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HomeMy WebLinkAboutDrainage Report Project: L’ETOILE 833 Main Street 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: Aaron Hurt, PE, AICP CEC Project 192-773 MAY 2020 February 20234 Drainage Report -ii- L’Etoile February 2024 TABLE OF CONTENTS 1.0 REPORT OVERVIEW .....................................................................................................1 2.0 PROJECT BACKGROUND.............................................................................................1 2.1 Existing conditions.................................................................................................. 1 2.1.1 FEMA Map ..................................................................................................2 2.1.2 Watershed Description .................................................................................2 2.1.3 Soils Map .....................................................................................................2 3.0 STORMWATER DESIGN ...............................................................................................2 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..........................................................................4 4.0 CONCLUSION ..................................................................................................................4 5.0 REFERENCES ...................................................................................................................4 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- L’Etoile February 2024 1.0 REPORT OVERVIEW This report establishes the stormwater quantity and quality requirements for the proposed L’Etoile redevelopment project located at 833 West Main Street. The existing site is currently a 1-story office building with surrounding parking lot. The proposed improvements to the site include a multi-story mixed-use building and parking garage. Through a system of internal drains, stormwater will be conveyed to an underground detention vault. The proposed improvements will provide stormwater detention and water quality treatment. 2.0 PROJECT BACKGROUND 2.1 EXISTING CONDITIONS The project site is located west of Guilford Road on West Main Street. The existing site’s subject parcel includes a brick building in the center of an asphalt parking lot. A 20’ drainage easement conveys runoff from Main Street through the western part of the site to the existing storm network south of the brick building. The rest of the site routes through one of the three inlets in the southwest corner of the site. 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. Ultimately stormwater runoff from the site drains through the existing storm sewer south of the project site and daylights into the county legal drain. Based on photographic evidence of the pipe it appears to be in working condition at the ditch. See image of 18” RCP outlet below. -2- L’Etoile February 2024 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 0.79 acres and proposes to construct a multi-use building, connecting sidewalks, and underground stormwater detention vault. The impervious area of the site will decrease by approximately 1,655 square feet (0.038 acres). Approximately 3.77 acres of offsite runoff is conveyed south through the site via storm sewer located within a dedicated 20’ easement. The proposed project will not add runoff to this storm sewer. The outlet control structure will allow offsite runoff to bypass through the detention system via the overflow weir. 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 0.79 acre site will be contained within the proposed stormwater detention. The total required detention was sized to be 12,890 ft3. The proposed detention provided is 21,091 ft3 to allow for 10% storage for sediment collection and allow for offsite runoff to bypass through the site. Detention will have restored over 90% of storage capacity at 48 hrs. 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 -3- L’Etoile February 2024 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) = 85.8 % Pervious (CN=80) = 14.2 = 85.8% × 98 + 14.2% × 80 = 95 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 3.84 5.17 8.90 Allowable Discharge Rates* 0.10 0.10 0.29 Proposed Pond Discharge Rates (Theoretical) 0.09 0.10 0.30 Actual Pond Discharge Rates (Actual 2” orifice) 0.14 0.17 0.37 Actual Site Discharge Rates (With Bypass Running Through Detention) 9.34 16.46 29.89 *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. 3.1.2 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 1.5” at an elevation of 838.92 and a 2.3” orifice at an elevation of 841.78. The actual orifice sizes will be a minimum of 2-inches per the Stormwater manual. The system will discharge to the storm sewer system in south of the site. Calculations can be found in Appendix F. 3.1.3 Emergency Overflow In the event that outlet devices are clogged or inoperable, the vault is designed with an overflow weir and the outlet pipes were sized to convey the emergency overflow. This weir does not require mechanical activation and is designed to control one and one-quarter times (1.25) the peak inflow discharge. The effect of the existing downstream 15” RCP south of the project site is included in the calculation. See Appendix G for calculations. -4- L’Etoile February 2024 3.1.4 Water Quality Treatment The water quality treatment is being provided by the proposed Aqua Swirl water quality treatment unit and storage settlement sump in the underground detention vault. 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-6 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 additional stormwater permits are required beyond the stormwater permit required by the City of Carmel. No adverse impacts are expected for upstream or downstream property owners. 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 USGS The National Map: Orthoimagery. Data refreshed April, 2019. National Flood H azard Layer FIR Mette 0 500 1,000 1,500 2,000250Feet Ü86°8'51.18"W 39°58'54.96"N 86°8'13.72"W 39°58'27.38"N SEE FIS REPORT FOR DETAILED LEGEND AND INDEX MAP FOR FIRM PANEL LAYOUT SPECIAL FLOODHAZARD AREAS Without Base Flood Elevation (BFE)Zone A, V, A99With BFE or Depth Zone AE, AO, AH, VE, AR Regulatory Floodway 0.2% Annual Chance Flood Hazard, Areasof 1% annual chance flood with averagedepth less than one foot or with drainageareas of less than one square mile Zone X Future Conditions 1% AnnualChance Flood Hazard Zone XArea with Reduced Flood Risk due toLevee. See Notes.Zone X Area with Flood Risk due to Levee Zone D NO SCREEN Area of Minimal Flood Hazard Zone X Area of Undetermined Flood Hazard Zone D Channel, Culvert, or Storm SewerLevee, Dike, or Floodwall Cross Sections with 1% Annual Chance17.5 Water Surface ElevationCoastal Transect Coastal Transect BaselineProfile BaselineHydrographic Feature Base Flood Elevation Line (BFE) Effective LOMRs Limit of StudyJurisdiction 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 theauthoritative NFHL web services provided by FEMA. This mapwas exported on 2/14/2020 at 9:57:58 AM and does notreflect changes or amendments subsequent to this date andtime. The NFHL and effective information may change orbecome superseded by new data over time. This map image is void if the one or more of the following mapelements 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 forunmapped and unmodernized areas cannot be used forregulatory purposes. Legend OTHER AREAS OFFLOOD HAZARD OTHER AREAS GENERALSTRUCTURES OTHERFEATURES MAP PANELS 8 1:6,000 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. 