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HomeMy WebLinkAboutDrainage Report Project: ALTUM’S REDEVELOPMENT 11335 N. Michigan Road Carmel, Indiana 46077 Prepared For: REI Real Estate Services, LLC 11711 North Pennsylvania Street, Suite 200 Carmel, Indiana 46032 Prepared By: CIVIL & ENVIRONMENTAL CONSULTANTS, INC. Indianapolis, Indiana Civil Engineer: Nick Justice, PE CEC Project 311-804 OCTOBER 2021 REVISED DECEMBER 8, 2021 DRAINAGE REPORT -i- Altum’s Redevelopment October 2021 TABLE OF CONTENTS 1.0 REPORT OVERVIEW .....................................................................................................1 2.0 PROJECT BACKGROUND.............................................................................................1 2.1 EXISTING CONDITIONS .................................................................................. 1 2.1.1 FEMA Map .................................................................................................1 2.1.2 Watershed Description ..............................................................................1 2.1.3 Soils Map.....................................................................................................1 3.0 PROPOSED CONDITIONS .............................................................................................2 3.1 STORMWATER DESIGN .................................................................................. 2 3.1.1 Storm Sewer Sizing ....................................................................................3 3.1.2 Water Quality Treatment..........................................................................3 4.0 CONCLUSION ..................................................................................................................3 5.0 REFERENCES .........................................................................................................................3 APPENDICES Appendix A – FEMA Map Appendix B – Soils Map Appendix C – Existing & Proposed Drainage Maps Appendix D – Storm Sewer Sizing Calculations Appendix E – Existing & Proposed HydroCAD Outputs Appendix F – Water Quality Calculations Appendix G – Excerpts from Michigan Road/US 421 Construction Documents -1- Altum’s Redevelopment October 2021 1.0 REPORT OVERVIEW This report addresses the storm water requirements for the proposed Altum’s Redevelopment project located at 11335 N. Michigan Road. The overall project area is ±21.32 acres. The project consists of the construction of 10 multi-unit apartment buildings, associated surface and garage parking, and a wet detention pond. Four lots on the western portion of the site will be prepared for future development. The existing site drains to two connected detention ponds and leaves the site from the west detention pond to the existing storm sewer along Michigan Road. The proposed development provides a central wet detention pond to regulate the discharge from the site and meet the allowable rates. The discharge rate is controlled by an outlet structure at the downstream end of the detention basin. 2.0 PROJECT BACKGROUND 2.1 EXISTING CONDITIONS The existing site consists of a gardening nursery, associated parking, and two detention ponds. The majority of the existing site drains to the storm sewer along Michigan Road. There are two connected detention ponds on site that outlet to the storm sewer. The north, east, and west site boundaries drain via overland into neighboring properties or to Michigan Road. Two construction plan sets were obtained for Michigan Road/US421 dated August 17, 2004 and June 30, 2010. Excerpts from these plans are included in Appendix G. In both plan sets, the 15” outlet pipe from the site’s existing east pond was already constructed. Therefore, as no information on the slope or condition of this pipe was available, it was assumed that the pipe has a minimum slope of 0.22% and capacity of 3.28 cfs. 2.1.1 FEMA Map The project site is located within the FEMA Map # 18057C0205G dated November 19, 2014, which indicates the site is located within the Flood Designation ‘Zone X, Areas outside of 500- year floodplain (No Shading)’. The FEMA Map is included in Appendix A. 2.1.2 Watershed Description The 14-digit Hydrologic Unit Code (HUC) for this watershed is #05120201120080. The site drains to the existing storm sewer along Michigan Road and eventually to the Eagle Creek-Long Branch/Irishman Run watershed. 2.1.3 Soils Map The approximate limits of each soil type are depicted in the Soils Map provided in Appendix B. -2- Altum’s Redevelopment October 2021 3.0 PROPOSED CONDITIONS 3.1 STORMWATER DESIGN Stormwater peak flow mitigation is provided the extended west wet detention pond and the detention swale. The pond and swale will leave the site through the existing 15” pipe connecting to the Michigan Road/US 421 storm sewer system. The proposed project will increase the detention basin capacity to reduce the proposed runoff rates to allowable development rates per the City of Carmel: proposed 10-year to 0.10 cfs/acre and the proposed 100-year to 0.30 cfs/acre. The wet pond and swale systems will discharge to outlet structures which regulate the discharge rate from the detention basin to maintain rates at or below the allowable rates. The wet pond orifices sized to detain the runoff were 0.5” at an elevation of 897.19 and an 18” x 6” orifice at an elevation of 901.50. The swale orifices sized to detain the runoff were 0.8” at an elevation of 897.60 and a 30” x 30” horizontal grate at an elevation of 899.80’. The detention pond and swale will discharge to the Michigan Road storm sewer. Calculations can be found in Appendix E. The overall drainage area to the wet pond detention system includes 14.529 acres of impervious surface and 5.633 acres of pervious surface. The overall drainage area to the swale detention system includes 0.014 acres of impervious surface and 0.446 acres of pervious surface. The soils hydrologic group used for calculating the curve number (CN) was changed from soils groups ‘B/D’, ‘C/D’, and ‘C’ classification to group ‘D’. See calculation below for the CN value used in the HydroCAD calculations. Proposed Site to Detention Pond % Impervious (CN=98) = 67.0% % Pervious (CN=80) = 33.0% = 67.0% × 98 + 33.0% × 80 = 92 Allowable Release Rate Calculations: 2 − = 0.10 "#/" × 21.317 " = 2.13 "# 10 − = 0.10 "#/" × 21.317 " = 2.13 "# 100 − = 0.30 "#/" × 21.317 " = 6.39 "# The HydroCAD report for the proposed conditions is included in Appendix E. -3- Altum’s Redevelopment October 2021 Table 1 Detention Discharge Rates Proposed Peak Runoff Rate (cfs) Proposed Site Area: 20.623 acres 2-Year (cfs) 10-Year (cfs) 100-Year (cfs) Existing Discharge Rates 2.32 3.66 5.32 Allowable Discharge Rates* 2.13 2.13 6.39 Proposed Discharge Rates 1.38 2.05 6.38 Actual Discharge Rates (6-in orifice) 3.06 4.18 6.93 *Proposed 10-year storm to 0.10 cfs/acre; Proposed 100-year storm to 0.30 cfs/acre. 3.1.1 Storm Sewer Sizing An underground network of storm sewers is proposed and was sized for the 10-year event under open channel flow conditions. Inlet overtopping is not anticipated. Calculations can be found in Appendix C and Appendix D. 3.1.2 Water Quality Treatment The water quality treatment is being provided by the two Aqua Swirl water quality treatment units and the wet pond. The water quality unit has been sized using the water quality calculations in section 700 of the City of Carmel Stormwater Technical Standards Manual. The site will be treated by Aqua Swirl XC-9 and XC-10 water quality units. The calculations are included in Appendix F. 4.0 CONCLUSION The proposed project will be served with adequate water quality facilities in accordance with the City of Carmel Stormwater Specification Manual. No adverse impacts are expected for upstream or downstream property owners. 5.0 REFERENCES 1. Web Soil Survey 2. FEMA Flood Insurance Rate Maps, FEMA website 3. City of Carmel Stormwater Technical Standards Manual APPENDIX A FEMA MAP National Flood Hazard Layer FIRMette 0 500 1,000 1,500 2,000250 Feet Ü SEE FIS REPORT FOR DETAILED LEGEND AND INDEX MAP FOR FIRM PANEL LAYOUT SPECIAL FLOOD HAZARD AREAS Without Base Flood Elevation (BFE) Zone A, V, A99 With BFE or DepthZone AE, AO, AH, VE, AR Regulatory Floodway 0.2% Annual Chance Flood Hazard, Areas of 1% annual chance flood with average depth less than one foot or with drainage areas of less than one square mileZone X Future Conditions 1% Annual Chance Flood HazardZone X Area with Reduced Flood Risk due to Levee. See Notes.Zone X Area with Flood Risk due to LeveeZone D NO SCREEN Area of Minimal Flood Hazard Zone X Area of Undetermined Flood HazardZone D Channel, Culvert, or Storm Sewer Levee, Dike, or Floodwall Cross Sections with 1% Annual Chance 17.5 Water Surface Elevation Coastal Transect Coastal Transect Baseline Profile Baseline Hydrographic Feature Base Flood Elevation Line (BFE) Effective LOMRs Limit of Study Jurisdiction Boundary Digital Data Available No Digital Data Available Unmapped This map complies with FEMA's standards for the use of digital flood maps if it is not void as described below. The basemap shown complies with FEMA's basemap accuracy standards The flood hazard information is derived directly from the authoritative NFHL web services provided by FEMA. This map was exported on 10/20/2021 at 7:36 AM and does not reflect changes or amendments subsequent to this date and time. The NFHL and effective information may change or become superseded by new data over time. This map image is void if the one or more of the following map elements do not appear: basemap imagery, flood zone labels, legend, scale bar, map creation date, community identifiers, FIRM panel number, and FIRM effective date. Map images for unmapped and unmodernized areas cannot be used for regulatory purposes. Legend OTHER AREAS OF FLOOD HAZARD OTHER AREAS GENERAL STRUCTURES OTHER FEATURES MAP PANELS 8 B 20.2 The pin displayed on the map is an approximate point selected by the user and does not represent an authoritative property location. 1:6,000 86°14'34"W 39°57'10"N 86°13'57"W 39°56'42"N Basemap: USGS National Map: Orthoimagery: Data refreshed October, 2020 APPENDIX B SOILS MAP United States Department of Agriculture A product of the National Cooperative Soil Survey, a joint effort of the United States Department of Agriculture and other Federal agencies, State agencies including the Agricultural Experiment Stations, and local participants Custom Soil Resource Report for Hamilton County, IndianaNatural Resources Conservation Service May 27, 2021 9 Custom Soil Resource Report Soil Map 442227044223204422370442242044224704422520442227044223204422370442242044224704422520564870 564920 564970 565020 565070 565120 565170 565220 565270 565320 564870 564920 564970 565020 565070 565120 565170 565220 565270 565320 39° 57' 1'' N 86° 14' 26'' W39° 57' 1'' N86° 14' 6'' W39° 56' 52'' N 86° 14' 26'' W39° 56' 52'' N 86° 14' 6'' WN Map projection: Web Mercator Corner coordinates: WGS84 Edge tics: UTM Zone 16N WGS84 0 100 200 400 600 Feet 0 30 60 120 180 Meters Map Scale: 1:2,120 if printed on A landscape (11" x 8.5") sheet. Soil Map may not be valid at this scale. Map Unit Legend Map Unit Symbol Map Unit Name Acres in AOI Percent of AOI CrA Crosby silt loam, fine-loamy subsoil, 0 to 2 percent slopes 1.8 8.5% UcfA Urban land-Crosby silt loam complex, fine-loamy subsoil, 0 to 2 percent slopes 2.2 10.4% UkbB2 Urban land-Miami silt loam complex, 2 to 6 percent slopes, eroded 2.6 12.5% YbvA Brookston silty clay loam-Urban land complex, 0 to 2 percent slopes 9.5 45.8% YclA Crosby silt loam, fine-loamy subsoil-Urban land complex, 0 to 2 percent slopes 3.7 17.8% YmsB2 Miami silt loam-Urban land complex, 2 to 6 percent slopes, eroded 1.0 5.0% Totals for Area of Interest 20.7 100.0% 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 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:Water-lain moraines, ground moraines, recessionial moraines Landform position (two-dimensional):Footslope, summit, backslope 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 Drainage class:Somewhat poorly drained Runoff class: Medium Capacity of the most limiting layer to transmit water (Ksat):Low to moderately high (0.01 to 0.20 in/hr) Depth to water table:About 6 to 24 inches Frequency of flooding:None Frequency of ponding:None Calcium carbonate, maximum content:55 percent Maximum salinity:Nonsaline to very slightly saline (0.0 to 2.0 mmhos/cm) Available water capacity:Moderate (about 6.5 inches) Interpretive groups Land capability classification (irrigated): None specified Land capability classification (nonirrigated): 2w Hydrologic Soil Group: C/D Ecological site: F111AY008IN - Wet Till Ridge Hydric soil rating: No Custom Soil Resource Report 13 Minor Components Williamstown, eroded Percent of map unit:5 percent Landform:Ground moraines, recessionial moraines, water-lain moraines Landform position (two-dimensional):Summit, shoulder, backslope Landform position (three-dimensional):Crest, head slope, nose slope, side slope, rise Down-slope shape:Convex, linear Across-slope shape:Linear, convex Ecological site:F111AY009IN - Till Ridge 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 Ecological site:F111AY007IN - Till Depression Flatwood Hydric soil rating: Yes UcfA—Urban land-Crosby silt loam complex, fine-loamy subsoil, 0 to 2 percent slopes Map Unit Setting National map unit symbol: 2y47p Elevation: 600 to 1,260 feet Mean annual precipitation: 36 to 46 inches Mean annual air temperature: 48 to 55 degrees F Frost-free period: 145 to 180 days Farmland classification: Not prime farmland Map Unit Composition Urban land:60 percent Crosby and similar soils:35 percent Minor components:5 percent Estimates are based on observations, descriptions, and transects of the mapunit. Description of Crosby Setting Landform:Water-lain moraines, ground moraines, recessionial moraines Landform position (two-dimensional):Footslope, summit, backslope Landform position (three-dimensional):Interfluve, rise Down-slope shape:Convex Across-slope shape:Linear Parent material:Silty material or loess over loamy till Custom Soil Resource Report 14 Typical profile Ap - 0 to 8 inches: silt loam BE - 8 to 11 inches: silt loam Bt - 11 to 14 inches: silt loam 2Bt - 14 to 28 inches: silty clay 2BCt - 28 to 36 inches: loam 2Cd - 36 to 79 inches: loam Properties and qualities Slope:0 to 2 percent Depth to restrictive feature:24 to 40 inches to densic material Drainage class:Somewhat poorly drained Runoff class: Medium Capacity of the most limiting layer to transmit water (Ksat):Low to moderately high (0.01 to 0.20 in/hr) Depth to water table:About 6 to 24 inches Frequency of flooding:None Frequency of ponding:None Calcium carbonate, maximum content:50 percent Maximum salinity:Nonsaline to very slightly saline (0.0 to 2.0 mmhos/cm) Available water capacity:Low (about 5.8 inches) Interpretive groups Land capability classification (irrigated): None specified Land capability classification (nonirrigated): 2w Hydrologic Soil Group: C/D Ecological site: F111AY008IN - Wet Till Ridge Hydric soil rating: No Minor Components Treaty, drained Percent of map unit:5 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 Ecological site:F111AY007IN - Till Depression Flatwood Hydric soil rating: Yes UkbB2—Urban land-Miami silt loam complex, 2 to 6 percent slopes, eroded Map Unit Setting National map unit symbol: 2y47f Elevation: 180 to 1,040 feet Mean annual precipitation: 37 to 46 inches Mean annual air temperature: 48 to 55 degrees F Frost-free period: 145 to 180 days Custom Soil Resource Report 15 Farmland classification: Not prime farmland Map Unit Composition Urban land:60 percent Miami, eroded, and similar soils:30 percent Minor components:10 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 2BCt - 31 to 36 inches: loam 2Cd - 36 to 79 inches: loam Properties and qualities Slope:2 to 6 percent Depth to restrictive feature:24 to 40 inches to densic material Drainage class:Moderately well drained Runoff class: High Capacity of the most limiting layer to transmit water (Ksat):Low to moderately high (0.01 to 0.20 in/hr) Depth to water table:About 24 to 36 inches Frequency of flooding:None Frequency of ponding:None Calcium carbonate, maximum content:45 percent Maximum salinity:Nonsaline to very slightly saline (0.0 to 2.0 mmhos/cm) Available water capacity:Low (about 5.8 inches) Interpretive groups Land capability classification (irrigated): None specified Land capability classification (nonirrigated): 2e Hydrologic Soil Group: C Ecological site: F111AY009IN - Till Ridge 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 Ecological site:F111AY008IN - Wet Till Ridge Custom Soil Resource Report 16 Other vegetative classification:Trees/Timber (Woody Vegetation) Hydric soil rating: No Treaty Percent of map unit:3 percent Landform:Till plains Landform position (two-dimensional):Toeslope Landform position (three-dimensional):Dip Down-slope shape:Concave Across-slope shape:Concave Ecological site:F111AY007IN - Till Depression Flatwood Other vegetative classification:Mixed/Transitional (Mixed Native Vegetation) Hydric soil rating: Yes Williamstown Percent of map unit:2 percent Landform:Till plains Landform position (two-dimensional):Backslope, shoulder Landform position (three-dimensional):Side slope Down-slope shape:Convex Across-slope shape:Linear Ecological site:F111AY009IN - Till Ridge Other vegetative classification:Trees/Timber (Woody Vegetation) Hydric soil rating: No YbvA—Brookston silty clay loam-Urban land complex, 0 to 2 percent slopes Map Unit Setting National map unit symbol: 2w57n Elevation: 600 to 1,260 feet Mean annual precipitation: 37 to 46 inches Mean annual air temperature: 48 to 55 degrees F Frost-free period: 145 to 180 days Farmland classification: Not prime farmland Map Unit Composition Brookston and similar soils:65 percent Urban land:30 percent Minor components:5 percent Estimates are based on observations, descriptions, and transects of the mapunit. Description of Brookston Setting Landform:Depressions, till plains Landform position (two-dimensional):Toeslope Landform position (three-dimensional):Dip Down-slope shape:Concave, linear Across-slope shape:Concave Custom Soil Resource Report 17 Parent material:Loess over loamy till Typical profile Ap - 0 to 16 inches: silty clay loam Btg1 - 16 to 32 inches: silty clay loam Btg2 - 32 to 44 inches: loam C - 44 to 60 inches: loam Properties and qualities Slope:0 to 2 percent Depth to restrictive feature:More than 80 inches Drainage class:Poorly drained Runoff class: Negligible Capacity of the most limiting layer to transmit water (Ksat):Moderately high (0.20 to 0.60 in/hr) Depth to water table:About 0 to 12 inches Frequency of flooding:None Frequency of ponding:Frequent Calcium carbonate, maximum content:40 percent Maximum salinity:Nonsaline to very slightly saline (0.0 