x I x A = Sump Grates Ponding Depth Calculation Structure Number Q=CiA GRATE FLOW IN CFS Structure Number Q= C x I x A = 0.00 0.50 1.00 1.50 2.00 2.50 3.00 3.50 4.00 4.50 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:\320-000\325-748\-Calculations\Drainage\Proposed\Storm Sewer Sizing\325-748 Grate Inlet Capacities.xlsxGrate Capacity - 3/22/2023 Gutter Spead Calculation Civil & Environmental Consultants, Inc. By:NPJ Project Name:Rangeline Road Retail Date:3/2023 CEC Project:325-748 Checked By:ACH Description:Gutter Spead Calculations Date: T= Flow width Q= Gutter flow width Sx=Roadway cross slope S= Longitudinal slope Public ROW n = 0.013 Inlet Q (ft3/s)Sx (ft/ft)S (ft/ft) T (ft) Lane Width (ft) Depth (ft) 411 0.86 0.029 0.01 5.0 10.5 0.14 418 0.51 0.027 0.012 4.2 10 0.11 419 0.48 0.027 0.014 3.9 10 0.11 Proposed Gutter Spread Calculation.xlsx APPENDIX E EXISTING HYDROCAD OUTPUT E-S Existing Site Routing Diagram for 325-748 E-Site Prepared by CEC Inc, Printed 3/21/2023 HydroCAD® 10.20-2g s/n 01006 © 2022 HydroCAD Software Solutions LLC Subcat Reach Pond Link Type II 24-hr 100 YR Rainfall=6.46"325-748 E-Site Printed 3/21/2023Prepared by CEC Inc HydroCAD® 10.20-2g s/n 01006 © 2022 HydroCAD Software Solutions LLC Events for Subcatchment E-S: Existing Site Event Rainfall (inches) Runoff (cfs) Volume (acre-feet) Depth (inches) 2 YR 2.90 5.95 0.325 1.81 10 YR 3.83 8.62 0.478 2.66 100 YR 6.46 16.16 0.931 5.18 325-748 E-Site Printed 3/21/2023Prepared by CEC Inc Page 2HydroCAD® 10.20-2g s/n 01006 © 2022 HydroCAD Software Solutions LLC Area Listing (selected nodes) Area (acres) CN Description (subcatchment-numbers) 1.361 98 Impervious (E-S) 0.794 74 Pervious, C (E-S) 2.155 89 TOTAL AREA Type II 24-hr 2 YR Rainfall=2.90"325-748 E-Site Printed 3/21/2023Prepared by CEC Inc Page 3HydroCAD® 10.20-2g s/n 01006 © 2022 HydroCAD Software Solutions LLC Summary for Subcatchment E-S: Existing Site Runoff = 5.95 cfs @ 12.01 hrs, Volume= 0.325 af, Depth= 1.81" Routed to nonexistent node DET 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 * 1.361 98 Impervious * 0.794 74 Pervious, C 2.155 89 Weighted Average 0.794 36.84% Pervious Area 1.361 63.16% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 8.1 100 0.0411 0.21 Sheet Flow, Grass: Short n= 0.150 P2= 2.64" 1.4 216 0.0270 2.65 Shallow Concentrated Flow, Unpaved Kv= 16.1 fps 9.5 316 Total Subcatchment E-S: Existing Site Runoff Hydrograph Time (hours) 484644424038363432302826242220181614121086420Flow (cfs)6 5 4 3 2 1 0 Type II 24-hr 2 YR Rainfall=2.90" Runoff Area=2.155 ac Runoff Volume=0.325 af Runoff Depth=1.81" Flow Length=316' Tc=9.5 min CN=89 5.95 cfs Type II 24-hr 10 YR Rainfall=3.83"325-748 E-Site Printed 3/21/2023Prepared by CEC Inc Page 4HydroCAD® 10.20-2g s/n 01006 © 2022 HydroCAD Software Solutions LLC Summary for Subcatchment E-S: Existing Site Runoff = 8.62 cfs @ 12.01 hrs, Volume= 0.478 af, Depth= 2.66" Routed to nonexistent node DET 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 * 1.361 98 Impervious * 0.794 74 Pervious, C 2.155 89 Weighted Average 0.794 36.84% Pervious Area 1.361 63.16% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 8.1 100 0.0411 0.21 Sheet Flow, Grass: Short n= 0.150 P2= 2.64" 1.4 216 0.0270 2.65 Shallow Concentrated Flow, Unpaved Kv= 16.1 fps 9.5 316 Total Subcatchment E-S: Existing Site Runoff Hydrograph Time (hours) 484644424038363432302826242220181614121086420Flow (cfs)9 8 7 6 5 4 3 2 1 0 Type II 24-hr 10 YR Rainfall=3.83" Runoff Area=2.155 ac Runoff Volume=0.478 af Runoff Depth=2.66" Flow Length=316' Tc=9.5 min CN=89 8.62 cfs Type II 24-hr 100 YR Rainfall=6.46"325-748 E-Site Printed 3/21/2023Prepared by CEC Inc Page 5HydroCAD® 10.20-2g s/n 01006 © 2022 HydroCAD Software Solutions LLC Summary for Subcatchment E-S: Existing Site Runoff = 16.16 cfs @ 12.00 hrs, Volume= 0.931 af, Depth= 5.18" Routed to nonexistent node DET 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 * 1.361 98 Impervious * 0.794 74 Pervious, C 2.155 89 Weighted Average 0.794 36.84% Pervious Area 1.361 63.16% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 8.1 100 0.0411 0.21 Sheet Flow, Grass: Short n= 0.150 P2= 2.64" 1.4 216 0.0270 2.65 Shallow Concentrated Flow, Unpaved Kv= 16.1 fps 9.5 316 Total Subcatchment E-S: Existing Site Runoff Hydrograph Time (hours) 484644424038363432302826242220181614121086420Flow (cfs)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=2.155 ac Runoff Volume=0.931 af Runoff Depth=5.18" Flow Length=316' Tc=9.5 min CN=89 16.16 cfs APPENDIX F PROPOSED HYDROCAD OUTPUT DD Direct Discharge P-S P-Site DET 96" Contech RR Rangeline Road Routing Diagram for 325-748 P-Site Prepared by CEC Inc, Printed 3/21/2023 HydroCAD® 10.20-2g s/n 01006 © 2022 HydroCAD Software Solutions LLC Subcat Reach Pond Link Type II 24-hr 100 YR Rainfall=6.46"325-748 P-Site Printed 3/21/2023Prepared by CEC Inc HydroCAD® 10.20-2g s/n 01006 © 2022 HydroCAD Software Solutions LLC Events for Link RR: Rangeline Road Event Inflow (cfs) Primary (cfs) Depth (inches) 2 YR 0.18 0.18 2.16 10 YR 0.22 0.22 2.65 100 YR 0.65 0.65 4.99 Type II 24-hr 100 YR Rainfall=6.46"325-748 P-Site Printed 3/21/2023Prepared by CEC Inc HydroCAD® 10.20-2g s/n 01006 © 2022 HydroCAD Software Solutions LLC Events for Pond DET: 96" Contech Event Inflow (cfs) Primary (cfs) Elevation (feet) Storage (cubic-feet) 2 YR 8.18 0.15 826.80 13,942 10 YR 10.94 0.17 828.16 19,550 100 YR 18.67 0.65 831.95 31,464 325-748 P-Site Printed 3/21/2023Prepared by CEC Inc Page 2HydroCAD® 10.20-2g s/n 01006 © 2022 HydroCAD Software Solutions LLC Area Listing (selected nodes) Area (acres) CN Description (subcatchment-numbers) 2.014 98 Impervious (DD, P-S) 0.141 80 Pervious, D (P-S) 2.155 97 TOTAL AREA Type II 24-hr 2 YR Rainfall=2.90"325-748 P-Site Printed 3/21/2023Prepared by CEC Inc Page 3HydroCAD® 10.20-2g s/n 01006 © 2022 HydroCAD Software Solutions LLC Summary for Subcatchment DD: Direct Discharge Runoff = 0.07 cfs @ 11.95 hrs, Volume= 0.004 af, Depth= 2.67" Routed to Link RR : Rangeline Road 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 * 0.016 98 Impervious 0.016 100.00% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, Subcatchment DD: Direct Discharge Runoff Hydrograph Time (hours) 484644424038363432302826242220181614121086420Flow (cfs)0.07 0.065 0.06 0.055 0.05 0.045 0.04 0.035 0.03 0.025 0.02 0.015 0.01 0.005 0 Type II 24-hr 2 YR Rainfall=2.90" Runoff Area=0.016 ac Runoff Volume=0.004 af Runoff Depth=2.67" Tc=5.0 min CN=98 0.07 cfs Type II 24-hr 2 YR Rainfall=2.90"325-748 P-Site Printed 3/21/2023Prepared by CEC Inc Page 4HydroCAD® 10.20-2g s/n 01006 © 2022 HydroCAD Software Solutions LLC Summary for Subcatchment P-S: P-Site Runoff = 8.18 cfs @ 11.98 hrs, Volume= 0.456 af, Depth= 2.56" Routed to Pond DET : 96" Contech 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 * 1.998 98 Impervious * 0.141 80 Pervious, D 2.139 97 Weighted Average 0.141 6.59% Pervious Area 1.998 93.41% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 7.0 Direct Entry, Subcatchment P-S: P-Site Runoff Hydrograph Time (hours) 484644424038363432302826242220181614121086420Flow (cfs)9 8 7 6 5 4 3 2 1 0 Type II 24-hr 2 YR Rainfall=2.90" Runoff Area=2.139 ac Runoff Volume=0.456 af Runoff Depth=2.56" Tc=7.0 min CN=97 8.18 cfs Type II 24-hr 2 YR Rainfall=2.90"325-748 P-Site Printed 3/21/2023Prepared by CEC Inc Page 5HydroCAD® 10.20-2g s/n 01006 © 2022 HydroCAD Software Solutions LLC Summary for Pond DET: 96" Contech Inflow Area = 2.139 ac, 93.41% Impervious, Inflow Depth = 2.56" for 2 YR event Inflow = 8.18 cfs @ 11.98 hrs, Volume= 0.456 af Outflow = 0.15 cfs @ 16.00 hrs, Volume= 0.385 af, Atten= 98%, Lag= 241.1 min Primary = 0.15 cfs @ 16.00 hrs, Volume= 0.385 af Routed to Link RR : Rangeline Road Routing by Dyn-Stor-Ind method, Time Span= 0.00-48.00 hrs, dt= 0.05 hrs Peak Elev= 826.80' @ 16.00 hrs Surf.Area= 5,100 sf Storage= 13,942 cf Plug-Flow detention time= 913.4 min calculated for 0.384 af (84% of inflow) Center-of-Mass det. time= 844.6 min ( 1,610.5 - 765.9 ) Volume Invert Avail.Storage Storage Description #1 823.00' 9,553 cf Custom Stage Data (Prismatic) Listed below (Recalc) 45,900 cf Overall - 22,016 cf Embedded = 23,884 cf x 40.0% Voids #2 823.00' 22,016 cf 96.0" Round Pipe Storage x 3 Inside #1 L= 146.0' 31,570 cf Total Available Storage Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 823.00 5,100 0 0 832.00 5,100 45,900 45,900 Device Routing Invert Outlet Devices #1 Primary 822.87'21.0" Round Culvert L= 78.0' Ke= 0.500 Inlet / Outlet Invert= 822.87' / 822.48' S= 0.0050 '/' Cc= 0.900 n= 0.013, Flow Area= 2.41 sf #2 Device 1 822.98'1.7" Vert. Orifice/Grate C= 0.600 Limited to weir flow at low heads #3 Device 1 828.20'2.9" Vert. Orifice/Grate C= 0.600 Limited to weir flow at low heads #4 Device 2 823.00'21.0" Round Culvert L= 5.0' Ke= 0.500 Inlet / Outlet Invert= 823.00' / 822.98' S= 0.0040 '/' Cc= 0.900 n= 0.013, Flow Area= 2.41 sf Primary OutFlow Max=0.15 cfs @ 16.00 hrs HW=826.80' TW=0.00' (Dynamic Tailwater) 1=Culvert (Passes 0.15 cfs of 18.97 cfs potential flow) 2=Orifice/Grate (Orifice Controls 0.15 cfs @ 9.32 fps) 4=Culvert (Passes 0.15 cfs of 19.81 cfs potential flow) 3=Orifice/Grate ( Controls 0.00 cfs) Type II 24-hr 2 YR Rainfall=2.90"325-748 P-Site Printed 3/21/2023Prepared by CEC Inc Page 6HydroCAD® 10.20-2g s/n 01006 © 2022 HydroCAD Software Solutions LLC Pond DET: 96" Contech Inflow Primary Hydrograph Time (hours) 484644424038363432302826242220181614121086420Flow (cfs)9 8 7 6 5 4 3 2 1 0 Inflow Area=2.139 ac Peak Elev=826.80' Storage=13,942 cf 8.18 cfs 0.15 cfs Type II 24-hr 2 YR Rainfall=2.90"325-748 P-Site Printed 3/21/2023Prepared by CEC Inc Page 7HydroCAD® 10.20-2g s/n 01006 © 2022 HydroCAD Software Solutions LLC Summary for Link RR: Rangeline Road Inflow Area = 2.155 ac, 93.46% Impervious, Inflow Depth > 2.16" for 2 YR event Inflow = 0.18 cfs @ 11.97 hrs, Volume= 0.388 af Primary = 0.18 cfs @ 11.97 hrs, Volume= 0.388 af, Atten= 0%, Lag= 0.0 min Primary outflow = Inflow, Time Span= 0.00-48.00 hrs, dt= 0.05 hrs Link RR: Rangeline Road Inflow Primary Hydrograph Time (hours) 484644424038363432302826242220181614121086420Flow (cfs)0.2 0.19 0.18 0.17 0.16 0.15 0.14 0.13 0.12 0.11 0.1 0.09 0.08 0.07 0.06 0.05 0.04 0.03 0.02 0.01 0 Inflow Area=2.155 ac 0.18 cfs 0.18 cfs Type II 24-hr 10 YR Rainfall=3.83"325-748 P-Site Printed 3/21/2023Prepared by CEC Inc Page 8HydroCAD® 10.20-2g s/n 01006 © 2022 HydroCAD Software Solutions LLC Summary for Subcatchment DD: Direct Discharge Runoff = 0.09 cfs @ 11.95 hrs, Volume= 0.005 af, Depth= 3.60" Routed to Link RR : Rangeline