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HomeMy WebLinkAboutDrainage Report9339 Priority Way West Drive, Suite 100 Indianapol is, Indiana 46240 Telephone 317 844 6777 Facsimil e 317 706 6451 www.cripe.biz PIC: 210114-20000 Drainage Design Report For: Flora PUD on Springmill Road Carmel, Indiana Prepared for: Onyx + East 1828 Central Avenue Indianapolis, IN 46202 August 9, 2022 Revised October 17, 2022 Revised April 18, 2023 Revised May 1, 2023 Revised June 28, 2023 Revised July 21, 2023 Revised August 4, 2023 Certified By: Stev Pierre, P.E. INDIANA PE 11600721 THE DESIGN PROFESSIONAL CERTIFYING THE PLAN ON THIS PROJECT ACKNOWLEDGES THEIR PROFESSIONAL RESPONSIBILITY FOR ENSURING THAT ALL WORK IS CORRECT, ACCURATE, AND COMPLIES WITH ALL APPROPRIATE LAWS, STANDARDS, REGULATIONS, AND ORDINANCES. IF SUCH ERROR AND / PR OMISSION IS FOUND, THE DESIGN PROFESSIONAL ACCEPTS FULL RESPONSIBILITY AND SHALL DETERMINE A SOLUTION THAT COMPLIES WITH ALL APPROPRIATE LAW, STANDARDS, REGULATIONS, AND ORDINANCES. IF SUCH AN ERROR OR OMISSION IS FOUND, THE DEVELOPER IS NOT RELIEVED TO COMPLY WITH ALL APPROPRIATE LAWS, STANDARDS, REGULATIONS, AND ORDINANCES. Page 1 of 417 DRAINAGE DESIGN REPORT FOR FLORA PUD ON SPRING MILL ROAD TABLE OF CONTENTS 1.0 Introduction ......................................................................................................... 3 2.0 Site Narrative ...................................................................................................... 3 2.1 General Description .............................................................................................. 3 2.2 Existing Conditions ............................................................................................... 3 Table 2.2.1 Pre-Developed Drainage Area Summary (On-Site) ................................... 5 Table 2.2.2 Fully Developed ROW Drainage Area Summary (Off-Site) ........................ 5 Table 2.2.3 Allowable Discharge Rates (On-Site and Off-Site ROW Drainage Area) ... 5 2.3 Proposed Conditions ............................................................................................. 6 Table 2.3.1 Post-Developed Drainage Area Summary ................................................. 7 3.0 Hydrologic Methods ........................................................................................... 8 3.1 Rainfall Distribution ............................................................................................... 8 3.2 Software ............................................................................................................... 8 4.0 Pre-Developed Discharge Rates ....................................................................... 9 Table 4.0.1 Pre-Developed Discharge Rates at Outfall at Williams Creek ................... 9 5.0 Post-Developed Drainage Analysis and Detention System ............................ 9 Table 5.0.1 Post-Developed Detention Pond Summary (Single 4.4 -Inch orifice) ...........10 Table 5.0.2 Post-Developed Direct Discharge from Site to Williams Creek Drain .......10 Table 5.0.3 Adjusted Allowable Release Rates ..........................................................11 Table 5.0.4 Waiver Request to Direct Discharge Areas 2S and 3S ............................11 5.1 Detention Capacity Restored ...............................................................................12 5.2 Water Quality Volume – Site and ROW................................................................12 5.3 Sediment Accumulation Capacity.........................................................................12 Table 5.3.1 Sediment Capacity and Permanent Pool Volume ....................................12 5.4 Permanent Pool Aeration .....................................................................................13 5.5 Emergency Spillway .............................................................................................13 Table 5.5.1. Emergency Spillway Analysis Summary ...................................................13 5.6 Swale Capacity Along Spring Mill Road in ROW ..................................................13 Table 5.6.1 Swale Capacity ........................................................................................14 5.7 Driveway Entrance Culvert Capacity ....................................................................14 5.8 Outfall Culvert/Storm Sewer .................................................................................14 6.0 Storm Water Quality Analysis for Proposed BMPs ....................................... 14 Table 6.0.1 Water Quality Analysis for BMP #1 – XC-7 Selected ...............................15 Table 6.0.2 Water Quality Analysis for BMP #2 – XC-10 Selected .............................15 7.0 Comparison of Allowed, Pre- and Post-Development Peak Discharge to Downstream Outfall .......................................................................................... 15 Table 7.0.1 Post and Adjusted Allowable Storm Discharge Rate Comparison ...........15 Table 7.0.2 Direct Discharge and Allowable Discharge Rate Comparison..................16 Table 7.0.3 Pre-Developed and Post Developed Discharge Comparison ...................16 7.1 Design Summary .................................................................................................17 9.0 Storm Sewers and Inlets .................................................................................. 17 10.0 Conclusion ........................................................................................................ 18 Page 2 of 417 1 APPENDICES Appendix A · 100-Year Flood FIRMette · Rainfall Data · Professional Liability Insurance Appendix B · USDA, NCRS Soil Survey Report · Carmel GIS Exhibit Appendix C · Pre-Developed Drainage Exhibit · Weighted CN Calculations · Time of Concentration Calculations · Pre-Developed HydroCAD Analysis Results Appendix D · Post-Developed Drainage Exhibit · Weighted CN Calculations · Time of Concentration Calculations · Post-Developed HydroCAD Analysis Results – 4.4 Inch Orifice · Post-Developed HydroCAD Analysis Results – 4.4 Inch Orifice with Direct Discharge Areas Captured in Pond (Hypothetical) Appendix E · Detention Capacity Restored · Water Quality Volume · Sediment Storage Capacity · Permanent Pool Aeration · Emergency Spillway · Emergency Spillway Max Flow · Spring Mill ROW Swale and Drive Culvert Capacity · Runoff Estimate Swale and Drive Culvert · Drive Culvert Analysis · Outfall Culvert Analysis Appendix F · HydroCAD Water Quality BMP Analysis · Water Quality Volume and CNwq Calculation · 10-Year Storm Runoff to BMPs · Storm Water Quality Unit Selection Guide Page 3 of 417 2 Appendix G · Storm Sewer Basins Exhibit · 10YR Hydraflow Storm Sewer Model Calculations · 100YR Hydraflow Storm Sewer Model Calculations · Neenah Castings - No Clogging · Neenah Castings - 50% Clogged · Neenah Castings – Weir Perimeter (lineal feet) · 10 Year 50% Clogged Gutter Spread · Clear Lane Width at Low Points · 100Year Storm Inlet Ponding Depth Appendix H · References Page 4 of 417 3 1.0 Introduction This report addresses Stormwater Management systems associated with the “Flora PUD on Spring Mill Road” proposed development. The “Flora PUD on Spring Mill Road” project is located northwest of the intersection of Spring Mill Road and I-465 in Carmel, Indiana. The parcel area is 17.42 acres of which 2.49 acres is riparian habitat and jurisdictional waterway which is undevelopable. As such, the remaining area for development is 14.93 acres. Additionally, an accommodation for detention of the fully developed right-of-way along Spring Mill Road has been made. This area is 2.07 acres. The resulting developable drainage area is 17.00 acres. The developed area will capture stormwater runoff via storm sewers and a swale and drive culvert at the entrance along Spring Mill Road to capture ROW runoff and pipe it to a wet pond detention system located in the northwest corner of the site. A control structure in the wet pond is proposed to release runoff at the allowable discharge rates and convey said runoff to the Williams Creek Regulated Drain approximately 210 feet west of the parcel boundary. The proposed improvements will lesson runoff impacts to the riparian habitat, Williams Creek Regulated Drain and surrounding areas. The proposed stormwater systems have been designed in accordance with the current City of Carmel Stormwater Technical Standards Manual (STSM), latest edition. Professional liability insurance for the registered professionals certifying design and construction documents is provided herein. A copy of this certificate in included in Appendix A. 2.0 Site Narrative 2.1 General Description This project includes multiple residential buildings with associated entry drives, parking, sidewalks, a retaining wall, utility service lines, storm water systems, two hydrodynamic water quality BMP’s, and a wet detention pond. The existing zoning designation of the site is PUD – Planned Unit Development – Residential. 2.2 Existing Conditions The undeveloped parcel is currently vacant and heavily forested. The parcel is bordered by Willams Creek to the west, Spring Mill Road to the east, Interstate 465 to the south, and a riparian habitat and jurisdictional waterway to the north (2.49-acres). Existing stormwater systems along Spring Mill Road release stormwater into the riparian habitat/jurisdictional waterway currently in the north-east corner of the site. These existing stormwater facilities are: · A 72-inch CMP culvert that crosses Spring Mill Road carrying stormwater from developed areas to the east of the project site. · A 24-inch RCP storm sewer that carries stormwater from Spring Mill Road via curb inlets. · A Water Quality BMP which treats stormwater prior to discharge via the 24-inch storm sewer. · A concrete lined channel on the west side of Spring Mill Road. Page 5 of 417 4 The 100-year flood plain elevation is at elevation 799. There is approximately 33-feet of vertical relief across the site (elevation 835-802). There are no detention ponds present and the site is a tree covered, grassy field that drains primarily to the north, north-west, south and south-west. There is a stormwater quality BMP that captures runoff from Spring Mill Road prior to discharge in the riparian habitat/jurisdictional waterway. De-foresting operations in the Riparian Habitat have destabilized channel slopes rendering them highly erodible and unstable. Existing soil series groups have been determined from the USDA/NRCS soil survey reports and the City of Carmel GIS resource map. The soil series groups within the parcel are: · CrA – Crosby Silt Loam, 0-2% slopes, hydrologic soil group “C/D”, east portion of site. · HeF – Hennepin Loam, 18-50% slopes, hydrological soils group “C”, south and west portion of site. · MmB2 – Miami Silt Loam, 2-6% slopes, “C”, interior portion of site. · UcfA – Urban land-Crosby Silt Loam Complex, 0-2% slopes, “C/D”, south and east portion of site. Weighted runoff curve numbers, CN, were determined based on these soil series classifications. In cases where a hydrologic soils group has a dual classification, i.e., “C/D”, the more impervious classification “D” was used in hydrologic analysis. The existing site consists primarily of four watersheds that drain to the north, north-east, south, and south-west. All watersheds eventually combine at the Williams Creek regulated drain located west of the site. Since all runoff ultimately discharges to the Williams Creek Regulated Drain, one outfall has been established and analyzed combining the sub-basins to quantify existing stormwater runoff to the Williams Creek Outfall. The areas draining to this outfall, the weighted CNs, and the Tc is listed in table 2.2.1. The CN’s used for the on-site area are consistent with substantial tree cover and grass for the applicable soil series group. Page 6 of 417 5 Table 2.2.1 Pre-Developed Drainage Area Summary (On-Site) Drainage Area Area (acres) HeF (acres) CN=76 MmB2 (acres) CN=76 CrA (acres) CN=82 UcfA (acres) CN=82 Weighted Average CN Tc (min) Area 1 4.18 0 1.14 2.32 0.72 80 - Area 2 2.93 0.39 1.92 0.62 0 77 - Area 3 3.77 0.67 2.89 0.21 0 76 - Area 4 4.06 0.35 3.03 0.68 0 77 - Total Area: 14.93 1.41 8.98 3.82 0.72 78 24.6 Table 2.2.2 Fully Developed ROW Drainage Area Summary (Off-Site) ROW Area (acres) Perv. (acres) CN=80 Imper. (acres) CN=98 Weighted Average CN Tc (min) Grass 1.25 1.25 80 0.0 98 80 - Walks 0.06 0.0 80 0.06 98 98 - Paved 0.76 0.0 80 0.76 98 98 - Total Area: 2.07 1.25 80 0.82 98 87 24.6 Table 2.2.3 Allowable Discharge Rates (On-Site and Off-Site ROW Drainage Area) Drainage Area Factor Q10 Allowed Factor Q100 Allowed (acres) (cfs) (cfs) 17.00 0.1 1.70 0.3 5.10 Page 7 of 417 6 See following Appendices for supporting information: · Appendix A – FEMA flood map. · Appendix B – USDA/NCRS Soil Survey Reports, City of Carmel GIS information. · Appendix C – Pre-developed drainage exhibit, weighted CN calculations, time of concentration calculations. 2.3 Proposed Conditions The proposed project includes single family residential buildings with associated entry drives, parking, sidewalks, a retaining wall, utility service lines, storm water systems, water quality BMPs, and a wet detention pond. The total developed area including off-site fully developed ROW is 17.00 acres which consists of 10.05 acres of impervious area and 6.95 acres of pervious area. The wet detention pond captures and detains 15.52 acres of the developed area. The remaining area, 1.48 acres ultimately drains west to Williams Creek which is a regulated drain as direct discharge. There are unstable slopes due to steep slopes and deforesting operations in the past. Additionally, a 30-foot tree preservation buffer zone has been established and development and grading of these unstable slope regions must be limited. Tree preservation has been discussed with the city and is an important consideration for this project. Therefore, grading of the north and west perimeter is limited. Every attempt to minimize disturbance to this region has been made. The majority of stormwater runoff from the developed site and off-site ROW drains to the wet detention pond. However, some direct discharge occurs in areas along the west property line where there are steep, unstable slopes and tree preservation areas. As such, grading and development of these slopes has been minimized. Removing tree root systems destabilizes slopes and promotes erosion. Damaging root systems may kill trees designated to be preserved. Tree perseveration is an important consideration for the city and efforts have been made to meet this requirement. Runoff leaving the site boundary is discussed in detail below: · Area 1S East to ROW: Approximately 0.25 acres of the developed area drains via a roadside ditch which outlets into the ROW along Spring Mill Road. A swale is proposed along with a driveway cross culvert which captures the runoff and conveys it to a manhole with a bee-hive inlet that also captures runoff. From there it is conveyed by the storm sewer system which outlets into the pond. This area is Detained along with provisions for the Off-Site ROW. · Area 2S at Detention Pond: Approximately 0.16 acres along the top perimeter of the pond will drain as sheet flow to the the Williams Creek Regulated Drain. This area is designated a tree preservation area and is adjacent steep slopes which are unstable. Disturbing or removing tree root systems will further destabilize slopes, so efforts have been made to minimize grading. This area along the top of pond Page 8 of 417 7 bank will sheet flow off-site as Direct Discharge and area 2S has not been counted against the allowable release rate. As such, a waiver is requested. · Area 3S Along West Property Line Mid-Site: Approximately 0.84 acres of the west portion of the site will drain west to Williams Creek Regulated Drain via sheet flow. This area is designated a tree preservation area and is adjacent steep slopes which are unstable. Disturbing or removing tree root systems will further destabilize slopes, so efforts have been made to minimize grading. This area could not be captured due to grading limitations which would affect tree preservation. This area is Direct Discharge 3S and has not been deducted from the allowable release rate. As such, a waiver is being requested. · Area 4S Along the South and West End of Site: Approximately 0.48 acres of the southwest portion of the site will drain southwest to Williams Creek by way of sheet flow and shallow concentrated flow. A retaining wall is proposed along the south property line while minor fill is proposed along the west property line. This area is counted as Direct Discharge 4S and is deducted from the allowable release rates. Table 2.3.1 Post-Developed Drainage Area Summary Area (acres) Pervious (acres) Impervious (acres) Weighted Average CN Tc (min) Site Detained 13.45 4.31 9.14 91 24.7 ROW Detained 2.07 1.16 0.91 88 24.7 Direct Discharge 2S 0.16 0.16 0.00 74 11.9 Direct Discharge 3S 0.84 0.84 0.00 74 11.9 Direct Discharge 4S 0.48 0.48 0.00 74 17.6 Total Area: 17.00 6.95 10.05 - - Detained in Wet Detention Pond Direct Discharge Tree Preservation Area (Not Deducted from Allowable Release Direct Discharge Deducted from Allowable Release Rate Page 9 of 417 8 See the following Appendices for detailed supporting information: · Appendix B – USDA/NRCS Soil Survey Report, City of Carmel GIS data. · Appendix D – Post Developed Drainage Exhibit, Weighted CN Calculations, Time of Concentration Calculations, Adjusted Allowable Release Rates. 3.0 Hydrologic Methods The method used to generate watershed runoff and establish the peak flows that meet City of Carmel requirements is the SCS unit hydrograph method. Factors used with this method are watershed basin areas, the weighted curve number (CN), and the times of concentration (Tc). The weighted curve number and Tc calculations are as follows: · Existing and Proposed Tc and CN calculations for basins with weighted curve numbers and/or Tc numbers greater than 5 minutes are provided in the HydroCAD 10.10-4b model reports and in Appendices C and D. The Rational Method was used to size storm sewer pipes and structures that convey storm water to the outlet nodes at the detention basin or project outfalls. Storm Sewer Calculations can be found in Appendix G. The factors used in these calculations include the storm sewer basins area, (A), the runoff coefficient, (C), and the rainfall intensity for 10 and 100-year Storm, (i). The IDF table from the City of Carmel Stormwater Technical Standards Manual was used in determining the maximum runoff generated. For convenience, these values are included in Appendix A. The runoff coefficient, C, was determined by the location of the site and surface conditions: pervious and impervious areas. 3.1 Rainfall Distribution Detention system models in this report utilize the 24-hour NRCS Type 2 Rainfall Distribution ordinates and rainfall depths, detailed in Table 201-4 of the current City of Carmel Stormwater Technical Standards Manual. See Appendix A for rainfall depths during various storm events. 3.2 Software HydroCAD 10.10-4b, a hydrologic/hydraulic modeling program, was used to determine the peak flows and volumes using the SCS Unit Hydrograph Method. HydroCAD generates an individual hydrograph for each basin. The hydrographs are then added to generate runoff flows for ponds or to specific points of interest. Hydraflow Storm Sewers Extension for AutoCAD Civil 3D has been used to size all onsite storm pipes for the 10-year event peak flows. Hydraflow utilizes a graphical pipe network containing pipe data, inlet characteristics, watershed areas, and rainfall information. The calculations are based on the rational method. Factors involved include Page 10 of 417 9 runoff coefficient (C), time of concentration (Tc) and Area (A). Manning’s ‘n” values were selected per the STSM in Table 303.02. See Appendices C and D for HydroCAD analysis results. See Appendix G for Storm Sewer analysis results. 4.0 Pre-Developed Discharge Rates Stormwater runoff from the undeveloped site was analyzed using HydroCAD during the 2, 10, and 100-year storm events. The site naturally drains via four watersheds to a common outfall which is the Wiliams Creek Regulated Drain. The Outfall location for the greatest time of concentration is in the north-west corner of the site in the Riparian Habitat. Runoff reaching this outfall location begins at the south-east corner of the site, flows north in an existing swale and through the jurisdictional waterway where it leaves the site and enters Williams Creek. The off-site fully developed ROW was included in the runoff calculations. The following table below summarizes the runoff from the pre-developed watershed reaching the outfall: Table 4.0.1 Pre-Developed Discharge Rates at Outfall at Williams Creek Location Area (acres) Tc (min) Weighted CN 2-Year Peak Runoff (cfs) 10-Year Peak Runoff (cfs) 100-Year Peak Runoff (cfs) On-Site 14.93 24.7 78 12.33 25.29 58.12 Off-Site ROW 2.07 24.7 87 2.92 5.00 9.80 Totals: 17.00 24.7 - 15.25 30.29 67.92 See Appendix C for weighted CN and Tc calculations, the pre-developed drainage exhibit, and HydroCAD runoff calculations. 