to 2.0 mmhos/cm) Available water capacity:Moderate (about 8.9 inches) Interpretive groups Land capability classification (irrigated): None specified Land capability classification (nonirrigated): 2w Hydrologic Soil Group: B/D Ecological site: F111AY007IN - Till Depression Flatwood Hydric soil rating: Yes Minor Components Crosby Percent of map unit:5 percent Landform:Till plains Landform position (two-dimensional):Footslope, summit Landform position (three-dimensional):Talf Down-slope shape:Concave Across-slope shape:Linear Ecological site:F111AY008IN - Wet Till Ridge Hydric soil rating: No YclA—Crosby silt loam, fine-loamy subsoil-Urban land complex, 0 to 2 percent slopes Map Unit Setting National map unit symbol: 2w57p Elevation: 600 to 1,040 feet Mean annual precipitation: 36 to 46 inches Mean annual air temperature: 48 to 55 degrees F Frost-free period: 145 to 180 days Farmland classification: Not prime farmland Custom Soil Resource Report 18 Map Unit Composition Crosby and similar soils:60 percent Urban land:30 percent Minor components:10 percent Estimates are based on observations, descriptions, and transects of the mapunit. Description of Crosby Setting Landform:Water-lain moraines, ground moraines, recessionial moraines Landform position (two-dimensional):Footslope, summit, backslope 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 Drainage class:Somewhat poorly drained Runoff class: Medium Capacity of the most limiting layer to transmit water (Ksat):Low to moderately high (0.01 to 0.20 in/hr) Depth to water table:About 6 to 24 inches Frequency of flooding:None Frequency of ponding:None Calcium carbonate, maximum content:55 percent Maximum salinity:Nonsaline to very slightly saline (0.0 to 2.0 mmhos/cm) Available water capacity:Moderate (about 6.5 inches) Interpretive groups Land capability classification (irrigated): None specified Land capability classification (nonirrigated): 2w Hydrologic Soil Group: C/D Ecological site: F111AY008IN - Wet Till Ridge Hydric soil rating: No Minor Components Williamstown, eroded Percent of map unit:5 percent Landform:Recessionial moraines, water-lain moraines, ground moraines Landform position (two-dimensional):Summit, shoulder, backslope Landform position (three-dimensional):Crest, nose slope, head slope, side slope, rise Down-slope shape:Linear, convex Across-slope shape:Convex, linear Ecological site:F111AY009IN - Till Ridge Hydric soil rating: No Custom Soil Resource Report 19 Treaty, drained Percent of map unit:5 percent Landform:Swales, depressions, water-lain moraines Landform position (two-dimensional):Toeslope, footslope Landform position (three-dimensional):Base slope, dip Down-slope shape:Linear Across-slope shape:Concave Ecological site:F111AY007IN - Till Depression Flatwood Hydric soil rating: Yes YmsB2—Miami silt loam-Urban land complex, 2 to 6 percent slopes, eroded Map Unit Setting National map unit symbol: 2w586 Elevation: 180 to 1,040 feet Mean annual precipitation: 37 to 46 inches Mean annual air temperature: 48 to 55 degrees F Frost-free period: 145 to 180 days Farmland classification: Not prime farmland Map Unit Composition Miami, eroded, and similar soils:50 percent Urban land:35 percent Minor components:15 percent Estimates are based on observations, descriptions, and transects of the mapunit. Description of Miami, Eroded Setting Landform:Till plains Landform position (two-dimensional):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 2BCt - 31 to 36 inches: loam 2Cd - 36 to 79 inches: loam Properties and qualities Slope:2 to 6 percent Depth to restrictive feature:24 to 40 inches to densic material Drainage class:Moderately well drained Runoff class: High Custom Soil Resource Report 20 Capacity of the most limiting layer to transmit water (Ksat):Low to moderately high (0.01 to 0.20 in/hr) Depth to water table:About 24 to 36 inches Frequency of flooding:None Frequency of ponding:None Calcium carbonate, maximum content:45 percent Maximum salinity:Nonsaline to very slightly saline (0.0 to 2.0 mmhos/cm) Available water capacity:Low (about 5.8 inches) Interpretive groups Land capability classification (irrigated): None specified Land capability classification (nonirrigated): 2e Hydrologic Soil Group: C Ecological site: F111AY009IN - Till Ridge Other vegetative classification: Trees/Timber (Woody Vegetation) Hydric soil rating: No Minor Components Williamstown Percent of map unit:5 percent Landform:Till plains Landform position (two-dimensional):Backslope, shoulder Landform position (three-dimensional):Side slope Down-slope shape:Convex Across-slope shape:Linear Ecological site:F111AY009IN - Till Ridge Other vegetative classification:Trees/Timber (Woody Vegetation) Hydric soil rating: No Treaty Percent of map unit:5 percent Landform:Till plains Landform position (two-dimensional):Toeslope Landform position (three-dimensional):Dip Down-slope shape:Concave Across-slope shape:Concave Ecological site:F111AY007IN - Till Depression Flatwood Other vegetative classification:Mixed/Transitional (Mixed Native Vegetation) Hydric soil rating: Yes Crosby Percent of map unit:5 percent Landform:Till plains Landform position (two-dimensional):Summit Landform position (three-dimensional):Interfluve Down-slope shape:Linear Across-slope shape:Convex Ecological site:F111AY008IN - Wet Till Ridge Other vegetative classification:Trees/Timber (Woody Vegetation) Hydric soil rating: No Custom Soil Resource Report 21 APPENDIX C EXISTING & PROPOSED DRAINAGE MAPS LOADING ZONELOADING ZONELOADING ZONE NOPARKING RCATHE TO W N E S A T W E S T O N P O I N T E SECTIO N 1 MAP LEGEND: DATE:DWG SCALE: DRAWN BY:CHECKED BY:APPROVED BY: PROJECT NO: FIGURE NO.: Existing Conditions DRAINAGE MAP 311-8041"=100'DECEMBER 2021 BEE DRAFT DRAFT C-1 REI Investments Altum's Redevelopment 11335 N Michigan Rd Zionsville, IN530 E. Ohio Street, Suite G - Indianapolis, IN 46204 317-655-7777 · 877-746-0749 www.cecinc.com NORTH U.S. 421 - M I C H I G A N R O A DMAP LEGEND: DATE:DWG SCALE: DRAWN BY:CHECKED BY:APPROVED BY: PROJECT NO: FIGURE NO.: Proposed Conditions DRAINAGE MAP 311-8041"=100'DECEMBER 2021 BEE NPJ DRAFT C-2 REI Investments Altum's Redevelopment 11335 N Michigan Rd Zionsville, IN530 E. Ohio Street, Suite G - Indianapolis, IN 46204 317-655-7777 · 877-746-0749 www.cecinc.com NORTH U.S. 421 - M I C H I G A N R O A DMAP LEGEND: DATE:DWG SCALE: DRAWN BY:CHECKED BY:APPROVED BY: PROJECT NO: FIGURE NO.: Proposed Conditions INLET BASIN MAP 311-8041"=100'DECEMBER 2021 BEE NPJ DRAFT C-3.1 REI Investments Altum's Redevelopment 11335 N Michigan Rd Zionsville, IN530 E. Ohio Street, Suite G - Indianapolis, IN 46204 317-655-7777 · 877-746-0749 www.cecinc.com NORTH LOT 2 1.170 ACRES LOT 1 (1.382 AC) BUILDING 2 TYPE IV F.F.E.=907.00BUILDING 1TYPE IF.F.E.=907.00POOL U.S. 421 - M I C H I G A N R O A D164.5'198.0' 309.5' 309.6'121.4 '190.9' OVERALL PARCEL (22.149 AC) LOT 5 (16.231 AC) MAP LEGEND: DATE:DWG SCALE: DRAWN BY:CHECKED BY:APPROVED BY: PROJECT NO: FIGURE NO.: Proposed Conditions INLET BASIN MAP 311-8041"= 50'DECEMBER 2021 BEE NPJ DRAFT C-3.2 REI Investments Altum's Redevelopment 11335 N Michigan Rd Zionsville, IN530 E. Ohio Street, Suite G - Indianapolis, IN 46204 317-655-7777 · 877-746-0749 www.cecinc.com NORTH LOT 2 1.170 ACRES LOT 3 (1.001 AC) LOT 4 (1.222 AC) BUILDING 9 TYPE I F.F.E.=908.00 BUILDING 1 0 TYPE I F.F.E.=90 7 . 5 0 81.4' 354.1' 2 4 5 . 1 ' 120.6' 220. 2' 205.5' 120.6'101.4' 312.7'58.5' R/W - (1 . 5 5 6 A C ) DOG PARK MAP LEGEND: DATE:DWG SCALE: DRAWN BY:CHECKED BY:APPROVED BY: PROJECT NO: FIGURE NO.: Proposed Conditions INLET BASIN MAP 311-8041"= 50'DECEMBER 2021 BEE NPJ DRAFT C-3.3 REI Investments Altum's Redevelopment 11335 N Michigan Rd Zionsville, IN530 E. Ohio Street, Suite G - Indianapolis, IN 46204 317-655-7777 · 877-746-0749 www.cecinc.com NORTH MAP LEGEND: DATE:DWG SCALE: DRAWN BY:CHECKED BY:APPROVED BY: PROJECT NO: FIGURE NO.: Proposed Conditions INLET BASIN MAP 311-8041"= 50'DECEMBER 2021 BEE NPJ DRAFT C-3.4 REI Investments Altum's Redevelopment 11335 N Michigan Rd Zionsville, IN530 E. Ohio Street, Suite G - Indianapolis, IN 46204 317-655-7777 · 877-746-0749 www.cecinc.com NORTH BUILDING 9 TYPE I F.F.E.=908.00 BUILDING 8 TYPE V F.F.E.=907.50 BUILDING 7TYPE IIIAF.F.E.=908.00BUILDING 1 0 TYPE I F.F.E.=90 7 . 5 0 6-BAY GARAGE 6-BAY GARAGE 6-BAY GARAGEDOG PARK MAP LEGEND: DATE:DWG SCALE: DRAWN BY:CHECKED BY:APPROVED BY: PROJECT NO: FIGURE NO.: Proposed Conditions INLET BASIN MAP 311-8041"= 50'DECEMBER 2021 BEE NPJ DRAFT C-3.5 REI Investments Altum's Redevelopment 11335 N Michigan Rd Zionsville, IN530 E. Ohio Street, Suite G - Indianapolis, IN 46204 317-655-7777 · 877-746-0749 www.cecinc.com NORTH APPENDIX D STORM SEWER SIZING CALCULATIONS Civil & Environmental Consultants, Inc. By:BEE Project Name:Altum's Redevelopment Date:12/2021 CEC Project No.:311-804 Checked By: Description:Composite C Calculations Date: Runoff Coefficient 0.90 0.85 0.85 0.20 BASINS RD-1F1 Roof Pavement Gravel/Stone Lawn Total Total Composite (ft^2)(ft^2)(ft^2)(ft^2)(ft^2)(Acres)"C" 5,050 0 0 0 5,050 0.12 0.90 RD-1F2 Roof Pavement Gravel/Stone Lawn Total Total Composite (ft^2)(ft^2)(ft^2)(ft^2)(ft^2)(Acres)"C" 2,113 0 0 0 2,113 0.05 0.90 RD-1B Roof Pavement Gravel/Stone Lawn Total Total Composite (ft^2)(ft^2)(ft^2)(ft^2)(ft^2)(Acres)"C" 7,200 0 0 0 7,200 0.17 0.90 RD-2F Roof Pavement Gravel/Stone Lawn Total Total Composite (ft^2)(ft^2)(ft^2)(ft^2)(ft^2)(Acres)"C" 7,485 0 0 0 7,485 0.17 0.90 RD-2B Roof Pavement Gravel/Stone Lawn Total Total Composite (ft^2)(ft^2)(ft^2)(ft^2)(ft^2)(Acres)"C" 7,591 0 0 0 7,591 0.17 0.90 RD-3F1 Roof Pavement Gravel/Stone Lawn Total Total Composite (ft^2)(ft^2)(ft^2)(ft^2)(ft^2)(Acres)"C" 4,749 0 0 0 4,749 0.11 0.90 RD-3F2 Roof Pavement Gravel/Stone Lawn Total Total Composite (ft^2)(ft^2)(ft^2)(ft^2)(ft^2)(Acres)"C" 1,052 0 0 0 1,052 0.02 0.90 RD-3B Roof Pavement Gravel/Stone Lawn Total Total Composite (ft^2)(ft^2)(ft^2)(ft^2)(ft^2)(Acres)"C" 5,800 0 0 0 5,800 0.13 0.90 RD-4F1 Roof Surfaces= Pervious= Pavement= Gravel/Stone = Civil & Environmental Consultants, Inc. By:BEE Project Name:Altum's Redevelopment Date:12/2021 CEC Project No.:311-804 Checked By: Description:Composite C Calculations Date: Runoff Coefficient 0.90 0.85 0.85 0.20 BASINS Roof Surfaces= Pervious= Pavement= Gravel/Stone = Roof Pavement Gravel/Stone Lawn Total Total Composite (ft^2)(ft^2)(ft^2)(ft^2)(ft^2)(Acres)"C" 2,920 0 0 0 2,920 0.07 0.90 RD-4F2 Roof Pavement Gravel/Stone Lawn Total Total Composite (ft^2)(ft^2)(ft^2)(ft^2)(ft^2)(Acres)"C" 2,881 0 0 0 2,881 0.07 0.90 RD-4B Roof Pavement Gravel/Stone Lawn Total Total Composite (ft^2)(ft^2)(ft^2)(ft^2)(ft^2)(Acres)"C" 5,800 0 0 0 5,800 0.13 0.90 RD-5F1 Roof Pavement Gravel/Stone Lawn Total Total Composite (ft^2)(ft^2)(ft^2)(ft^2)(ft^2)(Acres)"C" 5,236 0 0 0 5,236 0.12 0.90 RD-5F2 Roof Pavement Gravel/Stone Lawn Total Total Composite (ft^2)(ft^2)(ft^2)(ft^2)(ft^2)(Acres)"C" 5,314 0 0 0 5,314 0.12 0.90 RD-6F1 Roof Pavement Gravel/Stone Lawn Total Total Composite (ft^2)(ft^2)(ft^2)(ft^2)(ft^2)(Acres)"C" 2,713 0 0 0 2,713 0.06 0.90 RD-6F2 Roof Pavement Gravel/Stone Lawn Total Total Composite (ft^2)(ft^2)(ft^2)(ft^2)(ft^2)(Acres)"C" 2,560 0 0 0 2,560 0.06 0.90 RD-6B Roof Pavement Gravel/Stone Lawn Total Total Composite (ft^2)(ft^2)(ft^2)(ft^2)(ft^2)(Acres)"C" 5,278 0 0 0 5,278 0.12 0.90 RD-7F1 Roof Pavement Gravel/Stone Lawn Total Total Composite Civil & Environmental Consultants, Inc. By:BEE Project Name:Altum's Redevelopment Date:12/2021 CEC Project No.:311-804 Checked By: Description:Composite C Calculations Date: Runoff Coefficient 0.90 0.85 0.85 0.20 BASINS Roof Surfaces= Pervious= Pavement= Gravel/Stone = (ft^2)(ft^2)(ft^2)(ft^2)(ft^2)(Acres)"C" 2,657 0 0 0 2,657 0.06 0.90 RD-7F2 Roof Pavement Gravel/Stone Lawn Total Total Composite (ft^2)(ft^2)(ft^2)(ft^2)(ft^2)(Acres)"C" 2,608 0 0 0 2,608 0.06 0.90 RD-7B Roof Pavement Gravel/Stone Lawn Total Total Composite (ft^2)(ft^2)(ft^2)(ft^2)(ft^2)(Acres)"C" 5,265 0 0 0 5,265 0.12 0.90 RD-8F1 Roof Pavement Gravel/Stone Lawn Total Total Composite (ft^2)(ft^2)(ft^2)(ft^2)(ft^2)(Acres)"C" 3,569 0 0 0 3,569 0.08 0.90 RD-8F2 Roof Pavement Gravel/Stone Lawn Total Total Composite (ft^2)(ft^2)(ft^2)(ft^2)(ft^2)(Acres)"C" 5,308 0 0 0 5,308 0.12 0.90 RD-8B1 Roof Pavement Gravel/Stone Lawn Total Total Composite (ft^2)(ft^2)(ft^2)(ft^2)(ft^2)(Acres)"C" 4,283 0 0 0 4,283 0.10 0.90 RD-8B2 Roof Pavement Gravel/Stone Lawn Total Total Composite (ft^2)(ft^2)(ft^2)(ft^2)(ft^2)(Acres)"C" 4,305 0 0 0 4,305 0.10 0.90 RD-9F1 Roof Pavement Gravel/Stone Lawn Total Total Composite (ft^2)(ft^2)(ft^2)(ft^2)(ft^2)(Acres)"C" 2,533 0 0 0 2,533 0.06 0.90 RD-9F2 Roof Pavement Gravel/Stone Lawn Total Total Composite (ft^2)(ft^2)(ft^2)(ft^2)(ft^2)(Acres)"C" Civil & Environmental Consultants, Inc. By:BEE Project Name:Altum's Redevelopment Date:12/2021 CEC Project No.:311-804 Checked By: Description:Composite C Calculations Date: Runoff Coefficient 0.90 0.85 0.85 0.20 BASINS Roof Surfaces= Pervious= Pavement= Gravel/Stone = 4,681 0 0 0 4,681 0.11 0.90 RD-9B Roof Pavement Gravel/Stone Lawn Total Total Composite (ft^2)(ft^2)(ft^2)(ft^2)(ft^2)(Acres)"C" 7,185 0 0 0 7,185 0.16 0.90 RD-10F1 Roof Pavement Gravel/Stone Lawn Total Total Composite (ft^2)(ft^2)(ft^2)(ft^2)(ft^2)(Acres)"C" 3,692 0 0 0 3,692 0.08 0.90 RD-10F2 Roof Pavement Gravel/Stone Lawn Total Total Composite (ft^2)(ft^2)(ft^2)(ft^2)(ft^2)(Acres)"C" 3,596 0 0 0 3,596 0.08 0.90 RD-10B1 Roof Pavement Gravel/Stone Lawn Total Total Composite (ft^2)(ft^2)(ft^2)(ft^2)(ft^2)(Acres)"C" 3,532 0 0 0 3,532 0.08 0.90 RD-10B2 Roof Pavement Gravel/Stone Lawn Total Total Composite (ft^2)(ft^2)(ft^2)(ft^2)(ft^2)(Acres)"C" 3,579 0 0 0 3,579 0.08 0.90 STR 203 Roof Pavement Gravel/Stone Lawn Total Total Composite (ft^2)(ft^2)(ft^2)(ft^2)(ft^2)(Acres)"C" 0 10,300 0 6,235 16,535 0.38 0.60 STR 210 Roof Pavement Gravel/Stone Lawn Total Total Composite (ft^2)(ft^2)(ft^2)(ft^2)(ft^2)(Acres)"C" ----48,047 1.10 0.85 STR 220 Roof Pavement Gravel/Stone Lawn Total Total Composite (ft^2)(ft^2)(ft^2)(ft^2)(ft^2)(Acres)"C" 0 3,430 0 1,012 4,442 0.10 0.70 Civil & Environmental Consultants, Inc. By:BEE Project Name:Altum's Redevelopment Date:12/2021 CEC Project No.:311-804 Checked By: Description:Composite C Calculations Date: Runoff Coefficient 0.90 0.85 0.85 0.20 BASINS Roof Surfaces= Pervious= Pavement= Gravel/Stone = STR 221 Roof Pavement Gravel/Stone Lawn Total Total Composite (ft^2)(ft^2)(ft^2)(ft^2)(ft^2)(Acres)"C" 0 5,324 0 3,675 8,999 0.21 0.58 STR 222 Roof Pavement Gravel/Stone Lawn Total Total Composite (ft^2)(ft^2)(ft^2)(ft^2)(ft^2)(Acres)"C" 0 9,771 0 443 10,214 0.23 0.82 STR 223 Roof Pavement Gravel/Stone Lawn Total Total Composite (ft^2)(ft^2)(ft^2)(ft^2)(ft^2)(Acres)"C" 0 4,398 0 140 4,538 0.10 0.83 STR 230 Roof Pavement Gravel/Stone Lawn Total Total Composite (ft^2)(ft^2)(ft^2)(ft^2)(ft^2)(Acres)"C" ----43,493 1.00 0.85 STR 240 Roof Pavement Gravel/Stone Lawn Total Total Composite (ft^2)(ft^2)(ft^2)(ft^2)(ft^2)(Acres)"C" 0 1,954 0 644 2,598 0.06 0.69 STR 242 Roof Pavement Gravel/Stone Lawn Total Total Composite (ft^2)(ft^2)(ft^2)(ft^2)(ft^2)(Acres)"C" 0 2,033 0 582 2,615 0.06 0.71 STR 242A Roof Pavement Gravel/Stone Lawn Total Total Composite (ft^2)(ft^2)(ft^2)(ft^2)(ft^2)(Acres)"C" 0 2,661 0 3,729 6,390 0.15 0.47 STR 243 Roof Pavement Gravel/Stone Lawn Total Total Composite (ft^2)(ft^2)(ft^2)(ft^2)(ft^2)(Acres)"C" 0 2,438 0 669 3,107 0.07 0.71 Civil & Environmental Consultants, Inc. By:BEE Project Name:Altum's Redevelopment Date:12/2021 CEC Project No.:311-804 Checked By: Description:Composite C Calculations Date: Runoff Coefficient 0.90 0.85 0.85 0.20 BASINS Roof Surfaces= Pervious= Pavement= Gravel/Stone = STR 244 Roof Pavement Gravel/Stone Lawn Total Total Composite (ft^2)(ft^2)(ft^2)(ft^2)(ft^2)(Acres)"C" 0 3,408 0 1,195 4,603 0.11 0.68 STR 250 Roof Pavement Gravel/Stone Lawn Total Total Composite (ft^2)(ft^2)(ft^2)(ft^2)(ft^2)(Acres)"C" ----39,530 0.91 0.85 STR 260 Roof Pavement Gravel/Stone Lawn Total Total Composite (ft^2)(ft^2)(ft^2)(ft^2)(ft^2)(Acres)"C" 0 4,735 0 1,272 6,007 0.14 0.71 STR 261 Roof Pavement Gravel/Stone Lawn Total Total Composite (ft^2)(ft^2)(ft^2)(ft^2)(ft^2)(Acres)"C" 0 5,624 0 1,587 7,211 0.17 0.71 STR 270 Roof Pavement Gravel/Stone Lawn Total Total Composite (ft^2)(ft^2)(ft^2)(ft^2)(ft^2)(Acres)"C" ----51,040 1.17 0.85 STR 280 Roof Pavement Gravel/Stone Lawn Total Total Composite (ft^2)(ft^2)(ft^2)(ft^2)(ft^2)(Acres)"C" 0 1,695 0 749 2,444 0.06 0.65 STR 281 Roof Pavement Gravel/Stone Lawn Total Total Composite (ft^2)(ft^2)(ft^2)(ft^2)(ft^2)(Acres)"C" 0 2,528 0 6,522 9,050 0.21 0.38 STR 290 Roof Pavement Gravel/Stone Lawn Total Total Composite (ft^2)(ft^2)(ft^2)(ft^2)(ft^2)(Acres)"C" 0 1,044 0 0 1,044 0.02 0.85 STR 291 Civil & Environmental Consultants, Inc. By:BEE Project Name:Altum's Redevelopment Date:12/2021 CEC Project No.:311-804 Checked By: Description:Composite C Calculations Date: Runoff Coefficient 0.90 0.85 0.85 0.20 BASINS Roof Surfaces= Pervious= Pavement= Gravel/Stone = Roof Pavement Gravel/Stone Lawn Total Total Composite (ft^2)(ft^2)(ft^2)(ft^2)(ft^2)(Acres)"C" 0 2,134 0 0 2,134 0.05 0.85 STR 303 Roof Pavement Gravel/Stone Lawn Total Total Composite (ft^2)(ft^2)(ft^2)(ft^2)(ft^2)(Acres)"C" 0 1,239 0 2,514 3,753 0.09 0.41 STR 304 Roof Pavement Gravel/Stone Lawn Total Total Composite (ft^2)(ft^2)(ft^2)(ft^2)(ft^2)(Acres)"C" 0 1,247 0 914 2,161 0.05 0.58 STR 306 Roof Pavement Gravel/Stone Lawn Total Total Composite (ft^2)(ft^2)(ft^2)(ft^2)(ft^2)(Acres)"C" 0 2,482 0 4,020 6,502 0.15 0.45 STR 306A Roof Pavement Gravel/Stone Lawn Total Total Composite (ft^2)(ft^2)(ft^2)(ft^2)(ft^2)(Acres)"C" 0 5,743 0 926 6,669 0.15 0.76 STR 307 Roof Pavement Gravel/Stone Lawn Total Total Composite (ft^2)(ft^2)(ft^2)(ft^2)(ft^2)(Acres)"C" 0 2,864 0 3,856 6,720 0.15 0.48 STR 307A Roof Pavement Gravel/Stone Lawn Total Total Composite (ft^2)(ft^2)(ft^2)(ft^2)(ft^2)(Acres)"C" 0 3,639 0 3,571 7,210 0.17 0.53 STR 308 Roof Pavement Gravel/Stone Lawn Total Total Composite (ft^2)(ft^2)(ft^2)(ft^2)(ft^2)(Acres)"C" 0 3,330 0 3,614 6,944 0.16 0.51 STR 308A Roof Pavement Gravel/Stone Lawn Total Total Composite Civil & Environmental Consultants, Inc. By:BEE Project Name:Altum's Redevelopment Date:12/2021 CEC Project No.:311-804 Checked By: Description:Composite C Calculations Date: Runoff Coefficient 0.90 0.85 0.85 0.20 BASINS Roof Surfaces= Pervious= Pavement= Gravel/Stone = (ft^2)(ft^2)(ft^2)(ft^2)(ft^2)(Acres)"C" 0 4,752 0 1,619 6,371 0.15 0.68 STR 321 Roof Pavement Gravel/Stone Lawn Total Total Composite (ft^2)(ft^2)(ft^2)(ft^2)(ft^2)(Acres)"C" 0 12,982 0 5,523 18,505 0.42 0.66 STR 322 Roof Pavement Gravel/Stone Lawn Total Total Composite (ft^2)(ft^2)(ft^2)(ft^2)(ft^2)(Acres)"C" 0 16,029 0 152 16,181 0.37 0.84 STR 323 Roof Pavement Gravel/Stone Lawn Total Total Composite (ft^2)(ft^2)(ft^2)(ft^2)(ft^2)(Acres)"C" 720 12,454 0 4,114 17,288 0.40 0.70 STR 330 Roof Pavement Gravel/Stone Lawn Total