Road 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 * 0.016 98 Impervious 0.016 100.00% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, Subcatchment DD: Direct Discharge Runoff Hydrograph Time (hours) 484644424038363432302826242220181614121086420Flow (cfs)0.095 0.09 0.085 0.08 0.075 0.07 0.065 0.06 0.055 0.05 0.045 0.04 0.035 0.03 0.025 0.02 0.015 0.01 0.005 0 Type II 24-hr 10 YR Rainfall=3.83" Runoff Area=0.016 ac Runoff Volume=0.005 af Runoff Depth=3.60" Tc=5.0 min CN=98 0.09 cfs Type II 24-hr 10 YR Rainfall=3.83"325-748 P-Site Printed 3/21/2023Prepared by CEC Inc Page 9HydroCAD® 10.20-2g s/n 01006 © 2022 HydroCAD Software Solutions LLC Summary for Subcatchment P-S: P-Site Runoff = 10.94 cfs @ 11.98 hrs, Volume= 0.621 af, Depth= 3.48" Routed to Pond DET : 96" Contech 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 * 1.998 98 Impervious * 0.141 80 Pervious, D 2.139 97 Weighted Average 0.141 6.59% Pervious Area 1.998 93.41% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 7.0 Direct Entry, Subcatchment P-S: P-Site Runoff Hydrograph Time (hours) 484644424038363432302826242220181614121086420Flow (cfs)12 11 10 9 8 7 6 5 4 3 2 1 0 Type II 24-hr 10 YR Rainfall=3.83" Runoff Area=2.139 ac Runoff Volume=0.621 af Runoff Depth=3.48" Tc=7.0 min CN=97 10.94 cfs Type II 24-hr 10 YR Rainfall=3.83"325-748 P-Site Printed 3/21/2023Prepared by CEC Inc Page 10HydroCAD® 10.20-2g s/n 01006 © 2022 HydroCAD Software Solutions LLC Summary for Pond DET: 96" Contech Inflow Area = 2.139 ac, 93.41% Impervious, Inflow Depth = 3.48" for 10 YR event Inflow = 10.94 cfs @ 11.98 hrs, Volume= 0.621 af Outflow = 0.17 cfs @ 16.94 hrs, Volume= 0.471 af, Atten= 98%, Lag= 297.8 min Primary = 0.17 cfs @ 16.94 hrs, Volume= 0.471 af Routed to Link RR : Rangeline Road Routing by Dyn-Stor-Ind method, Time Span= 0.00-48.00 hrs, dt= 0.05 hrs Peak Elev= 828.16' @ 16.94 hrs Surf.Area= 5,100 sf Storage= 19,550 cf Plug-Flow detention time= 955.3 min calculated for 0.471 af (76% of inflow) Center-of-Mass det. time= 869.0 min ( 1,627.8 - 758.8 ) Volume Invert Avail.Storage Storage Description #1 823.00' 9,553 cf Custom Stage Data (Prismatic) Listed below (Recalc) 45,900 cf Overall - 22,016 cf Embedded = 23,884 cf x 40.0% Voids #2 823.00' 22,016 cf 96.0" Round Pipe Storage x 3 Inside #1 L= 146.0' 31,570 cf Total Available Storage Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 823.00 5,100 0 0 832.00 5,100 45,900 45,900 Device Routing Invert Outlet Devices #1 Primary 822.87'21.0" Round Culvert L= 78.0' Ke= 0.500 Inlet / Outlet Invert= 822.87' / 822.48' S= 0.0050 '/' Cc= 0.900 n= 0.013, Flow Area= 2.41 sf #2 Device 1 822.98'1.7" Vert. Orifice/Grate C= 0.600 Limited to weir flow at low heads #3 Device 1 828.20'2.9" Vert. Orifice/Grate C= 0.600 Limited to weir flow at low heads #4 Device 2 823.00'21.0" Round Culvert L= 5.0' Ke= 0.500 Inlet / Outlet Invert= 823.00' / 822.98' S= 0.0040 '/' Cc= 0.900 n= 0.013, Flow Area= 2.41 sf Primary OutFlow Max=0.17 cfs @ 16.94 hrs HW=828.16' TW=0.00' (Dynamic Tailwater) 1=Culvert (Passes 0.17 cfs of 23.47 cfs potential flow) 2=Orifice/Grate (Orifice Controls 0.17 cfs @ 10.89 fps) 4=Culvert (Passes 0.17 cfs of 23.98 cfs potential flow) 3=Orifice/Grate ( Controls 0.00 cfs) Type II 24-hr 10 YR Rainfall=3.83"325-748 P-Site Printed 3/21/2023Prepared by CEC Inc Page 11HydroCAD® 10.20-2g s/n 01006 © 2022 HydroCAD Software Solutions LLC Pond DET: 96" Contech Inflow Primary Hydrograph Time (hours) 484644424038363432302826242220181614121086420Flow (cfs)12 11 10 9 8 7 6 5 4 3 2 1 0 Inflow Area=2.139 ac Peak Elev=828.16' Storage=19,550 cf 10.94 cfs 0.17 cfs Type II 24-hr 10 YR Rainfall=3.83"325-748 P-Site Printed 3/21/2023Prepared by CEC Inc Page 12HydroCAD® 10.20-2g s/n 01006 © 2022 HydroCAD Software Solutions LLC Summary for Link RR: Rangeline Road Inflow Area = 2.155 ac, 93.46% Impervious, Inflow Depth > 2.65" for 10 YR event Inflow = 0.22 cfs @ 11.97 hrs, Volume= 0.476 af Primary = 0.22 cfs @ 11.97 hrs, Volume= 0.476 af, Atten= 0%, Lag= 0.0 min Primary outflow = Inflow, Time Span= 0.00-48.00 hrs, dt= 0.05 hrs Link RR: Rangeline Road Inflow Primary Hydrograph Time (hours) 484644424038363432302826242220181614121086420Flow (cfs)0.24 0.23 0.22 0.21 0.2 0.19 0.18 0.17 0.16 0.15 0.14 0.13 0.12 0.11 0.1 0.09 0.08 0.07 0.06 0.05 0.04 0.03 0.02 0.01 0 Inflow Area=2.155 ac 0.22 cfs 0.22 cfs Type II 24-hr 100 YR Rainfall=6.46"325-748 P-Site Printed 3/21/2023Prepared by CEC Inc Page 13HydroCAD® 10.20-2g s/n 01006 © 2022 HydroCAD Software Solutions LLC Summary for Subcatchment DD: Direct Discharge Runoff = 0.15 cfs @ 11.95 hrs, Volume= 0.008 af, Depth= 6.22" Routed to Link RR : Rangeline Road 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 * 0.016 98 Impervious 0.016 100.00% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, Subcatchment DD: Direct Discharge Runoff Hydrograph Time (hours) 484644424038363432302826242220181614121086420Flow (cfs)0.16 0.15 0.14 0.13 0.12 0.11 0.1 0.09 0.08 0.07 0.06 0.05 0.04 0.03 0.02 0.01 0 Type II 24-hr 100 YR Rainfall=6.46" Runoff Area=0.016 ac Runoff Volume=0.008 af Runoff Depth=6.22" Tc=5.0 min CN=98 0.15 cfs Type II 24-hr 100 YR Rainfall=6.46"325-748 P-Site Printed 3/21/2023Prepared by CEC Inc Page 14HydroCAD® 10.20-2g s/n 01006 © 2022 HydroCAD Software Solutions LLC