5.0 Post-Developed Drainage Analysis and Detention System The post-developed drainage analysis is based on proposed site conditions described earlier in this report. The proposed wet detention pond is located in the north-east quadrant of the site outside the boundary of the Riparian Habitat and tree protection areas. The wet detention pond normal pool elevation is 816.00 and the top of bank is 823.00. The emergency spillway invert elevation is set at elevation 821.90 Given this spillway invert elevation the pond provides a storage capacity of 6.68 acre-ft. The detention pond is benched with 4:1 side slopes above the normal pool. The permanent pool is 9.5 feet deep and has a volume of 4.96 acre-feet. The pond was modeled in HydroCAD (See Node 1P in HydroCAD reports). Allowable discharge rates from the developed site per the City of Carmel Stormwater Technical Page 11 of 417 10 Standards Manual are 0.1 cfs/acres during the 10-year storm event and 0.3 cfs/acre during the 100-year storm event and were previously determined in Table 2.2.3. These allowable discharge rates are reduced to account for direct discharge from area 4S on the site. For areas 2S and 3S, a waiver to direct discharge to Williams Creek Regulated Drain is requested. These areas cannot be captured due to “tree preservation” areas and unstable slopes. That said, the pond has been sized for the entire 17.00-acre site inclusive of Springmill Road ROW and 2S, 3S, 4S and meets the allowable release rates for the developed site. The control structure in the wet detention pond consists of a 15-inch RCP culvert, a 4.4 inch orifice, a 24” by 6” weir/orifice, and an open grate on top of the structure. Table 5.0.1 below is a summary of HydroCAD analysis results. It shows the detained release rate from the pond during select storm events for areas 1S and 1R which total 15.52 acres: Table 5.0.1 Post-Developed Detention Pond Summary (Single 4.4 -Inch orifice) Storm Event Tc (min) CN (Site/ROW) Q (cfs) Storage Volume (cft) PE (feet) 2-Year 24.7 91/88 0.65 71,621 817.58 10-Year 24.7 91/88 0.86 122,540 818.70 100-Year 24.7 91/88 2.38 226,824 820.85 Table 5.0.2 Post-Developed Direct Discharge from Site to Williams Creek Drain Area Tc (min) CN Q2 (cfs) Q10 (cfs) Q100 (cfs) 2S 11.9 74 0.15 0.33 0.81 3S 11.9 74 0.78 1.74 4.27 4S 17.6 74 0.36 0.82 2.04 See Appendix D for weighted CN, Tc calculations, and HydroCAD analysis using a 4.4 inch orifice. The direct discharge from area 4S will be deducted from the allowable release rates because this area includes a retaining wall and fill over slopes that are more stable than the other tree preservation areas. Still, grading limitations prohibit to capturing runoff from this region. Table 5.0.3 below show the adjusted allowable release rates: Page 12 of 417 11 Table 5.0.3 Adjusted Allowable Release Rates Area Area (acres) Q10 Allowed (cfs) Q10 Proposed (cfs) Q100 Allowed (cfs) Q100 Proposed (cfs) Site & ROW 17.00 1.70 0.86 5.10 2.38 Direct Discharge 4S 0.48 - -0.82 - -2.04 Revised Allowable Release Rate - 0.88 0.84 3.06 2.37 Table 5.0.4 Waiver Request to Direct Discharge Areas 2S and 3S Area Area (acres) Q10 Allowed (cfs) Q10 Proposed (cfs) Q100 Allowed (cfs) Q100 Proposed (cfs) 2S 0.16 0.33 0.81 3S 0.84 1.74 4.27 Total 1.00 0.041 2.07 0.651 5.08 Net Direct Discharge (2.03) (4.43) 1These values are determined by reducing the adjusted allowable release rates from Table 5.0.03 above by the proposed (0.88 adjusted allowed less 0.84 proposed = 0.04 cfs). As can be seen in the above Table 5.0.3 above the discharge from the pond after reducing the allowable release rates to account for direct discharge from area 4S meets the City of Carmel criteria. There is some allowable discharge remaining from which areas 2S and 3S discharges are deducted. Therefore, a waiver to direct discharge areas 2S and 3S is requested for an amount of 2.03 cfs in the 10-year storm event and 4.43 cfs in the 100-year storm event. A HydroCAD analysis was run where all of the direct discharge areas were assumed to be detained in the detention pond even though they cannot be captured to verify that the storage volume provided by the pond and allowable release rates are adequate for the entire site and off-site ROW which totals 17.0 acres. Again, the allowable release rates are 1.7 cfs and 5.1 cfs in the 10-year and 100-year storm events. The emergency spillway was set at elevation 821.90. During the 10-year storm event the peak elevation is 818.84 and the peak discharge is 0.87 cfs. During the 100-year storm event the peak elevation is 820.96 and the peak discharge is 3.04 cfs. Therefore, the detention pond as designed is sufficient to accommodate the entire 17.00 acres. See Appendix D for HydroCAD results of this hypothetical analysis. Page 13 of 417 12 5.1 Detention Capacity Restored Per Section 302.06 of the STSM, 90% of the required storage volume is required to be restored within 48-hours after the 100-year storm event. In the 100-year rainfall event, the peak storage volume is 226,824 cu-ft. After 47.5 hours, the pond will be storing 81,771 cu-ft. The required storage should be 10% of the 100-year peak which is 22,683 cu-ft. Since the pond cannot release anymore in the 10-year event to reduce this stage, the pond was designed to over-detain and have additional storage above the 100-year peak. This additional volume above the 100-year peak will achieve the 10% restored volume as required demonstrating that 90% of the required storage volume is available for storage in less than 48 hours. See Appendix E for supporting calculations. Volumes for times after peak storage can be found in Appendix D in the HydroCAD run. 5.2 Water Quality Volume – Site and ROW The total area draining from the site and right-of-way to the pond is 14.63 acres of which includes 9.16 acres of impervious and 5.47 acres of pervious area. The percentage of impervious area, I = 62.6% and Rv = 0.614. Using 1-inch of runoff for the first flush over impervious surfaces the WQv = 0.748 acres. See Appendix E for supporting calculations. Water quality volumes and weighted CNwq values to the proposed WQS BMPs are determined in a later section that follows. 5.3 Sediment Accumulation Capacity Per Section 302.06.11 of the STSM, detention basins shall be designed with an additional 10% of required storage capacity to provide for sediment accumulation. In the case of a wet bottom pond, this storage may be provided below the permanent pool elevation. The required storage volume is 226,824 cft and 10% of this volume, or 22,824 cft, is required for sediment storage. The permanent pool elevation is 816.00 and the bottom of the pond is 806.50. Between contour elevations 816.00 and 815.40 the volume of sediment accumulation provided is 22,898 cft demonstrating the sediment accumulation volume is met within 0.6 feet below the normal pool elevation. The permanent pool volume is 4.96 acre-ft and the ratio of the permanent pool volume to the water quality volume is 6.63. See Appendix E for supporting calculations. Table 5.3.1 Sediment Capacity and Permanent Pool Volume Contour Elevation (ft) Area (sft) Elevation Difference (ft) Volume Provided (cft / acre-ft) 816.00 38,918 815.40 37,408 0.60 22,898 / 0.53 816.00 38,918 806.50 12.399 9.50 216,027 / 4.96 Page 14 of 417 13 5.4 Permanent Pool Aeration The permanent pool is below contour elevation 816.00 feet which has an area of 38,918 square-feet or 0.89 acres. The permanent pool is 9.5-feet deep. A rotary vane pond aeration system can aerate up to a 1-acre pond surface area of 8-12 feet deep. Therefore, one aeration system (air compressor, tubing, diffuser) of ¼ horsepower is proposed for the detention pond. 5.5 Emergency Spillway Based on the 100-year storm water surface elevation of 820.85 in the detention pond, the emergency spillway elevation has been set at 821.90. Therefore, the detention volume is more than adequate. The required detention volume is 5.21 acre-ft and the volume provided is 6.54 acre-ft. See Appendix E for this calculation. Peak 100-year inflow into the detention system is 78.57 cfs. Thus, the spillway must be able to handle the following flow rate: 78.57 cfs * 1.25 = 98.21 cfs The proposed emergency spillway is a trapezoidal weir with 3H:1V side slopes, is 30 feet long, and has a total available depth of 1.1 feet placing the top of the pond elevation at 823.00 feet. Table 5.5.1. Emergency Spillway Analysis Summary Spillway Invert (ft) Peak 100- year Inflow (cfs) Required Flow Capacity (cfs) Spillway Length (ft) Available Depth (ft) Spillway Stage (ft) 821.90 78.57 98.21 30.0 1.1 0.99 Refer to Appendix E for a more detailed spillway calculation using a trapezoidal weir. The spillway outfall will be lined with a turf reinforcement mat. At full depth, 1.1-feet, the emergency spillway has a full flow capacity of 117 cfs. 5.6 Swale Capacity Along Spring Mill Road in ROW To capture runoff from the site draining into the right-of-way as well as the ROW, a 1-foot- deep swale with a 1-foot rounded bottom with 3H:1V side slopes is proposed. This will be sloped at 1% to the drive entrance culvert. Runoff to this swale was determined for the 10-year storm event using the Rational Method. Runoff coefficients for the drainage area used were C=0.45 for pervious areas and C=0.90 for impervious areas. The Manning’s “n” for the swale used is 0.035 and the swale is 196 feet long. The following table shows the resulting runoff and swale capacity: Page 15 of 417 14 Table 5.6.1 Swale Capacity Runoff Area (acres) Weighted CN Tc (min) Slope % I (in/hr) Runoff (cfs) Capacity (cfs) Velocity (fps) 1.42 0.59 15.0 1.02 4.55 3.85 14.21 3.55 The above table shows the full flow capacity is more than adequate to accommodate the 10-year storm runoff and the full flow velocity greater than 2 fps and less than 4 fps. At an 8-inch depth the flow capacity is 4.5 cfs and the velocity is 2.3 fps. See Appendix E for calculations. A typical swale detail is provided on plan sheet C705. 5.7 Driveway Entrance Culvert Capacity A 15-inch RCP culvert is proposed to carry drainage from the ROW swale to the downstream storm sewer system which discharges to the on-site detention pond. The culvert has an “n” value of 0.013, is sloped at 1.2%, is 223 feet long, and has an upstream invert elevation of 824.00. The culvert analysis indicates this pipe is under inlet control when it receives 4 cfs and the upstream HGL is at 824.83. Therefore, the culvert size is sufficient to accommodate the 3.85 cfs runoff. See Appendix E for the culvert analysis results. 5.8 Outfall Culvert/Storm Sewer A 15-inch RCP storm sewer is provided in the control structure to convey discharge from the wet detention pond to the Williams Creek Regulated Drain. This will require two manholes and a gabion mattress for outlet protection at the outfall. The outfall piping was analyzed as a culvert to convey 2.5 cfs from the detention pond during the 100-year storm event. The maximum slope of the piping between manholes is 6% and 2% under the floodplain. The resulting minimum and maximum velocities are 2.52 fps and 4.01 cfs respectively. The culvert will be designated as public and requires a 30-foot easement. Permitting approvals from the County Surveyors office required. See Appendix E for culvert analysis. A detail for this outfall piping is shown on plan sheet C705. Outlet protection is detailed on plan sheet C706. 6.0 Storm Water Quality Analysis for Proposed BMPs The City of Carmel and Hamilton County are subject to requirements of a stormwater discharge control permit that has been issued by the Indiana Department of Environmental Management (IDEM) under the National Pollutant Discharge Elimination System (NPDES). This project will require IDEM permit and applicable SWPPP plans have been provided in the plan C400 series sheets. Pollutants of concern that must be addressed in stormwater runoff from newly developing and redeveloping areas include total suspended solids (TSS) and floatables. Page 16 of 417 15 The proposed water quality treatment method is a wet detention pond and two water quality hydrodynamic separators. These WQS BMPs are proposed just upstream and prior to storm sewer discharge into the pond. These will be placed inline on the two storm outfalls to the wet detention pond. AquaSwirl Xcelerator’s are proposed to treat the first flush runoff. The units are also sized to accommodate the 10-year storm event. The following tables provide the results of the analysis: Table 6.0.1 Water Quality Analysis for BMP #1 – XC-7 Selected Runoff Area (acres) Water Quality Volume (ac-ft) Water Quality CN Tc (min) Qwq Proposed (cfs) Qwq Allowable (cfs) Q10 Proposed (cfs) Q10 Allowable (cfs) 4.09 0.20 95 18.9 2.63 5.17 10.39 10.52 Table 6.0.2 Water Quality Analysis for BMP #2 – XC-10 Selected Runoff Area (acres) Water Quality Volume (ac-ft) Water Quality CN Tc (min) Qwq Proposed (cfs) Qwq Allowable (cfs) Q10 Proposed (cfs) Q10 Allowable (cfs) 7.66 0.45 97 30.0 4.64 10.13 17.69 20.62 See Appendix E for Water Quality Volume, CNwq, and 10-year storm runoff calculations. See Appendix F for HydroCAD analysis and Water Quality Unit Selection Chart. 7.0 Comparison of Allowed, Pre- and Post-Development Peak Discharge to Downstream Outfall All post development storm sewer flow captured from this site will drain to Williams Creek (Regulated Drain) after routing through the proposed detention pond. Some runoff on the west slopes of the site will leave the site as direct discharge. Table 7.0.1 Post and Adjusted Allowable Storm Discharge Rate Comparison Outfall Williams Creek Drain Proposed Peak Discharge 10-Yr (cfs) Adjusted Allowable 10-Yr (cfs) Proposed Peak Discharge 100-Yr (cfs) Adjusted Allowable 100-Yr (cfs) 1P - Pond 0.84 0.88 2.37 3.06 Page 17 of 417 16 Note: The adjusted allowable release rate has been reduced for the direct discharge from 4S. The discharge from 4S during the 10-year storm is 0.82 cfs. During the 100-year storm event this discharge is 2.04 cfs. See Appendix D for calculations and Node 4S in the HydroCAD analysis report. The direct discharge from 2S and 3S has not been accounted for in the reduction of allowable release rates. These areas are in tree protection areas with unstable slopes and measures to capture and divert runoff to the pond cannot be undertaken. Subtracting these direct discharge flows from the allowable release rates results in negative values. Therefore, a waiver to direct discharge these areas is requested. The following table summarizes the proposed and direct discharges: Table 7.0.2 Direct Discharge and Allowable Discharge Rate Comparison Outfall Williams Creek Drain Proposed Peak Discharge 10-Yr (cfs) Allowable 10-Yr (cfs) Proposed Peak Discharge 100-Yr (cfs) Allowable 100-Yr (cfs) 1P - Pond 0.84 2.37 2S 0.33 0.81 3S 1.74 4.27 4S 0.82 2.04 Totals: 3.73 1.70 9.49 5.10 Variance Request to Direct Discharge 2.03 4.43 As can be seen in the above table, proposed discharges exceed allowable. As such, a variance is being requested to direct discharge areas 2S and 3S to the Williams Creek Regulated Drain as overland flow which it is currently doing today. The direct discharge amounts are 2.03 cfs in the 10-year storm event and 4.43 cfs in the 100-year storm event. Area 4S has been deducted from the allowable release rates and Pond 1P meets the allowable discharge requirement after the reduction. Table 7.0.3 Pre-Developed and Post Developed Discharge Comparison Outfall Williams Creek Drain Existing Peak Discharge 10-Yr (cfs) Proposed Peak Discharge 10-Yr (cfs) Existing Peak Discharge 100-Yr (cfs) Proposed Peak Discharge 100-Yr (cfs) On-Site and Off-Site ROW 30.29 3.73 67.92 9.49 Page 18 of 417 17 The above table shows the total peak discharge to the outfall located in Williams Creek has been reduced by 89% in the 10-year storm event and 86% in the 100-year storm event by the inclusion of a wet detention pond on the site which accommodates the fully developed ROW along Spring Mill Road. Every attempt to mitigate runoff has been made however site constraints, unstable slopes and tree preservation have limited site grading measures to capture and detain site runoff. 7.1 Design Summary The wet detention pond has been sized to detain the entire 17.00-acre site which includes 2.07 acres of fully developed ROW along Spring Mill Road. The 100-year WSE is 820.85 and the emergency spillway elevation is 821.90. During the 10-year storm event the pond would release 0.87 cfs and during the 100-year storm event the pond would release 3.04 cfs. Both discharges are below the allowable release rates of 1.7 cfs and 5.1 cfs for the 17.00-acre site. However, areas 2S, 3S, and 4S cannot be captured and diverted to the wet pond for detention. Areas 2S and 3S are in tree preservation areas with unstable slopes. As such, grading and construction must be minimal to preserve trees. The runoff detained in the wet detention pond is from areas 1S and 1R which comprise 13.45 acres of developed site and 2.07 acres of fully developed right-of-way totaling 15.52 acres. 9.0 Storm Sewers and Inlets The stormwater sewer collection system has been designed to accommodate peak runoff from the 10-year storm event using the Rational Method. The computer model Hydraflow was used to analyze the system. The results of the analysis are included in Appendix G. The following summarizes the results of the analysis: · The minimum pipe diameter for storm sewers is 12-inches. · Storm sewers are RCP with a Manning’s n=0.013. · A minimum of 2.5-feet of cover is provided for all storm sewers. · A minimum drop of 0.1 feet is provided in all manholes. Manholes are provided with a change in slope, change in direction, or change in pipe size. · Minimum velocities are greater than 2.5 fps when the pipe is flowing full. · Maximum velocities are less than 10.0 fps when the pipe is flowing full. · Inlets have been modeled at 50% clogged capacity and ponding is less than curb height at the inlets. · Allowable spread provides a 10-feet travel lane. · Ponding over inlets does not exceed the top of curb elevation. · Maximum inlet spacing is less than 400 feet. · The HGL is within the pipe during the 10-year storm event. · The HGL during the 100-year storm event does not exceed the rim elevation. · Pipe flow is less than 90% full flow capacity. Page 19 of 417 18 10.0 Conclusion The post-developed release rates are above the adjusted allowed release rates which account for direct discharge from area 4S. Deducting direct discharge from areas 2S and 3S results in negative values but the pond can accommodate these areas if they could be captured and diverted to it - allowable release rates are met when the entire site is detained. The emergency spillway elevation is set at 821.90. The 100-year water surface elevation for the entire 17.00-acre site including all direct discharge areas is 820.85 which is below the emergency spillway invert elevation. The proposed detention basin reduces peak runoff to Williams Creek by 86%. Discharge from the site to the Riparian Habitat/Regulated Waterway has been eliminated. This is highly beneficial because slopes in that area are unstable and highly erodible. The areas that discharge directly offsite (2S and 3S) have grading limitations due to tree preservation requirements, slope stability, and erodibility. Filling on steep, unstable slopes is undesirable and a safety concern. The proposed wet detention pond meets the requirements for storm water quality and quantity when direct discharge from 2S and 3S is waived. The stormwater management system provides the following: · The detention volume of the pond as designed can store the entire site and fully developed ROW which total 17.00 acres. The allowable release rates if direct discharge areas could all be detained would be met with the proposed design. · The sediment accumulation capacity meets the required 10% volume. This is provided within 0.6 feet below the normal pool elevation. Additionally, two inline hydrodynamic water quality BMPs are provided which provide additional insurance in removing total suspended solids of concern. These SWQ BMPs are hydrodynamic separators (AquaSwirl Xcelerator’s XC-7 and XC-10). · Restoration of 90% required storage capacity occurs within 47.3 hours which is less than the required 48-hours ensuring that storage capacity is available in back- to-back storm events. · The normal pool elevation normal pool elevation 816.00 and the bottom of pond is at elevation 806.50. There is plenty of sediment storage capacity if sediment removal does not occur per the operation and maintenance manual. · The pond will be aerated with one rotary vane aerator. · The emergency spillway capacity of 117 cfs at a 1.1’ depth is greater than the required 98.21 cfs. The spillway invert is at elevation 821.90 which is above the 100-year elevation (820.85 feet). The top of the detention pond is at elevation 823.00 Finished floor elevations are greater than 2.15-feet above the 100-year water surface elevation. The lowest rim elevation is above the 100-year peak flood elevation. · The pond discharges Q10 = 0.84 cfs and Q100 = 2.37 cfs to the Williams Creek Regulated Drain via storm sewer piping eliminating runoff to the Riparian Habitat where highly unstable, erodible slopes are present. · Storm sewers meet the allowable flow capacity (90%), minimum pipe size, slopes, and allowable velocities per the STSM. The HGL is below the pipe crown during Page 20 of 417 19 the 10-year storm event and is below the rim elevation during the 100-year storm event. · Inlet spread does not encroach on the 10-foot travel way. · Ponding at inlets is below the top of curb elevation. The Flora project will not adversely impact surrounding areas associated with the development and will reduce overall impacts and ultimately the peak discharge to Williams Creek. Water quality will be substantially improved. Tree preservation will be adhered to, and unstable slopes won’t be compromised. Therefore, the proposed wet detention pond can be considered adequate for proposed flows. The existing site did not have any storm water quality structures or treatment facilities associated with the developable area. The predeveloped areas have been reduced by the proposed detained area thereby lessoning peak flow impacts to existing downstream outfall. The new storm water quality BMPs and wet detention pond will contribute to improved water quality in downstream receiving waters at Williams Creek. In conclusion, the proposed project will not have adverse effects to downstream storm systems or waterways. Page 21 of 417 Appendix A · 100-Year Flood FIRMette · Rainfall Data · Professional Liability Insurance Page 22 of 417 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 6/13/2022 at 7:13 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°10'13"W 39°56'3"N 86°9'36"W 39°55'35"N Basemap: USGS National Map: Orthoimagery: Data refreshed October, 2020 Page 23 of 417 Rainfall Depth (Inches) Return Period (Years) Duration 2 5 10 25 50 100 24 Hrs. 2.66 3.27 3.83 4.72 5.52 6.46 Source: Purdue,A.M., et. al., "Statistical Characteristics of Short Time Incremental Rainfall", Aug., 1992.