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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 Drainage Report -ii- L’Etoile May 2020 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- L’Etoile May 2020 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. 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 0.64 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 1,630 square feet (0.037 acres). -2- L’Etoile May 2020 Approximately 1.29 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 but will provide new pipes and structures to allow the runoff to bypass the proposed site stormwater detention. 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 0.64 acre site will be contained within the proposed stormwater detention. The total required detention was sized to be 0.21 acre-feet. The proposed detention provided is 0.24 acre-feet to allow for 10% storage for sediment collection. 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) = 94.1 % Pervious (CN=80) = 5.9 = 94.1% × 98 + 5.9% × 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 2.66 3.53 5.99 Allowable Discharge Rates* 0.06 0.06 0.19 Proposed Discharge Rates 0.04 0.06 0.18 Actual Discharge Rates (6-inch orifice) 0.74 0.87 1.16 *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- L’Etoile May 2020 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 0.7” at an elevation of 838.50 and a 2.7” orifice at an elevation of 840.70. The actual orifice sizes will be a minimum of 6-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. 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 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-3 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. 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 SEA Group, Land Surveyors W. M A I N S T R E E T 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 SEA Group, Land Surveyors 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"=20'MAY 14, 2020 NPJ ACH C-2 STUDIO M ARCHITECTURE L'ETOILE 833 MAIN STREET CARMEL, INDIANA SEA Group, Land Surveyors 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.: PROPOSED DRAINAGE MAP 192-7731"=20'MAY 14, 2020 NPJ ACH C-3 STUDIO M ARCHITECTURE L'ETOILE 833 MAIN STREET CARMEL, INDIANA SEA Group, Land Surveyors 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'MAY 14, 2020 NPJ ACH C-3 STUDIO M ARCHITECTURE L'ETOILE 833 MAIN STREET CARMEL, INDIANA Time of Concentration Worksheet - Proposed From Figure C-2PROJECT: L'Etoile Based on TR-55JOB #: 192-773Typical values for Manning's nTypical values for Manning's nOverland Flow2 year, 24 hour rainfall =2.64inches Channel Flow short grass 0.150 grass 0.030 dense grass 0.240 concrete 0.015 pavement 0.011 rip-rap 0.035 Overland flowseg. 1 Overland flowseg. 2 Shallow Concentrated Flow Channel FlowLine Length S n T_t Length S n T_t Length SPaved/UnVel. T_t Length a Pw r S n Vel. T_tT_cname (ft) % (min) (ft) % (min) (ft) % (P or U) (ft/s) (min) (ft) (s.f.) (ft) (ft) % (ft/s) (min)(min)Amenity Deck1 100 2.70 0.1509.6u 336 1.50 7.000.210.92 0.0300.79 716.623Total16.6Proposed - 2-yr192-773 - Time of Concentration.xlsx APPENDIX D STORM SEWER SIZING CALCULATIONS Civil & Environmental Consultants, Inc. By:NPJ Project Name:L'Etoile Date:5/2020 CEC Project No.:192-773 Checked By:ACH 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" 22,728 0 0 22,728 0.52 0.90 113 Roof Surfaces Pavement Pervious Soil/Turf Total Total Composite (ft^2)(ft^2)(ft^2)(ft^2)(Acres)"C" 0 13,533 6,047 19,580 0.45 0.65 112 Roof Surfaces Pavement Pervious Soil/Turf Total Total Composite (ft^2)(ft^2)(ft^2)(ft^2)(Acres)"C" 0 27,257 9,242 36,499 0.84 0.69 108 Roof Surfaces Pavement Pervious Soil/Turf Total Total Composite (ft^2)(ft^2)(ft^2)(ft^2)(Acres)"C" 0 1,584 0 1,584 0.04 0.85 107 Roof Surfaces Pavement Pervious Soil/Turf Total Total Composite (ft^2)(ft^2)(ft^2)(ft^2)(Acres)"C" 0 1,467 0 1,467 0.03 0.85 106 Roof Surfaces Pavement Pervious Soil/Turf Total Total Composite (ft^2)(ft^2)(ft^2)(ft^2)(Acres)"C" 0 0 1,626 1,626 0.04 0.20 All Watertight Roof Surfaces = Pavement = Slightly Pervious Soil (with Turf) = Civil & Environmental Consultants, Inc.Computed By: NPJChecked By: ACHProject Name:L'EtoileCEC Project No.:192-773Date: 5/2020Description: Storm Drain Flow Tabulation Form - Rational Method Storm Frequency Design Year: 10HGL CrownHeadlossLocation Inlet Acres Coef. Sum Time Conc. (min) Int. "Q" = Pipe (full) n = 0.013 Max Q Max V Manhole in MH minus No. Depth Coeff. atfrom to Area sub total "C" CA CA inlet drain total "I" CIA Size length slope full full INV out INV in out MH Crown HGL Cover ManholeRD-10.52 0.90 0.47 56.983.27T.C.=846.65 840.150.84RD-16.660.50RD-1 1060.52 0.47 5.00 0.02 5.026.983.27 12 5 1.00 3.56 4.53 839.99 839.94 839.99 840.99cover =5.661130.45 0.65 0.29 56.982.04T.C.=845.25 841.500.921133.830.50113 1110.45 0.29 5.00 0.16 5.166.982.04 12 31 0.50 2.52 3.21 841.43 841.27 841.42 842.43cover =2.831120.84 0.69 0.58 164.362.53T.C.=845.00 841.610.911123.490.50112 1110.84 0.58 16.30 0.11 16.414.362.53 12 24 0.60 2.76 3.51 841.51 841.37 841.51 842.51cover =2.491110.00 0.00 0.00 56.980.00T.C.=845.73 840.690.981115.300.50111 1101.29 0.87 16.41 0.12 16.544.353.79 15 34 0.75 5.59 4.56 840.43 840.17 840.53 841.68cover =4.051100.00 0.00 0.00 56.980.00T.C.=846.65 840.281.041106.580.50110 1091.29 0.87 16.54 0.53 17.074.333.78 15 146 0.75 5.59 4.56 840.07 838.98 840.12 841.32cover =5.331090.00 0.00 0.00 56.980.00T.C.