Summary for Subcatchment P-S: P-Site Runoff = 18.67 cfs @ 11.98 hrs, Volume= 1.088 af, Depth= 6.10" Routed to Pond DET : 96" Contech 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 * 1.998 98 Impervious * 0.141 80 Pervious, D 2.139 97 Weighted Average 0.141 6.59% Pervious Area 1.998 93.41% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 7.0 Direct Entry, Subcatchment P-S: P-Site Runoff Hydrograph Time (hours) 484644424038363432302826242220181614121086420Flow (cfs)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=2.139 ac Runoff Volume=1.088 af Runoff Depth=6.10" Tc=7.0 min CN=97 18.67 cfs Type II 24-hr 100 YR Rainfall=6.46"325-748 P-Site Printed 3/21/2023Prepared by CEC Inc Page 15HydroCAD® 10.20-2g s/n 01006 © 2022 HydroCAD Software Solutions LLC Summary for Pond DET: 96" Contech Inflow Area = 2.139 ac, 93.41% Impervious, Inflow Depth = 6.10" for 100 YR event Inflow = 18.67 cfs @ 11.98 hrs, Volume= 1.088 af Outflow = 0.65 cfs @ 13.63 hrs, Volume= 0.888 af, Atten= 97%, Lag= 99.5 min Primary = 0.65 cfs @ 13.63 hrs, Volume= 0.888 af Routed to Link RR : Rangeline Road Routing by Dyn-Stor-Ind method, Time Span= 0.00-48.00 hrs, dt= 0.05 hrs Peak Elev= 831.95' @ 13.63 hrs Surf.Area= 5,100 sf Storage= 31,464 cf Plug-Flow detention time= 708.6 min calculated for 0.887 af (82% of inflow) Center-of-Mass det. time= 632.6 min ( 1,380.3 - 747.7 ) Volume Invert Avail.Storage Storage Description #1 823.00' 9,553 cf Custom Stage Data (Prismatic) Listed below (Recalc) 45,900 cf Overall - 22,016 cf Embedded = 23,884 cf x 40.0% Voids #2 823.00' 22,016 cf 96.0" Round Pipe Storage x 3 Inside #1 L= 146.0' 31,570 cf Total Available Storage Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 823.00 5,100 0 0 832.00 5,100 45,900 45,900 Device Routing Invert Outlet Devices #1 Primary 822.87'21.0" Round Culvert L= 78.0' Ke= 0.500 Inlet / Outlet Invert= 822.87' / 822.48' S= 0.0050 '/' Cc= 0.900 n= 0.013, Flow Area= 2.41 sf #2 Device 1 822.98'1.7" Vert. Orifice/Grate C= 0.600 Limited to weir flow at low heads #3 Device 1 828.20'2.9" Vert. Orifice/Grate C= 0.600 Limited to weir flow at low heads #4 Device 2 823.00'21.0" Round Culvert L= 5.0' Ke= 0.500 Inlet / Outlet Invert= 823.00' / 822.98' S= 0.0040 '/' Cc= 0.900 n= 0.013, Flow Area= 2.41 sf Primary OutFlow Max=0.65 cfs @ 13.63 hrs HW=831.95' TW=0.00' (Dynamic Tailwater) 1=Culvert (Passes 0.65 cfs of 32.87 cfs potential flow) 2=Orifice/Grate (Orifice Controls 0.23 cfs @ 14.36 fps) 4=Culvert (Passes 0.23 cfs of 32.91 cfs potential flow) 3=Orifice/Grate (Orifice Controls 0.42 cfs @ 9.17 fps) Type II 24-hr 100 YR Rainfall=6.46"325-748 P-Site Printed 3/21/2023Prepared by CEC Inc Page 16HydroCAD® 10.20-2g s/n 01006 © 2022 HydroCAD Software Solutions LLC Pond DET: 96" Contech Inflow Primary Hydrograph Time (hours) 484644424038363432302826242220181614121086420Flow (cfs)20 19 18 17 16 15 14 13 12 11 10 9 8 7 6 5 4 3 2 1 0 Inflow Area=2.139 ac Peak Elev=831.95' Storage=31,464 cf 18.67 cfs 0.65 cfs Type II 24-hr 100 YR Rainfall=6.46"325-748 P-Site Printed 3/21/2023Prepared by CEC Inc Page 17HydroCAD® 10.20-2g s/n 01006 © 2022 HydroCAD Software Solutions LLC Summary for Link RR: Rangeline Road Inflow Area = 2.155 ac, 93.46% Impervious, Inflow Depth > 4.99" for 100 YR event Inflow = 0.65 cfs @ 13.57 hrs, Volume= 0.897 af Primary = 0.65 cfs @ 13.57 hrs, Volume= 0.897 af, Atten= 0%, Lag= 0.0 min Primary outflow = Inflow, Time Span= 0.00-48.00 hrs, dt= 0.05 hrs Link RR: Rangeline Road Inflow Primary 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 Inflow Area=2.155 ac 0.65 cfs 0.65 cfs DD Direct Discharge P-S P-Site DET 96" Contech RR Rangeline Road Routing Diagram for 325-748 P-Site-2 in Prepared by CEC Inc, Printed 3/21/2023 HydroCAD® 10.20-2g s/n 01006 © 2022 HydroCAD Software Solutions LLC Subcat Reach Pond Link Type II 24-hr 100 YR Rainfall=6.46"325-748 P-Site-2 in Printed 3/21/2023Prepared by CEC Inc HydroCAD® 10.20-2g s/n 01006 © 2022 HydroCAD Software Solutions LLC Events for Link RR: Rangeline Road Event Inflow (cfs) Primary (cfs) Depth (inches) 2 YR 0.22 0.22 2.52 10 YR 0.26 0.26 3.25 100 YR 0.63 0.63 5.50 Type II 24-hr 100 YR Rainfall=6.46"325-748 P-Site-2 in Printed 3/21/2023Prepared by CEC Inc HydroCAD® 10.20-2g s/n 01006 © 2022 HydroCAD Software Solutions LLC Hydrograph for Pond DET: 96" Contech Time (hours) Inflow (cfs) Storage (cubic-feet) Elevation (feet) Primary (cfs) 0.00 0.00 0 823.00 0.00 1.00 0.00 0 823.00 0.00 2.00 0.05 95 823.04 0.01 3.00 0.09 305 823.13 0.03 4.00 0.12 572 823.23 0.04 5.00 0.16 903 823.35 0.06 6.00 0.19 1,315 823.48 0.07 7.00 0.23 1,806 823.64 0.08 8.00 0.26 2,372 823.82 0.09 9.00 0.38 3,149 824.05 0.10 10.00 0.48 4,222 824.35 0.12 11.00 0.86 6,057 824.84 0.14 12.00 17.00 20,673 828.44 0.32 13.00 0.87 28,480 830.60 0.62 14.00 0.51 28,612 830.65 0.63 15.00 0.40 28,005 830.45 0.61 16.00 0.31 27,146 830.18 0.58 17.00 0.27 26,146 829.89 0.55 18.00 0.24 25,139 829.60 0.52 19.00 0.21 24,132 829.33 0.49 20.00 0.17 23,135 829.07 0.45 21.00 0.16 22,194 828.83 0.41 22.00 0.16 21,373 828.62 0.37 23.00 0.15 20,685 828.45 0.32 24.00 0.14 20,163 828.32 0.27 25.00 0.00 19,340 828.11 0.24 26.00 0.00 18,499 827.91 0.23 27.00 0.00 17,675 827.70 0.23 28.00 0.00 16,869 827.51 0.22 29.00 0.00 16,081 827.32 0.22 30.00 0.00 15,309 827.13 0.21 31.00 0.00 