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 June 14, 2019 9 Custom Soil Resource Report Soil Map 442560844256174425626442563544256444425653442566244256714425680442560844256174425626442563544256444425653442566244256714425680573212 573221 573230 573239 573248 573257 573266 573212 573221 573230 573239 573248 573257 573266 39° 58' 41'' N 86° 8' 33'' W39° 58' 41'' N86° 8' 30'' W39° 58' 38'' N 86° 8' 33'' W39° 58' 38'' N 86° 8' 30'' WN Map projection: Web Mercator Corner coordinates: WGS84 Edge tics: UTM Zone 16N WGS84 0 15 30 60 90 Feet 0 5 10 20 30 Meters Map Scale: 1:366 if printed on A portrait (8.5" x 11") sheet. Soil Map may not be valid at this scale. Map Unit Legend Map Unit Symbol Map Unit Name Acres in AOI Percent of AOI CrA Crosby silt loam, fine-loamy subsoil, 0 to 2 percent slopes 0.5 76.7% MmB2 Miami silt loam, 2 to 6 percent slopes, eroded 0.1 23.3% Totals for Area of Interest 0.6 100.0% Map Unit Descriptions The map units delineated on the detailed soil maps in a soil survey represent the soils or miscellaneous areas in the survey area. The map unit descriptions, along with the maps, can be used to determine the composition and properties of a unit. A map unit delineation on a soil map represents an area dominated by one or more major kinds of soil or miscellaneous areas. A map unit is identified and named according to the taxonomic classification of the dominant soils. Within a taxonomic class there are precisely defined limits for the properties of the soils. On the landscape, however, the soils are natural phenomena, and they have the characteristic variability of all natural phenomena. Thus, the range of some observed properties may extend beyond the limits defined for a taxonomic class. Areas of soils of a single taxonomic class rarely, if ever, can be mapped without including areas of other taxonomic classes. Consequently, every map unit is made up of the soils or miscellaneous areas for which it is named and some minor components that belong to taxonomic classes other than those of the major soils. Most minor soils have properties similar to those of the dominant soil or soils in the map unit, and thus they do not affect use and management. These are called noncontrasting, or similar, components. They may or may not be mentioned in a particular map unit description. Other minor components, however, have properties and behavioral characteristics divergent enough to affect use or to require different management. These are called contrasting, or dissimilar, components. They generally are in small areas and could not be mapped separately because of the scale used. Some small areas of strongly contrasting soils or miscellaneous areas are identified by a special symbol on the maps. If included in the database for a given area, the contrasting minor components are identified in the map unit descriptions along with some characteristics of each. A few areas of minor components may not have been observed, and consequently they are not mentioned in the descriptions, especially where the pattern was so complex that it was impractical to make enough observations to identify all the soils and miscellaneous areas on the landscape. The presence of minor components in a map unit in no way diminishes the usefulness or accuracy of the data. The objective of mapping is not to delineate pure taxonomic classes but rather to separate the landscape into landforms or landform segments that have similar use and management requirements. The delineation of such segments on the map provides sufficient information for the development of resource plans. If intensive use of small areas is planned, however, Custom Soil Resource Report 11 Hamilton County, Indiana CrA—Crosby silt loam, fine-loamy subsoil, 0 to 2 percent slopes Map Unit Setting National map unit symbol: 2thy4 Elevation: 600 to 1,000 feet Mean annual precipitation: 36 to 44 inches Mean annual air temperature: 49 to 54 degrees F Frost-free period: 145 to 180 days Farmland classification: Prime farmland if drained Map Unit Composition Crosby and similar soils: 93 percent Minor components: 7 percent Estimates are based on observations, descriptions, and transects of the mapunit. Description of Crosby Setting Landform: Ground moraines, recessionial moraines, water-lain moraines Landform position (two-dimensional): Summit, backslope, footslope Landform position (three-dimensional): Interfluve, rise Down-slope shape: Convex, linear Across-slope shape: Linear, convex Parent material: Silty material or loess over loamy till Typical profile Ap - 0 to 10 inches: silt loam Btg - 10 to 17 inches: silty clay loam 2Bt - 17 to 29 inches: clay loam 2BCt - 29 to 36 inches: loam 2Cd - 36 to 79 inches: loam Properties and qualities Slope: 0 to 2 percent Depth to restrictive feature: 24 to 40 inches to densic material Natural drainage class: Somewhat poorly drained Runoff class: Medium Capacity of the most limiting layer to transmit water (Ksat): Low to moderately high (0.01 to 0.20 in/hr) Depth to water table: About 6 to 24 inches Frequency of flooding: None Frequency of ponding: None Calcium carbonate, maximum in profile: 55 percent Salinity, maximum in profile: Nonsaline to very slightly saline (0.0 to 2.0 mmhos/cm) Available water storage in profile: Moderate (about 6.5 inches) Interpretive groups Land capability classification (irrigated): None specified Land capability classification (nonirrigated): 2w Hydrologic Soil Group: C/D Hydric soil rating: No Custom Soil Resource Report 13 Minor Components Williamstown, eroded Percent of map unit: 5 percent Landform: Water-lain moraines, ground moraines, recessionial moraines Landform position (two-dimensional): Backslope, shoulder, summit Landform position (three-dimensional): Side slope, crest, head slope, nose slope, rise Down-slope shape: Convex, linear Across-slope shape: Linear, convex Hydric soil rating: No Treaty, drained Percent of map unit: 2 percent Landform: Depressions, water-lain moraines, swales Landform position (two-dimensional): Toeslope, footslope Landform position (three-dimensional): Base slope, dip Down-slope shape: Linear Across-slope shape: Concave Hydric soil rating: Yes MmB2—Miami silt loam, 2 to 6 percent slopes, eroded Map Unit Setting National map unit symbol: 2rkb2 Elevation: 180 to 370 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: All areas are prime farmland Map Unit Composition Miami, eroded, and similar soils: 85 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): Backslope, shoulder, 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 Custom Soil Resource Report 14 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 Natural 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 in profile: 45 percent Salinity, maximum in profile: Nonsaline to very slightly saline (0.0 to 2.0 mmhos/cm) Available water storage in profile: Low (about 5.8 inches) Interpretive groups Land capability classification (irrigated): None specified Land capability classification (nonirrigated): 2e Hydrologic Soil Group: C Other vegetative classification: Trees/Timber (Woody Vegetation) Hydric soil rating: No Minor Components 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 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 Other vegetative classification: Mixed/Transitional (Mixed Native Vegetation) Hydric soil rating: Yes Williamstown Percent of map unit: 5 percent Landform: Till plains Landform position (two-dimensional): Backslope, shoulder Landform position (three-dimensional): Side slope Down-slope shape: Convex Across-slope shape: Linear Other vegetative classification: Trees/Timber (Woody Vegetation) Hydric soil rating: No Custom Soil Resource Report 15 APPENDIX C EXISTING & PROPOSED WATERSHED MAPS NORTH 530 E. Ohio Street, Suite G - Indianapolis, IN 46204 317-655-7777 · 877-746-0749 www.cecinc.com DATE:DWG SCALE: DRAWN BY:CHECKED BY:APPROVED BY: PROJECT NO: FIGURE NO.: EXISTING DRAINAGE MAP 192-7731"=20'FEBRUARY 14, 2020 NPJ ACH C-1 STUDIO M ARCHITECTURE L'ETOILE 833 MAIN STREET CARMEL, INDIANA 530 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.: OVERALL DRAINAGE MAP 192-7731"=80'09/11/2023 NPJ ACH C-2 STUDIO M ARCHITECTURE L'ETOILE 833 MAIN STREET CARMEL, INDIANA 530 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.:DRAINAGE BASIN MAP192-7731"=50'09/11/2023HYCNPJC-4STUDIO M ARCHITECTUREL'ETOILE833 MAIN STREETCARMEL, INDIANA W. M A I N S T R E E T 530 E. Ohio Street, Suite G - Indianapolis, IN 46204 317-655-7777 · 877-746-0749 www.cecinc.com NORTH DATE:DWG SCALE: DRAWN BY:CHECKED BY:APPROVED BY: PROJECT NO: FIGURE NO.: DRAINAGE BASIN MAP 192-7731"=20'09/11/2023 NPJ ACH C-3 STUDIO M ARCHITECTURE L'ETOILE 833 MAIN STREET CARMEL, INDIANA 20,737 sf 3,698 sf 7,868 sf APPENDIX D STORM SEWER SIZING CALCULATIONS Civil & Environmental Consultants, Inc. By:HYC Project Name:L'Etoile Date:9/2023 CEC Project No.:192-773 Checked By:NPJ Description:Composite C Calculations Date: Runoff Coefficient 0.90 0.85 0.20 BASINS RD-1 Roof Surfaces Pavement Pervious Soil/Turf Total Total Composite (ft^2)(ft^2)(ft^2)(ft^2)(Acres)"C" 16,147 0 0 16,147 0.37 0.90 117 Roof Surfaces Pavement Pervious Soil/Turf Total Total Composite (ft^2)(ft^2)(ft^2)(ft^2)(Acres)"C" 0 3,243 0 3,243 0.07 0.85 116 Roof Surfaces Pavement Pervious Soil/Turf Total Total Composite (ft^2)(ft^2)(ft^2)(ft^2)(Acres)"C" 0 3,236 0 3,236 0.07 0.85 114 Roof Surfaces Pavement Pervious Soil/Turf Total Total Composite (ft^2)(ft^2)(ft^2)(ft^2)(Acres)"C" 0 562 1,518 2,080 0.05 0.38 E113 Roof Surfaces Pavement Pervious Soil/Turf Total Total Composite (ft^2)(ft^2)(ft^2)(ft^2)(Acres)"C" 7,868 20,737 3,698 32,303 0.74 0.79 112 Roof Surfaces Pavement Pervious Soil/Turf Total Total Composite (ft^2)(ft^2)(ft^2)(ft^2)(Acres)"C" 0 0 195 195 0.00 0.20 109 Roof Surfaces Pavement Pervious Soil/Turf Total Total Composite (ft^2)(ft^2)(ft^2)(ft^2)(Acres)"C" 0 0 2,228 2,228 0.05 