=846.65 839.041.091097.770.50109 1011.29 0.87 17.07 0.12 17.194.263.71 15 33 0.75 5.59 4.56 838.88 838.63 838.87 840.13cover =6.521080.04 0.85 0.03 56.980.24T.C.=846.65 843.160.931083.560.50108 1070.04 0.03 5.00 0.51 5.516.980.24 12 99 0.50 2.52 3.21 843.09 842.60 843.08 844.09cover =2.561070.03 0.85 0.03 56.980.18T.C.=846.00 842.570.931073.510.50107 1060.07 0.06 5.51 0.59 6.106.790.40 12 113 0.50 2.52 3.21 842.50 841.93 842.49 843.50cover =2.511060.04 0.20 0.01 56.980.06T.C.=846.65 839.011.141067.750.50106 1050.63 0.54 6.10 0.03 6.136.583.52 15 6 0.50 4.57 3.72 838.91 838.88 838.90 840.16cover =6.501050.00 0.00 0.00 56.980.00T.C.=846.65 838.981.141057.770.50105 1040.63 0.54 6.13 0.02 6.156.573.52 15 5 0.50 4.57 3.72 838.88 838.85 838.87 840.13cover =6.521030.00 0.00 0.00 56.980.00T.C.=846.65 839.051.141037.960.50103 1020.63 0.54 6.15 0.01 6.176.560.07 18 4 0.60 8.13 4.60 838.69 838.67 838.88 840.19cover =6.461020.00 0.00 0.00 56.980.00T.C.=846.65 838.861.211028.080.50102 1010.63 0.54 6.17 0.02 6.196.553.51 18 6 0.60 8.13 4.60 838.57 838.53 838.69 840.07cover =6.581010.00 0.00 0.00 56.980.00T.C.=846.65 838.661.511018.230.50101 1001.26 1.07 6.19 0.03 6.216.557.01 21 9 0.70 13.25 5.51 838.42 838.36 838.42 840.17cover =6.48*DETENTION*C A L C U L A T E D D E S I G N 1683COMBINATIONINLETS g Note: When specifying/ordering grates, refer to “Choosing the Proper Inlet Grate” on pages 125-126. For a complete listing of FREE OPEN AREAS and WEIR PERIMETERS of all NEENAH grates, refer to pages 327-332. R-3281-AL Combination Inlet Frame, Grate, Curb Box Heavy Duty Available with open curb box. Enviro-Curb Boxes available, see page 129. R-3286-8V Combination Inlet Frame, Grate, Curb Box Heavy Duty Available with 3” radius curb box. WEIR SQ. PERIMETERCATALOG GRATE FT. LINEAL NUMBER TYPE OPEN FEET R-3281-AL L 0.5 4.3 WEIR SQ. PERIMETER CATALOG GRATE FT. LINEALNUMBER TYPE OPEN FEET R-3286-8V V 0.7 4.4 R-3287-10V Combination Inlet Frame, Grate, Curb Box Heavy Duty Available with 3” radius curb box. WEIR SQ. PERIMETER CATALOG GRATE FT. LINEAL NUMBER TYPE OPEN FEET R-3287-10V V 2.1 5.5 R-3287-5 Combination Inlet Frame, Grate Heavy Duty 2-1/2” adjusting ring available, see R-1979 series. WEIR SQ. PERIMETERCATALOG GRATE FT. LINEAL NUMBER TYPE OPEN FEET R-3287-5 V 3.2 11.3 Slotted Curb Plate Available CLICK HERE to return to the Table of Contents 189 2COMBINATIONINLETS3g Note: When specifying/ordering grates, refer to “Choosing the Proper Inlet Grate” on pages 125-126. For a complete listing of FREE OPEN AREAS and WEIR PERIMETERS of all NEENAH grates, refer to pages 327-332. R-3404 to R-3405 Series Gutter Inlet Frame, Grate Heavy Duty Dimensions in inches Catalog No. A B C E F G H R-3404 21 1/2 x 21 1/2 1 1/2 20 1/8 x 20 1/8 30 5/8 x 30 5/8 5 1/8 2 x 2 15/16 R-3405 23 5/8 x 23 5/8 1 1/2 22 x 22 32 3/4 x 32 3/4 6 2 1/8 x 2 1/8 1 R-3405-A ** 23 7/8 x 23 7/8 2 22 x 22 32 1/8 x 32 1/8 6 1/8 2 1/4 x 2 1/4 1 7/16 R-3405-B * ** 23 7/8 x 23 7/8 2 22 x 22 32 1/8 x 29 6 1/8 2 1/4 x 2 1/4 1 7/16 R-3405-D3 + 29 3/4 x 29 3/4 1 7/16 28 1/2 x 28 1/2 34 3/4 x 38 6 3 3/4 x 3 3/4 1 1/16 R-3405-D4 29 3/4 x 29 3/4 1 7/16 28 1/2 x 28 1/2 38 x 38 6 3 3/4 x 3 3/4 1 1/16 * Same as R-3405-A except base flange on 3 sides only. ** Also available grate Type L. + Same as R-3405-D4 except base flange on 3 sides only. R-3406 Single Gutter Inlet Frame, Grate Heavy Duty Double unit available with 27 - 3/8” x 79” outside frame dimension, order R-3406-2. Illustrating R-3405 WEIR SQ. PERIMETER CATALOG GRATE FT. LINEAL NUMBER TYPE OPEN FEET R-3404 H 1.4 7.2 R-3405 H 1.5 7.9 R-3405-A H 1.3 8.0 R-3405-A L 1.5 8.0 R-3405-B H 1.3 8.0 R-3405-B L 1.5 8.0 R-3405-D3 H 3.5 10 R-3405-D4 H 3.5 10 WEIR SQ. PERIMETERCATALOG GRATE FT. LINEAL NUMBER TYPE OPEN FEET R-3406 C 1.8 9.8 R-3406-2 C 3.7 15.9 CLICK HERE to return to the Table of Contents APPENDIX E EXISTING HYDROCAD OUTPUT E-S Existing Site Routing Diagram for 192-773 Existing Prepared by CEC, Printed 5/21/2020 HydroCAD® 10.00-20 s/n 03107 © 2017 HydroCAD Software Solutions LLC Subcat Reach Pond Link Type II 24-hr 100 YR Rainfall=6.46"192-773 Existing Printed 5/21/2020Prepared by CEC HydroCAD® 10.00-20 s/n 03107 © 2017 HydroCAD Software Solutions LLC Events for Subcatchment E-S: Existing Site Event Runoff (cfs) Volume (acre-feet) Depth (inches) 2 YR 2.66 0.137 2.57 10 YR 3.53 0.185 3.46 100 YR 5.99 0.321 5.99 Type II 24-hr 2 YR Rainfall=2.90"192-773 Existing Printed 5/21/2020Prepared by CEC Page 2HydroCAD® 10.00-20 s/n 03107 © 2017 HydroCAD Software Solutions LLC Summary for Subcatchment E-S: Existing Site Runoff = 2.66 cfs @ 11.95 hrs, Volume= 0.137 af, Depth> 2.57" 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 0.643 98 Paved parking, HSG B 0.643 100.00% 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)2 1 0 Type II 24-hr 2 YR Rainfall=2.90" Runoff Area=0.643 ac Runoff Volume=0.137 af Runoff Depth>2.57" Tc=5.0 min CN=98 2.66 cfs Type II 24-hr 10 YR Rainfall=3.83"192-773 Existing Printed 5/21/2020Prepared by CEC Page 3HydroCAD® 10.00-20 s/n 03107 © 2017 HydroCAD Software Solutions LLC Summary for Subcatchment E-S: Existing Site Runoff = 3.53 cfs @ 11.95 hrs, Volume= 0.185 af, Depth> 3.46" 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 0.643 98 Paved parking, HSG B 0.643 100.00% 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)3 2 1 0 Type II 24-hr 10 YR Rainfall=3.83" Runoff Area=0.643 ac Runoff Volume=0.185 af Runoff Depth>3.46" Tc=5.0 min CN=98 3.53 cfs Type II 24-hr 100 YR Rainfall=6.46"192-773 