(Values in this table are based on IDF equation and coefficients provided for Indianapolis, IN.) TABLE 201-4: NRCS Type 2 Rainfall Distribution Ordinates (for use when not already built in the computer program ) Cumulative Percent Cumulative Percent of Storm Depth Cumulative Percent Cumulative Percent of Storm Depth of Storm Time of Storm Time 0 0 52 73 4 1 53 75 10 2.5 54 77 15 4 55 78 20 6 56 80 25 8 57 81 30 10 58 82 33 12 60 83.5 35 13 63 86 38 15 65 87 40 16.5 67 88 42 19 70 89.5 43 20 72 91 44 21 75 92 45 22 77 93 46 23 80 94 47 26 83 95 48 30 85 96 48.5 34 87 97 48.7 37 90 98 49 50 95 99 50 64 100 100 51 71 200-7 Page 24 of 417 200-6 TABLE 201-2: Rainfall Intensities for Various Return Periods and Storm Durations Rainfall Intensity (Inches/Hour) Return Period (Years) Duration 2 5 10 25 50 100 5 Min. 4.63 5.43 6.12 7.17 8.09 9.12 10 Min. 3.95 4.63 5.22 6.12 6.90 7.78 15 Min. 3.44 4.03 4.55 5.33 6.01 6.77 20 Min. 3.04 3.56 4.02 4.71 5.31 5.99 30 Min. 2.46 2.88 3.25 3.81 4.29 4.84 40 Min. 2.05 2.41 2.71 3.18 3.59 4.05 50 Min. 1.76 2.06 2.33 2.73 3.07 3.47 1 Hr. 1.54 1.80 2.03 2.38 2.68 3.03 1.5 Hrs. 1.07 1.23 1.42 1.63 1.91 2.24 2 Hrs. 0.83 0.95 1.11 1.37 1.60 1.87 3 Hrs. 0.59 0.72 0.84 1.04 1.22 1.42 4 Hrs. 0.47 0.58 0.68 0.84 0.99 1.15 5 Hrs. 0.40 0.49 0.58 0.71 0.83 0.97 6 Hrs. 0.35 0.43 0.50 0.62 0.72 0.85 7 Hrs. 0.31 0.38 0.44 0.55 0.64 0.75 8 Hrs. 0.28 0.34 0.40 0.49 0.57 0.67 9 Hrs. 0.25 0.31 0.36 0.45 0.52 0.61 10 Hrs. 0.23 0.28 0.33 0.41 0.48 0.56 12 Hrs. 0.20 0.24 0.29 0.35 0.41 0.48 14 Hrs. 0.17 0.22 0.25 0.31 0.36 0.42 16 Hrs. 0.16 0.19 0.23 0.28 0.32 0.38 18 Hrs. 0.14 0.17 0.20 0.25 0.29 0.34 20 Hrs. 0.13 0.16 0.19 0.23 0.27 0.31 24 Hrs. 0.11 0.14 0.16 0.20 0.23 0.27 Source: Purdue,A.M., et. al., "Statistical Characteristics of Short Time Incremental Rainfall", Aug., 1992. (Values in this table are based on IDF equation and coefficients provided for Indianapolis, IN.) TABLE 201-3: Rainfall Depths for Various Return Periods Page 25 of 417 INSR ADDL SUBR LTR INSR WVD DATE (MM/DD/YYYY) PRODUCER CONTACT NAME: FAXPHONE (A/C, No):(A/C, No, Ext): E-MAIL ADDRESS: INSURER A : INSURED INSURER B : INSURER C : INSURER D : INSURER E : INSURER F : POLICY NUMBER POLICY EFF POLICY EXPTYPE OF INSURANCE LIMITS(MM/DD/YYYY)(MM/DD/YYYY) COMMERCIAL GENERAL LIABILITY AUTOMOBILE LIABILITY UMBRELLA LIAB EXCESS LIAB WORKERS COMPENSATION AND EMPLOYERS' LIABILITY DESCRIPTION OF OPERATIONS / LOCATIONS / VEHICLES (ACORD 101, Additional Remarks Schedule, may be attached if more space is required) AUTHORIZED REPRESENTATIVE INSURER(S) AFFORDING COVERAGE NAIC # Y / N N / A (Mandatory in NH) ANY PROPRIETOR/PARTNER/EXECUTIVE OFFICER/MEMBER EXCLUDED? EACH OCCURRENCE $ DAMAGE TO RENTED $PREMISES (Ea occurrence)CLAIMS-MADE OCCUR MED EXP (Any one person)$ PERSONAL & ADV INJURY $ GENERAL AGGREGATE $GEN'L AGGREGATE LIMIT APPLIES PER: PRODUCTS - COMP/OP AGG $ $ PRO- OTHER: LOCJECT COMBINED SINGLE LIMIT $(Ea accident) BODILY INJURY (Per person)$ANY AUTO OWNED SCHEDULED BODILY INJURY (Per accident)$AUTOS ONLY AUTOS AUTOS ONLY HIRED PROPERTY DAMAGE $AUTOS ONLY (Per accident) $ OCCUR EACH OCCURRENCE $ CLAIMS-MADE AGGREGATE $ DED RETENTION $$ PER OTH- STATUTE ER E.L. EACH ACCIDENT $ E.L. DISEASE - EA EMPLOYEE $ If yes, describe under E.L. DISEASE - POLICY LIMIT $DESCRIPTION OF OPERATIONS below POLICY NON-OWNED SHOULD ANY OF THE ABOVE DESCRIBED POLICIES BE CANCELLED BEFORE THE EXPIRATION DATE THEREOF, NOTICE WILL BE DELIVERED IN ACCORDANCE WITH THE POLICY PROVISIONS. THIS IS TO CERTIFY THAT THE POLICIES OF INSURANCE LISTED BELOW HAVE BEEN ISSUED TO THE INSURED NAMED ABOVE FOR THE POLICY PERIOD INDICATED. NOTWITHSTANDING ANY REQUIREMENT, TERM OR CONDITION OF ANY CONTRACT OR OTHER DOCUMENT WITH RESPECT TO WHICH THIS CERTIFICATE MAY BE ISSUED OR MAY PERTAIN, THE INSURANCE AFFORDED BY THE POLICIES DESCRIBED HEREIN IS SUBJECT TO ALL THE TERMS, EXCLUSIONS AND CONDITIONS OF SUCH POLICIES. LIMITS SHOWN MAY HAVE BEEN REDUCED BY PAID CLAIMS. THIS CERTIFICATE IS ISSUED AS A MATTER OF INFORMATION ONLY AND CONFERS NO RIGHTS UPON THE CERTIFICATE HOLDER. THIS CERTIFICATE DOES NOT AFFIRMATIVELY OR NEGATIVELY AMEND, EXTEND OR ALTER THE COVERAGE AFFORDED BY THE POLICIES BELOW. THIS CERTIFICATE OF INSURANCE DOES NOT CONSTITUTE A CONTRACT BETWEEN THE ISSUING INSURER(S), AUTHORIZED REPRESENTATIVE OR PRODUCER, AND THE CERTIFICATE HOLDER. IMPORTANT: If the certificate holder is an ADDITIONAL INSURED, the policy(ies) must have ADDITIONAL INSURED provisions or be endorsed. If SUBROGATION IS WAIVED, subject to the terms and conditions of the policy, certain policies may require an endorsement. A statement on this certificate does not confer any rights to the certificate holder in lieu of such endorsement(s). COVERAGES CERTIFICATE NUMBER:REVISION NUMBER: CERTIFICATE HOLDER CANCELLATION © 1988-2015 ACORD CORPORATION. All rights reserved. The ACORD name and logo are registered marks of ACORDACORD 25 (2016/03) ACORDTM CERTIFICATE OF LIABILITY INSURANCE The Cincinnati Insurance Company The Cincinnati Casualty Company XL Specialty Insurance Company 12/16/2021 EPIC Insurance Midwest P.O. Box 80159 Indianapolis, IN 46280 Christopher Ensminger 317-706-9594 christopher.ensminger@epicbrokers.com Paul I. Cripe, Inc. 9339 Priority Way West Drive Indianapolis, IN 46240 10677 28665 37885 A X X X X X X EPP0299688 01/01/2022 01/01/2023 1,000,000 1,000,000 10,000 1,000,000 2,000,000 2,000,000 A X X X X X EPP0299688 01/01/2022 01/01/2023 1,000,000 A X X X X EPP0299688 01/01/2022 01/01/2023 10,000,000 10,000,000 B N X EWC0471361 01/01/2022 01/01/2023 X 1,000,000 1,000,000 1,000,000 C Professional Liability DPR9987131 01/01/2022 01/01/2023 $5,000,000 Per Claim $5,000,000 Aggregate Any person or organization, where required by written contract, is included as additional insured with respect to the General Liability and Automobile Liability policies. Coverage on the General Liability and Automobile policies is primary and non-contributory where required by written contract. A waiver of subrogation in favor of any person or organization, signed prior to a loss, where required by written contract applies with respect to the General Liability, Automobile Liability and Employers Liability policies. Umbrella follows form. Evidence of Coverage 1 of 1 #S3341472/M3341345 PAULICRClient#: 31443 CENSM Page 26 of 417 1 Appendix B · USDA, NCRS Soil Survey Report · Carmel GIS Exhibit Page 27 of 417 United States Department of Agriculture A product of the National Cooperative Soil Survey, a joint effort of the United States Department of Agriculture and other Federal agencies, State agencies including the Agricultural Experiment Stations, and local participants Custom Soil Resource Report for Hamilton County, IndianaNatural Resources Conservation Service June 6, 2022Page 28 of 417 Preface Soil surveys contain information that affects land use planning in survey areas. They highlight soil limitations that affect various land uses and provide information about the properties of the soils in the survey areas. Soil surveys are designed for many different users, including farmers, ranchers, foresters, agronomists, urban planners, community officials, engineers, developers, builders, and home buyers. Also, conservationists, teachers, students, and specialists in recreation, waste disposal, and pollution control can use the surveys to help them understand, protect, or enhance the environment. Various land use regulations of Federal, State, and local governments may impose special restrictions on land use or land treatment. Soil surveys identify soil properties that are used in making various land use or land treatment decisions. The information is intended to help the land users identify and reduce the effects of soil limitations on various land uses. The landowner or user is responsible for identifying and complying with existing laws and regulations. Although soil survey information can be used for general farm, local, and wider area planning, onsite investigation is needed to supplement this information in some cases. Examples include soil quality assessments (http://www.nrcs.usda.gov/wps/ portal/nrcs/main/soils/health/) and certain conservation and engineering applications. For more detailed information, contact your local USDA Service Center (https://offices.sc.egov.usda.gov/locator/app?agency=nrcs) or your NRCS State Soil Scientist (http://www.nrcs.usda.gov/wps/portal/nrcs/detail/soils/contactus/? cid=nrcs142p2_053951). Great differences in soil properties can occur within short distances. Some soils are seasonally wet or subject to flooding. Some are too unstable to be used as a foundation for buildings or roads. Clayey or wet soils are poorly suited to use as septic tank absorption fields. A high water table makes a soil poorly suited to basements or underground installations. The National Cooperative Soil Survey is a joint effort of the United States Department of Agriculture and other Federal agencies, State agencies including the Agricultural Experiment Stations, and local agencies. The Natural Resources Conservation Service (NRCS) has leadership for the Federal part of the National Cooperative Soil Survey. Information about soils is updated periodically. Updated information is available through the NRCS Web Soil Survey, the site for official soil survey information. The U.S. Department of Agriculture (USDA) prohibits discrimination in all its programs and activities on the basis of race, color, national origin, age, disability, and where applicable, sex, marital status, familial status, parental status, religion, sexual orientation, genetic information, political beliefs, reprisal, or because all or a part of an individual's income is derived from any public assistance program. (Not all prohibited bases apply to all programs.) Persons with disabilities who require 2 Page 29 of 417 alternative means for communication of program information (Braille, large print, audiotape, etc.) should contact USDA's TARGET Center at (202) 720-2600 (voice and TDD). To file a complaint of discrimination, write to USDA, Director, Office of Civil Rights, 1400 Independence Avenue, S.W., Washington, D.C. 20250-9410 or call (800) 795-3272 (voice) or (202) 720-6382 (TDD). USDA is an equal opportunity provider and employer. 3 Page 30 of 417 Contents Preface....................................................................................................................2 How Soil Surveys Are Made..................................................................................5 Soil Map..................................................................................................................8 Soil Map................................................................................................................9 Legend................................................................................................................10 Map Unit Legend................................................................................................11 Map Unit Descriptions.........................................................................................11 Hamilton County, Indiana................................................................................14 CrA—Crosby silt loam, fine-loamy subsoil, 0 to 2 percent slopes...............14 HeF—Hennepin loam, 18 to 50 percent slopes..........................................15 MmB2—Miami silt loam, 2 to 6 percent slopes, eroded..............................16 Sh—Shoals silt loam, 0 to 2 percent slopes, frequently flooded, brief duration.................................................................................................18 UcfA—Urban land-Crosby silt loam complex, fine-loamy subsoil, 0 to 2 percent slopes.......................................................................................19 UkbB2—Urban land-Miami silt loam complex, 2 to 6 percent slopes, eroded...................................................................................................21 W—Water....................................................................................................22 YbvA—Brookston silty clay loam-Urban land complex, 0 to 2 percent slopes....................................................................................................23 YclA—Crosby silt loam, fine-loamy subsoil-Urban land complex, 0 to 2 percent slopes.......................................................................................24 YmdD3—Miami clay loam-Urban land complex, 12 to 18 percent slopes, severely eroded........................................................................25 YmsA—Miami silt loam-Urban land complex, 0 to 2 percent slopes...........27 YmsB2—Miami silt loam-Urban land complex, 2 to 6 percent slopes, eroded...................................................................................................28 References............................................................................................................30 4 Page 31 of 417 How Soil Surveys Are Made Soil surveys are made to provide information about the soils and miscellaneous areas in a specific area. They include a description of the soils and miscellaneous areas and their location on the landscape and tables that show soil properties and limitations affecting various uses. Soil scientists observed the steepness, length, and shape of the slopes; the general pattern of drainage; the kinds of crops and native plants; and the kinds of bedrock. They observed and described many soil profiles. A soil profile is the sequence of natural layers, or horizons, in a soil. The profile extends from the surface down into the unconsolidated material in which the soil formed or from the surface down to bedrock. The unconsolidated material is devoid of roots and other living organisms and has not been changed by other biological activity. Currently, soils are mapped according to the boundaries of major land resource areas (MLRAs). MLRAs are geographically associated land resource units that share common characteristics related to physiography, geology, climate, water resources, soils, biological resources, and land uses (USDA, 2006). Soil survey areas typically consist of parts of one or more MLRA. The soils and miscellaneous areas in a survey area occur in an orderly pattern that is related to the geology, landforms, relief, climate, and natural vegetation of the area. Each kind of soil and miscellaneous area is associated with a particular kind of landform or with a segment of the landform. By observing the soils and miscellaneous areas in the survey area and relating their position to specific segments of the landform, a soil scientist develops a concept, or model, of how they were formed. Thus, during mapping, this model enables the soil scientist to predict with a considerable degree of accuracy the kind of soil or miscellaneous area at a specific location on the landscape. Commonly, individual soils on the landscape merge into one another as their characteristics gradually change. To construct an accurate soil map, however, soil scientists must determine the boundaries between the soils. They can observe only a limited number of soil profiles. Nevertheless, these observations, supplemented by an understanding of the soil-vegetation-landscape relationship, are sufficient to verify predictions of the kinds of soil in an area and to determine the boundaries. Soil scientists recorded the characteristics of the soil profiles that they studied. They noted soil color, texture, size and shape of soil aggregates, kind and amount of rock fragments, distribution of plant roots, reaction, and other features that enable them to identify soils. After describing the soils in the survey area and determining their properties, the soil scientists assigned the soils to taxonomic classes (units). Taxonomic classes are concepts. Each taxonomic class has a set of soil characteristics with precisely defined limits. The classes are used as a basis for comparison to classify soils systematically. Soil taxonomy, the system of taxonomic classification used in the United States, is based mainly on the kind and character of soil properties and the arrangement of horizons within the profile. After the soil 5 Page 32 of 417 scientists classified and named the soils in the survey area, they compared the individual soils with similar soils in the same taxonomic class in other areas so that they could confirm data and assemble additional data based on experience and research. The objective of soil mapping is not to delineate pure map unit components; the objective is to separate the landscape into landforms or landform segments that have similar use and management requirements. Each map unit is defined by a unique combination of soil components and/or miscellaneous areas in predictable proportions. Some components may be highly contrasting to the other components of the map unit. The presence of minor components in a map unit in no way diminishes the usefulness or accuracy of the data. The delineation of such landforms and landform segments on the map provides sufficient information for the development of resource plans. If intensive use of small areas is planned, onsite investigation is needed to define and locate the soils and miscellaneous areas. Soil scientists make many field observations in the process of producing a soil map. The frequency of observation is dependent upon several factors, including scale of mapping, intensity of mapping, design of map units, complexity of the landscape, and experience of the soil scientist. Observations are made to test and refine the soil-landscape model and predictions and to verify the classification of the soils at specific locations. Once the soil-landscape model is refined, a significantly smaller number of measurements of individual soil properties are made and recorded. These measurements may include field measurements, such as those for color, depth to bedrock, and texture, and laboratory measurements, such as those for content of sand, silt, clay, salt, and other components. Properties of each soil typically vary from one point to another across the landscape. Observations for map unit components are aggregated to develop ranges of characteristics for the components. The aggregated values are presented. Direct measurements do not exist for every property presented for every map unit component. Values for some properties are estimated from combinations of other properties. While a soil survey is in progress, samples of some of the soils in the area generally are collected for laboratory analyses and for engineering tests. Soil scientists interpret the data from these analyses and tests as well as the field-observed characteristics and the soil properties to determine the expected behavior of the soils under different uses. Interpretations for all of the soils are field tested through observation of the soils in different uses and under different levels of management. Some interpretations are modified to fit local conditions, and some new interpretations are developed to meet local needs. Data are assembled from other sources, such as research information, production records, and field experience of specialists. For example, data on crop yields under defined levels of management are assembled from farm records and from field or plot experiments on the same kinds of soil. Predictions about soil behavior are based not only on soil properties but also on such variables as climate and biological activity. Soil conditions are predictable over long periods of time, but they are not predictable from year to year. For example, soil scientists can predict with a fairly high degree of accuracy that a given soil will have a high water table within certain depths in most years, but they cannot predict that a high water table will always be at a specific level in the soil on a specific date. After soil scientists located and identified the significant natural bodies of soil in the survey area, they drew the boundaries of these bodies on aerial photographs and Custom Soil Resource Report 6 Page 33 of 417 identified each as a specific map unit. Aerial photographs show trees, buildings, fields, roads, and rivers, all of which help in locating boundaries accurately. Custom Soil Resource Report 7 Page 34 of 417 Soil Map The soil map section includes the soil map for the defined area of interest, a list of soil map units on the map and extent of each map unit, and cartographic symbols displayed on the map. Also presented are various metadata about data used to produce the map, and a description of each soil map unit. 8 Page 35 of 417 9 Custom Soil Resource Report Soil Map 442030044204004420500442060044207004420800442030044204004420500442060044207004420800570700 570800 570900 571000 571100 571200 571300 571400 571500 570700 570800 570900 571000 571100 571200 571300 571400 571500 39° 56' 5'' N 86° 10' 24'' W39° 56' 5'' N86° 9' 43'' W39° 55' 44'' N 86° 10' 24'' W39° 55' 44'' N 86° 9' 43'' WN Map projection: Web Mercator Corner coordinates: WGS84 Edge tics: UTM Zone 16N WGS84 0 200 400 800 1200 Feet 0 50 100 200 300 Meters Map Scale: 1:4,450 if printed on A landscape (11" x 8.5") sheet. Soil Map may not be valid at this scale. Page 36 of 417 MAP LEGEND MAP INFORMATION Area of Interest (AOI) Area of Interest (AOI) Soils Soil Map Unit Polygons Soil Map Unit Lines Soil Map Unit Points Special Point Features Blowout Borrow Pit Clay Spot Closed Depression Gravel Pit Gravelly Spot Landfill Lava Flow Marsh or swamp Mine or Quarry Miscellaneous Water Perennial Water Rock Outcrop Saline Spot Sandy Spot Severely Eroded Spot Sinkhole Slide or Slip Sodic Spot Spoil Area Stony Spot Very Stony Spot Wet Spot Other Special Line Features Water Features Streams and Canals Transportation Rails Interstate Highways US Routes Major Roads Local Roads Background Aerial Photography The soil surveys that comprise your AOI were mapped at 1:15,800. Warning: Soil Map may not be valid at this scale. Enlargement of maps beyond the scale of mapping can cause misunderstanding of the detail of mapping and accuracy of soil line