Total Composite (ft^2)(ft^2)(ft^2)(ft^2)(ft^2)(Acres)"C" 0 6,464 0 1,555 8,019 0.18 0.72 STR 331 Roof Pavement Gravel/Stone Lawn Total Total Composite (ft^2)(ft^2)(ft^2)(ft^2)(ft^2)(Acres)"C" 0 8,325 0 3,430 11,755 0.27 0.66 STR 332 Roof Pavement Gravel/Stone Lawn Total Total Composite (ft^2)(ft^2)(ft^2)(ft^2)(ft^2)(Acres)"C" 0 0 0 13,267 13,267 0.30 0.20 STR 333 Roof Pavement Gravel/Stone Lawn Total Total Composite (ft^2)(ft^2)(ft^2)(ft^2)(ft^2)(Acres)"C" 0 0 0 12,149 12,149 0.28 0.20 STR 400 Roof Pavement Gravel/Stone Lawn Total Total Composite (ft^2)(ft^2)(ft^2)(ft^2)(ft^2)(Acres)"C" Civil & Environmental Consultants, Inc. By:BEE Project Name:Altum's Redevelopment Date:12/2021 CEC Project No.:311-804 Checked By: Description:Composite C Calculations Date: Runoff Coefficient 0.90 0.85 0.85 0.20 BASINS Roof Surfaces= Pervious= Pavement= Gravel/Stone = 0 2,976 0 1,219 4,195 0.10 0.66 STR 400A Roof Pavement Gravel/Stone Lawn Total Total Composite (ft^2)(ft^2)(ft^2)(ft^2)(ft^2)(Acres)"C" 0 2,863 0 2,016 4,879 0.11 0.58 STR 401 Roof Pavement Gravel/Stone Lawn Total Total Composite (ft^2)(ft^2)(ft^2)(ft^2)(ft^2)(Acres)"C" 385 5,429 0 5,663 11,477 0.26 0.53 STR 401A Roof Pavement Gravel/Stone Lawn Total Total Composite (ft^2)(ft^2)(ft^2)(ft^2)(ft^2)(Acres)"C" 720 6,926 0 3,351 10,997 0.25 0.66 STR 402 Roof Pavement Gravel/Stone Lawn Total Total Composite (ft^2)(ft^2)(ft^2)(ft^2)(ft^2)(Acres)"C" 2,545 8,783 0 5,448 16,776 0.39 0.65 STR 403 Roof Pavement Gravel/Stone Lawn Total Total Composite (ft^2)(ft^2)(ft^2)(ft^2)(ft^2)(Acres)"C" 0 6,267 0 1,557 7,824 0.18 0.72 STR 404 Roof Pavement Gravel/Stone Lawn Total Total Composite (ft^2)(ft^2)(ft^2)(ft^2)(ft^2)(Acres)"C" 0 6,837 0 2,513 9,350 0.21 0.68 STR 404A Roof Pavement Gravel/Stone Lawn Total Total Composite (ft^2)(ft^2)(ft^2)(ft^2)(ft^2)(Acres)"C" 0 6,392 0 2,521 8,913 0.20 0.67 STR 405 Roof Pavement Gravel/Stone Lawn Total Total Composite (ft^2)(ft^2)(ft^2)(ft^2)(ft^2)(Acres)"C" 0 0 0 8,514 8,514 0.20 0.20 Civil & Environmental Consultants, Inc. By:BEE Project Name:Altum's Redevelopment Date:12/2021 CEC Project No.:311-804 Checked By: Description:Composite C Calculations Date: Runoff Coefficient 0.90 0.85 0.85 0.20 BASINS Roof Surfaces= Pervious= Pavement= Gravel/Stone = STR 406 Roof Pavement Gravel/Stone Lawn Total Total Composite (ft^2)(ft^2)(ft^2)(ft^2)(ft^2)(Acres)"C" 0 0 0 5,499 5,499 0.13 0.20 STR 410 Roof Pavement Gravel/Stone Lawn Total Total Composite (ft^2)(ft^2)(ft^2)(ft^2)(ft^2)(Acres)"C" 670 0 0 8,878 9,548 0.22 0.25 STR 411 Roof Pavement Gravel/Stone Lawn Total Total Composite (ft^2)(ft^2)(ft^2)(ft^2)(ft^2)(Acres)"C" 0 24 0 6,163 6,187 0.14 0.20 STR 412 Roof Pavement Gravel/Stone Lawn Total Total Composite (ft^2)(ft^2)(ft^2)(ft^2)(ft^2)(Acres)"C" 0 24 0 3,278 3,302 0.08 0.20 STR 420 Roof Pavement Gravel/Stone Lawn Total Total Composite (ft^2)(ft^2)(ft^2)(ft^2)(ft^2)(Acres)"C" 0 0 0 6,589 6,589 0.15 0.20 STR 430 Roof Pavement Gravel/Stone Lawn Total Total Composite (ft^2)(ft^2)(ft^2)(ft^2)(ft^2)(Acres)"C" 341 6,131 0 2,566 9,038 0.21 0.67 STR 431 Roof Pavement Gravel/Stone Lawn Total Total Composite (ft^2)(ft^2)(ft^2)(ft^2)(ft^2)(Acres)"C" 379 4,857 0 1,162 6,398 0.15 0.73 STR 432 Roof Pavement Gravel/Stone Lawn Total Total Composite (ft^2)(ft^2)(ft^2)(ft^2)(ft^2)(Acres)"C" 0 5,898 0 6,099 11,997 0.28 0.52 Civil & Environmental Consultants, Inc. By:BEE Project Name:Altum's Redevelopment Date:12/2021 CEC Project No.:311-804 Checked By: Description:Composite C Calculations Date: Runoff Coefficient 0.90 0.85 0.85 0.20 BASINS Roof Surfaces= Pervious= Pavement= Gravel/Stone = STR 433 Roof Pavement Gravel/Stone Lawn Total Total Composite (ft^2)(ft^2)(ft^2)(ft^2)(ft^2)(Acres)"C" 0 5,394 0 2,112 7,506 0.17 0.67 STR 434 Roof Pavement Gravel/Stone Lawn Total Total Composite (ft^2)(ft^2)(ft^2)(ft^2)(ft^2)(Acres)"C" 1,440 3,687 0 1,581 6,708 0.15 0.71 STR 435 Roof Pavement Gravel/Stone Lawn Total Total Composite (ft^2)(ft^2)(ft^2)(ft^2)(ft^2)(Acres)"C" 0 5,801 0 908 6,709 0.15 0.76 STR 436 Roof Pavement Gravel/Stone Lawn Total Total Composite (ft^2)(ft^2)(ft^2)(ft^2)(ft^2)(Acres)"C" 0 282 0 7,392 7,674 0.18 0.22 STR 440 Roof Pavement Gravel/Stone Lawn Total Total Composite (ft^2)(ft^2)(ft^2)(ft^2)(ft^2)(Acres)"C" 0 4,389 0 3,216 7,605 0.17 0.58 STR 441 Roof Pavement Gravel/Stone Lawn Total Total Composite (ft^2)(ft^2)(ft^2)(ft^2)(ft^2)(Acres)"C" 1,440 3,672 0 1,153 6,265 0.14 0.74 STR 442 Roof Pavement Gravel/Stone Lawn Total Total Composite (ft^2)(ft^2)(ft^2)(ft^2)(ft^2)(Acres)"C" 0 4,205 0 1,070 5,275 0.12 0.72 STR 443 Roof Pavement Gravel/Stone Lawn Total Total Composite (ft^2)(ft^2)(ft^2)(ft^2)(ft^2)(Acres)"C" 0 365 0 3,665 4,030 0.09 0.26 203 Depth Weir Orifice Casting Neenah R-3287-10V 0.00 0.00 Area 2.1 ft2 0.05 0.09 1.15 Perimeter 5.5 ft 0.10 0.26 1.62 P 2.8 ft 0.15 0.48 1.99 A 1.05 ft2 0.20 0.74 2.30 Q=3.0*P*D^1.5 (Weir) 0.25 1.03 2.57 Q=4.89*A*D^0.5 (Orifice) 0.30 1.36 2.81 0.35 1.71 3.04 0.40 2.09 3.25 0.45 2.49 3.44 i = 7.62 0.50 2.92 3.63 C= 0.6 A= 0.38 1.74 cfs … 220 Depth Weir Orifice Casting Neenah R-3287-10V 0.00 0.00 0.00 Area 2.1 ft2 0.05 0.09 1.15 Perimeter 5.5 ft 0.10 0.26 1.62 P 2.75 ft 0.15 0.48 1.99 A 1.05 ft2 0.20 0.74 2.30 Q=3.0*P*D^1.5 (Weir) 0.25 1.03 2.57 Q=4.89*A*D^0.5 (Orifice) 0.30 1.36 2.81 0.35 1.71 3.04 0.40 2.09 3.25 0.45 2.49 3.44 i = 7.62 0.50 2.92 3.63 C= 0.7 A= 0.1 0.53 cfs … GRATE FLOW IN CFS Sump Grates Ponding Depth Calculation Structure Number Q=CiA GRATE FLOW IN CFS Q= C x I x A = Structure Number Q=CiA ADEQUATE Q= C x I x A =ADEQUATE 0.00 0.50 1.00 1.50 2.00 2.50 3.00 3.50 4.00 0.00 0.20 0.40 0.60Discharge, cfsDepth Over Grate, ft Grate Discharge Weir Orifice 0.00 0.50 1.00 1.50 2.00 2.50 3.00 3.50 4.00 0.00 0.20 0.40 0.60Discharge, cfsDepth Over Grate, ft Grate Discharge Weir Orifice P:\310-000\311-804\-Calculations\Drainage\Proposed\311-804 Grate and Inlet Sizing.xlsx312-457 - 12/8/2021 221 Depth Weir Orifice Casting Neenah R-3287-10V 0.00 0.00 0.00 Area 2.1 ft2 0.05 0.09 1.15 Perimeter 5.5 ft 0.10 0.26 1.62 P 2.75 ft 0.15 0.48 1.99 A 1.05 ft2 0.20 0.74 2.30 Q=3.0*P*D^1.5 (Weir) 0.25 1.03 2.57 Q=4.89*A*D^0.5 (Orifice) 0.30 1.36 2.81 0.35 1.71 3.04 0.40 2.09 3.25 0.45 2.49 3.44 i = 7.62 0.50 2.92 3.63 C= 0.58 A= 0.21 0.93 cfs … 222 Depth Weir Orifice Casting Neenah R-3287-10V 0.00 0.00 0.00 Area 2.1 ft2 0.05 0.09 1.15 Perimeter 5.5 ft 0.10 0.26 1.62 P 2.75 ft 0.15 0.48 1.99 A 1.05 ft2 0.20 0.74 2.30 Q=3.0*P*D^1.5 (Weir) 0.25 1.03 2.57 Q=4.89*A*D^0.5 (Orifice) 0.30 1.36 2.81 0.35 1.71 3.04 0.40 2.09 3.25 0.45 2.49 3.44 i = 7.62 0.50 2.92 3.63 C= 0.82 A= 0.23 1.44 cfs … Q=CiA GRATE FLOW IN CFS Q= C x I x A =ADEQUATE GRATE FLOW IN CFS Structure Number Q= C x I x A =ADEQUATE Sump Grates Ponding Depth Calculation Structure Number Q=CiA 0.00 0.50 1.00 1.50 2.00 2.50 3.00 3.50 4.00 0.00 0.20 0.40 0.60Discharge, cfsDepth Over Grate, ft Grate Discharge Weir Orifice 0.00 0.50 1.00 1.50 2.00 2.50 3.00 3.50 4.00 0.00 0.20 0.40 0.60Discharge, cfsDepth Over Grate, ft Grate Discharge Weir Orifice P:\310-000\311-804\-Calculations\Drainage\Proposed\311-804 Grate and Inlet Sizing.xlsx312-457 - 12/8/2021 223 Depth Weir Orifice Casting Neenah R-3287-10V 0.00 0.00 0.00 Area 2.1 ft2 0.05 0.09 1.15 Perimeter 5.5 ft 0.10 0.26 1.62 P 2.8 ft 0.15 0.48 1.99 A 1.05 ft2 0.20 0.74 2.30 Q=3.0*P*D^1.5 (Weir) 0.25 1.03 2.57 Q=4.89*A*D^0.5 (Orifice) 0.30 1.36 2.81 0.35 1.71 3.04 0.40 2.09 3.25 0.45 2.49 3.44 i = 7.62 0.50 2.92 3.63 C= 0.83 A= 0.1 0.63 cfs … 240 Depth Weir Orifice Casting Neenah R-3287-10V 0.00 0.00 0.00 Area 2.1 ft2 0.05 0.09 1.15 Perimeter 5.5 ft 0.10 0.26 1.62 P 2.75 ft 0.15 0.48 1.99 A 1.05 ft2 0.20 0.74 2.30 Q=3.0*P*D^1.5 (Weir) 0.25 1.03 2.57 Q=4.89*A*D^0.5 (Orifice) 0.30 1.36 2.81 0.35 1.71 3.04 0.40 2.09 3.25 0.45 2.49 3.44 i = 7.62 0.50 2.92 3.63 C= 0.69 A= 0.06 0.32 cfs … GRATE FLOW IN CFS Structure Number Q= C x I x A =ADEQUATE Sump Grates Ponding Depth Calculation Structure Number Q=CiA Q=CiA GRATE FLOW IN CFS Q= C x I x A =ADEQUATE 0.00 0.50 1.00 1.50 2.00 2.50 3.00 3.50 4.00 0.00 0.20 0.40 0.60Discharge, cfsDepth Over Grate, ft Grate Discharge Weir Orifice 0.00 0.50 1.00 1.50 2.00 2.50 3.00 3.50 4.00 0.00 0.20 0.40 0.60Discharge, cfsDepth Over Grate, ft Grate Discharge Weir Orifice P:\310-000\311-804\-Calculations\Drainage\Proposed\311-804 Grate and Inlet Sizing.xlsx312-457 - 12/8/2021 242 Depth Weir Orifice Casting Neenah R-3287-10V 0.00 0.00 0.00 Area 2.1 ft2 0.05 0.09 1.15 Perimeter 5.5 ft 0.10 0.26 1.62 P 2.75 ft 0.15 0.48 1.99 A 1.05 ft2 0.20 0.74 2.30 Q=3.0*P*D^1.5 (Weir) 0.25 1.03 2.57 Q=4.89*A*D^0.5 (Orifice) 0.30 1.36 2.81 0.35 1.71 3.04 0.40 2.09 3.25 0.45 2.49 3.44 i = 7.62 0.50 2.92 3.63 C= 0.71 A= 0.06 0.32 cfs … 242A Depth Weir Orifice Casting Neenah R-3287-10V 0.00 0.00 0.00 Area 2.1 ft2 0.05 0.09 1.15 Perimeter 5.5 ft 0.10 0.26 1.62 P 2.75 ft 0.15 0.48 1.99 A 1.05 ft2 0.20 0.74 2.30 Q=3.0*P*D^1.5 (Weir) 0.25 1.03 2.57 Q=4.89*A*D^0.5 (Orifice) 0.30 1.36 2.81 0.35 1.71 3.04 0.40 2.09 3.25 0.45 2.49 3.44 i = 7.62 0.50 2.92 3.63 C= 0.47 A= 0.15 0.54 cfs … Q=CiA GRATE FLOW IN CFS Q= C x I x A =ADEQUATE Sump Grates Ponding Depth Calculation Structure Number GRATE FLOW IN CFS Q= C x I x A =ADEQUATE Structure Number Q=CiA 0.00 0.20 0.40 0.60Discharge, cfsDepth Over Grate, ft Grate Discharge Weir Orifice 0.00 0.50 1.00 1.50 2.00 2.50 3.00 3.50 4.00 0.00 0.20 0.40 0.60Discharge, cfsDepth Over Grate, ft Grate Discharge Weir Orifice P:\310-000\311-804\-Calculations\Drainage\Proposed\311-804 Grate and Inlet Sizing.xlsx312-457 - 12/8/2021 243 Depth Weir Orifice Casting Neenah R-3287-10V 0.00 0.00 0.00 Area 2.1 ft2 0.05 0.09 1.15 Perimeter 5.5 ft 0.10 0.26 1.62 P 2.75 ft 0.15 0.48 1.99 A 1.05 ft2 0.20 0.74 2.30 Q=3.0*P*D^1.5 (Weir) 0.25 1.03 2.57 Q=4.89*A*D^0.5 (Orifice) 0.30 1.36 2.81 0.35 1.71 3.04 0.40 2.09 3.25 0.45 2.49 3.44 i = 7.62 0.50 2.92 3.63 C= 0.71 A= 0.07 0.38 cfs … 244 Depth Weir Orifice Casting Neenah R-3287-10V 0.00 0.00 0.00 Area 2.1 ft2 0.05 0.09 1.15 Perimeter 5.5 ft 0.10 0.26 1.62 P 2.75 ft 0.15 0.48 1.99 A 1.05 ft2 0.20 0.74 2.30 Q=3.0*P*D^1.5 (Weir) 0.25 1.03 2.57 Q=4.89*A*D^0.5 (Orifice) 0.30 1.36 2.81 0.35 1.71 3.04 0.40 2.09 3.25 0.45 2.49 3.44 i = 7.62 0.50 2.92 3.63 C= 0.68 A= 0.11 0.57 cfs … Sump Grates Ponding Depth Calculation Structure Number Structure Number Q=CiA GRATE FLOW IN CFS Q= C x I x A =ADEQUATE Q=CiA GRATE FLOW IN CFS Q= C x I x A =ADEQUATE 0.00 0.50 1.00 1.50 2.00 2.50 3.00 3.50 4.00 0.00 0.20 0.40 0.60Discharge, cfsDepth Over Grate, ft Grate Discharge Weir Orifice 0.00 0.50 1.00 1.50 2.00 2.50 3.00 3.50 4.00 0.00 0.20 0.40 0.60Discharge, cfsDepth Over Grate, ft Grate Discharge Weir Orifice P:\310-000\311-804\-Calculations\Drainage\Proposed\311-804 Grate and Inlet Sizing.xlsx312-457 - 12/8/2021 260 Depth Weir Orifice Casting Neenah R-3287-10V 0.00 0.00 0.00 Area 2.1 ft2 0.05 0.09 1.15 Perimeter 5.5 ft 0.10 0.26 1.62 P 2.75 ft 0.15 0.48 1.99 A 1.05 ft2 0.20 0.74 2.30 Q=3.0*P*D^1.5 (Weir) 0.25 1.03 2.57 Q=4.89*A*D^0.5 (Orifice) 0.30 1.36 2.81 0.35 1.71 3.04 0.40 2.09 3.25 0.45 2.49 3.44 i = 7.62 0.50 2.92 3.63 C= 0.71 A= 0.14 0.76 cfs … 261 Depth Weir Orifice Casting Neenah R-3287-10V 0.00 0.00 0.00 Area 2.1 ft2 0.05 0.09 1.15 Perimeter 5.5 ft 0.10 0.26 1.62 P 2.75 ft 0.15 0.48 1.99 A 1.05 ft2 0.20 0.74 2.30 Q=3.0*P*D^1.5 (Weir) 0.25 1.03 2.57 Q=4.89*A*D^0.5 (Orifice) 0.30 1.36 2.81 0.35 1.71 3.04 0.40 2.09 3.25 0.45 2.49 3.44 i = 7.62 0.50 2.92 3.63 C= 0.71 A= 0.17 0.92 cfs … Structure Number Q=CiA GRATE FLOW IN CFS Q= C x I x A =ADEQUATE Sump Grates Ponding Depth Calculation Q=CiA GRATE FLOW IN CFS Q= C x I x A =ADEQUATE Structure Number 0.00 0.50 1.00 1.50 2.00 2.50 3.00 3.50 4.00 0.00 0.20 0.40 0.60Discharge, cfsDepth Over Grate, ft Grate Discharge Weir Orifice 0.00 0.50 1.00 1.50 2.00 2.50 3.00 3.50 4.00 0.00 0.20 0.40 0.60Discharge, cfsDepth Over Grate, ft Grate Discharge Weir Orifice P:\310-000\311-804\-Calculations\Drainage\Proposed\311-804 Grate and Inlet Sizing.xlsx312-457 - 12/8/2021 280 Depth Weir Orifice Casting Neenah R-3287-10V 0.00 0.00 0.00 Area 2.1 ft2 0.05 0.09 1.15 Perimeter 5.5 ft 0.10 0.26 1.62 P 2.75 ft 0.15 0.48 1.99 A 1.05 ft2 0.20 0.74 2.30 Q=3.0*P*D^1.5 (Weir) 0.25 1.03 2.57 Q=4.89*A*D^0.5 (Orifice) 0.30 1.36 2.81 0.35 1.71 3.04 0.40 2.09 3.25 0.45 2.49 3.44 i = 7.62 0.50 2.92 3.63 C= 0.65 A= 0.06 0.30 cfs … 281 Depth Weir Orifice Casting Neenah R-4342 0.00 0.00 0.00 Area 2 ft2 0.05 0.10 1.09 Perimeter 6 ft 0.10 0.28 1.55 P 3 ft 0.15 0.52 1.89 A 1 ft2 0.20 0.80 2.19 Q=3.0*P*D^1.5 (Weir) 0.25 1.13 2.45 Q=4.89*A*D^0.5 (Orifice) 0.30 1.48 2.68 0.35 1.86 2.89 0.40 2.28 3.09 0.45 2.72 3.28 i = 7.62 0.50 3.18 3.46 C= 0.38 A= 0.21 0.61 cfs … Sump Grates Ponding Depth Calculation Structure Number Structure Number Q=CiA GRATE FLOW IN CFS Q= C x I x A =ADEQUATE Q=CiA GRATE FLOW IN CFS Q= C x I x A =ADEQUATE 0.00 0.50 1.00 1.50 2.00 2.50 3.00 3.50 4.00 0.00 0.20 0.40 0.60Discharge, cfsDepth Over Grate, ft Grate Discharge Weir Orifice 0.00 0.50 1.00 1.50 2.00 2.50 3.00 3.50 4.00 0.00 0.20 0.40 0.60Discharge, cfsDepth Over Grate, ft Grate Discharge Weir Orifice P:\310-000\311-804\-Calculations\Drainage\Proposed\311-804 Grate and Inlet Sizing.xlsx312-457 - 12/8/2021 290 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 P 3.95 ft 0.15 0.69 1.42 A 0.75 ft2 0.20 1.06 1.64 Q=3.0*P*D^1.5 (Weir) 0.25 1.48 1.83 Q=4.89*A*D^0.5 (Orifice) 0.30 1.95 2.01 0.35 2.45 2.17 0.40 3.00 2.32 0.45 3.58 2.46 i = 7.62 0.50 4.19 2.59 C= 0.85 A= 0.02 0.13 cfs … 291 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 P 3.95 ft 0.15 0.69 1.42 A 0.75 ft2 0.20 1.06 1.64 Q=3.0*P*D^1.5 (Weir) 0.25 1.48 1.83 Q=4.89*A*D^0.5 (Orifice) 0.30 1.95 2.01 0.35 2.45 2.17 0.40 3.00 2.32 0.45 3.58 2.46 i = 7.62 0.50 4.19 2.59 C= 0.85 0.85 A= 0.05 0.32 cfs … GRATE FLOW IN CFS Q= C x I x A =ADEQUATE Sump Grates Ponding Depth Calculation Structure Number Q=CiA GRATE FLOW IN CFS Q= C x I x A =ADEQUATE Structure Number Q=CiA 0.00 0.50 1.00 1.50 2.00 2.50 3.00 3.50 4.00 0.00 0.20 0.40 0.60Discharge, cfsDepth Over Grate, ft Grate Discharge Weir Orifice 0.00 0.50 1.00 1.50 2.00 2.50 3.00 3.50 4.00 0.00 0.20 0.40 0.60Discharge, cfsDepth Over Grate, ft Grate Discharge Weir Orifice P:\310-000\311-804\-Calculations\Drainage\Proposed\311-804 Grate and Inlet Sizing.xlsx312-457 - 12/8/2021 303 Depth Weir Orifice Casting Neenah R-3287-10V 0.00 0.00 0.00 Area 2.1 ft2 0.05 0.09 1.15 Perimeter 5.5 ft 0.10 0.26 1.62 P 2.75 ft 0.15 0.48 1.99 A 1.05 ft2 0.20 0.74 2.30 Q=3.0*P*D^1.5 (Weir) 0.25 1.03 2.57 Q=4.89*A*D^0.5 (Orifice) 0.30 1.36 2.81 0.35 1.71 3.04 0.40 2.09 3.25 0.45 2.49 3.44 i = 7.62 0.50 2.92 3.63 C= 0.41 A= 0.09 0.28 cfs … 304 Depth Weir Orifice Casting Neenah R-3287-10V 0.00 0.00 0.00 Area 2.1 ft2 0.05 0.09 1.15 Perimeter 5.5 ft 0.10 0.26 1.62 P 2.75 ft 0.15 0.48 1.99 A 1.05 ft2 0.20 0.74 2.30 Q=3.0*P*D^1.5 (Weir) 0.25 1.03 2.57 Q=4.89*A*D^0.5 (Orifice) 0.30 1.36 2.81 0.35 1.71 3.04 0.40 2.09 3.25 0.45 2.49 3.44 i = 7.62 0.50 2.92 3.63 C= 0.58 A= 0.05 0.22 cfs … Structure Number Q=CiA GRATE FLOW IN CFS Q= C x I x A =ADEQUATE Sump Grates Ponding Depth Calculation Q=CiA GRATE FLOW IN CFS Q= C x I x A =ADEQUATE Structure Number 0.00 0.50 1.00 1.50 2.00 2.50 3.00 3.50 4.00 0.00 0.20 0.40 0.60Discharge, cfsDepth Over Grate, ft Grate Discharge Weir Orifice 0.00 0.50 1.00 1.50 2.00 2.50 3.00 3.50 4.00 0.00 0.20 0.40 0.60Discharge, cfsDepth Over Grate, ft Grate Discharge Weir Orifice P:\310-000\311-804\-Calculations\Drainage\Proposed\311-804 Grate and Inlet Sizing.xlsx312-457 - 12/8/2021 306 Depth Weir Orifice Casting Neenah R-3287-10V 0.00 0.00 0.00 Area 2.1 ft2 0.05 0.09 1.15 Perimeter 5.5 ft 0.10 0.26 1.62 P 2.75 ft 0.15 0.48 1.99 A 1.05 ft2 0.20 0.74 2.30 Q=3.0*P*D^1.5 (Weir) 0.25 1.03 2.57 Q=4.89*A*D^0.5 (Orifice) 0.30 1.36 2.81 0.35 1.71 3.04 0.40 2.09 3.25 0.45 2.49 3.44 i = 7.62 0.50 2.92 3.63 C= 0.45 A= 0.15 0.51 cfs … 306A Depth Weir Orifice Casting Neenah R-3287-10V 0.00 0.00 0.00 Area 2.1 ft2 0.05 0.09 1.15 Perimeter 5.5 ft 0.10 0.26 1.62 P 2.75 ft 0.15 0.48 1.99 A 1.05 ft2 0.20 0.74 2.30 Q=3.0*P*D^1.5 (Weir) 0.25 1.03 2.57 Q=4.89*A*D^0.5 (Orifice) 0.30 1.36 2.81 0.35 1.71 3.04 0.40 2.09 3.25 0.45 2.49 3.44 i = 7.62 0.50 2.92 3.63 C= 0.76 A= 0.15 0.87 cfs … Sump Grates Ponding Depth Calculation Structure Number Structure Number Q=CiA GRATE FLOW IN CFS Q= C x I x A =ADEQUATE Q=CiA GRATE FLOW IN CFS Q= C x I x A =ADEQUATE 0.00 0.50 1.00 1.50 2.00 2.50 3.00 3.50 4.00 0.00 0.20 0.40 0.60Discharge, cfsDepth Over Grate, ft Grate Discharge Weir Orifice 0.00 0.50 1.00 1.50 2.00 2.50 3.00 3.50 4.00 0.00 0.20 0.40 0.60Discharge, cfsDepth Over Grate, ft Grate Discharge Weir Orifice P:\310-000\311-804\-Calculations\Drainage\Proposed\311-804 Grate and Inlet Sizing.xlsx312-457 - 12/8/2021 307 Depth Weir Orifice Casting Neenah R-3287-10V 0.00 0.00 0.00 Area 2.1 ft2 0.05 0.09 1.15 Perimeter 5.5 ft 0.10 0.26 1.62 P 2.75 ft 0.15 0.48 1.99 A 1.05 ft2 0.20 0.74 2.30 Q=3.0*P*D^1.5 (Weir) 0.25 1.03 2.57 Q=4.89*A*D^0.5 (Orifice) 0.30 1.36 2.81 0.35 1.71 3.04 0.40 2.09 3.25 0.45 2.49 3.44 i = 7.62 0.50 2.92 3.63 C= 0.48 A= 0.15 0.55 cfs … 307A Depth Weir Orifice Casting Neenah R-3287-10V 0.00 0.00 0.00 Area 2.1 ft2 0.05 0.09 1.15 Perimeter 5.5 ft 0.10 0.26 1.62 P 2.75 ft 0.15 0.48 1.99 A 1.05 ft2 0.20 0.74 2.30 Q=3.0*P*D^1.5 (Weir) 0.25 1.03 2.57 Q=4.89*A*D^0.5 (Orifice) 0.30 1.36 2.81 0.35 1.71 3.04 0.40 2.09 3.25 0.45 2.49 3.44 i = 7.62 0.50 2.92 3.63 C= 0.53 A= 0.17 0.69 cfs … Sump Grates Ponding Depth Calculation Structure Number Q=CiA GRATE FLOW IN CFS Q= C x I x A =ADEQUATE Structure Number Q=CiA GRATE FLOW IN CFS Q= C x I x A =ADEQUATE 0.00 0.50 1.00 1.50 2.00 2.50 3.00 3.50 4.00 0.00 0.20 0.40 0.60Discharge, cfsDepth Over Grate, ft Grate Discharge Weir Orifice 0.00 0.50 1.00 1.50 2.00 2.50 3.00 3.50 4.00 0.00 0.20 0.40 0.60Discharge, cfsDepth Over Grate, ft Grate Discharge Weir Orifice P:\310-000\311-804\-Calculations\Drainage\Proposed\311-804 Grate and Inlet Sizing.xlsx312-457 - 12/8/2021 308 Depth Weir Orifice Casting Neenah R-3287-10V 0.00 0.00 0.00 Area 2.1 ft2 0.05 0.09 1.15 Perimeter 5.5 ft 0.10 0.26 1.62 P 2.75 ft 0.15 0.48 1.99 A 1.05 ft2 0.20 0.74 2.30 Q=3.0*P*D^1.5 (Weir) 0.25 1.03 2.57 Q=4.89*A*D^0.5 (Orifice) 0.30 1.36 2.81 0.35 1.71 3.04 0.40 2.09 3.25 0.45 2.49 3.44 i = 7.62 0.50 2.92 3.63 C= 0.68 A= 0.14 0.73 cfs … 308A Depth Weir Orifice Casting Neenah R-3287-10V 0.00 0.00 0.00 Area 2.1 ft2 0.05 0.09 1.15 Perimeter 5.5 ft 0.10 0.26 1.62 P 2.75 ft 0.15 0.48 1.99 A 1.05 ft2 0.20 0.74 2.30 Q=3.0*P*D^1.5 (Weir) 0.25 1.03 2.57 Q=4.89*A*D^0.5 (Orifice) 0.30 1.36 2.81 0.35 1.71 3.04 0.40 2.09 3.25 0.45 2.49 3.44 i = 7.62 0.50 2.92 3.63 C= 0.68 A= 0.15 0.78 cfs … ADEQUATE Sump Grates Ponding Depth Calculation Q=CiA GRATE FLOW IN CFS Q= C x I x A =ADEQUATE Structure Number Structure Number 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 0.00 0.20 0.40 0.60Discharge, cfsDepth Over Grate, ft Grate Discharge Weir Orifice 0.00 0.50 1.00 1.50 2.00 2.50 3.00 3.50 4.00 0.00 0.20 0.40 0.60Discharge, cfsDepth