The URL can be used to link to this page

Home My WebLink AboutDrainage Report Project: THE EDGE AT CARMEL 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 FEBRUARY 2024 DRAINAGE REPORT Aaron C. Hurt, PE, AICP 02/28/2024 -i- The Edge at Carmel February 2024 TABLE OF CONTENTS 1.0 REPORT OVERVIEW .....................................................................................................1 2.0 PROJECT BACKGROUND.............................................................................................1 2.1 EXISTING CONDITIONS .................................................................................. 1 2.1.1 FEMA Map .................................................................................................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 ..................................................................................................................4 5.0 REFERENCES .........................................................................................................................4 APPENDICES Appendix A – FEMA Map Appendix B – Soils Map Appendix C – Existing & Proposed Drainage Maps Appendix D – Storm Sewer Sizing Calculations Appendix E – Existing HydroCAD Outputs Appendix F – Proposed HydroCAD Outputs Appendix G – Emergency Overflow Calculations Appendix H – Water Quality Calculations Appendix I – Excerpts from Michigan Road/US 421 Construction Documents -1- The Edge at Carmel February 2024 1.0 REPORT OVERVIEW This report addresses the storm water requirements for the proposed The Edge at Carmel project located at 11335 N. Michigan Road. The overall project area is ±22.149 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 I. 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- The Edge at Carmel February 2024 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 2” at an elevation of 897.19 and an 18” x 6” orifice at an elevation of 900.50. The swale orifices sized to detain the runoff were 2” 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 F. The overall drainage area to the wet pond detention system includes 10.838 acres of impervious surface and 5.633 acres of pervious surface and 3.009 acres of future development. 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) = 51.0%  % Pervious (CN=80) = 34.9%  % Future Development (CN=95) = 14.1%  -3- The Edge at Carmel February 2024 The HydroCAD report for the proposed conditions is included in Appendix F. Table 1 Discharge Rate Comparison Peak Runoff Rates (cfs) Proposed Site Area: 21.271 acres Area (Acres) 2-Year (cfs) 10-Year (cfs) 100-Year (cfs) Existing Discharge Rates 21.27 1.98 3.82 8.42 Allowable Discharge Rates* - 2.13 2.13 6.39 Proposed Discharge Rates from Proposed Wet Pond 20.00 0.16 0.19 3.79 Proposed Discharge Rates from Proposed Swale 0.46 0.12 0.14 1.54 Proposed Direct Discharge Rates 0.81 1.18 1.84 3.74 Total Proposed Discharge Rates 21.27 1.38 2.04 5.19 *Proposed 10-year storm to 0.10 cfs/acre; Proposed 10 0-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 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, where the units will be utilized off-line. The calculations are included in Appendix H. Per the City of Carmel Stormwater Manual, the required water quality volume is calculated as follows: WQv = (P)(Rv)(A)(1/12) = (1 in)[0.05 + 0.009(50%)](22.15 acres)(1/12) = 0.923 acre-ft = 40,206 ft3 Detention Pond volume is required to be 3 times the Water Quality Volume. Provided Detention Pond Volume = 391,327 ft3 > 40,206*3 = 120,618 ft3 Required Volume Per detention volume hydrograph, the detention pond will have recovered 187,477 ft3 of its total volume at 48 hours. This indicates the water quality volume would not be detained for more than 48 hours. -4- The Edge at Carmel February 2024 3.1.3 Emergency Overflow In the event outlet devices are clogged or inoperable, an emergency spillway is designed to handle a 100-yr storm event at 125%. See Appendix G for calculations. 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 C/D C/D B/D C C/D C 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 THE 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"=100'02/14/2024 HYC NPJ 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 MAP LEGEND: DATE:DWG SCALE: DRAWN BY:CHECKED BY:APPROVED BY: PROJECT NO: FIGURE NO.: Proposed Conditions DRAINAGE MAP 311-8041"=100'02/27/2024 HYC 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 312.3U.C.WARMINGU.C.MICRO.ICEU.C.REFDWU.S. 421 - M I C H I G A N R O A DLOT 1 3.553 ACRES 463.9309.6' OVERALL PARCEL (22.15 AC) LOT 2 (17.376 AC) BUILDING 2 TYPE IV F.F.E.=907.00 POOLBLOCK A(1.220 AC)BUILDING 1TYPE IIIAF.F.E.=907.00MAP LEGEND: DATE:DWG SCALE: DRAWN BY:CHECKED BY:APPROVED BY: PROJECT NO: FIGURE NO.: Proposed Conditions INLET BASIN MAP 311-8041"= 50'02/14/2024 HYC 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 81.4 ' 205.5' LOT 1 3.553 ACRES DOG PARK 354.1' 120.6' 220. 2' 120.6'58.5' BLOCK A (1.220 A C ) BUILDING 1 0 TYPE I F.F.E.=90 7 . 5 0 BUILDING 7 TYPE IIIA F.F.E.=908.00 BUILDING 9 TYPE IIIA F.F.E.=908.00BUILDING 9 TYPE I F.F.E.=908.00 BUILDING 11 TYPE I F.F.E.=908.00 MAP LEGEND: DATE:DWG SCALE: DRAWN BY:CHECKED BY:APPROVED BY: PROJECT NO: FIGURE NO.: Proposed Conditions INLET BASIN MAP 311-8041"= 50'01/22/2023 HYC 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 U.C.WARMINGU.C.MICRO.ICEU.C.REFDWMAP LEGEND: DATE:DWG SCALE: DRAWN BY:CHECKED BY:APPROVED BY: PROJECT NO: FIGURE NO.: Proposed Conditions INLET BASIN MAP 311-8041"= 50'02/14/2024 HYC 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 6-BAY GARAGE 6-BAY GARAGE 6-BAY GARAGEBUILDING 7 TYPE IIIA F.F.E.=908.006-BAY GARAGEBUILDING 1 0 TYPE I F.F.E.=90 7 . 5 0 POLLINATOR PARK 6-BAY GARAGEBUILDING 8 TYPE V F.F.E.=907.50 BUILDING 7 TYPE IIIA F.F.E.=908.00 BUILDING 9 TYPE IIIA F.F.E.=908.00BUILDING 9 TYPE I F.F.E.=908.00 BUILDING 11 TYPE I F.F.E.=908.00 MAP LEGEND: DATE:DWG SCALE: DRAWN BY:CHECKED BY:APPROVED BY: PROJECT NO: FIGURE NO.: Proposed Conditions INLET BASIN MAP 311-8041"= 50'02/14/2024 HYC 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 APPENDIX D STORM SEWER SIZING CALCULATIONS Weir Flow Computations Civil & Environmental Consultants, Inc. By:BEE Project Name:Altum's Redevelopment Date:12/2021 CEC Project No.:311-804 Checked By: Description:Emergency Overflow Weir Calculations Date: Wet Detention Facility Cw =2.70 L =20 ft Crest Elevation =899.56 ft Freeboard 1.0 ft H Top of Flow Elevation Top of Bank Elevation Q Total Inflow = 3.46 cfs (ft) (ft) (ft) (cfs) x 1.25 =4.33 cfs 0.25 899.81 900.81 6.75 > 4.33 0.50 900.06 901.06 19.09 cfs 0.75 900.31 901.31 35.07 ADEQUATE 1.00 900.56 901.56 54.00 1.25 900.81 901.81 75.47 1.50 901.06 902.06 99.20 1.75 901.31 902.31 125.01 2.00 901.56 902.56 152.74 Cw = Coefficient of weir flow H = Top of Flow Elevation - Crest Elevation L = Weir length (ft) H = Head (ft)Q = CwLH1.5 Q = Flow rate (cfs) Swale Weir Sizing Calculations 311-804 - Emergency Weir Flow Calculation.xlsx Civil & Environmental Consultants, Inc. By:HYC Project Name:Altum's Redevelopment Date:01/15/2024 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" 5,293000 5,293 0.12 0.90 RD-3F1 Roof Pavement Gravel/Stone Lawn Total Total Composite (ft^2)(ft^2)(ft^2)(ft^2)(ft^2)(Acres)"C" 4,188000 4,188 0.10 0.90 RD-5F1 Roof Pavement Gravel/Stone Lawn Total Total Composite (ft^2)(ft^2)(ft^2)(ft^2)(ft^2)(Acres)"C" 5,245000 5,245 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" 5,404000 5,404 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" 5,349000 5,349 0.12 0.90 RD-6F2 Roof Pavement Gravel/Stone Lawn Total Total Composite (ft^2)(ft^2)(ft^2)(ft^2)(ft^2)(Acres)"C" 2,650000 2,650 0.06 0.90 RD-2B Roof Pavement Gravel/Stone Lawn Total Total Composite (ft^2)(ft^2)(ft^2)(ft^2)(ft^2)(Acres)"C" 4,022000 4,022 0.09 0.90 STR 203 Roof Pavement Gravel/Stone Lawn Total Total Composite (ft^2)(ft^2)(ft^2)(ft^2)(ft^2)(Acres)"C"09,6750 2,458 12,133 0.28 0.72 Roof Surfaces= Pervious= Pavement= Gravel/Stone = Civil & Environmental Consultants, Inc. By:HYC Project Name:Altum's Redevelopment Date:01/15/2024 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 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"03,2930 1,009 4,302 0.10 0.70 STR 221 Roof Pavement Gravel/Stone Lawn Total Total Composite (ft^2)(ft^2)(ft^2)(ft^2)(ft^2)(Acres)"C"05,4090 1,780 7,189 0.17 0.69 STR 222 Roof Pavement Gravel/Stone Lawn Total Total Composite (ft^2)(ft^2)(ft^2)(ft^2)(ft^2)(Acres)"C"09,2750 1,900 11,175 0.26 0.74 STR 223 Roof Pavement Gravel/Stone Lawn Total Total Composite (ft^2)(ft^2)(ft^2)(ft^2)(ft^2)(Acres)"C"03,9060 486 4,392 0.10 0.78 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"01,9540 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"03,9750 2,233 6,208 0.14 0.62 Civil & Environmental Consultants, Inc. By:HYC Project Name:Altum's Redevelopment Date:01/15/2024 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 242A Roof Pavement Gravel/Stone Lawn Total Total Composite (ft^2)(ft^2)(ft^2)(ft^2)(ft^2)(Acres)"C"04,3050 1,081 5,387 0.12 0.72 STR 242B Roof Pavement Gravel/Stone Lawn Total Total Composite (ft^2)(ft^2)(ft^2)(ft^2)(ft^2)(Acres)"C"06520 5,150 5,801 0.13 0.27 STR 243 Roof Pavement Gravel/Stone Lawn Total Total Composite (ft^2)(ft^2)(ft^2)(ft^2)(ft^2)(Acres)"C"02,5720 598 3,170 0.07 0.73 STR 244 Roof Pavement Gravel/Stone Lawn Total Total Composite (ft^2)(ft^2)(ft^2)(ft^2)(ft^2)(Acres)"C"02,0400 705 2,745 0.06 0.68 STR 245 Roof Pavement Gravel/Stone Lawn Total Total Composite (ft^2)(ft^2)(ft^2)(ft^2)(ft^2)(Acres)"C"01,6120 7,768 9,380 0.22 0.31 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"04,7220 1,271 5,993 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"06,5230 1,694 8,271 0.19 0.71 Civil & Environmental Consultants, Inc. By:HYC Project Name:Altum's Redevelopment Date:01/15/2024 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 246 Roof Pavement Gravel/Stone Lawn Total Total Composite (ft^2)(ft^2)(ft^2)(ft^2)(ft^2)(Acres)"C"09340 18,610 19,544 0.45 0.23 STR 280 Roof Pavement Gravel/Stone Lawn Total Total Composite (ft^2)(ft^2)(ft^2)(ft^2)(ft^2)(Acres)"C"01,6980 501 2,199 0.05 0.70 STR 281 Roof Pavement Gravel/Stone Lawn Total Total Composite (ft^2)(ft^2)(ft^2)(ft^2)(ft^2)(Acres)"C"01,5330 3,647 5,397 0.12 0.38 STR 282 Roof Pavement Gravel/Stone Lawn Total Total Composite (ft^2)(ft^2)(ft^2)(ft^2)(ft^2)(Acres)"C"01,5330 2,725 4,258 0.10 0.43 STR 303 Roof Pavement Gravel/Stone Lawn Total Total Composite (ft^2)(ft^2)(ft^2)(ft^2)(ft^2)(Acres)"C"01,1760 2,577 3,753 0.09 0.40 STR 304 Roof Pavement Gravel/Stone Lawn Total Total Composite (ft^2)(ft^2)(ft^2)(ft^2)(ft^2)(Acres)"C" 3,955 2,3940 2,791 9,140 0.21 0.67 STR 306 Roof Pavement Gravel/Stone Lawn Total Total Composite (ft^2)(ft^2)(ft^2)(ft^2)(ft^2)(Acres)"C" 3,188 2,6770 3,164 9,029 0.21 0.64 Civil & Environmental Consultants, Inc. By:HYC Project Name:Altum's Redevelopment Date:01/15/2024 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 306A Roof Pavement Gravel/Stone Lawn Total Total Composite (ft^2)(ft^2)(ft^2)(ft^2)(ft^2)(Acres)"C" 3,355 5,1180 1,515 9,988 0.23 0.77 STR 307 Roof Pavement Gravel/Stone Lawn Total Total Composite (ft^2)(ft^2)(ft^2)(ft^2)(ft^2)(Acres)"C" 3,204 1,4410 1,419 6,064 0.14 0.72 STR 307A Roof Pavement Gravel/Stone Lawn Total Total Composite (ft^2)(ft^2)(ft^2)(ft^2)(ft^2)(Acres)"C" 3,634 6,5430 1,414 11,590 0.27 0.79 STR 307B Roof Pavement Gravel/Stone Lawn Total Total Composite (ft^2)(ft^2)(ft^2)(ft^2)(ft^2)(Acres)"C"06080 1,785 2,393 0.05 0.37 STR 308 Roof Pavement Gravel/Stone Lawn Total Total Composite (ft^2)(ft^2)(ft^2)(ft^2)(ft^2)(Acres)"C"03,1070 1,583 4,690 0.11 0.63 STR 308A Roof Pavement Gravel/Stone Lawn Total Total Composite (ft^2)(ft^2)(ft^2)(ft^2)(ft^2)(Acres)"C"02,5230 1,026 3,549 0.08 0.66 STR 320 Roof Pavement Gravel/Stone Lawn Total Total Composite (ft^2)(ft^2)(ft^2)(ft^2)(ft^2)(Acres)"C" 2,903 1,8960 3,589 8,388 0.19 0.59 STR 321 Roof Pavement Gravel/Stone Lawn Total Total Composite (ft^2)(ft^2)(ft^2)(ft^2)(ft^2)(Acres)"C"011,2640 1,016 12,280 0.28 0.80 Civil & Environmental Consultants, Inc. By:HYC Project Name:Altum's Redevelopment Date:01/15/2024 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 321A Roof Pavement Gravel/Stone Lawn Total Total Composite (ft^2)(ft^2)(ft^2)(ft^2)(ft^2)(Acres)"C" 2,671 1200 674 3,464 0.08 0.76 STR 321B Roof Pavement Gravel/Stone Lawn Total Total Composite (ft^2)(ft^2)(ft^2)(ft^2)(ft^2)(Acres)"C" 2,649 2800 607 3,536 0.08 0.78 STR 322 Roof Pavement Gravel/Stone Lawn Total Total Composite (ft^2)(ft^2)(ft^2)(ft^2)(ft^2)(Acres)"C" 4,565 16,2370 2,039 22,841 0.52 0.80 STR 323 Roof Pavement Gravel/Stone Lawn Total Total Composite (ft^2)(ft^2)(ft^2)(ft^2)(ft^2)(Acres)"C"07,5630 4,291 11,583 0.27 0.63 STR 324 Roof Pavement Gravel/Stone Lawn Total Total Composite (ft^2)(ft^2)(ft^2)(ft^2)(ft^2)(Acres)"C"02590 5,119 5,378 0.12 0.23 STR 325 Roof Pavement Gravel/Stone Lawn Total Total Composite (ft^2)(ft^2)(ft^2)(ft^2)(ft^2)(Acres)"C" 5,320 3840 9,173 14,876 0.34 0.47 STR 326 Roof Pavement Gravel/Stone Lawn Total Total Composite (ft^2)(ft^2)(ft^2)(ft^2)(ft^2)(Acres)"C" 5,325 4170 9,315 15,058 0.35 0.47 STR 331 Roof Pavement Gravel/Stone Lawn Total Total Composite (ft^2)(ft^2)(ft^2)(ft^2)(ft^2)(Acres)"C" 3,344 11,4040 3,186 17,934 0.41 0.74 Civil & Environmental Consultants, Inc. By:HYC Project Name:Altum's Redevelopment Date:01/15/2024 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 332 Roof Pavement Gravel/Stone Lawn Total Total Composite (ft^2)(ft^2)(ft^2)(ft^2)(ft^2)(Acres)"C" 10,513 12,5390 1,792 24,843 0.57 0.82 STR 333 Roof Pavement Gravel/Stone Lawn Total Total Composite (ft^2)(ft^2)(ft^2)(ft^2)(ft^2)(Acres)"C" 5,742 310 8,992 14,766 0.34 0.47 STR 400 Roof Pavement Gravel/Stone Lawn Total Total Composite (ft^2)(ft^2)(ft^2)(ft^2)(ft^2)(Acres)"C"04,1040 1,850 5,953 0.14 0.65 STR 400A Roof Pavement Gravel/Stone Lawn Total Total Composite (ft^2)(ft^2)(ft^2)(ft^2)(ft^2)(Acres)"C" 3,966 3,0430 2,518 9,528 0.22 0.70 STR 401 Roof Pavement Gravel/Stone Lawn Total Total Composite (ft^2)(ft^2)(ft^2)(ft^2)(ft^2)(Acres)"C"06,6940 2,756 9,450 0.22 0.66 STR 401A Roof Pavement Gravel/Stone Lawn Total Total Composite (ft^2)(ft^2)(ft^2)(ft^2)(ft^2)(Acres)"C"07,5600 3,761 11,320 0.26 0.63 STR 402 Roof Pavement Gravel/Stone Lawn Total Total Composite (ft^2)(ft^2)(ft^2)(ft^2)(ft^2)(Acres)"C"05,7760 2,608 8,385 0.19 0.65 STR 403 Roof Pavement Gravel/Stone Lawn Total Total Composite (ft^2)(ft^2)(ft^2)(ft^2)(ft^2)(Acres)"C"06,5950 2,426 9,021 0.21 0.68 Civil & Environmental Consultants, Inc. By:HYC Project Name:Altum's Redevelopment Date:01/15/2024 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 403A Roof Pavement Gravel/Stone Lawn Total Total Composite (ft^2)(ft^2)(ft^2)(ft^2)(ft^2)(Acres)"C" 2,651 1810 612 3,444 0.08 0.77 STR 403B Roof Pavement Gravel/Stone Lawn Total Total Composite (ft^2)(ft^2)(ft^2)(ft^2)(ft^2)(Acres)"C" 2,674 380 663 3,375 0.08 0.76 STR 410 Roof Pavement Gravel/Stone Lawn Total Total Composite (ft^2)(ft^2)(ft^2)(ft^2)(ft^2)(Acres)"C"06,2360 242 6,478 0.15 0.83 STR 411 Roof Pavement Gravel/Stone Lawn Total Total Composite (ft^2)(ft^2)(ft^2)(ft^2)(ft^2)(Acres)"C"0002,653 2,653 0.06 0.20 STR 412 Roof Pavement Gravel/Stone Lawn Total Total Composite (ft^2)(ft^2)(ft^2)(ft^2)(ft^2)(Acres)"C" 2,651 1,5850 8,995 13,231 0.30 0.42 STR 413 Roof Pavement Gravel/Stone Lawn Total Total Composite (ft^2)(ft^2)(ft^2)(ft^2)(ft^2)(Acres)"C" 2,595 5220 4,019 7,136 0.16 0.50 STR 420 Roof Pavement Gravel/Stone Lawn Total Total Composite (ft^2)(ft^2)(ft^2)(ft^2)(ft^2)(Acres)"C"0003,009 3,009 0.07 0.20 STR 420A Roof Pavement Gravel/Stone Lawn Total Total Composite (ft^2)(ft^2)(ft^2)(ft^2)(ft^2)(Acres)"C"0008,374 8,374 0.19 0.20 Civil & Environmental Consultants, Inc. By:HYC Project Name:Altum's Redevelopment Date:01/15/2024 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 421 Roof Pavement Gravel/Stone Lawn Total Total Composite (ft^2)(ft^2)(ft^2)(ft^2)(ft^2)(Acres)"C"0007,923 7,923 0.18 0.20 STR 430 Roof Pavement Gravel/Stone Lawn Total Total Composite (ft^2)(ft^2)(ft^2)(ft^2)(ft^2)(Acres)"C"05,5220 2,130 7,652 0.18 0.67 STR 431 Roof Pavement Gravel/Stone Lawn Total Total Composite (ft^2)(ft^2)(ft^2)(ft^2)(ft^2)(Acres)"C"05,4470 152 5,599 0.13 0.83 STR 432 Roof Pavement Gravel/Stone Lawn Total Total Composite (ft^2)(ft^2)(ft^2)(ft^2)(ft^2)(Acres)"C"05,7670 2,547 8,314 0.19 0.65 STR 433 Roof Pavement Gravel/Stone Lawn Total Total Composite (ft^2)(ft^2)(ft^2)(ft^2)(ft^2)(Acres)"C"03,9670 1,371 5,338 0.12 0.68 STR 434 Roof Pavement Gravel/Stone Lawn Total Total Composite (ft^2)(ft^2)(ft^2)(ft^2)(ft^2)(Acres)"C"05,9800 1,668 7,648 0.18 0.71 STR 435 Roof Pavement Gravel/Stone Lawn Total Total Composite (ft^2)(ft^2)(ft^2)(ft^2)(ft^2)(Acres)"C"03,7690 1,045 4,814 0.11 0.71 STR 436 Roof Pavement Gravel/Stone Lawn Total Total Composite (ft^2)(ft^2)(ft^2)(ft^2)(ft^2)(Acres)"C"01,0280 5,450 6,479 0.15 0.30 Civil & Environmental Consultants, Inc. By:HYC Project Name:Altum's Redevelopment Date:01/15/2024 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 440 Roof Pavement Gravel/Stone Lawn Total Total Composite (ft^2)(ft^2)(ft^2)(ft^2)(ft^2)(Acres)"C"02,7060 981 3,687 0.08 0.68 STR 441 Roof Pavement Gravel/Stone Lawn Total Total Composite (ft^2)(ft^2)(ft^2)(ft^2)(ft^2)(Acres)"C"05,97200 5,972 0.14 0.85 STR 441A Roof Pavement Gravel/Stone Lawn Total Total Composite (ft^2)(ft^2)(ft^2)(ft^2)(ft^2)(Acres)"C" 2,65300 757 3,476 0.08 0.73 STR 441B Roof Pavement Gravel/Stone Lawn Total Total Composite (ft^2)(ft^2)(ft^2)(ft^2)(ft^2)(Acres)"C" 1,285 990 757 2,140 0.05 0.65 STR 442 Roof Pavement Gravel/Stone Lawn Total Total Composite (ft^2)(ft^2)(ft^2)(ft^2)(ft^2)(Acres)"C"04,1320 686 4,818 0.11 0.76 STR 443 Roof Pavement Gravel/Stone Lawn Total Total Composite (ft^2)(ft^2)(ft^2)(ft^2)(ft^2)(Acres)"C"08480 4,363 5,211 0.12 0.31 STR 202A Roof Pavement Gravel/Stone Lawn Total Total Composite (ft^2)(ft^2)(ft^2)(ft^2)(ft^2)(Acres)"C"05,9330 2,072 8,005 0.18 0.68 Civil & Environmental Consultants, Inc. By:HYC Project Name:Altum's Redevelopment Date:01/15/2024 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 402A Roof Pavement Gravel/Stone Lawn Total Total Composite (ft^2)(ft^2)(ft^2)(ft^2)(ft^2)(Acres)"C"0630 471 534 0.01 0.28 STR 402B Roof Pavement Gravel/Stone Lawn Total Total Composite (ft^2)(ft^2)(ft^2)(ft^2)(ft^2)(Acres)"C"000530 530 0.01 0.20 STR 402C Roof Pavement Gravel/Stone Lawn Total Total Composite (ft^2)(ft^2)(ft^2)(ft^2)(ft^2)(Acres)"C" 85900 439 1,300 0.03 0.66 STR 404 Roof Pavement Gravel/Stone Lawn Total Total Composite (ft^2)(ft^2)(ft^2)(ft^2)(ft^2)(Acres)"C" 5,03700 2,425 7,462 0.17 0.67 STR 431A Roof Pavement Gravel/Stone Lawn Total Total Composite (ft^2)(ft^2)(ft^2)(ft^2)(ft^2)(Acres)"C"0440 646 691 0.02 0.24 STR 310 Roof Pavement Gravel/Stone Lawn Total Total Composite (ft^2)(ft^2)(ft^2)(ft^2)(ft^2)(Acres)"C" 2,51700 1,953 4,470 0.10 0.59 STR 311 Roof Pavement Gravel/Stone Lawn Total Total Composite (ft^2)(ft^2)(ft^2)(ft^2)(ft^2)(Acres)"C"02410 1,325 1,567 0.04 0.30 STR 311A Roof Pavement Gravel/Stone Lawn Total Total Composite (ft^2)(ft^2)(ft^2)(ft^2)(ft^2)(Acres)"C"04700 856 1,626 0.04 0.35 Civil & Environmental Consultants, Inc. By:HYC Project Name:Altum's Redevelopment Date:01/15/2024 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 311B Roof Pavement Gravel/Stone Lawn Total Total Composite (ft^2)(ft^2)(ft^2)(ft^2)(ft^2)(Acres)"C"0820 545 627 0.01 0.29 STR 311C Roof Pavement Gravel/Stone Lawn Total Total Composite (ft^2)(ft^2)(ft^2)(ft^2)(ft^2)(Acres)"C"07150 4,081 4,797 0.11 0.30 STR 311D Roof Pavement Gravel/Stone Lawn Total Total Composite (ft^2)(ft^2)(ft^2)(ft^2)(ft^2)(Acres)"C" 1,374 1340 931 2,438 0.06 0.63 RD-3B Roof Pavement Gravel/Stone Lawn Total Total Composite (ft^2)(ft^2)(ft^2)(ft^2)(ft^2)(Acres)"C" 1,642000 1,642 0.04 0.90 RD-3B2 Roof Pavement Gravel/Stone Lawn Total Total Composite (ft^2)(ft^2)(ft^2)(ft^2)(ft^2)(Acres)"C" 1,020000 1,020 0.02 0.90 RD-3 Roof Pavement Gravel/Stone Lawn Total Total Composite (ft^2)(ft^2)(ft^2)(ft^2)(ft^2)(Acres)"C" 1,020000 1,020 0.02 0.90 STR 307C Roof Pavement Gravel/Stone Lawn Total Total Composite (ft^2)(ft^2)(ft^2)(ft^2)(ft^2)(Acres)"C"02,30800 2,308 0.05 0.85 Civil & Environmental Consultants, Inc. By:HYC Project Name:Altum's Redevelopment Date:01/15/2024 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 = RF-2R Roof Pavement Gravel/Stone Lawn Total Total Composite (ft^2)(ft^2)(ft^2)(ft^2)(ft^2)(Acres)"C"01,25500 