placement. The maps do not show the small areas of contrasting soils that could have been shown at a more detailed scale. Please rely on the bar scale on each map sheet for map measurements. Source of Map: Natural Resources Conservation Service Web Soil Survey URL: Coordinate System: Web Mercator (EPSG:3857) Maps from the Web Soil Survey are based on the Web Mercator projection, which preserves direction and shape but distorts distance and area. A projection that preserves area, such as the Albers equal-area conic projection, should be used if more accurate calculations of distance or area are required. This product is generated from the USDA-NRCS certified data as of the version date(s) listed below. Soil Survey Area: Hamilton County, Indiana Survey Area Data: Version 22, Sep 9, 2021 Soil map units are labeled (as space allows) for map scales 1:50,000 or larger. Date(s) aerial images were photographed: Aug 1, 2018—Sep 30, 2018 The orthophoto or other base map on which the soil lines were compiled and digitized probably differs from the background imagery displayed on these maps. As a result, some minor shifting of map unit boundaries may be evident. Custom Soil Resource Report 10 Page 37 of 417 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 9.2 10.3% HeF Hennepin loam, 18 to 50 percent slopes 7.1 7.9% MmB2 Miami silt loam, 2 to 6 percent slopes, eroded 16.3 18.2% Sh Shoals silt loam, 0 to 2 percent slopes, frequently flooded, brief duration 27.6 30.8% UcfA Urban land-Crosby silt loam complex, fine-loamy subsoil, 0 to 2 percent slopes 6.9 7.7% UkbB2 Urban land-Miami silt loam complex, 2 to 6 percent slopes, eroded 0.8 0.9% W Water 2.6 2.9% YbvA Brookston silty clay loam-Urban land complex, 0 to 2 percent slopes 1.1 1.2% YclA Crosby silt loam, fine-loamy subsoil-Urban land complex, 0 to 2 percent slopes 3.1 3.4% YmdD3 Miami clay loam-Urban land complex, 12 to 18 percent slopes, severely eroded 3.2 3.6% YmsA Miami silt loam-Urban land complex, 0 to 2 percent slopes 1.0 1.1% YmsB2 Miami silt loam-Urban land complex, 2 to 6 percent slopes, eroded 10.7 12.0% Totals for Area of Interest 89.6 100.0% Map Unit Descriptions The map units delineated on the detailed soil maps in a soil survey represent the soils or miscellaneous areas in the survey area. The map unit descriptions, along with the maps, can be used to determine the composition and properties of a unit. A map unit delineation on a soil map represents an area dominated by one or more major kinds of soil or miscellaneous areas. A map unit is identified and named according to the taxonomic classification of the dominant soils. Within a taxonomic class there are precisely defined limits for the properties of the soils. On the landscape, however, the soils are natural phenomena, and they have the characteristic variability of all natural phenomena. Thus, the range of some Custom Soil Resource Report 11 Page 38 of 417 observed properties may extend beyond the limits defined for a taxonomic class. Areas of soils of a single taxonomic class rarely, if ever, can be mapped without including areas of other taxonomic classes. Consequently, every map unit is made up of the soils or miscellaneous areas for which it is named and some minor components that belong to taxonomic classes other than those of the major soils. Most minor soils have properties similar to those of the dominant soil or soils in the map unit, and thus they do not affect use and management. These are called noncontrasting, or similar, components. They may or may not be mentioned in a particular map unit description. Other minor components, however, have properties and behavioral characteristics divergent enough to affect use or to require different management. These are called contrasting, or dissimilar, components. They generally are in small areas and could not be mapped separately because of the scale used. Some small areas of strongly contrasting soils or miscellaneous areas are identified by a special symbol on the maps. If included in the database for a given area, the contrasting minor components are identified in the map unit descriptions along with some characteristics of each. A few areas of minor components may not have been observed, and consequently they are not mentioned in the descriptions, especially where the pattern was so complex that it was impractical to make enough observations to identify all the soils and miscellaneous areas on the landscape. The presence of minor components in a map unit in no way diminishes the usefulness or accuracy of the data. The objective of mapping is not to delineate pure taxonomic classes but rather to separate the landscape into landforms or landform segments that have similar use and management requirements. The delineation of such segments on the map provides sufficient information for the development of resource plans. If intensive use of small areas is planned, however, onsite investigation is needed to define and locate the soils and miscellaneous areas. An identifying symbol precedes the map unit name in the map unit descriptions. Each description includes general facts about the unit and gives important soil properties and qualities. Soils that have profiles that are almost alike make up a soil series. Except for differences in texture of the surface layer, all the soils of a series have major horizons that are similar in composition, thickness, and arrangement. Soils of one series can differ in texture of the surface layer, slope, stoniness, salinity, degree of erosion, and other characteristics that affect their use. On the basis of such differences, a soil series is divided into soil phases. Most of the areas shown on the detailed soil maps are phases of soil series. The name of a soil phase commonly indicates a feature that affects use or management. For example, Alpha silt loam, 0 to 2 percent slopes, is a phase of the Alpha series. Some map units are made up of two or more major soils or miscellaneous areas. These map units are complexes, associations, or undifferentiated groups. A complex consists of two or more soils or miscellaneous areas in such an intricate pattern or in such small areas that they cannot be shown separately on the maps. The pattern and proportion of the soils or miscellaneous areas are somewhat similar in all areas. Alpha-Beta complex, 0 to 6 percent slopes, is an example. An association is made up of two or more geographically associated soils or miscellaneous areas that are shown as one unit on the maps. Because of present or anticipated uses of the map units in the survey area, it was not considered practical or necessary to map the soils or miscellaneous areas separately. The Custom Soil Resource Report 12 Page 39 of 417 pattern and relative proportion of the soils or miscellaneous areas are somewhat similar. Alpha-Beta association, 0 to 2 percent slopes, is an example. An undifferentiated group is made up of two or more soils or miscellaneous areas that could be mapped individually but are mapped as one unit because similar interpretations can be made for use and management. The pattern and proportion of the soils or miscellaneous areas in a mapped area are not uniform. An area can be made up of only one of the major soils or miscellaneous areas, or it can be made up of all of them. Alpha and Beta soils, 0 to 2 percent slopes, is an example. Some surveys include miscellaneous areas. Such areas have little or no soil material and support little or no vegetation. Rock outcrop is an example. Custom Soil Resource Report 13 Page 40 of 417 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:Recessionial moraines, ground moraines, water-lain moraines Landform position (two-dimensional):Summit, backslope, footslope Landform position (three-dimensional):Interfluve, rise Down-slope shape:Convex, linear Across-slope shape:Linear, convex Parent material:Silty material or loess over loamy till Typical profile Ap - 0 to 10 inches: silt loam Btg - 10 to 17 inches: silty clay loam 2Bt - 17 to 29 inches: clay loam 2BCt - 29 to 36 inches: loam 2Cd - 36 to 79 inches: loam Properties and qualities Slope:0 to 2 percent Depth to restrictive feature:24 to 40 inches to densic material 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 supply, 0 to 60 inches: 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 14 Page 41 of 417 Minor Components Williamstown, eroded Percent of map unit:5 percent Landform:Recessionial moraines, ground moraines, water-lain moraines Landform position (two-dimensional):Summit, shoulder, backslope Landform position (three-dimensional):Head slope, nose slope, side slope, crest, rise Down-slope shape:Linear, convex Across-slope shape:Convex, linear Ecological site:F111AY009IN - Till Ridge Hydric soil rating: No Treaty, drained Percent of map unit:2 percent Landform:Swales, water-lain moraines, depressions Landform position (two-dimensional):Footslope, toeslope 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 HeF—Hennepin loam, 18 to 50 percent slopes Map Unit Setting National map unit symbol: 5d9z Elevation: 720 to 980 feet Mean annual precipitation: 36 to 42 inches Mean annual air temperature: 49 to 52 degrees F Frost-free period: 175 to 185 days Farmland classification: Not prime farmland Map Unit Composition Hennepin and similar soils:100 percent Estimates are based on observations, descriptions, and transects of the mapunit. Description of Hennepin Setting Landform:Till plains Landform position (two-dimensional):Backslope Landform position (three-dimensional):Side slope Down-slope shape:Linear Across-slope shape:Linear Parent material:Loamy till Typical profile H1 - 0 to 4 inches: loam H2 - 4 to 11 inches: loam Custom Soil Resource Report 15 Page 42 of 417 H3 - 11 to 60 inches: loam Properties and qualities Slope:18 to 50 percent Depth to restrictive feature:More than 80 inches Drainage class:Well drained Runoff class: Very high Capacity of the most limiting layer to transmit water (Ksat):Moderately low to moderately high (0.06 to 0.60 in/hr) Depth to water table:More than 80 inches Frequency of flooding:None Frequency of ponding:None Calcium carbonate, maximum content:40 percent Available water supply, 0 to 60 inches: Low (about 3.2 inches) Interpretive groups Land capability classification (irrigated): None specified Land capability classification (nonirrigated): 7e Hydrologic Soil Group: C Ecological site: F111AY009IN - Till Ridge Other vegetative classification: Trees/Timber (Woody Vegetation) Hydric soil rating: No MmB2—Miami silt loam, 2 to 6 percent slopes, eroded Map Unit Setting National map unit symbol: 2rkb2 Elevation: 180 to 370 feet Mean annual precipitation: 37 to 46 inches Mean annual air temperature: 48 to 55 degrees F Frost-free period: 145 to 180 days Farmland classification: All areas are prime farmland Map Unit Composition Miami, eroded, and similar soils:85 percent Minor components:15 percent Estimates are based on observations, descriptions, and transects of the mapunit. Description of Miami, Eroded Setting Landform:Till plains Landform position (two-dimensional):Shoulder, backslope, footslope Landform position (three-dimensional):Side slope Down-slope shape:Convex Across-slope shape:Linear Parent material:Loess over loamy till Typical profile Ap - 0 to 8 inches: silt loam Bt - 8 to 13 inches: silty clay loam 2Bt - 13 to 31 inches: clay loam Custom Soil Resource Report 16 Page 43 of 417 2BCt - 31 to 36 inches: loam 2Cd - 36 to 79 inches: loam Properties and qualities Slope:2 to 6 percent Depth to restrictive feature:24 to 40 inches to densic material Drainage class:Moderately well drained Runoff class: High Capacity of the most limiting layer to transmit water (Ksat):Low to moderately high (0.01 to 0.20 in/hr) Depth to water table:About 24 to 36 inches Frequency of flooding:None Frequency of ponding:None Calcium carbonate, maximum content:45 percent Maximum salinity:Nonsaline to very slightly saline (0.0 to 2.0 mmhos/cm) Available water supply, 0 to 60 inches: Low (about 5.8 inches) Interpretive groups Land capability classification (irrigated): None specified Land capability classification (nonirrigated): 2e Hydrologic Soil Group: C Ecological site: 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):Shoulder, backslope 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 Custom Soil Resource Report 17 Page 44 of 417 Other vegetative classification:Trees/Timber (Woody Vegetation) Hydric soil rating: No Sh—Shoals silt loam, 0 to 2 percent slopes, frequently flooded, brief duration Map Unit Setting National map unit symbol: 2t68y Elevation: 340 to 1,000 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: Prime farmland if drained and either protected from flooding or not frequently flooded during the growing season Map Unit Composition Shoals and similar soils:90 percent Minor components:10 percent Estimates are based on observations, descriptions, and transects of the mapunit. Description of Shoals Setting Landform:Flood plains Landform position (three-dimensional):Talf Down-slope shape:Linear Across-slope shape:Linear Parent material:Loamy alluvium Typical profile Ap - 0 to 8 inches: silt loam AB - 8 to 13 inches: loam Bg - 13 to 30 inches: loam Cg - 30 to 79 inches: fine sandy loam Properties and qualities Slope:0 to 2 percent Depth to restrictive feature:More than 80 inches Drainage class:Somewhat poorly drained Runoff class: Negligible Capacity of the most limiting layer to transmit water (Ksat):Moderately high to high (0.60 to 2.00 in/hr) Depth to water table:About 6 to 24 inches Frequency of flooding:FrequentNone Frequency of ponding:None Calcium carbonate, maximum content:25 percent Maximum salinity:Nonsaline to very slightly saline (0.0 to 2.0 mmhos/cm) Available water supply, 0 to 60 inches: High (about 10.0 inches) Interpretive groups Land capability classification (irrigated): None specified Custom Soil Resource Report 18 Page 45 of 417 Land capability classification (nonirrigated): 2w Hydrologic Soil Group: B/D Ecological site: F111AY004IN - Wet Alluvium Hydric soil rating: No Minor Components Sloan Percent of map unit:4 percent Landform:Flood plains, backswamps, meander scars Landform position (three-dimensional):Dip Down-slope shape:Concave Across-slope shape:Linear Ecological site:F111AY004IN - Wet Alluvium Hydric soil rating: Yes Eel Percent of map unit:4 percent Landform:Flood plains Landform position (three-dimensional):Rise Down-slope shape:Convex Across-slope shape:Linear Ecological site:F111AY005IN - Dry Alluvium Hydric soil rating: No Genesee Percent of map unit:2 percent Landform:Flood plains, flood-plain steps, natural levees Landform position (three-dimensional):Rise Down-slope shape:Convex Across-slope shape:Linear Ecological site:F111AY005IN - Dry Alluvium Hydric soil rating: No 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. Custom Soil Resource Report 19 Page 46 of 417 Description of Crosby Setting Landform:Recessionial moraines, ground moraines, water-lain moraines Landform position (two-dimensional):Summit, backslope, footslope Landform position (three-dimensional):Interfluve, rise Down-slope shape:Convex Across-slope shape:Linear Parent material:Silty material or loess over loamy till 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 supply, 0 to 60 inches: 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:Swales, water-lain moraines, depressions Landform position (two-dimensional):Footslope, toeslope 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 Custom Soil Resource Report 20 Page 47 of 417 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 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, footslope, shoulder Landform position (three-dimensional):Side slope Down-slope shape:Convex Across-slope shape:Linear Parent material:Loess over loamy till Typical profile Ap - 0 to 8 inches: silt loam Bt - 8 to 13 inches: silty clay loam 2Bt - 13 to 31 inches: clay loam 2BCt - 31 to 36 inches: loam 2Cd - 36 to 79 inches: loam Properties and qualities Slope:2 to 6 percent Depth to restrictive feature:24 to 40 inches to densic material Drainage class:Moderately well drained Runoff class: High Capacity of the most limiting layer to transmit water (Ksat):Low to moderately high (0.01 to 0.20 in/hr) Depth to water table:About 24 to 36 inches Frequency of flooding:None Frequency of ponding:None Calcium carbonate, maximum content:45 percent Maximum salinity:Nonsaline to very slightly saline (0.0 to 2.0 mmhos/cm) Available water supply, 0 to 60 inches: Low (about 5.8 inches) Interpretive groups Land capability classification (irrigated): None specified Custom Soil Resource Report 21 Page 48 of 417 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 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):Shoulder, backslope 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 W—Water Map Unit Composition Water:100 percent Estimates are based on observations, descriptions, and transects of the mapunit. Description of Water Interpretive groups Land capability classification (irrigated): None specified Custom Soil Resource Report 22 Page 49 of 417 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:Till plains, depressions Landform position (two-dimensional):Toeslope Landform position (three-dimensional):Dip Down-slope shape:Linear, concave Across-slope shape:Concave 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 supply, 0 to 60 inches: Moderate (about 8.9 inches) Interpretive groups Land capability classification (irrigated): None specified Land capability classification (nonirrigated): 2w Custom Soil Resource Report 23 Page 50 of 417 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):Summit, footslope 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 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:Recessionial moraines, ground moraines, water-lain moraines Landform position (two-dimensional):Summit, backslope, footslope Landform position (three-dimensional):Interfluve, rise Down-slope shape:Convex, linear Across-slope shape:Linear, convex Parent material:Silty material or loess over loamy till Typical profile Ap - 0 to 10 inches: silt loam Btg - 10 to 17 inches: silty clay loam 2Bt - 17 to 29 inches: clay loam 2BCt - 29 to 36 inches: loam 2Cd - 36 to 79 inches: loam Custom Soil Resource Report 24 Page 51 of 417 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 supply, 0 to 60 inches: 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, ground moraines, water-lain moraines Landform position (two-dimensional):Summit, shoulder, backslope Landform position (three-dimensional):Head slope, nose slope, side slope, crest, rise Down-slope shape:Linear, convex Across-slope shape:Convex, linear Ecological site:F111AY009IN - Till Ridge Hydric soil rating: No Treaty, drained Percent of map unit:5 percent Landform:Swales, water-lain moraines, depressions Landform position (two-dimensional):Footslope, toeslope 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 YmdD3—Miami clay loam-Urban land complex, 12 to 18 percent slopes, severely eroded Map Unit Setting National map unit symbol: 2xf78 Elevation: 600 to 1,260 feet Custom Soil Resource Report 25 Page 52 of 417 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, severely eroded, 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 Miami, Severely Eroded Setting Landform:Moraines, till plains Landform position (two-dimensional):Shoulder, backslope Landform position (three-dimensional):Side slope Down-slope shape:Convex Across-slope shape:Linear Parent material:Loamy till Typical profile Ap - 0 to 6 inches: clay loam Bt - 6 to 29 inches: clay loam BCt - 29 to 34 inches: loam Cd - 34 to 79 inches: loam Properties and qualities Slope:12 to 18 percent Depth to restrictive feature:24 to 40 inches to densic material Drainage class:Moderately well drained Runoff class: Very high Capacity of the most limiting layer to transmit water (Ksat):Low to moderately high (0.01 to 0.20 in/hr) Depth to water table:About 24 to 36 inches Frequency of flooding:None Frequency of ponding:None Calcium carbonate, maximum content:45 percent Maximum salinity:Nonsaline to very slightly saline (0.0 to 2.0 mmhos/cm) Available water supply, 0 to 60 inches: Low (about 4.8 inches) Interpretive groups Land capability classification (irrigated): None specified Land capability classification (nonirrigated): 6e Hydrologic Soil Group: C Ecological site: F111AY009IN - Till Ridge Hydric soil rating: No Minor Components Hennepin, eroded Percent of map unit:5 percent Landform:Till plains, moraines Landform position (two-dimensional):Backslope Landform position (three-dimensional):Side slope Down-slope shape:Linear, convex Across-slope shape:Linear Custom Soil Resource Report 26 Page 53 of 417 Ecological site:F111AY009IN - Till Ridge Hydric soil rating: No Crosby Percent of map unit:5 percent Landform:Till plains, moraines Landform position (two-dimensional):Footslope, toeslope Landform position (three-dimensional):Base slope Down-slope shape:Concave Across-slope shape:Linear Ecological site:F111AY008IN - Wet Till Ridge Hydric soil rating: No YmsA—Miami silt loam-Urban land complex, 0 to 2 percent slopes Map Unit Setting National map unit symbol: 2y480 Elevation: 700 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 185 days Farmland classification: Not prime farmland Map Unit Composition Miami and similar soils:60 percent Urban land:40 percent Estimates are based on observations, descriptions, and transects of the mapunit. Description of Miami Setting Landform:Till plains Landform position (two-dimensional):Summit Landform position (three-dimensional):Interfluve Down-slope shape:Linear Across-slope shape:Linear Parent material:Loess over loamy till Typical profile H1 - 0 to 13 inches: silt loam H2 - 13 to 38 inches: clay loam H3 - 38 to 60 inches: loam Properties and qualities Slope:0 to 2 percent Depth to restrictive feature:24 to 40 inches to densic material Drainage class:Moderately well drained Runoff class: Low Capacity of the most limiting layer to transmit water (Ksat):Moderately low to moderately high (0.02 to 0.60 in/hr) Depth to water table:About 24 to 42 inches Custom Soil Resource Report 27 Page 54 of 417 Frequency of flooding:None Frequency of ponding:None Calcium carbonate, maximum content:40 percent Available water supply, 0 to 60 inches: Moderate (about 6.9 inches) Interpretive groups Land capability classification (irrigated): None specified Land capability classification (nonirrigated): 1 Hydrologic Soil Group: C Ecological site: F111AY009IN - Till Ridge Other vegetative classification: Trees/Timber (Woody Vegetation) Hydric soil rating: No YmsB2—Miami silt loam-Urban land complex, 2 to 6 percent slopes, eroded Map Unit Setting National map unit symbol: 2w586 Elevation: 180 to 1,040 feet Mean annual precipitation: 37 to 46 inches Mean annual air temperature: 48 to 55 degrees F Frost-free period: 145 to 180 days Farmland classification: Not prime farmland Map Unit Composition Miami, eroded, and similar soils:50 percent Urban land:35 percent Minor components:15 percent Estimates are based on observations, descriptions, and transects of the mapunit. Description of Miami, Eroded Setting Landform:Till plains Landform position (two-dimensional):Shoulder, backslope, footslope Landform position (three-dimensional):Side slope Down-slope shape:Convex Across-slope shape:Linear Parent material:Loess over loamy till Typical profile Ap - 0 to 8 inches: silt loam Bt - 8 to 13 inches: silty clay loam 2Bt - 13 to 31 inches: clay loam 2BCt - 31 to 36 inches: loam 2Cd - 36 to 79 inches: loam Properties and qualities Slope:2 to 6 percent Depth to restrictive feature:24 to 40 inches to densic material Drainage class:Moderately well drained Runoff class: High Custom Soil Resource Report 28 Page 55 of 417 Capacity of the most limiting layer to transmit water (Ksat):Low to moderately high (0.01 to 0.20 in/hr) Depth to water table:About 24 to 36 inches Frequency of flooding:None Frequency of ponding:None Calcium carbonate, maximum content:45 percent Maximum salinity:Nonsaline to very slightly saline (0.0 to 2.0 mmhos/cm) Available water supply, 0 to 60 inches: Low (about 5.8 inches) Interpretive groups Land capability classification (irrigated): None specified Land capability classification (nonirrigated): 2e Hydrologic Soil Group: C Ecological site: 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):Shoulder, backslope 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 29 Page 56 of 417 References American Association of State Highway and Transportation Officials (AASHTO). 