14,555 826.95 0.21 32.00 0.00 13,818 826.77 0.20 33.00 0.00 13,099 826.60 0.20 34.00 0.00 12,397 826.43 0.19 35.00 0.00 11,712 826.26 0.19 36.00 0.00 11,044 826.10 0.18 37.00 0.00 10,394 825.94 0.18 38.00 0.00 9,762 825.78 0.17 39.00 0.00 9,147 825.63 0.17 40.00 0.00 8,550 825.48 0.16 41.00 0.00 7,971 825.33 0.16 42.00 0.00 7,410 825.19 0.15 43.00 0.00 6,868 825.05 0.15 44.00 0.00 6,343 824.92 0.14 45.00 0.00 5,838 824.78 0.14 46.00 0.00 5,351 824.66 0.13 47.00 0.00 4,884 824.53 0.13 48.00 0.00 4,435 824.41 0.12 325-748 P-Site-2 in Printed 3/21/2023Prepared by CEC Inc Page 2HydroCAD® 10.20-2g s/n 01006 © 2022 HydroCAD Software Solutions LLC Area Listing (all nodes) Area (acres) CN Description (subcatchment-numbers) 1.888 98 Impervious (DD, P-S) 0.141 80 Pervious, D (P-S) 2.029 97 TOTAL AREA Type II 24-hr 2 YR Rainfall=2.90"325-748 P-Site-2 in Printed 3/21/2023Prepared by CEC Inc Page 3HydroCAD® 10.20-2g s/n 01006 © 2022 HydroCAD Software Solutions LLC Summary for Subcatchment DD: Direct Discharge Runoff = 0.07 cfs @ 11.95 hrs, Volume= 0.004 af, Depth= 2.67" Routed to Link RR : Rangeline Road 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 * 0.016 98 Impervious 0.016 100.00% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, Subcatchment DD: Direct Discharge Runoff Hydrograph Time (hours) 484644424038363432302826242220181614121086420Flow (cfs)0.07 0.065 0.06 0.055 0.05 0.045 0.04 0.035 0.03 0.025 0.02 0.015 0.01 0.005 0 Type II 24-hr 2 YR Rainfall=2.90" Runoff Area=0.016 ac Runoff Volume=0.004 af Runoff Depth=2.67" Tc=5.0 min CN=98 0.07 cfs Type II 24-hr 2 YR Rainfall=2.90"325-748 P-Site-2 in Printed 3/21/2023Prepared by CEC Inc Page 4HydroCAD® 10.20-2g s/n 01006 © 2022 HydroCAD Software Solutions LLC Summary for Subcatchment P-S: P-Site Runoff = 7.70 cfs @ 11.98 hrs, Volume= 0.429 af, Depth= 2.56" Routed to Pond DET : 96" Contech 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 * 1.872 98 Impervious * 0.141 80 Pervious, D 2.013 97 Weighted Average 0.141 7.00% Pervious Area 1.872 93.00% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 7.0 Direct Entry, Subcatchment P-S: P-Site Runoff Hydrograph Time (hours) 484644424038363432302826242220181614121086420Flow (cfs)8 7 6 5 4 3 2 1 0 Type II 24-hr 2 YR Rainfall=2.90" Runoff Area=2.013 ac Runoff Volume=0.429 af Runoff Depth=2.56" Tc=7.0 min CN=97 7.70 cfs Type II 24-hr 2 YR Rainfall=2.90"325-748 P-Site-2 in Printed 3/21/2023Prepared by CEC Inc Page 5HydroCAD® 10.20-2g s/n 01006 © 2022 HydroCAD Software Solutions LLC Summary for Pond DET: 96" Contech Inflow Area = 2.013 ac, 93.00% Impervious, Inflow Depth = 2.56" for 2 YR event Inflow = 7.70 cfs @ 11.98 hrs, Volume= 0.429 af Outflow = 0.19 cfs @ 14.70 hrs, Volume= 0.422 af, Atten= 98%, Lag= 163.1 min Primary = 0.19 cfs @ 14.70 hrs, Volume= 0.422 af Routed to Link RR : Rangeline Road Routing by Dyn-Stor-Ind method, Time Span= 0.00-48.00 hrs, dt= 0.05 hrs Peak Elev= 826.37' @ 14.70 hrs Surf.Area= 5,100 sf Storage= 12,158 cf Plug-Flow detention time= 736.7 min calculated for 0.421 af (98% of inflow) Center-of-Mass det. time= 726.0 min ( 1,491.9 - 765.9 ) Volume Invert Avail.Storage Storage Description #1 823.00' 9,553 cf Custom Stage Data (Prismatic) Listed below (Recalc) 45,900 cf Overall - 22,016 cf Embedded = 23,884 cf x 40.0% Voids #2 823.00' 22,016 cf 96.0" Round Pipe Storage x 3 Inside #1 L= 146.0' 31,570 cf Total Available Storage Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 823.00 5,100 0 0 832.00 5,100 45,900 45,900 Device Routing Invert Outlet Devices #1 Primary 822.87'21.0" Round Culvert L= 78.0' Ke= 0.500 Inlet / Outlet Invert= 822.87' / 822.48' S= 0.0050 '/' Cc= 0.900 n= 0.013, Flow Area= 2.41 sf #2 Device 1 822.98'2.0" Vert. Orifice/Grate C= 0.600 Limited to weir flow at low heads #3 Device 1 828.20'2.9" Vert. Orifice/Grate C= 0.600 Limited to weir flow at low heads #4 Device 2 823.00'21.0" Round Culvert L= 5.0' Ke= 0.500 Inlet / Outlet Invert= 823.00' / 822.98' S= 0.0040 '/' Cc= 0.900 n= 0.013, Flow Area= 2.41 sf Primary OutFlow Max=0.19 cfs @ 14.70 hrs HW=826.37' TW=0.00' (Dynamic Tailwater) 1=Culvert (Passes 0.19 cfs of 17.31 cfs potential flow) 2=Orifice/Grate (Orifice Controls 0.19 cfs @ 8.75 fps) 4=Culvert (Passes 0.19 cfs of 18.29 cfs potential flow) 3=Orifice/Grate ( Controls 0.00 cfs) Type II 24-hr 2 YR Rainfall=2.90"325-748 P-Site-2 in Printed 3/21/2023Prepared by CEC Inc Page 6HydroCAD® 10.20-2g s/n 01006 © 2022 HydroCAD Software Solutions LLC Pond DET: 96" Contech Inflow Primary Hydrograph Time (hours) 484644424038363432302826242220181614121086420Flow (cfs)8 7 6 5 4 3 2 1 0 Inflow Area=2.013 ac Peak Elev=826.37' Storage=12,158 cf 7.70 cfs 0.19 cfs Type II 24-hr 2 YR Rainfall=2.90"325-748 P-Site-2 in Printed 3/21/2023Prepared by CEC Inc Page 7HydroCAD® 10.20-2g s/n 01006 © 2022 HydroCAD Software Solutions LLC Summary for Link RR: Rangeline Road Inflow Area = 2.029 ac, 93.05% Impervious, Inflow Depth > 2.52" for 2 YR event Inflow = 0.22 cfs @ 11.98 hrs, Volume= 0.425 af Primary = 0.22 cfs @ 11.98 hrs, Volume= 0.425 af, Atten= 0%, Lag= 0.0 min Primary outflow = Inflow, Time Span= 0.00-48.00 hrs, dt= 0.05 hrs Link RR: Rangeline Road Inflow Primary Hydrograph Time (hours) 484644424038363432302826242220181614121086420Flow (cfs)0.24 0.23 0.22 0.21 0.2 0.19 0.18 