1,255 0.03 0.85 RF-3R Roof Pavement Gravel/Stone Lawn Total Total Composite (ft^2)(ft^2)(ft^2)(ft^2)(ft^2)(Acres)"C"01,25500 1,255 0.03 0.85 RF-8R Roof Pavement Gravel/Stone Lawn Total Total Composite (ft^2)(ft^2)(ft^2)(ft^2)(ft^2)(Acres)"C"01,25500 1,255 0.03 0.85 RF-10R Roof Pavement Gravel/Stone Lawn Total Total Composite (ft^2)(ft^2)(ft^2)(ft^2)(ft^2)(Acres)"C"01,25500 1,255 0.03 0.85 331 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 = 6.12 0.50 2.92 3.63 C= 0.75 A= 0.42 1.93 cfs … 202A=0.75 203= 1.23 220=0.43 221= 0.72 222= 1.18 223= 0.48 240= 0.25 242= 0.53 242A= 0.53 243= 0.31 244= 0.25 260= 0.61 261= 0.83 280= 0.21 303= 0.22 304= 0.86 306= 0.82 306A= 1.08 307= 0.62 307A= 1.31 307C= 0.26 308= 0.42 308A= 0.32 323= 1.04 331= 1.93 400=0.56 400A= 0.94 Q= C x I x A =ADEQUATE 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 P:\310-000\311-804\-Calculations\Drainage\Inlet\311-804 Grate and Inlet Sizing.xlsx312-457 - 2/21/2024 222 Depth Weir Orifice Casting Neenah R-4342 0.00 0.00 0.00 Area 2 ft2 0.05 0.10 1.09 Perimeter 6.0 ft 0.10 0.28 1.55 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 = 6.12 0.50 3.18 3.46 C= 0.74 A= 0.26 1.18 cfs … 222= 1.18 223= 0.48 242B= 0.72 281= 0.28 282= 0.43 310= 0.36 311=0.07 311A=0.09 320=0.69 325=0.98 326=1.01 333=0.98 402A=0.02 410=0.76 413=0.49 420A=0.23 421=0.22 411=0.07 412=0.77 420=0.09 436= 0.28 443= 0.23 431A= 0.03 Sump Grates Ponding Depth Calculation Structure Number Q=CiA GRATE FLOW IN CFS Q= C x I x A =ADEQUATE 0.00 0.50 1.00 1.50 2.00 2.50 3.00 3.50 4.00 0.00 0.20 0.40 0.60Discharge, cfsDepth Over Grate, ft Grate Discharge Weir Orifice P:\310-000\311-804\-Calculations\Drainage\Inlet\311-804 Grate and Inlet Sizing.xlsx312-457 - 2/21/2024 321 Depth Weir Orifice Casting Neenah R-2502 0.00 0.00 0.00 Area 0.9 ft2 0.05 0.10 0.49 Perimeter 6.0 ft 0.10 0.28 0.70 P 3.0 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 = 6.12 0.50 3.18 1.56 C= 0.8 A= 0.28 1.37 cfs … 321= 1.37 401= 0.89 401A= 1.00 403= 0.87 404= 0.70 430= 0.74 431=0.66 432=0.76 433= 0.50 435= 0.48 440= 0.33 442= 0.51 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 0.00 0.20 0.40 0.60Discharge, cfsDepth Over Grate, ft Grate Discharge Weir Orifice P:\310-000\311-804\-Calculations\Drainage\Inlet\311-804 Grate and Inlet Sizing.xlsx312-457 - 2/21/2024 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 = 6.12 0.50 4.19 2.59 C= 0.71 A= 0.18 0.78 cfs … 434= 0.78 441= 0.73 Q=CiA Sump Grates Ponding Depth Calculation Structure Number GRATE FLOW IN CFS Q= C x I x A =ADEQUATE 0.00 0.20 0.40 0.60Discharge, cfsDepth Over Grate, ft Grate Discharge Weir Orifice P:\310-000\311-804\-Calculations\Drainage\Inlet\311-804 Grate and Inlet Sizing.xlsx312-457 - 2/21/2024 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 = 6.12 0.50 3.87 2.25 C= 0.65 A= 0.19 0.76 cfs …Q= C x I x A =ADEQUATE 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 4.50 0.00 0.20 0.40 0.60Discharge, cfsDepth Over Grate, ft Grate Discharge Weir Orifice P:\310-000\311-804\-Calculations\Drainage\Inlet\311-804 Grate and Inlet Sizing.xlsx312-457 - 2/21/2024 332 Depth Weir Orifice Casting Neenah R-3405-D3 0.00 0.00 0.00 Area 3.5 ft2 0.05 0.17 1.91 Perimeter 10.0 ft 0.10 0.47 2.71 P 5 ft 0.15 0.87 3.31 A 1.75 ft2 0.20 1.34 3.83 Q=3.0*P*D^1.5 (Weir) 0.25 1.88 4.28 Q=4.89*A*D^0.5 (Orifice) 0.30 2.46 4.69 0.35 3.11 5.06 0.40 3.79 5.41 0.45 4.53 5.74 i = 6.12 0.50 5.30 6.05 C= 0.83 A= 0.58 2.95 cfs … 322= 2.55 332= 2.95 Structure Number Q=CiA GRATE FLOW IN CFS Q= C x I x A =ADEQUATE Sump Grates Ponding Depth Calculation 0.00 1.00 2.00 3.00 4.00 5.00 6.00 7.00 0.00 0.20 0.40 0.60Discharge, cfsDepth Over Grate, ft Grate Discharge Weir Orifice P:\310-000\311-804\-Calculations\Drainage\Inlet\311-804 Grate and Inlet Sizing.xlsx312-457 - 2/21/2024 306A Depth Weir Orifice Casting Neenah R-3455-C 0.00 0.00 0.00 Area 2.6 ft2 0.05 0.17 1.91 Perimeter 10.0 ft 0.10 0.47 2.71 P 5 ft 0.15 0.87 3.31 A 1.3 ft2 0.20 1.34 3.83 Q=3.0*P*D^1.5 (Weir) 0.25 1.88 4.28 Q=4.89*A*D^0.5 (Orifice) 0.30 2.46 4.69 0.35 3.11 5.06 0.40 3.79 5.41 0.45 4.53 5.74 i = 6.12 0.50 5.30 6.05 C= 0.77 A= 0.23 1.08 cfs … Sump Grates Ponding Depth Calculation Structure Number Q=CiA GRATE FLOW IN CFS Q= C x I x A =ADEQUATE 0.00 1.00 2.00 3.00 4.00 5.00 6.00 7.00 0.00 0.20 0.40 0.60Discharge, cfsDepth Over Grate, ft Grate Discharge Weir Orifice P:\310-000\311-804\-Calculations\Drainage\Inlet\311-804 Grate and Inlet Sizing.xlsx312-457 - 2/21/2024 Gutter Spead Calculation Civil & Environmental Consultants, Inc. By:NPJ Project Name:Altum's Redevelopment Date:10/06/23 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 1.23 0.01 0.0075 11.7 25 1.5 14.8 - 0.12 220 0.43 0.02 0.0065 5.3 12.5 1.5 8.7 16.3 0.11 221 0.72 0.02 0.0065 6.4 12.5 1.5 7.6 16.3 0.13 240 0.25 0.02 0.0075 4.2 12.5 1.5 9.8 19.9 0.08 280 0.21 0.02 0.0075 3.9 12.5 1.5 10.1 - 0.08 242 0.53 0.02 0.01 5.3 25 1.5 21.2 49.0 0.10 242A 0.53 0.02 0.01 5.3 32.5 0.5 27.7 - 0.10 243 0.31 0.01 0.015 6.1 12.5 1.5 7.9 16.7 0.06 244 0.25 0.01 0.025 5.1 12.5 1.5 8.9 16.7 0.05 260 0.61 0.02 0.0125 5.3 15 3 12.7 - 0.11 261 0.83 0.02 0.0125 6.0 15 3 12.0 - 0.12 303 0.22 0.02 0.01 3.8 11 1.5 8.7 14.9 0.08 304 0.86 0.02 0.01 6.3 11 1.5 6.2 14.9 0.13 306 0.82 0.02 0.01 6.2 11 1.5 6.3 11.9 0.12 306A 1.08 0.02 0.01 6.9 11 1.5 5.6 11.9 0.14 307 0.62 0.02 0.01 5.6 11 1.5 6.9 32.0 0.11 307A 1.31 0.02 0.01 7.4 31 1.5 25.1 - 0.15 307C 0.26 0.015 0.008 5.0 21 1.5 17.5 24.4 0.08 308 0.42 0.02 0.015 4.5 11 1.5 8.0 16.5 0.09 308A 0.32 0.02 0.015 4.0 11 1.5 8.5 16.5 0.08 400 0.56 0.02 0.0085 5.5 11 1.5 7.0 12.8 0.11 400A 0.94 0.02 0.0085 6.7 11 1.5 5.8 12.8 0.13 Proposed 311-804 Gutter Spread Calculation.xlsx 10-yr Sizing 10-yr HGL Check Str. 100-105 Str. 101-110 Str. 200-223 Str. 200-245 Str. 200-246 Str. 210 Str. 230 Str. 240-282 Str. 241-261 Str. 242-242B Str. 250 Str. 270 Str. 300-308A Str. 300-311C Str. 300-332 Str. 303-404 Str. 305-333 Str. 306-306A Str. 306-307C Str. 324-326 Str. 400-400A Str. 400-436 Str. 400-443 Str. 401-401A Str. 402-413 Str. 402A-402C Str. 403A-403B Str. 410-421 Str. 420-420A Str. 441A-441B 10-yr Velocity @ Full Flow 3130 Verona Avenue • Buford, Georgia 30518 • (866) 888-8479 / (770) 932-2443 • Fax: (770) 932-2490 Nyloplast ® is a registered trademark of Nyloplast, © 2010 Nyloplast June 2012 Nyloplast Grate Inlet Capacity Charts These charts are based on equations from the USDOT/FAA Advisory Circular pertaining to Surface Drainage Design, AC No: AC150/5320-5C and the USDOT/FHWA Urban Drainage Design Manual, Hydraulic Engineering Circular No. 22, Third Edition, Publication No. FHWA-NHI-10-009. Certain assumptions have been made, and no two installations will necessarily perform the same way. Safety factors should change with site conditions and is left to the discretion of the design engineer. 3130 Verona Avenue • Buford, GA 30518 (866) 888-8479 / (770) 932-2443 • Fax: (770) 932-2490 © Nyloplast Inlet Capacity Charts June 2012 0.00 0.50 1.00 1.50 2.00 2.50 3.00 3.50 4.00 4.50 0.00 0.05 0.10 0.15 0.20 0.25 0.30 0.35 0.40 0.45 0.50 0.55 0.60 0.65 0.70 0.75 0.80 0.85 0.90 0.95 1.00 1.05 1.10Capacity (cfs)Head (ft) Nyloplast 15" Dome Grate Inlet Capacity Chart 15" Nyloplast Structure: 245 = 0.52 cfs 307B = 0.14 cfs 311B = 0.02 cfs 311C = 0.25 cfs 311D = 0.29 cfs 402C = 0.15 cfs 441B = 0.25 cfs 3130 Verona Avenue • Buford, GA 30518 (866) 888-8479 / (770) 932-2443 • Fax: (770) 932-2490 © Nyloplast Inlet Capacity Charts June 2012 0.00 1.00 2.00 3.00 4.00 5.00 6.00 7.00 0.00 0.05 0.10 0.15 0.20 0.25 0.30 0.35 0.40 0.45 0.50 0.55 0.60 0.65 0.70 0.75 0.80 0.85 0.90 0.95 1.00 1.05 1.10Capacity (cfs)Head (ft) Nyloplast 18" Dome Grate Inlet Capacity Chart 18" Nyloplast Structure: 246 = 0.79 cfs 321A = 0.46 cfs 321B = 0.08 cfs 403B = 0.46 cfs 3130 Verona Avenue • Buford, GA 30518 (866) 888-8479 / (770) 932-2443 • Fax: (770) 932-2490 © Nyloplast Inlet Capacity Charts June 2012 0.00 1.00 2.00 3.00 4.00 5.00 6.00 7.00 8.00 9.00 10.00 11.00 0.00 0.05 0.10 0.15 0.20 0.25 0.30 0.35 0.40 0.45 0.50 0.55 0.60 0.65 0.70 0.75 0.80 0.85 0.90 0.95 1.00 1.05 1.10Capacity (cfs)Head (ft) Nyloplast 24" Dome Grate Inlet Capacity Chart 24" Nyloplast Structure: 403A = 0.47 441A = 0.45 Structure No. 245 307B 311B 311C 311D 402C 441B 246 321A 321B 403B 403A 441A Nyloplast Size 15" 15" 15" 15" 15" 15" 15" 18" 18" 18" 18" 24" 24" i = C = 0.31 0.37 0.29 0.30 0.63 0.66 0.65 0.23 0.76 0.78 0.76 0.77 0.73 A (acres) = 0.22 0.05 0.01 0.11 0.06 0.03 0.05 0.45 0.08 0.08 0.08 0.08 0.08 Q* =0.52 0.14 0.02 0.25 0.29 0.15 0.25 0.79 0.46 0.48 0.46 0.47 0.45 7.62 Runoff into structure Q = C*i*A (cfs) APPENDIX E EXISTING HYDROCAD OUTPUTS Existing Conditions Pre-A West Basin Pre-B East Basin E-P East Pond W-P West Pond Routing Diagram for 311-804 - Existing Prepared by CEC Inc, Printed 2/21/2024 HydroCAD® 10.20-4a s/n 01006 © 2023 HydroCAD Software Solutions LLC Subcat Reach Pond Link 311-804 - Existing Printed 2/21/2024Prepared by CEC Inc Page 2HydroCAD® 10.20-4a s/n 01006 © 2023 HydroCAD Software Solutions LLC Area Listing (all nodes) Area (acres) CN Description (subcatchment-numbers) 7.948 61 >75% Grass cover, Good, HSG B (Pre-A, Pre-B) 5.743 74 >75% Grass cover, Good, HSG C (Pre-A, Pre-B) 6.032 98 Impervious (Pre-A, Pre-B) 1.547 98 Water Surface (Pre-A, Pre-B) 21.270 78 TOTAL AREA Multi-Event Tables311-804 - Existing Printed 2/21/2024Prepared by CEC Inc Page 27HydroCAD® 10.20-4a s/n 01006 © 2023 HydroCAD Software Solutions LLC Events for Subcatchment Pre-A: West Basin Event Rainfall (inches) Runoff (cfs) Volume (acre-feet) Depth (inches) 2 YR 2.90 16.73 1.072 1.24 10 YR 3.83 26.97 1.715 1.98 100 YR 6.46 57.90 3.731 4.31 Multi-Event Tables311-804 - Existing Printed 2/21/2024Prepared by CEC Inc Page 28HydroCAD® 10.20-4a s/n 01006 © 2023 HydroCAD Software Solutions LLC Events for Subcatchment Pre-B: East Basin Event Rainfall (inches) Runoff (cfs) Volume (acre-feet) Depth (inches) 2 YR 2.90 15.45 0.812 0.90 10 YR 3.83 27.15 1.395 1.54 100 YR 6.46 64.51 3.331 3.68 Multi-Event Tables311-804 - Existing Printed 2/21/2024Prepared by CEC Inc Page 29HydroCAD® 10.20-4a s/n 01006 © 2023 HydroCAD Software Solutions LLC Events for Pond E-P: East Pond Event Inflow (cfs) Primary (cfs) Elevation (feet) Storage (cubic-feet) 2 YR 16.73 1.17 898.69 24,360 10 YR 26.97 2.31 899.00 39,088 100 YR 57.90 4.07 900.03 91,809 Multi-Event Tables311-804 - Existing Printed 2/21/2024Prepared by CEC Inc Page 30HydroCAD® 10.20-4a s/n 01006 © 2023 HydroCAD Software Solutions LLC Events for Pond W-P: West Pond Event Inflow (cfs) Primary (cfs) Elevation (feet) Storage (cubic-feet) 2 YR 15.65 1.98 895.87 17,783 10 YR 27.71 3.82 896.39 30,599 100 YR 66.93 8.42 898.07 77,421 Type II 24-hr 2 YR Rainfall=2.90"311-804 - Existing Printed 2/21/2024Prepared by CEC Inc Page 3HydroCAD® 10.20-4a s/n 01006 © 2023 HydroCAD Software Solutions LLC Summary for Subcatchment Pre-A: West Basin Runoff = 16.73 cfs @ 12.07 hrs, Volume= 1.072 af, Depth= 1.24" Routed to Pond E-P : East Pond Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-48.00 hrs, dt= 0.05 hrs Type II 24-hr 2 YR Rainfall=2.90" Area (ac) CN Description 3.400 61 >75% Grass cover, Good, HSG B 2.157 74 >75% Grass cover, Good, HSG C * 4.336 98 Impervious * 0.507 98 Water Surface 10.400 81 Weighted Average 5.557 53.43% Pervious Area 4.843 46.57% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.9 100 0.0123 0.28 Sheet Flow, Sheet Flow Cultivated: Residue<=20% n= 0.060 P2= 2.98" 2.0 256 0.0108 2.11 Shallow Concentrated Flow, Shallow Concentrated Flow Paved Kv= 20.3 fps 6.4 196 0.0105 0.51 Shallow Concentrated Flow, Shallow Concentrated Flow Woodland Kv= 5.0 fps 0.1 23 0.2000 3.13 Shallow Concentrated Flow, Shallow Concentrated Flow Short Grass Pasture Kv= 7.0 fps 14.4 575 Total Type II 24-hr 2 YR Rainfall=2.90"311-804 - Existing Printed 2/21/2024Prepared by CEC Inc Page 4HydroCAD® 10.20-4a s/n 01006 © 2023 HydroCAD Software Solutions LLC Subcatchment Pre-A: West Basin Runoff Hydrograph Time (hours) 484644424038363432302826242220181614121086420Flow (cfs)18 17 16 15 14 13 12 11 10 9 8 7 6 5 4 3 2 1 0 Type II 24-hr 2 YR Rainfall=2.90" Runoff Area=10.400 ac Runoff Volume=1.072 af Runoff Depth=1.24" Flow Length=575' Tc=14.4 min CN=81 16.73 cfs Type II 24-hr 2 YR Rainfall=2.90"311-804 - Existing Printed 2/21/2024Prepared by CEC Inc Page 5HydroCAD® 10.20-4a s/n 01006 © 2023 HydroCAD Software Solutions LLC Summary for Subcatchment Pre-B: East Basin Runoff = 15.45 cfs @ 12.00 hrs, Volume= 0.812 af, Depth= 0.90" Routed to Pond W-P : West Pond 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 4.548 61 >75% Grass cover, Good, HSG B 3.586 74 >75% Grass cover, Good, HSG C * 1.696 98 Impervious * 1.040 98 Water Surface 10.870 75 Weighted Average 8.134 74.83% Pervious Area 2.736 25.17% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 3.8 100 0.0364 0.43 Sheet Flow, Sheet Flow Cultivated: Residue<=20% n= 0.060 P2= 2.98" 2.8 250 0.0087 1.50 Shallow Concentrated Flow, Shallow Concentrated Flow Unpaved Kv= 16.1 fps 1.6 439 0.0084 4.50 3.54 Pipe Channel, Pipe Flow 12.0" Round Area= 0.8 sf Perim= 3.1' r= 0.25' n= 0.012 8.2 789 Total Type II 24-hr 2 YR Rainfall=2.90"311-804 - Existing Printed 2/21/2024Prepared by CEC Inc Page 6HydroCAD® 10.20-4a s/n 01006 © 2023 HydroCAD Software Solutions LLC Subcatchment Pre-B: East Basin Runoff Hydrograph Time (hours) 484644424038363432302826242220181614121086420Flow (cfs)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=10.870 ac Runoff Volume=0.812 af Runoff Depth=0.90" Flow Length=789' Tc=8.2 min CN=75 15.45 cfs Type II 24-hr 2 YR Rainfall=2.90"311-804 - Existing Printed 2/21/2024Prepared by CEC Inc Page 7HydroCAD® 10.20-4a s/n 01006 © 2023 HydroCAD Software Solutions LLC Summary for Pond E-P: East Pond Inflow Area = 10.400 ac, 46.57% Impervious, Inflow Depth = 1.24" for 2 YR event Inflow = 16.73 cfs @ 12.07 hrs, Volume= 1.072 af Outflow = 1.17 cfs @ 13.38 hrs, Volume= 1.021 af, Atten= 93%, Lag= 78.9 min Primary = 1.17 cfs @ 13.38 hrs, Volume= 1.021 af Routed to Pond W-P : West Pond Routing by Stor-Ind method, Time Span= 0.00-48.00 hrs, dt= 0.05 hrs Peak Elev= 898.69' @ 13.38 hrs Surf.Area= 47,519 sf Storage= 24,360 cf Plug-Flow detention time= 404.6 min calculated for 1.020 af (95% of inflow) Center-of-Mass det. time= 379.1 min ( 1,228.1 - 849.1 ) Volume Invert Avail.Storage Storage Description #1 898.17' 347,600 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 61,357 207,843 903.00 69,452 66,720 274,563 904.00 76,622 73,037 347,600 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=1.17 cfs @ 13.38 hrs HW=898.69' (Free Discharge) 1=Culvert (Inlet Controls 1.17 cfs @ 2.56 fps) Type II 24-hr 2 YR Rainfall=2.90"311-804 - Existing Printed 2/21/2024Prepared by CEC Inc Page 8HydroCAD® 10.20-4a s/n 01006 © 2023 HydroCAD Software Solutions LLC Pond E-P: East Pond Inflow Primary Hydrograph Time (hours) 484644424038363432302826242220181614121086420Flow (cfs)18 17 16 15 14 13 12 11 10 9 8 7 6 5 4 3 2 1 0 Inflow Area=10.400 ac Peak Elev=898.69' Storage=24,360 cf 12.0" Round Culvert n=0.013 L=121.0' S=0.0108 '/' 16.73 cfs 1.17 cfs Type II 24-hr 2 YR Rainfall=2.90"311-804 - Existing Printed 2/21/2024Prepared by CEC Inc Page 9HydroCAD® 10.20-4a s/n 01006 © 2023 HydroCAD Software Solutions LLC Summary for Pond W-P: West Pond Inflow Area = 21.270 ac, 35.63% Impervious, Inflow Depth > 1.03" for 2 YR event Inflow = 15.65 cfs @ 12.01 hrs, Volume= 1.833 af Outflow = 1.98 cfs @ 13.66 hrs, Volume= 1.738 af, Atten= 87%, Lag= 99.3 min Primary = 1.98 cfs @ 13.66 hrs, Volume= 1.738 af Routed to nonexistent node Out Routing by Stor-Ind method, Time Span= 0.00-48.00 hrs, dt= 0.05 hrs Peak Elev= 895.87' @ 13.66 hrs Surf.Area= 23,895 sf Storage= 17,783 cf Plug-Flow detention time= 220.4 min calculated for 1.736 af (95% of inflow) Center-of-Mass det. time= 155.8 min ( 1,222.5 - 1,066.7 ) Volume Invert Avail.Storage Storage Description #1 895.10' 144,108 cf Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 895.10 22,100 0 0 896.00 24,189 20,830 20,830 897.00 27,215 25,702 46,532 898.00 30,414 28,815 75,347 899.00 34,020 32,217 107,564 900.00 39,068 36,544 144,108 Device Routing Invert Outlet Devices #1 Primary 895.18'15.0" Round Culvert L= 54.0' Ke= 0.500 Inlet / Outlet Invert= 894.80' / 895.18' S= -0.0070 '/' Cc= 0.900 n= 0.013, Flow Area= 1.23 sf Primary OutFlow Max=1.98 cfs @ 13.66 hrs HW=895.87' (Free Discharge) 1=Culvert (Inlet Controls 1.98 cfs @ 2.83 fps) Type II 24-hr 2 YR Rainfall=2.90"311-804 - Existing Printed 2/21/2024Prepared by CEC Inc Page 10HydroCAD® 10.20-4a s/n 01006 © 2023 HydroCAD Software Solutions LLC Pond W-P: West Pond Inflow Primary Hydrograph Time (hours) 484644424038363432302826242220181614121086420Flow (cfs)17 16 15 14 13 12 11 10 9 8 7 6 5 4 3 2 1 0 Inflow Area=21.270 ac Peak Elev=895.87' Storage=17,783 cf 15.0" Round Culvert n=0.013 L=54.0' S=-0.0070 '/' 15.65 cfs 1.98 cfs Type II 24-hr 10 YR Rainfall=3.83"311-804 - Existing Printed 2/21/2024Prepared by CEC Inc Page 11HydroCAD® 10.20-4a s/n 01006 © 2023 HydroCAD Software Solutions LLC Summary for Subcatchment Pre-A: West Basin Runoff = 26.97 cfs @ 12.07 hrs, Volume= 1.715 af, Depth= 1.98" Routed to Pond E-P : East Pond Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-48.00 hrs, dt= 0.05 hrs Type II 24-hr 10 YR Rainfall=3.83" Area (ac) CN Description 3.400 61 >75% Grass cover, Good, HSG B 2.157 74 >75% Grass cover, Good, HSG C * 4.336 98 Impervious * 0.507 98 Water Surface 10.400 81 Weighted Average 5.557 53.43% Pervious Area 4.843 46.57% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.9 100 0.0123 0.28 Sheet Flow, Sheet Flow Cultivated: Residue<=20% n= 0.060 P2= 2.98" 2.0 256 0.0108 2.11 Shallow Concentrated Flow, Shallow Concentrated Flow Paved Kv= 20.3 fps 6.4 196 0.0105 0.51 Shallow Concentrated Flow, Shallow Concentrated Flow Woodland Kv= 5.0 fps 0.1 23 0.2000 3.13 Shallow Concentrated Flow, Shallow Concentrated Flow Short Grass Pasture Kv= 7.0 fps 14.4 575 Total Type II 24-hr 10 YR Rainfall=3.83"311-804 - Existing Printed 2/21/2024Prepared by CEC Inc Page 12HydroCAD® 10.20-4a s/n 01006 © 2023 HydroCAD Software Solutions LLC Subcatchment Pre-A: West Basin Runoff Hydrograph Time (hours) 484644424038363432302826242220181614121086420Flow (cfs)30 28 26 24 22 20 18 16 14 12 10 8 6 4 2 0 Type II 24-hr 10 YR Rainfall=3.83" Runoff Area=10.400 ac Runoff Volume=1.715 af Runoff Depth=1.98" Flow Length=575' Tc=14.4 min CN=81 26.97 cfs Type II 24-hr 10 YR Rainfall=3.83"311-804 - Existing Printed 2/21/2024Prepared by CEC Inc Page 13HydroCAD® 10.20-4a s/n 01006 © 2023 HydroCAD Software Solutions LLC Summary for Subcatchment Pre-B: East Basin Runoff = 27.15 cfs @ 12.00 hrs, Volume= 1.395 af, Depth= 1.54" Routed to Pond W-P : West Pond 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 4.548 61 >75% Grass cover, Good, HSG B 3.586 74 >75% Grass cover, Good, HSG C * 1.696 98 Impervious * 1.040 98 Water Surface 10.870 75 Weighted Average 8.134 74.83% Pervious Area 2.736 25.17% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 3.8 100 0.0364 0.43 Sheet Flow, Sheet Flow Cultivated: Residue<=20% n= 0.060 P2= 2.98" 2.8 250 0.0087 1.50 Shallow Concentrated Flow, Shallow Concentrated Flow Unpaved Kv= 16.1 fps 1.6 439 0.0084 4.50 3.54 Pipe Channel, Pipe Flow 12.0" Round Area= 0.8 sf Perim= 3.1' r= 0.25' n= 0.012 8.2 789 Total Type II 24-hr 10 YR Rainfall=3.83"311-804 - Existing Printed 2/21/2024Prepared by CEC Inc Page 14HydroCAD® 10.20-4a s/n 01006 © 2023 HydroCAD Software Solutions LLC Subcatchment Pre-B: East Basin Runoff Hydrograph Time (hours) 484644424038363432302826242220181614121086420Flow (cfs)30 28 26 24 22 20 18 16 14 12 10 8 6 4 2 0 Type II 24-hr 10 YR Rainfall=3.83" Runoff Area=10.870 ac Runoff Volume=1.395 af Runoff Depth=1.54" Flow Length=789' Tc=8.2 min CN=75 27.15 cfs Type II 24-hr 10 YR Rainfall=3.83"311-804 - Existing Printed 2/21/2024Prepared by CEC Inc Page 15HydroCAD® 10.20-4a s/n 01006 © 2023 HydroCAD Software Solutions LLC Summary for Pond E-P: East Pond Inflow Area = 10.400 ac, 46.57% Impervious, Inflow Depth = 1.98" for 10 YR event Inflow = 26.97 cfs @ 12.07 hrs, Volume= 1.715 af Outflow = 2.31 cfs @ 12.95 hrs, Volume= 1.659 af, Atten= 91%, Lag= 53.1 min Primary = 2.31 cfs @ 12.95 hrs, Volume= 1.659 af Routed to Pond W-P : West Pond Routing by Stor-Ind method, Time Span= 0.00-48.00 hrs, dt= 0.05 hrs Peak Elev= 899.00' @ 12.95 hrs Surf.Area= 48,808 sf Storage= 39,088 cf Plug-Flow