2004. Standard specifications for transportation materials and methods of sampling and testing. 24th edition. American Society for Testing and Materials (ASTM). 2005. Standard classification of soils for engineering purposes. ASTM Standard D2487-00. Cowardin, L.M., V. Carter, F.C. Golet, and E.T. LaRoe. 1979. Classification of wetlands and deep-water habitats of the United States. U.S. Fish and Wildlife Service FWS/OBS-79/31. Federal Register. July 13, 1994. Changes in hydric soils of the United States. Federal Register. September 18, 2002. Hydric soils of the United States. Hurt, G.W., and L.M. Vasilas, editors. Version 6.0, 2006. Field indicators of hydric soils in the United States. National Research Council. 1995. Wetlands: Characteristics and boundaries. Soil Survey Division Staff. 1993. Soil survey manual. Soil Conservation Service. U.S. Department of Agriculture Handbook 18. http://www.nrcs.usda.gov/wps/portal/ nrcs/detail/national/soils/?cid=nrcs142p2_054262 Soil Survey Staff. 1999. Soil taxonomy: A basic system of soil classification for making and interpreting soil surveys. 2nd edition. Natural Resources Conservation Service, U.S. Department of Agriculture Handbook 436. http:// www.nrcs.usda.gov/wps/portal/nrcs/detail/national/soils/?cid=nrcs142p2_053577 Soil Survey Staff. 2010. Keys to soil taxonomy. 11th edition. U.S. Department of Agriculture, Natural Resources Conservation Service. http:// www.nrcs.usda.gov/wps/portal/nrcs/detail/national/soils/?cid=nrcs142p2_053580 Tiner, R.W., Jr. 1985. Wetlands of Delaware. U.S. Fish and Wildlife Service and Delaware Department of Natural Resources and Environmental Control, Wetlands Section. United States Army Corps of Engineers, Environmental Laboratory. 1987. Corps of Engineers wetlands delineation manual. Waterways Experiment Station Technical Report Y-87-1. United States Department of Agriculture, Natural Resources Conservation Service. National forestry manual. http://www.nrcs.usda.gov/wps/portal/nrcs/detail/soils/ home/?cid=nrcs142p2_053374 United States Department of Agriculture, Natural Resources Conservation Service. National range and pasture handbook. http://www.nrcs.usda.gov/wps/portal/nrcs/ detail/national/landuse/rangepasture/?cid=stelprdb1043084 30 Page 57 of 417 United States Department of Agriculture, Natural Resources Conservation Service. National soil survey handbook, title 430-VI. http://www.nrcs.usda.gov/wps/portal/ nrcs/detail/soils/scientists/?cid=nrcs142p2_054242 United States Department of Agriculture, Natural Resources Conservation Service. 2006. Land resource regions and major land resource areas of the United States, the Caribbean, and the Pacific Basin. U.S. Department of Agriculture Handbook 296. http://www.nrcs.usda.gov/wps/portal/nrcs/detail/national/soils/? cid=nrcs142p2_053624 United States Department of Agriculture, Soil Conservation Service. 1961. Land capability classification. U.S. Department of Agriculture Handbook 210. http:// www.nrcs.usda.gov/Internet/FSE_DOCUMENTS/nrcs142p2_052290.pdf Custom Soil Resource Report 31 Page 58 of 417 ArcGIS WebMap Sources: Esri, HERE, Garmin, Intermap, increment P Corp., GEBCO, USGS, FAO, NPS, NRCAN, GeoBase, IGN, Kadaster NL, Ordnance Survey, Esri Parcels Street Centerlines NFHL LOMAs NFHL LOMRs NFHL Base Flood Elevations NFHL Cross Sections NFHL Flood Hazard Boundaries NFHL Flood Hazard Zones 1% Annual Chance (100-Year) Floodway 0.2% Annual Chance (500-Year) June 6, 2022 0 0.03 0.060.01 mi 0 0.05 0.10.03 km 1:2,400 ArcGIS WebApp BuilderPage 59 of 417 Appendix C · Pre-Developed Drainage Exhibit · Weighted CN Calculations · Time of Concentration Calculations · Pre-Developed HydroCAD Analysis Results Page 60 of 417 TITLE:PROJECT:OWNER:Date:SCALE:PROJECT NO:SHEET No.(317) 844-6777INDIANAPOLIS, INDIANA 462409339 PRIORITY WAY WEST DRIVE, SUITE 100www.cripe.bizREAL ESTATE SERVICESSURVEY +3D LASER SCANNINGENERGY + FACILITIESEQUIPMENT PLANNINGCIVIL ENGINEERINGARCHITECTUREARCHITECTURE + INTERIORSO:\2021\210114\20000\Calcs\Engr\Detention\_In Progress\Existing Conditions Exhibit.dwg, August 7, 2022 9:11 AM, JOE BYRNE, © Paul I. Cripe, Inc.1 of 108-09-22210114-200001"-150'317-559-0169INDIANAPOLIS, IN 462021828 CENTRAL AVENUEONYX + EASTFLORA PUD ON SPRING MILL ROADCONDITIONSPRE-DEVELOPEDDRAINAGE EXHIBITPage 61 of 417 Pre-Developed AreasParcelJuridictionalUnDevelopedOff-SiteDrainageAreaWaterwaySiteROWArea(acres)(acres)(acres)(acres)(acres)17.422.4914.932.0717.00Weighted CN Calculations - Pre-Developed SiteOn-Site DrainageArea Pervious Woods/Grass Pervious Woods/Grass Pervious Woods/Grass Pervious Woods/Grass WeightedArea #(acres)HeF (acres)CNMmB2 (acres)CNCrA (acres)CNUcfA (acres)CNCN14.180761.14762.32820.721828022.930.392761.92760.62820827733.770.668762.89760.21820827644.060.352763.03760.688208277Totals:14.931.41768.98763.82820.728278Weighted CN Calculations - Off-Site Right-of-WayOff-Site DrainageArea Pervious Imervious WeightedArea #Area (acres)UcfA (acres)CN(acres)CNCNGrass1.251.25800.009880Walk0.060800.069898Paved0.760800.769898Totals:2.071.25800.829887Allowable DischargeDrainage AreaFactorQ10 AllowedFactorQ100 Allowed(acres)(cfs)(cfs)17.000.11.700.35.10Pre-Developed Runoff to Williams Creek DrainExistingExisitngExistingOutfallQ2 (cfs)Q10 (cfs)Q100 (cfs)Williams Creek15.2530.2967.92Page 62 of 417 Flora - Time of Concentration for Pre-Developed Site: East Side of Site Along Spring Mill Road Site Including ROW: Sheet Flow Dense Grass- ≔EG1 830.00 ≔EG2 829.0 ≔L1 40 ≔S1 =―――――((-EG1 EG2)) L1 0.025 ≔n 0.24 ≔P2 2.66 ≔t1 =⋅―――――― ⎛⎝⋅0.007 ((⋅n L1)) 0.8⎞⎠ ⋅‾‾‾P2 S1 0.4 60 6.9 ≔EG1 EG2 ≔EG2 828.18 ≔L2 60 ≔S2 =―――――((-EG1 EG2)) L2 0.0137 ≔t2 =⋅―――――― ⎛⎝⋅0.007 ((⋅n L2)) 0.8⎞⎠ ⋅‾‾‾P2 S2 0.4 60 12.11 ≔tc =+t1 t2 18.99 Shallow Concentrated Flow Grass-≔EG1 =EG2 828.18 ≔EG2 826.00 ≔KV 15 ≔L3 110 ≔S3 =―――――((-EG1 EG2)) L3 0.0198 ≔V =⋅KV ‾‾‾S3 2.112 ≔t3 =⋅――L3 V ―1 60 0.9 ≔tc =++t1 t2 t3 19.9 ≔EG1 EG2 ≔EG2 824.00 =EG1 826 ≔KV 15 ≔L4 170 ≔S4 =―――――((-EG1 EG2)) L4 0.012 ≔V =⋅KV ‾‾‾S4 1.627 ≔t4 =⋅――L4 V ―1 60 1.7 ≔tc =+++t1 t2 t3 t4 21.6 Page 1 Page 63 of 417 Concrete Paved Ditch:≔EG1 824.00 ≔EG2 813.00 ≔L5 183 ≔n 0.015 ≔S =―――――((-EG1 EG2)) L5 0.0601 ≔B 2.0 ≔SS 3.0 ≔D 1.0 ≔A =+⋅B D ⋅⋅⋅⋅2 ―1 2 D SS D 5 ≔P =+B ⋅2 ‾‾‾‾‾‾‾‾‾‾‾+D 2 ((⋅D SS)) 2 8.325 ≔R =―A P 0.601 ≔V =⋅⋅――1.49 n R ―2 3 ‾‾S 17.337 ≔t5 =⋅――L5 V ―1 60 0.176 Jurisdictional Waterway Ditch:≔EG1 =EG2 813 ≔EG2 793 ≔L6 857 ≔n 0.04 ≔S =―――――((-EG1 EG2)) L6 0.0233 ≔B 10 ≔SS 2 ≔D 1 ≔A =+⋅B D ⋅⋅⋅⋅2 ―1 2 D SS D 12 ≔P =+B ⋅2 ‾‾‾‾‾‾‾‾‾‾‾+D 2 ((⋅D SS)) 2 14.472 ≔R =―A P 0.829 ≔V =⋅⋅――1.49 n R ―2 3 ‾‾S 5.022 ≔t6 =⋅――L6 V ―1 60 2.844 ≔tc =+++++t1 t2 t3 t4 t5 t6 24.6 minutes -to Outfall at Williams Creek Regulated Drain NW corner of site. Page 2 Page 64 of 417 Williams Creek - Regulated Drain Unnamed Creek - Jurisdictional Drainage Way 1R Springmill Road ROW 1S Undeveloped Area 1 1L Outfall - Williams Creek Routing Diagram for Existing with ROW Prepared by Avatara, Printed 8/1/2022 HydroCAD® 10.10-7a s/n 11639 © 2021 HydroCAD Software Solutions LLC Subcat Reach Pond Link Page 65 of 417 Existing with ROW Printed 8/1/2022Prepared by Avatara Page 2HydroCAD® 10.10-7a s/n 11639 © 2021 HydroCAD Software Solutions LLC Rainfall Events Listing Event# Event Name Storm Type Curve Mode Duration (hours) B/B Depth (inches) AMC 1 2 Year - 24 HR Type II 24-hr Default 24.00 1 2.66 2 2 10 - Year, 24 HR. Type II 24-hr Default 24.00 1 3.83 2 3 100 - Year, 24 HR Type II 24-hr Default 24.00 1 6.46 2 Page 66 of 417 Existing with ROW Printed 8/1/2022Prepared by Avatara Page 3HydroCAD® 10.10-7a s/n 11639 © 2021 HydroCAD Software Solutions LLC Area Listing (all nodes) Area (acres) CN Description (subcatchment-numbers) 1.250 80 >75% Grass cover, Good, HSG D (1R) 0.760 98 Paved roads w/curbs & sewers, HSG D (1R) 0.060 98 Unconnected pavement, HSG D (1R) 4.180 80 Woods/Grass - Weighted CN from Calcs (1S) 6.990 77 Woods/Grass - Weighted CN from Calcs (1S) 3.760 76 Woods/Grass - Weighted CN from Calcs (1S) 17.000 79 TOTAL AREA Page 67 of 417 Existing with ROW Printed 8/1/2022Prepared by Avatara Page 4HydroCAD® 10.10-7a s/n 11639 © 2021 HydroCAD Software Solutions LLC Soil Listing (all nodes) Area (acres) Soil Group Subcatchment Numbers 0.000 HSG A 0.000 HSG B 0.000 HSG C 2.070 HSG D 1R 14.930 Other 1S 17.000 TOTAL AREA Page 68 of 417 Existing with ROW Printed 8/1/2022Prepared by Avatara Page 5HydroCAD® 10.10-7a s/n 11639 © 2021 HydroCAD Software Solutions LLC Ground Covers (all nodes) HSG-A (acres) HSG-B (acres) HSG-C (acres) HSG-D (acres) Other (acres) Total (acres) Ground Cover Subcatchment Numbers 0.000 0.000 0.000 1.250 0.000 1.250 >75% Grass cover, Good 0.000 0.000 0.000 0.760 0.000 0.760 Paved roads w/curbs & sewers 0.000 0.000 0.000 0.060 0.000 0.060 Unconnected pavement 0.000 0.000 0.000 0.000 14.930 14.930 Woods/Grass - Weighted CN from Calcs 0.000 0.000 0.000 2.070 14.930 17.000 TOTAL AREA Page 69 of 417 Type II 24-hr 2 Year - 24 HR Rainfall=2.66"Existing with ROW Printed 8/1/2022Prepared by Avatara Page 6HydroCAD® 10.10-7a s/n 11639 © 2021 HydroCAD Software Solutions LLC Time span=0.00-24.00 hrs, dt=0.05 hrs, 481 points Runoff by SCS TR-20 method, UH=SCS, Weighted-CN Reach routing by Stor-Ind method - Pond routing by Stor-Ind method Runoff Area=2.070 ac 39.61% Impervious Runoff Depth>1.44"Subcatchment 1R: Springmill Road ROW Tc=24.7 min CN=87 Runoff=2.92 cfs 0.248 af Runoff Area=14.930 ac 0.00% Impervious Runoff Depth>0.89"Subcatchment 1S: Undeveloped Area 1 Flow Length=1,420' Tc=24.7 min CN=78 Runoff=12.34 cfs 1.103 af Inflow=15.25 cfs 1.351 afLink 1L: Outfall - Williams Creek Primary=15.25 cfs 1.351 af Total Runoff Area = 17.000 ac Runoff Volume = 1.351 af Average Runoff Depth = 0.95" 95.18% Pervious = 16.180 ac 4.82% Impervious = 0.820 ac Page 70 of 417 Type II 24-hr 2 Year - 24 HR Rainfall=2.66"Existing with ROW Printed 8/1/2022Prepared by Avatara Page 7HydroCAD® 10.10-7a s/n 11639 © 2021 HydroCAD Software Solutions LLC Summary for Subcatchment 1R: Springmill Road ROW Runoff = 2.92 cfs @ 12.18 hrs, Volume= 0.248 af, Depth> 1.44" Routed to Link 1L : Outfall - Williams Creek Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Type II 24-hr 2 Year - 24 HR Rainfall=2.66" Area (ac) CN Description 1.250 80 >75% Grass cover, Good, HSG D 0.060 98 Unconnected pavement, HSG D 0.760 98 Paved roads w/curbs & sewers, HSG D 2.070 87 Weighted Average 1.250 60.39% Pervious Area 0.820 39.61% Impervious Area 0.060 7.32% Unconnected Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 24.7 Direct Entry, Direct Entry from Tc Calcs Subcatchment 1R: Springmill Road ROW Runoff Hydrograph Time (hours) 2423222120191817161514131211109876543210Flow (cfs)3 2 1 0 Type II 24-hr 2 Year - 24 HR Rainfall=2.66" Runoff Area=2.070 ac Runoff Volume=0.248 af Runoff Depth>1.44" Tc=24.7 min CN=87 2.92 cfs Page 71 of 417 Type II 24-hr 2 Year - 24 HR Rainfall=2.66"Existing with ROW Printed 8/1/2022Prepared by Avatara Page 8HydroCAD® 10.10-7a s/n 11639 © 2021 HydroCAD Software Solutions LLC Summary for Subcatchment 1S: Undeveloped Area 1 Runoff = 12.34 cfs @ 12.20 hrs, Volume= 1.103 af, Depth> 0.89" Routed to Link 1L : Outfall - Williams Creek Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Type II 24-hr 2 Year - 24 HR Rainfall=2.66" Area (ac) CN Description * 4.180 80 Woods/Grass - Weighted CN from Calcs * 2.930 77 Woods/Grass - Weighted CN from Calcs * 3.760 76 Woods/Grass - Weighted CN from Calcs * 4.060 77 Woods/Grass - Weighted CN from Calcs 14.930 78 Weighted Average 14.930 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.9 40 0.0250 0.10 Sheet Flow, Sheet Flow SE to Ditch Grass: Dense n= 0.240 P2= 2.66" 12.1 60 0.0137 0.08 Sheet Flow, Sheet Flow SE to Ditch Grass: Dense n= 0.240 P2= 2.66" 0.9 110 0.0198 2.11 Shallow Concentrated Flow, Shallow Concentrated SE Grassed Waterway Kv= 15.0 fps 1.7 170 0.0120 1.64 Shallow Concentrated Flow, Shallow SE to Ditch Grassed Waterway Kv= 15.0 fps 0.2 183 0.0601 17.32 86.62 Channel Flow, Concrete Paved Ditch Area= 5.0 sf Perim= 8.3' r= 0.60' n= 0.015 2.9 857 0.0233 5.00 59.98 Channel Flow, Jurisdictional Waterway Ditch Area= 12.0 sf Perim= 14.5' r= 0.83' n= 0.040 Earth, dense weeds 24.7 1,420 Total Page 72 of 417 Type II 24-hr 2 Year - 24 HR Rainfall=2.66"Existing with ROW Printed 8/1/2022Prepared by Avatara Page 9HydroCAD® 10.10-7a s/n 11639 © 2021 HydroCAD Software Solutions LLC Subcatchment 1S: Undeveloped Area 1 Runoff Hydrograph Time (hours) 2423222120191817161514131211109876543210Flow (cfs)13 12 11 10 9 8 7 6 5 4 3 2 1 0 Type II 24-hr 2 Year - 24 HR Rainfall=2.66" Runoff Area=14.930 ac Runoff Volume=1.103 af Runoff Depth>0.89" Flow Length=1,420' Tc=24.7 min CN=78 12.34 cfs Page 73 of 417 Type II 24-hr 2 Year - 24 HR Rainfall=2.66"Existing with ROW Printed 8/1/2022Prepared by Avatara Page 10HydroCAD® 10.10-7a s/n 11639 © 2021 HydroCAD Software Solutions LLC Summary for Link 1L: Outfall - Williams Creek Inflow Area = 17.000 ac, 4.82% Impervious, Inflow Depth > 0.95" for 2 Year - 24 HR event Inflow = 15.25 cfs @ 12.20 hrs, Volume= 1.351 af Primary = 15.25 cfs @ 12.20 hrs, Volume= 1.351 af, Atten= 0%, Lag= 0.0 min Routed to nonexistent node 2L Primary outflow = Inflow, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Link 1L: Outfall - Williams Creek Inflow Primary Hydrograph Time (hours) 2423222120191817161514131211109876543210Flow (cfs)17 16 15 14 13 12 11 10 9 8 7 6 5 4 3 2 1 0 Inflow Area=17.000 ac 15.25 cfs 15.25 cfs Page 74 of 417 Type II 24-hr 10 - Year, 24 HR. Rainfall=3.83"Existing with ROW Printed 8/1/2022Prepared by Avatara Page 11HydroCAD® 10.10-7a s/n 11639 © 2021 HydroCAD Software Solutions LLC Time span=0.00-24.00 hrs, dt=0.05 hrs, 481 points Runoff by SCS TR-20 method, UH=SCS, Weighted-CN Reach routing by Stor-Ind method - Pond routing by Stor-Ind method Runoff Area=2.070 ac 39.61% Impervious Runoff Depth>2.47"Subcatchment 1R: Springmill Road ROW Tc=24.7 min CN=87 Runoff=5.00 cfs 0.426 af Runoff Area=14.930 ac 0.00% Impervious Runoff Depth>1.74"Subcatchment 1S: Undeveloped Area 1 Flow Length=1,420' Tc=24.7 min CN=78 Runoff=25.30 cfs 2.166 af Inflow=30.29 cfs 2.591 afLink 1L: Outfall - Williams Creek Primary=30.29 cfs 2.591 af Total Runoff Area = 17.000 ac Runoff Volume = 2.591 af Average Runoff Depth = 1.83" 95.18% Pervious = 16.180 ac 4.82% Impervious = 0.820 ac Page 75 of 417 Type II 24-hr 10 - Year, 24 HR. Rainfall=3.83"Existing with ROW Printed 8/1/2022Prepared by Avatara Page 12HydroCAD® 10.10-7a s/n 11639 © 2021 HydroCAD Software Solutions LLC Summary for Subcatchment 1R: Springmill Road ROW Runoff = 5.00 cfs @ 12.18 hrs, Volume= 0.426 af, Depth> 2.47" Routed to Link 1L : Outfall - Williams Creek Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Type II 24-hr 10 - Year, 24 HR. Rainfall=3.83" Area (ac) CN Description 1.250 80 >75% Grass cover, Good, HSG D 0.060 98 Unconnected pavement, HSG D 0.760 98 Paved roads w/curbs & sewers, HSG D 2.070 87 Weighted Average 1.250 60.39% Pervious Area 0.820 39.61% Impervious Area 0.060 7.32% Unconnected Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 24.7 Direct Entry, Direct Entry from Tc Calcs Subcatchment 1R: Springmill Road ROW Runoff Hydrograph Time (hours) 2423222120191817161514131211109876543210Flow (cfs)5 4 3 2 1 0 Type II 24-hr 10 - Year 24 HR. Rainfall=3.83" Runoff Area=2.070 ac Runoff Volume=0.426 af Runoff Depth>2.47" Tc=24.7 min CN=87 5.00 cfs Page 76 of 417 Type II 24-hr 10 - Year, 24 HR. Rainfall=3.83"Existing with ROW Printed 8/1/2022Prepared by Avatara Page 13HydroCAD® 10.10-7a s/n 11639 © 2021 HydroCAD Software Solutions LLC Summary for Subcatchment 1S: Undeveloped Area 1 Runoff = 25.30 cfs @ 12.19 hrs, Volume= 2.166 af, Depth> 1.74" Routed to Link 1L : Outfall - Williams Creek Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Type II 24-hr 10 - Year, 24 HR. Rainfall=3.83" Area (ac) CN Description * 4.180 80 Woods/Grass - Weighted CN from Calcs * 2.930 77 Woods/Grass - Weighted CN from Calcs * 3.760 76 Woods/Grass - Weighted CN from Calcs * 4.060 77 Woods/Grass - Weighted CN from Calcs 14.930 78 Weighted Average 14.930 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.9 40 0.0250 0.10 Sheet Flow, Sheet Flow SE to Ditch Grass: Dense n= 0.240 P2= 2.66" 12.1 60 0.0137 0.08 Sheet Flow, Sheet Flow SE to Ditch Grass: Dense n= 0.240 P2= 2.66" 0.9 110 0.0198 2.11 Shallow Concentrated Flow, Shallow Concentrated SE Grassed Waterway Kv= 15.0 fps 1.7 170 0.0120 1.64 Shallow Concentrated Flow, Shallow SE to Ditch Grassed Waterway Kv= 15.0 fps 0.2 183 0.0601 17.32 86.62 Channel Flow, Concrete Paved Ditch Area= 5.0 sf Perim= 8.3' r= 0.60' n= 0.015 2.9 857 0.0233 5.00 59.98 Channel Flow, Jurisdictional Waterway Ditch Area= 12.0 sf Perim= 14.5' r= 0.83' n= 0.040 Earth, dense weeds 24.7 1,420 Total Page 77 of 417 Type II 24-hr 10 - Year, 24 HR. Rainfall=3.83"Existing with ROW Printed 8/1/2022Prepared by Avatara Page 14HydroCAD® 10.10-7a s/n 11639 © 2021 HydroCAD Software Solutions LLC Subcatchment 1S: Undeveloped Area 1 Runoff Hydrograph Time (hours) 2423222120191817161514131211109876543210Flow (cfs)28 26 24 22 20 18 16 14 12 10 8 6 4 2 0 Type II 24-hr 10 - Year 24 HR. Rainfall=3.83" Runoff Area=14.930 ac Runoff Volume=2.166 af Runoff Depth>1.74" Flow Length=1,420' Tc=24.7 min CN=78 25.30 cfs Page 78 of 417 Type II 24-hr 10 - Year, 24 HR. Rainfall=3.83"Existing with ROW Printed 8/1/2022Prepared by Avatara Page 15HydroCAD® 10.10-7a s/n 11639 © 2021 HydroCAD Software Solutions LLC Summary for Link 1L: Outfall - Williams Creek Inflow Area = 17.000 ac, 4.82% Impervious, Inflow Depth > 1.83" for 10 - Year, 24 HR. event Inflow = 30.29 cfs @ 12.19 hrs, Volume= 2.591 af Primary = 30.29 cfs @ 12.19 hrs, Volume= 2.591 af, Atten= 0%, Lag= 0.0 min Routed to nonexistent node 2L Primary outflow = Inflow, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Link 1L: Outfall - Williams Creek Inflow Primary Hydrograph Time (hours) 2423222120191817161514131211109876543210Flow (cfs)32 30 28 26 24 22 20 18 16 14 12 10 8 6 4 2 0 Inflow Area=17.000 ac 30.29 cfs 30.29 cfs Page 79 of 417 Type II 24-hr 100 - Year, 24 HR Rainfall=6.46"Existing with ROW Printed 8/1/2022Prepared by Avatara Page 16HydroCAD® 10.10-7a s/n 11639 © 2021 HydroCAD Software Solutions LLC Time span=0.00-24.00 hrs, dt=0.05 hrs, 481 points Runoff by SCS TR-20 method, UH=SCS, Weighted-CN Reach routing by Stor-Ind method - Pond routing by Stor-Ind method Runoff Area=2.070 ac 39.61% Impervious Runoff Depth>4.93"Subcatchment 1R: Springmill Road ROW Tc=24.7 min CN=87 Runoff=9.80 cfs 0.851 af Runoff Area=14.930 ac 0.00% Impervious Runoff Depth>3.97"Subcatchment 1S: Undeveloped Area 1 Flow Length=1,420' Tc=24.7 min CN=78 Runoff=58.14 cfs 4.933 af Inflow=67.92 cfs 5.784 afLink 1L: Outfall - Williams Creek Primary=67.92 cfs 5.784 af Total Runoff Area = 17.000 ac Runoff Volume = 5.784 af Average Runoff Depth = 4.08" 95.18% Pervious = 16.180 ac 4.82% Impervious = 0.820 ac Page 80 of 417 Type II 24-hr 100 - Year, 24 HR Rainfall=6.46"Existing with ROW Printed 8/1/2022Prepared by Avatara Page 17HydroCAD® 10.10-7a s/n 11639 © 2021 HydroCAD Software Solutions LLC Summary for Subcatchment 1R: Springmill Road ROW Runoff = 9.80 cfs @ 12.17 hrs, Volume= 0.851 af, Depth> 4.93" Routed to Link 1L : Outfall - Williams Creek Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Type II 24-hr 100 - Year, 24 HR Rainfall=6.46" Area (ac) CN Description 1.250 80 >75% Grass cover, Good, HSG D 0.060 98 Unconnected pavement, HSG D 0.760 98 Paved roads w/curbs & sewers, HSG D 2.070 87 Weighted Average 1.250 60.39% Pervious Area 0.820 39.61% Impervious Area 0.060 7.32% Unconnected Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 24.7 Direct Entry, Direct Entry from Tc Calcs Subcatchment 1R: Springmill Road ROW Runoff Hydrograph Time (hours) 2423222120191817161514131211109876543210Flow (cfs)10 9 8 7 6 5 4 3 2 1 0 Type II 24-hr 100 - Year 24 HR