Existing Printed 5/21/2020Prepared by CEC Page 4HydroCAD® 10.00-20 s/n 03107 © 2017 HydroCAD Software Solutions LLC Summary for Subcatchment E-S: Existing Site Runoff = 5.99 cfs @ 11.95 hrs, Volume= 0.321 af, Depth> 5.99" 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 0.643 98 Paved parking, HSG B 0.643 100.00% 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)6 5 4 3 2 1 0 Type II 24-hr 100 YR Rainfall=6.46" Runoff Area=0.643 ac Runoff Volume=0.321 af Runoff Depth>5.99" Tc=5.0 min CN=98 5.99 cfs APPENDIX F PROPOSED HYDROCAD OUTPUT Type II 24-hr 100 YR Rainfall=6.46"192-773 Proposed Printed 5/21/2020Prepared by CEC HydroCAD® 10.00-20 s/n 03107 © 2017 HydroCAD Software Solutions LLC Pond UGD 6": Storage Vault Storage Estimated Pond Sizing Required Storage (acre-feet) 0.2440.2420.240.2380.2360.2340.2320.230.2280.2260.2240.2220.220.2180.2160.2140.2120.210.2080.2060.2040.2020.20.1980.1960.1940.1920.190.1880.1860.1840.1820.180.1780.1760.1740.172Desired Peak (cfs)0.58 0.56 0.54 0.52 0.5 0.48 0.46 0.44 0.42 0.4 0.38 0.36 0.34 0.32 0.3 0.28 0.26 0.24 0.22 0.2 0.18 0.16 0.14 0.12 0.1 0.08 0.06 0.04 0.02 0 -0.02 -0.04 -0.06 -0.08 -0.1 -0.12 -0.14 -0.16 -0.18 DD Direct Discharge P-D Detention P-S P-Site UGD Storage Vault Routing Diagram for 192-773 Proposed Prepared by CEC, Printed 5/21/2020 HydroCAD® 10.00-20 s/n 03107 © 2017 HydroCAD Software Solutions LLC Subcat Reach Pond Link Type II 24-hr 100 YR Rainfall=6.46"192-773 Proposed Printed 5/21/2020Prepared by CEC HydroCAD® 10.00-20 s/n 03107 © 2017 HydroCAD Software Solutions LLC Events for Pond UGD: Storage Vault Event Inflow (cfs) Primary (cfs) Elevation (feet) Storage (cubic-feet) 2 YR 2.55 0.02 840.14 5,073 10 YR 3.41 0.02 840.69 7,029 100 YR 5.83 0.18 841.47 9,805 Type II 24-hr 100 YR Rainfall=6.46"192-773 Proposed Printed 5/21/2020Prepared by CEC HydroCAD® 10.00-20 s/n 03107 © 2017 HydroCAD Software Solutions LLC Events for Reach P-S: P-Site Event Inflow (cfs) Outflow (cfs) Depth (inches) 2 YR 0.04 0.04 0.89 10 YR 0.06 0.06 1.07 100 YR 0.18 0.18 3.52 Type II 24-hr 2 YR Rainfall=2.90"192-773 Proposed Printed 5/21/2020Prepared by CEC Page 2HydroCAD® 10.00-20 s/n 03107 © 2017 HydroCAD Software Solutions LLC Summary for Subcatchment DD: Direct Discharge Runoff = 0.03 cfs @ 11.96 hrs, Volume= 0.001 af, Depth= 1.18" 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 * 0.015 80 Soil, class D 0.015 100.00% Pervious 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)0.034 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=0.015 ac Runoff Volume=0.001 af Runoff Depth=1.18" Tc=5.0 min CN=80 0.03 cfs Type II 24-hr 2 YR Rainfall=2.90"192-773 Proposed Printed 5/21/2020Prepared by CEC Page 3HydroCAD® 10.00-20 s/n 03107 © 2017 HydroCAD Software Solutions LLC Summary for Subcatchment P-D: Detention Runoff = 2.55 cfs @ 11.95 hrs, Volume= 0.134 af, Depth= 2.56" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-48.00 hrs, dt= 0.05 hrs Type II 24-hr 2 YR Rainfall=2.90" Area (ac) CN Description * 0.591 98 Paved parking, HSG B 0.037 80 >75% Grass cover, Good, HSG D 0.628 97 Weighted Average 0.037 5.89% Pervious Area 0.591 94.11% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, Subcatchment P-D: Detention Runoff Hydrograph Time (hours) 484644424038363432302826242220181614121086420Flow (cfs)2 1 0 Type II 24-hr 2 YR Rainfall=2.90" Runoff Area=0.628 ac Runoff Volume=0.134 af Runoff Depth=2.56" Tc=5.0 min CN=97 2.55 cfs Type II 24-hr 2 YR Rainfall=2.90"192-773 Proposed Printed 5/21/2020Prepared by CEC Page 4HydroCAD® 10.00-20 s/n 03107 © 2017 HydroCAD Software Solutions LLC Summary for Reach P-S: P-Site Inflow Area = 0.643 ac, 91.91% Impervious, Inflow Depth > 0.89" for 2 YR event Inflow = 0.04 cfs @ 11.96 hrs, Volume= 0.047 af Outflow = 0.04 cfs @ 11.96 hrs, Volume= 0.047 af, Atten= 0%, Lag= 0.0 min Routing by Stor-Ind+Trans method, Time Span= 0.00-48.00 hrs, dt= 0.05 hrs Reach P-S: P-Site Inflow Outflow Hydrograph Time (hours) 484644424038363432302826242220181614121086420Flow (cfs)0.048 0.046 0.044 0.042 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=0.643 ac 0.04 cfs 0.04 cfs Type II 24-hr 2 YR Rainfall=2.90"192-773 Proposed Printed 5/21/2020Prepared by CEC Page 5HydroCAD® 10.00-20 s/n 03107 © 2017 HydroCAD Software Solutions LLC Summary for Pond UGD: Storage Vault Inflow Area = 0.628 ac, 94.11% Impervious, Inflow Depth = 2.56" for 2 YR event Inflow = 2.55 cfs @ 11.95 hrs, Volume= 0.134 af Outflow = 0.02 cfs @ 24.04 hrs, Volume= 0.046 af, Atten= 99%, Lag= 725.3 min Primary = 0.02 cfs @ 24.04 hrs, Volume= 0.046 af Routing by Stor-Ind method, Time Span= 0.00-48.00 hrs, dt= 0.05 hrs Peak Elev= 840.14' @ 24.04 hrs Surf.Area= 3,535 sf Storage= 5,073 cf Plug-Flow detention time= 1,101.4 min calculated for 0.046 af (34% of inflow) Center-of-Mass det. time= 950.7 min ( 1,714.7 - 764.0 ) Volume Invert Avail.Storage Storage Description #1 838.70' 10,605 cf Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 838.70 3,535 0 0 841.70 3,535 10,605 10,605 Device Routing Invert Outlet Devices #1 Primary 838.70'18.0" Round Culvert L= 4.0' Ke= 0.500 Inlet / Outlet Invert= 838.70' / 838.68' S= 0.0050 '/' Cc= 0.900 n= 0.013, Flow Area= 1.77 sf #2 Device 1 838.50'0.7" Vert. Orifice/Grate C= 0.600 #3 Device 1 840.70'2.7" Vert. Orifice/Grate C= 0.600 Primary OutFlow Max=0.02 cfs @ 24.04 hrs HW=840.14' (Free Discharge) 1=Culvert (Passes 0.02 cfs of 5.37 cfs potential flow) 2=Orifice/Grate (Orifice Controls 0.02 cfs @ 5.77 fps) 