0.20 All Watertight Roof Surfaces = Pavement = Slightly Pervious Soil (with Turf) = Civil & Environmental Consultants, Inc. By:HYC Project Name:L'Etoile Date:9/2023 CEC Project No.:192-773 Checked By:NPJ Description:Composite C Calculations Date: Runoff Coefficient 0.90 0.85 0.20 BASINS All Watertight Roof Surfaces = Pavement = Slightly Pervious Soil (with Turf) = 108 (A+B) Roof Surfaces Pavement Pervious Soil/Turf Total Total Composite (ft^2)(ft^2)(ft^2)(ft^2)(Acres)"C" 0 139,019 26,507 165,526 3.80 0.75 106 Roof Surfaces Pavement Pervious Soil/Turf Total Total Composite (ft^2)(ft^2)(ft^2)(ft^2)(Acres)"C" 0 10,760 1,785 12,545 0.29 0.76 105 Roof Surfaces Pavement Pervious Soil/Turf Total Total Composite (ft^2)(ft^2)(ft^2)(ft^2)(Acres)"C" 0 318 128 446 0.01 0.66 100 Roof Surfaces Pavement Pervious Soil/Turf Total Total Composite (ft^2)(ft^2)(ft^2)(ft^2)(Acres)"C" 0 0 735 735 0.02 0.20 Civil & Environmental Consultants, Inc. By:NPJ Project:L'Etoile Date:12/2023 CEC No.:192-773 Checked By: Date: 116 Depth Weir Orifice Casting Neenah R-3405 0.00 0.00 0.00 Area 1.5 ft2 0.05 0.13 0.82 Perimeter 7.9 ft 0.10 0.37 1.16 1/2 P 3.95 ft 0.15 0.69 1.42 1/2 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 = 7.35 0.50 4.19 2.59 C= 0.85 A= 0.07 0.44 109 Q= 0.07 114 0.14 116 0.44 117 0.44 108 Depth Weir Orifice Casting Neenah R-3405-D4 0.00 0.00 0.00 Area 3.5 ft2 0.05 0.17 1.91 Perimeter 10 ft 0.10 0.47 2.71 1/2 P 5 ft 0.15 0.87 3.31 1/2 A 1.75 ft2 0.20 1.34 3.83 Q=3.0*P*D^1.5 (Weir) 0.25 1.88 4.28 Q=4.89*A*D^0.5 (Orifice) 0.30 2.46 4.69 0.35 3.11 5.06 0.40 3.79 5.41 0.45 4.53 5.74 i = 7.35 0.50 5.30 6.05 C= 0.72 A= 0.71 3.76 106 Q= 1.62 108 3.76 Structure Number Q= C x I x A = Sump Grates Ponding Depth Calculation Structure Number Q=CiA GRATE FLOW IN CFS Q=CiA GRATE FLOW IN CFS 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 1.00 2.00 3.00 4.00 5.00 6.00 7.00 0.00 0.20 0.40 0.60Discharge, cfsDepth Over Grate, ft Grate Discharge Weir Orifice P:\2019\192-773\-Calculations\Drainage\Proposed\Storm Sewer Sizing\325-911 Grate Inlet Capacities.xlsxGrate Capacity - 12/14/2023 105 Depth Weir Orifice Casting Neenah R-2502 0.00 0.00 0.00 Area 0.9 ft2 0.05 0.17 1.91 Perimeter 6 ft 0.10 0.47 2.71 1/2 P 3 ft 0.15 0.87 3.31 1/2 A 0.45 ft2 0.20 1.34 3.83 Q=3.0*P*D^1.5 (Weir) 0.25 1.88 4.28 Q=4.89*A*D^0.5 (Orifice) 0.30 2.46 4.69 0.35 3.11 5.06 0.40 3.79 5.41 0.45 4.53 5.74 i = 7.35 0.50 5.30 6.05 C= 0.66 A= 0.01 0.05 105 Q= 0.05 Q= C x I x A = GRATE FLOW IN CFS Q=CiA Sump Grates Ponding Depth Calculation Structure Number 0.00 1.00 2.00 3.00 4.00 5.00 6.00 7.00 0.00 0.20 0.40 0.60Discharge, cfsDepth Over Grate, ft Grate Discharge Weir Orifice P:\2019\192-773\-Calculations\Drainage\Proposed\Storm Sewer Sizing\325-911 Grate Inlet Capacities.xlsxGrate Capacity - 12/14/2023 Swale 100 Basin 100 Swale South Swale Routing Diagram for 192-773 Proposed - South Swale Prepared by CEC Inc, Printed 9/13/2023 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"192-773 Proposed - South Swale Printed 9/13/2023Prepared by CEC Inc HydroCAD® 10.20-2g s/n 01006 © 2022 HydroCAD Software Solutions LLC Events for Subcatchment 100: Basin 100 Event Rainfall (inches) Runoff (cfs) Volume (acre-feet) Depth (inches) 2 YR 2.90 0.04 0.002 1.18 10 YR 3.83 0.06 0.003 1.90 100 YR 6.46 0.12 0.006 4.20 Type II 24-hr 100 YR Rainfall=6.46"192-773 Proposed - South Swale Printed 9/13/2023Prepared by CEC Inc HydroCAD® 10.20-2g s/n 01006 © 2022 HydroCAD Software Solutions LLC Events for Reach Swale: South Swale Event Inflow (cfs) Outflow (cfs) Elevation (feet) Storage (cubic-feet) 2 YR 0.04 0.03 843.32 10 10 YR 0.06 0.05 843.36 15 100 YR 0.12 0.10 843.45 28 192-773 Proposed - South Swale Printed 9/13/2023Prepared 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) 0.017 80 >75% Grass cover, Good, HSG D (100) 0.017 80 TOTAL AREA Type II 24-hr 2 YR Rainfall=2.90"192-773 Proposed - South Swale Printed 9/13/2023Prepared by CEC Inc Page 3HydroCAD® 10.20-2g s/n 01006 © 2022 HydroCAD Software Solutions LLC Summary for Subcatchment 100: Basin 100 Runoff = 0.04 cfs @ 11.96 hrs, Volume= 0.002 af, Depth= 1.18" Routed to Reach Swale : South Swale 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 (sf) CN Description 735 80 >75% Grass cover, Good, HSG D 735 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, Subcatchment 100: Basin 100 Runoff Hydrograph Time (hours) 484644424038363432302826242220181614121086420Flow (cfs)0.04 0.038 0.036 0.034 0.032 0.03 0.028 0.026 0.024 0.022 0.02 0.018 0.016 0.014 0.012 0.01 0.008 0.006 0.004 0.002 0 Type II 24-hr 2 YR Rainfall=2.90" Runoff Area=735 sf Runoff Volume=0.002 af Runoff Depth=1.18" Tc=5.0 min CN=80 0.04 cfs Type II 24-hr 2 YR Rainfall=2.90"192-773 Proposed - South Swale Printed 9/13/2023Prepared by CEC Inc Page 4HydroCAD® 10.20-2g s/n 01006 © 2022 HydroCAD Software Solutions LLC Summary for Reach Swale: South Swale Inflow Area = 0.017 ac, 0.00% Impervious, Inflow Depth = 1.18" for 2 YR event Inflow = 0.04 cfs @ 11.96 hrs, Volume= 0.002 af Outflow = 0.03 cfs @ 12.12 hrs, Volume= 0.002 af, Atten= 23%, Lag= 9.4 min Routing by Stor-Ind+Trans method, Time Span= 0.00-48.00 hrs, dt= 0.05 hrs Max. Velocity= 0.22 fps, Min. Travel Time= 6.2 min Avg. Velocity = 0.09 fps, Avg. Travel Time= 15.4 min Peak Storage= 10 cf @ 12.02 hrs Average Depth at Peak Storage= 0.21' , Surface Width= 1.24' Bank-Full Depth= 2.13' Flow Area= 12.7 sf, Capacity= 13.43 cfs Custom cross-section, Length= 80.2' Slope= 0.0107 '/' (101 Elevation Intervals) Constant n= 0.150 Sheet flow over Short Grass Inlet Invert= 843.11', Outlet Invert= 842.25' Offset Elevation Chan.Depth (feet) (feet) (feet) -8.00 844.38 0.00 0.00 842.25 2.13 2.80 843.50 0.88 2.81 844.38 0.00 Depth End Area Perim. Width Storage Discharge (feet) (sq-ft) (feet) (feet) (cubic-feet) (cfs) 0.00 0.0 0.0 0.0 0 0.00 1.25 4.7 7.9 7.5 376 3.38 2.13 12.7 12.2 10.8 1,022 13.43 Type II 24-hr 2 YR Rainfall=2.90"192-773 Proposed - South Swale Printed 9/13/2023Prepared by CEC Inc Page 5HydroCAD® 10.20-2g s/n 01006 © 2022 HydroCAD Software Solutions LLC Reach Swale: South Swale Inflow Outflow Hydrograph Time (hours) 484644424038363432302826242220181614121086420Flow (cfs)0.04 0.038 0.036 0.034 0.032 0.03 0.028 0.026 0.024 0.022 0.02 0.018 0.016 0.014 0.012 0.01 0.008 0.006 0.004 0.002 0 Inflow Area=0.017 ac Avg. Flow Depth=0.21' Max Vel=0.22 fps n=0.150 L=80.2' S=0.0107 '/' Capacity=13.43 cfs 0.04 cfs 0.03 cfs Reach Swale: South Swale Primary Stage-Discharge Discharge (cfs) 131211109876543210Depth (feet)2 1 0 Type II 24-hr 10 YR Rainfall=3.83"192-773 Proposed - South Swale Printed 9/13/2023Prepared by CEC Inc Page 6HydroCAD® 10.20-2g s/n 01006 © 2022 HydroCAD Software Solutions LLC Summary for Subcatchment 100: Basin 100 Runoff = 0.06 cfs @ 11.96 hrs, Volume= 0.003 af, Depth= 1.90" Routed to Reach Swale : South Swale 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 (sf) CN Description 735 80 >75% Grass cover, Good, HSG D 735 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, Subcatchment 100: Basin 100 Runoff Hydrograph Time (hours) 484644424038363432302826242220181614121086420Flow (cfs)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=735 sf Runoff Volume=0.003 af Runoff Depth=1.90" Tc=5.0 min CN=80 0.06 cfs Type II 24-hr 10 YR Rainfall=3.83"192-773 Proposed - South Swale Printed 9/13/2023Prepared by CEC Inc Page 7HydroCAD® 10.20-2g s/n 01006 © 2022 HydroCAD Software Solutions LLC Summary for Reach Swale: South Swale Inflow Area = 0.017 ac, 0.00% Impervious, Inflow Depth = 1.90" for 10 YR event Inflow = 0.06 cfs @ 11.96 hrs, Volume= 0.003 af Outflow = 0.05 cfs @ 12.10 hrs, Volume= 0.003 af, Atten= 20%, Lag= 8.5 min Routing by Stor-Ind+Trans method, Time Span= 0.00-48.00 hrs, dt= 0.05 hrs Max. Velocity= 0.25 fps, Min. Travel Time= 5.4 min Avg. Velocity = 0.09 fps, Avg. Travel Time= 14.2 min Peak Storage= 15 cf @ 12.01 hrs Average Depth at Peak Storage= 0.25' , Surface Width= 1.51' Bank-Full Depth= 2.13' Flow Area= 12.7 sf, Capacity= 13.43 cfs Custom cross-section, Length= 80.2' Slope= 0.0107 '/' (101 Elevation Intervals) Constant n= 0.150 Sheet flow over Short Grass Inlet Invert= 843.11', Outlet Invert= 842.25' Offset Elevation Chan.Depth (feet) (feet) (feet) -8.00 844.38 0.00 0.00 842.25 2.13 2.80 843.50 0.88 2.81 844.38 0.00 Depth End Area Perim. Width Storage Discharge (feet) (sq-ft) (feet) (feet) (cubic-feet) (cfs) 0.00 0.0 0.0 0.0 0 0.00 1.25 4.7 7.9 7.5 376 3.38 2.13 12.7 12.2 10.8 1,022 13.43 Type II 24-hr 10 YR Rainfall=3.83"192-773 Proposed - South Swale Printed 9/13/2023Prepared by CEC Inc Page 8HydroCAD® 10.20-2g s/n 01006 © 2022 HydroCAD Software Solutions LLC Reach Swale: South Swale Inflow Outflow Hydrograph Time (hours) 484644424038363432302826242220181614121086420Flow (cfs)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 