Rainfall=6.46" Runoff Area=2.070 ac Runoff Volume=0.851 af Runoff Depth>4.93" Tc=24.7 min CN=87 9.80 cfs Page 81 of 417 Type II 24-hr 100 - Year, 24 HR Rainfall=6.46"Existing with ROW Printed 8/1/2022Prepared by Avatara Page 18HydroCAD® 10.10-7a s/n 11639 © 2021 HydroCAD Software Solutions LLC Summary for Subcatchment 1S: Undeveloped Area 1 Runoff = 58.14 cfs @ 12.18 hrs, Volume= 4.933 af, Depth> 3.97" Routed to Link 1L : Outfall - Williams Creek Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Type II 24-hr 100 - Year, 24 HR Rainfall=6.46" Area (ac) CN Description * 4.180 80 Woods/Grass - Weighted CN from Calcs * 2.930 77 Woods/Grass - Weighted CN from Calcs * 3.760 76 Woods/Grass - Weighted CN from Calcs * 4.060 77 Woods/Grass - Weighted CN from Calcs 14.930 78 Weighted Average 14.930 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.9 40 0.0250 0.10 Sheet Flow, Sheet Flow SE to Ditch Grass: Dense n= 0.240 P2= 2.66" 12.1 60 0.0137 0.08 Sheet Flow, Sheet Flow SE to Ditch Grass: Dense n= 0.240 P2= 2.66" 0.9 110 0.0198 2.11 Shallow Concentrated Flow, Shallow Concentrated SE Grassed Waterway Kv= 15.0 fps 1.7 170 0.0120 1.64 Shallow Concentrated Flow, Shallow SE to Ditch Grassed Waterway Kv= 15.0 fps 0.2 183 0.0601 17.32 86.62 Channel Flow, Concrete Paved Ditch Area= 5.0 sf Perim= 8.3' r= 0.60' n= 0.015 2.9 857 0.0233 5.00 59.98 Channel Flow, Jurisdictional Waterway Ditch Area= 12.0 sf Perim= 14.5' r= 0.83' n= 0.040 Earth, dense weeds 24.7 1,420 Total Page 82 of 417 Type II 24-hr 100 - Year, 24 HR Rainfall=6.46"Existing with ROW Printed 8/1/2022Prepared by Avatara Page 19HydroCAD® 10.10-7a s/n 11639 © 2021 HydroCAD Software Solutions LLC Subcatchment 1S: Undeveloped Area 1 Runoff Hydrograph Time (hours) 2423222120191817161514131211109876543210Flow (cfs)65 60 55 50 45 40 35 30 25 20 15 10 5 0 Type II 24-hr 100 - Year 24 HR Rainfall=6.46" Runoff Area=14.930 ac Runoff Volume=4.933 af Runoff Depth>3.97" Flow Length=1,420' Tc=24.7 min CN=78 58.14 cfs Page 83 of 417 Type II 24-hr 100 - Year, 24 HR Rainfall=6.46"Existing with ROW Printed 8/1/2022Prepared by Avatara Page 20HydroCAD® 10.10-7a s/n 11639 © 2021 HydroCAD Software Solutions LLC Summary for Link 1L: Outfall - Williams Creek Inflow Area = 17.000 ac, 4.82% Impervious, Inflow Depth > 4.08" for 100 - Year, 24 HR event Inflow = 67.92 cfs @ 12.18 hrs, Volume= 5.784 af Primary = 67.92 cfs @ 12.18 hrs, Volume= 5.784 af, Atten= 0%, Lag= 0.0 min Routed to nonexistent node 2L Primary outflow = Inflow, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Link 1L: Outfall - Williams Creek Inflow Primary Hydrograph Time (hours) 2423222120191817161514131211109876543210Flow (cfs)75 70 65 60 55 50 45 40 35 30 25 20 15 10 5 0 Inflow Area=17.000 ac 67.92 cfs 67.92 cfs Page 84 of 417 Appendix D · Post-Developed Drainage Exhibit · Weighted CN Calculations · Time of Concentration Calculations · Post-Developed HydroCAD Analysis Results – 4.4 Inch Orifice · Post-Developed HydroCAD Analysis Results – 4.4 Inch Orifice with Direct Discharge Areas Captured in Pond (Hypothetical) Page 85 of 417 EMIIIIIIIIIIIIIIIIII I I I I I I I I I I WILLIAMS CREEKPOST-DEVELOPED CONDITIONS - WEIGHTED CN CLACULATIONS (On-Site Detained)DetainedArea 1STotal Area(Acres)HeF Area(acres)CN=74MmB2 Area(acres)CN=74CrA Area(acres)CN=80UcfA Area(acres)CN=80PerviousArea (acres)Impervious Area(acres) CN=98Paved / CN=100PondCN x AreasWeighted CN14.270.0030.6660.9290.0001.5982.668385.3289021.810.0310.3570.2030.0000.5911.218164.3499132.910.0610.8220.0670.0000.9501.958262.5459043.580.0730.8720.2230.0001.1692.409323.85691Pond0.890.0000.0000.0000.0000.0000.89089.000100TOTAL13.450.1682.7171.4220.0004.3089.1431225.07991Off-SiteDrainageArea 1RAreaPerviousImerviousWeighted(acres)UcfA (acres)CN(acres)CNCNGrass1.161.16800.009880Walk0.150800.159898Paved0.760800.769898Totals:2.071.16800.919888POST-DEVELOPED CONDITIONS - WEIGHTED CN CALCULATIONS - Site Direct DischargeAreaTotal Area(Acres)HeF Area(acres)CN=74MmB2 Area(acres)CN=74CrA Area(acres)CN=80UcfA Area(acres)CN=80PerviousArea (acres)Impervious Area(acres) CN=98Paved / CN=100PondCN x AreasWeighted CN2S0.160.1580.0000.0000.0000.1580.00011.692743S0.840.4740.3610.0000.0000.8350.00061.790744S0.480.1270.3550.0000.0000.4820.00035.66874TOTAL1.480.7590.7160.0000.0001.4750.000109.15074On-Site /Off-SiteArea (acres)(cfs)(cfs)Site & ROW17.01.705.10Dir. Disc. 4S0.48--Rev. Allowed-0.883.06Post-Developed15.520.883.06Q10AllowedQ100Allowed(cfs)(cfs)Q10ProposedQ100Proposed-0.82-2.040.842.37POST-DEVELOPED CONDITIONS - WEIGHTED CN CLACULATIONS (Off-Site ROW Detained)ALLOWABLE RELEASE RATE LESS DIRECT DISCHARGETITLE:PROJECT:OWNER:Date:SCALE:PROJECT NO:SHEET No.(317) 844-6777INDIANAPOLIS, INDIANA 462409339 PRIORITY WAY WEST DRIVE, SUITE 100www.cripe.bizREAL ESTATE SERVICESSURVEY +3D LASER SCANNINGENERGY + FACILITIESEQUIPMENT PLANNINGCIVIL ENGINEERINGARCHITECTUREARCHITECTURE + INTERIORSO:\2021\210114\20000\Calcs\Engr\Detention\_In Progress\Post Developed Conditions Exhibit.dwg, July 21, 2023 9:00 AM, SUSAN SCHREINER, © Paul I. Cripe, Inc.1 of 107-21-2023210114-200001"-150'317-559-0169INDIANAPOLIS, IN 462021828 CENTRAL AVENUEONYX + EASTFLORA PUD ON SPRING MILLPOST-DEVELOPEDCONDITIONSDRAINAGE EXHIBITPage 86 of 417 POST-DEVELOPED CONDITIONS - WEIGHTED CN CALCULATIONS (On-Site Detained) Area Total Area (Acres) HeF Area (acres) CN=74 MmB2 Area (acres) CN=74 CrA Area (acres) CN=80 UcfA Area (acres) CN=80 Pervious Area (acres) Impervious Area (acres) CN=98 Paved / CN=100 CN x Areas Weighted CN 1 4.27 0.00 0.67 0.93 0.00 1.60 2.67 385.33 90 2 1.81 0.03 0.36 0.20 0.00 0.59 1.22 164.35 91 3 2.91 0.06 0.82 0.07 0.00 0.95 1.96 262.55 90 4 3.58 0.07 0.87 0.22 0.00 1.17 2.41 323.86 91 Pond 0.89 0.00 0.00 0.00 0.00 0.00 0.89 89.00 100 TOTAL 13.45 0.17 2.72 1.42 0.00 4.31 9.14 1225.08 91 POST-DEVELOPED CONDITIONS - WEIGHTED CN CALCULATIONS - Site Direct Discharge Area Total Area (Acres) HeF Area (acres) CN=74 MmB2 Area (acres) CN=74 CrA Area (acres) CN=80 UcfA Area (acres) CN=80 Pervious Area (acres) Impervious Area (acres) CN=98 CN x Areas Weighted CN 2S 0.16 0.16 0.00 0.00 0.00 0.16 0.00 11.69 74 3S 0.84 0.47 0.36 0.00 0.00 0.84 0.00 61.79 74 4S 0.48 0.13 0.36 0.00 0.00 0.48 0.00 35.67 74 TOTAL 1.48 0.76 0.72 0.00 0.00 1.48 0.00 109.15 74 POST-DEVELOPED CONDITIONS - WEIGHTED CN CALCULATIONS (Off-Site ROW Detained) Off-Site Drainage Area Pervious Imervious Weighted Area # Area (acres) UcfA (acres) CN (acres) CN CN Grass 1.16 1.16 80 0.00 98 80 Walk 0.15 0.00 80 0.15 98 98 Paved 0.76 0.00 80 0.76 98 98 Totals:2.07 1.16 80 0.91 98 88 REVISED ALLOWABLE RELEASE RATES LESS DIRECT DISCHARGE FROM 4S On-Site / Off-Site Area Q10 Allowed Q10 Proposed Q100 Allowed Q100 Proposed (acres) (cfs) (cfs) (cfs) (cfs) Site & ROW 17.00 1.70 5.10 Dir. Dis. 4S 0.48 --0.82 --2.04 Revised Allowed -0.88 -3.06 - Post Developed 15.52 0.88 0.84 3.06 2.37 PROPOSED AND ALLOWABLE RELEASE RATE SUMMARY - ENTIRE 17.00 ACRES DRAINGE AREA On-Site / Off-Site Area Q10 Allowed Q10 Proposed Q100 Allowed Q100 Proposed (acres) (cfs) (cfs) (cfs) (cfs) Site & ROW 15.52 1.55 0.84 4.66 2.37 2S 0.16 0.02 0.33 0.05 0.81 3S 0.84 0.08 1.74 0.25 4.27 4S 0.48 0.05 0.82 0.14 2.00 Totals:17.00 1.70 3.73 5.10 9.45 Page 87 of 417 Flora - Time of Concentration for Post-Developed Site: Center of Site to Pond: Sheet Flow Dense Grass- ≔EG1 825.00 ≔EG2 823.96 ≔L1 100 ≔S1 =―――――((-EG1 EG2)) L1 0.0104 ≔n 0.24 ≔P2 2.66 ≔t1 =⋅―――――― ⎛⎝⋅0.007 ((⋅n L1)) 0.8⎞⎠ ⋅‾‾‾P2 S1 0.4 60 20.3 ≔EG1 EG2 ≔EG2 823.10 ≔L2 60 ≔S2 =―――――((-EG1 EG2)) L2 0.0143 Shallow Concentrated Flow Paved- ≔KV 20.3 ≔V =⋅KV ‾‾‾S2 2.43 ≔t2 =⋅――L2 V ―1 60 0.4 Pipe Flow to Pond:≔n 0.013 ≔L3 119 ≔S3 0.0023 ≔D 1.25 ≔A =⋅π ((⋅D 0.5)) 2 1.227 ≔P =⋅⋅2 π ((⋅0.5 D))3.927 ≔R =―A P 0.313 ≔V =⋅⋅――1.49 n R ―2 3 ‾‾‾S3 2.531 ≔t3 =⋅――L3 V ―1 60 0.784 ≔D 2.0 ≔L4 22 ≔S4 0.0017 ≔A =⋅π ((⋅D 0.5)) 2 3.142 ≔P =⋅⋅2 π ((⋅0.5 D))6.283 ≔R =―A P 0.5 ≔V =⋅⋅――1.49 n R ―2 3 ‾‾‾S4 2.977 ≔t4 =⋅――L4 V ―1 60 0.123 ≔D 3.0 ≔L5 66 ≔S5 0.0010 Page 1 Page 88 of 417 ≔D 3.0 ≔L5 66 ≔S5 0.0010 ≔A =⋅π ((⋅D 0.5)) 2 7.069 ≔P =⋅⋅2 π ((⋅0.5 D))9.425 ≔R =―A P 0.75 ≔V =⋅⋅――1.49 n R ―2 3 ‾‾‾S5 2.992 ≔t5 =⋅――L5 V ―1 60 0.368 ≔D 3.0 ≔L6 127 ≔S6 0.0006 ≔A =⋅π ((⋅D 0.5)) 2 7.069 ≔P =⋅⋅2 π ((⋅0.5 D))9.425 ≔R =―A P 0.75 ≔V =⋅⋅――1.49 n R ―2 3 ‾‾‾S6 2.318 ≔t6 =⋅――L6 V ―1 60 0.913 ≔D 3.5 ≔L7 32 ≔S7 0.0008 ≔A =⋅π ((⋅D 0.5)) 2 9.621 ≔P =⋅⋅2 π ((⋅0.5 D))10.996 ≔R =―A P 0.875 ≔V =⋅⋅――1.49 n R ―2 3 ‾‾‾S7 2.966 ≔t7 =⋅――L7 V ―1 60 0.18 ≔D 3.5 ≔L8 171 ≔S8 0.0003 ≔A =⋅π ((⋅D 0.5)) 2 9.621 ≔P =⋅⋅2 π ((⋅0.5 D))10.996 ≔R =―A P 0.875 ≔V =⋅⋅――1.49 n R ―2 3 ‾‾‾S8 1.816 ≔t8 =⋅――L8 V ―1 60 1.569 ≔Tc =+++++++t1 t2 t3 t4 t5 t6 t7 t8 24.7 minutes Sheet Flow Tree Preservation Areas: ≔n 0.24 ≔H 4 ≔L 100 ≔S =―H L 0.04 ≔tc =⋅―――――― ⎛⎝⋅0.007 ((⋅n L)) 0.8⎞⎠ ⋅‾‾‾P2 S 0.4 60 11.9 minutes Page 2 Page 89 of 417 Direct Discharge Southwest to Williams Creek Regulated Drain: Sheet Flow- ≔n 0.24 ≔EG1 827.00 ≔EG2 824.5 ≔L 100 ≔S =―――――((-EG1 EG2)) L 0.025 ≔t1 =⋅―――――― ⎛⎝⋅0.007 ((⋅n L)) 0.8⎞⎠ ⋅‾‾‾P2 S 0.4 60 14.3 Shallow Concentrated-≔EG1 =EG2 824.5 ≔EG2 818.00 ≔L 400 ≔KV 16.1 ≔S =―――――((-EG1 EG2)) L 0.016 ≔V =⋅KV ‾‾S 2.052 ≔t2 =⋅―L V ―1 60 3.248 ≔tc =+t1 t2 17.6 minutes -Direct Discharge Area 4S (node 4S HydroCAD report). Page 3 Page 90 of 417 Williams Creek - Regulated Drain 1R Springmill Road ROW 1S Detained - Developed Site 2S Tree Preservation Area - West 3S Tree Preservation Area - West 4S Direct Discharge - Southwest 1P Pond 1L Williams Creek Regulated Drain 2L Tree Preservation Areas/Unstable Slopes 3L Williams Creek Regulated Drain Routing Diagram for Proposed with ROW WSE 816 Prepared by Cripe, Printed 7/21/2023 HydroCAD® 10.20-2g s/n 11639 © 2022 HydroCAD Software Solutions LLC Subcat Reach Pond Link Page 91 of 417 Flora Proposed Pond Routing Proposed with ROW WSE 816 Printed 7/21/2023Prepared by Cripe Page 2HydroCAD® 10.20-2g s/n 11639 © 2022 HydroCAD Software Solutions LLC Rainfall Events Listing Event# Event Name Storm Type Curve Mode Duration (hours) B/B Depth (inches) AMC 1 2 Year - 24 HR Type II 24-hr Default 24.00 1 2.66 2 2 10 - Year, 24 HR. Type II 24-hr Default 24.00 1 3.83 2 3 100 - Year, 24 HR Type II 24-hr Default 24.00 1 6.46 2 Page 92 of 417 Flora Proposed Pond Routing Type II 24-hr 2 Year - 24 HR Rainfall=2.66"Proposed with ROW WSE 816 Printed 7/21/2023Prepared by Cripe Page 3HydroCAD® 10.20-2g s/n 11639 © 2022 HydroCAD Software Solutions LLC Summary for Subcatchment 1R: Springmill Road ROW Runoff = 3.58 cfs @ 12.12 hrs, Volume= 0.262 af, Depth= 1.52" Routed to Pond 1P : Pond Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-120.00 hrs, dt= 0.05 hrs Type II 24-hr 2 Year - 24 HR Rainfall=2.66" Area (ac) CN Description * 2.070 88 Paved, Walks, Grass 2.070 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 19.0 Direct Entry, Direct Entry Subcatchment 1R: Springmill Road ROW Runoff Hydrograph Time (hours) 12011511010510095908580757065605550454035302520151050Flow (cfs)4 3 2 1 0 Type II 24-hr 2 Year - 24 HR Rainfall=2.66" Runoff Area=2.070 ac Runoff Volume=0.262 af Runoff Depth=1.52" Tc=19.0 min CN=88 3.58 cfs Page 93 of 417 Flora Proposed Pond Routing Type II 24-hr 2 Year - 24 HR Rainfall=2.66"Proposed with ROW WSE 816 Printed 7/21/2023Prepared by Cripe Page 4HydroCAD® 10.20-2g s/n 11639 © 2022 HydroCAD Software Solutions LLC Summary for Subcatchment 1S: Detained - Developed Site Runoff = 22.99 cfs @ 12.18 hrs, Volume= 1.969 af, Depth= 1.76" Routed to Pond 1P : Pond Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-120.00 hrs, dt= 0.05 hrs Type II 24-hr 2 Year - 24 HR Rainfall=2.66" Area (ac) CN Description * 13.450 91 Composite Site, Roofs, Paved, Walks, Grass 13.450 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 20.3 100 0.0104 0.08 Sheet Flow, Sheet Flow Grass Grass: Dense n= 0.240 P2= 2.66" 0.4 55 0.0105 2.08 Shallow Concentrated Flow, Shallow Concentrated Paved Paved Kv= 20.3 fps 0.8 119 0.0023 2.52 3.10 Pipe Channel, RCP_Round 15" 15.0" Round Area= 1.2 sf Perim= 3.9' r= 0.31' n= 0.013 Concrete sewer w/manholes & inlets 0.1 22 0.0017 2.97 9.33 Pipe Channel, RCP_Round 24" 24.0" Round Area= 3.1 sf Perim= 6.3' r= 0.50' n= 0.013 Concrete sewer w/manholes & inlets 0.4 66 0.0010 2.98 21.09 Pipe Channel, RCP_Round 36" 36.0" Round Area= 7.1 sf Perim= 9.4' r= 0.75' n= 0.013 Concrete sewer w/manholes & inlets 0.9 127 0.0006 2.31 16.34 Pipe Channel, RCP_Round 36" 36.0" Round Area= 7.1 sf Perim= 9.4' r= 0.75' n= 0.013 Concrete sewer w/manholes & inlets 0.2 32 0.0008 2.96 28.46 Pipe Channel, RCP_Round 42" 42.0" Round Area= 9.6 sf Perim= 11.0' r= 0.88' n= 0.013 Concrete sewer w/manholes & inlets 1.6 171 0.0003 1.81 17.43 Pipe Channel, RCP_Round 42" 42.0" Round Area= 9.6 sf Perim= 11.0' r= 0.88' n= 0.013 Concrete sewer w/manholes & inlets 24.7 692 Total Page 94 of 417 Flora Proposed Pond Routing Type II 24-hr 2 Year - 24 HR Rainfall=2.66"Proposed with ROW WSE 816 Printed 7/21/2023Prepared by Cripe Page 5HydroCAD® 10.20-2g s/n 11639 © 2022 HydroCAD Software Solutions LLC Subcatchment 1S: Detained - Developed Site Runoff Hydrograph Time (hours) 12011511010510095908580757065605550454035302520151050Flow (cfs)25 24 23 22 21 20 19 18 17 16 15 14 13 12 11 10 9 8 7 6 5 4 3 2 1 0 Type II 24-hr 2 Year - 24 HR Rainfall=2.66" Runoff Area=13.450 ac Runoff Volume=1.969 af Runoff Depth=1.76" Flow Length=692' Tc=24.7 min CN=91 22.99 cfs Page 95 of 417 Flora Proposed Pond Routing Type II 24-hr 2 Year - 24 HR Rainfall=2.66"Proposed with ROW WSE 816 Printed 7/21/2023Prepared by Cripe Page 6HydroCAD® 10.20-2g s/n 11639 © 2022 HydroCAD Software Solutions LLC Summary for Subcatchment 2S: Tree Preservation Area - West Runoff = 0.15 cfs @ 12.05 hrs, Volume= 0.009 af, Depth= 0.70" Routed to Link 2L : Tree Preservation Areas/Unstable Slopes Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-120.00 hrs, dt= 0.05 hrs Type II 24-hr 2 Year - 24 HR Rainfall=2.66" Area (ac) CN Description 0.160 74 >75% Grass cover, Good, HSG C 0.160 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 11.9 100 0.0400 0.14 Sheet Flow, Sheet Flow Grass: Dense n= 0.240 P2= 2.66" Subcatchment 2S: Tree Preservation Area - West Runoff Hydrograph Time (hours) 12011511010510095908580757065605550454035302520151050Flow (cfs)0.16 0.15 0.14 0.13 0.12 0.11 0.1 0.09 0.08 0.07 0.06 0.05 0.04 0.03 0.02 0.01 0 Type II 24-hr 2 Year - 24 HR Rainfall=2.66" Runoff Area=0.160 ac Runoff Volume=0.009 af Runoff Depth=0.70" Flow Length=100' Slope=0.0400 '/' Tc=11.9 min CN=74 0.15 cfs Page 96 of 417 Flora Proposed Pond Routing Type II 24-hr 2 Year - 24 HR Rainfall=2.66"Proposed with ROW WSE 816 Printed 7/21/2023Prepared by Cripe Page 7HydroCAD® 10.20-2g s/n 11639 © 2022 HydroCAD Software Solutions LLC Summary for Subcatchment 3S: Tree Preservation Area - West Runoff = 0.78 cfs @ 12.05 hrs, Volume= 0.049 af, Depth= 0.70" Routed to Link 2L : Tree Preservation Areas/Unstable Slopes Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-120.00 hrs, dt= 0.05 hrs Type II 24-hr 2 Year - 24 HR Rainfall=2.66" Area (ac) CN Description * 0.840 74 >75% Grass cover, Good, HSG C, HeF Soils 0.840 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 11.9 100 0.0400 0.14 Sheet Flow, Sheet Flow Grass: Dense n= 0.240 P2= 2.66" Subcatchment 3S: Tree Preservation Area - West Runoff Hydrograph Time (hours) 12011511010510095908580757065605550454035302520151050Flow (cfs)0.85 0.8 0.75 0.7 0.65 0.6 0.55 0.5 0.45 0.4 0.35 0.3 0.25 0.2 0.15 0.1 0.05 0 Type II 24-hr 2 Year - 24 HR Rainfall=2.66" Runoff Area=0.840 ac Runoff Volume=0.049 af Runoff Depth=0.70" Flow Length=100' Slope=0.0400 '/' Tc=11.9 min CN=74 0.78 cfs Page 97 of 417 Flora Proposed Pond Routing Type II 24-hr 2 Year - 24 HR Rainfall=2.66"Proposed with ROW WSE 816 Printed 7/21/2023Prepared by Cripe Page 8HydroCAD® 10.20-2g s/n 11639 © 2022 HydroCAD Software Solutions LLC Summary for Subcatchment 4S: Direct Discharge - Southwest Runoff = 0.36 cfs @ 12.12 hrs, Volume= 0.028 af, Depth= 0.70" Routed to Link 3L : Williams Creek Regulated Drain Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-120.00 hrs, dt= 0.05 hrs Type II 24-hr 2 Year - 24 HR Rainfall=2.66" Area (ac) CN Description 0.480 74 >75% Grass cover, Good, HSG C 0.480 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 14.3 100 0.0250 0.12 Sheet Flow, Sheet Flow Grass: Dense n= 0.240 P2= 2.66" 3.3 400 0.0160 2.04 Shallow Concentrated Flow, Shallow Concentrated Unpaved Kv= 16.1 fps 17.6 500 Total Subcatchment 4S: Direct Discharge - Southwest Runoff Hydrograph Time (hours) 12011511010510095908580757065605550454035302520151050Flow (cfs)0.4 0.38 0.36 0.34 0.32 0.3 0.28 0.26 0.24 0.22 0.2 0.18 0.16 0.14 0.12 0.1 0.08 0.06 0.04 0.02 0 Type II 24-hr 2 Year - 24 HR Rainfall=2.66" Runoff Area=0.480 ac Runoff Volume=0.028 af Runoff Depth=0.70" Flow Length=500' Tc=17.6 min CN=74 0.36 cfs Page 98 of 417 Flora Proposed Pond Routing Type II 24-hr 2 Year - 24 HR Rainfall=2.66"Proposed with ROW WSE 816 Printed 7/21/2023Prepared by Cripe Page 9HydroCAD® 10.20-2g s/n 11639 © 2022 HydroCAD Software Solutions LLC Summary for Pond 1P: Pond Inflow Area = 15.520 ac, 0.00% Impervious, Inflow Depth = 1.72" for 2 Year - 24 HR event Inflow = 26.37 cfs @ 12.17 hrs, Volume= 2.231 af Outflow = 0.65 cfs @ 18.62 hrs, Volume= 2.187 af, Atten= 98%, Lag= 387.0 min Primary = 0.65 cfs @ 18.62 hrs, Volume= 2.187 af Routed to Link 1L : Williams Creek Regulated Drain Routing by Stor-Ind method, Time Span= 0.00-120.00 hrs, dt= 0.05 hrs Peak Elev= 817.58' @ 18.62 hrs Surf.Area= 43,722 sf Storage= 71,621 cf Plug-Flow detention time= 1,372.7 min calculated for 2.186 af (98% of inflow) Center-of-Mass det. time= 1,362.5 min ( 2,187.3 - 824.8 ) Volume Invert Avail.Storage Storage Description #1 816.00' 435,847 cf Custom Stage Data (Irregular) Listed below Elevation Surf.Area Perim. Inc.Store Cum.Store Wet.Area (feet) (sq-ft) (feet) (cubic-feet) (cubic-feet) (sq-ft) 816.00 38,918 865.0 0 0 38,918 820.40 52,334 1,082.0 200,027 200,027 72,811 820.50 57,822 1,113.0 5,506 205,533 78,227 822.00 64,615 1,151.0 91,781 297,313 85,281 824.00 74,025 1,201.0 138,533 435,847 94,930 Device Routing Invert Outlet Devices #1 Primary 815.65'15.0" Round Culvert L= 38.0' RCP, groove end projecting, Ke= 0.200 Inlet / Outlet Invert= 815.65' / 811.98' S= 0.0966 '/' Cc= 0.900 n= 0.013 Concrete pipe, straight & clean, Flow Area= 1.23 sf #2 Device 1 815.75'4.4" Vert. 4.4" Orifice C= 0.600 Limited to weir flow at low heads #3 Device 1 820.51'2.0' long x 0.50' rise Sharp-Crested Rectangular Weir 2 End Contraction(s) #4 Device 1 822.50'10.8" x 1.0" Horiz. Grate X 2.00 columns X 12 rows C= 0.600 in 25.5" x 25.5" Grate (40% open area) Limited to weir flow at low heads #5 Device 2 816.00'15.0" Round 15" RCP L= 29.0' RCP, groove end projecting, Ke= 0.200 Inlet / Outlet Invert= 816.00' / 815.85' S= 0.0052 '/' Cc= 0.900 n= 0.013 Concrete pipe, straight & clean, Flow Area= 1.23 sf Primary OutFlow Max=0.65 cfs @ 18.62 hrs HW=817.58' (Free Discharge) 1=Culvert (Passes 0.65 cfs of 8.42 cfs potential flow) 2=4.4" Orifice (Orifice Controls 0.65 cfs @ 6.17 fps) 5=15" RCP (Passes 0.65 cfs of 5.36 cfs potential flow) 3=Sharp-Crested Rectangular Weir ( Controls 0.00 cfs) 4=Grate ( Controls 0.00 cfs) Page 99 of 417 Flora Proposed Pond Routing Type II 24-hr 2 Year - 24 HR Rainfall=2.66"Proposed with ROW WSE 816 Printed 7/21/2023Prepared by Cripe Page 10HydroCAD® 10.20-2g s/n 11639 © 2022 HydroCAD Software Solutions LLC Pond 1P: Pond Inflow Primary Hydrograph Time (hours) 12011511010510095908580757065605550454035302520151050Flow (cfs)28 26 24 22 20 18 16 14 12 10 8 6 4 2 0 Inflow Area=15.520 ac Peak Elev=817.58' Storage=71,621 cf 26.37 cfs 0.65 cfs Pond 1P: Pond Primary Stage-Discharge Discharge (cfs) 20181614121086420Elevation (feet)824 823 822 821 820 819 818 817 816 Sharp-Crested Rectangular Weir Grate 15" RCP Page 100 of 417 Flora Proposed Pond Routing Type II 24-hr 2 Year - 24 HR Rainfall=2.66"Proposed with ROW WSE 816 Printed 7/21/2023Prepared by Cripe Page 11HydroCAD® 10.20-2g s/n 11639 © 2022 HydroCAD Software Solutions LLC Pond 1P: Pond Surface Storage Stage-Area-Storage Storage (cubic-feet) 400,000350,000300,000250,000200,000150,000100,00050,0000 Surface/Horizontal/Wetted Area (sq-ft) 70,00065,00060,00055,00050,00045,00040,00035,00030,00025,00020,00015,00010,0005,0000 Elevation (feet)824 823 822 821 820 819 818 817 816 Custom Stage Data Page 101 of 417 Flora Proposed Pond Routing Type II 24-hr 2 Year - 24 HR Rainfall=2.66"Proposed with ROW WSE 816 Printed 7/21/2023Prepared by Cripe Page 12HydroCAD® 10.20-2g s/n 11639 © 2022 HydroCAD Software Solutions LLC Summary for Link 1L: Williams Creek Regulated Drain Inflow Area = 15.520 ac, 0.00% Impervious, Inflow Depth > 1.69" for 2 Year - 24 HR event Inflow = 0.65 cfs @ 18.62 hrs, Volume= 2.187 af Primary = 0.65 cfs @ 18.62 hrs, Volume= 2.187 af, Atten= 0%, Lag= 0.0 min Routed to nonexistent node 7L Primary outflow = Inflow, Time Span= 0.00-120.00 hrs, dt= 0.05 hrs Link 1L: Williams Creek Regulated Drain Inflow Primary Hydrograph Time (hours) 12011511010510095908580757065605550454035302520151050Flow (cfs)0.7 0.65 0.6 0.55 0.5 0.45 0.4 0.35 0.3 0.25 0.2 0.15 0.1 0.05 0 Inflow Area=15.520 ac 0.65 cfs0.65 cfs Page 102 of 417 Flora Proposed Pond Routing Type II 24-hr 2 Year - 24 HR Rainfall=2.66"Proposed with ROW WSE 816 Printed 7/21/2023Prepared by Cripe Page 13HydroCAD® 10.20-2g s/n 11639 © 2022 HydroCAD Software Solutions LLC Summary for Link 2L: Tree Preservation Areas/Unstable Slopes Inflow Area = 1.000 ac, 0.00% Impervious, Inflow Depth = 0.70" for 2 Year - 24 HR event Inflow = 0.93 cfs @ 12.05 hrs, Volume= 0.058 af Primary = 0.93 cfs @ 12.05 hrs, Volume= 0.058 af, Atten= 0%, Lag= 0.0 min Routed to nonexistent node 7L Primary outflow = Inflow, Time Span= 0.00-120.00 hrs, dt= 0.05 hrs Link 2L: Tree Preservation Areas/Unstable Slopes Inflow Primary Hydrograph Time (hours) 12011511010510095908580757065605550454035302520151050Flow (cfs)1 0 Inflow Area=1.000 ac 0.93 cfs0.93 cfs Page 103 of 417 Flora Proposed Pond Routing Type II 24-hr 2 Year - 24 HR Rainfall=2.66"Proposed with ROW WSE 816 Printed 7/21/2023Prepared by Cripe Page 14HydroCAD® 10.20-2g s/n 11639 © 2022 HydroCAD Software Solutions LLC Summary for Link 3L: Williams Creek Regulated Drain Inflow Area = 0.480 ac, 0.00% Impervious, Inflow Depth = 0.70" for 2 Year - 24 HR