Over Grate, ft Grate Discharge Weir Orifice P:\310-000\311-804\-Calculations\Drainage\Proposed\311-804 Grate and Inlet Sizing.xlsx312-457 - 12/8/2021 321 Depth Weir Orifice Casting Neenah R-3287-10V 0.00 0.00 0.00 Area 2.1 ft2 0.05 0.09 1.15 Perimeter 5.5 ft 0.10 0.26 1.62 P 2.75 ft 0.15 0.48 1.99 A 1.05 ft2 0.20 0.74 2.30 Q=3.0*P*D^1.5 (Weir) 0.25 1.03 2.57 Q=4.89*A*D^0.5 (Orifice) 0.30 1.36 2.81 0.35 1.71 3.04 0.40 2.09 3.25 0.45 2.49 3.44 i = 7.62 0.50 2.92 3.63 C= 0.66 A= 0.42 2.11 cfs … 322 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 P 3.95 ft 0.15 0.69 1.42 A 0.75 ft2 0.20 1.06 1.64 Q=3.0*P*D^1.5 (Weir) 0.25 1.48 1.83 Q=4.89*A*D^0.5 (Orifice) 0.30 1.95 2.01 0.35 2.45 2.17 0.40 3.00 2.32 0.45 3.58 2.46 i = 7.62 0.50 4.19 2.59 C= 0.84 A= 0.37 2.37 cfs … Structure Number Q=CiA GRATE FLOW IN CFS Q= C x I x A =ADEQUATE Sump Grates Ponding Depth Calculation Structure Number Q=CiA GRATE FLOW IN CFS Q= C x I x A =ADEQUATE 0.00 0.50 1.00 1.50 2.00 2.50 3.00 3.50 4.00 0.00 0.20 0.40 0.60Discharge, cfsDepth Over Grate, ft Grate Discharge Weir Orifice 0.00 0.50 1.00 1.50 2.00 2.50 3.00 3.50 4.00 0.00 0.20 0.40 0.60Discharge, cfsDepth Over Grate, ft Grate Discharge Weir Orifice P:\310-000\311-804\-Calculations\Drainage\Proposed\311-804 Grate and Inlet Sizing.xlsx312-457 - 12/8/2021 323 Depth Weir Orifice Casting Neenah R-3287-10V 0.00 0.00 0.00 Area 2.1 ft2 0.05 0.09 1.15 Perimeter 5.5 ft 0.10 0.26 1.62 P 2.75 ft 0.15 0.48 1.99 A 1.05 ft2 0.20 0.74 2.30 Q=3.0*P*D^1.5 (Weir) 0.25 1.03 2.57 Q=4.89*A*D^0.5 (Orifice) 0.30 1.36 2.81 0.35 1.71 3.04 0.40 2.09 3.25 0.45 2.49 3.44 i = 7.62 0.50 2.92 3.63 C= 0.7 A= 0.4 2.13 cfs … 330 Depth Weir Orifice Casting Neenah R-3287-10V 0.00 0.00 0.00 Area 2.1 ft2 0.05 0.09 1.15 Perimeter 5.5 ft 0.10 0.26 1.62 P 2.75 ft 0.15 0.48 1.99 A 1.05 ft2 0.20 0.74 2.30 Q=3.0*P*D^1.5 (Weir) 0.25 1.03 2.57 Q=4.89*A*D^0.5 (Orifice) 0.30 1.36 2.81 0.35 1.71 3.04 0.40 2.09 3.25 0.45 2.49 3.44 i = 7.62 0.50 2.92 3.63 C= 0.72 A= 0.18 0.99 cfs … Q=CiA GRATE FLOW IN CFS Q= C x I x A =ADEQUATE Structure Number Q=CiA GRATE FLOW IN CFS Q= C x I x A =ADEQUATE Structure Number Sump Grates Ponding Depth Calculation 0.00 0.50 1.00 1.50 2.00 2.50 3.00 3.50 4.00 0.00 0.20 0.40 0.60Discharge, cfsDepth Over Grate, ft Grate Discharge Weir Orifice 0.00 0.50 1.00 1.50 2.00 2.50 3.00 3.50 4.00 0.00 0.20 0.40 0.60Discharge, cfsDepth Over Grate, ft Grate Discharge Weir Orifice P:\310-000\311-804\-Calculations\Drainage\Proposed\311-804 Grate and Inlet Sizing.xlsx312-457 - 12/8/2021 331 Depth Weir Orifice Casting Neenah R-3287-10V 0.00 0.00 0.00 Area 2.1 ft2 0.05 0.09 1.15 Perimeter 5.5 ft 0.10 0.26 1.62 P 2.75 ft 0.15 0.48 1.99 A 1.05 ft2 0.20 0.74 2.30 Q=3.0*P*D^1.5 (Weir) 0.25 1.03 2.57 Q=4.89*A*D^0.5 (Orifice) 0.30 1.36 2.81 0.35 1.71 3.04 0.40 2.09 3.25 0.45 2.49 3.44 i = 7.62 0.50 2.92 3.63 C= 0.66 A= 0.27 1.36 cfs … 332 Depth Weir Orifice Casting Neenah R-4342 0.00 0.00 0.00 Area 2 ft2 0.05 0.09 1.15 Perimeter 6 ft 0.10 0.26 1.62 P 3 ft 0.15 0.48 1.99 A 1 ft2 0.20 0.74 2.30 Q=3.0*P*D^1.5 (Weir) 0.25 1.03 2.57 Q=4.89*A*D^0.5 (Orifice) 0.30 1.36 2.81 0.35 1.71 3.04 0.40 2.09 3.25 0.45 2.49 3.44 i = 7.62 0.50 2.92 3.63 C= 0.2 A= 0.3 0.46 cfs … Structure Number Q=CiA GRATE FLOW IN CFS Q= C x I x A =ADEQUATE Sump Grates Ponding Depth Calculation Structure Number Q=CiA GRATE FLOW IN CFS Q= C x I x A =ADEQUATE 0.00 0.50 1.00 1.50 2.00 2.50 3.00 3.50 4.00 0.00 0.20 0.40 0.60Discharge, cfsDepth Over Grate, ft Grate Discharge Weir Orifice 0.00 0.50 1.00 1.50 2.00 2.50 3.00 3.50 4.00 0.00 0.20 0.40 0.60Discharge, cfsDepth Over Grate, ft Grate Discharge Weir Orifice P:\310-000\311-804\-Calculations\Drainage\Proposed\311-804 Grate and Inlet Sizing.xlsx312-457 - 12/8/2021 333 Depth Weir Orifice Casting Neenah R-4342 0.00 0.00 0.00 Area 2 ft2 0.05 0.10 1.09 Perimeter 6 ft 0.10 0.28 1.55 P 3 ft 0.15 0.52 1.89 A 1 ft2 0.20 0.80 2.19 Q=3.0*P*D^1.5 (Weir) 0.25 1.13 2.45 Q=4.89*A*D^0.5 (Orifice) 0.30 1.48 2.68 0.35 1.86 2.89 0.40 2.28 3.09 0.45 2.72 3.28 i = 7.62 0.50 3.18 3.46 C= 0.2 A= 0.28 0.43 cfs … 400 Depth Weir Orifice Casting Neenah R-3287-10V 0.00 0.00 0.00 Area 2.1 ft2 0.05 0.09 1.15 Perimeter 5.5 ft 0.10 0.26 1.62 P 2.75 ft 0.15 0.48 1.99 A 1.05 ft2 0.20 0.74 2.30 Q=3.0*P*D^1.5 (Weir) 0.25 1.03 2.57 Q=4.89*A*D^0.5 (Orifice) 0.30 1.36 2.81 0.35 1.71 3.04 0.40 2.09 3.25 0.45 2.49 3.44 i = 7.62 0.50 2.92 3.63 C= 0.66 A= 0.1 0.50 cfs … Sump Grates Ponding Depth Calculation Structure Number Q=CiA GRATE FLOW IN CFS Q= C x I x A =ADEQUATE Structure Number Q=CiA GRATE FLOW IN CFS Q= C x I x A =ADEQUATE 0.00 0.50 1.00 1.50 2.00 2.50 3.00 3.50 4.00 0.00 0.20 0.40 0.60Discharge, cfsDepth Over Grate, ft Grate Discharge Weir Orifice 0.00 0.50 1.00 1.50 2.00 2.50 3.00 3.50 4.00 0.00 0.20 0.40 0.60Discharge, cfsDepth Over Grate, ft Grate Discharge Weir Orifice P:\310-000\311-804\-Calculations\Drainage\Proposed\311-804 Grate and Inlet Sizing.xlsx312-457 - 12/8/2021 400A Depth Weir Orifice Casting Neenah R-3287-10V 0.00 0.00 0.00 Area 2.1 ft2 0.05 0.09 1.15 Perimeter 5.5 ft 0.10 0.26 1.62 P 2.75 ft 0.15 0.48 1.99 A 1.05 ft2 0.20 0.74 2.30 Q=3.0*P*D^1.5 (Weir) 0.25 1.03 2.57 Q=4.89*A*D^0.5 (Orifice) 0.30 1.36 2.81 0.35 1.71 3.04 0.40 2.09 3.25 0.45 2.49 3.44 i = 7.62 0.50 2.92 3.63 C= 0.58 A= 0.11 0.49 cfs … 401 Depth Weir Orifice Casting Neenah R-2502 0.00 0.00 0.00 Area 0.9 ft2 0.05 0.10 0.49 Perimeter 6 ft 0.10 0.28 0.70 P 3 ft 0.15 0.52 0.85 A 0.45 ft2 0.20 0.80 0.98 Q=3.0*P*D^1.5 (Weir) 0.25 1.13 1.10 Q=4.89*A*D^0.5 (Orifice) 0.30 1.48 1.21 0.35 1.86 1.30 0.40 2.28 1.39 0.45 2.72 1.48 i = 7.62 0.50 3.18 1.56 C= 0.53 A= 0.26 1.05 cfs … GRATE FLOW IN CFS Q= C x I x A =ADEQUATE GRATE FLOW IN CFS Q= C x I x A =ADEQUATE Structure Number Q=CiA Sump Grates Ponding Depth Calculation Structure Number Q=CiA 0.00 0.50 1.00 1.50 2.00 2.50 3.00 3.50 4.00 0.00 0.20 0.40 0.60Discharge, cfsDepth Over Grate, ft Grate Discharge Weir Orifice 0.00 0.50 1.00 1.50 2.00 2.50 3.00 3.50 4.00 0.00 0.20 0.40 0.60Discharge, cfsDepth Over Grate, ft Grate Discharge Weir Orifice P:\310-000\311-804\-Calculations\Drainage\Proposed\311-804 Grate and Inlet Sizing.xlsx312-457 - 12/8/2021 401A Depth Weir Orifice Casting Neenah R-2502 0.00 0.00 0.00 Area 0.9 ft2 0.05 0.10 0.49 Perimeter 6 ft 0.10 0.28 0.70 P 3 ft 0.15 0.52 0.85 A 0.45 ft2 0.20 0.80 0.98 Q=3.0*P*D^1.5 (Weir) 0.25 1.13 1.10 Q=4.89*A*D^0.5 (Orifice) 0.30 1.48 1.21 0.35 1.86 1.30 0.40 2.28 1.39 0.45 2.72 1.48 i = 7.62 0.50 3.18 1.56 C= 0.66 A= 0.25 1.26 cfs … 402 Depth Weir Orifice Casting Neenah R-3472 0.00 0.00 0.00 Area 1.3 ft2 0.05 0.12 0.71 Perimeter 7.3 ft 0.10 0.35 1.01 P 3.65 ft 0.15 0.64 1.23 A 0.65 ft2 0.20 0.98 1.42 Q=3.0*P*D^1.5 (Weir) 0.25 1.37 1.59 Q=4.89*A*D^0.5 (Orifice) 0.30 1.80 1.74 0.35 2.27 1.88 0.40 2.77 2.01 0.45 3.31 2.13 i = 7.62 0.50 3.87 2.25 C= 0.65 A= 0.39 1.93 cfs … Structure Number Q=CiA GRATE FLOW IN CFS Q= C x I x A =ADEQUATE Sump Grates Ponding Depth Calculation Structure Number Q=CiA GRATE FLOW IN CFS Q= C x I x A =ADEQUATE 0.00 0.50 1.00 1.50 2.00 2.50 3.00 3.50 4.00 0.00 0.20 0.40 0.60Discharge, cfsDepth Over Grate, ft Grate Discharge Weir Orifice 0.00 0.50 1.00 1.50 2.00 2.50 3.00 3.50 4.00 0.00 0.20 0.40 0.60Discharge, cfsDepth Over Grate, ft Grate Discharge Weir Orifice P:\310-000\311-804\-Calculations\Drainage\Proposed\311-804 Grate and Inlet Sizing.xlsx312-457 - 12/8/2021 403 Depth Weir Orifice Casting Neenah R-2502 0.00 0.00 0.00 Area 0.9 ft2 0.05 0.10 0.49 Perimeter 6 ft 0.10 0.28 0.70 P 3 ft 0.15 0.52 0.85 A 0.45 ft2 0.20 0.80 0.98 Q=3.0*P*D^1.5 (Weir) 0.25 1.13 1.10 Q=4.89*A*D^0.5 (Orifice) 0.30 1.48 1.21 0.35 1.86 1.30 0.40 2.28 1.39 0.45 2.72 1.48 i = 7.62 0.50 3.18 1.56 C= 0.72 A= 0.18 0.99 cfs … 404 Depth Weir Orifice Casting Neenah R-2502 0.00 0.00 0.00 Area 0.9 ft2 0.05 0.10 0.49 Perimeter 6 ft 0.10 0.28 0.70 P 3 ft 0.15 0.52 0.85 A 0.45 ft2 0.20 0.80 0.98 Q=3.0*P*D^1.5 (Weir) 0.25 1.13 1.10 Q=4.89*A*D^0.5 (Orifice) 0.30 1.48 1.21 0.35 1.86 1.30 0.40 2.28 1.39 0.45 2.72 1.48 i = 7.62 0.50 3.18 1.56 C= 0.68 A= 0.21 1.09 cfs … Structure Number Q=CiA GRATE FLOW IN CFS Q= C x I x A =ADEQUATE Sump Grates Ponding Depth Calculation Structure Number Q=CiA GRATE FLOW IN CFS Q= C x I x A =ADEQUATE 0.00 0.50 1.00 1.50 2.00 2.50 3.00 3.50 4.00 0.00 0.20 0.40 0.60Discharge, cfsDepth Over Grate, ft Grate Discharge Weir Orifice 0.00 0.50 1.00 1.50 2.00 2.50 3.00 3.50 4.00 0.00 0.20 0.40 0.60Discharge, cfsDepth Over Grate, ft Grate Discharge Weir Orifice P:\310-000\311-804\-Calculations\Drainage\Proposed\311-804 Grate and Inlet Sizing.xlsx312-457 - 12/8/2021 404A 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 P 3.95 ft 0.15 0.69 1.42 A 0.75 ft2 0.20 1.06 1.64 Q=3.0*P*D^1.5 (Weir) 0.25 1.48 1.83 Q=4.89*A*D^0.5 (Orifice) 0.30 1.95 2.01 0.35 2.45 2.17 0.40 3.00 2.32 0.45 3.58 2.46 i = 7.62 0.50 4.19 2.59 C= 0.67 A= 0.2 1.02 cfs … 405 Depth Weir Orifice Casting Neenah R-4342 0.00 0.00 0.00 Area 2 ft2 0.05 0.10 1.09 Perimeter 6 ft 0.10 0.28 1.55 P 3 ft 0.15 0.52 1.89 A 1 ft2 0.20 0.80 2.19 Q=3.0*P*D^1.5 (Weir) 0.25 1.13 2.45 Q=4.89*A*D^0.5 (Orifice) 0.30 1.48 2.68 0.35 1.86 2.89 0.40 2.28 3.09 0.45 2.72 3.28 i = 7.62 0.50 3.18 3.46 C= 0.2 A= 0.2 0.30 cfs … Q=CiA GRATE FLOW IN CFS Q= C x I x A =ADEQUATE Structure Number Q=CiA GRATE FLOW IN CFS Q= C x I x A =ADEQUATE Structure Number Sump Grates Ponding Depth Calculation 0.00 0.50 1.00 1.50 2.00 2.50 3.00 3.50 4.00 0.00 0.20 0.40 0.60Discharge, cfsDepth Over Grate, ft Grate Discharge Weir Orifice 0.00 0.50 1.00 1.50 2.00 2.50 3.00 3.50 4.00 0.00 0.20 0.40 0.60Discharge, cfsDepth Over Grate, ft Grate Discharge Weir Orifice P:\310-000\311-804\-Calculations\Drainage\Proposed\311-804 Grate and Inlet Sizing.xlsx312-457 - 12/8/2021 406 Depth Weir Orifice Casting Neenah R-4342 0.00 0.00 0.00 Area 2 ft2 0.05 0.10 1.09 Perimeter 6 ft 0.10 0.28 1.55 P 3 ft 0.15 0.52 1.89 A 1 ft2 0.20 0.80 2.19 Q=3.0*P*D^1.5 (Weir) 0.25 1.13 2.45 Q=4.89*A*D^0.5 (Orifice) 0.30 1.48 2.68 0.35 1.86 2.89 0.40 2.28 3.09 0.45 2.72 3.28 i = 7.62 0.50 3.18 3.46 C= 0.2 A= 0.13 0.20 cfs … 410 Depth Weir Orifice Casting Neenah R-4342 0.00 0.00 0.00 Area 2 ft2 0.05 0.10 1.09 Perimeter 6 ft 0.10 0.28 1.55 P 3 ft 0.15 0.52 1.89 A 1 ft2 0.20 0.80 2.19 Q=3.0*P*D^1.5 (Weir) 0.25 1.13 2.45 Q=4.89*A*D^0.5 (Orifice) 0.30 1.48 2.68 0.35 1.86 2.89 0.40 2.28 3.09 0.45 2.72 3.28 i = 7.62 0.50 3.18 3.46 C= 0.25 A= 0.22 0.42 cfs … GRATE FLOW IN CFS Q= C x I x A =ADEQUATE GRATE FLOW IN CFS Q= C x I x A =ADEQUATE Structure Number Q=CiA Sump Grates Ponding Depth Calculation Structure Number Q=CiA 0.00 0.50 1.00 1.50 2.00 2.50 3.00 3.50 4.00 0.00 0.20 0.40 0.60Discharge, cfsDepth Over Grate, ft Grate Discharge Weir Orifice 0.00 0.50 1.00 1.50 2.00 2.50 3.00 3.50 4.00 0.00 0.20 0.40 0.60Discharge, cfsDepth Over Grate, ft Grate Discharge Weir Orifice P:\310-000\311-804\-Calculations\Drainage\Proposed\311-804 Grate and Inlet Sizing.xlsx312-457 - 12/8/2021 411 Depth Weir Orifice Casting Neenah R-4342 0.00 0.00 0.00 Area 2 ft2 0.05 0.10 1.09 Perimeter 6 ft 0.10 0.28 1.55 P 3 ft 0.15 0.52 1.89 A 1 ft2 0.20 0.80 2.19 Q=3.0*P*D^1.5 (Weir) 0.25 1.13 2.45 Q=4.89*A*D^0.5 (Orifice) 0.30 1.48 2.68 0.35 1.86 2.89 0.40 2.28 3.09 0.45 2.72 3.28 i = 7.62 0.50 3.18 3.46 C= 0.2 A= 0.14 0.21 cfs … 412 Depth Weir Orifice Casting Neenah R-4342 0.00 0.00 0.00 Area 2 ft2 0.05 0.10 1.09 Perimeter 6 ft 0.10 0.28 1.55 P 3 ft 0.15 0.52 1.89 A 1 ft2 0.20 0.80 2.19 Q=3.0*P*D^1.5 (Weir) 0.25 1.13 2.45 Q=4.89*A*D^0.5 (Orifice) 0.30 1.48 2.68 0.35 1.86 2.89 0.40 2.28 3.09 0.45 2.72 3.28 i = 7.62 0.50 3.18 3.46 C= 0.2 A= 0.08 0.12 cfs … Structure Number Q=CiA GRATE FLOW IN CFS Q= C x I x A =ADEQUATE Sump Grates Ponding Depth Calculation Structure Number Q=CiA GRATE FLOW IN CFS Q= C x I x A =ADEQUATE 0.00 0.50 1.00 1.50 2.00 2.50 3.00 3.50 4.00 0.00 0.20 0.40 0.60Discharge, cfsDepth Over Grate, ft Grate Discharge Weir Orifice 0.00 0.50 1.00 1.50 2.00 2.50 3.00 3.50 4.00 0.00 0.20 0.40 0.60Discharge, cfsDepth Over Grate, ft Grate Discharge Weir Orifice P:\310-000\311-804\-Calculations\Drainage\Proposed\311-804 Grate and Inlet Sizing.xlsx312-457 - 12/8/2021 420 Depth Weir Orifice Casting Neenah R-4342 0.00 0.00 0.00 Area 2 ft2 0.05 0.10 1.09 Perimeter 6 ft 0.10 0.28 1.55 P 3 ft 0.15 0.52 1.89 A 1 ft2 0.20 0.80 2.19 Q=3.0*P*D^1.5 (Weir) 0.25 1.13 2.45 Q=4.89*A*D^0.5 (Orifice) 0.30 1.48 2.68 0.35 1.86 2.89 0.40 2.28 3.09 0.45 2.72 3.28 i = 7.62 0.50 3.18 3.46 C= 0.2 A= 0.15 0.23 cfs … 430 Depth Weir Orifice Casting Neenah R-2502 0.00 0.00 0.00 Area 0.9 ft2 0.05 0.10 0.49 Perimeter 6 ft 0.10 0.28 0.70 P 3 ft 0.15 0.52 0.85 A 0.45 ft2 0.20 0.80 0.98 Q=3.0*P*D^1.5 (Weir) 0.25 1.13 1.10 Q=4.89*A*D^0.5 (Orifice) 0.30 1.48 1.21 0.35 1.86 1.30 0.40 2.28 1.39 0.45 2.72 1.48 i = 7.62 0.50 3.18 1.56 C= 0.67 A= 0.21 1.07 cfs … Structure Number Q=CiA GRATE FLOW IN CFS Q= C x I x A =ADEQUATE Sump Grates Ponding Depth Calculation Structure Number Q=CiA GRATE FLOW IN CFS Q= C x I x A =ADEQUATE 0.00 0.50 1.00 1.50 2.00 2.50 3.00 3.50 4.00 0.00 0.20 0.40 0.60Discharge, cfsDepth Over Grate, ft Grate Discharge Weir Orifice 0.00 0.50 1.00 1.50 2.00 2.50 3.00 3.50 4.00 0.00 0.20 0.40 0.60Discharge, cfsDepth Over Grate, ft Grate Discharge Weir Orifice P:\310-000\311-804\-Calculations\Drainage\Proposed\311-804 Grate and Inlet Sizing.xlsx312-457 - 12/8/2021 431 Depth Weir Orifice Casting Neenah R-2502 0.00 0.00 0.00 Area 0.9 ft2 0.05 0.10 0.49 Perimeter 6 ft 0.10 0.28 0.70 P 3 ft 0.15 0.52 0.85 A 0.45 ft2 0.20 0.80 0.98 Q=3.0*P*D^1.5 (Weir) 0.25 1.13 1.10 Q=4.89*A*D^0.5 (Orifice) 0.30 1.48 1.21 0.35 1.86 1.30 0.40 2.28 1.39 0.45 2.72 1.48 i = 7.62 0.50 3.18 1.56 C= 0.73 A= 0.15 0.83 cfs … 432 Depth Weir Orifice Casting Neenah R-2502 0.00 0.00 0.00 Area 0.9 ft2 0.05 0.10 0.49 Perimeter 6 ft 0.10 0.28 0.70 P 3 ft 0.15 0.52 0.85 A 0.45 ft2 0.20 0.80 0.98 Q=3.0*P*D^1.5 (Weir) 0.25 1.13 1.10 Q=4.89*A*D^0.5 (Orifice) 0.30 1.48 1.21 0.35 1.86 1.30 0.40 2.28 1.39 0.45 2.72 1.48 i = 7.62 0.50 3.18 1.56 C= 0.52 A= 0.28 1.11 cfs … Sump Grates Ponding Depth Calculation Structure Number Q=CiA GRATE FLOW IN CFS Q= C x I x A =ADEQUATE Structure Number Q=CiA GRATE FLOW IN CFS Q= C x I x A =ADEQUATE 0.00 0.50 1.00 1.50 2.00 2.50 3.00 3.50 4.00 0.00 0.20 0.40 0.60Discharge, cfsDepth Over Grate, ft Grate Discharge Weir Orifice 0.00 0.50 1.00 1.50 2.00 2.50 3.00 3.50 4.00 0.00 0.20 0.40 0.60Discharge, cfsDepth Over Grate, ft Grate Discharge Weir Orifice P:\310-000\311-804\-Calculations\Drainage\Proposed\311-804 Grate and Inlet Sizing.xlsx312-457 - 12/8/2021 433 Depth Weir Orifice Casting Neenah R-2502 0.00 0.00 0.00 Area 0.9 ft2 0.05 0.10 0.49 Perimeter 6 ft 0.10 0.28 0.70 P 3 ft 0.15 0.52 0.85 A 0.45 ft2 0.20 0.80 0.98 Q=3.0*P*D^1.5 (Weir) 0.25 1.13 1.10 Q=4.89*A*D^0.5 (Orifice) 0.30 1.48 1.21 0.35 1.86 1.30 0.40 2.28 1.39 0.45 2.72 1.48 i = 7.62 0.50 3.18 1.56 C= 0.67 A= 0.17 0.87 cfs … 434 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 P 3.95 ft 0.15 0.69 1.42 A 0.75 ft2 0.20 1.06 1.64 Q=3.0*P*D^1.5 (Weir) 0.25 1.48 1.83 Q=4.89*A*D^0.5 (Orifice) 0.30 1.95 2.01 0.35 2.45 2.17 0.40 3.00 2.32 0.45 3.58 2.46 i = 7.62 0.50 4.19 2.59 C= 0.71 A= 0.15 0.81 cfs … Sump Grates Ponding Depth Calculation Structure Number Q=CiA GRATE FLOW IN CFS Q= C x I x A =ADEQUATE Structure Number Q=CiA GRATE FLOW IN CFS Q= C x I x A =ADEQUATE 0.00 0.50 1.00 1.50 2.00 2.50 3.00 3.50 4.00 0.00 0.20 0.40 0.60Discharge, cfsDepth Over Grate, ft Grate Discharge Weir Orifice 0.00 0.50 1.00 1.50 2.00 2.50 3.00 3.50 4.00 0.00 0.20 0.40 0.60Discharge, cfsDepth Over Grate, ft Grate Discharge Weir Orifice P:\310-000\311-804\-Calculations\Drainage\Proposed\311-804 Grate and Inlet Sizing.xlsx312-457 - 12/8/2021 435 Depth Weir Orifice Casting Neenah R-2502 0.00 0.00 0.00 Area 0.9 ft2 0.05 0.10 0.49 Perimeter 6 ft 0.10 0.28 0.70 P 3 ft 0.15 0.52 0.85 A 0.45 ft2 0.20 0.80 0.98 Q=3.0*P*D^1.5 (Weir) 0.25 1.13 1.10 Q=4.89*A*D^0.5 (Orifice) 0.30 1.48 1.21 0.35 1.86 1.30 0.40 2.28 1.39 0.45 2.72 1.48 i = 7.62 0.50 3.18 1.56 C= 0.76 A= 0.15 0.87 cfs … 436 Depth Weir Orifice Casting Neenah R-4342 0.00 0.00 0.00 Area 2 ft2 0.05 0.10 1.09 Perimeter 6 ft 0.10 0.28 1.55 P 3 ft 0.15 0.52 1.89 A 1 ft2 0.20 0.80 2.19 Q=3.0*P*D^1.5 (Weir) 0.25 1.13 2.45 Q=4.89*A*D^0.5 (Orifice) 0.30 1.48 2.68 0.35 1.86 2.89 0.40 2.28 3.09 0.45 2.72 3.28 i = 7.62 0.50 3.18 3.46 C= 0.22 A= 0.18 0.30 cfs … Sump Grates Ponding Depth Calculation Structure Number Q=CiA GRATE FLOW IN CFS Q= C x I x A =ADEQUATE GRATE FLOW IN CFS Q= C x I x A =ADEQUATE Structure Number Q=CiA 0.00 0.50 1.00 1.50 2.00 2.50 3.00 3.50 4.00 0.00 0.20 0.40 0.60Discharge, cfsDepth Over Grate, ft Grate Discharge Weir Orifice 0.00 0.50 1.00 1.50 2.00 2.50 3.00 3.50 4.00 0.00 0.20 0.40 0.60Discharge, cfsDepth Over Grate, ft Grate Discharge Weir Orifice P:\310-000\311-804\-Calculations\Drainage\Proposed\311-804 Grate and Inlet Sizing.xlsx312-457 - 12/8/2021 440 Depth Weir Orifice Casting Neenah R-2502 0.00 0.00 0.00 Area 0.9 ft2 0.05 0.10 0.49 Perimeter 6 ft 0.10 0.28 0.70 P 3 ft 0.15 0.52 0.85 A 0.45 ft2 0.20 0.80 0.98 Q=3.0*P*D^1.5 (Weir) 0.25 1.13 1.10 Q=4.89*A*D^0.5 (Orifice) 0.30 1.48 1.21 0.35 1.86 1.30 0.40 2.28 1.39 0.45 2.72 1.48 i = 7.62 0.50 3.18 1.56 C= 0.58 A= 0.17 0.75 cfs … 441 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 P 3.95 ft 0.15 0.69 1.42 A 0.75 ft2 0.20 1.06 1.64 Q=3.0*P*D^1.5 (Weir) 0.25 1.48 1.83 Q=4.89*A*D^0.5 (Orifice) 0.30 1.95 2.01 0.35 2.45 2.17 0.40 3.00 2.32 0.45 3.58 2.46 i = 7.62 0.50 4.19 2.59 C= 0.22 A= 0.18 0.30 cfs …Q= C x I x A =ADEQUATE Q= C x I x A =ADEQUATE Structure Number Q=CiA GRATE FLOW IN CFS Sump Grates Ponding Depth Calculation Structure Number Q=CiA GRATE FLOW IN CFS 0.00 0.50 1.00 1.50 2.00 2.50 3.00 3.50 4.00 0.00 0.20 0.40 0.60Discharge, cfsDepth Over Grate, ft Grate Discharge Weir Orifice 0.00 0.50 1.00 1.50 2.00 2.50 3.00 3.50 4.00 0.00 0.20 0.40 0.60Discharge, cfsDepth Over Grate, ft Grate Discharge Weir Orifice P:\310-000\311-804\-Calculations\Drainage\Proposed\311-804 Grate and Inlet Sizing.xlsx312-457 - 12/8/2021 442 Depth Weir Orifice Casting Neenah R-2502 0.00 0.00 0.00 Area 0.9 ft2 0.05 0.10 0.49 Perimeter 6 ft 0.10 0.28 0.70 P 3 ft 0.15 0.52 0.85 A 0.45 ft2 0.20 0.80 0.98 Q=3.0*P*D^1.5 (Weir) 0.25 1.13 1.10 Q=4.89*A*D^0.5 (Orifice) 0.30 1.48 1.21 0.35 1.86 1.30 0.40 2.28 1.39 0.45 2.72 1.48 i = 7.62 0.50 3.18 1.56 C= 0.72 A= 0.12 0.66 cfs … 443 Depth Weir Orifice Casting Neenah R-4342 0.00 0.00 0.00 Area 2 ft2 0.05 0.10 1.09 Perimeter 6 ft 0.10 0.28 1.55 P 3 ft 0.15 0.52 1.89 A 1 ft2 0.20 0.80 2.19 Q=3.0*P*D^1.5 (Weir) 0.25 1.13 2.45 Q=4.89*A*D^0.5 (Orifice) 0.30 1.48 2.68 0.35 1.86 2.89 0.40 2.28 3.09 0.45 2.72 3.28 i = 7.62 0.50 3.18 3.46 C= 0.26 A= 0.09 0.18 cfs … Structure Number Q=CiA GRATE FLOW IN CFS Q= C x I x A =ADEQUATE Sump Grates Ponding Depth Calculation Structure Number Q=CiA GRATE FLOW IN CFS Q= C x I x A =ADEQUATE 0.00 0.50 1.00 1.50 2.00 2.50 3.00 3.50 4.00 0.00 0.20 0.40 0.60Discharge, cfsDepth Over Grate, ft Grate Discharge Weir Orifice 0.00 0.50 1.00 1.50 