3=Orifice/Grate ( Controls 0.00 cfs) Type II 24-hr 2 YR Rainfall=2.90"192-773 Proposed Printed 5/21/2020Prepared by CEC Page 6HydroCAD® 10.00-20 s/n 03107 © 2017 HydroCAD Software Solutions LLC Pond UGD: Storage Vault Inflow Primary Hydrograph Time (hours) 484644424038363432302826242220181614121086420Flow (cfs)2 1 0 Inflow Area=0.628 ac Peak Elev=840.14' Storage=5,073 cf 2.55 cfs 0.02 cfs Type II 24-hr 10 YR Rainfall=3.83"192-773 Proposed Printed 5/21/2020Prepared by CEC Page 7HydroCAD® 10.00-20 s/n 03107 © 2017 HydroCAD Software Solutions LLC Summary for Subcatchment DD: Direct Discharge Runoff = 0.05 cfs @ 11.96 hrs, Volume= 0.002 af, Depth= 1.90" 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 * 0.015 80 Soil, class D 0.015 100.00% Pervious 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)0.055 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=0.015 ac Runoff Volume=0.002 af Runoff Depth=1.90" Tc=5.0 min CN=80 0.05 cfs Type II 24-hr 10 YR Rainfall=3.83"192-773 Proposed Printed 5/21/2020Prepared by CEC Page 8HydroCAD® 10.00-20 s/n 03107 © 2017 HydroCAD Software Solutions LLC Summary for Subcatchment P-D: Detention Runoff = 3.41 cfs @ 11.95 hrs, Volume= 0.182 af, Depth= 3.48" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-48.00 hrs, dt= 0.05 hrs Type II 24-hr 10 YR Rainfall=3.83" Area (ac) CN Description * 0.591 98 Paved parking, HSG B 0.037 80 >75% Grass cover, Good, HSG D 0.628 97 Weighted Average 0.037 5.89% Pervious Area 0.591 94.11% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, Subcatchment P-D: Detention Runoff Hydrograph Time (hours) 484644424038363432302826242220181614121086420Flow (cfs)3 2 1 0 Type II 24-hr 10 YR Rainfall=3.83" Runoff Area=0.628 ac Runoff Volume=0.182 af Runoff Depth=3.48" Tc=5.0 min CN=97 3.41 cfs Type II 24-hr 10 YR Rainfall=3.83"192-773 Proposed Printed 5/21/2020Prepared by CEC Page 9HydroCAD® 10.00-20 s/n 03107 © 2017 HydroCAD Software Solutions LLC Summary for Reach P-S: P-Site Inflow Area = 0.643 ac, 91.91% Impervious, Inflow Depth > 1.07" for 10 YR event Inflow = 0.06 cfs @ 11.96 hrs, Volume= 0.057 af Outflow = 0.06 cfs @ 11.96 hrs, Volume= 0.057 af, Atten= 0%, Lag= 0.0 min Routing by Stor-Ind+Trans method, Time Span= 0.00-48.00 hrs, dt= 0.05 hrs Reach P-S: P-Site Inflow Outflow 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 Inflow Area=0.643 ac 0.06 cfs 0.06 cfs Type II 24-hr 10 YR Rainfall=3.83"192-773 Proposed Printed 5/21/2020Prepared by CEC Page 10HydroCAD® 10.00-20 s/n 03107 © 2017 HydroCAD Software Solutions LLC Summary for Pond UGD: Storage Vault Inflow Area = 0.628 ac, 94.11% Impervious, Inflow Depth = 3.48" for 10 YR event Inflow = 3.41 cfs @ 11.95 hrs, Volume= 0.182 af Outflow = 0.02 cfs @ 24.05 hrs, Volume= 0.055 af, Atten= 99%, Lag= 726.0 min Primary = 0.02 cfs @ 24.05 hrs, Volume= 0.055 af Routing by Stor-Ind method, Time Span= 0.00-48.00 hrs, dt= 0.05 hrs Peak Elev= 840.69' @ 24.05 hrs Surf.Area= 3,535 sf Storage= 7,029 cf Plug-Flow detention time= 1,128.0 min calculated for 0.055 af (30% of inflow) Center-of-Mass det. time= 954.4 min ( 1,711.3 - 756.9 ) Volume Invert Avail.Storage Storage Description #1 838.70' 10,605 cf Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 838.70 3,535 0 0 841.70 3,535 10,605 10,605 Device Routing Invert Outlet Devices #1 Primary 838.70'18.0" Round Culvert L= 4.0' Ke= 0.500 Inlet / Outlet Invert= 838.70' / 838.68' S= 0.0050 '/' Cc= 0.900 n= 0.013, Flow Area= 1.77 sf #2 Device 1 838.50'0.7" Vert. Orifice/Grate C= 0.600 #3 Device 1 840.70'2.7" Vert. Orifice/Grate C= 0.600 Primary OutFlow Max=0.02 cfs @ 24.05 hrs HW=840.69' (Free Discharge) 1=Culvert (Passes 0.02 cfs of 8.14 cfs potential flow) 2=Orifice/Grate (Orifice Controls 0.02 cfs @ 6.79 fps) 3=Orifice/Grate ( Controls 0.00 cfs) Type II 24-hr 10 YR Rainfall=3.83"192-773 Proposed Printed 5/21/2020Prepared by CEC Page 11HydroCAD® 10.00-20 s/n 03107 © 2017 HydroCAD Software Solutions LLC Pond UGD: Storage Vault Inflow Primary Hydrograph Time (hours) 484644424038363432302826242220181614121086420Flow (cfs)3 2 1 0 Inflow Area=0.628 ac Peak Elev=840.69' Storage=7,029 cf 3.41 cfs 0.02 cfs Type II 24-hr 100 YR Rainfall=6.46"192-773 Proposed Printed 5/21/2020Prepared by CEC Page 12HydroCAD® 10.00-20 s/n 03107 © 2017 HydroCAD Software Solutions LLC Summary for Subcatchment DD: Direct Discharge Runoff = 0.11 cfs @ 11.95 hrs, Volume= 0.005 af, Depth= 4.20" 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 * 0.015 80 Soil, class D 0.015 100.00% Pervious 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)0.12 0.115 0.11 0.105 0.1 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 100 YR Rainfall=6.46" Runoff Area=0.015 ac Runoff Volume=0.005 af Runoff Depth=4.20" Tc=5.0 min CN=80 0.11 cfs Type II 24-hr 100 YR Rainfall=6.46"192-773 Proposed Printed 5/21/2020Prepared by CEC Page 13HydroCAD® 10.00-20 s/n 03107 © 2017 HydroCAD Software Solutions LLC Summary for Subcatchment P-D: Detention Runoff = 5.83 cfs @ 11.95 hrs, Volume= 0.319 af, Depth= 6.10" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-48.00 hrs, dt= 0.05 hrs Type II 24-hr 100 YR Rainfall=6.46" Area (ac) CN Description * 0.591 98 Paved parking, HSG B 0.037 80 >75% Grass cover, Good, HSG D 0.628 97 Weighted Average 0.037 5.89% Pervious Area 0.591 94.11% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, Subcatchment P-D: Detention Runoff Hydrograph Time (hours) 484644424038363432302826242220181614121086420Flow (cfs)6 5 4 3 2 1 0 Type II 24-hr 100 YR