event Inflow = 0.36 cfs @ 12.12 hrs, Volume= 0.028 af Primary = 0.36 cfs @ 12.12 hrs, Volume= 0.028 af, Atten= 0%, Lag= 0.0 min Routed to nonexistent node 7L Primary outflow = Inflow, Time Span= 0.00-120.00 hrs, dt= 0.05 hrs Link 3L: Williams Creek Regulated Drain Inflow Primary Hydrograph Time (hours) 12011511010510095908580757065605550454035302520151050Flow (cfs)0.4 0.38 0.36 0.34 0.32 0.3 0.28 0.26 0.24 0.22 0.2 0.18 0.16 0.14 0.12 0.1 0.08 0.06 0.04 0.02 0 Inflow Area=0.480 ac 0.36 cfs0.36 cfs Page 104 of 417 Flora Proposed Pond Routing Type II 24-hr 10 - Year, 24 HR. Rainfall=3.83"Proposed with ROW WSE 816 Printed 7/21/2023Prepared by Cripe Page 15HydroCAD® 10.20-2g s/n 11639 © 2022 HydroCAD Software Solutions LLC Summary for Subcatchment 1R: Springmill Road ROW Runoff = 6.01 cfs @ 12.11 hrs, Volume= 0.444 af, Depth= 2.57" Routed to Pond 1P : Pond Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-120.00 hrs, dt= 0.05 hrs Type II 24-hr 10 - Year, 24 HR. Rainfall=3.83" Area (ac) CN Description * 2.070 88 Paved, Walks, Grass 2.070 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 19.0 Direct Entry, Direct Entry Subcatchment 1R: Springmill Road ROW Runoff Hydrograph Time (hours) 12011511010510095908580757065605550454035302520151050Flow (cfs)6 5 4 3 2 1 0 Type II 24-hr 10 - Year 24 HR. Rainfall=3.83" Runoff Area=2.070 ac Runoff Volume=0.444 af Runoff Depth=2.57" Tc=19.0 min CN=88 6.01 cfs Page 105 of 417 Flora Proposed Pond Routing Type II 24-hr 10 - Year, 24 HR. Rainfall=3.83"Proposed with ROW WSE 816 Printed 7/21/2023Prepared by Cripe Page 16HydroCAD® 10.20-2g s/n 11639 © 2022 HydroCAD Software Solutions LLC Summary for Subcatchment 1S: Detained - Developed Site Runoff = 36.88 cfs @ 12.17 hrs, Volume= 3.200 af, Depth= 2.85" Routed to Pond 1P : Pond Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-120.00 hrs, dt= 0.05 hrs Type II 24-hr 10 - Year, 24 HR. Rainfall=3.83" Area (ac) CN Description * 13.450 91 Composite Site, Roofs, Paved, Walks, Grass 13.450 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 20.3 100 0.0104 0.08 Sheet Flow, Sheet Flow Grass Grass: Dense n= 0.240 P2= 2.66" 0.4 55 0.0105 2.08 Shallow Concentrated Flow, Shallow Concentrated Paved Paved Kv= 20.3 fps 0.8 119 0.0023 2.52 3.10 Pipe Channel, RCP_Round 15" 15.0" Round Area= 1.2 sf Perim= 3.9' r= 0.31' n= 0.013 Concrete sewer w/manholes & inlets 0.1 22 0.0017 2.97 9.33 Pipe Channel, RCP_Round 24" 24.0" Round Area= 3.1 sf Perim= 6.3' r= 0.50' n= 0.013 Concrete sewer w/manholes & inlets 0.4 66 0.0010 2.98 21.09 Pipe Channel, RCP_Round 36" 36.0" Round Area= 7.1 sf Perim= 9.4' r= 0.75' n= 0.013 Concrete sewer w/manholes & inlets 0.9 127 0.0006 2.31 16.34 Pipe Channel, RCP_Round 36" 36.0" Round Area= 7.1 sf Perim= 9.4' r= 0.75' n= 0.013 Concrete sewer w/manholes & inlets 0.2 32 0.0008 2.96 28.46 Pipe Channel, RCP_Round 42" 42.0" Round Area= 9.6 sf Perim= 11.0' r= 0.88' n= 0.013 Concrete sewer w/manholes & inlets 1.6 171 0.0003 1.81 17.43 Pipe Channel, RCP_Round 42" 42.0" Round Area= 9.6 sf Perim= 11.0' r= 0.88' n= 0.013 Concrete sewer w/manholes & inlets 24.7 692 Total Page 106 of 417 Flora Proposed Pond Routing Type II 24-hr 10 - Year, 24 HR. Rainfall=3.83"Proposed with ROW WSE 816 Printed 7/21/2023Prepared by Cripe Page 17HydroCAD® 10.20-2g s/n 11639 © 2022 HydroCAD Software Solutions LLC Subcatchment 1S: Detained - Developed Site Runoff Hydrograph Time (hours) 12011511010510095908580757065605550454035302520151050Flow (cfs)40 38 36 34 32 30 28 26 24 22 20 18 16 14 12 10 8 6 4 2 0 Type II 24-hr 10 - Year 24 HR. Rainfall=3.83" Runoff Area=13.450 ac Runoff Volume=3.200 af Runoff Depth=2.85" Flow Length=692' Tc=24.7 min CN=91 36.88 cfs Page 107 of 417 Flora Proposed Pond Routing Type II 24-hr 10 - Year, 24 HR. Rainfall=3.83"Proposed with ROW WSE 816 Printed 7/21/2023Prepared by Cripe Page 18HydroCAD® 10.20-2g s/n 11639 © 2022 HydroCAD Software Solutions LLC Summary for Subcatchment 2S: Tree Preservation Area - West Runoff = 0.33 cfs @ 12.04 hrs, Volume= 0.020 af, Depth= 1.47" Routed to Link 2L : Tree Preservation Areas/Unstable Slopes Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-120.00 hrs, dt= 0.05 hrs Type II 24-hr 10 - Year, 24 HR. Rainfall=3.83" Area (ac) CN Description 0.160 74 >75% Grass cover, Good, HSG C 0.160 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 11.9 100 0.0400 0.14 Sheet Flow, Sheet Flow Grass: Dense n= 0.240 P2= 2.66" Subcatchment 2S: Tree Preservation Area - West Runoff Hydrograph Time (hours) 12011511010510095908580757065605550454035302520151050Flow (cfs)0.36 0.34 0.32 0.3 0.28 0.26 0.24 0.22 0.2 0.18 0.16 0.14 0.12 0.1 0.08 0.06 0.04 0.02 0 Type II 24-hr 10 - Year 24 HR. Rainfall=3.83" Runoff Area=0.160 ac Runoff Volume=0.020 af Runoff Depth=1.47" Flow Length=100' Slope=0.0400 '/' Tc=11.9 min CN=74 0.33 cfs Page 108 of 417 Flora Proposed Pond Routing Type II 24-hr 10 - Year, 24 HR. Rainfall=3.83"Proposed with ROW WSE 816 Printed 7/21/2023Prepared by Cripe Page 19HydroCAD® 10.20-2g s/n 11639 © 2022 HydroCAD Software Solutions LLC Summary for Subcatchment 3S: Tree Preservation Area - West Runoff = 1.74 cfs @ 12.04 hrs, Volume= 0.103 af, Depth= 1.47" Routed to Link 2L : Tree Preservation Areas/Unstable Slopes Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-120.00 hrs, dt= 0.05 hrs Type II 24-hr 10 - Year, 24 HR. Rainfall=3.83" Area (ac) CN Description * 0.840 74 >75% Grass cover, Good, HSG C, HeF Soils 0.840 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 11.9 100 0.0400 0.14 Sheet Flow, Sheet Flow Grass: Dense n= 0.240 P2= 2.66" Subcatchment 3S: Tree Preservation Area - West Runoff Hydrograph Time (hours) 12011511010510095908580757065605550454035302520151050Flow (cfs)1 0 Type II 24-hr 10 - Year 24 HR. Rainfall=3.83" Runoff Area=0.840 ac Runoff Volume=0.103 af Runoff Depth=1.47" Flow Length=100' Slope=0.0400 '/' Tc=11.9 min CN=74 1.74 cfs Page 109 of 417 Flora Proposed Pond Routing Type II 24-hr 10 - Year, 24 HR. Rainfall=3.83"Proposed with ROW WSE 816 Printed 7/21/2023Prepared by Cripe Page 20HydroCAD® 10.20-2g s/n 11639 © 2022 HydroCAD Software Solutions LLC Summary for Subcatchment 4S: Direct Discharge - Southwest Runoff = 0.82 cfs @ 12.11 hrs, Volume= 0.059 af, Depth= 1.47" Routed to Link 3L : Williams Creek Regulated Drain Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-120.00 hrs, dt= 0.05 hrs Type II 24-hr 10 - Year, 24 HR. Rainfall=3.83" Area (ac) CN Description 0.480 74 >75% Grass cover, Good, HSG C 0.480 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 14.3 100 0.0250 0.12 Sheet Flow, Sheet Flow Grass: Dense n= 0.240 P2= 2.66" 3.3 400 0.0160 2.04 Shallow Concentrated Flow, Shallow Concentrated Unpaved Kv= 16.1 fps 17.6 500 Total Subcatchment 4S: Direct Discharge - Southwest Runoff Hydrograph Time (hours) 12011511010510095908580757065605550454035302520151050Flow (cfs)0.9 0.85 0.8 0.75 0.7 0.65 0.6 0.55 0.5 0.45 0.4 0.35 0.3 0.25 0.2 0.15 0.1 0.05 0 Type II 24-hr 10 - Year 24 HR. Rainfall=3.83" Runoff Area=0.480 ac Runoff Volume=0.059 af Runoff Depth=1.47" Flow Length=500' Tc=17.6 min CN=74 0.82 cfs Page 110 of 417 Flora Proposed Pond Routing Type II 24-hr 10 - Year, 24 HR. Rainfall=3.83"Proposed with ROW WSE 816 Printed 7/21/2023Prepared by Cripe Page 21HydroCAD® 10.20-2g s/n 11639 © 2022 HydroCAD Software Solutions LLC Summary for Pond 1P: Pond Inflow Area = 15.520 ac, 0.00% Impervious, Inflow Depth = 2.82" for 10 - Year, 24 HR. event Inflow = 42.48 cfs @ 12.16 hrs, Volume= 3.643 af Outflow = 0.84 cfs @ 19.60 hrs, Volume= 3.578 af, Atten= 98%, Lag= 446.4 min Primary = 0.84 cfs @ 19.60 hrs, Volume= 3.578 af Routed to Link 1L : Williams Creek Regulated Drain Routing by Stor-Ind method, Time Span= 0.00-120.00 hrs, dt= 0.05 hrs Peak Elev= 818.70' @ 19.60 hrs Surf.Area= 47,137 sf Storage= 122,540 cf Plug-Flow detention time= 1,723.7 min calculated for 3.576 af (98% of inflow) Center-of-Mass det. time= 1,714.1 min ( 2,525.0 - 810.9 ) Volume Invert Avail.Storage Storage Description #1 816.00' 435,847 cf Custom Stage Data (Irregular) Listed below Elevation Surf.Area Perim. Inc.Store Cum.Store Wet.Area (feet) (sq-ft) (feet) (cubic-feet) (cubic-feet) (sq-ft) 816.00 38,918 865.0 0 0 38,918 820.40 52,334 1,082.0 200,027 200,027 72,811 820.50 57,822 1,113.0 5,506 205,533 78,227 822.00 64,615 1,151.0 91,781 297,313 85,281 824.00 74,025 1,201.0 138,533 435,847 94,930 Device Routing Invert Outlet Devices #1 Primary 815.65'15.0" Round Culvert L= 38.0' RCP, groove end projecting, Ke= 0.200 Inlet / Outlet Invert= 815.65' / 811.98' S= 0.0966 '/' Cc= 0.900 n= 0.013 Concrete pipe, straight & clean, Flow Area= 1.23 sf #2 Device 1 815.75'4.4" Vert. 4.4" Orifice C= 0.600 Limited to weir flow at low heads #3 Device 1 820.51'2.0' long x 0.50' rise Sharp-Crested Rectangular Weir 2 End Contraction(s) #4 Device 1 822.50'10.8" x 1.0" Horiz. Grate X 2.00 columns X 12 rows C= 0.600 in 25.5" x 25.5" Grate (40% open area) Limited to weir flow at low heads #5 Device 2 816.00'15.0" Round 15" RCP L= 29.0' RCP, groove end projecting, Ke= 0.200 Inlet / Outlet Invert= 816.00' / 815.85' S= 0.0052 '/' Cc= 0.900 n= 0.013 Concrete pipe, straight & clean, Flow Area= 1.23 sf Primary OutFlow Max=0.84 cfs @ 19.60 hrs HW=818.70' (Free Discharge) 1=Culvert (Passes 0.84 cfs of 11.49 cfs potential flow) 2=4.4" Orifice (Orifice Controls 0.84 cfs @ 8.00 fps) 5=15" RCP (Passes 0.84 cfs of 9.08 cfs potential flow) 3=Sharp-Crested Rectangular Weir ( Controls 0.00 cfs) 4=Grate ( Controls 0.00 cfs) Page 111 of 417 Flora Proposed Pond Routing Type II 24-hr 10 - Year, 24 HR. Rainfall=3.83"Proposed with ROW WSE 816 Printed 7/21/2023Prepared by Cripe Page 22HydroCAD® 10.20-2g s/n 11639 © 2022 HydroCAD Software Solutions LLC Pond 1P: Pond Inflow Primary Hydrograph Time (hours) 12011511010510095908580757065605550454035302520151050Flow (cfs)46 44 42 40 38 36 34 32 30 28 26 24 22 20 18 16 14 12 10 8 6 4 2 0 Inflow Area=15.520 ac Peak Elev=818.70' Storage=122,540 cf 42.48 cfs 0.84 cfs Pond 1P: Pond Primary Stage-Discharge Discharge (cfs) 20181614121086420Elevation (feet)824 823 822 821 820 819 818 817 816 Sharp-Crested Rectangular Weir Grate 15" RCP Page 112 of 417 Flora Proposed Pond Routing Type II 24-hr 10 - Year, 24 HR. Rainfall=3.83"Proposed with ROW WSE 816 Printed 7/21/2023Prepared by Cripe Page 23HydroCAD® 10.20-2g s/n 11639 © 2022 HydroCAD Software Solutions LLC Pond 1P: Pond Surface Storage Stage-Area-Storage Storage (cubic-feet) 400,000350,000300,000250,000200,000150,000100,00050,0000 Surface/Horizontal/Wetted Area (sq-ft) 70,00065,00060,00055,00050,00045,00040,00035,00030,00025,00020,00015,00010,0005,0000 Elevation (feet)824 823 822 821 820 819 818 817 816 Custom Stage Data Page 113 of 417 Flora Proposed Pond Routing Type II 24-hr 10 - Year, 24 HR. Rainfall=3.83"Proposed with ROW WSE 816 Printed 7/21/2023Prepared by Cripe Page 24HydroCAD® 10.20-2g s/n 11639 © 2022 HydroCAD Software Solutions LLC Summary for Link 1L: Williams Creek Regulated Drain Inflow Area = 15.520 ac, 0.00% Impervious, Inflow Depth > 2.77" for 10 - Year, 24 HR. event Inflow = 0.84 cfs @ 19.60 hrs, Volume= 3.578 af Primary = 0.84 cfs @ 19.60 hrs, Volume= 3.578 af, Atten= 0%, Lag= 0.0 min Routed to nonexistent node 7L Primary outflow = Inflow, Time Span= 0.00-120.00 hrs, dt= 0.05 hrs Link 1L: Williams Creek Regulated Drain Inflow Primary Hydrograph Time (hours) 12011511010510095908580757065605550454035302520151050Flow (cfs)0.9 0.85 0.8 0.75 0.7 0.65 0.6 0.55 0.5 0.45 0.4 0.35 0.3 0.25 0.2 0.15 0.1 0.05 0 Inflow Area=15.520 ac 0.84 cfs0.84 cfs Page 114 of 417 Flora Proposed Pond Routing Type II 24-hr 10 - Year, 24 HR. Rainfall=3.83"Proposed with ROW WSE 816 Printed 7/21/2023Prepared by Cripe Page 25HydroCAD® 10.20-2g s/n 11639 © 2022 HydroCAD Software Solutions LLC Summary for Link 2L: Tree Preservation Areas/Unstable Slopes Inflow Area = 1.000 ac, 0.00% Impervious, Inflow Depth = 1.47" for 10 - Year, 24 HR. event Inflow = 2.08 cfs @ 12.04 hrs, Volume= 0.123 af Primary = 2.08 cfs @ 12.04 hrs, Volume= 0.123 af, Atten= 0%, Lag= 0.0 min Routed to nonexistent node 7L Primary outflow = Inflow, Time Span= 0.00-120.00 hrs, dt= 0.05 hrs Link 2L: Tree Preservation Areas/Unstable Slopes Inflow Primary Hydrograph Time (hours) 12011511010510095908580757065605550454035302520151050Flow (cfs)2 1 0 Inflow Area=1.000 ac 2.08 cfs2.08 cfs Page 115 of 417 Flora Proposed Pond Routing Type II 24-hr 10 - Year, 24 HR. Rainfall=3.83"Proposed with ROW WSE 816 Printed 7/21/2023Prepared by Cripe Page 26HydroCAD® 10.20-2g s/n 11639 © 2022 HydroCAD Software Solutions LLC Summary for Link 3L: Williams Creek Regulated Drain Inflow Area = 0.480 ac, 0.00% Impervious, Inflow Depth = 1.47" for 10 - Year, 24 HR. event Inflow = 0.82 cfs @ 12.11 hrs, Volume= 0.059 af Primary = 0.82 cfs @ 12.11 hrs, Volume= 0.059 af, Atten= 0%, Lag= 0.0 min Routed to nonexistent node 7L Primary outflow = Inflow, Time Span= 0.00-120.00 hrs, dt= 0.05 hrs Link 3L: Williams Creek Regulated Drain Inflow Primary Hydrograph Time (hours) 12011511010510095908580757065605550454035302520151050Flow (cfs)0.9 0.85 0.8 0.75 0.7 0.65 0.6 0.55 0.5 0.45 0.4 0.35 0.3 0.25 0.2 0.15 0.1 0.05 0 Inflow Area=0.480 ac 0.82 cfs0.82 cfs Page 116 of 417 Flora Proposed Pond Routing Type II 24-hr 100 - Year, 24 HR Rainfall=6.46"Proposed with ROW WSE 816 Printed 7/21/2023Prepared by Cripe Page 27HydroCAD® 10.20-2g s/n 11639 © 2022 HydroCAD Software Solutions LLC Summary for Subcatchment 1R: Springmill Road ROW Runoff = 11.53 cfs @ 12.11 hrs, Volume= 0.875 af, Depth= 5.07" Routed to Pond 1P : Pond Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-120.00 hrs, dt= 0.05 hrs Type II 24-hr 100 - Year, 24 HR Rainfall=6.46" Area (ac) CN Description * 2.070 88 Paved, Walks, Grass 2.070 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 19.0 Direct Entry, Direct Entry Subcatchment 1R: Springmill Road ROW Runoff Hydrograph Time (hours) 12011511010510095908580757065605550454035302520151050Flow (cfs)12 11 10 9 8 7 6 5 4 3 2 1 0 Type II 24-hr 100 - Year 24 HR Rainfall=6.46" Runoff Area=2.070 ac Runoff Volume=0.875 af Runoff Depth=5.07" Tc=19.0 min CN=88 11.53 cfs Page 117 of 417 Flora Proposed Pond Routing Type II 24-hr 100 - Year, 24 HR Rainfall=6.46"Proposed with ROW WSE 816 Printed 7/21/2023Prepared by Cripe Page 28HydroCAD® 10.20-2g s/n 11639 © 2022 HydroCAD Software Solutions LLC Summary for Subcatchment 1S: Detained - Developed Site Runoff = 67.84 cfs @ 12.17 hrs, Volume= 6.062 af, Depth= 5.41" Routed to Pond 1P : Pond Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-120.00 hrs, dt= 0.05 hrs Type II 24-hr 100 - Year, 24 HR Rainfall=6.46" Area (ac) CN Description * 13.450 91 Composite Site, Roofs, Paved, Walks, Grass 13.450 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 20.3 100 0.0104 0.08 Sheet Flow, Sheet Flow Grass Grass: Dense n= 0.240 P2= 2.66" 0.4 55 0.0105 2.08 Shallow Concentrated Flow, Shallow Concentrated Paved Paved Kv= 20.3 fps 0.8 119 0.0023 2.52 3.10 Pipe Channel, RCP_Round 15" 15.0" Round Area= 1.2 sf Perim= 3.9' r= 0.31' n= 0.013 Concrete sewer w/manholes & inlets 0.1 22 0.0017 2.97 9.33 Pipe Channel, RCP_Round 24" 24.0" Round Area= 3.1 sf Perim= 6.3' r= 0.50' n= 0.013 Concrete sewer w/manholes & inlets 0.4 66 0.0010 2.98 21.09 Pipe Channel, RCP_Round 36" 36.0" Round Area= 7.1 sf Perim= 9.4' r= 0.75' n= 0.013 Concrete sewer w/manholes & inlets 0.9 127 0.0006 2.31 16.34 Pipe Channel, RCP_Round 36" 36.0" Round Area= 7.1 sf Perim= 9.4' r= 0.75' n= 0.013 Concrete sewer w/manholes & inlets 0.2 32 0.0008 2.96 28.46 Pipe Channel, RCP_Round 42" 42.0" Round Area= 9.6 sf Perim= 11.0' r= 0.88' n= 0.013 Concrete sewer w/manholes & inlets 1.6 171 0.0003 1.81 17.43 Pipe Channel, RCP_Round 42" 42.0" Round Area= 9.6 sf Perim= 11.0' r= 0.88' n= 0.013 Concrete sewer w/manholes & inlets 24.7 692 Total Page 118 of 417 Flora Proposed Pond Routing Type II 24-hr 100 - Year, 24 HR Rainfall=6.46"Proposed with ROW WSE 816 Printed 7/21/2023Prepared by Cripe Page 29HydroCAD® 10.20-2g s/n 11639 © 2022 HydroCAD Software Solutions LLC Subcatchment 1S: Detained - Developed Site Runoff Hydrograph Time (hours) 12011511010510095908580757065605550454035302520151050Flow (cfs)75 70 65 60 55 50 45 40 35 30 25 20 15 10 5 0 Type II 24-hr 100 - Year 24 HR Rainfall=6.46" Runoff Area=13.450 ac Runoff Volume=6.062 af Runoff Depth=5.41" Flow Length=692' Tc=24.7 min CN=91 67.84 cfs Page 119 of 417 Flora Proposed Pond Routing Type II 24-hr 100 - Year, 24 HR Rainfall=6.46"Proposed with ROW WSE 816 Printed 7/21/2023Prepared by Cripe Page 30HydroCAD® 10.20-2g s/n 11639 © 2022 HydroCAD Software Solutions LLC Summary for Subcatchment 2S: Tree Preservation Area - West Runoff = 0.81 cfs @ 12.04 hrs, Volume= 0.048 af, Depth= 3.58" Routed to Link 2L : Tree Preservation Areas/Unstable Slopes Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-120.00 hrs, dt= 0.05 hrs Type II 24-hr 100 - Year, 24 HR Rainfall=6.46" Area (ac) CN Description 0.160 74 >75% Grass cover, Good, HSG C 0.160 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 11.9 100 0.0400 0.14 Sheet Flow, Sheet Flow Grass: Dense n= 0.240 P2= 2.66" Subcatchment 2S: Tree Preservation Area - West Runoff Hydrograph Time (hours) 12011511010510095908580757065605550454035302520151050Flow (cfs)0.9 0.85 0.8 0.75 0.7 0.65 0.6 0.55 0.5 0.45 0.4 0.35 0.3 0.25 0.2 0.15 0.1 0.05 0 Type II 24-hr 100 - Year 24 HR Rainfall=6.46" Runoff Area=0.160 ac Runoff Volume=0.048 af Runoff Depth=3.58" Flow Length=100' Slope=0.0400 '/' Tc=11.9 min CN=74 0.81 cfs Page 120 of 417 Flora Proposed Pond Routing Type II 24-hr 100 - Year, 24 HR Rainfall=6.46"Proposed with ROW WSE 816 Printed 7/21/2023Prepared by Cripe Page 31HydroCAD® 10.20-2g s/n 11639 © 2022 HydroCAD Software Solutions LLC Summary for Subcatchment 3S: Tree Preservation Area - West Runoff = 4.27 cfs @ 12.04 hrs, Volume= 0.250 af, Depth= 3.58" Routed to Link 2L : Tree Preservation Areas/Unstable Slopes Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-120.00 hrs, dt= 0.05 hrs Type II 24-hr 100 - Year, 24 HR Rainfall=6.46" Area (ac) CN Description * 0.840 74 >75% Grass cover, Good, HSG C, HeF Soils 0.840 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 11.9 100 0.0400 0.14 Sheet Flow, Sheet Flow Grass: Dense n= 0.240 P2= 2.66" Subcatchment 3S: Tree Preservation Area - West Runoff Hydrograph Time (hours) 12011511010510095908580757065605550454035302520151050Flow (cfs)4 3 2 1 0 Type II 24-hr 100 - Year 24 HR Rainfall=6.46" Runoff Area=0.840 ac Runoff Volume=0.250 af Runoff Depth=3.58" Flow Length=100' Slope=0.0400 '/' Tc=11.9 min CN=74 4.27 cfs Page 121 of 417 Flora Proposed Pond Routing Type II 24-hr 100 - Year, 24 HR Rainfall=6.46"Proposed with ROW WSE 816 Printed 7/21/2023Prepared by Cripe Page 32HydroCAD® 10.20-2g s/n 11639 © 2022 HydroCAD Software Solutions LLC Summary for Subcatchment 4S: Direct Discharge - Southwest Runoff = 2.04 cfs @ 12.10 hrs, Volume= 0.143 af, Depth= 3.58" Routed to Link 3L : Williams Creek Regulated Drain Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-120.00 hrs, dt= 0.05 hrs Type II 24-hr 100 - Year, 24 HR Rainfall=6.46" Area (ac) CN Description 0.480 74 >75% Grass cover, Good, HSG C 0.480 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 14.3 100 0.0250 0.12 Sheet Flow, Sheet Flow Grass: Dense n= 0.240 P2= 2.66" 3.3 400 0.0160 2.04 Shallow Concentrated Flow, Shallow Concentrated Unpaved Kv= 16.1 fps 17.6 500 Total Subcatchment 4S: Direct Discharge - Southwest Runoff Hydrograph Time (hours) 12011511010510095908580757065605550454035302520151050Flow (cfs)2 1 0 Type II 24-hr 100 - Year 24 HR Rainfall=6.46" Runoff Area=0.480 ac Runoff Volume=0.143 af Runoff Depth=3.58" Flow Length=500' Tc=17.6 min CN=74 2.04 cfs Page 122 of 417 Flora Proposed Pond Routing Type II 24-hr 100 - Year, 24 HR Rainfall=6.46"Proposed with ROW WSE 816 Printed 7/21/2023Prepared by Cripe Page 33HydroCAD® 10.20-2g s/n 11639 © 2022 HydroCAD Software Solutions LLC Summary for Pond 1P: Pond Inflow Area = 15.520 ac, 0.00% Impervious, Inflow Depth = 5.36" for 100 - Year, 24 HR event Inflow = 78.57 cfs @ 12.16 hrs, Volume= 6.936 af Outflow = 2.37 cfs @ 16.22 hrs, Volume= 6.809 af, Atten= 97%, Lag= 243.6 min Primary = 2.37 cfs @ 16.22 hrs, Volume= 6.809 af Routed to Link 1L : Williams Creek Regulated Drain Routing by Stor-Ind method, Time Span= 0.00-120.00 hrs, dt= 0.05 hrs Peak Elev= 820.85' @ 16.22 hrs Surf.Area= 59,398 sf Storage= 226,824 cf Plug-Flow detention time= 1,987.1 min calculated for 6.806 af (98% of inflow) Center-of-Mass det. time= 1,977.0 min ( 2,770.3 - 793.4 ) Volume Invert Avail.Storage Storage Description #1 816.00' 435,847 cf Custom Stage Data (Irregular) Listed below Elevation Surf.Area Perim. Inc.Store Cum.Store Wet.Area (feet) (sq-ft) (feet) (cubic-feet) (cubic-feet) (sq-ft) 816.00 38,918 865.0 0 0 38,918 820.40 52,334 1,082.0 200,027 200,027 72,811 820.50 57,822 1,113.0 5,506 205,533 78,227 822.00 64,615 1,151.0 91,781 297,313 85,281 824.00 74,025 1,201.0 138,533 435,847 94,930 Device Routing Invert Outlet Devices #1 Primary 815.65'15.0" Round Culvert L= 38.0' RCP, groove end projecting, Ke= 0.200 Inlet / Outlet Invert= 815.65' / 811.98' S= 0.0966 '/' Cc= 0.900 n= 0.013 Concrete pipe, straight & clean, Flow Area= 1.23 sf #2 Device 1 815.75'4.4" Vert. 4.4" Orifice C= 0.600 Limited to weir flow at low heads #3 Device 1 820.51'2.0' long x 0.50' rise Sharp-Crested Rectangular Weir 2 End Contraction(s) #4 Device 1 822.50'10.8" x 1.0" Horiz. Grate X 2.00 columns X 12 rows C= 0.600 in 25.5" x 25.5" Grate (40% open area) Limited to weir flow at low heads #5 Device 2 816.00'15.0" Round 15" RCP L= 29.0' RCP, groove end projecting, Ke= 0.200 Inlet / Outlet Invert= 816.00' / 815.85' S= 0.0052 '/' Cc= 0.900 n= 0.013 Concrete pipe, straight & clean, Flow Area= 1.23 sf Primary OutFlow Max=2.37 cfs @ 16.22 hrs HW=820.85' (Free Discharge) 1=Culvert (Passes 2.37 cfs of 15.79 cfs potential flow) 2=4.4" Orifice (Orifice Controls 1.13 cfs @ 10.67 fps) 5=15" RCP (Passes 1.13 cfs of 13.92 cfs potential flow) 3=Sharp-Crested Rectangular Weir (Weir Controls 1.24 cfs @ 1.90 fps) 4=Grate ( Controls 0.00 cfs) Page 123 of 417 Flora Proposed Pond Routing Type II 24-hr 100 - Year, 24 HR Rainfall=6.46"Proposed with ROW WSE 816 Printed 7/21/2023Prepared by Cripe Page 34HydroCAD® 10.20-2g s/n 11639 © 2022 HydroCAD