Inflow Area=0.017 ac Avg. Flow Depth=0.25' Max Vel=0.25 fps n=0.150 L=80.2' S=0.0107 '/' Capacity=13.43 cfs 0.06 cfs 0.05 cfs Reach Swale: South Swale Primary Stage-Discharge Discharge (cfs) 131211109876543210Depth (feet)2 1 0 Type II 24-hr 100 YR Rainfall=6.46"192-773 Proposed - South Swale Printed 9/13/2023Prepared by CEC Inc Page 9HydroCAD® 10.20-2g s/n 01006 © 2022 HydroCAD Software Solutions LLC Summary for Subcatchment 100: Basin 100 Runoff = 0.12 cfs @ 11.95 hrs, Volume= 0.006 af, Depth= 4.20" Routed to Reach Swale : South Swale 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 (sf) CN Description 735 80 >75% Grass cover, Good, HSG D 735 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, Subcatchment 100: Basin 100 Runoff Hydrograph Time (hours) 484644424038363432302826242220181614121086420Flow (cfs)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=735 sf Runoff Volume=0.006 af Runoff Depth=4.20" Tc=5.0 min CN=80 0.12 cfs Type II 24-hr 100 YR Rainfall=6.46"192-773 Proposed - South Swale Printed 9/13/2023Prepared by CEC Inc Page 10HydroCAD® 10.20-2g s/n 01006 © 2022 HydroCAD Software Solutions LLC Summary for Reach Swale: South Swale Inflow Area = 0.017 ac, 0.00% Impervious, Inflow Depth = 4.20" for 100 YR event Inflow = 0.12 cfs @ 11.95 hrs, Volume= 0.006 af Outflow = 0.10 cfs @ 12.07 hrs, Volume= 0.006 af, Atten= 17%, Lag= 6.9 min Routing by Stor-Ind+Trans method, Time Span= 0.00-48.00 hrs, dt= 0.05 hrs Max. Velocity= 0.30 fps, Min. Travel Time= 4.4 min Avg. Velocity = 0.11 fps, Avg. Travel Time= 12.4 min Peak Storage= 28 cf @ 12.00 hrs Average Depth at Peak Storage= 0.34' , Surface Width= 2.05' Bank-Full Depth= 2.13' Flow Area= 12.7 sf, Capacity= 13.43 cfs Custom cross-section, Length= 80.2' Slope= 0.0107 '/' (101 Elevation Intervals) Constant n= 0.150 Sheet flow over Short Grass Inlet Invert= 843.11', Outlet Invert= 842.25' Offset Elevation Chan.Depth (feet) (feet) (feet) -8.00 844.38 0.00 0.00 842.25 2.13 2.80 843.50 0.88 2.81 844.38 0.00 Depth End Area Perim. Width Storage Discharge (feet) (sq-ft) (feet) (feet) (cubic-feet) (cfs) 0.00 0.0 0.0 0.0 0 0.00 1.25 4.7 7.9 7.5 376 3.38 2.13 12.7 12.2 10.8 1,022 13.43 Type II 24-hr 100 YR Rainfall=6.46"192-773 Proposed - South Swale Printed 9/13/2023Prepared by CEC Inc Page 11HydroCAD® 10.20-2g s/n 01006 © 2022 HydroCAD Software Solutions LLC Reach Swale: South Swale Inflow Outflow Hydrograph Time (hours) 484644424038363432302826242220181614121086420Flow (cfs)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=0.017 ac Avg. Flow Depth=0.34' Max Vel=0.30 fps n=0.150 L=80.2' S=0.0107 '/' Capacity=13.43 cfs 0.12 cfs 0.10 cfs Reach Swale: South Swale Primary Stage-Discharge Discharge (cfs) 131211109876543210Depth (feet)2 1 0 APPENDIX E EXISTING HYDROCAD OUTPUT E-S Existing Site Routing Diagram for 192-773 Existing Prepared by CEC Inc, Printed 12/14/2023 HydroCAD® 10.20-3g s/n 01006 © 2023 HydroCAD Software Solutions LLC Subcat Reach Pond Link 192-773 Existing Printed 12/14/2023Prepared by CEC Inc Page 2HydroCAD® 10.20-3g s/n 01006 © 2023 HydroCAD Software Solutions LLC Area Listing (all nodes) Area (acres) CN Description (subcatchment-numbers) 0.100 74 >75% Grass cover, Good, HSG C (E-S) 0.864 98 Paved parking, HSG B (E-S) 0.964 96 TOTAL AREA Multi-Event Tables192-773 Existing Printed 12/14/2023Prepared by CEC Inc Page 11HydroCAD® 10.20-3g s/n 01006 © 2023 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 3.84 0.189 2.35 10 YR 3.83 5.17 0.260 3.24 100 YR 6.46 8.90 0.462 5.75 Type II 24-hr 2 YR Rainfall=2.90"192-773 Existing Printed 12/14/2023Prepared by CEC Inc Page 6HydroCAD® 10.20-3g s/n 01006 © 2023 HydroCAD Software Solutions LLC Summary for Subcatchment E-S: Existing Site Runoff = 3.84 cfs @ 11.95 hrs, Volume= 0.189 af, Depth> 2.35" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-21.00 hrs, dt= 0.05 hrs Type II 24-hr 2 YR Rainfall=2.90" Area (ac) CN Description 0.864 98 Paved parking, HSG B 0.100 74 >75% Grass cover, Good, HSG C 0.964 96 Weighted Average 0.100 10.37% Pervious Area 0.864 89.63% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, Subcatchment E-S: Existing Site Runoff Hydrograph Time (hours) 2120191817161514131211109876543210Flow (cfs)4 3 2 1 0 Type II 24-hr 2 YR Rainfall=2.90" Runoff Area=0.964 ac Runoff Volume=0.189 af Runoff Depth>2.35" Tc=5.0 min CN=96 3.84 cfs Type II 24-hr 10 YR Rainfall=3.83"192-773 Existing Printed 12/14/2023Prepared by CEC Inc Page 8HydroCAD® 10.20-3g s/n 01006 © 2023 HydroCAD Software Solutions LLC Summary for Subcatchment E-S: Existing Site Runoff = 5.17 cfs @ 11.95 hrs, Volume= 0.260 af, Depth> 3.24" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-21.00 hrs, dt= 0.05 hrs Type II 24-hr 10 YR Rainfall=3.83" Area (ac) CN Description 0.864 98 Paved parking, HSG B 0.100 74 >75% Grass cover, Good, HSG C 0.964 96 Weighted Average 0.100 10.37% Pervious Area 0.864 89.63% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, Subcatchment E-S: Existing Site Runoff Hydrograph Time (hours) 2120191817161514131211109876543210Flow (cfs)5 4 3 2 1 0 Type II 24-hr 10 YR Rainfall=3.83" Runoff Area=0.964 ac Runoff Volume=0.260 af Runoff Depth>3.24" Tc=5.0 min CN=96 5.17 cfs Type II 24-hr 100 YR Rainfall=6.46"192-773 Existing Printed 12/14/2023Prepared by CEC Inc Page 10HydroCAD® 10.20-3g s/n 01006 © 2023 HydroCAD Software Solutions LLC Summary for Subcatchment E-S: Existing Site Runoff = 8.90 cfs @ 11.95 hrs, Volume= 0.462 af, Depth> 5.75" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-21.00 hrs, dt= 0.05 hrs Type II 24-hr 100 YR Rainfall=6.46" Area (ac) CN Description 0.864 98 Paved parking, HSG B 0.100 74 >75% Grass cover, Good, HSG C 0.964 96 Weighted Average 0.100 10.37% Pervious Area 0.864 89.63% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, Subcatchment E-S: Existing Site Runoff Hydrograph Time (hours) 2120191817161514131211109876543210Flow (cfs)9 8 7 6 5 4 3 2 1 0 Type II 24-hr 100 YR Rainfall=6.46" Runoff Area=0.964 ac Runoff Volume=0.462 af Runoff Depth>5.75" Tc=5.0 min CN=96 8.90 cfs APPENDIX F PROPOSED HYDROCAD OUTPUT Theoretical P-D Detention UGD Storage Vault Routing Diagram for 192-773 Proposed-Full RW Prepared by CEC Inc, Printed 12/14/2023 HydroCAD® 10.20-3g s/n 01006 © 2023 HydroCAD Software Solutions LLC Subcat Reach Pond Link 192-773 Proposed-Full RW Printed 12/14/2023Prepared by CEC Inc Page 2HydroCAD® 10.20-3g s/n 01006 © 2023 HydroCAD Software Solutions LLC Area Listing (all nodes) Area (acres) CN Description (subcatchment-numbers) 0.826 98 Impervious (P-D) 0.137 80 Pervious, D (P-D) 0.963 95 TOTAL AREA Multi-Event Tables192-773 Proposed-Full RW Printed 12/14/2023Prepared by CEC Inc Page 13HydroCAD® 10.20-3g s/n 01006 © 2023 HydroCAD Software Solutions LLC Events for Pond UGD: Storage Vault Event Inflow (cfs) Primary (cfs) Elevation (feet) Storage (cubic-feet) 2 YR 2.79 0.09 841.06 5,192 10 YR 3.80 0.10 841.78 7,505 100 YR 6.62 0.30 843.45 12,890 Type II 24-hr 2 YR Rainfall=2.90"192-773 Proposed-Full RW Printed 12/14/2023Prepared by CEC Inc Page 3HydroCAD® 10.20-3g s/n 01006 © 2023 HydroCAD Software Solutions LLC Summary for Subcatchment P-D: Detention Runoff = 2.79 cfs @ 12.06 hrs, Volume= 0.189 af, Depth= 2.35" Routed to Pond UGD : Storage Vault 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 * 0.826 98 Impervious * 0.137 80 Pervious, D 0.963 95 Weighted Average 0.137 14.23% Pervious Area 0.826 85.77% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 14.6 Direct Entry, Subcatchment P-D: Detention Runoff Hydrograph Time (hours) 484644424038363432302826242220181614121086420Flow (cfs)3 2 1 0 Type II 24-hr 2 YR Rainfall=2.90" Runoff Area=0.963 ac Runoff Volume=0.189 af Runoff Depth=2.35" Tc=14.6 min CN=95 2.79 cfs Type II 24-hr 2 YR Rainfall=2.90"192-773 Proposed-Full RW Printed 12/14/2023Prepared by CEC Inc Page 4HydroCAD® 10.20-3g s/n 01006 © 2023 HydroCAD Software Solutions LLC Summary for Pond UGD: Storage Vault Inflow Area = 0.963 ac, 85.77% Impervious, Inflow Depth = 2.35" for 2 YR event Inflow = 2.79 cfs @ 12.06 hrs, Volume= 0.189 af Outflow = 0.09 cfs @ 15.04 hrs, Volume= 0.188 af, Atten= 97%, Lag= 178.8 min Primary = 0.09 cfs @ 15.04 hrs, Volume= 0.188 af Routed to nonexistent node P-S Routing by Stor-Ind method, Time Span= 0.00-48.00 hrs, dt= 0.05 hrs Peak Elev= 841.06' @ 15.04 hrs Surf.Area= 3,220 sf Storage= 5,192 cf Plug-Flow detention time= 682.3 min calculated for 0.188 af (100% of inflow) Center-of-Mass det. time= 681.3 min ( 1,470.0 - 788.7 ) Volume Invert Avail.Storage Storage Description #1 839.45' 21,091 cf Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 839.45 3,220 0 0 846.00 3,220 21,091 21,091 Device Routing Invert Outlet Devices #1 Primary 838.92'1.5" Vert. Orifice/Grate C= 0.600 Limited to weir flow at low heads #2 Primary 