Rainfall=6.46" Runoff Area=0.628 ac Runoff Volume=0.319 af Runoff Depth=6.10" Tc=5.0 min CN=97 5.83 cfs Type II 24-hr 100 YR Rainfall=6.46"192-773 Proposed Printed 5/21/2020Prepared by CEC Page 14HydroCAD® 10.00-20 s/n 03107 © 2017 HydroCAD Software Solutions LLC Summary for Reach P-S: P-Site Inflow Area = 0.643 ac, 91.91% Impervious, Inflow Depth > 3.52" for 100 YR event Inflow = 0.18 cfs @ 13.56 hrs, Volume= 0.188 af Outflow = 0.18 cfs @ 13.56 hrs, Volume= 0.188 af, Atten= 0%, Lag= 0.0 min Routing by Stor-Ind+Trans method, Time Span= 0.00-48.00 hrs, dt= 0.05 hrs Reach P-S: P-Site Inflow Outflow 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=0.643 ac 0.18 cfs 0.18 cfs Type II 24-hr 100 YR Rainfall=6.46"192-773 Proposed Printed 5/21/2020Prepared by CEC Page 15HydroCAD® 10.00-20 s/n 03107 © 2017 HydroCAD Software Solutions LLC Summary for Pond UGD: Storage Vault Inflow Area = 0.628 ac, 94.11% Impervious, Inflow Depth = 6.10" for 100 YR event Inflow = 5.83 cfs @ 11.95 hrs, Volume= 0.319 af Outflow = 0.18 cfs @ 13.76 hrs, Volume= 0.183 af, Atten= 97%, Lag= 108.3 min Primary = 0.18 cfs @ 13.76 hrs, Volume= 0.183 af Routing by Stor-Ind method, Time Span= 0.00-48.00 hrs, dt= 0.05 hrs Peak Elev= 841.47' @ 13.76 hrs Surf.Area= 3,535 sf Storage= 9,805 cf Plug-Flow detention time= 620.3 min calculated for 0.183 af (57% of inflow) Center-of-Mass det. time= 505.5 min ( 1,251.3 - 745.8 ) Volume Invert Avail.Storage Storage Description #1 838.70' 10,605 cf Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 838.70 3,535 0 0 841.70 3,535 10,605 10,605 Device Routing Invert Outlet Devices #1 Primary 838.70'18.0" Round Culvert L= 4.0' Ke= 0.500 Inlet / Outlet Invert= 838.70' / 838.68' S= 0.0050 '/' Cc= 0.900 n= 0.013, Flow Area= 1.77 sf #2 Device 1 838.50'0.7" Vert. Orifice/Grate C= 0.600 #3 Device 1 840.70'2.7" Vert. Orifice/Grate C= 0.600 Primary OutFlow Max=0.18 cfs @ 13.76 hrs HW=841.47' (Free Discharge) 1=Culvert (Passes 0.18 cfs of 12.10 cfs potential flow) 2=Orifice/Grate (Orifice Controls 0.02 cfs @ 8.02 fps) 3=Orifice/Grate (Orifice Controls 0.16 cfs @ 3.92 fps) Type II 24-hr 100 YR Rainfall=6.46"192-773 Proposed Printed 5/21/2020Prepared by CEC Page 16HydroCAD® 10.00-20 s/n 03107 © 2017 HydroCAD Software Solutions LLC Pond UGD: Storage Vault Inflow Primary Hydrograph Time (hours) 484644424038363432302826242220181614121086420Flow (cfs)6 5 4 3 2 1 0 Inflow Area=0.628 ac Peak Elev=841.47' Storage=9,805 cf 5.83 cfs 0.18 cfs DD Direct Discharge P-D Detention P-S P-Site UGD 6" Storage Vault Routing Diagram for 192-773 Proposed Prepared by CEC, Printed 5/21/2020 HydroCAD® 10.00-20 s/n 03107 © 2017 HydroCAD Software Solutions LLC Subcat Reach Pond Link Type II 24-hr 100 YR Rainfall=6.46"192-773 Proposed Printed 5/21/2020Prepared by CEC HydroCAD® 10.00-20 s/n 03107 © 2017 HydroCAD Software Solutions LLC Events for Pond UGD 6": Storage Vault Event Inflow (cfs) Primary (cfs) Elevation (feet) Storage (cubic-feet) 2 YR 2.55 0.73 839.34 2,262 10 YR 3.41 0.85 839.55 3,019 100 YR 5.83 1.13 840.18 5,227 Type II 24-hr 100 YR Rainfall=6.46"192-773 Proposed Printed 5/21/2020Prepared by CEC HydroCAD® 10.00-20 s/n 03107 © 2017 HydroCAD Software Solutions LLC Events for Reach P-S: P-Site Event Inflow (cfs) Outflow (cfs) Depth (inches) 2 YR 0.74 0.74 2.52 10 YR 0.87 0.87 3.44 100 YR 1.16 1.16 6.05 Type II 24-hr 2 YR Rainfall=2.90"192-773 Proposed Printed 5/21/2020Prepared by CEC Page 2HydroCAD® 10.00-20 s/n 03107 © 2017 HydroCAD Software Solutions LLC Summary for Subcatchment DD: Direct Discharge Runoff = 0.03 cfs @ 11.96 hrs, Volume= 0.001 af, Depth= 1.18" 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 * 0.015 80 Soil, class D 0.015 100.00% Pervious 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)0.034 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=0.015 ac Runoff Volume=0.001 af Runoff Depth=1.18" Tc=5.0 min CN=80 0.03 cfs Type II 24-hr 2 YR Rainfall=2.90"192-773 Proposed Printed 5/21/2020Prepared by CEC Page 3HydroCAD® 10.00-20 s/n 03107 © 2017 HydroCAD Software Solutions LLC Summary for Subcatchment P-D: Detention Runoff = 2.55 cfs @ 11.95 hrs, Volume= 0.134 af, Depth= 2.56" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-48.00 hrs, dt= 0.05 hrs Type II 24-hr 2 YR Rainfall=2.90" Area (ac) CN Description * 0.591 98 Paved parking, HSG B 0.037 80 >75% Grass cover, Good, HSG D 0.628 97 Weighted Average 0.037 5.89% Pervious Area 0.591 94.11% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, Subcatchment P-D: Detention Runoff Hydrograph Time (hours) 484644424038363432302826242220181614121086420Flow (cfs)2 1 0 Type II 24-hr 2 YR Rainfall=2.90" Runoff Area=0.628 ac Runoff Volume=0.134 af Runoff Depth=2.56" Tc=5.0 min CN=97 2.55 cfs Type II 24-hr 2 YR Rainfall=2.90"192-773 Proposed Printed 5/21/2020Prepared by CEC Page 4HydroCAD® 10.00-20 s/n 03107 © 2017 HydroCAD Software Solutions LLC Summary for Reach P-S: P-Site Inflow Area = 0.643 ac, 91.91% Impervious, Inflow Depth > 2.52" for 2 YR event Inflow = 0.74 cfs @ 12.07 hrs, Volume= 0.135 af Outflow = 0.74 cfs @ 12.07 hrs, Volume= 0.135 af, Atten= 0%, Lag= 0.0 min Routing by Stor-Ind+Trans method, Time Span= 0.00-48.00 hrs, dt= 0.05 hrs Reach P-S: P-Site Inflow Outflow Hydrograph Time (hours) 484644424038363432302826242220181614121086420Flow (cfs)0.8 0.75 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=0.643 ac 0.74 cfs 0.74 cfs Type II 24-hr 2 YR Rainfall=2.90"192-773 Proposed Printed 5/21/2020Prepared by CEC Page 