2.00 2.50 3.00 3.50 4.00 0.00 0.20 0.40 0.60Discharge, cfsDepth Over Grate, ft Grate Discharge Weir Orifice P:\310-000\311-804\-Calculations\Drainage\Proposed\311-804 Grate and Inlet Sizing.xlsx312-457 - 12/8/2021 Gutter Spead Calculation Civil & Environmental Consultants, Inc. By:BEE Project Name:Altum's Redevelopment Date:12/2021 CEC Project:311-804 Checked By: Description:Gutter Spead Calculations Date: T= Flow width Q= Gutter flow width Sx=Roadway cross slope S= Longitudinal slope n = 0.013 Inlet Q (ft3/s) Sx (ft/ft)S (ft/ft) T (ft) Lane Width (ft) Gutter Width (ft) Available Width (ft) Total Available Width (ft) Depth (ft) 203 1.59 1 0.0075 0.7 11 3 13.3 - 0.72 220 0.49 0.02 0.005 5.8 12.5 1.5 8.2 15.0 0.12 221 0.85 0.02 0.005 7.1 12.5 1.5 6.9 - 0.14 240 0.29 0.02 0.0075 4.4 12.5 1.5 9.6 19.3 0.09 280 0.27 0.02 0.0075 4.3 12.5 1.5 9.7 - 0.09 242 0.3 0.02 0.01 4.2 12.5 1.5 9.8 18.7 0.08 242A 0.49 0.02 0.01 5.1 12.5 1.5 8.9 - 0.10 243 0.35 0.02 0.01 4.5 12.5 1.5 9.5 18.3 0.09 244 0.52 0.02 0.01 5.2 12.5 1.5 8.8 - 0.10 260 0.69 0.02 0.0125 5.6 15 3 12.4 - 0.11 261 0.84 0.02 0.0125 6.0 15 3 12.0 - 0.12 303 0.26 0.02 0.005 4.6 11 1.5 7.9 16.3 0.09 304 0.2 0.02 0.005 4.2 11 1.5 8.3 - 0.08 306 0.47 0.02 0.0075 5.3 11 1.5 7.2 13.2 0.11 306A 0.8 0.02 0.0075 6.5 11 1.5 6.0 - 0.13 307 0.5 0.02 0.01 5.1 11 1.5 7.4 34.3 0.10 307A 0.63 0.02 0.01 5.6 31 1.5 26.9 - 0.11 308 0.57 0.02 0.015 5.0 11 1.5 7.5 14.6 0.10 308A 0.71 0.02 0.015 5.4 11 1.5 7.1 - 0.11 Proposed 311-804 Gutter Spread Calculation.xlsx APPENDIX E EXISTING & PROPOSED HYDROCAD OUTPUTS E-S Site to Pond E-P E-Wet Pond Routing Diagram for 311-804 - Existing Prepared by CEC, Inc., Printed 12/8/2021 HydroCAD® 10.10-4b s/n 08169 © 2020 HydroCAD Software Solutions LLC Subcat Reach Pond Link 311-804 - Existing Printed 12/8/2021Prepared by CEC, Inc. Page 2HydroCAD® 10.10-4b s/n 08169 © 2020 HydroCAD Software Solutions LLC Rainfall Events Listing Event# Event Name Storm Type Curve Mode Duration (hours) B/B Depth (inches) AMC 1 2 YR Type II 24-hr Default 24.00 1 2.90 2 2 10 YR Type II 24-hr Default 24.00 1 3.83 2 3 100 YR Type II 24-hr Default 24.00 1 6.46 2 311-804 - Existing Printed 12/8/2021Prepared by CEC, Inc. Page 3HydroCAD® 10.10-4b s/n 08169 © 2020 HydroCAD Software Solutions LLC Area Listing (selected nodes) Area (acres) CN Description (subcatchment-numbers) 7.948 61 >75% Grass cover, Good, HSG B (E-S) 5.742 74 >75% Grass cover, Good, HSG C (E-S) 6.033 98 Impervious (E-S) 1.547 98 Water Surface (E-S) 21.270 78 TOTAL AREA Multi-Event Tables311-804 - Existing Printed 12/8/2021Prepared by CEC, Inc. Page 13HydroCAD® 10.10-4b s/n 08169 © 2020 HydroCAD Software Solutions LLC Events for Subcatchment E-S: Site to Pond Event Rainfall (inches) Runoff (cfs) Volume (acre-feet) Depth (inches) 2 YR 2.90 33.65 1.876 1.06 10 YR 3.83 56.44 3.106 1.75 100 YR 6.46 127.16 7.069 3.99 Multi-Event Tables311-804 - Existing Printed 12/8/2021Prepared by CEC, Inc. Page 14HydroCAD® 10.10-4b s/n 08169 © 2020 HydroCAD Software Solutions LLC Events for Pond E-P: E-Wet Pond Event Inflow (cfs) Primary (cfs) Elevation (feet) Storage (cubic-feet) 2 YR 33.65 2.32 899.01 39,344 10 YR 56.44 3.66 899.60 69,374 100 YR 127.16 5.32 901.60 182,371 Type II 24-hr 2 YR Rainfall=2.90"311-804 - Existing Printed 12/8/2021Prepared by CEC, Inc. Page 4HydroCAD® 10.10-4b s/n 08169 © 2020 HydroCAD Software Solutions LLC Summary for Subcatchment E-S: Site to Pond Runoff = 33.65 cfs @ 12.02 hrs, Volume= 1.876 af, Depth= 1.06" 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 7.948 61 >75% Grass cover, Good, HSG B 5.742 74 >75% Grass cover, Good, HSG C * 6.033 98 Impervious * 1.547 98 Water Surface 21.270 78 Weighted Average 13.690 64.36% Pervious Area 7.580 35.64% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 10.0 Direct Entry, Subcatchment E-S: Site to Pond Runoff Hydrograph Time (hours) 484644424038363432302826242220181614121086420Flow (cfs)36 34 32 30 28 26 24 22 20 18 16 14 12 10 8 6 4 2 0 Type II 24-hr 2 YR Rainfall=2.90" Runoff Area=21.270 ac Runoff Volume=1.876 af Runoff Depth=1.06" Tc=10.0 min CN=78 33.65 cfs Type II 24-hr 2 YR Rainfall=2.90"311-804 - Existing Printed 12/8/2021Prepared by CEC, Inc. Page 5HydroCAD® 10.10-4b s/n 08169 © 2020 HydroCAD Software Solutions LLC Summary for Pond E-P: E-Wet Pond Inflow Area = 21.270 ac, 35.64% Impervious, Inflow Depth = 1.06" for 2 YR event Inflow = 33.65 cfs @ 12.02 hrs, Volume= 1.876 af Outflow = 2.32 cfs @ 13.16 hrs, Volume= 1.816 af, Atten= 93%, Lag= 68.1 min Primary = 2.32 cfs @ 13.16 hrs, Volume= 1.816 af Routing by Stor-Ind method, Time Span= 0.00-48.00 hrs, dt= 0.05 hrs Peak Elev= 899.01' @ 13.16 hrs Surf.Area= 48,834 sf Storage= 39,344 cf Plug-Flow detention time= 334.1 min calculated for 1.816 af (97% of inflow) Center-of-Mass det. time= 316.0 min ( 1,171.1 - 855.1 ) Volume Invert Avail.Storage Storage Description #1 898.17' 207,843 cf Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 898.17 45,308 0 0 899.00 48,805 39,057 39,057 900.00 53,665 51,235 90,292 901.00 58,725 56,195 146,487 902.00 63,988 61,357 207,843 Device Routing Invert Outlet Devices #1 Primary 898.13'12.0" Round Culvert L= 121.0' Ke= 0.500 Inlet / Outlet Invert= 898.13' / 896.82' S= 0.0108 '/' Cc= 0.900 n= 0.013, Flow Area= 0.79 sf Primary OutFlow Max=2.32 cfs @ 13.16 hrs HW=899.01' (Free Discharge) 1=Culvert (Inlet Controls 2.32 cfs @ 3.19 fps) Type II 24-hr 2 YR Rainfall=2.90"311-804 - Existing Printed 12/8/2021Prepared by CEC, Inc. Page 6HydroCAD® 10.10-4b s/n 08169 © 2020 HydroCAD Software Solutions LLC Pond E-P: E-Wet Pond Inflow Primary Hydrograph Time (hours) 484644424038363432302826242220181614121086420Flow (cfs)36 34 32 30 28 26 24 22 20 18 16 14 12 10 8 6 4 2 0 Inflow Area=21.270 ac Peak Elev=899.01' Storage=39,344 cf 12.0" Round Culvert n=0.013 L=121.0' S=0.0108 '/' 33.65 cfs 2.32 cfs Type II 24-hr 10 YR Rainfall=3.83"311-804 - Existing Printed 12/8/2021Prepared by CEC, Inc. Page 7HydroCAD® 10.10-4b s/n 08169 © 2020 HydroCAD Software Solutions LLC Summary for Subcatchment E-S: Site to Pond Runoff = 56.44 cfs @ 12.02 hrs, Volume= 3.106 af, Depth= 1.75" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-48.00 hrs, dt= 0.05 hrs Type II 24-hr 10 YR Rainfall=3.83" Area (ac) CN Description 7.948 61 >75% Grass cover, Good, HSG B 5.742 74 >75% Grass cover, Good, HSG C * 6.033 98 Impervious * 1.547 98 Water Surface 21.270 78 Weighted Average 13.690 64.36% Pervious Area 7.580 35.64% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 10.0 Direct Entry, Subcatchment E-S: Site to Pond Runoff Hydrograph Time (hours) 484644424038363432302826242220181614121086420Flow (cfs)60 55 50 45 40 35 30 25 20 15 10 5 0 Type II 24-hr 10 YR Rainfall=3.83" Runoff Area=21.270 ac Runoff Volume=3.106 af Runoff Depth=1.75" Tc=10.0 min CN=78 56.44 cfs Type II 24-hr 10 YR Rainfall=3.83"311-804 - Existing Printed 12/8/2021Prepared by CEC, Inc. Page 8HydroCAD® 10.10-4b s/n 08169 © 2020 HydroCAD Software Solutions LLC Summary for Pond E-P: E-Wet Pond Inflow Area = 21.270 ac, 35.64% Impervious, Inflow Depth = 1.75" for 10 YR event Inflow = 56.44 cfs @ 12.02 hrs, Volume= 3.106 af Outflow = 3.66 cfs @ 13.12 hrs, Volume= 3.040 af, Atten= 94%, Lag= 66.3 min Primary = 3.66 cfs @ 13.12 hrs, Volume= 3.040 af Routing by Stor-Ind method, Time Span= 0.00-48.00 hrs, dt= 0.05 hrs Peak Elev= 899.60' @ 13.12 hrs Surf.Area= 51,736 sf Storage= 69,374 cf Plug-Flow detention time= 310.6 min calculated for 3.037 af (98% of inflow) Center-of-Mass det. time= 299.3 min ( 1,139.5 - 840.2 ) Volume Invert Avail.Storage Storage Description #1 898.17' 207,843 cf Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 898.17 45,308 0 0 899.00 48,805 39,057 39,057 900.00 53,665 51,235 90,292 901.00 58,725 56,195 146,487 902.00 63,988 61,357 207,843 Device Routing Invert Outlet Devices #1 Primary 898.13'12.0" Round Culvert L= 121.0' Ke= 0.500 Inlet / Outlet Invert= 898.13' / 896.82' S= 0.0108 '/' Cc= 0.900 n= 0.013, Flow Area= 0.79 sf Primary OutFlow Max=3.66 cfs @ 13.12 hrs HW=899.60' (Free Discharge) 1=Culvert (Barrel Controls 3.66 cfs @ 4.66 fps) Type II 24-hr 10 YR Rainfall=3.83"311-804 - Existing Printed 12/8/2021Prepared by CEC, Inc. Page 9HydroCAD® 10.10-4b s/n 08169 © 2020 HydroCAD Software Solutions LLC Pond E-P: E-Wet Pond Inflow Primary Hydrograph Time (hours) 484644424038363432302826242220181614121086420Flow (cfs)60 55 50 45 40 35 30 25 20 15 10 5 0 Inflow Area=21.270 ac Peak Elev=899.60' Storage=69,374 cf 12.0" Round Culvert n=0.013 L=121.0' S=0.0108 '/' 56.44 cfs 3.66 cfs Type II 24-hr 100 YR Rainfall=6.46"311-804 - Existing Printed 12/8/2021Prepared by CEC, Inc. Page 10HydroCAD® 10.10-4b s/n 08169 © 2020 HydroCAD Software Solutions LLC Summary for Subcatchment E-S: Site to Pond Runoff = 127.16 cfs @ 12.01 hrs, Volume= 7.069 af, Depth= 3.99" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-48.00 hrs, dt= 0.05 hrs Type II 24-hr 100 YR Rainfall=6.46" Area (ac) CN Description 7.948 61 >75% Grass cover, Good, HSG B 5.742 74 >75% Grass cover, Good, HSG C * 6.033 98 Impervious * 1.547 98 Water Surface 21.270 78 Weighted Average 13.690 64.36% Pervious Area 7.580 35.64% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 10.0 Direct Entry, Subcatchment E-S: Site to Pond Runoff Hydrograph Time (hours) 484644424038363432302826242220181614121086420Flow (cfs)140 130 120 110 100 90 80 70 60 50 40 30 20 10 0 Type II 24-hr 100 YR Rainfall=6.46" Runoff Area=21.270 ac Runoff Volume=7.069 af Runoff Depth=3.99" Tc=10.0 min CN=78 127.16 cfs Type II 24-hr 100 YR Rainfall=6.46"311-804 - Existing Printed 12/8/2021Prepared by CEC, Inc. Page 11HydroCAD® 10.10-4b s/n 08169 © 2020 HydroCAD Software Solutions LLC Summary for Pond E-P: E-Wet Pond Inflow Area = 21.270 ac, 35.64% Impervious, Inflow Depth = 3.99" for 100 YR event Inflow = 127.16 cfs @ 12.01 hrs, Volume= 7.069 af Outflow = 5.32 cfs @ 13.77 hrs, Volume= 6.969 af, Atten= 96%, Lag= 105.2 min Primary = 5.32 cfs @ 13.77 hrs, Volume= 6.969 af Routing by Stor-Ind method, Time Span= 0.00-48.00 hrs, dt= 0.05 hrs Peak Elev= 901.60' @ 13.77 hrs Surf.Area= 61,857 sf Storage= 182,371 cf Plug-Flow detention time= 438.5 min calculated for 6.969 af (99% of inflow) Center-of-Mass det. time= 429.9 min ( 1,246.6 - 816.7 ) Volume Invert Avail.Storage Storage Description #1 898.17' 207,843 cf Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 898.17 45,308 0 0 899.00 48,805 39,057 39,057 900.00 53,665 51,235 90,292 901.00 58,725 56,195 146,487 902.00 63,988 61,357 207,843 Device Routing Invert Outlet Devices #1 Primary 898.13'12.0" Round Culvert L= 121.0' Ke= 0.500 Inlet / Outlet Invert= 898.13' / 896.82' S= 0.0108 '/' Cc= 0.900 n= 0.013, Flow Area= 0.79 sf Primary OutFlow Max=5.32 cfs @ 13.77 hrs HW=901.60' (Free Discharge) 1=Culvert (Barrel Controls 5.32 cfs @ 6.77 fps) Type II 24-hr 100 YR Rainfall=6.46"311-804 - Existing Printed 12/8/2021Prepared by CEC, Inc. Page 12HydroCAD® 10.10-4b s/n 08169 © 2020 HydroCAD Software Solutions LLC Pond E-P: E-Wet Pond Inflow Primary Hydrograph Time (hours) 484644424038363432302826242220181614121086420Flow (cfs)140 130 120 110 100 90 80 70 60 50 40 30 20 10 0 Inflow Area=21.270 ac Peak Elev=901.60' Storage=182,371 cf 12.0" Round Culvert n=0.013 L=121.0' S=0.0108 '/' 127.16 cfs 5.32 cfs THEORETICAL T-DD T - DIRECT DISCHARGE T-F-TP T - FUTURE LOTS T-TP T - TO POND T-TS T - TO SWALE T-S T-SWALE T-WP T - WET POND T-SITE T - TOTAL FROM SITE Routing Diagram for 311-804 - Proposed Prepared by CEC, Inc., Printed 12/7/2021 HydroCAD® 10.10-4b s/n 08169 © 2020 HydroCAD Software Solutions LLC Subcat Reach Pond Link 311-804 - Proposed Printed 12/7/2021Prepared by CEC, Inc. Page 2HydroCAD® 10.10-4b s/n 08169 © 2020 HydroCAD Software Solutions LLC Rainfall Events Listing Event# Event Name Storm Type Curve Mode Duration (hours) B/B Depth (inches) AMC 1 2 YR Type II 24-hr Default 24.00 1 2.90 2 2 10 YR Type II 24-hr Default 24.00 1 3.83 2 3 100 YR Type II 24-hr Default 24.00 1 6.46 2 311-804 - Proposed Printed 12/7/2021Prepared by CEC, Inc. Page 3HydroCAD® 10.10-4b s/n 08169 © 2020 HydroCAD Software Solutions LLC Area Listing (selected nodes) Area (acres) CN Description (subcatchment-numbers) 7.108 80 >75% Grass cover, Good, HSG D (T-DD, T-F-TP, T-TP, T-TS) 14.775 98 Impervious (T-DD, T-TP) 3.576 98 Paved parking, HSG D (T-F-TP, T-TS) 25.459 93 TOTAL AREA Multi-Event Tables311-804 - Proposed Printed 12/7/2021Prepared by CEC, Inc. Page 31HydroCAD® 10.10-4b s/n 08169 © 2020 HydroCAD Software Solutions LLC Events for Subcatchment T-DD: T - DIRECT DISCHARGE Event Rainfall (inches) Runoff (cfs) Volume (acre-feet) Depth (inches) 2 YR 2.90 1.36 0.089 1.65 10 YR 3.83 2.02 0.134 2.48 100 YR 6.46 3.92 0.267 4.96 Multi-Event Tables311-804 - Proposed Printed 12/7/2021Prepared by CEC, Inc. Page 32HydroCAD® 10.10-4b s/n 08169 © 2020 HydroCAD Software Solutions LLC Events for Subcatchment T-F-TP: T - FUTURE LOTS Event Rainfall (inches) Runoff (cfs) Volume (acre-feet) Depth (inches) 2 YR 2.90 16.30 0.821 2.35 10 YR 3.83 22.14 1.140 3.26 100 YR 6.46 38.42 2.050 5.87 Multi-Event Tables311-804 - Proposed Printed 12/7/2021Prepared by CEC, Inc. Page 33HydroCAD® 10.10-4b s/n 08169 © 2020 HydroCAD Software Solutions LLC Events for Subcatchment T-TP: T - TO POND Event Rainfall (inches) Runoff (cfs) Volume (acre-feet) Depth (inches) 2 YR 2.90 58.40 3.627 2.16 10 YR 3.83 81.07 5.132 3.05 100 YR 6.46 144.30 9.471 5.64 Multi-Event Tables311-804 - Proposed Printed 12/7/2021Prepared by CEC, Inc. Page 34HydroCAD® 10.10-4b s/n 08169 © 2020 HydroCAD Software Solutions LLC Events for Subcatchment T-TS: T - TO SWALE Event Rainfall (inches) Runoff (cfs) Volume (acre-feet) Depth (inches) 2 YR 2.90 1.03 0.047 1.24 10 YR 3.83 1.63 0.076 1.98 100 YR 6.46 3.46 0.165 4.31 Multi-Event Tables311-804 - Proposed Printed 12/7/2021Prepared by CEC, Inc. Page 35HydroCAD® 10.10-4b s/n 08169 © 2020 HydroCAD Software Solutions LLC Events for Pond T-S: T-SWALE Event Inflow (cfs) Primary (cfs) Elevation (feet) Storage (cubic-feet) 2 YR 1.03 0.02 899.35 1,266 10 YR 1.63 0.04 899.81 2,157 100 YR 3.46 2.91 900.00 2,630 Multi-Event Tables311-804 - Proposed Printed 12/7/2021Prepared by CEC, Inc. Page 36HydroCAD® 10.10-4b s/n 08169 © 2020 HydroCAD Software Solutions LLC Events for Pond T-WP: T - WET POND Event Inflow (cfs) Primary (cfs) Elevation (feet) Storage (cubic-feet) 2 YR 68.81 0.01 900.30 193,220 10 YR 95.34 0.01 901.43 272,564 100 YR 169.35 3.88 902.90 383,386 Multi-Event Tables311-804 - Proposed Printed 12/7/2021Prepared by CEC, Inc. Page 37HydroCAD® 10.10-4b s/n 08169 © 2020 HydroCAD Software Solutions LLC Events for Link T-SITE: T - TOTAL FROM SITE Event Inflow (cfs) Primary (cfs) Elevation (feet) 2 YR 1.38 1.38 0.00 10 YR 2.05 2.05 0.00 100 YR 6.38 6.38 0.00 Type II 24-hr 2 YR Rainfall=2.90"311-804 - Proposed Printed 12/7/2021Prepared by CEC, Inc. Page 4HydroCAD® 10.10-4b s/n 08169 © 2020 HydroCAD Software Solutions LLC Summary for Subcatchment T-DD: T - DIRECT DISCHARGE Runoff = 1.36 cfs @ 12.07 hrs, Volume= 0.089 af, Depth= 1.65" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-72.00 hrs, dt= 0.05 hrs Type II 24-hr 2 YR Rainfall=2.90" Area (ac) CN Description 0.400 80 >75% Grass cover, Good, HSG D * 0.246 98 Impervious 0.646 87 Weighted Average 0.400 61.92% Pervious Area 0.246 38.08% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 15.3 Direct Entry, Subcatchment T-DD: T - DIRECT DISCHARGE Runoff Hydrograph Time (hours) 727068666462605856545250484644424038363432302826242220181614121086420Flow (cfs)1 0 Type II 24-hr 2 YR Rainfall=2.90" Runoff Area=0.646 ac Runoff Volume=0.089 af Runoff Depth=1.65" Tc=15.3 min CN=87 1.36 cfs Type II 24-hr 2 YR Rainfall=2.90"311-804 - Proposed Printed 12/7/2021Prepared by CEC, Inc. Page 5HydroCAD® 10.10-4b s/n 08169 © 2020 HydroCAD Software Solutions LLC Summary for Subcatchment T-F-TP: T - FUTURE LOTS Runoff = 16.30 cfs @ 11.95 hrs, Volume= 0.821 af, Depth= 2.35" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-72.00 hrs, dt= 0.05 hrs Type II 24-hr 2 YR Rainfall=2.90" Area (ac) CN Description 0.629 80 >75% Grass cover, Good, HSG D 3.562 98 Paved parking, HSG D 4.191 95 Weighted Average 0.629 15.01% Pervious Area 3.562 84.99% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, Subcatchment T-F-TP: T - FUTURE LOTS Runoff Hydrograph Time (hours) 727068666462605856545250484644424038363432302826242220181614121086420Flow (cfs)18 17 16 15 14 13 12 11 10 9 8 7 6 5 4 3 2 1 0 Type II 24-hr 2 YR Rainfall=2.90" Runoff Area=4.191 ac Runoff Volume=0.821 af Runoff Depth=2.35" Tc=5.0 min CN=95 16.30 cfs Type II 24-hr 2 YR Rainfall=2.90"311-804 - Proposed Printed 12/7/2021Prepared by CEC, Inc. Page 6HydroCAD® 10.10-4b s/n 08169 © 2020 HydroCAD Software Solutions LLC Summary for Subcatchment T-TP: T - TO POND Runoff = 58.40 cfs @ 12.04 hrs, Volume= 3.627 af, Depth= 2.16" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-72.00 hrs, dt= 0.05 hrs Type II 24-hr 2 YR Rainfall=2.90" Area (ac) CN Description * 5.633 80 >75% Grass cover, Good, HSG D * 14.529 98 Impervious 20.162 93 Weighted Average 5.633 27.94% Pervious Area 14.529 72.06% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 12.6 Direct Entry, Subcatchment T-TP: T - TO POND Runoff Hydrograph Time (hours) 727068666462605856545250484644424038363432302826242220181614121086420Flow (cfs)65 60 55 50 45 40 35 30 25 20 15 10 5 0 Type II 24-hr 2 YR Rainfall=2.90" Runoff Area=20.162 ac Runoff Volume=3.627 af Runoff Depth=2.16" Tc=12.6 min CN=93 58.40 cfs Type II 24-hr 2 YR Rainfall=2.90"311-804 - Proposed Printed 12/7/2021Prepared by CEC, Inc. Page 7HydroCAD® 10.10-4b s/n 08169 © 2020 HydroCAD Software Solutions LLC Summary for Subcatchment T-TS: T - TO SWALE Runoff = 1.03 cfs @ 11.96 hrs, Volume= 0.047 af, Depth= 1.24" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-72.00 hrs, dt= 0.05 hrs Type II 24-hr 2 YR Rainfall=2.90" Area (ac) CN Description 0.446 80 >75% Grass cover, Good, HSG D 0.014 98 Paved parking, HSG D 0.460 81 Weighted Average 0.446 96.96% Pervious Area 0.014 3.04% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, Subcatchment T-TS: T - TO SWALE Runoff Hydrograph Time (hours) 727068666462605856545250484644424038363432302826242220181614121086420Flow (cfs)1 0 Type II 24-hr 2 YR Rainfall=2.90" Runoff Area=0.460 ac Runoff Volume=0.047 af Runoff Depth=1.24" Tc=5.0 min CN=81 1.03 cfs Type II 24-hr 2 YR Rainfall=2.90"311-804 - Proposed Printed 12/7/2021Prepared by CEC, Inc. Page 8HydroCAD® 10.10-4b s/n 08169 © 2020 HydroCAD Software Solutions LLC Summary for Pond T-S: T-SWALE Inflow Area = 0.460 ac, 3.04% Impervious, Inflow Depth = 1.24" for 2 YR event Inflow = 1.03 cfs @ 11.96 hrs, Volume= 0.047 af Outflow = 0.02 cfs @ 16.17 hrs, Volume= 0.047 af, Atten= 98%, Lag= 252.9 min Primary = 0.02 cfs @ 16.17 hrs, Volume= 0.047 af Routing by Stor-Ind method, Time Span= 0.00-72.00 hrs, dt= 0.05 hrs Peak Elev= 899.35' @ 16.17 hrs Surf.Area= 1,658 sf Storage= 1,266 cf Plug-Flow detention time= 665.7 min calculated for 0.047 af (100% of inflow) Center-of-Mass det. time= 666.0 min ( 1,506.3 - 840.3 ) Volume Invert Avail.Storage Storage Description #1 897.60' 6,106 cf Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 897.60 1 0 0 898.00 274 55 55 899.00 1,151 713 767 900.00 2,579 1,865 2,632 901.00 4,369 3,474 6,106 Device Routing Invert Outlet Devices #1 Primary 897.60'12.0" Round Culvert L= 25.0' RCP, sq.cut end projecting, Ke= 0.500 Inlet / Outlet Invert= 897.60' / 897.50' S= 0.0040 '/' Cc= 0.900 n= 0.013, Flow Area= 0.79 sf #2 Device 1 897.60'0.8" Vert. Orifice/Grate C= 0.600 Limited to weir flow at low heads #3 Device 1 899.80'30.0" x 30.0" Horiz. Orifice/Grate C= 0.600 Limited to weir flow at low heads Primary OutFlow Max=0.02 cfs @ 16.17 hrs HW=899.35' (Free Discharge) 1=Culvert (Passes 0.02 cfs of 3.85 cfs potential flow) 2=Orifice/Grate (Orifice Controls 0.02 cfs @ 6.32 fps) 3=Orifice/Grate ( Controls 0.00 cfs) Type II 24-hr 2 YR Rainfall=2.90"311-804 - Proposed Printed 12/7/2021Prepared by CEC, Inc. Page 9HydroCAD® 10.10-4b s/n 08169 © 2020 HydroCAD Software Solutions LLC Pond T-S: T-SWALE Inflow Primary Hydrograph Time (hours) 727068666462605856545250484644424038363432302826242220181614121086420Flow (cfs)1 0 Inflow Area=0.460 ac Peak Elev=899.35' Storage=1,266 cf 1.03 cfs 0.02 cfs Type II 24-hr 2 YR Rainfall=2.90"311-804 - Proposed Printed 12/7/2021Prepared by CEC, Inc. Page 10HydroCAD® 10.10-4b s/n 08169 © 2020 HydroCAD Software Solutions LLC Summary for Pond T-WP: T - WET POND Inflow Area = 24.353 ac, 74.29% Impervious, Inflow Depth = 2.19" for 2 YR event Inflow = 68.81 cfs @ 12.01 hrs, Volume= 4.448 af Outflow = 0.01 cfs @ 24.46 hrs, Volume= 0.058 af, Atten= 100%, Lag= 747.1 min Primary = 0.01 cfs @ 24.46 hrs, Volume= 0.058 af Routing by Stor-Ind method, Time Span= 0.00-72.00 hrs, dt= 0.05 hrs Peak Elev= 900.30' @ 24.46 hrs Surf.Area= 68,034 sf Storage= 193,220 cf Plug-Flow detention time= 2,125.7 min calculated for 0.058 af (1% of inflow) Center-of-Mass det. time= 1,706.9 min ( 2,502.4 - 795.5 ) Volume Invert Avail.Storage Storage Description #1 897.19' 391,327 cf Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 897.19 56,245 0 0 898.00 59,216 46,762 46,762 899.00 62,974 61,095 107,857 900.00 66,833 64,904 172,760 901.00 70,792 68,813 241,573 902.00 74,852 72,822 314,395 903.00 79,012 76,932 391,327 Device Routing Invert Outlet Devices #1 Primary 897.19'15.0" Round Culvert L= 121.0' Ke= 0.500 Inlet / Outlet Invert= 897.19' / 896.82' S= 0.0031 '/' Cc= 0.900 n= 0.013, Flow Area= 1.23 sf #2 Device 1 897.19'0.5" Vert. Orifice/Grate C= 0.600 Limited to weir flow at low heads #3 Device 1 901.50'18.0" W x 6.0" H Vert. Orifice/Grate C= 0.600 Limited to weir flow at low heads Primary OutFlow Max=0.01 cfs @ 24.46 hrs HW=900.30' (Free Discharge) 1=Culvert (Passes 0.01 cfs of 7.08 cfs potential flow) 2=Orifice/Grate (Orifice Controls 0.01 cfs @ 8.47 fps) 3=Orifice/Grate ( Controls 0.00 cfs) Type II 24-hr 2 YR Rainfall=2.90"311-804 - Proposed Printed 12/7/2021Prepared by CEC, Inc. Page 11HydroCAD® 10.10-4b s/n 08169 © 2020 HydroCAD Software Solutions LLC Pond T-WP: T - WET POND Inflow Primary Hydrograph Time (hours) 727068666462605856545250484644424038363432302826242220181614121086420Flow (cfs)75 70 65 60 55 50 45 40 35 30 25 20 15 10 5 0 Inflow Area=24.353 ac Peak Elev=900.30' Storage=193,220 cf 68.81 cfs 0.01 cfs Type II 24-hr 2 YR Rainfall=2.90"311-804 - Proposed Printed 12/7/2021Prepared by CEC, Inc. Page 12HydroCAD® 10.10-4b s/n 08169 © 2020 HydroCAD Software Solutions LLC Summary for Link T-SITE: T - TOTAL FROM SITE Inflow Area = 25.459 ac, 72.08% Impervious, Inflow Depth > 0.09" for 2 YR event Inflow = 1.38 cfs @ 12.07 hrs, Volume= 0.194 af Primary = 1.38 cfs @ 12.07 hrs, Volume= 0.194 af, Atten= 0%, Lag= 0.0 min Primary outflow = Inflow, Time Span= 0.00-72.00 hrs, dt= 0.05 hrs Link T-SITE: T - TOTAL FROM SITE Inflow Primary Hydrograph Time (hours) 727068666462605856545250484644424038363432302826242220181614121086420Flow (cfs)1 0 Inflow Area=25.459 ac 1.38 cfs1.38 cfs Type II 24-hr 10 YR Rainfall=3.83"311-804 - Proposed Printed 12/7/2021Prepared by CEC, Inc. Page 13HydroCAD® 10.10-4b s/n 08169 © 2020 HydroCAD Software Solutions LLC Summary for Subcatchment T-DD: T - DIRECT DISCHARGE Runoff = 2.02 cfs @ 12.07 hrs, Volume= 0.134 af, Depth= 2.48" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-72.00 hrs, dt= 0.05 hrs Type II 24-hr 10 YR Rainfall=3.83" Area (ac) CN Description 0.400 80 >75% Grass cover, Good, HSG D * 0.246 98 Impervious 0.646 87 Weighted Average 0.400 61.92% Pervious Area 0.246 38.08% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 15.3 Direct Entry, Subcatchment T-DD: T - DIRECT DISCHARGE Runoff Hydrograph Time (hours) 727068666462605856545250484644424038363432302826242220181614121086420Flow (cfs)2 1 0 Type II 24-hr 10 YR Rainfall=3.83" Runoff Area=0.646 ac Runoff Volume=0.134 af Runoff Depth=2.48" Tc=15.3 min CN=87 2.02 cfs Type II 24-hr 10 YR Rainfall=3.83"311-804 - Proposed Printed 12/7/2021Prepared by CEC, Inc. Page 14HydroCAD® 10.10-4b s/n 08169 © 2020 HydroCAD Software Solutions LLC Summary for Subcatchment T-F-TP: T - FUTURE LOTS Runoff = 22.14 cfs @ 11.95 hrs, Volume= 1.140 af, Depth= 3.26" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-72.00 hrs, dt= 0.05 hrs Type II 24-hr 10 YR Rainfall=3.83" Area (ac) CN Description 0.629 80 >75% Grass cover, Good, HSG D 3.562 98 Paved parking, HSG D 4.191 95 Weighted Average 0.629 15.01% Pervious Area 3.562 84.99% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, Subcatchment T-F-TP: T - FUTURE LOTS Runoff Hydrograph Time (hours) 727068666462605856545250484644424038363432302826242220181614121086420Flow (cfs)24 23 22 21 20 19 18 17 16 15 14 13 12 11 10 9 8 7 6 5 4 3 2 1 0 Type II 24-hr 10 YR Rainfall=3.83" Runoff Area=4.191 ac Runoff Volume=1.140 af Runoff Depth=3.26" Tc=5.0 min CN=95 22.14 cfs Type II 24-hr 10 YR Rainfall=3.83"311-804 - Proposed Printed 12/7/2021Prepared by CEC, Inc. Page 15HydroCAD® 10.10-4b s/n 08169 © 2020 HydroCAD Software Solutions LLC Summary for Subcatchment T-TP: T - TO POND Runoff = 81.07 cfs @ 12.04 hrs, Volume= 5.132 af, Depth= 3.05" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-72.00 hrs, dt= 0.05 hrs Type II 24-hr 10 YR Rainfall=3.83" Area (ac) CN Description * 5.633 80 >75% Grass cover, Good, HSG D * 14.529 98 Impervious 20.162 93 Weighted Average 5.633 27.94% Pervious Area 14.529 72.06% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 12.6 Direct Entry, Subcatchment T-TP: T - TO POND Runoff Hydrograph Time (hours) 727068666462605856545250484644424038363432302826242220181614121086420Flow (cfs)90 85 80 75 70 65 60 55 50 45 40 35 30 25 20 15 10 5 0 Type II 24-hr 10 YR Rainfall=3.83" Runoff Area=20.162 ac Runoff Volume=5.132 af Runoff Depth=3.05" Tc=12.6 min CN=93 81.07 cfs Type II 24-hr 10 YR Rainfall=3.83"311-804 - Proposed Printed 12/7/2021Prepared by CEC, Inc. Page 16HydroCAD® 10.10-4b s/n 08169 © 2020 HydroCAD Software Solutions LLC Summary for Subcatchment T-TS: T - TO SWALE Runoff = 1.63 cfs @ 11.96 hrs, Volume= 0.076 af, Depth= 1.98" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-72.00 hrs, dt= 0.05 hrs Type II 24-hr 10 YR Rainfall=3.83" Area (ac) CN Description 0.446 80 >75% Grass cover, Good, HSG D 0.014 98 Paved parking, HSG D 0.460 81 Weighted Average 0.446 96.96% Pervious Area 0.014 3.04% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, Subcatchment T-TS: T - TO SWALE Runoff Hydrograph Time (hours) 727068666462605856545250484644424038363432302826242220181614121086420Flow (cfs)1 0 Type II 24-hr 10 YR Rainfall=3.83" Runoff Area=0.460 ac Runoff Volume=0.076 af Runoff Depth=1.98" Tc=5.0 min CN=81 1.63 cfs Type II 24-hr 10 YR Rainfall=3.83"311-804 - Proposed Printed 12/7/2021Prepared by CEC, Inc. Page 17HydroCAD® 10.10-4b s/n 08169 © 2020 HydroCAD Software Solutions LLC Summary for Pond T-S: T-SWALE Inflow Area = 0.460 ac, 3.04% Impervious, Inflow Depth = 1.98" for 10 YR event Inflow = 1.63 cfs @ 11.96 hrs, Volume= 0.076 af Outflow = 0.04 cfs @ 15.13 hrs, Volume= 0.076 af, Atten= 97%, Lag= 190.1 min Primary = 0.04 cfs @ 15.13 hrs, Volume= 0.076 af Routing by Stor-Ind method, Time Span= 0.00-72.00 hrs, dt= 0.05 hrs Peak Elev= 899.81' @ 15.13 hrs Surf.Area= 2,301 sf Storage= 2,157 cf Plug-Flow detention time= 938.6 min calculated for 0.076 af (100% of inflow) Center-of-Mass det. time= 939.2 min ( 1,766.0 - 826.8 ) Volume Invert Avail.Storage Storage Description #1 897.60' 6,106 cf Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 897.60 1 0 0 898.00 274 55 55 899.00 1,151 713 767 900.00 2,579 1,865 2,632 901.00 4,369 3,474 6,106 Device Routing Invert Outlet Devices #1 Primary 897.60'12.0" Round Culvert L= 25.0' RCP, sq.cut end projecting, Ke= 0.500 Inlet / Outlet Invert= 897.60' / 897.50' S= 0.0040 '/' Cc= 0.900 n= 0.013, Flow Area= 0.79 sf #2 Device 1 897.60'0.8" Vert. Orifice/Grate C= 0.600 Limited to weir flow at low heads #3 Device 1 899.80'30.0" x 30.0" Horiz. Orifice/Grate C= 0.600 Limited to weir flow at low heads Primary OutFlow Max=0.04 cfs @ 15.13 hrs HW=899.81' (Free Discharge) 1=Culvert (Passes 0.04 cfs of 4.76 cfs potential flow) 2=Orifice/Grate (Orifice Controls 0.02 cfs @ 7.10 fps) 3=Orifice/Grate (Weir Controls 0.01 cfs @ 0.24 fps) Type II 24-hr 10 YR Rainfall=3.83"311-804 - Proposed Printed 12/7/2021Prepared by CEC, Inc. Page 18HydroCAD® 10.10-4b s/n 08169 © 2020 HydroCAD Software Solutions LLC Pond T-S: T-SWALE Inflow Primary Hydrograph Time (hours) 727068666462605856545250484644424038363432302826242220181614121086420Flow (cfs)1 0 Inflow Area=0.460 ac Peak Elev=899.81' Storage=2,157 cf 1.63 cfs 0.04 cfs Type II 24-hr 10 YR Rainfall=3.83"311-804 - Proposed Printed 12/7/2021Prepared by CEC, Inc. Page 19HydroCAD® 10.10-4b s/n 08169 © 2020 HydroCAD Software Solutions LLC Summary for Pond T-WP: T - WET POND Inflow Area = 24.353 ac, 74.29% Impervious, Inflow Depth = 3.09" for 10 YR event Inflow = 95.34 cfs @ 12.01 hrs, Volume= 6.272 af Outflow = 0.01 cfs @ 24.47 hrs, Volume= 0.068 af, Atten= 100%, Lag= 747.7 min Primary = 0.01 cfs @ 24.47 hrs, Volume= 0.068 af Routing by Stor-Ind method, Time Span= 0.00-72.00 hrs, dt= 0.05 hrs Peak Elev= 901.43' @ 24.47 hrs Surf.Area= 72,548 sf Storage= 272,564 cf Plug-Flow detention time= 2,173.7 min calculated for 0.068 af (1% of inflow) Center-of-Mass det. time= 1,704.5 min ( 2,490.7 - 786.1 ) Volume Invert Avail.Storage Storage Description #1 897.19' 391,327 cf Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 897.19 56,245 0 0 898.00 59,216 46,762 46,762 899.00 62,974 61,095 107,857 900.00 66,833 64,904 172,760 901.00 70,792 68,813 241,573 902.00 74,852 72,822 314,395 903.00 79,012 76,932 391,327 Device Routing Invert Outlet Devices #1 Primary 897.19'15.0" Round Culvert L= 121.0' Ke= 0.500 Inlet / Outlet Invert= 897.19' / 896.82' S= 0.0031 '/' Cc= 0.900 n= 0.013, Flow Area= 1.23 sf #2 Device 1 897.19'0.5" Vert. Orifice/Grate C= 0.600 Limited to weir flow at low heads #3 Device 1 901.50'18.0" W x 6.0" H Vert. Orifice/Grate C= 0.600 Limited to weir flow at low heads Primary OutFlow Max=0.01 cfs @ 24.47 hrs HW=901.43' (Free Discharge) 1=Culvert (Passes 0.01 cfs of 8.69 cfs potential flow) 2=Orifice/Grate (Orifice Controls 0.01 cfs @ 9.89 fps) 3=Orifice/Grate ( Controls 0.00 cfs) Type II 24-hr 10 YR Rainfall=3.83"311-804 - Proposed Printed 12/7/2021Prepared by CEC, Inc. Page 20HydroCAD® 10.10-4b s/n 08169 © 2020 HydroCAD Software Solutions LLC Pond T-WP: T - WET POND Inflow Primary Hydrograph Time (hours) 727068666462605856545250484644424038363432302826242220181614121086420Flow (cfs)105 100 95 90 85 80 75 70 65 60 55 50 45 40 35 30 25 20 15 10 5 0 Inflow Area=24.353 ac Peak Elev=901.43' Storage=272,564 cf 95.34 cfs 0.01 cfs Type II 24-hr 10 YR Rainfall=3.83"311-804 - Proposed Printed 12/7/2021Prepared by CEC, Inc. Page 21HydroCAD® 10.10-4b s/n 08169 © 2020 HydroCAD Software Solutions LLC Summary for Link T-SITE: T - TOTAL FROM SITE Inflow Area = 25.459 ac, 72.08% Impervious, Inflow Depth > 0.13" for 10 YR event Inflow = 2.05 cfs @ 12.07 hrs, Volume= 0.277 af Primary = 2.05 cfs @ 12.07 hrs, Volume= 0.277 af, Atten= 0%, Lag= 0.0 min Primary outflow = Inflow, Time Span= 0.00-72.00 hrs, dt= 0.05 hrs Link T-SITE: T - TOTAL FROM SITE Inflow Primary Hydrograph Time (hours) 727068666462605856545250484644424038363432302826242220181614121086420Flow (cfs)2 1 0 Inflow Area=25.459 ac 2.05 cfs2.05 cfs Type II 24-hr 100 YR Rainfall=6.46"311-804 - Proposed Printed 12/7/2021Prepared by CEC, Inc. Page 22HydroCAD® 10.10-4b s/n 08169 © 2020 HydroCAD Software Solutions LLC Summary for Subcatchment T-DD: T - DIRECT DISCHARGE Runoff = 3.92 cfs @ 12.07 hrs, Volume= 0.267 af, Depth= 4.96" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-72.00 hrs, dt= 0.05 hrs Type II 24-hr 100 YR Rainfall=6.46" Area (ac) CN Description 0.400 80 >75% Grass cover, Good, HSG D * 0.246 98 Impervious 0.646 87 Weighted Average 0.400 61.92% Pervious Area 0.246 38.08% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 15.3 Direct Entry, Subcatchment T-DD: T - DIRECT DISCHARGE Runoff Hydrograph Time (hours) 727068666462605856545250484644424038363432302826242220181614121086420Flow (cfs)4 3 2 1 0 Type II 24-hr 100 YR Rainfall=6.46" Runoff Area=0.646 ac Runoff Volume=0.267 af Runoff Depth=4.96" Tc=15.3 min CN=87 3.92 cfs Type II 24-hr 100 YR Rainfall=6.46"311-804 - Proposed Printed 12/7/2021Prepared by CEC, Inc. Page 23HydroCAD® 10.10-4b s/n 08169 © 2020 HydroCAD Software Solutions LLC Summary for Subcatchment T-F-TP: T - FUTURE LOTS Runoff = 38.42 cfs @ 11.95 hrs, Volume= 2.050 af, Depth= 5.87" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-72.00 hrs, dt= 0.05 hrs Type II 24-hr 100 YR Rainfall=6.46" Area (ac) CN Description 0.629 80 >75% Grass cover, Good, HSG D 3.562 98 Paved parking, HSG D 4.191 95 Weighted Average 0.629 15.01% Pervious Area 3.562 84.99% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, Subcatchment T-F-TP: T - FUTURE LOTS Runoff Hydrograph Time (hours) 727068666462605856545250484644424038363432302826242220181614121086420Flow (cfs)42 40 38 36 34 32 30 28 26 24 22 20 18 16 14 12 10 8 6 4 2 0 Type II 24-hr 100 YR Rainfall=6.46" Runoff Area=4.191 ac Runoff Volume=2.050 af Runoff Depth=5.87" Tc=5.0 min CN=95 38.42 cfs Type II 24-hr 100 YR Rainfall=6.46"311-804 - Proposed Printed 12/7/2021Prepared by CEC, Inc. Page 24HydroCAD® 10.10-4b s/n 08169 © 2020 HydroCAD Software Solutions LLC Summary for Subcatchment T-TP: T - TO POND Runoff = 144.30 cfs @ 12.04 hrs, Volume= 9.471 af, Depth= 5.64" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-72.00 hrs, dt= 0.05 hrs Type II 24-hr 100 YR Rainfall=6.46" Area (ac) CN Description * 5.633 80 >75% Grass cover, Good, HSG D * 14.529 98 Impervious 20.162 93 Weighted Average 5.633 27.94% Pervious Area 14.529 72.06% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 12.6 Direct Entry, Subcatchment T-TP: T - TO POND Runoff Hydrograph Time (hours) 727068666462605856545250484644424038363432302826242220181614121086420Flow (cfs)160 150 140 130 120 110 100 90 80 70 60 50 40 30 20 10 0 Type II 24-hr 100 YR Rainfall=6.46" Runoff Area=20.162 ac Runoff Volume=9.471 af Runoff Depth=5.64" Tc=12.6 min CN=93 144.30 cfs Type II 24-hr 100 YR Rainfall=6.46"311-804 - Proposed Printed 12/7/2021Prepared by CEC, Inc. Page 25HydroCAD® 10.10-4b s/n 08169 © 2020 HydroCAD Software Solutions LLC Summary for Subcatchment T-TS: T - TO SWALE Runoff = 3.46 cfs @ 11.95 hrs, Volume= 0.165 af, Depth= 4.31" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-72.00 hrs, dt= 0.05 hrs Type II 24-hr 100 YR Rainfall=6.46" Area (ac) CN Description 0.446 80 >75% Grass cover, Good, HSG D 0.014 98 Paved parking, HSG D 0.460 81 Weighted Average 0.446 96.96% Pervious Area 0.014 3.04% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, Subcatchment T-TS: T - TO SWALE Runoff Hydrograph Time (hours) 727068666462605856545250484644424038363432302826242220181614121086420Flow (cfs)3 2 1 0 Type II 24-hr 100 YR Rainfall=6.46" Runoff Area=0.460 ac Runoff Volume=0.165 af Runoff Depth=4.31" Tc=5.0 min CN=81 3.46 cfs Type II 24-hr 100 YR Rainfall=6.46"311-804 - Proposed Printed 12/7/2021Prepared by CEC, Inc. Page 26HydroCAD® 10.10-4b s/n 08169 © 2020 HydroCAD Software Solutions LLC Summary for Pond T-S: T-SWALE Inflow Area = 0.460 ac, 3.04% Impervious, Inflow Depth = 4.31" for 100 YR event Inflow = 3.46 cfs @ 11.95 hrs, Volume= 0.165 af Outflow = 2.91 cfs @ 12.01 hrs, Volume= 0.165 af, Atten= 16%, Lag= 3.6 min Primary = 2.91 cfs @ 12.01 hrs, Volume= 0.165 af Routing by Stor-Ind method, Time Span= 0.00-72.00 hrs, dt= 0.05 hrs Peak Elev= 900.00' @ 12.01 hrs Surf.Area= 2,578 sf Storage= 2,630 cf Plug-Flow detention time= 472.2 min calculated for 0.165 af (100% of inflow) Center-of-Mass det. time= 473.2 min ( 1,277.8 - 804.6 ) Volume Invert Avail.Storage Storage Description #1 897.60' 6,106 cf Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 897.60 1 0 0 898.00 274 55 55 899.00 1,151 713 767 900.00 2,579 1,865 2,632 901.00 4,369 3,474 6,106 Device Routing Invert Outlet Devices #1 Primary 897.60'12.0" Round Culvert L= 25.0' RCP, sq.cut end projecting, Ke= 0.500 Inlet / Outlet Invert= 897.60' / 897.50' S= 0.0040 '/' Cc= 0.900 n= 0.013, Flow Area= 0.79 sf #2 Device 1 897.60'0.8" Vert. Orifice/Grate C= 0.600 Limited to weir flow at low heads #3 Device 1 899.80'30.0" x 30.0" Horiz. Orifice/Grate C= 0.600 Limited to weir flow at low heads Primary OutFlow Max=2.70 cfs @ 12.01 hrs HW=899.99' (Free Discharge) 1=Culvert (Passes 2.70 cfs of 5.09 cfs potential flow) 2=Orifice/Grate (Orifice Controls 0.03 cfs @ 7.39 fps) 3=Orifice/Grate (Weir Controls 2.68 cfs @ 1.42 fps) Type II 24-hr 100 YR Rainfall=6.46"311-804 - Proposed Printed 12/7/2021Prepared by CEC, Inc. Page 27HydroCAD® 10.10-4b s/n 08169 © 2020 HydroCAD Software Solutions LLC Pond T-S: T-SWALE Inflow Primary Hydrograph Time (hours) 727068666462605856545250484644424038363432302826242220181614121086420Flow (cfs)3 2 1 0 Inflow Area=0.460 ac Peak Elev=900.00' Storage=2,630 cf 3.46 cfs 2.91 cfs Type II 24-hr 100 YR Rainfall=6.46"311-804 - Proposed Printed 12/7/2021Prepared by CEC, Inc. Page 28HydroCAD® 10.10-4b s/n 08169 © 2020 HydroCAD Software Solutions LLC Summary for Pond T-WP: T - WET POND Inflow Area = 24.353 ac, 74.29% Impervious, Inflow Depth = 5.68" for 100 YR event Inflow = 169.35 cfs @ 12.01 hrs, Volume= 11.521 af Outflow = 3.88 cfs @ 15.92 hrs, Volume= 5.136 af, Atten= 98%, Lag= 234.6 min Primary = 3.88 cfs @ 15.92 hrs, Volume= 5.136 af Routing by Stor-Ind method, Time Span= 0.00-72.00 hrs, dt= 0.05 hrs Peak Elev= 902.90' @ 15.92 hrs Surf.Area= 78,593 sf Storage= 383,386 cf Plug-Flow detention time= 692.9 min calculated for 5.132 af (45% of inflow) Center-of-Mass det. time= 566.9 min ( 1,337.5 - 770.6 ) Volume Invert Avail.Storage Storage Description #1 897.19' 391,327 cf Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 897.19 56,245 0 0 898.00 59,216 46,762 46,762 899.00 62,974 61,095 107,857 900.00 66,833 