841.78'2.3" Vert. Orifice/Grate C= 0.600 Limited to weir flow at low heads #3 Device 1 839.45'24.0" Round Culvert L= 35.0' Ke= 0.500 Inlet / Outlet Invert= 839.45' / 838.92' S= 0.0151 '/' Cc= 0.900 n= 0.012, Flow Area= 3.14 sf Primary OutFlow Max=0.09 cfs @ 15.04 hrs HW=841.06' (Free Discharge) 1=Orifice/Grate (Orifice Controls 0.09 cfs @ 6.94 fps) 3=Culvert (Passes 0.09 cfs of 11.41 cfs potential flow) 2=Orifice/Grate ( Controls 0.00 cfs) Type II 24-hr 2 YR Rainfall=2.90"192-773 Proposed-Full RW Printed 12/14/2023Prepared by CEC Inc Page 5HydroCAD® 10.20-3g s/n 01006 © 2023 HydroCAD Software Solutions LLC Pond UGD: Storage Vault Inflow Primary Hydrograph Time (hours) 484644424038363432302826242220181614121086420Flow (cfs)3 2 1 0 Inflow Area=0.963 ac Peak Elev=841.06' Storage=5,192 cf 2.79 cfs 0.09 cfs Type II 24-hr 10 YR Rainfall=3.83"192-773 Proposed-Full RW Printed 12/14/2023Prepared by CEC Inc Page 6HydroCAD® 10.20-3g s/n 01006 © 2023 HydroCAD Software Solutions LLC Summary for Subcatchment P-D: Detention Runoff = 3.80 cfs @ 12.06 hrs, Volume= 0.262 af, Depth= 3.26" Routed to Pond UGD : Storage Vault 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 * 0.826 98 Impervious * 0.137 80 Pervious, D 0.963 95 Weighted Average 0.137 14.23% Pervious Area 0.826 85.77% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 14.6 Direct Entry, Subcatchment P-D: Detention Runoff Hydrograph Time (hours) 484644424038363432302826242220181614121086420Flow (cfs)4 3 2 1 0 Type II 24-hr 10 YR Rainfall=3.83" Runoff Area=0.963 ac Runoff Volume=0.262 af Runoff Depth=3.26" Tc=14.6 min CN=95 3.80 cfs Type II 24-hr 10 YR Rainfall=3.83"192-773 Proposed-Full RW Printed 12/14/2023Prepared by CEC Inc Page 7HydroCAD® 10.20-3g s/n 01006 © 2023 HydroCAD Software Solutions LLC Summary for Pond UGD: Storage Vault Inflow Area = 0.963 ac, 85.77% Impervious, Inflow Depth = 3.26" for 10 YR event Inflow = 3.80 cfs @ 12.06 hrs, Volume= 0.262 af Outflow = 0.10 cfs @ 15.64 hrs, Volume= 0.252 af, Atten= 97%, Lag= 214.7 min Primary = 0.10 cfs @ 15.64 hrs, Volume= 0.252 af Routed to nonexistent node P-S Routing by Stor-Ind method, Time Span= 0.00-48.00 hrs, dt= 0.05 hrs Peak Elev= 841.78' @ 15.64 hrs Surf.Area= 3,220 sf Storage= 7,505 cf Plug-Flow detention time= 822.5 min calculated for 0.252 af (96% of inflow) Center-of-Mass det. time= 800.4 min ( 1,580.5 - 780.1 ) Volume Invert Avail.Storage Storage Description #1 839.45' 21,091 cf Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 839.45 3,220 0 0 846.00 3,220 21,091 21,091 Device Routing Invert Outlet Devices #1 Primary 838.92'1.5" Vert. Orifice/Grate C= 0.600 Limited to weir flow at low heads #2 Primary 841.78'2.3" Vert. Orifice/Grate C= 0.600 Limited to weir flow at low heads #3 Device 1 839.45'24.0" Round Culvert L= 35.0' Ke= 0.500 Inlet / Outlet Invert= 839.45' / 838.92' S= 0.0151 '/' Cc= 0.900 n= 0.012, Flow Area= 3.14 sf Primary OutFlow Max=0.10 cfs @ 15.64 hrs HW=841.78' (Free Discharge) 1=Orifice/Grate (Orifice Controls 0.10 cfs @ 8.05 fps) 3=Culvert (Passes 0.10 cfs of 17.45 cfs potential flow) 2=Orifice/Grate (Orifice Controls 0.00 cfs @ 0.10 fps) Type II 24-hr 10 YR Rainfall=3.83"192-773 Proposed-Full RW Printed 12/14/2023Prepared by CEC Inc Page 8HydroCAD® 10.20-3g s/n 01006 © 2023 HydroCAD Software Solutions LLC Pond UGD: Storage Vault Inflow Primary Hydrograph Time (hours) 484644424038363432302826242220181614121086420Flow (cfs)4 3 2 1 0 Inflow Area=0.963 ac Peak Elev=841.78' Storage=7,505 cf 3.80 cfs 0.10 cfs Type II 24-hr 100 YR Rainfall=6.46"192-773 Proposed-Full RW Printed 12/14/2023Prepared by CEC Inc Page 9HydroCAD® 10.20-3g s/n 01006 © 2023 HydroCAD Software Solutions LLC Summary for Subcatchment P-D: Detention Runoff = 6.62 cfs @ 12.06 hrs, Volume= 0.471 af, Depth= 5.87" Routed to Pond UGD : Storage Vault 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 * 0.826 98 Impervious * 0.137 80 Pervious, D 0.963 95 Weighted Average 0.137 14.23% Pervious Area 0.826 85.77% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 14.6 Direct Entry, Subcatchment P-D: Detention Runoff Hydrograph Time (hours) 484644424038363432302826242220181614121086420Flow (cfs)7 6 5 4 3 2 1 0 Type II 24-hr 100 YR Rainfall=6.46" Runoff Area=0.963 ac Runoff Volume=0.471 af Runoff Depth=5.87" Tc=14.6 min CN=95 6.62 cfs Type II 24-hr 100 YR Rainfall=6.46"192-773 Proposed-Full RW Printed 12/14/2023Prepared by CEC Inc Page 10HydroCAD® 10.20-3g s/n 01006 © 2023 HydroCAD Software Solutions LLC Summary for Pond UGD: Storage Vault Inflow Area = 0.963 ac, 85.77% Impervious, Inflow Depth = 5.87" for 100 YR event Inflow = 6.62 cfs @ 12.06 hrs, Volume= 0.471 af Outflow = 0.30 cfs @ 13.69 hrs, Volume= 0.439 af, Atten= 95%, Lag= 98.1 min Primary = 0.30 cfs @ 13.69 hrs, Volume= 0.439 af Routed to nonexistent node P-S Routing by Stor-Ind method, Time Span= 0.00-48.00 hrs, dt= 0.05 hrs Peak Elev= 843.45' @ 13.69 hrs Surf.Area= 3,220 sf Storage= 12,890 cf Plug-Flow detention time= 659.6 min calculated for 0.439 af (93% of inflow) Center-of-Mass det. time= 621.2 min ( 1,387.3 - 766.1 ) Volume Invert Avail.Storage Storage Description #1 839.45' 21,091 cf Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 839.45 3,220 0 0 846.00 3,220 21,091 21,091 Device Routing Invert Outlet Devices #1 Primary 838.92'1.5" Vert. Orifice/Grate C= 0.600 Limited to weir flow at low heads #2 Primary 841.78'2.3" Vert. Orifice/Grate C= 0.600 Limited to weir flow at low heads #3 Device 1 839.45'24.0" Round Culvert L= 35.0' Ke= 0.500 Inlet / Outlet Invert= 839.45' / 838.92' S= 0.0151 '/' Cc= 0.900 n= 0.012, Flow Area= 3.14 sf Primary OutFlow Max=0.30 cfs @ 13.69 hrs HW=843.45' (Free Discharge) 1=Orifice/Grate (Orifice Controls 0.12 cfs @ 10.18 fps) 3=Culvert (Passes 0.12 cfs of 26.21 cfs potential flow) 2=Orifice/Grate (Orifice Controls 0.17 cfs @ 6.05 fps) Type II 24-hr 100 YR Rainfall=6.46"192-773 Proposed-Full RW Printed 12/14/2023Prepared by CEC Inc Page 11HydroCAD® 10.20-3g s/n 01006 © 2023 HydroCAD Software Solutions LLC Pond UGD: Storage Vault Inflow Primary Hydrograph Time (hours) 484644424038363432302826242220181614121086420Flow (cfs)7 6 5 4 3 2 1 0 Inflow Area=0.963 ac Peak Elev=843.45' Storage=12,890 cf 6.62 cfs 0.30 cfs Actual O-A Offsite - A O-B Offsite - B P-D Detention UGD Storage Vault Routing Diagram for 192-773 Proposed-Full RW-Actual Prepared by CEC Inc, Printed 12/14/2023 HydroCAD® 10.20-3g s/n 01006 © 2023 HydroCAD Software Solutions LLC Subcat Reach Pond Link Type II 24-hr 100 YR Rainfall=6.46"192-773 Proposed-Full RW-Actual Printed 12/14/2023Prepared by CEC Inc HydroCAD® 10.20-3g s/n 01006 © 2023 HydroCAD Software Solutions LLC Hydrograph for Pond UGD: Storage Vault Time (hours) Inflow (cfs) Storage (cubic-feet) Elevation (feet) Primary (cfs) 0.00 0.00 0 839.45 0.00 1.00 0.00 0 839.45 0.00 2.00 0.01 4 839.45 0.00 3.00 0.08 128 839.49 0.02 4.00 0.15 399 839.57 0.07 5.00 0.23 792 839.70 0.09 6.00 0.32 1,450 839.90 0.10 7.00 0.40 2,367 840.19 0.11 8.00 0.49 3,536 840.55 0.13 9.00 0.73 5,155 841.05 0.15 10.00 0.94 7,510 841.78 0.18 11.00 1.72 11,100 842.90 0.35 12.00 28.19 17,153 844.78 24.16 13.00 2.24 13,672 843.70 2.40 14.00 1.27 13,350 843.60 1.33 15.00 0.96 13,224 843.56 0.99 16.00 0.75 13,132 843.53 0.78 17.00 0.64 13,079 843.51 0.65 18.00 0.57 13,027 843.50 0.58 19.00 0.49 12,968 843.48 0.51 20.00 0.41 12,908 843.46 0.43 21.00 0.39 12,871 843.45 0.40 22.00 0.37 12,809 843.43 0.39 23.00 0.35 12,700 843.39 0.39 24.00 0.34 12,549 843.35 0.39 25.00 0.00 11,480 843.02 0.36 26.00 0.00 10,255 842.63 0.32 27.00 0.00 9,170 842.30 0.28 28.00 0.00 8,242 842.01 0.23 29.00 0.00 7,521 841.79 0.18 30.00 0.00 6,901 841.59 0.17 31.00 0.00 6,304 841.41 0.16 32.00 0.00 5,728 841.23 0.16 33.00 0.00 5,175 841.06 0.15 34.00 0.00 4,644 840.89 0.14 35.00 0.00 4,136 840.73 0.14 36.00 0.00 3,649 840.58 0.13 37.00 0.00 3,185 840.44 0.13 38.00 0.00 2,743 840.30 0.12 39.00 0.00 2,323 840.17 0.11 40.00 0.00 1,926 840.05 0.11 41.00 0.00 1,550 839.93 0.10 42.00 0.00 1,197 839.82 0.10 43.00 0.00 866 839.72 0.09 44.00 0.00 557 839.62 0.08 45.00 0.00 299 839.54 0.05 46.00 0.00 180 839.51 0.02 47.00 0.00 113 839.49 0.01 48.00 0.00 71 839.47 0.01 192-773 Proposed-Full RW-Actual Printed 12/14/2023Prepared by CEC Inc Page 2HydroCAD® 10.20-3g s/n 01006 © 2023 HydroCAD Software Solutions LLC Area Listing (all nodes) Area (acres) CN Description (subcatchment-numbers) 3.092 94 Commercial, 85% imp, C (O-B) 1.340 98 Impervious (O-A, P-D) 0.165 74 Pervious, C (O-A) 0.137 80 Pervious, D (P-D) 4.734 94 TOTAL AREA Multi-Event Tables192-773 Proposed-Full RW-Actual Printed 12/14/2023Prepared by CEC Inc Page 21HydroCAD® 10.20-3g s/n 01006 © 2023 HydroCAD Software Solutions LLC Events for Pond UGD: Storage Vault Event Inflow (cfs) Primary (cfs) Elevation (feet) Storage (cubic-feet) 2 YR 12.72 