0.17 0.16 0.15 0.14 0.13 0.12 0.11 0.1 0.09 0.08 0.07 0.06 0.05 0.04 0.03 0.02 0.01 0 Inflow Area=2.029 ac 0.22 cfs 0.22 cfs Type II 24-hr 10 YR Rainfall=3.83"325-748 P-Site-2 in Printed 3/21/2023Prepared by CEC Inc Page 8HydroCAD® 10.20-2g s/n 01006 © 2022 HydroCAD Software Solutions LLC Summary for Subcatchment DD: Direct Discharge Runoff = 0.09 cfs @ 11.95 hrs, Volume= 0.005 af, Depth= 3.60" Routed to Link RR : Rangeline Road 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 * 0.016 98 Impervious 0.016 100.00% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, Subcatchment DD: Direct Discharge Runoff Hydrograph Time (hours) 484644424038363432302826242220181614121086420Flow (cfs)0.095 0.09 0.085 0.08 0.075 0.07 0.065 0.06 0.055 0.05 0.045 0.04 0.035 0.03 0.025 0.02 0.015 0.01 0.005 0 Type II 24-hr 10 YR Rainfall=3.83" Runoff Area=0.016 ac Runoff Volume=0.005 af Runoff Depth=3.60" Tc=5.0 min CN=98 0.09 cfs Type II 24-hr 10 YR Rainfall=3.83"325-748 P-Site-2 in Printed 3/21/2023Prepared by CEC Inc Page 9HydroCAD® 10.20-2g s/n 01006 © 2022 HydroCAD Software Solutions LLC Summary for Subcatchment P-S: P-Site Runoff = 10.30 cfs @ 11.98 hrs, Volume= 0.584 af, Depth= 3.48" Routed to Pond DET : 96" Contech 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 * 1.872 98 Impervious * 0.141 80 Pervious, D 2.013 97 Weighted Average 0.141 7.00% Pervious Area 1.872 93.00% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 7.0 Direct Entry, Subcatchment P-S: P-Site Runoff Hydrograph Time (hours) 484644424038363432302826242220181614121086420Flow (cfs)11 10 9 8 7 6 5 4 3 2 1 0 Type II 24-hr 10 YR Rainfall=3.83" Runoff Area=2.013 ac Runoff Volume=0.584 af Runoff Depth=3.48" Tc=7.0 min CN=97 10.30 cfs Type II 24-hr 10 YR Rainfall=3.83"325-748 P-Site-2 in Printed 3/21/2023Prepared by CEC Inc Page 10HydroCAD® 10.20-2g s/n 01006 © 2022 HydroCAD Software Solutions LLC Summary for Pond DET: 96" Contech Inflow Area = 2.013 ac, 93.00% Impervious, Inflow Depth = 3.48" for 10 YR event Inflow = 10.30 cfs @ 11.98 hrs, Volume= 0.584 af Outflow = 0.22 cfs @ 15.27 hrs, Volume= 0.544 af, Atten= 98%, Lag= 197.5 min Primary = 0.22 cfs @ 15.27 hrs, Volume= 0.544 af Routed to Link RR : Rangeline Road Routing by Dyn-Stor-Ind method, Time Span= 0.00-48.00 hrs, dt= 0.05 hrs Peak Elev= 827.56' @ 15.27 hrs Surf.Area= 5,100 sf Storage= 17,077 cf Plug-Flow detention time= 830.4 min calculated for 0.544 af (93% of inflow) Center-of-Mass det. time= 792.5 min ( 1,551.3 - 758.8 ) Volume Invert Avail.Storage Storage Description #1 823.00' 9,553 cf Custom Stage Data (Prismatic) Listed below (Recalc) 45,900 cf Overall - 22,016 cf Embedded = 23,884 cf x 40.0% Voids #2 823.00' 22,016 cf 96.0" Round Pipe Storage x 3 Inside #1 L= 146.0' 31,570 cf Total Available Storage Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 823.00 5,100 0 0 832.00 5,100 45,900 45,900 Device Routing Invert Outlet Devices #1 Primary 822.87'21.0" Round Culvert L= 78.0' Ke= 0.500 Inlet / Outlet Invert= 822.87' / 822.48' S= 0.0050 '/' Cc= 0.900 n= 0.013, Flow Area= 2.41 sf #2 Device 1 822.98'2.0" Vert. Orifice/Grate C= 0.600 Limited to weir flow at low heads #3 Device 1 828.20'2.9" Vert. Orifice/Grate C= 0.600 Limited to weir flow at low heads #4 Device 2 823.00'21.0" Round Culvert L= 5.0' Ke= 0.500 Inlet / Outlet Invert= 823.00' / 822.98' S= 0.0040 '/' Cc= 0.900 n= 0.013, Flow Area= 2.41 sf Primary OutFlow Max=0.22 cfs @ 15.27 hrs HW=827.56' TW=0.00' (Dynamic Tailwater) 1=Culvert (Passes 0.22 cfs of 21.59 cfs potential flow) 2=Orifice/Grate (Orifice Controls 0.22 cfs @ 10.21 fps) 4=Culvert (Passes 0.22 cfs of 22.23 cfs potential flow) 3=Orifice/Grate ( Controls 0.00 cfs) Type II 24-hr 10 YR Rainfall=3.83"325-748 P-Site-2 in Printed 3/21/2023Prepared by CEC Inc Page 11HydroCAD® 10.20-2g s/n 01006 © 2022 HydroCAD Software Solutions LLC Pond DET: 96" Contech Inflow Primary Hydrograph Time (hours) 484644424038363432302826242220181614121086420Flow (cfs)11 10 9 8 7 6 5 4 3 2 1 0 Inflow Area=2.013 ac Peak Elev=827.56' Storage=17,077 cf 10.30 cfs 0.22 cfs Type II 24-hr 10 YR Rainfall=3.83"325-748 P-Site-2 in Printed 3/21/2023Prepared by CEC Inc Page 12HydroCAD® 10.20-2g s/n 01006 © 2022 HydroCAD Software Solutions LLC Summary for Link RR: Rangeline Road Inflow Area = 2.029 ac, 93.05% Impervious, Inflow Depth > 3.25" for 10 YR event Inflow = 0.26 cfs @ 11.97 hrs, Volume= 0.549 af Primary = 0.26 cfs @ 11.97 hrs, Volume= 0.549 af, Atten= 0%, Lag= 0.0 min Primary outflow = Inflow, Time Span= 0.00-48.00 hrs, dt= 0.05 hrs Link RR: Rangeline Road Inflow Primary Hydrograph Time (hours) 484644424038363432302826242220181614121086420Flow (cfs)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 Inflow Area=2.029 ac 0.26 cfs 0.26 cfs Type II 24-hr 100 YR Rainfall=6.46"325-748 P-Site-2 in Printed 3/21/2023Prepared by CEC Inc Page 13HydroCAD® 10.20-2g s/n 01006 © 2022 HydroCAD Software Solutions LLC Summary for Subcatchment DD: Direct Discharge Runoff = 0.15 cfs @ 11.95 hrs, Volume= 0.008 af, Depth= 6.22" Routed to Link RR : Rangeline Road 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 * 0.016 98 Impervious 0.016 100.00% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, Subcatchment DD: Direct Discharge Runoff Hydrograph Time (hours) 484644424038363432302826242220181614121086420Flow (cfs)0.16 0.15 0.14 0.13 0.12 0.11 0.1 0.09 0.08 0.07 0.06 0.05 0.04 0.03 0.02 0.01 0 Type II 24-hr 100 YR Rainfall=6.46" Runoff Area=0.016 ac Runoff Volume=0.008 af Runoff Depth=6.22" Tc=5.0 min CN=98 0.15 cfs Type II 24-hr 100 YR Rainfall=6.46"325-748 P-Site-2 in Printed 3/21/2023Prepared by CEC Inc Page 14HydroCAD® 10.20-2g s/n 01006 © 2022 HydroCAD Software Solutions LLC Summary for Subcatchment P-S: P-Site Runoff = 17.57 cfs @ 11.98 hrs, Volume= 1.024 af, Depth= 6.10" Routed to Pond DET : 96" Contech 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 * 1.872 98 Impervious * 0.141 80 Pervious, D 2.013 97 Weighted Average 0.141 7.00% Pervious Area 1.872 93.00% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 7.0 Direct Entry, Subcatchment P-S: P-Site Runoff Hydrograph Time (hours) 484644424038363432302826242220181614121086420Flow (cfs)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=2.013 ac Runoff Volume=1.024 af Runoff Depth=6.10" Tc=7.0 min CN=97 17.57 cfs Type II 24-hr 100 YR Rainfall=6.46"325-748 P-Site-2 in Printed 3/21/2023Prepared by CEC Inc Page 15HydroCAD® 10.20-2g s/n 01006 © 2022 HydroCAD Software Solutions LLC Summary for Pond DET: 96" Contech Inflow Area = 2.013 ac, 93.00% Impervious, Inflow Depth = 6.10" for 100 YR event Inflow = 17.57 cfs @ 11.98 hrs, Volume= 1.024 af Outflow = 0.63 cfs @ 13.57 hrs, Volume= 0.922 af, Atten= 96%, Lag= 95.6 min Primary = 0.63 cfs @ 13.57 hrs, Volume= 0.922 af Routed to Link RR : Rangeline Road Routing by Dyn-Stor-Ind method, Time Span= 0.00-48.00 hrs, dt= 0.05 hrs Peak Elev= 830.68' @ 13.57 hrs Surf.Area= 5,100 sf Storage= 28,704 cf Plug-Flow detention time= 712.3 min calculated for 0.921 af (90% of inflow) Center-of-Mass det. time= 661.3 min ( 1,408.9 - 747.7 ) Volume Invert Avail.Storage Storage Description #1 823.00' 9,553 cf Custom Stage Data (Prismatic) Listed below (Recalc) 45,900 cf Overall - 22,016 cf Embedded = 23,884 cf x 40.0% Voids #2 823.00' 22,016 cf 96.0" Round Pipe Storage x 3 Inside #1 L= 146.0' 31,570 cf Total Available Storage Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 823.00 5,100 0 0 832.00 5,100 45,900 45,900 Device Routing Invert Outlet Devices #1 Primary 822.87'21.0" Round Culvert L= 78.0' Ke= 0.500 Inlet / Outlet Invert= 822.87' / 822.48' S= 0.0050 '/' Cc= 0.900 n= 0.013, Flow Area= 2.41 sf #2 Device 1 822.98'2.0" Vert. Orifice/Grate C= 0.600 Limited to weir flow at low heads #3 Device 1 828.20'2.9" Vert. Orifice/Grate C= 0.600 Limited to weir flow at low heads #4 Device 2 823.00'21.0" Round Culvert L= 5.0' Ke= 0.500 Inlet / Outlet Invert= 823.00' / 822.98' S= 0.0040 '/' Cc= 0.900 n= 0.013, Flow Area= 2.41 sf Primary OutFlow Max=0.63 cfs @ 13.57 hrs HW=830.68' TW=0.00' (Dynamic Tailwater) 1=Culvert (Passes 0.63 cfs of 30.05 cfs potential flow) 2=Orifice/Grate (Orifice Controls 0.29 cfs @ 13.29 fps) 4=Culvert (Passes 0.29 cfs of 30.21 cfs potential flow) 3=Orifice/Grate (Orifice Controls 0.34 cfs @ 7.40 fps) Type II 24-hr 100 YR Rainfall=6.46"325-748 P-Site-2 in Printed 3/21/2023Prepared by CEC Inc Page 16HydroCAD® 10.20-2g s/n 01006 © 2022 HydroCAD Software Solutions LLC Pond DET: 96" Contech Inflow Primary Hydrograph Time (hours) 484644424038363432302826242220181614121086420Flow (cfs)19 18 17 16 15 14 13 12 11 10 9 8 7 6 5 4 3 2 1 0 Inflow Area=2.013 ac Peak Elev=830.68' Storage=28,704 cf 17.57 cfs 0.63 cfs Type II 24-hr 100 YR Rainfall=6.46"325-748 P-Site-2 in Printed 3/21/2023Prepared by CEC Inc Page 17HydroCAD® 10.20-2g s/n 01006 © 2022 HydroCAD Software Solutions LLC Summary for Link RR: Rangeline Road Inflow Area = 2.029 ac, 93.05% Impervious, Inflow Depth > 5.50" for 100 YR event Inflow = 0.63 cfs @ 13.50 hrs, Volume= 0.931 af Primary = 0.63 cfs @ 13.50 hrs, Volume= 0.931 af, Atten= 0%, Lag= 0.0 min Primary outflow = Inflow, Time Span= 0.00-48.00 hrs, dt= 0.05 hrs Link RR: Rangeline Road Inflow Primary 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 Inflow Area=2.029 ac 0.63 cfs 0.63 cfs APPENDIX G EMERGENCY OVERFLOW CALCULATIONS P-S P-Site DET 96" Contech 1.25x 1.25x Routing Diagram for 325-748 P-Site - EO Prepared by CEC Inc, Printed 3/21/2023 HydroCAD® 10.20-2g s/n 01006 © 2022 HydroCAD Software Solutions LLC Subcat Reach Pond Link Type II 24-hr 100 YR Rainfall=6.46"325-748 P-Site - EO Printed 3/21/2023Prepared by CEC Inc HydroCAD® 10.20-2g s/n 01006 © 2022 HydroCAD Software Solutions LLC Events for Pond DET: 96" Contech Event Inflow (cfs) Primary (cfs) Elevation (feet) Storage (cubic-feet) 100 YR 21.97 14.54 833.03 31,570 325-748 P-Site - EO Printed 3/21/2023Prepared by CEC Inc Page 2HydroCAD® 10.20-2g s/n 01006 © 2022 HydroCAD Software Solutions LLC Area Listing (all nodes) Area (acres) CN Description (subcatchment-numbers) 1.872 98 Impervious (P-S) 0.141 80 Pervious, D (P-S) 2.013 97 TOTAL AREA Type II 24-hr 100 YR Rainfall=6.46"325-748 P-Site - EO Printed 3/21/2023Prepared by CEC Inc Page 3HydroCAD® 10.20-2g s/n 01006 © 2022 HydroCAD Software Solutions LLC Summary for Subcatchment P-S: P-Site Runoff = 17.57 cfs @ 11.98 hrs, Volume= 1.024 af, Depth= 6.10" Routed to Link 1.25x : 1.25x 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 * 1.872 98 Impervious * 0.141 80 Pervious, D 2.013 97 Weighted Average 0.141 7.00% Pervious Area 1.872 93.00% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 