5HydroCAD® 10.00-20 s/n 03107 © 2017 HydroCAD Software Solutions LLC Summary for Pond UGD 6": Storage Vault Inflow Area = 0.628 ac, 94.11% Impervious, Inflow Depth = 2.56" for 2 YR event Inflow = 2.55 cfs @ 11.95 hrs, Volume= 0.134 af Outflow = 0.73 cfs @ 12.09 hrs, Volume= 0.133 af, Atten= 72%, Lag= 8.4 min Primary = 0.73 cfs @ 12.09 hrs, Volume= 0.133 af Routing by Stor-Ind method, Time Span= 0.00-48.00 hrs, dt= 0.05 hrs Peak Elev= 839.34' @ 12.09 hrs Surf.Area= 3,535 sf Storage= 2,262 cf Plug-Flow detention time= 103.0 min calculated for 0.133 af (100% of inflow) Center-of-Mass det. time= 102.1 min ( 866.1 - 764.0 ) Volume Invert Avail.Storage Storage Description #1 838.70' 10,605 cf Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 838.70 3,535 0 0 841.70 3,535 10,605 10,605 Device Routing Invert Outlet Devices #1 Primary 838.70'18.0" Round Culvert L= 4.0' Ke= 0.500 Inlet / Outlet Invert= 838.70' / 838.68' S= 0.0050 '/' Cc= 0.900 n= 0.013, Flow Area= 1.77 sf #2 Device 1 838.50'6.0" Vert. Orifice/Grate C= 0.600 #3 Device 1 840.70'6.0" Vert. Orifice/Grate C= 0.600 Primary OutFlow Max=0.73 cfs @ 12.09 hrs HW=839.34' (Free Discharge) 1=Culvert (Passes 0.73 cfs of 1.30 cfs potential flow) 2=Orifice/Grate (Orifice Controls 0.73 cfs @ 3.69 fps) 3=Orifice/Grate ( Controls 0.00 cfs) Type II 24-hr 2 YR Rainfall=2.90"192-773 Proposed Printed 5/21/2020Prepared by CEC Page 6HydroCAD® 10.00-20 s/n 03107 © 2017 HydroCAD Software Solutions LLC Pond UGD 6": Storage Vault Inflow Primary Hydrograph Time (hours) 484644424038363432302826242220181614121086420Flow (cfs)2 1 0 Inflow Area=0.628 ac Peak Elev=839.34' Storage=2,262 cf 2.55 cfs 0.73 cfs Type II 24-hr 10 YR Rainfall=3.83"192-773 Proposed Printed 5/21/2020Prepared by CEC Page 7HydroCAD® 10.00-20 s/n 03107 © 2017 HydroCAD Software Solutions LLC Summary for Subcatchment DD: Direct Discharge Runoff = 0.05 cfs @ 11.96 hrs, Volume= 0.002 af, Depth= 1.90" 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 * 0.015 80 Soil, class D 0.015 100.00% Pervious 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)0.055 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=0.015 ac Runoff Volume=0.002 af Runoff Depth=1.90" Tc=5.0 min CN=80 0.05 cfs Type II 24-hr 10 YR Rainfall=3.83"192-773 Proposed Printed 5/21/2020Prepared by CEC Page 8HydroCAD® 10.00-20 s/n 03107 © 2017 HydroCAD Software Solutions LLC Summary for Subcatchment P-D: Detention Runoff = 3.41 cfs @ 11.95 hrs, Volume= 0.182 af, Depth= 3.48" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-48.00 hrs, dt= 0.05 hrs Type II 24-hr 10 YR Rainfall=3.83" Area (ac) CN Description * 0.591 98 Paved parking, HSG B 0.037 80 >75% Grass cover, Good, HSG D 0.628 97 Weighted Average 0.037 5.89% Pervious Area 0.591 94.11% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, Subcatchment P-D: Detention Runoff Hydrograph Time (hours) 484644424038363432302826242220181614121086420Flow (cfs)3 2 1 0 Type II 24-hr 10 YR Rainfall=3.83" Runoff Area=0.628 ac Runoff Volume=0.182 af Runoff Depth=3.48" Tc=5.0 min CN=97 3.41 cfs Type II 24-hr 10 YR Rainfall=3.83"192-773 Proposed Printed 5/21/2020Prepared by CEC Page 9HydroCAD® 10.00-20 s/n 03107 © 2017 HydroCAD Software Solutions LLC Summary for Reach P-S: P-Site Inflow Area = 0.643 ac, 91.91% Impervious, Inflow Depth > 3.44" for 10 YR event Inflow = 0.87 cfs @ 12.06 hrs, Volume= 0.184 af Outflow = 0.87 cfs @ 12.06 hrs, Volume= 0.184 af, Atten= 0%, Lag= 0.0 min Routing by Stor-Ind+Trans method, Time Span= 0.00-48.00 hrs, dt= 0.05 hrs Reach P-S: P-Site Inflow Outflow Hydrograph Time (hours) 484644424038363432302826242220181614121086420Flow (cfs)0.95 0.9 0.85 0.8 0.75 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=0.643 ac 0.87 cfs 0.87 cfs Type II 24-hr 10 YR Rainfall=3.83"192-773 Proposed Printed 5/21/2020Prepared by CEC Page 10HydroCAD® 10.00-20 s/n 03107 © 2017 HydroCAD Software Solutions LLC Summary for Pond UGD 6": Storage Vault Inflow Area = 0.628 ac, 94.11% Impervious, Inflow Depth = 3.48" for 10 YR event Inflow = 3.41 cfs @ 11.95 hrs, Volume= 0.182 af Outflow = 0.85 cfs @ 12.10 hrs, Volume= 0.182 af, Atten= 75%, Lag= 9.1 min Primary = 0.85 cfs @ 12.10 hrs, Volume= 0.182 af Routing by Stor-Ind method, Time Span= 0.00-48.00 hrs, dt= 0.05 hrs Peak Elev= 839.55' @ 12.10 hrs Surf.Area= 3,535 sf Storage= 3,019 cf Plug-Flow detention time= 93.1 min calculated for 0.182 af (100% of inflow) Center-of-Mass det. time= 92.7 min ( 849.7 - 756.9 ) Volume Invert Avail.Storage Storage Description #1 838.70' 10,605 cf Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 838.70 3,535 0 0 841.70 3,535 10,605 10,605 Device Routing Invert Outlet Devices #1 Primary 838.70'18.0" Round Culvert L= 4.0' Ke= 0.500 Inlet / Outlet Invert= 838.70' / 838.68' S= 0.0050 '/' Cc= 0.900 n= 0.013, Flow Area= 1.77 sf #2 Device 1 838.50'6.0" Vert. Orifice/Grate C= 0.600 #3 Device 1 840.70'6.0" Vert. Orifice/Grate C= 0.600 Primary OutFlow Max=0.85 cfs @ 12.10 hrs HW=839.55' (Free Discharge) 1=Culvert (Passes 0.85 cfs of 2.22 cfs potential flow) 2=Orifice/Grate (Orifice Controls 0.85 cfs @ 4.32 fps) 3=Orifice/Grate ( Controls 0.00 cfs) Type II 24-hr 10 YR Rainfall=3.83"192-773 Proposed Printed 5/21/2020Prepared by CEC Page 11HydroCAD® 10.00-20 s/n 03107 © 2017 HydroCAD Software Solutions LLC Pond UGD 6": Storage Vault Inflow Primary Hydrograph Time (hours) 484644424038363432302826242220181614121086420Flow (cfs)3 2 1 0 Inflow Area=0.628 ac Peak Elev=839.55' Storage=3,019 cf 3.41 cfs 