9.34 844.13 15,075 10 YR 17.52 16.46 844.46 16,141 100 YR 30.91 29.89 844.99 17,847 Type II 24-hr 100 YR Rainfall=6.46"192-773 Proposed-Full RW-Actual Printed 12/14/2023Prepared by CEC Inc HydroCAD® 10.20-3g s/n 01006 © 2023 HydroCAD Software Solutions LLC Events for Pond UGD: Storage Vault Event Inflow (cfs) Primary (cfs) Elevation (feet) Storage (cubic-feet) 2 YR 3.19 0.14 840.87 4,557 10 YR 4.33 0.17 841.49 6,555 100 YR 7.54 0.37 843.11 11,799 Type II 24-hr 100 YR Rainfall=6.46"192-773 Proposed-Full RW-Actual Printed 12/14/2023Prepared by CEC Inc HydroCAD® 10.20-3g s/n 01006 © 2023 HydroCAD Software Solutions LLC Hydrograph for Pond UGD: Storage Vault Time (hours) Inflow (cfs) Storage (cubic-feet) Elevation (feet) Primary (cfs) 0.00 0.00 0 839.45 0.00 1.00 0.00 0 839.45 0.00 2.00 0.01 4 839.45 0.00 3.00 0.08 128 839.49 0.02 4.00 0.15 399 839.57 0.07 5.00 0.23 792 839.70 0.09 6.00 0.32 1,450 839.90 0.10 7.00 0.40 2,367 840.19 0.11 8.00 0.49 3,536 840.55 0.13 9.00 0.73 5,155 841.05 0.15 10.00 0.94 7,510 841.78 0.18 11.00 1.72 11,100 842.90 0.35 12.00 28.19 17,153 844.78 24.16 13.00 2.24 13,672 843.70 2.40 14.00 1.27 13,350 843.60 1.33 15.00 0.96 13,224 843.56 0.99 16.00 0.75 13,132 843.53 0.78 17.00 0.64 13,079 843.51 0.65 18.00 0.57 13,027 843.50 0.58 19.00 0.49 12,968 843.48 0.51 20.00 0.41 12,908 843.46 0.43 21.00 0.39 12,871 843.45 0.40 22.00 0.37 12,809 843.43 0.39 23.00 0.35 12,700 843.39 0.39 24.00 0.34 12,549 843.35 0.39 25.00 0.00 11,480 843.02 0.36 26.00 0.00 10,255 842.63 0.32 27.00 0.00 9,170 842.30 0.28 28.00 0.00 8,242 842.01 0.23 29.00 0.00 7,521 841.79 0.18 30.00 0.00 6,901 841.59 0.17 31.00 0.00 6,304 841.41 0.16 32.00 0.00 5,728 841.23 0.16 33.00 0.00 5,175 841.06 0.15 34.00 0.00 4,644 840.89 0.14 35.00 0.00 4,136 840.73 0.14 36.00 0.00 3,649 840.58 0.13 37.00 0.00 3,185 840.44 0.13 38.00 0.00 2,743 840.30 0.12 39.00 0.00 2,323 840.17 0.11 40.00 0.00 1,926 840.05 0.11 41.00 0.00 1,550 839.93 0.10 42.00 0.00 1,197 839.82 0.10 43.00 0.00 866 839.72 0.09 44.00 0.00 557 839.62 0.08 45.00 0.00 299 839.54 0.05 46.00 0.00 180 839.51 0.02 47.00 0.00 113 839.49 0.01 48.00 0.00 71 839.47 0.01 Type II 24-hr 2 YR Rainfall=2.90"192-773 Proposed-Full RW-Actual Printed 12/14/2023Prepared by CEC Inc Page 3HydroCAD® 10.20-3g s/n 01006 © 2023 HydroCAD Software Solutions LLC Summary for Subcatchment O-A: Offsite - A Runoff = 1.77 cfs @ 12.06 hrs, Volume= 0.117 af, Depth= 2.07" Routed to Pond UGD : Storage Vault 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 * 0.514 98 Impervious * 0.165 74 Pervious, C 0.679 92 Weighted Average 0.165 24.30% Pervious Area 0.514 75.70% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 14.8 Direct Entry, Time of Concentration Subcatchment O-A: Offsite - A Runoff Hydrograph Time (hours) 484644424038363432302826242220181614121086420Flow (cfs)1 0 Type II 24-hr 2 YR Rainfall=2.90" Runoff Area=0.679 ac Runoff Volume=0.117 af Runoff Depth=2.07" Tc=14.8 min CN=92 1.77 cfs Type II 24-hr 2 YR Rainfall=2.90"192-773 Proposed-Full RW-Actual Printed 12/14/2023Prepared by CEC Inc Page 4HydroCAD® 10.20-3g s/n 01006 © 2023 HydroCAD Software Solutions LLC Summary for Subcatchment O-B: Offsite - B Runoff = 8.20 cfs @ 12.08 hrs, Volume= 0.581 af, Depth= 2.25" Routed to Pond UGD : Storage Vault 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 * 3.092 94 Commercial, 85% imp, C 0.464 15.00% Pervious Area 2.628 85.00% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 16.6 Direct Entry, Time of Concentration Subcatchment O-B: Offsite - B 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=3.092 ac Runoff Volume=0.581 af Runoff Depth=2.25" Tc=16.6 min CN=94 8.20 cfs Type II 24-hr 2 YR Rainfall=2.90"192-773 Proposed-Full RW-Actual Printed 12/14/2023Prepared by CEC Inc Page 5HydroCAD® 10.20-3g s/n 01006 © 2023 HydroCAD Software Solutions LLC Summary for Subcatchment P-D: Detention Runoff = 3.19 cfs @ 12.01 hrs, Volume= 0.189 af, Depth= 2.35" Routed to Pond UGD : Storage Vault 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 * 0.826 98 Impervious * 0.137 80 Pervious, D 0.963 95 Weighted Average 0.137 14.23% Pervious Area 0.826 85.77% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 10.2 Direct Entry, Subcatchment P-D: Detention Runoff Hydrograph Time (hours) 484644424038363432302826242220181614121086420Flow (cfs)3 2 1 0 Type II 24-hr 2 YR Rainfall=2.90" Runoff Area=0.963 ac Runoff Volume=0.189 af Runoff Depth=2.35" Tc=10.2 min CN=95 3.19 cfs Type II 24-hr 2 YR Rainfall=2.90"192-773 Proposed-Full RW-Actual Printed 12/14/2023Prepared by CEC Inc Page 6HydroCAD® 10.20-3g s/n 01006 © 2023 HydroCAD Software Solutions LLC Summary for Pond UGD: Storage Vault Inflow Area = 4.734 ac, 83.82% Impervious, Inflow Depth = 2.25" for 2 YR event Inflow = 12.72 cfs @ 12.06 hrs, Volume= 0.886 af Outflow = 9.34 cfs @ 12.17 hrs, Volume= 0.886 af, Atten= 27%, Lag= 7.1 min Primary = 9.34 cfs @ 12.17 hrs, Volume= 0.886 af Routed to nonexistent node P-S Routing by Stor-Ind method, Time Span= 0.00-48.00 hrs, dt= 0.05 hrs Peak Elev= 844.13' @ 12.17 hrs Surf.Area= 3,220 sf Storage= 15,075 cf Plug-Flow detention time= 338.8 min calculated for 0.885 af (100% of inflow) Center-of-Mass det. time= 339.6 min ( 1,135.2 - 795.6 ) Volume Invert Avail.Storage Storage Description #1 839.45' 21,091 cf Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 839.45 3,220 0 0 846.00 3,220 21,091 21,091 Device Routing Invert Outlet Devices #1 Primary 838.92'27.0" Round Culvert L= 14.0' Ke= 0.500 Inlet / Outlet Invert= 838.92' / 838.57' S= 0.0250 '/' Cc= 0.900 n= 0.012, Flow Area= 3.98 sf #2 Device 1 838.92'2.0" Vert. Orifice/Grate C= 0.600 Limited to weir flow at low heads #3 Device 1 841.78'2.3" Vert. Orifice/Grate C= 0.600 Limited to weir flow at low heads #4 Device 1 843.45'5.0' long Overflow Weir 2 End Contraction(s) #5 Device 2 839.45'24.0" Round Culvert L= 35.0' Ke= 0.500 Inlet / Outlet Invert= 839.45' / 838.92' S= 0.0151 '/' Cc= 0.900 n= 0.012, Flow Area= 3.14 sf Primary OutFlow Max=8.84 cfs @ 12.17 hrs HW=844.10' (Free Discharge) 1=Culvert (Passes 8.84 cfs of 38.56 cfs potential flow) 2=Orifice/Grate (Orifice Controls 0.24 cfs @ 10.87 fps) 5=Culvert (Passes 0.24 cfs of 28.91 cfs potential flow) 3=Orifice/Grate (Orifice Controls 0.21 cfs @ 7.19 fps) 4=Overflow Weir (Weir Controls 8.39 cfs @ 2.64 fps) Type II 24-hr 2 YR Rainfall=2.90"192-773 Proposed-Full RW-Actual Printed 12/14/2023Prepared by CEC Inc Page 7HydroCAD® 10.20-3g s/n 01006 © 2023 HydroCAD Software Solutions LLC Pond UGD: Storage Vault Inflow Primary Hydrograph Time (hours) 484644424038363432302826242220181614121086420Flow (cfs)14 13 12 11 10 9 8 7 6 5 4 3 2 1 0 Inflow Area=4.734 ac Peak Elev=844.13' Storage=15,075 cf 12.72 cfs 9.34 cfs Type II 24-hr 10 YR Rainfall=3.83"192-773 Proposed-Full RW-Actual Printed 12/14/2023Prepared by CEC Inc Page 8HydroCAD® 10.20-3g s/n 01006 © 2023 HydroCAD Software Solutions LLC Summary for Subcatchment O-A: Offsite - A Runoff = 2.49 cfs @ 12.06 hrs, Volume= 0.167 af, Depth= 2.95" Routed to Pond UGD : Storage Vault 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 * 0.514 98 Impervious * 0.165 74 Pervious, C 0.679 92 Weighted Average 0.165 24.30% Pervious Area 0.514 75.70% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 14.8 Direct Entry, Time of Concentration Subcatchment O-A: Offsite - A Runoff Hydrograph Time (hours) 484644424038363432302826242220181614121086420Flow (cfs)2 1 0 Type II 24-hr 10 YR Rainfall=3.83" Runoff Area=0.679 ac Runoff Volume=0.167 af Runoff Depth=2.95" Tc=14.8 min CN=92 2.49 cfs Type II 24-hr 10 YR Rainfall=3.83"192-773 Proposed-Full RW-Actual Printed 12/14/2023Prepared by CEC Inc Page 9HydroCAD® 10.20-3g s/n 01006 © 2023 HydroCAD Software Solutions LLC Summary for Subcatchment O-B: Offsite - B Runoff = 11.28 cfs @ 12.08 hrs, Volume= 0.814 af, Depth= 3.16" Routed to Pond UGD : Storage Vault 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 * 3.092 94 Commercial, 85% imp, C 0.464 15.00% Pervious Area 2.628 85.00% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 16.6 Direct Entry, Time of Concentration Subcatchment O-B: Offsite - B 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=3.092 ac Runoff Volume=0.814 af Runoff Depth=3.16" Tc=16.6 min CN=94 11.28 cfs Type II 24-hr 10 YR Rainfall=3.83"192-773 Proposed-Full RW-Actual Printed 12/14/2023Prepared by CEC Inc Page 10HydroCAD® 10.20-3g s/n 01006 © 2023 HydroCAD Software Solutions LLC Summary for Subcatchment P-D: Detention Runoff = 4.33 cfs @ 12.01 hrs, Volume= 0.262 af, Depth= 3.26" Routed to Pond UGD : Storage Vault 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 * 0.826 98 Impervious * 0.137 80 Pervious, D 0.963 95 Weighted Average 0.137 14.23% Pervious Area 0.826 85.77% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 10.2 Direct