detention time= 343.1 min calculated for 1.657 af (97% of inflow) Center-of-Mass det. time= 325.2 min ( 1,160.7 - 835.5 ) Volume Invert Avail.Storage Storage Description #1 898.17' 347,600 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 61,357 207,843 903.00 69,452 66,720 274,563 904.00 76,622 73,037 347,600 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=2.31 cfs @ 12.95 hrs HW=899.00' (Free Discharge) 1=Culvert (Inlet Controls 2.31 cfs @ 3.18 fps) Type II 24-hr 10 YR Rainfall=3.83"311-804 - Existing Printed 2/21/2024Prepared by CEC Inc Page 16HydroCAD® 10.20-4a s/n 01006 © 2023 HydroCAD Software Solutions LLC Pond E-P: East Pond Inflow Primary Hydrograph Time (hours) 484644424038363432302826242220181614121086420Flow (cfs)30 28 26 24 22 20 18 16 14 12 10 8 6 4 2 0 Inflow Area=10.400 ac Peak Elev=899.00' Storage=39,088 cf 12.0" Round Culvert n=0.013 L=121.0' S=0.0108 '/' 26.97 cfs 2.31 cfs Type II 24-hr 10 YR Rainfall=3.83"311-804 - Existing Printed 2/21/2024Prepared by CEC Inc Page 17HydroCAD® 10.20-4a s/n 01006 © 2023 HydroCAD Software Solutions LLC Summary for Pond W-P: West Pond Inflow Area = 21.270 ac, 35.63% Impervious, Inflow Depth > 1.72" for 10 YR event Inflow = 27.71 cfs @ 12.00 hrs, Volume= 3.054 af Outflow = 3.82 cfs @ 13.30 hrs, Volume= 2.957 af, Atten= 86%, Lag= 78.1 min Primary = 3.82 cfs @ 13.30 hrs, Volume= 2.957 af Routed to nonexistent node Out Routing by Stor-Ind method, Time Span= 0.00-48.00 hrs, dt= 0.05 hrs Peak Elev= 896.39' @ 13.30 hrs Surf.Area= 25,382 sf Storage= 30,599 cf Plug-Flow detention time= 173.5 min calculated for 2.954 af (97% of inflow) Center-of-Mass det. time= 131.5 min ( 1,149.0 - 1,017.5 ) Volume Invert Avail.Storage Storage Description #1 895.10' 144,108 cf Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 895.10 22,100 0 0 896.00 24,189 20,830 20,830 897.00 27,215 25,702 46,532 898.00 30,414 28,815 75,347 899.00 34,020 32,217 107,564 900.00 39,068 36,544 144,108 Device Routing Invert Outlet Devices #1 Primary 895.18'15.0" Round Culvert L= 54.0' Ke= 0.500 Inlet / Outlet Invert= 894.80' / 895.18' S= -0.0070 '/' Cc= 0.900 n= 0.013, Flow Area= 1.23 sf Primary OutFlow Max=3.83 cfs @ 13.30 hrs HW=896.39' (Free Discharge) 1=Culvert (Barrel Controls 3.83 cfs @ 3.17 fps) Type II 24-hr 10 YR Rainfall=3.83"311-804 - Existing Printed 2/21/2024Prepared by CEC Inc Page 18HydroCAD® 10.20-4a s/n 01006 © 2023 HydroCAD Software Solutions LLC Pond W-P: West Pond Inflow Primary Hydrograph Time (hours) 484644424038363432302826242220181614121086420Flow (cfs)30 28 26 24 22 20 18 16 14 12 10 8 6 4 2 0 Inflow Area=21.270 ac Peak Elev=896.39' Storage=30,599 cf 15.0" Round Culvert n=0.013 L=54.0' S=-0.0070 '/' 27.71 cfs 3.82 cfs Type II 24-hr 100 YR Rainfall=6.46"311-804 - Existing Printed 2/21/2024Prepared by CEC Inc Page 19HydroCAD® 10.20-4a s/n 01006 © 2023 HydroCAD Software Solutions LLC Summary for Subcatchment Pre-A: West Basin Runoff = 57.90 cfs @ 12.06 hrs, Volume= 3.731 af, Depth= 4.31" Routed to Pond E-P : East Pond Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-48.00 hrs, dt= 0.05 hrs Type II 24-hr 100 YR Rainfall=6.46" Area (ac) CN Description 3.400 61 >75% Grass cover, Good, HSG B 2.157 74 >75% Grass cover, Good, HSG C * 4.336 98 Impervious * 0.507 98 Water Surface 10.400 81 Weighted Average 5.557 53.43% Pervious Area 4.843 46.57% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.9 100 0.0123 0.28 Sheet Flow, Sheet Flow Cultivated: Residue<=20% n= 0.060 P2= 2.98" 2.0 256 0.0108 2.11 Shallow Concentrated Flow, Shallow Concentrated Flow Paved Kv= 20.3 fps 6.4 196 0.0105 0.51 Shallow Concentrated Flow, Shallow Concentrated Flow Woodland Kv= 5.0 fps 0.1 23 0.2000 3.13 Shallow Concentrated Flow, Shallow Concentrated Flow Short Grass Pasture Kv= 7.0 fps 14.4 575 Total Type II 24-hr 100 YR Rainfall=6.46"311-804 - Existing Printed 2/21/2024Prepared by CEC Inc Page 20HydroCAD® 10.20-4a s/n 01006 © 2023 HydroCAD Software Solutions LLC Subcatchment Pre-A: West Basin Runoff Hydrograph Time (hours) 484644424038363432302826242220181614121086420Flow (cfs)60 55 50 45 40 35 30 25 20 15 10 5 0 Type II 24-hr 100 YR Rainfall=6.46" Runoff Area=10.400 ac Runoff Volume=3.731 af Runoff Depth=4.31" Flow Length=575' Tc=14.4 min CN=81 57.90 cfs Type II 24-hr 100 YR Rainfall=6.46"311-804 - Existing Printed 2/21/2024Prepared by CEC Inc Page 21HydroCAD® 10.20-4a s/n 01006 © 2023 HydroCAD Software Solutions LLC Summary for Subcatchment Pre-B: East Basin Runoff = 64.51 cfs @ 12.00 hrs, Volume= 3.331 af, Depth= 3.68" Routed to Pond W-P : West Pond 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 4.548 61 >75% Grass cover, Good, HSG B 3.586 74 >75% Grass cover, Good, HSG C * 1.696 98 Impervious * 1.040 98 Water Surface 10.870 75 Weighted Average 8.134 74.83% Pervious Area 2.736 25.17% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 3.8 100 0.0364 0.43 Sheet Flow, Sheet Flow Cultivated: Residue<=20% n= 0.060 P2= 2.98" 2.8 250 0.0087 1.50 Shallow Concentrated Flow, Shallow Concentrated Flow Unpaved Kv= 16.1 fps 1.6 439 0.0084 4.50 3.54 Pipe Channel, Pipe Flow 12.0" Round Area= 0.8 sf Perim= 3.1' r= 0.25' n= 0.012 8.2 789 Total Type II 24-hr 100 YR Rainfall=6.46"311-804 - Existing Printed 2/21/2024Prepared by CEC Inc Page 22HydroCAD® 10.20-4a s/n 01006 © 2023 HydroCAD Software Solutions LLC Subcatchment Pre-B: East Basin Runoff Hydrograph Time (hours) 484644424038363432302826242220181614121086420Flow (cfs)70 65 60 55 50 45 40 35 30 25 20 15 10 5 0 Type II 24-hr 100 YR Rainfall=6.46" Runoff Area=10.870 ac Runoff Volume=3.331 af Runoff Depth=3.68" Flow Length=789' Tc=8.2 min CN=75 64.51 cfs Type II 24-hr 100 YR Rainfall=6.46"311-804 - Existing Printed 2/21/2024Prepared by CEC Inc Page 23HydroCAD® 10.20-4a s/n 01006 © 2023 HydroCAD Software Solutions LLC Summary for Pond E-P: East Pond Inflow Area = 10.400 ac, 46.57% Impervious, Inflow Depth = 4.31" for 100 YR event Inflow = 57.90 cfs @ 12.06 hrs, Volume= 3.731 af Outflow = 4.07 cfs @ 13.09 hrs, Volume= 3.664 af, Atten= 93%, Lag= 61.7 min Primary = 4.07 cfs @ 13.09 hrs, Volume= 3.664 af Routed to Pond W-P : West Pond Routing by Stor-Ind method, Time Span= 0.00-48.00 hrs, dt= 0.05 hrs Peak Elev= 900.03' @ 13.09 hrs Surf.Area= 53,808 sf Storage= 91,809 cf Plug-Flow detention time= 331.7 min calculated for 3.664 af (98% of inflow) Center-of-Mass det. time= 320.6 min ( 1,134.0 - 813.3 ) Volume Invert Avail.Storage Storage Description #1 898.17' 347,600 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 61,357 207,843 903.00 69,452 66,720 274,563 904.00 76,622 73,037 347,600 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=4.07 cfs @ 13.09 hrs HW=900.03' (Free Discharge) 1=Culvert (Barrel Controls 4.07 cfs @ 5.18 fps) Type II 24-hr 100 YR Rainfall=6.46"311-804 - Existing Printed 2/21/2024Prepared by CEC Inc Page 24HydroCAD® 10.20-4a s/n 01006 © 2023 HydroCAD Software Solutions LLC Pond E-P: East Pond Inflow Primary Hydrograph Time (hours) 484644424038363432302826242220181614121086420Flow (cfs)60 55 50 45 40 35 30 25 20 15 10 5 0 Inflow Area=10.400 ac Peak Elev=900.03' Storage=91,809 cf 12.0" Round Culvert n=0.013 L=121.0' S=0.0108 '/' 57.90 cfs 4.07 cfs Type II 24-hr 100 YR Rainfall=6.46"311-804 - Existing Printed 2/21/2024Prepared by CEC Inc Page 25HydroCAD® 10.20-4a s/n 01006 © 2023 HydroCAD Software Solutions LLC Summary for Pond W-P: West Pond Inflow Area = 21.270 ac, 35.63% Impervious, Inflow Depth > 3.95" for 100 YR event Inflow = 66.93 cfs @ 12.00 hrs, Volume= 6.995 af Outflow = 8.42 cfs @ 12.83 hrs, Volume= 6.890 af, Atten= 87%, Lag= 49.8 min Primary = 8.42 cfs @ 12.83 hrs, Volume= 6.890 af Routed to nonexistent node Out Routing by Stor-Ind method, Time Span= 0.00-48.00 hrs, dt= 0.05 hrs Peak Elev= 898.07' @ 12.83 hrs Surf.Area= 30,659 sf Storage= 77,421 cf Plug-Flow detention time= 155.0 min calculated for 6.890 af (98% of inflow) Center-of-Mass det. time= 133.7 min ( 1,119.1 - 985.4 ) Volume Invert Avail.Storage Storage Description #1 895.10' 144,108 cf Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 895.10 22,100 0 0 896.00 24,189 20,830 20,830 897.00 27,215 25,702 46,532 898.00 30,414 28,815 75,347 899.00 34,020 32,217 107,564 900.00 39,068 36,544 144,108 Device Routing Invert Outlet Devices #1 Primary 895.18'15.0" Round Culvert L= 54.0' Ke= 0.500 Inlet / Outlet Invert= 894.80' / 895.18' S= -0.0070 '/' Cc= 0.900 n= 0.013, Flow Area= 1.23 sf Primary OutFlow Max=8.42 cfs @ 12.83 hrs HW=898.07' (Free Discharge) 1=Culvert (Barrel Controls 8.42 cfs @ 6.86 fps) Type II 24-hr 100 YR Rainfall=6.46"311-804 - Existing Printed 2/21/2024Prepared by CEC Inc Page 26HydroCAD® 10.20-4a s/n 01006 © 2023 HydroCAD Software Solutions LLC Pond W-P: West Pond Inflow Primary Hydrograph Time (hours) 484644424038363432302826242220181614121086420Flow (cfs)70 65 60 55 50 45 40 35 30 25 20 15 10 5 0 Inflow Area=21.270 ac Peak Elev=898.07' Storage=77,421 cf 15.0" Round Culvert n=0.013 L=54.0' S=-0.0070 '/' 66.93 cfs 8.42 cfs APPENDIX F PROPOSED HYDROCAD OUTPUTS Proposed Conditions DD DIRECT DISCHARGE TP TO POND TS TO SWALESSWALE WP WET POND SITE TOTAL SITE Routing Diagram for 311-804 - Proposed Prepared by CEC Inc, Printed 2/27/2024 HydroCAD® 10.20-2g s/n 01006 © 2022 HydroCAD Software Solutions LLC Subcat Reach Pond Link 311-804 - Proposed Printed 2/27/2024Prepared by CEC Inc Page 2HydroCAD® 10.20-2g s/n 01006 © 2022 HydroCAD Software Solutions LLC Area Listing (selected nodes) Area (acres) CN Description (subcatchment-numbers) 7.296 80 >75% Grass cover, Good, HSG D (DD, TP, TS) 3.009 95 Future Lots (TP) 10.953 98 Impervious (DD, TP) 0.014 98 Paved parking, HSG D (TS) 21.272 91 TOTAL AREA Type II 24-hr 2 YR Rainfall=2.90"311-804 - Proposed Printed 2/27/2024Prepared by CEC Inc Page 3HydroCAD® 10.20-2g s/n 01006 © 2022 HydroCAD Software Solutions LLC Summary for Subcatchment DD: DIRECT DISCHARGE Runoff = 1.18 cfs @ 12.10 hrs, Volume= 0.102 af, Depth= 1.50" Routed to Link SITE : TOTAL SITE Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-72.00 hrs, dt= 0.20 hrs Type II 24-hr 2 YR Rainfall=2.90" Area (ac) CN Description 0.597 80 >75% Grass cover, Good, HSG D * 0.214 98 Impervious 0.811 85 Weighted Average 0.597 73.61% Pervious Area 0.214 