64,904 172,760 901.00 70,792 68,813 241,573 902.00 74,852 72,822 314,395 903.00 79,012 76,932 391,327 Device Routing Invert Outlet Devices #1 Primary 897.19'15.0" Round Culvert L= 121.0' Ke= 0.500 Inlet / Outlet Invert= 897.19' / 896.82' S= 0.0031 '/' Cc= 0.900 n= 0.013, Flow Area= 1.23 sf #2 Device 1 897.19'0.5" Vert. Orifice/Grate C= 0.600 Limited to weir flow at low heads #3 Device 1 901.50'18.0" W x 6.0" H Vert. Orifice/Grate C= 0.600 Limited to weir flow at low heads Primary OutFlow Max=3.88 cfs @ 15.92 hrs HW=902.90' (Free Discharge) 1=Culvert (Passes 3.88 cfs of 10.41 cfs potential flow) 2=Orifice/Grate (Orifice Controls 0.02 cfs @ 11.48 fps) 3=Orifice/Grate (Orifice Controls 3.86 cfs @ 5.15 fps) Type II 24-hr 100 YR Rainfall=6.46"311-804 - Proposed Printed 12/7/2021Prepared by CEC, Inc. Page 29HydroCAD® 10.10-4b s/n 08169 © 2020 HydroCAD Software Solutions LLC Pond T-WP: T - WET POND Inflow Primary Hydrograph Time (hours) 727068666462605856545250484644424038363432302826242220181614121086420Flow (cfs)180 170 160 150 140 130 120 110 100 90 80 70 60 50 40 30 20 10 0 Inflow Area=24.353 ac Peak Elev=902.90' Storage=383,386 cf 169.35 cfs 3.88 cfs Type II 24-hr 100 YR Rainfall=6.46"311-804 - Proposed Printed 12/7/2021Prepared by CEC, Inc. Page 30HydroCAD® 10.10-4b s/n 08169 © 2020 HydroCAD Software Solutions LLC Summary for Link T-SITE: T - TOTAL FROM SITE Inflow Area = 25.459 ac, 72.08% Impervious, Inflow Depth > 2.62" for 100 YR event Inflow = 6.38 cfs @ 12.03 hrs, Volume= 5.568 af Primary = 6.38 cfs @ 12.03 hrs, Volume= 5.568 af, Atten= 0%, Lag= 0.0 min Primary outflow = Inflow, Time Span= 0.00-72.00 hrs, dt= 0.05 hrs Link T-SITE: T - TOTAL FROM SITE Inflow Primary Hydrograph Time (hours) 727068666462605856545250484644424038363432302826242220181614121086420Flow (cfs)7 6 5 4 3 2 1 0 Inflow Area=25.459 ac 6.38 cfs6.38 cfs ACTUAL - 6" MIN. ORIFICE A-DD A - DIRECT DISCHARGE A-F-TP A - FUTURE LOTS A-TP A - TO POND A-TS A - TO SWALE A-S A - SWALE A-WP A - WET POND A-SITE A - TOTAL FROM SITE Routing Diagram for 311-804 - Proposed Prepared by CEC, Inc., Printed 12/8/2021 HydroCAD® 10.10-4b s/n 08169 © 2020 HydroCAD Software Solutions LLC Subcat Reach Pond Link 311-804 - Proposed Printed 12/8/2021Prepared by CEC, Inc. Page 2HydroCAD® 10.10-4b s/n 08169 © 2020 HydroCAD Software Solutions LLC Rainfall Events Listing Event# Event Name Storm Type Curve Mode Duration (hours) B/B Depth (inches) AMC 1 2 YR Type II 24-hr Default 24.00 1 2.90 2 2 10 YR Type II 24-hr Default 24.00 1 3.83 2 3 100 YR Type II 24-hr Default 24.00 1 6.46 2 311-804 - Proposed Printed 12/8/2021Prepared by CEC, Inc. Page 3HydroCAD® 10.10-4b s/n 08169 © 2020 HydroCAD Software Solutions LLC Area Listing (selected nodes) Area (acres) CN Description (subcatchment-numbers) 7.108 80 >75% Grass cover, Good, HSG D (A-DD, A-F-TP, A-TP, A-TS) 14.775 98 Impervious (A-DD, A-TP) 3.576 98 Paved parking, HSG D (A-F-TP, A-TS) 25.459 93 TOTAL AREA Multi-Event Tables311-804 - Proposed Printed 12/8/2021Prepared by CEC, Inc. Page 31HydroCAD® 10.10-4b s/n 08169 © 2020 HydroCAD Software Solutions LLC Events for Subcatchment A-DD: A - DIRECT DISCHARGE Event Rainfall (inches) Runoff (cfs) Volume (acre-feet) Depth (inches) 2 YR 2.90 1.36 0.089 1.65 10 YR 3.83 2.02 0.134 2.48 100 YR 6.46 3.92 0.267 4.96 Multi-Event Tables311-804 - Proposed Printed 12/8/2021Prepared by CEC, Inc. Page 32HydroCAD® 10.10-4b s/n 08169 © 2020 HydroCAD Software Solutions LLC Events for Subcatchment A-F-TP: A - FUTURE LOTS Event Rainfall (inches) Runoff (cfs) Volume (acre-feet) Depth (inches) 2 YR 2.90 16.30 0.821 2.35 10 YR 3.83 22.14 1.140 3.26 100 YR 6.46 38.42 2.050 5.87 Multi-Event Tables311-804 - Proposed Printed 12/8/2021Prepared by CEC, Inc. Page 33HydroCAD® 10.10-4b s/n 08169 © 2020 HydroCAD Software Solutions LLC Events for Subcatchment A-TP: A - TO POND Event Rainfall (inches) Runoff (cfs) Volume (acre-feet) Depth (inches) 2 YR 2.90 58.40 3.627 2.16 10 YR 3.83 81.07 5.132 3.05 100 YR 6.46 144.30 9.471 5.64 Multi-Event Tables311-804 - Proposed Printed 12/8/2021Prepared by CEC, Inc. Page 34HydroCAD® 10.10-4b s/n 08169 © 2020 HydroCAD Software Solutions LLC Events for Subcatchment A-TS: A - TO SWALE Event Rainfall (inches) Runoff (cfs) Volume (acre-feet) Depth (inches) 2 YR 2.90 1.03 0.047 1.24 10 YR 3.83 1.63 0.076 1.98 100 YR 6.46 3.46 0.165 4.31 Multi-Event Tables311-804 - Proposed Printed 12/8/2021Prepared by CEC, Inc. Page 35HydroCAD® 10.10-4b s/n 08169 © 2020 HydroCAD Software Solutions LLC Events for Pond A-S: A - SWALE Event Inflow (cfs) Primary (cfs) Elevation (feet) Storage (cubic-feet) 2 YR 1.03 0.69 898.38 223 10 YR 1.63 0.89 898.74 495 100 YR 3.46 1.24 899.56 1,642 Multi-Event Tables311-804 - Proposed Printed 12/8/2021Prepared by CEC, Inc. Page 36HydroCAD® 10.10-4b s/n 08169 © 2020 HydroCAD Software Solutions LLC Events for Pond A-WP: A - WET POND Event Inflow (cfs) Primary (cfs) Elevation (feet) Storage (cubic-feet) 2 YR 68.81 1.37 899.54 142,482 10 YR 95.34 1.65 900.50 206,554 100 YR 169.35 2.25 903.09 398,077 Multi-Event Tables311-804 - Proposed Printed 12/8/2021Prepared by CEC, Inc. Page 37HydroCAD® 10.10-4b s/n 08169 © 2020 HydroCAD Software Solutions LLC Events for Link A-SITE: A - TOTAL FROM SITE Event Inflow (cfs) Primary (cfs) Elevation (feet) 2 YR 3.06 3.06 0.00 10 YR 4.18 4.18 0.00 100 YR 6.93 6.93 0.00 Type II 24-hr 2 YR Rainfall=2.90"311-804 - Proposed Printed 12/8/2021Prepared by CEC, Inc. Page 4HydroCAD® 10.10-4b s/n 08169 © 2020 HydroCAD Software Solutions LLC Summary for Subcatchment A-DD: A - DIRECT DISCHARGE Runoff = 1.36 cfs @ 12.07 hrs, Volume= 0.089 af, Depth= 1.65" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-72.00 hrs, dt= 0.05 hrs Type II 24-hr 2 YR Rainfall=2.90" Area (ac) CN Description 0.400 80 >75% Grass cover, Good, HSG D * 0.246 98 Impervious 0.646 87 Weighted Average 0.400 61.92% Pervious Area 0.246 38.08% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 15.3 Direct Entry, Subcatchment A-DD: A - DIRECT DISCHARGE Runoff Hydrograph Time (hours) 727068666462605856545250484644424038363432302826242220181614121086420Flow (cfs)1 0 Type II 24-hr 2 YR Rainfall=2.90" Runoff Area=0.646 ac Runoff Volume=0.089 af Runoff Depth=1.65" Tc=15.3 min CN=87 1.36 cfs Type II 24-hr 2 YR Rainfall=2.90"311-804 - Proposed Printed 12/8/2021Prepared by CEC, Inc. Page 5HydroCAD® 10.10-4b s/n 08169 © 2020 HydroCAD Software Solutions LLC Summary for Subcatchment A-F-TP: A - FUTURE LOTS Runoff = 16.30 cfs @ 11.95 hrs, Volume= 0.821 af, Depth= 2.35" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-72.00 hrs, dt= 0.05 hrs Type II 24-hr 2 YR Rainfall=2.90" Area (ac) CN Description 0.629 80 >75% Grass cover, Good, HSG D 3.562 98 Paved parking, HSG D 4.191 95 Weighted Average 0.629 15.01% Pervious Area 3.562 84.99% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, Subcatchment A-F-TP: A - FUTURE LOTS Runoff Hydrograph Time (hours) 727068666462605856545250484644424038363432302826242220181614121086420Flow (cfs)18 17 16 15 14 13 12 11 10 9 8 7 6 5 4 3 2 1 0 Type II 24-hr 2 YR Rainfall=2.90" Runoff Area=4.191 ac Runoff Volume=0.821 af Runoff Depth=2.35" Tc=5.0 min CN=95 16.30 cfs Type II 24-hr 2 YR Rainfall=2.90"311-804 - Proposed Printed 12/8/2021Prepared by CEC, Inc. Page 6HydroCAD® 10.10-4b s/n 08169 © 2020 HydroCAD Software Solutions LLC Summary for Subcatchment A-TP: A - TO POND Runoff = 58.40 cfs @ 12.04 hrs, Volume= 3.627 af, Depth= 2.16" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-72.00 hrs, dt= 0.05 hrs Type II 24-hr 2 YR Rainfall=2.90" Area (ac) CN Description * 5.633 80 >75% Grass cover, Good, HSG D * 14.529 98 Impervious 20.162 93 Weighted Average 5.633 27.94% Pervious Area 14.529 72.06% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 12.6 Direct Entry, Subcatchment A-TP: A - TO POND Runoff Hydrograph Time (hours) 727068666462605856545250484644424038363432302826242220181614121086420Flow (cfs)65 60 55 50 45 40 35 30 25 20 15 10 5 0 Type II 24-hr 2 YR Rainfall=2.90" Runoff Area=20.162 ac Runoff Volume=3.627 af Runoff Depth=2.16" Tc=12.6 min CN=93 58.40 cfs Type II 24-hr 2 YR Rainfall=2.90"311-804 - Proposed Printed 12/8/2021Prepared by CEC, Inc. Page 7HydroCAD® 10.10-4b s/n 08169 © 2020 HydroCAD Software Solutions LLC Summary for Subcatchment A-TS: A - TO SWALE Runoff = 1.03 cfs @ 11.96 hrs, Volume= 0.047 af, Depth= 1.24" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-72.00 hrs, dt= 0.05 hrs Type II 24-hr 2 YR Rainfall=2.90" Area (ac) CN Description 0.446 80 >75% Grass cover, Good, HSG D 0.014 98 Paved parking, HSG D 0.460 81 Weighted Average 0.446 96.96% Pervious Area 0.014 3.04% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, Subcatchment A-TS: A - TO SWALE Runoff Hydrograph Time (hours) 727068666462605856545250484644424038363432302826242220181614121086420Flow (cfs)1 0 Type II 24-hr 2 YR Rainfall=2.90" Runoff Area=0.460 ac Runoff Volume=0.047 af Runoff Depth=1.24" Tc=5.0 min CN=81 1.03 cfs Type II 24-hr 2 YR Rainfall=2.90"311-804 - Proposed Printed 12/8/2021Prepared by CEC, Inc. Page 8HydroCAD® 10.10-4b s/n 08169 © 2020 HydroCAD Software Solutions LLC Summary for Pond A-S: A - SWALE Inflow Area = 0.460 ac, 3.04% Impervious, Inflow Depth = 1.24" for 2 YR event Inflow = 1.03 cfs @ 11.96 hrs, Volume= 0.047 af Outflow = 0.69 cfs @ 12.03 hrs, Volume= 0.047 af, Atten= 33%, Lag= 4.1 min Primary = 0.69 cfs @ 12.03 hrs, Volume= 0.047 af Routing by Stor-Ind method, Time Span= 0.00-72.00 hrs, dt= 0.05 hrs Peak Elev= 898.38' @ 12.03 hrs Surf.Area= 608 sf Storage= 223 cf Plug-Flow detention time= 2.9 min calculated for 0.047 af (100% of inflow) Center-of-Mass det. time= 2.9 min ( 843.3 - 840.3 ) Volume Invert Avail.Storage Storage Description #1 897.60' 6,106 cf Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 897.60 1 0 0 898.00 274 55 55 899.00 1,151 713 767 900.00 2,579 1,865 2,632 901.00 4,369 3,474 6,106 Device Routing Invert Outlet Devices #1 Primary 897.60'12.0" Round Culvert L= 25.0' RCP, sq.cut end projecting, Ke= 0.500 Inlet / Outlet Invert= 897.60' / 897.50' S= 0.0040 '/' Cc= 0.900 n= 0.013, Flow Area= 0.79 sf #2 Device 1 897.60'6.0" Vert. Orifice/Grate C= 0.600 Limited to weir flow at low heads #3 Device 1 899.56'30.0" x 30.0" Horiz. Orifice/Grate C= 0.600 Limited to weir flow at low heads Primary OutFlow Max=0.68 cfs @ 12.03 hrs HW=898.37' (Free Discharge) 1=Culvert (Passes 0.68 cfs of 1.37 cfs potential flow) 2=Orifice/Grate (Orifice Controls 0.68 cfs @ 3.47 fps) 3=Orifice/Grate ( Controls 0.00 cfs) Type II 24-hr 2 YR Rainfall=2.90"311-804 - Proposed Printed 12/8/2021Prepared by CEC, Inc. Page 9HydroCAD® 10.10-4b s/n 08169 © 2020 HydroCAD Software Solutions LLC Pond A-S: A - SWALE Inflow Primary Hydrograph Time (hours) 727068666462605856545250484644424038363432302826242220181614121086420Flow (cfs)1 0 Inflow Area=0.460 ac Peak Elev=898.38' Storage=223 cf 1.03 cfs 0.69 cfs Type II 24-hr 2 YR Rainfall=2.90"311-804 - Proposed Printed 12/8/2021Prepared by CEC, Inc. Page 10HydroCAD® 10.10-4b s/n 08169 © 2020 HydroCAD Software Solutions LLC Summary for Pond A-WP: A - WET POND Inflow Area = 24.353 ac, 74.29% Impervious, Inflow Depth = 2.19" for 2 YR event Inflow = 68.81 cfs @ 12.01 hrs, Volume= 4.448 af Outflow = 1.37 cfs @ 17.27 hrs, Volume= 4.155 af, Atten= 98%, Lag= 315.4 min Primary = 1.37 cfs @ 17.27 hrs, Volume= 4.155 af Routing by Stor-Ind method, Time Span= 0.00-72.00 hrs, dt= 0.05 hrs Peak Elev= 899.54' @ 17.27 hrs Surf.Area= 65,061 sf Storage= 142,482 cf Plug-Flow detention time= 1,226.2 min calculated for 4.152 af (93% of inflow) Center-of-Mass det. time= 1,190.7 min ( 1,986.2 - 795.5 ) Volume Invert Avail.Storage Storage Description #1 897.19' 557,923 cf Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 897.19 56,245 0 0 898.00 59,216 46,762 46,762 899.00 62,974 61,095 107,857 900.00 66,833 64,904 172,760 901.00 70,792 68,813 241,573 902.00 74,852 72,822 314,395 903.00 79,012 76,932 391,327 904.00 83,273 81,143 472,469 905.00 87,635 85,454 557,923 Device Routing Invert Outlet Devices #1 Primary 897.19'15.0" Round Culvert L= 121.0' Ke= 0.500 Inlet / Outlet Invert= 897.19' / 896.82' S= 0.0031 '/' Cc= 0.900 n= 0.013, Flow Area= 1.23 sf #2 Device 1 897.19'6.0" Vert. Orifice/Grate C= 0.600 Limited to weir flow at low heads #3 Device 1 903.10'30.0" x 30.0" Horiz. Orifice/Grate C= 0.600 Limited to weir flow at low heads Primary OutFlow Max=1.37 cfs @ 17.27 hrs HW=899.54' (Free Discharge) 1=Culvert (Passes 1.37 cfs of 5.75 cfs potential flow) 2=Orifice/Grate (Orifice Controls 1.37 cfs @ 6.98 fps) 3=Orifice/Grate ( Controls 0.00 cfs) Type II 24-hr 2 YR Rainfall=2.90"311-804 - Proposed Printed 12/8/2021Prepared by CEC, Inc. Page 11HydroCAD® 10.10-4b s/n 08169 © 2020 HydroCAD Software Solutions LLC Pond A-WP: A - WET POND Inflow Primary Hydrograph Time (hours) 727068666462605856545250484644424038363432302826242220181614121086420Flow (cfs)75 70 65 60 55 50 45 40 35 30 25 20 15 10 5 0 Inflow Area=24.353 ac Peak Elev=899.54' Storage=142,482 cf 68.81 cfs 1.37 cfs Type II 24-hr 2 YR Rainfall=2.90"311-804 - Proposed Printed 12/8/2021Prepared by CEC, Inc. Page 12HydroCAD® 10.10-4b s/n 08169 © 2020 HydroCAD Software Solutions LLC Summary for Link A-SITE: A - TOTAL FROM SITE Inflow Area = 25.459 ac, 72.08% Impervious, Inflow Depth > 2.02" for 2 YR event Inflow = 3.06 cfs @ 12.08 hrs, Volume= 4.291 af Primary = 3.06 cfs @ 12.08 hrs, Volume= 4.291 af, Atten= 0%, Lag= 0.0 min Primary outflow = Inflow, Time Span= 0.00-72.00 hrs, dt= 0.05 hrs Link A-SITE: A - TOTAL FROM SITE Inflow Primary Hydrograph Time (hours) 727068666462605856545250484644424038363432302826242220181614121086420Flow (cfs)3 2 1 0 Inflow Area=25.459 ac 3.06 cfs3.06 cfs Type II 24-hr 10 YR Rainfall=3.83"311-804 - Proposed Printed 12/8/2021Prepared by CEC, Inc. Page 13HydroCAD® 10.10-4b s/n 08169 © 2020 HydroCAD Software Solutions LLC Summary for Subcatchment A-DD: A - DIRECT DISCHARGE Runoff = 2.02 cfs @ 12.07 hrs, Volume= 0.134 af, Depth= 2.48" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-72.00 hrs, dt= 0.05 hrs Type II 24-hr 10 YR Rainfall=3.83" Area (ac) CN Description 0.400 80 >75% Grass cover, Good, HSG D * 0.246 98 Impervious 0.646 87 Weighted Average 0.400 61.92% Pervious Area 0.246 38.08% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 15.3 Direct Entry, Subcatchment A-DD: A - DIRECT DISCHARGE Runoff Hydrograph Time (hours) 727068666462605856545250484644424038363432302826242220181614121086420Flow (cfs)2 1 0 Type II 24-hr 10 YR Rainfall=3.83" Runoff Area=0.646 ac Runoff Volume=0.134 af Runoff Depth=2.48" Tc=15.3 min CN=87 2.02 cfs Type II 24-hr 10 YR Rainfall=3.83"311-804 - Proposed Printed 12/8/2021Prepared by CEC, Inc. Page 14HydroCAD® 10.10-4b s/n 08169 © 2020 HydroCAD Software Solutions LLC Summary for Subcatchment A-F-TP: A - FUTURE LOTS Runoff = 22.14 cfs @ 11.95 hrs, Volume= 1.140 af, Depth= 3.26" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-72.00 hrs, dt= 0.05 hrs Type II 24-hr 10 YR Rainfall=3.83" Area (ac) CN Description 0.629 80 >75% Grass cover, Good, HSG D 3.562 98 Paved parking, HSG D 4.191 95 Weighted Average 0.629 15.01% Pervious Area 3.562 84.99% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, Subcatchment A-F-TP: A - FUTURE LOTS Runoff Hydrograph Time (hours) 727068666462605856545250484644424038363432302826242220181614121086420Flow (cfs)24 23 22 21 20 19 18 17 16 15 14 13 12 11 10 9 8 7 6 5 4 3 2 1 0 Type II 24-hr 10 YR Rainfall=3.83" Runoff Area=4.191 ac Runoff Volume=1.140 af Runoff Depth=3.26" Tc=5.0 min CN=95 22.14 cfs Type II 24-hr 10 YR Rainfall=3.83"311-804 - Proposed Printed 12/8/2021Prepared by CEC, Inc. Page 15HydroCAD® 10.10-4b s/n 08169 © 2020 HydroCAD Software Solutions LLC Summary for Subcatchment A-TP: A - TO POND Runoff = 81.07 cfs @ 12.04 hrs, Volume= 5.132 af, Depth= 3.05" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-72.00 hrs, dt= 0.05 hrs Type II 24-hr 10 YR Rainfall=3.83" Area (ac) CN Description * 5.633 80 >75% Grass cover, Good, HSG D * 14.529 98 Impervious 20.162 93 Weighted Average 5.633 27.94% Pervious Area 14.529 72.06% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 12.6 Direct Entry, Subcatchment A-TP: A - TO POND Runoff Hydrograph Time (hours) 727068666462605856545250484644424038363432302826242220181614121086420Flow (cfs)90 85 80 75 70 65 60 55 50 45 40 35 30 25 20 15 10 5 0 Type II 24-hr 10 YR Rainfall=3.83" Runoff Area=20.162 ac Runoff Volume=5.132 af Runoff Depth=3.05" Tc=12.6 min CN=93 81.07 cfs Type II 24-hr 10 YR Rainfall=3.83"311-804 - Proposed Printed 12/8/2021Prepared by CEC, Inc. Page 16HydroCAD® 10.10-4b s/n 08169 © 2020 HydroCAD Software Solutions LLC Summary for Subcatchment A-TS: A - TO SWALE Runoff = 1.63 cfs @ 11.96 hrs, Volume= 0.076 af, Depth= 1.98" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-72.00 hrs, dt= 0.05 hrs Type II 24-hr 10 YR Rainfall=3.83" Area (ac) CN Description 0.446 80 >75% Grass cover, Good, HSG D 0.014 98 Paved parking, HSG D 0.460 81 Weighted Average 0.446 96.96% Pervious Area 0.014 3.04% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, Subcatchment A-TS: A - TO SWALE Runoff Hydrograph Time (hours) 727068666462605856545250484644424038363432302826242220181614121086420Flow (cfs)1 0 Type II 24-hr 10 YR Rainfall=3.83" Runoff Area=0.460 ac Runoff Volume=0.076 af Runoff Depth=1.98" Tc=5.0 min CN=81 1.63 cfs Type II 24-hr 10 YR Rainfall=3.83"311-804 - Proposed Printed 12/8/2021Prepared by CEC, Inc. Page 17HydroCAD® 10.10-4b s/n 08169 © 2020 HydroCAD Software Solutions LLC Summary for Pond A-S: A - SWALE Inflow Area = 0.460 ac, 3.04% Impervious, Inflow Depth = 1.98" for 10 YR event Inflow = 1.63 cfs @ 11.96 hrs, Volume= 0.076 af Outflow = 0.89 cfs @ 12.05 hrs, Volume= 0.076 af, Atten= 46%, Lag= 5.3 min Primary = 0.89 cfs @ 12.05 hrs, Volume= 0.076 af Routing by Stor-Ind method, Time Span= 0.00-72.00 hrs, dt= 0.05 hrs Peak Elev= 898.74' @ 12.05 hrs Surf.Area= 921 sf Storage= 495 cf Plug-Flow detention time= 4.0 min calculated for 0.076 af (100% of inflow) Center-of-Mass det. time= 4.0 min ( 830.8 - 826.8 ) Volume Invert Avail.Storage Storage Description #1 897.60' 6,106 cf Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 897.60 1 0 0 898.00 274 55 55 899.00 1,151 713 767 900.00 2,579 1,865 2,632 901.00 4,369 3,474 6,106 Device Routing Invert Outlet Devices #1 Primary 897.60'12.0" Round Culvert L= 25.0' RCP, sq.cut end projecting, Ke= 0.500 Inlet / Outlet Invert= 897.60' / 897.50' S= 0.0040 '/' Cc= 0.900 n= 0.013, Flow Area= 0.79 sf #2 Device 1 897.60'6.0" Vert. Orifice/Grate C= 0.600 Limited to weir flow at low heads #3 Device 1 899.56'30.0" x 30.0" Horiz. Orifice/Grate C= 0.600 Limited to weir flow at low heads Primary OutFlow Max=0.89 cfs @ 12.05 hrs HW=898.73' (Free Discharge) 1=Culvert (Passes 0.89 cfs of 2.44 cfs potential flow) 2=Orifice/Grate (Orifice Controls 0.89 cfs @ 4.53 fps) 3=Orifice/Grate ( Controls 0.00 cfs) Type II 24-hr 10 YR Rainfall=3.83"311-804 - Proposed Printed 12/8/2021Prepared by CEC, Inc. Page 18HydroCAD® 