7.0 Direct Entry, Subcatchment P-S: P-Site Runoff Hydrograph Time (hours) 484644424038363432302826242220181614121086420Flow (cfs)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=2.013 ac Runoff Volume=1.024 af Runoff Depth=6.10" Tc=7.0 min CN=97 17.57 cfs Type II 24-hr 100 YR Rainfall=6.46"325-748 P-Site - EO Printed 3/21/2023Prepared by CEC Inc Page 4HydroCAD® 10.20-2g s/n 01006 © 2022 HydroCAD Software Solutions LLC Summary for Pond DET: 96" Contech Inflow Area = 2.013 ac, 93.00% Impervious, Inflow Depth = 7.63" for 100 YR event Inflow = 21.97 cfs @ 11.98 hrs, Volume= 1.280 af Outflow = 14.54 cfs @ 12.06 hrs, Volume= 0.557 af, Atten= 34%, Lag= 5.1 min Primary = 14.54 cfs @ 12.06 hrs, Volume= 0.557 af Routed to nonexistent node RR Routing by Dyn-Stor-Ind method, Time Span= 0.00-48.00 hrs, dt= 0.05 hrs Peak Elev= 833.03' @ 12.07 hrs Surf.Area= 5,100 sf Storage= 31,570 cf Plug-Flow detention time= 295.9 min calculated for 0.557 af (44% of inflow) Center-of-Mass det. time= 153.9 min ( 901.5 - 747.7 ) Volume Invert Avail.Storage Storage Description #1 823.00' 9,553 cf Custom Stage Data (Prismatic) Listed below (Recalc) 45,900 cf Overall - 22,016 cf Embedded = 23,884 cf x 40.0% Voids #2 823.00' 22,016 cf 96.0" Round Pipe Storage x 3 Inside #1 L= 146.0' 31,570 cf Total Available Storage Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 823.00 5,100 0 0 832.00 5,100 45,900 45,900 Device Routing Invert Outlet Devices #1 Primary 822.87'24.0" Round Culvert L= 78.0' Ke= 0.500 Inlet / Outlet Invert= 822.87' / 822.48' S= 0.0050 '/' Cc= 0.900 n= 0.013, Flow Area= 3.14 sf #2 Device 1 831.95'5.0' long Sharp-Crested Rectangular Weir 2 End Contraction(s) #3 Device 2 823.00'24.0" Round Culvert L= 5.0' Ke= 0.500 Inlet / Outlet Invert= 823.00' / 822.98' S= 0.0040 '/' Cc= 0.900 n= 0.013, Flow Area= 3.14 sf Primary OutFlow Max=12.75 cfs @ 12.06 hrs HW=832.82' (Free Discharge) 1=Culvert (Passes 12.75 cfs of 45.25 cfs potential flow) 2=Sharp-Crested Rectangular Weir (Weir Controls 12.75 cfs @ 3.05 fps) 3=Culvert (Passes 12.75 cfs of 14.09 cfs potential flow) Type II 24-hr 100 YR Rainfall=6.46"325-748 P-Site - EO Printed 3/21/2023Prepared by CEC Inc Page 5HydroCAD® 10.20-2g s/n 01006 © 2022 HydroCAD Software Solutions LLC Pond DET: 96" Contech Inflow Primary 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 Inflow Area=2.013 ac Peak Elev=833.03' Storage=31,570 cf 21.97 cfs 14.54 cfs Type II 24-hr 100 YR Rainfall=6.46"325-748 P-Site - EO Printed 3/21/2023Prepared by CEC Inc Page 6HydroCAD® 10.20-2g s/n 01006 © 2022 HydroCAD Software Solutions LLC Summary for Link 1.25x: 1.25x Inflow Area = 2.013 ac, 93.00% Impervious, Inflow Depth = 6.10" for 100 YR event Inflow = 17.57 cfs @ 11.98 hrs, Volume= 1.024 af Primary = 21.97 cfs @ 11.98 hrs, Volume= 1.280 af, Atten= 0%, Lag= 0.0 min Routed to Pond DET : 96" Contech Primary outflow = Inflow x 1.25, Time Span= 0.00-48.00 hrs, dt= 0.05 hrs Link 1.25x: 1.25x Inflow Primary 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 Inflow Area=2.013 ac x 1.2517.57 cfs 21.97 cfs APPENDIX H WATER QUALITY CALCULATIONS Pipe Flow by Manning's Equation Civil & Environmental Consultants, Inc. Project Name:Rangeline Mixed-Use By:NPJ CEC Project No.:325-748 Date:2/2023 Description:Water Quality Flow Depth Checked By: Date: D = 1.00 ft n = 0.013 S = 0.0050 ft/ft A = 0.79 ft2 d = 0.89 ft Pw = 3.14 ft f =4.9309 rad Rh =0.25 ft A = 0.74 ft2 Q = 2.53 cfs Pw = 2.47 ft v = 3.22 ft/s Rh =0.30 ft Q = 2.68 cfs v = 3.63 ft/s d = 0.94 ft Q = 2.66 cfs f =5.2766 rad f =4.8576 rad A = 0.77 ft2 A = 0.73 ft2 Pw = 2.64 ft d = 0.87 ft Rh =0.29 ft Pw = 2.43 ft Q = 2.72 cfs Rh =0.30 ft v = 3.55 ft/s v = 3.64 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))] n source: Full Flow Maximum Flow Input Depth of Flow Input Flow Rate PIPE 173-641-Weir Height Calculation.xlsx WQ P-WQ Routing Diagram for 325-748 - WQ Prepared by CEC Inc, Printed 3/21/2023 HydroCAD® 10.20-2g s/n 01006 © 2022 HydroCAD Software Solutions LLC Subcat Reach Pond Link 325-748 - WQ Printed 3/21/2023Prepared by CEC Inc Page 2HydroCAD® 10.20-2g s/n 01006 © 2022 HydroCAD Software Solutions LLC Area Listing (all nodes) Area (acres) CN Description (subcatchment-numbers) 2.013 99 Curve Number (WQ) 2.013 99 TOTAL AREA Type II 24-hr WQ Rainfall=1.00"325-748 - WQ Printed 3/21/2023Prepared by CEC Inc Page 3HydroCAD® 10.20-2g s/n 01006 © 2022 HydroCAD Software Solutions LLC Summary for Subcatchment WQ: P-WQ Runoff = 2.66 cfs @ 11.98 hrs, Volume= 0.149 af, Depth= 0.89" 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 WQ Rainfall=1.00" Area (ac) CN Description * 2.013 99 Curve Number 2.013 100.00% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 7.0 Direct Entry, Subcatchment WQ: P-WQ Runoff Hydrograph Time (hours) 484644424038363432302826242220181614121086420Flow (cfs)2 1 0 Type II 24-hr WQ Rainfall=1.00" Runoff Area=2.013 ac Runoff Volume=0.149 af Runoff Depth=0.89" Tc=7.0 min CN=99 2.66 cfs Type II 24-hr WQ Rainfall=1.00"325-748 - WQ Printed 3/21/2023Prepared by CEC Inc HydroCAD® 10.20-2g s/n 01006 © 2022 HydroCAD Software Solutions LLC Events for Subcatchment WQ: P-WQ Event Rainfall (inches) Runoff (cfs) Volume (acre-feet) Depth (inches) WQ 1.00 2.66 0.149 0.89 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