26.39% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 16.6 100 0.0213 0.10 Sheet Flow, Sheet Flow Grass: Dense n= 0.240 P2= 2.24" 0.5 77 0.0265 2.62 Shallow Concentrated Flow, Shallow Concentrated Flow Unpaved Kv= 16.1 fps 17.1 177 Total Subcatchment DD: DIRECT DISCHARGE Runoff Hydrograph Time (hours) 727068666462605856545250484644424038363432302826242220181614121086420Flow (cfs)10Type II 24-hr 2 YR Rainfall=2.90" Runoff Area=0.811 ac Runoff Volume=0.102 af Runoff Depth=1.50" Flow Length=177' Tc=17.1 min CN=85 1.18 cfs Type II 24-hr 2 YR Rainfall=2.90"311-804 - Proposed Printed 2/27/2024Prepared by CEC Inc Page 4HydroCAD® 10.20-2g s/n 01006 © 2022 HydroCAD Software Solutions LLC Summary for Subcatchment TP: TO POND Runoff = 41.97 cfs @ 12.06 hrs, Volume= 3.445 af, Depth= 2.07" Routed to Pond WP : WET POND Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-72.00 hrs, dt= 0.20 hrs Type II 24-hr 2 YR Rainfall=2.90" Area (ac) CN Description * 6.253 80 >75% Grass cover, Good, HSG D * 10.739 98 Impervious * 3.009 95 Future Lots 20.001 92 Weighted Average 9.262 46.31% Pervious Area 10.739 53.69% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 16.0 Direct Entry, Str.333 to Str.300 (From Hydraflow) Subcatchment TP: TO POND Runoff Hydrograph Time (hours) 727068666462605856545250484644424038363432302826242220181614121086420Flow (cfs)46 44 42 40 38 36 34 32 30 28 26 24 22 20 18 16 14 12 1086420 Type II 24-hr 2 YR Rainfall=2.90" Runoff Area=20.001 ac Runoff Volume=3.445 af Runoff Depth=2.07" Tc=16.0 min CN=92 41.97 cfs Type II 24-hr 2 YR Rainfall=2.90"311-804 - Proposed Printed 2/27/2024Prepared by CEC Inc Page 5HydroCAD® 10.20-2g s/n 01006 © 2022 HydroCAD Software Solutions LLC Summary for Subcatchment TS: TO SWALE Runoff = 0.55 cfs @ 12.13 hrs, Volume= 0.047 af, Depth= 1.24" Routed to Pond S : SWALE Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-72.00 hrs, dt= 0.20 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) 14.0 100 0.0128 0.12 Sheet Flow, Sheet Flow Grass: Short n= 0.150 P2= 2.24" 3.8 418 0.0128 1.82 Shallow Concentrated Flow, Shallow Concentrated Flow Unpaved Kv= 16.1 fps 17.8 518 Total Subcatchment TS: TO SWALE Runoff Hydrograph Time (hours) 727068666462605856545250484644424038363432302826242220181614121086420Flow (cfs)0.6 0.55 0.5 0.45 0.4 0.35 0.3 0.25 0.2 0.15 0.1 0.050 Type II 24-hr 2 YR Rainfall=2.90" Runoff Area=0.460 ac Runoff Volume=0.047 af Runoff Depth=1.24" Flow Length=518' Slope=0.0128 '/' Tc=17.8 min CN=81 0.55 cfs Type II 24-hr 2 YR Rainfall=2.90"311-804 - Proposed Printed 2/27/2024Prepared by CEC Inc Page 6HydroCAD® 10.20-2g s/n 01006 © 2022 HydroCAD Software Solutions LLC Summary for Pond S: SWALE Inflow Area = 0.460 ac, 3.04% Impervious, Inflow Depth = 1.24" for 2 YR event Inflow = 0.55 cfs @ 12.13 hrs, Volume= 0.047 af Outflow = 0.12 cfs @ 12.67 hrs, Volume= 0.047 af, Atten= 78%, Lag= 31.9 min Primary = 0.12 cfs @ 12.67 hrs, Volume= 0.047 af Routed to Link SITE : TOTAL SITE Routing by Stor-Ind method, Time Span= 0.00-72.00 hrs, dt= 0.20 hrs Peak Elev= 898.96' @ 12.67 hrs Surf.Area= 1,112 sf Storage= 717 cf Plug-Flow detention time= 50.4 min calculated for 0.047 af (100% of inflow) Center-of-Mass det. time= 50.2 min ( 902.4 - 852.2 ) 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 1 897.60'2.0" 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=0.12 cfs @ 12.67 hrs HW=898.95' (Free Discharge) 1=Culvert (Passes 0.12 cfs of 2.80 cfs potential flow) 2=Orifice/Grate (Orifice Controls 0.12 cfs @ 5.42 fps) 3=Orifice/Grate ( Controls 0.00 cfs) Type II 24-hr 2 YR Rainfall=2.90"311-804 - Proposed Printed 2/27/2024Prepared by CEC Inc Page 7HydroCAD® 10.20-2g s/n 01006 © 2022 HydroCAD Software Solutions LLC Pond S: SWALE Inflow Primary Hydrograph Time (hours) 727068666462605856545250484644424038363432302826242220181614121086420Flow (cfs)0.6 0.55 0.5 0.45 0.4 0.35 0.3 0.25 0.2 0.15 0.1 0.050 Inflow Area=0.460 ac Peak Elev=898.96' Storage=717 cf 0.55 cfs 0.12 cfs Pond S: SWALE Primary Stage-Discharge Discharge (cfs)6543210Elevation (feet)901 900 899 898 Culvert + Orifice/Grate Orifice/Grate Type II 24-hr 2 YR Rainfall=2.90"311-804 - Proposed Printed 2/27/2024Prepared by CEC Inc Page 8HydroCAD® 10.20-2g s/n 01006 © 2022 HydroCAD Software Solutions LLC Summary for Pond WP: WET POND Inflow Area = 20.001 ac, 53.69% Impervious, Inflow Depth = 2.07" for 2 YR event Inflow = 41.97 cfs @ 12.06 hrs, Volume= 3.445 af Outflow = 0.16 cfs @ 24.37 hrs, Volume= 0.756 af, Atten= 100%, Lag= 738.4 min Primary = 0.16 cfs @ 24.37 hrs, Volume= 0.756 af Routed to Link SITE : TOTAL SITE Routing by Stor-Ind method, Time Span= 0.00-72.00 hrs, dt= 0.20 hrs Peak Elev= 899.55' @ 24.37 hrs Surf.Area= 65,095 sf Storage= 143,049 cf Plug-Flow detention time= 1,838.9 min calculated for 0.756 af (22% of inflow) Center-of-Mass det. time= 1,685.2 min ( 2,492.7 - 807.5 ) 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 1 897.19'2.0" Vert. Orifice/Grate C= 0.600 Limited to weir flow at low heads #3 Device 1 900.50'18.0" W x 6.0" H Vert. Orifice/Grate C= 0.600 Limited to weir flow at low heads Primary OutFlow Max=0.16 cfs @ 24.37 hrs HW=899.55' (Free Discharge) 1=Culvert (Passes 0.16 cfs of 5.76 cfs potential flow) 2=Orifice/Grate (Orifice Controls 0.16 cfs @ 7.26 fps) 3=Orifice/Grate ( Controls 0.00 cfs) Type II 24-hr 2 YR Rainfall=2.90"311-804 - Proposed Printed 2/27/2024Prepared by CEC Inc Page 9HydroCAD® 10.20-2g s/n 01006 © 2022 HydroCAD Software Solutions LLC Pond WP: WET POND Inflow Primary Hydrograph Time (hours) 727068666462605856545250484644424038363432302826242220181614121086420Flow (cfs)46 44 42 40 38 36 34 32 30 28 26 24 22 20 18 16 14 12 1086420 Inflow Area=20.001 ac Peak Elev=899.55' Storage=143,049 cf 41.97 cfs 0.16 cfs Pond WP: WET POND Primary Stage-Discharge Discharge (cfs)543210Elevation (feet)903 902 901 900 899 898 Culvert + Orifice/Grate Orifice/Grate Type II 24-hr 2 YR Rainfall=2.90"311-804 - Proposed Printed 2/27/2024Prepared by CEC Inc Page 10HydroCAD® 10.20-2g s/n 01006 © 2022 HydroCAD Software Solutions LLC Summary for Link SITE: TOTAL SITE Inflow Area = 21.272 ac, 51.56% Impervious, Inflow Depth > 0.51" for 2 YR event Inflow = 1.38 cfs @ 12.12 hrs, Volume= 0.905 af Primary = 1.38 cfs @ 12.12 hrs, Volume= 0.905 af, Atten= 0%, Lag= 0.0 min Primary outflow = Inflow, Time Span= 0.00-72.00 hrs, dt= 0.20 hrs Link SITE: TOTAL SITE Inflow Primary Hydrograph Time (hours) 727068666462605856545250484644424038363432302826242220181614121086420Flow (cfs)10Inflow Area=21.272 ac 1.38 cfs 1.38 cfs Type II 24-hr 10 YR Rainfall=3.83"311-804 - Proposed Printed 2/27/2024Prepared by CEC Inc Page 11HydroCAD® 10.20-2g s/n 01006 © 2022 HydroCAD Software Solutions LLC Summary for Subcatchment DD: DIRECT DISCHARGE Runoff = 1.84 cfs @ 12.09 hrs, Volume= 0.156 af, Depth= 2.31" Routed to Link SITE : TOTAL SITE Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-72.00 hrs, dt= 0.20 hrs Type II 24-hr 10 YR Rainfall=3.83" Area (ac) CN Description 0.597 80 >75% Grass cover, Good, HSG D * 0.214 98 Impervious 0.811 85 Weighted Average 0.597 73.61% Pervious Area 0.214 26.39% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 16.6 100 0.0213 0.10 Sheet Flow, Sheet Flow Grass: Dense n= 0.240 P2= 2.24" 0.5 77 0.0265 2.62 Shallow Concentrated Flow, Shallow Concentrated Flow Unpaved Kv= 16.1 fps 17.1 177 Total Subcatchment DD: DIRECT DISCHARGE Runoff Hydrograph Time (hours) 727068666462605856545250484644424038363432302826242220181614121086420Flow (cfs)210Type II 24-hr 10 YR Rainfall=3.83" Runoff Area=0.811 ac Runoff Volume=0.156 af Runoff Depth=2.31" Flow Length=177' Tc=17.1 min CN=85 1.84 cfs Type II 24-hr 10 YR Rainfall=3.83"311-804 - Proposed Printed 2/27/2024Prepared by CEC Inc Page 12HydroCAD® 10.20-2g s/n 01006 © 2022 HydroCAD Software Solutions LLC Summary for Subcatchment TP: TO POND Runoff = 59.34 cfs @ 12.06 hrs, Volume= 4.923 af, Depth= 2.95" Routed to Pond WP : WET POND Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-72.00 hrs, dt= 0.20 hrs Type II 24-hr 10 YR Rainfall=3.83" Area (ac) CN Description * 6.253 80 >75% Grass cover, Good, HSG D * 10.739 98 Impervious * 3.009 95 Future Lots 20.001 92 Weighted Average 9.262 46.31% Pervious Area 10.739 53.69% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 16.0 Direct Entry, Str.333 to Str.300 (From Hydraflow) Subcatchment TP: TO POND Runoff Hydrograph Time (hours) 727068666462605856545250484644424038363432302826242220181614121086420Flow (cfs)65 60 55 50 45 40 35 30 25 20 15 1050 Type II 24-hr 10 YR Rainfall=3.83" Runoff Area=20.001 ac Runoff Volume=4.923 af Runoff Depth=2.95" Tc=16.0 min CN=92 59.34 cfs Type II 24-hr 10 YR Rainfall=3.83"311-804 - Proposed Printed 2/27/2024Prepared by CEC Inc Page 13HydroCAD® 10.20-2g s/n 01006 © 2022 HydroCAD Software Solutions LLC Summary for Subcatchment TS: TO SWALE Runoff = 0.88 cfs @ 12.12 hrs, Volume= 0.076 af, Depth= 1.98" Routed to Pond S : SWALE Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-72.00 hrs, dt= 0.20 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) 14.0 100 0.0128 0.12 Sheet Flow, Sheet Flow Grass: Short n= 0.150 P2= 2.24" 3.8 418 0.0128 1.82 Shallow Concentrated Flow, Shallow Concentrated Flow Unpaved Kv= 16.1 fps 17.8 518 Total Subcatchment TS: TO SWALE Runoff Hydrograph Time (hours) 727068666462605856545250484644424038363432302826242220181614121086420Flow (cfs)0.95 0.9 0.85 0.8 0.75 0.7 0.65 0.6 0.55 0.5 0.45 0.4 0.35 0.3 0.25 0.2 0.15 0.1 0.050 Type II 24-hr 10 YR Rainfall=3.83" Runoff Area=0.460 ac Runoff Volume=0.076 af Runoff Depth=1.98" Flow Length=518' Slope=0.0128 '/' Tc=17.8 min CN=81 0.88 cfs Type II 24-hr 10 YR Rainfall=3.83"311-804 - Proposed Printed 2/27/2024Prepared by CEC Inc Page 14HydroCAD® 10.20-2g s/n 01006 © 2022 HydroCAD Software Solutions LLC Summary for Pond S: SWALE Inflow Area = 0.460 ac, 3.04% Impervious, Inflow Depth = 1.98" for 10 YR event Inflow = 0.88 cfs @ 12.12 hrs, Volume= 0.076 af Outflow = 0.14 cfs @ 12.81 hrs, Volume= 0.076 af, Atten= 84%, Lag= 41.0 min Primary = 0.14 cfs @ 12.81 hrs, Volume= 0.076 af Routed to Link SITE : TOTAL SITE Routing by Stor-Ind method, Time Span= 0.00-72.00 hrs, dt= 0.20 hrs Peak Elev= 899.40' @ 12.81 hrs Surf.Area= 1,718 sf Storage= 1,337 cf Plug-Flow detention time= 87.0 