0.85 cfs Type II 24-hr 100 YR Rainfall=6.46"192-773 Proposed Printed 5/21/2020Prepared by CEC Page 12HydroCAD® 10.00-20 s/n 03107 © 2017 HydroCAD Software Solutions LLC Summary for Subcatchment DD: Direct Discharge Runoff = 0.11 cfs @ 11.95 hrs, Volume= 0.005 af, Depth= 4.20" 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 * 0.015 80 Soil, class D 0.015 100.00% Pervious 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)0.12 0.115 0.11 0.105 0.1 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 100 YR Rainfall=6.46" Runoff Area=0.015 ac Runoff Volume=0.005 af Runoff Depth=4.20" Tc=5.0 min CN=80 0.11 cfs Type II 24-hr 100 YR Rainfall=6.46"192-773 Proposed Printed 5/21/2020Prepared by CEC Page 13HydroCAD® 10.00-20 s/n 03107 © 2017 HydroCAD Software Solutions LLC Summary for Subcatchment P-D: Detention Runoff = 5.83 cfs @ 11.95 hrs, Volume= 0.319 af, Depth= 6.10" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-48.00 hrs, dt= 0.05 hrs Type II 24-hr 100 YR Rainfall=6.46" Area (ac) CN Description * 0.591 98 Paved parking, HSG B 0.037 80 >75% Grass cover, Good, HSG D 0.628 97 Weighted Average 0.037 5.89% Pervious Area 0.591 94.11% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, Subcatchment P-D: Detention Runoff Hydrograph Time (hours) 484644424038363432302826242220181614121086420Flow (cfs)6 5 4 3 2 1 0 Type II 24-hr 100 YR Rainfall=6.46" Runoff Area=0.628 ac Runoff Volume=0.319 af Runoff Depth=6.10" Tc=5.0 min CN=97 5.83 cfs Type II 24-hr 100 YR Rainfall=6.46"192-773 Proposed Printed 5/21/2020Prepared by CEC Page 14HydroCAD® 10.00-20 s/n 03107 © 2017 HydroCAD Software Solutions LLC Summary for Reach P-S: P-Site Inflow Area = 0.643 ac, 91.91% Impervious, Inflow Depth > 6.05" for 100 YR event Inflow = 1.16 cfs @ 12.05 hrs, Volume= 0.324 af Outflow = 1.16 cfs @ 12.05 hrs, Volume= 0.324 af, Atten= 0%, Lag= 0.0 min Routing by Stor-Ind+Trans method, Time Span= 0.00-48.00 hrs, dt= 0.05 hrs Reach P-S: P-Site Inflow Outflow Hydrograph Time (hours) 484644424038363432302826242220181614121086420Flow (cfs)1 0 Inflow Area=0.643 ac 1.16 cfs 1.16 cfs Type II 24-hr 100 YR Rainfall=6.46"192-773 Proposed Printed 5/21/2020Prepared by CEC Page 15HydroCAD® 10.00-20 s/n 03107 © 2017 HydroCAD Software Solutions LLC Summary for Pond UGD 6": Storage Vault Inflow Area = 0.628 ac, 94.11% Impervious, Inflow Depth = 6.10" for 100 YR event Inflow = 5.83 cfs @ 11.95 hrs, Volume= 0.319 af Outflow = 1.13 cfs @ 12.12 hrs, Volume= 0.319 af, Atten= 81%, Lag= 10.2 min Primary = 1.13 cfs @ 12.12 hrs, Volume= 0.319 af Routing by Stor-Ind method, Time Span= 0.00-48.00 hrs, dt= 0.05 hrs Peak Elev= 840.18' @ 12.12 hrs Surf.Area= 3,535 sf Storage= 5,227 cf Plug-Flow detention time= 83.9 min calculated for 0.319 af (100% of inflow) Center-of-Mass det. time= 82.9 min ( 828.7 - 745.8 ) Volume Invert Avail.Storage Storage Description #1 838.70' 10,605 cf Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 838.70 3,535 0 0 841.70 3,535 10,605 10,605 Device Routing Invert Outlet Devices #1 Primary 838.70'18.0" Round Culvert L= 4.0' Ke= 0.500 Inlet / Outlet Invert= 838.70' / 838.68' S= 0.0050 '/' Cc= 0.900 n= 0.013, Flow Area= 1.77 sf #2 Device 1 838.50'6.0" Vert. Orifice/Grate C= 0.600 #3 Device 1 840.70'6.0" Vert. Orifice/Grate C= 0.600 Primary OutFlow Max=1.13 cfs @ 12.12 hrs HW=840.17' (Free Discharge) 1=Culvert (Passes 1.13 cfs of 5.59 cfs potential flow) 2=Orifice/Grate (Orifice Controls 1.13 cfs @ 5.74 fps) 3=Orifice/Grate ( Controls 0.00 cfs) Type II 24-hr 100 YR Rainfall=6.46"192-773 Proposed Printed 5/21/2020Prepared by CEC Page 16HydroCAD® 10.00-20 s/n 03107 © 2017 HydroCAD Software Solutions LLC Pond UGD 6": Storage Vault Inflow Primary Hydrograph Time (hours) 484644424038363432302826242220181614121086420Flow (cfs)6 5 4 3 2 1 0 Inflow Area=0.628 ac Peak Elev=840.18' Storage=5,227 cf 5.83 cfs 1.13 cfs APPENDIX G EMERGENCY OVERFLOW CALCULATIONS Type II 24-hr 1.25 x 100 YR Rainfall=8.04"192-773 Emergency Route Printed 5/20/2020Prepared by CEC HydroCAD® 10.00-20 s/n 03107 © 2017 HydroCAD Software Solutions LLC Events for Reach P-S: SITE Event Inflow (cfs) Outflow (cfs) 1.25 x 100 YR 12.31 12.31 DD Direct Discharge OFF Offsite P-D Detention P-S SITE UGD Storage Vault Routing Diagram for 192-773 Emergency Route Prepared by CEC, Printed 5/20/2020 HydroCAD® 10.00-20 s/n 03107 © 2017 HydroCAD Software Solutions LLC Subcat Reach Pond Link Type II 24-hr 1.25 x 100 YR Rainfall=8.04"192-773 Emergency Route Printed 5/20/2020Prepared by CEC Page 2HydroCAD® 10.00-20 s/n 03107 © 2017 HydroCAD Software Solutions LLC Summary for Subcatchment DD: Direct Discharge Runoff = 0.15 cfs @ 11.95 hrs, Volume= 0.007 af, Depth= 5.66" 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 1.25 x 100 YR Rainfall=8.04" Area (ac) CN Description * 0.015 80 Soil, class D 0.015 100.00% Pervious 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 1.25 x 100 YR Rainfall=8.04" Runoff Area=0.015 ac Runoff Volume=0.007 af Runoff Depth=5.66" Tc=5.0 min CN=80 0.15 cfs Type II 24-hr 1.25 x 100 YR Rainfall=8.04"192-773 Emergency Route Printed 5/20/2020Prepared by CEC Page 3HydroCAD® 10.00-20 s/n 03107 © 2017 HydroCAD Software Solutions LLC Summary for Subcatchment OFF: Offsite Runoff = 10.18 cfs @ 12.08 hrs, Volume= 0.749 af, Depth= 6.96" 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 1.25 x 100 YR Rainfall=8.04" Area (ac) CN Description 0.939 98 Paved parking, HSG B 0.351 74 >75% Grass cover, Good, HSG C 1.290 91 Weighted Average 