10.10-4b s/n 08169 © 2020 HydroCAD Software Solutions LLC Pond A-S: A - SWALE Inflow Primary Hydrograph Time (hours) 727068666462605856545250484644424038363432302826242220181614121086420Flow (cfs)1 0 Inflow Area=0.460 ac Peak Elev=898.74' Storage=495 cf 1.63 cfs 0.89 cfs Type II 24-hr 10 YR Rainfall=3.83"311-804 - Proposed Printed 12/8/2021Prepared by CEC, Inc. Page 19HydroCAD® 10.10-4b s/n 08169 © 2020 HydroCAD Software Solutions LLC Summary for Pond A-WP: A - WET POND Inflow Area = 24.353 ac, 74.29% Impervious, Inflow Depth = 3.09" for 10 YR event Inflow = 95.34 cfs @ 12.01 hrs, Volume= 6.272 af Outflow = 1.65 cfs @ 18.12 hrs, Volume= 5.743 af, Atten= 98%, Lag= 366.5 min Primary = 1.65 cfs @ 18.12 hrs, Volume= 5.743 af Routing by Stor-Ind method, Time Span= 0.00-72.00 hrs, dt= 0.05 hrs Peak Elev= 900.50' @ 18.12 hrs Surf.Area= 68,806 sf Storage= 206,554 cf Plug-Flow detention time= 1,382.6 min calculated for 5.739 af (92% of inflow) Center-of-Mass det. time= 1,338.8 min ( 2,125.0 - 786.1 ) Volume Invert Avail.Storage Storage Description #1 897.19' 557,923 cf Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 897.19 56,245 0 0 898.00 59,216 46,762 46,762 899.00 62,974 61,095 107,857 900.00 66,833 64,904 172,760 901.00 70,792 68,813 241,573 902.00 74,852 72,822 314,395 903.00 79,012 76,932 391,327 904.00 83,273 81,143 472,469 905.00 87,635 85,454 557,923 Device Routing Invert Outlet Devices #1 Primary 897.19'15.0" Round Culvert L= 121.0' Ke= 0.500 Inlet / Outlet Invert= 897.19' / 896.82' S= 0.0031 '/' Cc= 0.900 n= 0.013, Flow Area= 1.23 sf #2 Device 1 897.19'6.0" Vert. Orifice/Grate C= 0.600 Limited to weir flow at low heads #3 Device 1 903.10'30.0" x 30.0" Horiz. Orifice/Grate C= 0.600 Limited to weir flow at low heads Primary OutFlow Max=1.65 cfs @ 18.12 hrs HW=900.50' (Free Discharge) 1=Culvert (Passes 1.65 cfs of 7.38 cfs potential flow) 2=Orifice/Grate (Orifice Controls 1.65 cfs @ 8.42 fps) 3=Orifice/Grate ( Controls 0.00 cfs) Type II 24-hr 10 YR Rainfall=3.83"311-804 - Proposed Printed 12/8/2021Prepared by CEC, Inc. Page 20HydroCAD® 10.10-4b s/n 08169 © 2020 HydroCAD Software Solutions LLC Pond A-WP: A - WET POND Inflow Primary Hydrograph Time (hours) 727068666462605856545250484644424038363432302826242220181614121086420Flow (cfs)105 100 95 90 85 80 75 70 65 60 55 50 45 40 35 30 25 20 15 10 5 0 Inflow Area=24.353 ac Peak Elev=900.50' Storage=206,554 cf 95.34 cfs 1.65 cfs Type II 24-hr 10 YR Rainfall=3.83"311-804 - Proposed Printed 12/8/2021Prepared by CEC, Inc. Page 21HydroCAD® 10.10-4b s/n 08169 © 2020 HydroCAD Software Solutions LLC Summary for Link A-SITE: A - TOTAL FROM SITE Inflow Area = 25.459 ac, 72.08% Impervious, Inflow Depth > 2.81" for 10 YR event Inflow = 4.18 cfs @ 12.08 hrs, Volume= 5.953 af Primary = 4.18 cfs @ 12.08 hrs, Volume= 5.953 af, Atten= 0%, Lag= 0.0 min Primary outflow = Inflow, Time Span= 0.00-72.00 hrs, dt= 0.05 hrs Link A-SITE: A - TOTAL FROM SITE Inflow Primary Hydrograph Time (hours) 727068666462605856545250484644424038363432302826242220181614121086420Flow (cfs)4 3 2 1 0 Inflow Area=25.459 ac 4.18 cfs4.18 cfs Type II 24-hr 100 YR Rainfall=6.46"311-804 - Proposed Printed 12/8/2021Prepared by CEC, Inc. Page 22HydroCAD® 10.10-4b s/n 08169 © 2020 HydroCAD Software Solutions LLC Summary for Subcatchment A-DD: A - DIRECT DISCHARGE Runoff = 3.92 cfs @ 12.07 hrs, Volume= 0.267 af, Depth= 4.96" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-72.00 hrs, dt= 0.05 hrs Type II 24-hr 100 YR Rainfall=6.46" Area (ac) CN Description 0.400 80 >75% Grass cover, Good, HSG D * 0.246 98 Impervious 0.646 87 Weighted Average 0.400 61.92% Pervious Area 0.246 38.08% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 15.3 Direct Entry, Subcatchment A-DD: A - DIRECT DISCHARGE Runoff Hydrograph Time (hours) 727068666462605856545250484644424038363432302826242220181614121086420Flow (cfs)4 3 2 1 0 Type II 24-hr 100 YR Rainfall=6.46" Runoff Area=0.646 ac Runoff Volume=0.267 af Runoff Depth=4.96" Tc=15.3 min CN=87 3.92 cfs Type II 24-hr 100 YR Rainfall=6.46"311-804 - Proposed Printed 12/8/2021Prepared by CEC, Inc. Page 23HydroCAD® 10.10-4b s/n 08169 © 2020 HydroCAD Software Solutions LLC Summary for Subcatchment A-F-TP: A - FUTURE LOTS Runoff = 38.42 cfs @ 11.95 hrs, Volume= 2.050 af, Depth= 5.87" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-72.00 hrs, dt= 0.05 hrs Type II 24-hr 100 YR Rainfall=6.46" Area (ac) CN Description 0.629 80 >75% Grass cover, Good, HSG D 3.562 98 Paved parking, HSG D 4.191 95 Weighted Average 0.629 15.01% Pervious Area 3.562 84.99% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, Subcatchment A-F-TP: A - FUTURE LOTS Runoff Hydrograph Time (hours) 727068666462605856545250484644424038363432302826242220181614121086420Flow (cfs)42 40 38 36 34 32 30 28 26 24 22 20 18 16 14 12 10 8 6 4 2 0 Type II 24-hr 100 YR Rainfall=6.46" Runoff Area=4.191 ac Runoff Volume=2.050 af Runoff Depth=5.87" Tc=5.0 min CN=95 38.42 cfs Type II 24-hr 100 YR Rainfall=6.46"311-804 - Proposed Printed 12/8/2021Prepared by CEC, Inc. Page 24HydroCAD® 10.10-4b s/n 08169 © 2020 HydroCAD Software Solutions LLC Summary for Subcatchment A-TP: A - TO POND Runoff = 144.30 cfs @ 12.04 hrs, Volume= 9.471 af, Depth= 5.64" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-72.00 hrs, dt= 0.05 hrs Type II 24-hr 100 YR Rainfall=6.46" Area (ac) CN Description * 5.633 80 >75% Grass cover, Good, HSG D * 14.529 98 Impervious 20.162 93 Weighted Average 5.633 27.94% Pervious Area 14.529 72.06% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 12.6 Direct Entry, Subcatchment A-TP: A - TO POND Runoff Hydrograph Time (hours) 727068666462605856545250484644424038363432302826242220181614121086420Flow (cfs)160 150 140 130 120 110 100 90 80 70 60 50 40 30 20 10 0 Type II 24-hr 100 YR Rainfall=6.46" Runoff Area=20.162 ac Runoff Volume=9.471 af Runoff Depth=5.64" Tc=12.6 min CN=93 144.30 cfs Type II 24-hr 100 YR Rainfall=6.46"311-804 - Proposed Printed 12/8/2021Prepared by CEC, Inc. Page 25HydroCAD® 10.10-4b s/n 08169 © 2020 HydroCAD Software Solutions LLC Summary for Subcatchment A-TS: A - TO SWALE Runoff = 3.46 cfs @ 11.95 hrs, Volume= 0.165 af, Depth= 4.31" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-72.00 hrs, dt= 0.05 hrs Type II 24-hr 100 YR Rainfall=6.46" Area (ac) CN Description 0.446 80 >75% Grass cover, Good, HSG D 0.014 98 Paved parking, HSG D 0.460 81 Weighted Average 0.446 96.96% Pervious Area 0.014 3.04% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, Subcatchment A-TS: A - TO SWALE Runoff Hydrograph Time (hours) 727068666462605856545250484644424038363432302826242220181614121086420Flow (cfs)3 2 1 0 Type II 24-hr 100 YR Rainfall=6.46" Runoff Area=0.460 ac Runoff Volume=0.165 af Runoff Depth=4.31" Tc=5.0 min CN=81 3.46 cfs Type II 24-hr 100 YR Rainfall=6.46"311-804 - Proposed Printed 12/8/2021Prepared by CEC, Inc. Page 26HydroCAD® 10.10-4b s/n 08169 © 2020 HydroCAD Software Solutions LLC Summary for Pond A-S: A - SWALE Inflow Area = 0.460 ac, 3.04% Impervious, Inflow Depth = 4.31" for 100 YR event Inflow = 3.46 cfs @ 11.95 hrs, Volume= 0.165 af Outflow = 1.24 cfs @ 12.07 hrs, Volume= 0.165 af, Atten= 64%, Lag= 7.1 min Primary = 1.24 cfs @ 12.07 hrs, Volume= 0.165 af Routing by Stor-Ind method, Time Span= 0.00-72.00 hrs, dt= 0.05 hrs Peak Elev= 899.56' @ 12.07 hrs Surf.Area= 1,955 sf Storage= 1,642 cf Plug-Flow detention time= 8.3 min calculated for 0.165 af (100% of inflow) Center-of-Mass det. time= 8.3 min ( 812.9 - 804.6 ) Volume Invert Avail.Storage Storage Description #1 897.60' 6,106 cf Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 897.60 1 0 0 898.00 274 55 55 899.00 1,151 713 767 900.00 2,579 1,865 2,632 901.00 4,369 3,474 6,106 Device Routing Invert Outlet Devices #1 Primary 897.60'12.0" Round Culvert L= 25.0' RCP, sq.cut end projecting, Ke= 0.500 Inlet / Outlet Invert= 897.60' / 897.50' S= 0.0040 '/' Cc= 0.900 n= 0.013, Flow Area= 0.79 sf #2 Device 1 897.60'6.0" Vert. Orifice/Grate C= 0.600 Limited to weir flow at low heads #3 Device 1 899.56'30.0" x 30.0" Horiz. Orifice/Grate C= 0.600 Limited to weir flow at low heads Primary OutFlow Max=1.23 cfs @ 12.07 hrs HW=899.55' (Free Discharge) 1=Culvert (Passes 1.23 cfs of 4.27 cfs potential flow) 2=Orifice/Grate (Orifice Controls 1.23 cfs @ 6.28 fps) 3=Orifice/Grate ( Controls 0.00 cfs) Type II 24-hr 100 YR Rainfall=6.46"311-804 - Proposed Printed 12/8/2021Prepared by CEC, Inc. Page 27HydroCAD® 10.10-4b s/n 08169 © 2020 HydroCAD Software Solutions LLC Pond A-S: A - SWALE Inflow Primary Hydrograph Time (hours) 727068666462605856545250484644424038363432302826242220181614121086420Flow (cfs)3 2 1 0 Inflow Area=0.460 ac Peak Elev=899.56' Storage=1,642 cf 3.46 cfs 1.24 cfs Type II 24-hr 100 YR Rainfall=6.46"311-804 - Proposed Printed 12/8/2021Prepared by CEC, Inc. Page 28HydroCAD® 10.10-4b s/n 08169 © 2020 HydroCAD Software Solutions LLC Summary for Pond A-WP: A - WET POND Inflow Area = 24.353 ac, 74.29% Impervious, Inflow Depth = 5.68" for 100 YR event Inflow = 169.35 cfs @ 12.01 hrs, Volume= 11.521 af Outflow = 2.25 cfs @ 19.64 hrs, Volume= 9.238 af, Atten= 99%, Lag= 458.0 min Primary = 2.25 cfs @ 19.64 hrs, Volume= 9.238 af Routing by Stor-Ind method, Time Span= 0.00-72.00 hrs, dt= 0.05 hrs Peak Elev= 903.09' @ 19.64 hrs Surf.Area= 79,375 sf Storage= 398,077 cf Plug-Flow detention time= 1,578.2 min calculated for 9.232 af (80% of inflow) Center-of-Mass det. time= 1,500.0 min ( 2,270.6 - 770.6 ) Volume Invert Avail.Storage Storage Description #1 897.19' 557,923 cf Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 897.19 56,245 0 0 898.00 59,216 46,762 46,762 899.00 62,974 61,095 107,857 900.00 66,833 64,904 172,760 901.00 70,792 68,813 241,573 902.00 74,852 72,822 314,395 903.00 79,012 76,932 391,327 904.00 83,273 81,143 472,469 905.00 87,635 85,454 557,923 Device Routing Invert Outlet Devices #1 Primary 897.19'15.0" Round Culvert L= 121.0' Ke= 0.500 Inlet / Outlet Invert= 897.19' / 896.82' S= 0.0031 '/' Cc= 0.900 n= 0.013, Flow Area= 1.23 sf #2 Device 1 897.19'6.0" Vert. Orifice/Grate C= 0.600 Limited to weir flow at low heads #3 Device 1 903.10'30.0" x 30.0" Horiz. Orifice/Grate C= 0.600 Limited to weir flow at low heads Primary OutFlow Max=2.25 cfs @ 19.64 hrs HW=903.09' (Free Discharge) 1=Culvert (Passes 2.25 cfs of 10.61 cfs potential flow) 2=Orifice/Grate (Orifice Controls 2.25 cfs @ 11.44 fps) 3=Orifice/Grate ( Controls 0.00 cfs) Type II 24-hr 100 YR Rainfall=6.46"311-804 - Proposed Printed 12/8/2021Prepared by CEC, Inc. Page 29HydroCAD® 10.10-4b s/n 08169 © 2020 HydroCAD Software Solutions LLC Pond A-WP: A - WET POND Inflow Primary Hydrograph Time (hours) 727068666462605856545250484644424038363432302826242220181614121086420Flow (cfs)180 170 160 150 140 130 120 110 100 90 80 70 60 50 40 30 20 10 0 Inflow Area=24.353 ac Peak Elev=903.09' Storage=398,077 cf 169.35 cfs 2.25 cfs Type II 24-hr 100 YR Rainfall=6.46"311-804 - Proposed Printed 12/8/2021Prepared by CEC, Inc. Page 30HydroCAD® 10.10-4b s/n 08169 © 2020 HydroCAD Software Solutions LLC Summary for Link A-SITE: A - TOTAL FROM SITE Inflow Area = 25.459 ac, 72.08% Impervious, Inflow Depth > 4.56" for 100 YR event Inflow = 6.93 cfs @ 12.08 hrs, Volume= 9.670 af Primary = 6.93 cfs @ 12.08 hrs, Volume= 9.670 af, Atten= 0%, Lag= 0.0 min Primary outflow = Inflow, Time Span= 0.00-72.00 hrs, dt= 0.05 hrs Link A-SITE: A - TOTAL FROM SITE Inflow Primary Hydrograph Time (hours) 727068666462605856545250484644424038363432302826242220181614121086420Flow (cfs)7 6 5 4 3 2 1 0 Inflow Area=25.459 ac 6.93 cfs6.93 cfs APPENDIX F WATER QUALITY CALCULATIONS U.S. 421 - M I C H I G A N R O A DMAP LEGEND: DATE:DWG SCALE: DRAWN BY:CHECKED BY:APPROVED BY: PROJECT NO: FIGURE NO.: Proposed Conditions WATER QUALITY MAP 311-8041"=100'DECEMBER 2021 BEE DRAFT DRAFT F-1 REI Investments Altum's Redevelopment 11335 N Michigan Rd Zionsville, IN530 E. Ohio Street, Suite G - Indianapolis, IN 46204 317-655-7777 · 877-746-0749 www.cecinc.com NORTH WQ-1 WQ-1 WQ-2 WQ-2 XC-10 Mechanical BMP XC-9 Mechanical BMP Routing Diagram for 311-804 WQ Model Prepared by CEC, Inc., Printed 12/7/2021 HydroCAD® 10.10-4b s/n 08169 © 2020 HydroCAD Software Solutions LLC Subcat Reach Pond Link 311-804 WQ Model Printed 12/7/2021Prepared by CEC, Inc. Page 2HydroCAD® 10.10-4b s/n 08169 © 2020 HydroCAD Software Solutions LLC Rainfall Events Listing Event# Event Name Storm Type Curve Mode Duration (hours) B/B Depth (inches) AMC 1 WQ Type II 24-hr Default 24.00 1 1.00 2 311-804 WQ Model Printed 12/7/2021Prepared by CEC, Inc. Page 3HydroCAD® 10.10-4b s/n 08169 © 2020 HydroCAD Software Solutions LLC Area Listing (selected nodes) Area (acres) CN Description (subcatchment-numbers) 6.960 98 (WQ-1) 10.040 96 (WQ-2) 17.000 97 TOTAL AREA Multi-Event Tables311-804 WQ Model Printed 12/7/2021Prepared by CEC, Inc. Page 8HydroCAD® 10.10-4b s/n 08169 © 2020 HydroCAD Software Solutions LLC Events for Subcatchment WQ-1: WQ-1 Event Rainfall (inches) Runoff (cfs) Volume (acre-feet) Depth (inches) WQ 1.00 7.78 0.459 0.79 Multi-Event Tables311-804 WQ Model Printed 12/7/2021Prepared by CEC, Inc. Page 9HydroCAD® 10.10-4b s/n 08169 © 2020 HydroCAD Software Solutions LLC Events for Subcatchment WQ-2: WQ-2 Event Rainfall (inches) Runoff (cfs) Volume (acre-feet) Depth (inches) WQ 1.00 8.78 0.527 0.63 Multi-Event Tables311-804 WQ Model Printed 12/7/2021Prepared by CEC, Inc. Page 10HydroCAD® 10.10-4b s/n 08169 © 2020 HydroCAD Software Solutions LLC Events for Reach XC-10: Mechanical BMP Event Inflow (cfs) Outflow (cfs) Elevation (feet) Storage (cubic-feet) WQ 8.78 8.78 0.00 0 Multi-Event Tables311-804 WQ Model Printed 12/7/2021Prepared by CEC, Inc. Page 11HydroCAD® 10.10-4b s/n 08169 © 2020 HydroCAD Software Solutions LLC Events for Reach XC-9: Mechanical BMP Event Inflow (cfs) Outflow (cfs) Elevation (feet) Storage (cubic-feet) WQ 7.78 7.78 0.00 0 Type II 24-hr WQ Rainfall=1.00"311-804 WQ Model Printed 12/7/2021Prepared by CEC, Inc. Page 4HydroCAD® 10.10-4b s/n 08169 © 2020 HydroCAD Software Solutions LLC Summary for Subcatchment WQ-1: WQ-1 Runoff = 7.78 cfs @ 12.01 hrs, Volume= 0.459 af, Depth= 0.79" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-48.00 hrs, dt= 0.05 hrs Type II 24-hr WQ Rainfall=1.00" Area (ac) CN Description * 6.960 98 6.960 100.00% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 10.3 Direct Entry, Subcatchment WQ-1: WQ-1 Runoff Hydrograph Time (hours) 484644424038363432302826242220181614121086420Flow (cfs)8 7 6 5 4 3 2 1 0 Type II 24-hr WQ Rainfall=1.00" Runoff Area=6.960 ac Runoff Volume=0.459 af Runoff Depth=0.79" Tc=10.3 min CN=98 7.78 cfs Type II 24-hr WQ Rainfall=1.00"311-804 WQ Model Printed 12/7/2021Prepared by CEC, Inc. Page 5HydroCAD® 10.10-4b s/n 08169 © 2020 HydroCAD Software Solutions LLC Summary for Subcatchment WQ-2: WQ-2 Runoff = 8.78 cfs @ 12.04 hrs, Volume= 0.527 af, Depth= 0.63" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-48.00 hrs, dt= 0.05 hrs Type II 24-hr WQ Rainfall=1.00" Area (ac) CN Description * 10.040 96 10.040 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 12.4 Direct Entry, Subcatchment WQ-2: WQ-2 Runoff Hydrograph Time (hours) 484644424038363432302826242220181614121086420Flow (cfs)9 8 7 6 5 4 3 2 1 0 Type II 24-hr WQ Rainfall=1.00" Runoff Area=10.040 ac Runoff Volume=0.527 af Runoff Depth=0.63" Tc=12.4 min CN=96 8.78 cfs Type II 24-hr WQ Rainfall=1.00"311-804 WQ Model Printed 12/7/2021Prepared by CEC, Inc. Page 6HydroCAD® 10.10-4b s/n 08169 © 2020 HydroCAD Software Solutions LLC Summary for Reach XC-10: Mechanical BMP Inflow Area = 10.040 ac, 0.00% Impervious, Inflow Depth = 0.63" for WQ event Inflow = 8.78 cfs @ 12.04 hrs, Volume= 0.527 af Outflow = 8.78 cfs @ 12.04 hrs, Volume= 0.527 af, Atten= 0%, Lag= 0.0 min Routing by Dyn-Stor-Ind method, Time Span= 0.00-48.00 hrs, dt= 0.05 hrs Reach XC-10: Mechanical BMP Inflow Outflow Hydrograph Time (hours) 484644424038363432302826242220181614121086420Flow (cfs)9 8 7 6 5 4 3 2 1 0 Inflow Area=10.040 ac 8.78 cfs8.78 cfs Type II 24-hr WQ Rainfall=1.00"311-804 WQ Model Printed 12/7/2021Prepared by CEC, Inc. Page 7HydroCAD® 10.10-4b s/n 08169 © 2020 HydroCAD Software Solutions LLC Summary for Reach XC-9: Mechanical BMP Inflow Area = 6.960 ac,100.00% Impervious, Inflow Depth = 0.79" for WQ event Inflow = 7.78 cfs @ 12.01 hrs, Volume= 0.459 af Outflow = 7.78 cfs @ 12.01 hrs, Volume= 0.459 af, Atten= 0%, Lag= 0.0 min Routing by Dyn-Stor-Ind method, Time Span= 0.00-48.00 hrs, dt= 0.05 hrs Reach XC-9: Mechanical BMP Inflow Outflow Hydrograph Time (hours) 484644424038363432302826242220181614121086420Flow (cfs)8 7 6 5 4 3 2 1 0 Inflow Area=6.960 ac 7.78 cfs7.78 cfs Water Quality Volume Calculations Civil & Environmental Consultants, Inc. By:BEE Project Name:Altum's Redevelopment Date:12/2021 CEC Project No.:311-804 Checked By: Description:Water Quality Calculations Date: DA-1: Wet Pond Volume Requirements Equations Pond Basin Total Area 20.1161 acres Impervious Area 14.529 acres Percent Impervious, I 72.23 % Rv 0.70 WQv Required Area 1.173 ac-ft 51,117 ft3 Wet Pond Volume: ∗∗ 12 0.05 0.009 where: ! # $ ! #!% # $ ! where: water quality volume acre-ft P 1 inch of rainfall ! # $ ! 56 %67 66 6!$ WQ1 Sizing 311804Water Quality Calculations.xlsx Water Quality Volume Calculations Civil & Environmental Consultants, Inc. By:BEE Project Name:Altum's Redevelopment Date:12/2021 CEC Project No.:311-804 Checked By: Description:Water Quality Calculations Date: DA-2: Swale Volume Requirements Equations Swale Basin Total Area 0.46 acres Impervious Area 0.014 acres Percent Impervious, I 3.04 % Rv 0.08 WQv Required Area 0.003 ac-ft 129 ft3 Swale Volume: ∗∗ 12 0.05 0.009 where: ! # $ ! #!% # $ ! where: water quality volume acre-ft P 1 inch of rainfall ! # $ ! 56 %67 66 6!$ WQ2 Sizing 311804Water Quality Calculations.xlsx City of Indianapolis Stormwater Quality Unit (SQU) Selection Guide Pg. 2 12/09/2020 Version 18.1 Manufactured SQU SQU System Model Max Treatment Flow (cfs) Max 10-yr On-Line Flow Rate (cfs) Cleanout Depth (Inches) Hydro International Downstream Defender1 4-ft 1.12 2.95 9 6-ft 2.52 6.63 12 8-ft 4.49 11.81 15 10-ft 7.00 18.40 18 12 ft 10.08 26.51 21 Hydro International First Defense High Capacity1 3-ft 0.85 1.84 9 4-ft 1.5 3.24 9 5-ft 2.35 5.08 9 6-ft 3.38 7.30 9 7-ft 4.60 9.94 9 8-ft 6.00 12.96 9 HydroStorm by Hydroworks, LLC1 HS-3 0.50 1.00 6 HS-4 0.88 1.76 6 HS-5 1.37 2.74 6 HS-6 1.98 3.96 6 HS-7 2.69 5.38 6 HS-8 3.52 7.04 6 HS-9 4.45 8.9 6 HS-10 5.49 10.98 6 HS-11 6.65 13.3 6 HS-12 7.91 15.82 6 AquaShield Aqua-Swirl Xcelerator1 XC-2 0.57 1.16 6 XC-3 1.13 2.30 6 XC-4 1.86 3.79 6 XC-5 2.78 5.66 6 XC-6 3.88 7.90 6 XC-7 5.17 10.52 6 XC-8 6.64 13.51 6 XC-9 8.29 16.87 6 XC-10 10.13 20.62 6 XC-11 12.15 24.73 6 XC-12 14.35 29.20 6 XC-13 15.53 31.60 6 Contech Cascade Separator CS-3 1.02 2.27 9 CS-4 1.80 4.03 9 CS-5 2.81 6.29 9 CS-6 4.05 9.07 9 CS-8 7.20 16.1 9 CS-10 11.3 25.3 9 CS-12 16.2 36.3 9 APPENDIX G EXCERPTS FROM MICHIGAN ROAD/US 421 PROJECT PLANS (BY OTHERS)