Entry, Subcatchment P-D: Detention Runoff Hydrograph Time (hours) 484644424038363432302826242220181614121086420Flow (cfs)4 3 2 1 0 Type II 24-hr 10 YR Rainfall=3.83" Runoff Area=0.963 ac Runoff Volume=0.262 af Runoff Depth=3.26" Tc=10.2 min CN=95 4.33 cfs Type II 24-hr 10 YR Rainfall=3.83"192-773 Proposed-Full RW-Actual Printed 12/14/2023Prepared by CEC Inc Page 11HydroCAD® 10.20-3g s/n 01006 © 2023 HydroCAD Software Solutions LLC Summary for Pond UGD: Storage Vault Inflow Area = 4.734 ac, 83.82% Impervious, Inflow Depth = 3.15" for 10 YR event Inflow = 17.52 cfs @ 12.06 hrs, Volume= 1.243 af Outflow = 16.46 cfs @ 12.11 hrs, Volume= 1.242 af, Atten= 6%, Lag= 3.1 min Primary = 16.46 cfs @ 12.11 hrs, Volume= 1.242 af Routed to nonexistent node P-S Routing by Stor-Ind method, Time Span= 0.00-48.00 hrs, dt= 0.05 hrs Peak Elev= 844.46' @ 12.11 hrs Surf.Area= 3,220 sf Storage= 16,141 cf Plug-Flow detention time= 272.0 min calculated for 1.242 af (100% of inflow) Center-of-Mass det. time= 271.7 min ( 1,058.2 - 786.5 ) Volume Invert Avail.Storage Storage Description #1 839.45' 21,091 cf Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 839.45 3,220 0 0 846.00 3,220 21,091 21,091 Device Routing Invert Outlet Devices #1 Primary 838.92'27.0" Round Culvert L= 14.0' Ke= 0.500 Inlet / Outlet Invert= 838.92' / 838.57' S= 0.0250 '/' Cc= 0.900 n= 0.012, Flow Area= 3.98 sf #2 Device 1 838.92'2.0" Vert. Orifice/Grate C= 0.600 Limited to weir flow at low heads #3 Device 1 841.78'2.3" Vert. Orifice/Grate C= 0.600 Limited to weir flow at low heads #4 Device 1 843.45'5.0' long Overflow Weir 2 End Contraction(s) #5 Device 2 839.45'24.0" Round Culvert L= 35.0' Ke= 0.500 Inlet / Outlet Invert= 839.45' / 838.92' S= 0.0151 '/' Cc= 0.900 n= 0.012, Flow Area= 3.14 sf Primary OutFlow Max=16.25 cfs @ 12.11 hrs HW=844.45' (Free Discharge) 1=Culvert (Passes 16.25 cfs of 40.20 cfs potential flow) 2=Orifice/Grate (Orifice Controls 0.25 cfs @ 11.24 fps) 5=Culvert (Passes 0.25 cfs of 30.27 cfs potential flow) 3=Orifice/Grate (Orifice Controls 0.22 cfs @ 7.73 fps) 4=Overflow Weir (Weir Controls 15.78 cfs @ 3.28 fps) Type II 24-hr 10 YR Rainfall=3.83"192-773 Proposed-Full RW-Actual Printed 12/14/2023Prepared by CEC Inc Page 12HydroCAD® 10.20-3g s/n 01006 © 2023 HydroCAD Software Solutions LLC Pond UGD: Storage Vault 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=4.734 ac Peak Elev=844.46' Storage=16,141 cf 17.52 cfs 16.46 cfs Type II 24-hr 100 YR Rainfall=6.46"192-773 Proposed-Full RW-Actual Printed 12/14/2023Prepared by CEC Inc Page 13HydroCAD® 10.20-3g s/n 01006 © 2023 HydroCAD Software Solutions LLC Summary for Subcatchment O-A: Offsite - A Runoff = 4.50 cfs @ 12.06 hrs, Volume= 0.312 af, Depth= 5.52" Routed to Pond UGD : Storage Vault 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 * 0.514 98 Impervious * 0.165 74 Pervious, C 0.679 92 Weighted Average 0.165 24.30% Pervious Area 0.514 75.70% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 14.8 Direct Entry, Time of Concentration Subcatchment O-A: Offsite - A Runoff Hydrograph Time (hours) 484644424038363432302826242220181614121086420Flow (cfs)5 4 3 2 1 0 Type II 24-hr 100 YR Rainfall=6.46" Runoff Area=0.679 ac Runoff Volume=0.312 af Runoff Depth=5.52" Tc=14.8 min CN=92 4.50 cfs Type II 24-hr 100 YR Rainfall=6.46"192-773 Proposed-Full RW-Actual Printed 12/14/2023Prepared by CEC Inc Page 14HydroCAD® 10.20-3g s/n 01006 © 2023 HydroCAD Software Solutions LLC Summary for Subcatchment O-B: Offsite - B Runoff = 19.88 cfs @ 12.08 hrs, Volume= 1.482 af, Depth= 5.75" Routed to Pond UGD : Storage Vault 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 * 3.092 94 Commercial, 85% imp, C 0.464 15.00% Pervious Area 2.628 85.00% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 16.6 Direct Entry, Time of Concentration Subcatchment O-B: Offsite - B Runoff Hydrograph Time (hours) 484644424038363432302826242220181614121086420Flow (cfs)22 21 20 19 18 17 16 15 14 13 12 11 10 9 8 7 6 5 4 3 2 1 0 Type II 24-hr 100 YR Rainfall=6.46" Runoff Area=3.092 ac Runoff Volume=1.482 af Runoff Depth=5.75" Tc=16.6 min CN=94 19.88 cfs Type II 24-hr 100 YR Rainfall=6.46"192-773 Proposed-Full RW-Actual Printed 12/14/2023Prepared by CEC Inc Page 15HydroCAD® 10.20-3g s/n 01006 © 2023 HydroCAD Software Solutions LLC Summary for Subcatchment P-D: Detention Runoff = 7.54 cfs @ 12.01 hrs, Volume= 0.471 af, Depth= 5.87" Routed to Pond UGD : Storage Vault 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 * 0.826 98 Impervious * 0.137 80 Pervious, D 0.963 95 Weighted Average 0.137 14.23% Pervious Area 0.826 85.77% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 10.2 Direct Entry, Subcatchment P-D: Detention Runoff Hydrograph Time (hours) 484644424038363432302826242220181614121086420Flow (cfs)8 7 6 5 4 3 2 1 0 Type II 24-hr 100 YR Rainfall=6.46" Runoff Area=0.963 ac Runoff Volume=0.471 af Runoff Depth=5.87" Tc=10.2 min CN=95 7.54 cfs Type II 24-hr 100 YR Rainfall=6.46"192-773 Proposed-Full RW-Actual Printed 12/14/2023Prepared by CEC Inc Page 16HydroCAD® 10.20-3g s/n 01006 © 2023 HydroCAD Software Solutions LLC Summary for Pond UGD: Storage Vault Inflow Area = 4.734 ac, 83.82% Impervious, Inflow Depth = 5.74" for 100 YR event Inflow = 30.91 cfs @ 12.05 hrs, Volume= 2.266 af Outflow = 29.89 cfs @ 12.09 hrs, Volume= 2.264 af, Atten= 3%, Lag= 2.0 min Primary = 29.89 cfs @ 12.09 hrs, Volume= 2.264 af Routed to nonexistent node P-S Routing by Stor-Ind method, Time Span= 0.00-48.00 hrs, dt= 0.05 hrs Peak Elev= 844.99' @ 12.09 hrs Surf.Area= 3,220 sf Storage= 17,847 cf Plug-Flow detention time= 181.9 min calculated for 2.262 af (100% of inflow) Center-of-Mass det. time= 182.7 min ( 954.2 - 771.5 ) Volume Invert Avail.Storage Storage Description #1 839.45' 21,091 cf Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 839.45 3,220 0 0 846.00 3,220 21,091 21,091 Device Routing Invert Outlet Devices #1 Primary 838.92'27.0" Round Culvert L= 14.0' Ke= 0.500 Inlet / Outlet Invert= 838.92' / 838.57' S= 0.0250 '/' Cc= 0.900 n= 0.012, Flow Area= 3.98 sf #2 Device 1 838.92'2.0" Vert. Orifice/Grate C= 0.600 Limited to weir flow at low heads #3 Device 1 841.78'2.3" Vert. Orifice/Grate C= 0.600 Limited to weir flow at low heads #4 Device 1 843.45'5.0' long Overflow Weir 2 End Contraction(s) #5 Device 2 839.45'24.0" Round Culvert L= 35.0' Ke= 0.500 Inlet / Outlet Invert= 839.45' / 838.92' S= 0.0151 '/' Cc= 0.900 n= 0.012, Flow Area= 3.14 sf Primary OutFlow Max=29.55 cfs @ 12.09 hrs HW=844.98' (Free Discharge) 1=Culvert (Passes 29.55 cfs of 42.53 cfs potential flow) 2=Orifice/Grate (Orifice Controls 0.26 cfs @ 11.77 fps) 5=Culvert (Passes 0.26 cfs of 32.20 cfs potential flow) 3=Orifice/Grate (Orifice Controls 0.24 cfs @ 8.48 fps) 4=Overflow Weir (Weir Controls 29.05 cfs @ 4.04 fps) Type II 24-hr 100 YR Rainfall=6.46"192-773 Proposed-Full RW-Actual Printed 12/14/2023Prepared by CEC Inc Page 17HydroCAD® 10.20-3g s/n 01006 © 2023 HydroCAD Software Solutions LLC Pond UGD: Storage Vault Inflow Primary Hydrograph Time (hours) 484644424038363432302826242220181614121086420Flow (cfs)34 32 30 28 26 24 22 20 18 16 14 12 10 8 6 4 2 0 Inflow Area=4.734 ac Peak Elev=844.99' Storage=17,847 cf 30.91 cfs 29.89 cfs APPENDIX G EMERGENCY OVERFLOW CALCULATIONS Actual O-A Offsite - A O-B Offsite - B P-D Detention 100 CB STR 100 UGD Storage Vault 1.25 1.25x Routing Diagram for 192-773 Emergency Route Prepared by CEC Inc, Printed 2/20/2024 HydroCAD® 10.20-4a s/n 01006 © 2023 HydroCAD Software Solutions LLC Subcat Reach Pond Link 192-773 Emergency Route Printed 2/20/2024Prepared by CEC Inc Page 2HydroCAD® 10.20-4a s/n 01006 © 2023 HydroCAD Software Solutions LLC Area Listing (all nodes) Area (acres) CN Description (subcatchment-numbers) 3.092 94 Commercial, 85% imp, C (O-B) 1.340 98 Impervious (O-A, P-D) 0.165 74 Pervious, C (O-A) 0.137 80 Pervious, D (P-D) 4.734 94 TOTAL AREA Type II 24-hr 100 YR Rainfall=6.46"192-773 Emergency Route Printed 2/20/2024Prepared by CEC Inc HydroCAD® 10.20-4a s/n 01006 © 2023 HydroCAD Software Solutions LLC Events for Pond 100: STR 100 Event Inflow (cfs) Primary (cfs) Depth (inches) Elevation (feet) 100 YR 35.34 35.34 7.17 843.65 Multi-Event Tables192-773 Emergency Route Printed 2/20/2024Prepared by CEC Inc Page 14HydroCAD® 10.20-4a s/n 01006 © 2023 HydroCAD Software Solutions LLC Events for Pond UGD: Storage Vault Event Inflow (cfs) Primary (cfs) Elevation (feet) Storage (cubic-feet) 100 YR 38.64 35.34 845.38 19,094 Type II 24-hr 100 YR Rainfall=6.46"192-773 Emergency Route Printed 2/20/2024Prepared by CEC Inc Page 3HydroCAD® 10.20-4a s/n 01006 © 2023 HydroCAD Software Solutions LLC Summary for Subcatchment O-A: Offsite - A Runoff = 4.50 cfs @ 12.06 hrs, Volume= 0.312 af, Depth= 5.52" Routed to Link 1.25 : 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 * 0.514 98 Impervious * 0.165 74 Pervious, C 0.679 92 Weighted Average 0.165 24.30% Pervious Area 0.514 75.70% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 14.8 Direct Entry, Time of Concentration Subcatchment O-A: Offsite - A Runoff Hydrograph Time (hours) 484644424038363432302826242220181614121086420Flow (cfs)5 4 3 2 1 0 Type II 24-hr 100 YR Rainfall=6.46" Runoff Area=0.679 ac Runoff Volume=0.312 af Runoff Depth=5.52" Tc=14.8 min CN=92 4.50 cfs Type II 24-hr 100 YR Rainfall=6.46"192-773 Emergency Route Printed 2/20/2024Prepared by CEC Inc Page 4HydroCAD® 10.20-4a s/n 01006 © 2023 HydroCAD Software Solutions LLC Summary for Subcatchment O-B: Offsite - B Runoff = 19.88 cfs @ 12.08 hrs, Volume= 1.482 af, Depth= 5.75" Routed to Link 1.25 : 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 * 3.092 94 Commercial, 85% imp, C 0.464 15.00% Pervious Area 2.628 85.00% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 16.6 Direct Entry, Time of Concentration Subcatchment O-B: Offsite - B Runoff Hydrograph Time (hours) 484644424038363432302826242220181614121086420Flow (cfs)22 21 20 19 18 17 16 15 14 13 12 11 10 9 8 7 6 5 4 3 2 1 0 Type II 24-hr 100 YR Rainfall=6.46" Runoff Area=3.092 ac Runoff Volume=1.482 af Runoff Depth=5.75" Tc=16.6 min CN=94 19.88 cfs Type II 24-hr 100 YR Rainfall=6.46"192-773 Emergency Route Printed 2/20/2024Prepared by CEC Inc Page 5HydroCAD® 10.20-4a s/n 01006 © 2023 HydroCAD Software Solutions LLC Summary for Subcatchment P-D: Detention Runoff = 7.54 cfs @ 12.01 hrs, Volume= 0.471 af, Depth= 5.87" Routed to Link 1.25 : 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 * 0.826 98 Impervious * 0.137 80 Pervious, D 0.963 95 Weighted Average 0.137 14.23% Pervious Area 0.826 85.77% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 10.2 Direct Entry, Subcatchment P-D: Detention Runoff Hydrograph Time (hours) 484644424038363432302826242220181614121086420Flow (cfs)8 7 6 5 4 3 2 1 0 Type II 24-hr 100 YR Rainfall=6.46" Runoff Area=0.963 ac Runoff Volume=0.471 af Runoff Depth=5.87" Tc=10.2 min CN=95 7.54 cfs Type II 24-hr 100 YR Rainfall=6.46"192-773 Emergency Route Printed 2/20/2024Prepared by CEC Inc Page 6HydroCAD® 10.20-4a s/n 01006 © 2023 HydroCAD Software Solutions LLC Summary for Pond 100: STR 100 Inflow Area = 4.734 ac, 83.82% Impervious, Inflow Depth > 7.17" for 100 YR event Inflow = 35.34 cfs @ 12.10 hrs, Volume= 2.830 af Outflow = 35.34 cfs @ 12.10 hrs, Volume= 2.830 af, Atten= 0%, Lag= 0.0 min Primary = 35.34 cfs @ 12.10 hrs, Volume= 2.830 af Routing by Stor-Ind method, Time Span= 0.00-48.00 hrs, dt= 0.05 hrs Peak Elev= 843.65' @ 12.10 hrs Device Routing Invert Outlet Devices #1 Primary 838.54'15.0" Round Culvert L= 18.6' Ke= 0.500 Inlet / Outlet Invert= 838.54' / 838.16' S= 0.0204 '/' Cc= 0.900 n= 0.013, Flow Area= 1.23 sf #2 Primary 842.25'24.0" x 24.0" Horiz. Orifice/Grate C= 0.600 Limited to weir flow at low heads Primary OutFlow Max=35.33 cfs @ 12.10 hrs HW=843.65' (Free Discharge) 1=Culvert (Inlet Controls 12.52 cfs @ 10.20 fps) 2=Orifice/Grate (Orifice Controls 22.81 cfs @ 5.70 fps) Pond 100: STR 100 Inflow Primary Hydrograph Time (hours) 484644424038363432302826242220181614121086420Flow (cfs)38 36 34 32 30 28 26 24 22 20 18 16 14 12 10 8 6 4 2 0 Inflow Area=4.734 ac Peak Elev=843.65' 35.34 cfs 35.34 cfs Type II 24-hr 100 YR Rainfall=6.46"192-773 Emergency Route Printed 2/20/2024Prepared by CEC Inc Page 7HydroCAD® 10.20-4a s/n 01006 © 2023 HydroCAD Software Solutions LLC Summary for Pond UGD: Storage Vault Inflow Area = 4.734 ac, 83.82% Impervious, Inflow Depth = 7.18" for 100 YR event Inflow = 38.64 cfs @ 12.05 hrs, Volume= 2.832 af Outflow = 35.34 cfs @ 12.10 hrs, Volume= 2.830 af, Atten= 9%, Lag= 2.8 min Primary = 35.34 cfs @ 12.10 hrs, Volume= 2.830 af Routed to Pond 100 : STR 100 Routing by Stor-Ind method, Time Span= 0.00-48.00 hrs, dt= 0.05 hrs Peak Elev= 845.38' @ 12.10 hrs Surf.Area= 3,220 sf Storage= 19,094 cf Plug-Flow detention time= 152.0 min calculated for 2.827 af (100% of inflow) Center-of-Mass det. time= 152.8 min ( 924.3 - 771.5 ) Volume Invert Avail.Storage Storage Description #1 839.45' 21,091 cf Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 839.45 3,220 0 0 846.00 3,220 21,091 21,091 Device Routing Invert Outlet Devices #1 Primary 838.92'24.0" Round Culvert L= 14.0' Ke= 0.500 Inlet / Outlet Invert= 838.92' / 838.57' S= 0.0250 '/' Cc= 0.900 n= 0.012, Flow Area= 3.14 sf #2 Device 1 838.92'2.0" Vert. Orifice/Grate C= 0.600 Limited to weir flow at low heads #3 Device 1 841.78'2.3" Vert. Orifice/Grate C= 0.600 Limited to weir flow at low heads #4 Device 1 843.45'5.0' long Overflow Weir 2 End Contraction(s) #5 Device 2 839.45'24.0" Round Culvert L= 35.0' Ke= 0.500 Inlet / Outlet Invert= 839.45' / 838.92' S= 0.0151 '/' Cc= 0.900 n= 0.012, Flow Area= 3.14 sf Primary OutFlow Max=35.33 cfs @ 12.10 hrs HW=845.38' (Free Discharge) 1=Culvert (Inlet Controls 35.33 cfs @ 11.25 fps) 2=Orifice/Grate (Passes < 0.27 cfs potential flow) 5=Culvert (Passes < 33.57 cfs potential flow) 3=Orifice/Grate (Passes < 0.26 cfs potential flow) 4=Overflow Weir (Passes < 40.32 cfs potential flow) Type II 24-hr 100 YR Rainfall=6.46"192-773 Emergency Route Printed 2/20/2024Prepared by CEC Inc Page 8HydroCAD® 10.20-4a s/n 01006 © 2023 HydroCAD Software Solutions LLC Pond UGD: Storage Vault Inflow Primary Hydrograph Time (hours) 484644424038363432302826242220181614121086420Flow (cfs)42 40 38 36 34 32 30 28 26 24 22 20 18 16 14 12 10 8 6 4 2 0 Inflow Area=4.734 ac Peak Elev=845.38' Storage=19,094 cf 38.64 cfs 35.34 cfs Type II 24-hr 100 YR Rainfall=6.46"192-773 Emergency Route Printed 2/20/2024Prepared by CEC Inc Page 9HydroCAD® 10.20-4a s/n 01006 © 2023 HydroCAD Software Solutions LLC Summary for Link 1.25: 1.25x Inflow Area = 4.734 ac, 83.82% Impervious, Inflow Depth = 5.74" for 100 YR event Inflow = 30.91 cfs @ 12.05 hrs, Volume= 2.266 af Primary = 38.64 cfs @ 12.05 hrs, Volume= 2.832 af, Atten= 0%, Lag= 0.0 min Routed to Pond UGD : Storage Vault Primary outflow = Inflow x 1.25, Time Span= 0.00-48.00 hrs, dt= 0.05 hrs Link 1.25: 1.25x Inflow Primary Hydrograph Time (hours) 484644424038363432302826242220181614121086420Flow (cfs)42 40 38 36 34 32 30 28 26 24 22 20 18 16 14 12 10 8 6 4 2 0 Inflow Area=4.734 ac x 1.2530.91 cfs 38.64 cfs APPENDIX H WATER QUALITY CALCULATIONS WQ-1 WQ-1 Routing Diagram for 192-773 WQ Model Prepared by CEC Inc, Printed 12/14/2023 HydroCAD® 10.20-3g s/n 01006 © 2023 HydroCAD Software Solutions LLC Subcat Reach Pond Link 192-773 WQ Model Printed 12/14/2023Prepared by CEC Inc Page 2HydroCAD® 10.20-3g s/n 01006 © 2023 HydroCAD Software Solutions LLC Area Listing (all nodes) Area (acres) CN Description (subcatchment-numbers) 0.960 96 (WQ-1) 0.960 96 TOTAL AREA Multi-Event Tables192-773 WQ Model Printed 12/14/2023Prepared by CEC Inc Page 7HydroCAD® 10.20-3g s/n 01006 © 2023 HydroCAD Software Solutions LLC Events for Subcatchment WQ-1: WQ-1 Event Rainfall (inches) Runoff (cfs) Volume (acre-feet) Depth (inches) WQ 1.00 1.01 0.050 0.63 Type II 24-hr WQ Rainfall=1.00"192-773 WQ Model Printed 12/14/2023Prepared by CEC Inc Page 6HydroCAD® 10.20-3g s/n 01006 © 2023 HydroCAD Software Solutions LLC Summary for Subcatchment WQ-1: WQ-1 Runoff = 1.01 cfs @ 11.98 hrs, Volume= 0.050 af, Depth= 0.63" Routed to nonexistent node XC-6 Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-48.00 hrs, dt= 0.05 hrs Type II 24-hr WQ Rainfall=1.00" Area (ac) CN Description * 0.960 96 0.960 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.5 Direct Entry, Subcatchment WQ-1: WQ-1 Runoff Hydrograph Time (hours) 484644424038363432302826242220181614121086420Flow (cfs)1 0 Type II 24-hr WQ Rainfall=1.00" Runoff Area=0.960 ac Runoff Volume=0.050 af Runoff Depth=0.63" Tc=6.5 min CN=96 1.01 cfs City of Indianapolis Stormwater Quality Unit (SQU) Selection Guide Pg. 2 10/01/2019 Version 14.0 Manufactured SQU SQU System Model Max Treatment Flow (cfs) Max 10-yr On-Line Flow Rate (cfs) Cleanout Depth (Inches) 4-ft 1.12 2.95 9 6-ft 2.52 6.63 12 8-ft 4.49 11.81 15 10-ft 7.00 18.40 18 Hydro International Downstream Defender1 12 ft 10.08 26.51 21 3-ft 0.85 1.84 9 4-ft 1.5 3.24 9 5-ft 2.35 5.08 9 6-ft 3.38 7.30 9 7-ft 4.60 9.94 9 Hydro International First Defense High Capacity1 8-ft 6.00 12.96 9 HS-3 0.50 1.00 6 HS-4 0.88 1.76 6 HS-5 1.37 2.74 6 HS-6 1.98 3.96 6 HS-7 2.69 5.38 6 HS-8 3.52 7.04 6 HS-9 4.45 8.9 6 HS-10 5.49 10.98 6 HS-11 6.65 13.3 6 HydroStorm by Hydroworks, LLC1 HS-12 7.91 15.82 6 XC-2 0.57 1.16 6 XC-3 1.13 2.30 6 XC-4 1.86 3.79 6 XC-5 2.30 4.68 6 XC-6 3.31 6.74 6 XC-7 4.50 9.16 6 XC-8 5.88 11.97 6 XC-9 7.44 15.14 6 XC-10 9.19 18.70 6 XC-11 11.12 22.63 6 XC-12 13.23 26.92 6 AquaShield Aqua-Swirl Xcelerator1 XC-13 15.53 31.60 6 1 Installed in the configuration as reviewed by NJCAT only