0.351 27.21% Pervious Area 0.939 72.79% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 16.6 Direct Entry, Subcatchment OFF: Offsite Runoff Hydrograph Time (hours) 484644424038363432302826242220181614121086420Flow (cfs)11 10 9 8 7 6 5 4 3 2 1 0 Type II 24-hr 1.25 x 100 YR Rainfall=8.04" Runoff Area=1.290 ac Runoff Volume=0.749 af Runoff Depth=6.96" Tc=16.6 min CN=91 10.18 cfs Type II 24-hr 1.25 x 100 YR Rainfall=8.04"192-773 Emergency Route Printed 5/20/2020Prepared by CEC Page 4HydroCAD® 10.00-20 s/n 03107 © 2017 HydroCAD Software Solutions LLC Summary for Subcatchment P-D: Detention Runoff = 6.94 cfs @ 11.96 hrs, Volume= 0.402 af, Depth= 7.68" 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 1.25 x 100 YR Rainfall=8.04" Area (ac) CN Description * 0.591 98 Paved parking, HSG B 0.037 80 >75% Grass cover, Good, HSG D 0.628 97 Weighted Average 0.037 5.89% Pervious Area 0.591 94.11% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.2 Direct Entry, Subcatchment P-D: Detention Runoff Hydrograph Time (hours) 484644424038363432302826242220181614121086420Flow (cfs)7 6 5 4 3 2 1 0 Type II 24-hr 1.25 x 100 YR Rainfall=8.04" Runoff Area=0.628 ac Runoff Volume=0.402 af Runoff Depth=7.68" Tc=6.2 min CN=97 6.94 cfs Type II 24-hr 1.25 x 100 YR Rainfall=8.04"192-773 Emergency Route Printed 5/20/2020Prepared by CEC Page 5HydroCAD® 10.00-20 s/n 03107 © 2017 HydroCAD Software Solutions LLC Summary for Reach P-S: SITE Inflow Area = 1.933 ac, 79.15% Impervious, Inflow Depth > 6.34" for 1.25 x 100 YR event Inflow = 12.31 cfs @ 12.10 hrs, Volume= 1.021 af Outflow = 12.31 cfs @ 12.10 hrs, Volume= 1.021 af, Atten= 0%, Lag= 0.0 min Routing by Dyn-Stor-Ind method, Time Span= 0.00-48.00 hrs, dt= 0.05 hrs / 3 Reach P-S: SITE Inflow Outflow Hydrograph Time (hours) 484644424038363432302826242220181614121086420Flow (cfs)13 12 11 10 9 8 7 6 5 4 3 2 1 0 Inflow Area=1.933 ac 12.31 cfs 12.31 cfs Type II 24-hr 1.25 x 100 YR Rainfall=8.04"192-773 Emergency Route Printed 5/20/2020Prepared by CEC Page 6HydroCAD® 10.00-20 s/n 03107 © 2017 HydroCAD Software Solutions LLC Summary for Pond UGD: Storage Vault Inflow Area = 0.628 ac, 94.11% Impervious, Inflow Depth = 7.68" for 1.25 x 100 YR event Inflow = 6.94 cfs @ 11.96 hrs, Volume= 0.402 af Outflow = 2.25 cfs @ 12.11 hrs, Volume= 0.265 af, Atten= 68%, Lag= 8.7 min Primary = 2.25 cfs @ 12.11 hrs, Volume= 0.265 af Routing by Dyn-Stor-Ind method, Time Span= 0.00-48.00 hrs, dt= 0.05 hrs / 3 Peak Elev= 841.71' @ 12.11 hrs Surf.Area= 3,535 sf Storage= 10,605 cf Plug-Flow detention time= 583.4 min calculated for 0.265 af (66% of inflow) Center-of-Mass det. time= 481.6 min ( 1,224.7 - 743.1 ) Volume Invert Avail.Storage Storage Description #1 838.50' 10,605 cf Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 838.50 3,535 0 0 841.50 3,535 10,605 10,605 Device Routing Invert Outlet Devices #1 Primary 838.50'0.8" Vert. Orifice/Grate C= 0.600 #2 Primary 840.50'2.0" Vert. Orifice/Grate C= 0.600 #3 Primary 841.40'4.0' long Sharp-Crested Rectangular Weir 2 End Contraction(s) Primary OutFlow Max=2.02 cfs @ 12.11 hrs HW=841.68' TW=0.00' (Dynamic Tailwater) 1=Orifice/Grate (Orifice Controls 0.03 cfs @ 8.54 fps) 2=Orifice/Grate (Orifice Controls 0.11 cfs @ 5.04 fps) 3=Sharp-Crested Rectangular Weir (Weir Controls 1.88 cfs @ 1.72 fps) Type II 24-hr 1.25 x 100 YR Rainfall=8.04"192-773 Emergency Route Printed 5/20/2020Prepared by CEC Page 7HydroCAD® 10.00-20 s/n 03107 © 2017 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=0.628 ac Peak Elev=841.71' Storage=10,605 cf 6.94 cfs 2.25 cfs APPENDIX H WATER QUALITY CALCULATIONS WQ-1 WQ-1 XC-3 Mechanical BMP Routing Diagram for 192-773 WQ Model Prepared by CEC, Printed 5/20/2020 HydroCAD® 10.00-20 s/n 03107 © 2017 HydroCAD Software Solutions LLC Subcat Reach Pond Link Type II 24-hr WQ Rainfall=1.00"192-773 WQ Model Printed 5/20/2020Prepared by CEC HydroCAD® 10.00-20 s/n 03107 © 2017 HydroCAD Software Solutions LLC Events for Reach XC-3: Mechanical BMP Event Inflow (cfs) Outflow (cfs) Depth (inches) WQ 0.85 0.85 0.89 Type II 24-hr WQ Rainfall=1.00"192-773 WQ Model Printed 5/20/2020Prepared by CEC Page 2HydroCAD® 10.00-20 s/n 03107 © 2017 HydroCAD Software Solutions LLC Summary for Subcatchment WQ-1: WQ-1 Runoff = 0.85 cfs @ 11.96 hrs, Volume= 0.046 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 * 0.628 99 0.628 100.00% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.1 Direct Entry, Subcatchment WQ-1: WQ-1 Runoff Hydrograph Time (hours) 484644424038363432302826242220181614121086420Flow (cfs)0.9 0.85 0.8 0.75 0.7 0.65 0.6 0.55 0.5 0.45 0.4 0.35 0.3 0.25 0.2 0.15 0.1 0.05 0 Type II 24-hr WQ Rainfall=1.00" Runoff Area=0.628 ac Runoff Volume=0.046 af Runoff Depth=0.89" Tc=6.1 min CN=99 0.85 cfs Type II 24-hr WQ Rainfall=1.00"192-773 WQ Model Printed 5/20/2020Prepared by CEC Page 3HydroCAD® 10.00-20 s/n 03107 © 2017 HydroCAD Software Solutions LLC Summary for Reach XC-3: Mechanical BMP Inflow Area = 0.628 ac,100.00% Impervious, Inflow Depth = 0.89" for WQ event Inflow = 0.85 cfs @ 11.96 hrs, Volume= 0.046 af Outflow = 0.85 cfs @ 11.96 hrs, Volume= 0.046 af, Atten= 0%, Lag= 0.0 min Routing by Stor-Ind+Trans method, Time Span= 0.00-48.00 hrs, dt= 0.05 hrs Reach XC-3: Mechanical BMP Inflow Outflow Hydrograph Time (hours) 484644424038363432302826242220181614121086420Flow (cfs)0.9 0.85 0.8 0.75 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=0.628 ac 0.85 cfs 0.85 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