min calculated for 0.076 af (100% of inflow) Center-of-Mass det. time= 86.8 min ( 925.5 - 838.6 ) 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 1 897.60'2.0" 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=0.14 cfs @ 12.81 hrs HW=899.40' (Free Discharge) 1=Culvert (Passes 0.14 cfs of 3.95 cfs potential flow) 2=Orifice/Grate (Orifice Controls 0.14 cfs @ 6.30 fps) 3=Orifice/Grate ( Controls 0.00 cfs) Type II 24-hr 10 YR Rainfall=3.83"311-804 - Proposed Printed 2/27/2024Prepared by CEC Inc Page 15HydroCAD® 10.20-2g s/n 01006 © 2022 HydroCAD Software Solutions LLC Pond S: SWALE Inflow Primary Hydrograph Time (hours) 727068666462605856545250484644424038363432302826242220181614121086420Flow (cfs)0.95 0.9 0.85 0.8 0.75 0.7 0.65 0.6 0.55 0.5 0.45 0.4 0.35 0.3 0.25 0.2 0.15 0.1 0.050 Inflow Area=0.460 ac Peak Elev=899.40' Storage=1,337 cf 0.88 cfs 0.14 cfs Pond S: SWALE Primary Stage-Discharge Discharge (cfs)6543210Elevation (feet)901 900 899 898 Culvert + Orifice/Grate Orifice/Grate Type II 24-hr 10 YR Rainfall=3.83"311-804 - Proposed Printed 2/27/2024Prepared by CEC Inc Page 16HydroCAD® 10.20-2g s/n 01006 © 2022 HydroCAD Software Solutions LLC Summary for Pond WP: WET POND Inflow Area = 20.001 ac, 53.69% Impervious, Inflow Depth = 2.95" for 10 YR event Inflow = 59.34 cfs @ 12.06 hrs, Volume= 4.923 af Outflow = 0.19 cfs @ 24.39 hrs, Volume= 0.911 af, Atten= 100%, Lag= 739.9 min Primary = 0.19 cfs @ 24.39 hrs, Volume= 0.911 af Routed to Link SITE : TOTAL SITE Routing by Stor-Ind method, Time Span= 0.00-72.00 hrs, dt= 0.20 hrs Peak Elev= 900.49' @ 24.39 hrs Surf.Area= 68,765 sf Storage= 205,853 cf Plug-Flow detention time= 1,869.7 min calculated for 0.911 af (19% of inflow) Center-of-Mass det. time= 1,690.0 min ( 2,487.5 - 797.5 ) 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 1 897.19'2.0" Vert. Orifice/Grate C= 0.600 Limited to weir flow at low heads #3 Device 1 900.50'18.0" W x 6.0" H Vert. Orifice/Grate C= 0.600 Limited to weir flow at low heads Primary OutFlow Max=0.19 cfs @ 24.39 hrs HW=900.49' (Free Discharge) 1=Culvert (Passes 0.19 cfs of 7.37 cfs potential flow) 2=Orifice/Grate (Orifice Controls 0.19 cfs @ 8.63 fps) 3=Orifice/Grate ( Controls 0.00 cfs) Type II 24-hr 10 YR Rainfall=3.83"311-804 - Proposed Printed 2/27/2024Prepared by CEC Inc Page 17HydroCAD® 10.20-2g s/n 01006 © 2022 HydroCAD Software Solutions LLC Pond WP: WET POND Inflow Primary Hydrograph Time (hours) 727068666462605856545250484644424038363432302826242220181614121086420Flow (cfs)65 60 55 50 45 40 35 30 25 20 15 1050 Inflow Area=20.001 ac Peak Elev=900.49' Storage=205,853 cf 59.34 cfs 0.19 cfs Pond WP: WET POND Primary Stage-Discharge Discharge (cfs)543210Elevation (feet)903 902 901 900 899 898 Culvert + Orifice/Grate Orifice/Grate Type II 24-hr 10 YR Rainfall=3.83"311-804 - Proposed Printed 2/27/2024Prepared by CEC Inc Page 18HydroCAD® 10.20-2g s/n 01006 © 2022 HydroCAD Software Solutions LLC Summary for Link SITE: TOTAL SITE Inflow Area = 21.272 ac, 51.56% Impervious, Inflow Depth > 0.64" for 10 YR event Inflow = 2.04 cfs @ 12.10 hrs, Volume= 1.143 af Primary = 2.04 cfs @ 12.10 hrs, Volume= 1.143 af, Atten= 0%, Lag= 0.0 min Primary outflow = Inflow, Time Span= 0.00-72.00 hrs, dt= 0.20 hrs Link SITE: TOTAL SITE Inflow Primary Hydrograph Time (hours) 727068666462605856545250484644424038363432302826242220181614121086420Flow (cfs)210Inflow Area=21.272 ac 2.04 cfs 2.04 cfs Type II 24-hr 100 YR Rainfall=6.46"311-804 - Proposed Printed 2/27/2024Prepared by CEC Inc Page 19HydroCAD® 10.20-2g s/n 01006 © 2022 HydroCAD Software Solutions LLC Summary for Subcatchment DD: DIRECT DISCHARGE Runoff = 3.74 cfs @ 12.08 hrs, Volume= 0.320 af, Depth= 4.74" Routed to Link SITE : TOTAL SITE Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-72.00 hrs, dt= 0.20 hrs Type II 24-hr 100 YR Rainfall=6.46" Area (ac) CN Description 0.597 80 >75% Grass cover, Good, HSG D * 0.214 98 Impervious 0.811 85 Weighted Average 0.597 73.61% Pervious Area 0.214 26.39% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 16.6 100 0.0213 0.10 Sheet Flow, Sheet Flow Grass: Dense n= 0.240 P2= 2.24" 0.5 77 0.0265 2.62 Shallow Concentrated Flow, Shallow Concentrated Flow Unpaved Kv= 16.1 fps 17.1 177 Total Subcatchment DD: DIRECT DISCHARGE Runoff Hydrograph Time (hours) 727068666462605856545250484644424038363432302826242220181614121086420Flow (cfs)43210Type II 24-hr 100 YR Rainfall=6.46" Runoff Area=0.811 ac Runoff Volume=0.320 af Runoff Depth=4.74" Flow Length=177' Tc=17.1 min CN=85 3.74 cfs Type II 24-hr 100 YR Rainfall=6.46"311-804 - Proposed Printed 2/27/2024Prepared by CEC Inc Page 20HydroCAD® 10.20-2g s/n 01006 © 2022 HydroCAD Software Solutions LLC Summary for Subcatchment TP: TO POND Runoff = 107.96 cfs @ 12.05 hrs, Volume= 9.204 af, Depth= 5.52" Routed to Pond WP : WET POND Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-72.00 hrs, dt= 0.20 hrs Type II 24-hr 100 YR Rainfall=6.46" Area (ac) CN Description * 6.253 80 >75% Grass cover, Good, HSG D * 10.739 98 Impervious * 3.009 95 Future Lots 20.001 92 Weighted Average 9.262 46.31% Pervious Area 10.739 53.69% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 16.0 Direct Entry, Str.333 to Str.300 (From Hydraflow) Subcatchment TP: TO POND Runoff Hydrograph Time (hours) 727068666462605856545250484644424038363432302826242220181614121086420Flow (cfs)120 115 110 105 100 95 90 85 80 75 70 65 60 55 50 45 40 35 30 25 20 15 1050 Type II 24-hr 100 YR Rainfall=6.46" Runoff Area=20.001 ac Runoff Volume=9.204 af Runoff Depth=5.52" Tc=16.0 min CN=92 107.96 cfs Type II 24-hr 100 YR Rainfall=6.46"311-804 - Proposed Printed 2/27/2024Prepared by CEC Inc Page 21HydroCAD® 10.20-2g s/n 01006 © 2022 HydroCAD Software Solutions LLC Summary for Subcatchment TS: TO SWALE Runoff = 1.89 cfs @ 12.10 hrs, Volume= 0.165 af, Depth= 4.31" Routed to Pond S : SWALE Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-72.00 hrs, dt= 0.20 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) 14.0 100 0.0128 0.12 Sheet Flow, Sheet Flow Grass: Short n= 0.150 P2= 2.24" 3.8 418 0.0128 1.82 Shallow Concentrated Flow, Shallow Concentrated Flow Unpaved Kv= 16.1 fps 17.8 518 Total Subcatchment TS: TO SWALE Runoff Hydrograph Time (hours) 727068666462605856545250484644424038363432302826242220181614121086420Flow (cfs)210Type II 24-hr 100 YR Rainfall=6.46" Runoff Area=0.460 ac Runoff Volume=0.165 af Runoff Depth=4.31" Flow Length=518' Slope=0.0128 '/' Tc=17.8 min CN=81 1.89 cfs Type II 24-hr 100 YR Rainfall=6.46"311-804 - Proposed Printed 2/27/2024Prepared by CEC Inc Page 22HydroCAD® 10.20-2g s/n 01006 © 2022 HydroCAD Software Solutions LLC Summary for Pond S: SWALE Inflow Area = 0.460 ac, 3.04% Impervious, Inflow Depth = 4.31" for 100 YR event Inflow = 1.89 cfs @ 12.10 hrs, Volume= 0.165 af Outflow = 1.54 cfs @ 12.40 hrs, Volume= 0.165 af, Atten= 18%, Lag= 17.4 min Primary = 1.54 cfs @ 12.40 hrs, Volume= 0.165 af Routed to Link SITE : TOTAL SITE Routing by Stor-Ind method, Time Span= 0.00-72.00 hrs, dt= 0.20 hrs Peak Elev= 899.92' @ 12.39 hrs Surf.Area= 2,467 sf Storage= 2,434 cf Plug-Flow detention time= 112.4 min calculated for 0.165 af (100% of inflow) Center-of-Mass det. time= 112.1 min ( 928.6 - 816.5 ) 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 1 897.60'2.0" 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=1.50 cfs @ 12.40 hrs HW=899.92' (Free Discharge) 1=Culvert (Passes 1.50 cfs of 4.97 cfs potential flow) 2=Orifice/Grate (Orifice Controls 0.16 cfs @ 7.20 fps) 3=Orifice/Grate (Weir Controls 1.35 cfs @ 1.13 fps) Type II 24-hr 100 YR Rainfall=6.46"311-804 - Proposed Printed 2/27/2024Prepared by CEC Inc Page 23HydroCAD® 10.20-2g s/n 01006 © 2022 HydroCAD Software Solutions LLC Pond S: SWALE Inflow Primary Hydrograph Time (hours) 727068666462605856545250484644424038363432302826242220181614121086420Flow (cfs)210Inflow Area=0.460 ac Peak Elev=899.92' Storage=2,434 cf 1.89 cfs 1.54 cfs Pond S: SWALE Primary Stage-Discharge Discharge (cfs)6543210Elevation (feet)901 900 899 898 Culvert + Orifice/Grate Orifice/Grate Type II 24-hr 100 YR Rainfall=6.46"311-804 - Proposed Printed 2/27/2024Prepared by CEC Inc Page 24HydroCAD® 10.20-2g s/n 01006 © 2022 HydroCAD Software Solutions LLC Summary for Pond WP: WET POND Inflow Area = 20.001 ac, 53.69% Impervious, Inflow Depth = 5.52" for 100 YR event Inflow = 107.96 cfs @ 12.05 hrs, Volume= 9.204 af Outflow = 3.79 cfs @ 15.29 hrs, Volume= 4.902 af, Atten= 96%, Lag= 194.3 min Primary = 3.79 cfs @ 15.29 hrs, Volume= 4.902 af Routed to Link SITE : TOTAL SITE Routing by Stor-Ind method, Time Span= 0.00-72.00 hrs, dt= 0.20 hrs Peak Elev= 901.73' @ 15.29 hrs Surf.Area= 73,767 sf Storage= 294,537 cf Plug-Flow detention time= 772.5 min calculated for 4.888 af (53% of inflow) Center-of-Mass det. time= 666.7 min ( 1,447.5 - 780.8 ) 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 1 897.19'2.0" Vert. Orifice/Grate C= 0.600 Limited to weir flow at low heads #3 Device 1 900.50'18.0" W x 6.0" H Vert. Orifice/Grate C= 0.600 Limited to weir flow at low heads Primary OutFlow Max=3.79 cfs @ 15.29 hrs HW=901.73' (Free Discharge) 1=Culvert (Passes 3.79 cfs of 9.07 cfs potential flow) 2=Orifice/Grate (Orifice Controls 0.22 cfs @ 10.17 fps) 3=Orifice/Grate (Orifice Controls 3.57 cfs @ 4.76 fps) Type II 24-hr 100 YR Rainfall=6.46"311-804 - Proposed Printed 2/27/2024Prepared by CEC Inc Page 25HydroCAD® 10.20-2g s/n 01006 © 2022 HydroCAD Software Solutions LLC Pond WP: WET POND Inflow Primary Hydrograph Time (hours) 727068666462605856545250484644424038363432302826242220181614121086420Flow (cfs)120 115 110 105 100 95 90 85 80 75 70 65 60 55 50 45 40 35 30 25 20 15 1050 Inflow Area=20.001 ac Peak Elev=901.73' Storage=294,537 cf 107.96 cfs 3.79 cfs Pond WP: WET POND Primary Stage-Discharge Discharge (cfs)543210Elevation (feet)903 902 901 900 899 898 Culvert + Orifice/Grate Orifice/Grate Type II 24-hr 100 YR Rainfall=6.46"311-804 - Proposed Printed 2/27/2024Prepared by CEC Inc Page 26HydroCAD® 10.20-2g s/n 01006 © 2022 HydroCAD Software Solutions LLC Summary for Link SITE: TOTAL SITE Inflow Area = 21.272 ac, 51.56% Impervious, Inflow Depth > 3.04" for 100 YR event Inflow = 5.19 cfs @ 12.40 hrs, Volume= 5.387 af Primary = 5.19 cfs @ 12.40 hrs, Volume= 5.387 af, Atten= 0%, Lag= 0.0 min Primary outflow = Inflow, Time Span= 0.00-72.00 hrs, dt= 0.20 hrs Link SITE: TOTAL SITE Inflow Primary Hydrograph Time (hours) 727068666462605856545250484644424038363432302826242220181614121086420Flow (cfs)543210Inflow Area=21.272 ac 5.19 cfs 5.19 cfs Multi-Event Tables311-804 - Proposed Printed 2/27/2024Prepared by CEC Inc Page 27HydroCAD® 10.20-2g s/n 01006 © 2022 HydroCAD Software Solutions LLC Events for Subcatchment DD: DIRECT DISCHARGE Event Rainfall (inches) Runoff (cfs) Volume (acre-feet) Depth (inches) 2 YR 2.90 1.18 0.102 1.50 10 YR 3.83 1.84 0.156 2.31 100 YR 6.46 3.74 0.320 4.74 Multi-Event Tables311-804 - Proposed Printed 2/27/2024Prepared by CEC Inc Page 28HydroCAD® 10.20-2g s/n 01006 © 2022 HydroCAD Software Solutions LLC Events for Subcatchment TP: TO POND Event Rainfall (inches) Runoff (cfs) Volume (acre-feet) Depth (inches) 2 YR 2.90 41.97 3.445 2.07 10 YR 3.83 59.34 4.923 2.95 100 YR 6.46 107.96 9.204 5.52 Multi-Event Tables311-804 - Proposed Printed 2/27/2024Prepared by CEC Inc Page 29HydroCAD® 10.20-2g s/n 01006 © 2022 HydroCAD Software Solutions LLC Events for Subcatchment TS: TO SWALE Event Rainfall (inches) Runoff (cfs) Volume (acre-feet) Depth (inches) 2 YR 2.90 0.55 0.047 1.24 10 YR 3.83 0.88 0.076 1.98 100 YR 6.46 1.89 0.165 4.31 Multi-Event Tables311-804 - Proposed Printed 2/27/2024Prepared by CEC Inc Page 30HydroCAD® 10.20-2g s/n 01006 © 2022 HydroCAD Software Solutions LLC Events for Pond S: SWALE Event Inflow (cfs) Primary (cfs) Elevation (feet) Storage (cubic-feet) 2 YR 0.55 0.12 898.96 717 10 YR 0.88 0.14 899.40 1,337 100 YR 1.89 1.54 899.92 2,434 Multi-Event Tables311-804 - Proposed Printed 2/27/2024Prepared by CEC Inc Page 31HydroCAD® 10.20-2g s/n 01006 © 2022 HydroCAD Software Solutions LLC Events for Pond WP: WET POND Event Inflow (cfs) Primary (cfs) Elevation (feet) Storage (cubic-feet) 2 YR 41.97 0.16 899.55 143,049 10 YR 59.34 0.19 900.49 205,853 100 YR 107.96 3.79 901.73 294,537 Multi-Event Tables311-804 - Proposed Printed 2/27/2024Prepared by CEC Inc Page 32HydroCAD® 10.20-2g s/n 01006 © 2022 HydroCAD Software Solutions LLC Events for Link SITE: TOTAL SITE Event Inflow (cfs) Primary (cfs) Elevation (feet) 2 YR 1.38 1.38 0.00 10 YR 2.04 2.04 0.00 100 YR 5.19 5.19 0.00 Type II 24-hr 100 YR Rainfall=6.46"311-804 - Proposed Printed 2/23/2024Prepared by CEC Inc HydroCAD® 10.20-4a s/n 01006 © 2023 HydroCAD Software Solutions LLC Hydrograph for Pond WP: WET POND Time (hours) Inflow (cfs) Storage (cubic-feet) Elevation (feet) Primary (cfs) Outflow-Volume (acre-feet) 0.00 0.00 0 897.19 0.00 0.000 2.00 0.00 0 897.19 0.00 0.000 4.00 0.39 969 897.21 0.00 0.000 6.00 1.05 6,031 897.30 0.02 0.001 8.00 1.77 15,959 897.47 0.05 0.007 10.00 3.61 34,509 897.79 0.08 0.017 12.00 104.73 140,949 899.52 0.16 0.034 14.00 5.35 291,501 901.69 3.71 0.534 16.00 3.16 293,753 901.72 3.77 1.158 18.00 2.38 286,733 901.63 3.59 1.766 20.00 1.75 276,721 901.49 3.31 2.335 22.00 1.56 265,847 901.34 2.96 2.850 24.00 1.42 256,479 901.21 2.62 3.309 26.00 0.00 241,287 901.00 1.88 3.681 28.00 0.00 230,560 900.84 1.17 3.921 30.00 0.00 223,659 900.75 0.78 4.076 32.00 0.00 218,915 900.68 0.55 4.183 34.00 0.00 215,463 900.63 0.41 4.261 36.00 0.00 212,833 900.59 0.32 4.321 38.00 0.00 210,739 900.56 0.26 4.368 40.00 0.00 208,984 900.53 0.23 4.408 42.00 0.00 207,441 900.51 0.20 4.444 44.00 0.00 206,062 900.49 0.19 4.475 46.00 0.00 204,707 900.47 0.19 4.506 48.00 0.00 203,357 900.45 0.19 4.537 50.00 0.00 202,010 900.43 0.19 4.568 52.00 0.00 200,668 900.41 0.19 4.599 54.00 0.00 199,330 900.39 0.19 4.630 56.00 0.00 197,996 900.37 0.18 4.660 58.00 0.00 196,667 900.35 0.18 4.691 60.00 0.00 195,341 900.33 0.18 4.721 62.00 0.00 194,020 900.32 0.18 4.752 64.00 0.00 192,703 900.30 0.18 4.782 66.00 0.00 191,390 900.28 0.18 4.812 68.00 0.00 190,082 900.26 0.18 4.842 70.00 0.00 188,777 900.24 0.18 4.872 72.00 0.00 187,477 900.22 0.18 4.902 APPENDIX G EMERGENCY OVERFLOW CALCULATIONS Weir Flow Computations Civil & Environmental Consultants, Inc. By:NPJ Project Name:The Edge Date:02/27/24 CEC Project No.:311-804 Checked By: Description:Emergency Overflow Weir Calculations Date: Wet PondCw =2.70 L =30 ft Crest Elevation =904.50 ft Total Inflow =107.96 cfs x 1.25 =134.95 cfsCw = Coefficient of weir flow H = Elevation - Crest Elevation L = Weir length (ft) H = Head (ft)Q = Cw LH 1.5 Q = Flow rate (cfs) v= Velocity (ft/s)Q 134.95H 1.41 Top of Flow 905.91 v 2.18 SwaleCw =2.70 L =20 ft Crest Elevation =899.56 ft Total Inflow =1.89 cfs x 1.25 =2.36 cfsCw = Coefficient of weir flow H = Elevation - Crest Elevation L = Weir length (ft) H = Head (ft)Q = Cw LH 1.5 Q = Flow rate (cfs) v= Velocity (ft/s)Q 2.36H 0.12 Top of Flow 899.68 v 0.79 Weir Sizing Calculations 311-804 - Emergency Weir Flow Calculation.xlsx APPENDIX H WATER QUALITY CALCULATIONS U.C .WARMINGU.C .MICRO.ICE U.C.REF DW U.C .WARMINGU.C .MICRO.ICE U.C.REF DW MAP LEGEND: DATE:DWG SCALE: DRAWN BY:CHECKED BY:APPROVED BY: PROJECT NO: FIGURE NO.: Proposed Conditions WATER QUALITY MAP 311-8041"=100'02/22/2024 HYC NPJ 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 Routing Diagram for 311-804 WQ Model Prepared by CEC Inc, Printed 3/23/2024 HydroCAD® 10.20-4a s/n 01006 © 2023 HydroCAD Software Solutions LLC Subcat Reach Pond Link 311-804 WQ Model Printed 3/23/2024Prepared by CEC Inc Page 2HydroCAD® 10.20-4a s/n 01006 © 2023 HydroCAD Software Solutions LLC Area Listing (all nodes) Area (acres) CN Description (subcatchment-numbers) 5.981 97 (WQ-1) 10.531 96 (WQ-2) 16.512 96 TOTAL AREA Type II 24-hr WQ Rainfall=1.00"311-804 WQ Model Printed 3/23/2024Prepared by CEC Inc Page 3HydroCAD® 10.20-4a s/n 01006 © 2023 HydroCAD Software Solutions LLC Summary for Subcatchment WQ-1: WQ-1 Runoff = 5.99 cfs @ 12.02 hrs, Volume= 0.352 af, Depth= 0.71" Routed to nonexistent node XC-9 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 * 5.981 97 5.981 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 11.0 Direct Entry, From Hydraflow Subcatchment WQ-1: WQ-1 Runoff Hydrograph Time (hours) 484644424038363432302826242220181614121086420Flow (cfs)6 5 4 3 2 1 0 Type II 24-hr WQ Rainfall=1.00" Runoff Area=5.981 ac Runoff Volume=0.352 af Runoff Depth=0.71" Tc=11.0 min CN=97 5.99 cfs Type II 24-hr WQ Rainfall=1.00"311-804 WQ Model Printed 3/23/2024Prepared by CEC Inc Page 4HydroCAD® 10.20-4a s/n 01006 © 2023 HydroCAD Software Solutions LLC Summary for Subcatchment WQ-2: WQ-2 Runoff = 8.21 cfs @ 12.08 hrs, Volume= 0.553 af, Depth= 0.63" Routed to nonexistent node XC-10 Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-48.00 hrs, dt= 0.05 hrs Type II 24-hr WQ Rainfall=1.00" Area (ac) CN Description * 10.531 96 10.531 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 16.0 Direct Entry, From Hydraflow 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=10.531 ac Runoff Volume=0.553 af Runoff Depth=0.63" Tc=16.0 min CN=96 8.21 cfs Multi-Event Tables311-804 WQ Model Printed 3/23/2024Prepared by CEC Inc Page 5HydroCAD® 10.20-4a s/n 01006 © 2023 HydroCAD Software Solutions LLC Events for Subcatchment WQ-1: WQ-1 Event Rainfall (inches) Runoff (cfs) Volume (acre-feet) Depth (inches) WQ 1.00 5.99 0.352 0.71 Multi-Event Tables311-804 WQ Model Printed 3/23/2024Prepared by CEC Inc Page 6HydroCAD® 10.20-4a s/n 01006 © 2023 HydroCAD Software Solutions LLC Events for Subcatchment WQ-2: WQ-2 Event Rainfall (inches) Runoff (cfs) Volume (acre-feet) Depth (inches) WQ 1.00 8.21 0.553 0.63 Pipe Flow by Manning's Equation Civil & Environmental Consultants, Inc. Project Name:Altum's Redevelopment By:HYC CEC Project No.:311-804 Date:02/22/24 Description:Water Quality Flow Depth Checked By: D = 2.00 ft n = 0.013 S = 0.0020 ft/ft A = 3.14 ft2 d = 0.71 ft Pw = 6.28 ft f =2.5531 rad Rh =0.50 ft A = 1.00 ft2 Q = 10.14 cfs Pw = 2.55 ft v = 3.23 ft/s Rh =0.39 ft Q = 2.74 cfs v = 2.74 ft/s d = 1.88 ft Q = 5.99 cfs f =5.2766 rad f =3.3530 rad A = 3.06 ft2 A = 1.78 ft2 Pw = 5.28 ft d = 1.10 ft Rh =0.58 ft Pw = 3.35 ft Q = 10.91 cfs Rh =0.53 ft v = 3.57 ft/s v = 3.36 ft/s D = Pipe diameter (ft)Q = (1.49/n)(A)(Rh)2/3(S)1/2 n = Manning's roughness coefficient S = Pipe slope (ft/ft)Rh = A/Pw A = Cross sectional flow area (ft2) Pw = Wetted perimeter (ft)v = Q/A Rh = Hydraulic radius (ft) Q = Flow rate (cfs)A = (0.5)(D/2)2(f - sinf) v = Flow velocity (ft/s) d = Flow depth (ft)Pw = (f)(D/2) f = Central angle (radians) d = (D/2) - [(D/2)(cos(f/2))] Notes: For XC-8 Bypass Lane n source: Full Flow Maximum Flow Input Depth of Flow Input Flow Rate PIPE 311804-Weir Height Calculation.xlsx Pipe Flow by Manning's Equation Civil & Environmental Consultants, Inc. Project Name:Altum's Redevelopment By:HYC CEC Project No.:311-804 Date:02/22/24 Description:Water Quality Flow Depth Checked By: D = 2.00 ft n = 0.013 S = 0.0020 ft/ft A = 3.14 ft2 d = 0.63 ft Pw = 6.28 ft f =2.3836 rad Rh =0.50 ft A = 0.85 ft2 Q = 10.14 cfs Pw = 2.38 ft v = 3.23 ft/s Rh =0.36 ft Q = 2.18 cfs v = 2.57 ft/s d = 1.88 ft Q = 8.21 cfs f =5.2766 rad f =3.8883 rad A = 3.06 ft2 A = 2.28 ft2 Pw = 5.28 ft d = 1.35 ft Rh =0.58 ft Pw = 3.89 ft Q = 10.91 cfs Rh =0.59 ft v = 3.57 ft/s v = 3.59 ft/s D = Pipe diameter (ft)Q = (1.49/n)(A)(Rh)2/3(S)1/2 n = Manning's roughness coefficient S = Pipe slope (ft/ft)Rh = A/Pw A = Cross sectional flow area (ft2) Pw = Wetted perimeter (ft)v = Q/A Rh = Hydraulic radius (ft) Q = Flow rate (cfs)A = (0.5)(D/2)2(f - sinf) v = Flow velocity (ft/s) d = Flow depth (ft)Pw = (f)(D/2) f = Central angle (radians) d = (D/2) - [(D/2)(cos(f/2))] Notes: For XC-9 Bypass Lane n source: Full Flow Maximum Flow Input Depth of Flow Input Flow Rate PIPE 311804-Weir Height Calculation.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-1: Wet Pond Volume Requirements Equations Pond Basin Total Area 20.2 acres Impervious Area 13.01 acres Percent Impervious, I 64.41 % Rv 0.63 WQv Required Area 1.060 ac-ft 46,170 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 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 WQ-1: 5.99 cfs WQ-2: 8.21 cfs WQ-1Total: 5.981 acImpervious: 4.262 ac%Impervious: 71.3%CNwq = 97WQ-2Total: 10.531 acImpervious: 6.805 ac%Impervious: 64.6%CNwq = 96 APPENDIX I EXCERPTS FROM MICHIGAN ROAD/US 421 CONSTRUCTION DOCUMENTS