Software Solutions LLC Pond 1P: Pond Inflow Primary Hydrograph Time (hours) 12011511010510095908580757065605550454035302520151050Flow (cfs)85 80 75 70 65 60 55 50 45 40 35 30 25 20 15 10 5 0 Inflow Area=15.520 ac Peak Elev=820.85' Storage=226,824 cf 78.57 cfs 2.37 cfs Pond 1P: Pond Primary Stage-Discharge Discharge (cfs) 20181614121086420Elevation (feet)824 823 822 821 820 819 818 817 816 Sharp-Crested Rectangular Weir Grate 15" RCP Page 124 of 417 Flora Proposed Pond Routing Type II 24-hr 100 - Year, 24 HR Rainfall=6.46"Proposed with ROW WSE 816 Printed 7/21/2023Prepared by Cripe Page 35HydroCAD® 10.20-2g s/n 11639 © 2022 HydroCAD Software Solutions LLC Pond 1P: Pond Surface Storage Stage-Area-Storage Storage (cubic-feet) 400,000350,000300,000250,000200,000150,000100,00050,0000 Surface/Horizontal/Wetted Area (sq-ft) 70,00065,00060,00055,00050,00045,00040,00035,00030,00025,00020,00015,00010,0005,0000 Elevation (feet)824 823 822 821 820 819 818 817 816 Custom Stage Data Page 125 of 417 Flora Proposed Pond Routing Type II 24-hr 100 - Year, 24 HR Rainfall=6.46"Proposed with ROW WSE 816 Printed 7/21/2023Prepared by Cripe Page 36HydroCAD® 10.20-2g s/n 11639 © 2022 HydroCAD Software Solutions LLC Summary for Link 1L: Williams Creek Regulated Drain Inflow Area = 15.520 ac, 0.00% Impervious, Inflow Depth > 5.26" for 100 - Year, 24 HR event Inflow = 2.37 cfs @ 16.22 hrs, Volume= 6.809 af Primary = 2.37 cfs @ 16.22 hrs, Volume= 6.809 af, Atten= 0%, Lag= 0.0 min Routed to nonexistent node 7L Primary outflow = Inflow, Time Span= 0.00-120.00 hrs, dt= 0.05 hrs Link 1L: Williams Creek Regulated Drain Inflow Primary Hydrograph Time (hours) 12011511010510095908580757065605550454035302520151050Flow (cfs)2 1 0 Inflow Area=15.520 ac 2.37 cfs2.37 cfs Page 126 of 417 Flora Proposed Pond Routing Type II 24-hr 100 - Year, 24 HR Rainfall=6.46"Proposed with ROW WSE 816 Printed 7/21/2023Prepared by Cripe Page 37HydroCAD® 10.20-2g s/n 11639 © 2022 HydroCAD Software Solutions LLC Summary for Link 2L: Tree Preservation Areas/Unstable Slopes Inflow Area = 1.000 ac, 0.00% Impervious, Inflow Depth = 3.58" for 100 - Year, 24 HR event Inflow = 5.08 cfs @ 12.04 hrs, Volume= 0.298 af Primary = 5.08 cfs @ 12.04 hrs, Volume= 0.298 af, Atten= 0%, Lag= 0.0 min Routed to nonexistent node 7L Primary outflow = Inflow, Time Span= 0.00-120.00 hrs, dt= 0.05 hrs Link 2L: Tree Preservation Areas/Unstable Slopes Inflow Primary Hydrograph Time (hours) 12011511010510095908580757065605550454035302520151050Flow (cfs)5 4 3 2 1 0 Inflow Area=1.000 ac 5.08 cfs5.08 cfs Page 127 of 417 Flora Proposed Pond Routing Type II 24-hr 100 - Year, 24 HR Rainfall=6.46"Proposed with ROW WSE 816 Printed 7/21/2023Prepared by Cripe Page 38HydroCAD® 10.20-2g s/n 11639 © 2022 HydroCAD Software Solutions LLC Summary for Link 3L: Williams Creek Regulated Drain Inflow Area = 0.480 ac, 0.00% Impervious, Inflow Depth = 3.58" for 100 - Year, 24 HR event Inflow = 2.04 cfs @ 12.10 hrs, Volume= 0.143 af Primary = 2.04 cfs @ 12.10 hrs, Volume= 0.143 af, Atten= 0%, Lag= 0.0 min Routed to nonexistent node 7L Primary outflow = Inflow, Time Span= 0.00-120.00 hrs, dt= 0.05 hrs Link 3L: Williams Creek Regulated Drain Inflow Primary Hydrograph Time (hours) 12011511010510095908580757065605550454035302520151050Flow (cfs)2 1 0 Inflow Area=0.480 ac 2.04 cfs2.04 cfs Page 128 of 417 Flora Proposed Pond Routing Multi-Event TablesProposed with ROW WSE 816 Printed 7/21/2023Prepared by Cripe Page 39HydroCAD® 10.20-2g s/n 11639 © 2022 HydroCAD Software Solutions LLC Events for Subcatchment 1R: Springmill Road ROW Event Rainfall (inches) Runoff (cfs) Volume (acre-feet) Depth (inches) 2 Year - 24 HR 2.66 3.58 0.262 1.52 10 - Year, 24 HR. 3.83 6.01 0.444 2.57 100 - Year, 24 HR 6.46 11.53 0.875 5.07 Page 129 of 417 Flora Proposed Pond Routing Multi-Event TablesProposed with ROW WSE 816 Printed 7/21/2023Prepared by Cripe Page 40HydroCAD® 10.20-2g s/n 11639 © 2022 HydroCAD Software Solutions LLC Events for Subcatchment 1S: Detained - Developed Site Event Rainfall (inches) Runoff (cfs) Volume (acre-feet) Depth (inches) 2 Year - 24 HR 2.66 22.99 1.969 1.76 10 - Year, 24 HR. 3.83 36.88 3.200 2.85 100 - Year, 24 HR 6.46 67.84 6.062 5.41 Page 130 of 417 Flora Proposed Pond Routing Multi-Event TablesProposed with ROW WSE 816 Printed 7/21/2023Prepared by Cripe Page 41HydroCAD® 10.20-2g s/n 11639 © 2022 HydroCAD Software Solutions LLC Events for Subcatchment 2S: Tree Preservation Area - West Event Rainfall (inches) Runoff (cfs) Volume (acre-feet) Depth (inches) 2 Year - 24 HR 2.66 0.15 0.009 0.70 10 - Year, 24 HR. 3.83 0.33 0.020 1.47 100 - Year, 24 HR 6.46 0.81 0.048 3.58 Page 131 of 417 Flora Proposed Pond Routing Multi-Event TablesProposed with ROW WSE 816 Printed 7/21/2023Prepared by Cripe Page 42HydroCAD® 10.20-2g s/n 11639 © 2022 HydroCAD Software Solutions LLC Events for Subcatchment 3S: Tree Preservation Area - West Event Rainfall (inches) Runoff (cfs) Volume (acre-feet) Depth (inches) 2 Year - 24 HR 2.66 0.78 0.049 0.70 10 - Year, 24 HR. 3.83 1.74 0.103 1.47 100 - Year, 24 HR 6.46 4.27 0.250 3.58 Page 132 of 417 Flora Proposed Pond Routing Multi-Event TablesProposed with ROW WSE 816 Printed 7/21/2023Prepared by Cripe Page 43HydroCAD® 10.20-2g s/n 11639 © 2022 HydroCAD Software Solutions LLC Events for Subcatchment 4S: Direct Discharge - Southwest Event Rainfall (inches) Runoff (cfs) Volume (acre-feet) Depth (inches) 2 Year - 24 HR 2.66 0.36 0.028 0.70 10 - Year, 24 HR. 3.83 0.82 0.059 1.47 100 - Year, 24 HR 6.46 2.04 0.143 3.58 Page 133 of 417 Flora Proposed Pond Routing Multi-Event TablesProposed with ROW WSE 816 Printed 7/21/2023Prepared by Cripe Page 44HydroCAD® 10.20-2g s/n 11639 © 2022 HydroCAD Software Solutions LLC Events for Pond 1P: Pond Event Inflow (cfs) Primary (cfs) Elevation (feet) Storage (cubic-feet) 2 Year - 24 HR 26.37 0.65 817.58 71,621 10 - Year, 24 HR. 42.48 0.84 818.70 122,540 100 - Year, 24 HR 78.57 2.37 820.85 226,824 Page 134 of 417 Flora Proposed Pond Routing Multi-Event TablesProposed with ROW WSE 816 Printed 7/21/2023Prepared by Cripe Page 45HydroCAD® 10.20-2g s/n 11639 © 2022 HydroCAD Software Solutions LLC Events for Link 1L: Williams Creek Regulated Drain Event Inflow (cfs) Primary (cfs) Elevation (feet) 2 Year - 24 HR 0.65 0.65 0.00 10 - Year, 24 HR. 0.84 0.84 0.00 100 - Year, 24 HR 2.37 2.37 0.00 Page 135 of 417 Flora Proposed Pond Routing Multi-Event TablesProposed with ROW WSE 816 Printed 7/21/2023Prepared by Cripe Page 46HydroCAD® 10.20-2g s/n 11639 © 2022 HydroCAD Software Solutions LLC Events for Link 2L: Tree Preservation Areas/Unstable Slopes Event Inflow (cfs) Primary (cfs) Elevation (feet) 2 Year - 24 HR 0.93 0.93 0.00 10 - Year, 24 HR. 2.08 2.08 0.00 100 - Year, 24 HR 5.08 5.08 0.00 Page 136 of 417 Flora Proposed Pond Routing Multi-Event TablesProposed with ROW WSE 816 Printed 7/21/2023Prepared by Cripe Page 47HydroCAD® 10.20-2g s/n 11639 © 2022 HydroCAD Software Solutions LLC Events for Link 3L: Williams Creek Regulated Drain Event Inflow (cfs) Primary (cfs) Elevation (feet) 2 Year - 24 HR 0.36 0.36 0.00 10 - Year, 24 HR. 0.82 0.82 0.00 100 - Year, 24 HR 2.04 2.04 0.00 Page 137 of 417 Flora Proposed Pond Routing Table of ContentsProposed with ROW WSE 816 Printed 7/21/2023Prepared by Cripe HydroCAD® 10.20-2g s/n 11639 © 2022 HydroCAD Software Solutions LLC TABLE OF CONTENTS Project Reports 1 Routing Diagram 2 Rainfall Events Listing 2 Year - 24 HR Event 3 Subcat 1R: Springmill Road ROW 4 Subcat 1S: Detained - Developed Site 6 Subcat 2S: Tree Preservation Area - West 7 Subcat 3S: Tree Preservation Area - West 8 Subcat 4S: Direct Discharge - Southwest 9 Pond 1P: Pond 12 Link 1L: Williams Creek Regulated Drain 13 Link 2L: Tree Preservation Areas/Unstable Slopes 14 Link 3L: Williams Creek Regulated Drain 10 - Year, 24 HR. Event 15 Subcat 1R: Springmill Road ROW 16 Subcat 1S: Detained - Developed Site 18 Subcat 2S: Tree Preservation Area - West 19 Subcat 3S: Tree Preservation Area - West 20 Subcat 4S: Direct Discharge - Southwest 21 Pond 1P: Pond 24 Link 1L: Williams Creek Regulated Drain 25 Link 2L: Tree Preservation Areas/Unstable Slopes 26 Link 3L: Williams Creek Regulated Drain 100 - Year, 24 HR Event 27 Subcat 1R: Springmill Road ROW 28 Subcat 1S: Detained - Developed Site 30 Subcat 2S: Tree Preservation Area - West 31 Subcat 3S: Tree Preservation Area - West 32 Subcat 4S: Direct Discharge - Southwest 33 Pond 1P: Pond 36 Link 1L: Williams Creek Regulated Drain 37 Link 2L: Tree Preservation Areas/Unstable Slopes 38 Link 3L: Williams Creek Regulated Drain Multi-Event Tables 39 Subcat 1R: Springmill Road ROW 40 Subcat 1S: Detained - Developed Site 41 Subcat 2S: Tree Preservation Area - West 42 Subcat 3S: Tree Preservation Area - West 43 Subcat 4S: Direct Discharge - Southwest 44 Pond 1P: Pond 45 Link 1L: Williams Creek Regulated Drain 46 Link 2L: Tree Preservation Areas/Unstable Slopes 47 Link 3L: Williams Creek Regulated Drain Page 138 of 417 Williams Creek - Regulated Drain 1R Springmill Road ROW 1S Detained - Developed Site 2S Tree Preservation Area - West 3S Tree Preservation Area - West 4S Direct Discharge - Southwest 1P Pond 1L Williams Creek Regulated Drain Routing Diagram for Proposed with ROW and DD AreasPond WSE 816 Prepared by Cripe, Printed 7/21/2023 HydroCAD® 10.20-2g s/n 11639 © 2022 HydroCAD Software Solutions LLC Subcat Reach Pond Link Page 139 of 417 Flora Proposed Pond Routing with Direct Discharge Proposed with ROW and DD AreasPond WSE 816 Printed 7/21/2023Prepared by Cripe Page 2HydroCAD® 10.20-2g s/n 11639 © 2022 HydroCAD Software Solutions LLC Rainfall Events Listing Event# Event Name Storm Type Curve Mode Duration (hours) B/B Depth (inches) AMC 1 2 Year - 24 HR Type II 24-hr Default 24.00 1 2.66 2 2 10 - Year, 24 HR. Type II 24-hr Default 24.00 1 3.83 2 3 100 - Year, 24 HR Type II 24-hr Default 24.00 1 6.46 2 Page 140 of 417 Flora Proposed Pond Routing with Direct Discharge Type II 24-hr 2 Year - 24 HR Rainfall=2.66"Proposed with ROW and DD AreasPond WSE 81 Printed 7/21/2023Prepared by Cripe Page 3HydroCAD® 10.20-2g s/n 11639 © 2022 HydroCAD Software Solutions LLC Summary for Subcatchment 1R: Springmill Road ROW Runoff = 3.58 cfs @ 12.12 hrs, Volume= 0.262 af, Depth= 1.52" Routed to Pond 1P : Pond Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-120.00 hrs, dt= 0.05 hrs Type II 24-hr 2 Year - 24 HR Rainfall=2.66" Area (ac) CN Description * 2.070 88 Paved, Walks, Grass 2.070 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 19.0 Direct Entry, Direct Entry Subcatchment 1R: Springmill Road ROW Runoff Hydrograph Time (hours) 12011511010510095908580757065605550454035302520151050Flow (cfs)4 3 2 1 0 Type II 24-hr 2 Year - 24 HR Rainfall=2.66" Runoff Area=2.070 ac Runoff Volume=0.262 af Runoff Depth=1.52" Tc=19.0 min CN=88 3.58 cfs Page 141 of 417 Flora Proposed Pond Routing with Direct Discharge Type II 24-hr 2 Year - 24 HR Rainfall=2.66"Proposed with ROW and DD AreasPond WSE 81 Printed 7/21/2023Prepared by Cripe Page 4HydroCAD® 10.20-2g s/n 11639 © 2022 HydroCAD Software Solutions LLC Summary for Subcatchment 1S: Detained - Developed Site Runoff = 22.99 cfs @ 12.18 hrs, Volume= 1.969 af, Depth= 1.76" Routed to Pond 1P : Pond Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-120.00 hrs, dt= 0.05 hrs Type II 24-hr 2 Year - 24 HR Rainfall=2.66" Area (ac) CN Description * 13.450 91 Composite Site, Roofs, Paved, Walks, Grass 13.450 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 20.3 100 0.0104 0.08 Sheet Flow, Sheet Flow Grass Grass: Dense n= 0.240 P2= 2.66" 0.4 55 0.0105 2.08 Shallow Concentrated Flow, Shallow Concentrated Paved Paved Kv= 20.3 fps 0.8 119 0.0023 2.52 3.10 Pipe Channel, RCP_Round 15" 15.0" Round Area= 1.2 sf Perim= 3.9' r= 0.31' n= 0.013 Concrete sewer w/manholes & inlets 0.1 22 0.0017 2.97 9.33 Pipe Channel, RCP_Round 24" 24.0" Round Area= 3.1 sf Perim= 6.3' r= 0.50' n= 0.013 Concrete sewer w/manholes & inlets 0.4 66 0.0010 2.98 21.09 Pipe Channel, RCP_Round 36" 36.0" Round Area= 7.1 sf Perim= 9.4' r= 0.75' n= 0.013 Concrete sewer w/manholes & inlets 0.9 127 0.0006 2.31 16.34 Pipe Channel, RCP_Round 36" 36.0" Round Area= 7.1 sf Perim= 9.4' r= 0.75' n= 0.013 Concrete sewer w/manholes & inlets 0.2 32 0.0008 2.96 28.46 Pipe Channel, RCP_Round 42" 42.0" Round Area= 9.6 sf Perim= 11.0' r= 0.88' n= 0.013 Concrete sewer w/manholes & inlets 1.6 171 0.0003 1.81 17.43 Pipe Channel, RCP_Round 42" 42.0" Round Area= 9.6 sf Perim= 11.0' r= 0.88' n= 0.013 Concrete sewer w/manholes & inlets 24.7 692 Total Page 142 of 417 Flora Proposed Pond Routing with Direct Discharge Type II 24-hr 2 Year - 24 HR Rainfall=2.66"Proposed with ROW and DD AreasPond WSE 81 Printed 7/21/2023Prepared by Cripe Page 5HydroCAD® 10.20-2g s/n 11639 © 2022 HydroCAD Software Solutions LLC Subcatchment 1S: Detained - Developed Site Runoff Hydrograph Time (hours) 12011511010510095908580757065605550454035302520151050Flow (cfs)25 24 23 22 21 20 19 18 17 16 15 14 13 12 11 10 9 8 7 6 5 4 3 2 1 0 Type II 24-hr 2 Year - 24 HR Rainfall=2.66" Runoff Area=13.450 ac Runoff Volume=1.969 af Runoff Depth=1.76" Flow Length=692' Tc=24.7 min CN=91 22.99 cfs Page 143 of 417 Flora Proposed Pond Routing with Direct Discharge Type II 24-hr 2 Year - 24 HR Rainfall=2.66"Proposed with ROW and DD AreasPond WSE 81 Printed 7/21/2023Prepared by Cripe Page 6HydroCAD® 10.20-2g s/n 11639 © 2022 HydroCAD Software Solutions LLC Summary for Subcatchment 2S: Tree Preservation Area - West Runoff = 0.10 cfs @ 12.21 hrs, Volume= 0.009 af, Depth= 0.70" Routed to Pond 1P : Pond Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-120.00 hrs, dt= 0.05 hrs Type II 24-hr 2 Year - 24 HR Rainfall=2.66" Area (ac) CN Description 0.160 74 >75% Grass cover, Good, HSG C 0.160 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 24.7 Direct Entry, Direct Entry Subcatchment 2S: Tree Preservation Area - West Runoff Hydrograph Time (hours) 12011511010510095908580757065605550454035302520151050Flow (cfs)0.105 0.1 0.095 0.09 0.085 0.08 0.075 0.07 0.065 0.06 0.055 0.05 0.045 0.04 0.035 0.03 0.025 0.02 0.015 0.01 0.005 0 Type II 24-hr 2 Year - 24 HR Rainfall=2.66" Runoff Area=0.160 ac Runoff Volume=0.009 af Runoff Depth=0.70" Tc=24.7 min CN=74 0.10 cfs Page 144 of 417 Flora Proposed Pond Routing with Direct Discharge Type II 24-hr 2 Year - 24 HR Rainfall=2.66"Proposed with ROW and DD AreasPond WSE 81 Printed 7/21/2023Prepared by Cripe Page 7HydroCAD® 10.20-2g s/n 11639 © 2022 HydroCAD Software Solutions LLC Summary for Subcatchment 3S: Tree Preservation Area - West Runoff = 0.51 cfs @ 12.21 hrs, Volume= 0.049 af, Depth= 0.70" Routed to Pond 1P : Pond Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-120.00 hrs, dt= 0.05 hrs Type II 24-hr 2 Year - 24 HR Rainfall=2.66" Area (ac) CN Description * 0.840 74 >75% Grass cover, Good, HSG C, HeF Soils 0.840 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 24.7 Direct Entry, Direct Entry Subcatchment 3S: Tree Preservation Area - West Runoff Hydrograph Time (hours) 12011511010510095908580757065605550454035302520151050Flow (cfs)0.55 0.5 0.45 0.4 0.35 0.3 0.25 0.2 0.15 0.1 0.05 0 Type II 24-hr 2 Year - 24 HR Rainfall=2.66" Runoff Area=0.840 ac Runoff Volume=0.049 af Runoff Depth=0.70" Tc=24.7 min CN=74 0.51 cfs Page 145 of 417 Flora Proposed Pond Routing with Direct Discharge Type II 24-hr 2 Year - 24 HR Rainfall=2.66"Proposed with ROW and DD AreasPond WSE 81 Printed 7/21/2023Prepared by Cripe Page 8HydroCAD® 10.20-2g s/n 11639 © 2022 HydroCAD Software Solutions LLC Summary for Subcatchment 4S: Direct Discharge - Southwest Runoff = 0.29 cfs @ 12.21 hrs, Volume= 0.028 af, Depth= 0.70" Routed to Pond 1P : Pond Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-120.00 hrs, dt= 0.05 hrs Type II 24-hr 2 Year - 24 HR Rainfall=2.66" Area (ac) CN Description 0.480 74 >75% Grass cover, Good, HSG C 0.480 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 24.7 Direct Entry, Direct Entry Subcatchment 4S: Direct Discharge - Southwest Runoff Hydrograph Time (hours) 12011511010510095908580757065605550454035302520151050Flow (cfs)0.32 0.3 0.28 0.26 0.24 0.22 0.2 0.18 0.16 0.14 0.12 0.1 0.08 0.06 0.04 0.02 0 Type II 24-hr 2 Year - 24 HR Rainfall=2.66" Runoff Area=0.480 ac Runoff Volume=0.028 af Runoff Depth=0.70" Tc=24.7 min CN=74 0.29 cfs Page 146 of 417 Flora Proposed Pond Routing with Direct Discharge Type II 24-hr 2 Year - 24 HR Rainfall=2.66"Proposed with ROW and DD AreasPond WSE 81 Printed 7/21/2023Prepared by Cripe Page 9HydroCAD® 10.20-2g s/n 11639 © 2022 HydroCAD Software Solutions LLC Summary for Pond 1P: Pond Inflow Area = 17.000 ac, 0.00% Impervious, Inflow Depth = 1.64" for 2 Year - 24 HR event Inflow = 27.24 cfs @ 12.17 hrs, Volume= 2.317 af Outflow = 0.66 cfs @ 18.88 hrs, Volume= 2.272 af, Atten= 98%, Lag= 403.0 min Primary = 0.66 cfs @ 18.88 hrs, Volume= 2.272 af Routed to Link 1L : Williams Creek Regulated Drain Routing by Stor-Ind method, Time Span= 0.00-120.00 hrs, dt= 0.05 hrs Peak Elev= 817.64' @ 18.88 hrs Surf.Area= 43,917 sf Storage= 74,539 cf Plug-Flow detention time= 1,397.5 min calculated for 2.272 af (98% of inflow) Center-of-Mass det. time= 1,385.6 min ( 2,212.7 - 827.2 ) Volume Invert Avail.Storage Storage Description #1 816.00' 435,847 cf Custom Stage Data (Irregular) Listed below Elevation Surf.Area Perim. Inc.Store Cum.Store Wet.Area (feet) (sq-ft) (feet) (cubic-feet) (cubic-feet) (sq-ft) 816.00 38,918 865.0 0 0 38,918 820.40 52,334 1,082.0 200,027 200,027 72,811 820.50 57,822 1,113.0 5,506 205,533 78,227 822.00 64,615 1,151.0 91,781 297,313 85,281 824.00 74,025 1,201.0 138,533 435,847 94,930 Device Routing Invert Outlet Devices #1 Primary 815.65'15.0" Round Culvert L= 38.0' RCP, groove end projecting, Ke= 0.200 Inlet / Outlet Invert= 815.65' / 811.98' S= 0.0966 '/' Cc= 0.900 n= 0.013 Concrete pipe, straight & clean, Flow Area= 1.23 sf #2 Device 1 815.75'4.4" Vert. 4.4" Orifice C= 0.600 Limited to weir flow at low heads #3 Device 1 820.51'2.0' long x 0.50' rise Sharp-Crested Rectangular Weir 2 End Contraction(s) #4 Device 1 822.50'10.8" x 1.0" Horiz. Grate X 2.00 columns X 12 rows C= 0.600 in 25.5" x 25.5" Grate (40% open area) Limited to weir flow at low heads #5 Device 2 816.00'15.0" Round 15" RCP L= 29.0' RCP, groove end projecting, Ke= 0.200 Inlet / Outlet Invert= 816.00' / 815.85' S= 0.0052 '/' Cc= 0.900 n= 0.013 Concrete pipe, straight & clean, Flow Area= 1.23 sf Primary OutFlow Max=0.66 cfs @ 18.88 hrs HW=817.64' (Free Discharge) 1=Culvert (Passes 0.66 cfs of 8.63 cfs potential flow) 2=4.4" Orifice (Orifice Controls 0.66 cfs @ 6.29 fps) 5=15" RCP (Passes 0.66 cfs of 5.46 cfs potential flow) 3=Sharp-Crested Rectangular Weir ( Controls 0.00 cfs) 4=Grate ( Controls 0.00 cfs) Page 147 of 417 Flora Proposed Pond Routing with Direct Discharge Type II 24-hr 2 Year - 24 HR Rainfall=2.66"Proposed with ROW and DD AreasPond WSE 81 Printed 7/21/2023Prepared by Cripe Page 10HydroCAD® 10.20-2g s/n 11639 © 2022 HydroCAD Software Solutions LLC Pond 1P: Pond Inflow Primary Hydrograph Time (hours) 12011511010510095908580757065605550454035302520151050Flow (cfs)30 28 26 24 22 20 18 16 14 12 10 8 6 4 2 0 Inflow Area=17.000 ac Peak Elev=817.64' Storage=74,539 cf 27.24 cfs 0.66 cfs Pond 1P: Pond Primary Stage-Discharge Discharge (cfs) 20181614121086420Elevation (feet)824 823 822 821 820 819 818 817 816 Sharp-Crested Rectangular Weir Grate 15" RCP Page 148 of 417 Flora Proposed Pond Routing with Direct Discharge Type II 24-hr 2 Year - 24 HR Rainfall=2.66"Proposed with ROW and DD AreasPond WSE 81 Printed 7/21/2023Prepared by Cripe Page 11HydroCAD® 10.20-2g s/n 11639 © 2022 HydroCAD Software Solutions LLC Pond 1P: Pond Surface Storage Stage-Area-Storage Storage (cubic-feet) 400,000350,000300,000250,000200,000150,000100,00050,0000 Surface/Horizontal/Wetted Area (sq-ft) 70,00065,00060,00055,00050,00045,00040,00035,00030,00025,00020,00015,00010,0005,0000 Elevation (feet)824 823 822 821 820 819 818 817 816 Custom Stage Data Page 149 of 417 Flora Proposed Pond Routing with Direct Discharge Type II 24-hr 2 Year - 24 HR Rainfall=2.66"Proposed with ROW and DD AreasPond WSE 81 Printed 7/21/2023Prepared by Cripe Page 12HydroCAD® 10.20-2g s/n 11639 © 2022 HydroCAD Software Solutions LLC Summary for Link 1L: Williams Creek Regulated Drain Inflow Area = 17.000 ac, 0.00% Impervious, Inflow Depth > 1.60" for 2 Year - 24 HR event Inflow = 0.66 cfs @ 18.88 hrs, Volume= 2.272 af Primary = 0.66 cfs @ 18.88 hrs, Volume= 2.272 af, Atten= 0%, Lag= 0.0 min Routed to nonexistent node 7L Primary outflow = Inflow, Time Span= 0.00-120.00 hrs, dt= 0.05 hrs Link 1L: Williams Creek Regulated Drain Inflow Primary Hydrograph Time (hours) 12011511010510095908580757065605550454035302520151050Flow (cfs)0.7 0.65 0.6 0.55 0.5 0.45 0.4 0.35 0.3 0.25 0.2 0.15 0.1 0.05 0 Inflow Area=17.000 ac 0.66 cfs0.66 cfs Page 150 of 417 Flora Proposed Pond Routing with Direct Discharge Type II 24-hr 10 - Year, 24 HR. Rainfall=3.83"Proposed with ROW and DD AreasPond WSE Printed 7/21/2023Prepared by Cripe Page 13HydroCAD® 10.20-2g s/n 11639 © 2022 HydroCAD Software Solutions LLC Summary for Subcatchment 1R: Springmill Road ROW Runoff = 6.01 cfs @ 12.11 hrs, Volume= 0.444 af, Depth= 2.57" Routed to Pond 1P : Pond Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-120.00 hrs, dt= 0.05 hrs Type II 24-hr 10 - Year, 24 HR. Rainfall=3.83" Area (ac) CN Description * 2.070 88 Paved, Walks, Grass 2.070 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 19.0 Direct Entry, Direct Entry Subcatchment 1R: Springmill Road ROW Runoff Hydrograph Time (hours) 12011511010510095908580757065605550454035302520151050Flow (cfs)6 5 4 3 2 1 0 Type II 24-hr 10 - Year 24 HR. Rainfall=3.83" Runoff Area=2.070 ac Runoff Volume=0.444 af Runoff Depth=2.57" Tc=19.0 min CN=88 6.01 cfs Page 151 of 417 Flora Proposed Pond Routing with Direct Discharge Type II 24-hr 10 - Year, 24 HR. Rainfall=3.83"Proposed with ROW and DD AreasPond WSE Printed 7/21/2023Prepared by Cripe Page 14HydroCAD® 10.20-2g s/n 11639 © 2022 HydroCAD Software Solutions LLC Summary for Subcatchment 1S: Detained - Developed Site Runoff = 36.88 cfs @ 12.17 hrs, Volume= 3.200 af, Depth= 2.85" Routed to Pond 1P : Pond Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-120.00 hrs, dt= 0.05 hrs Type II 24-hr 10 - Year, 24 HR. Rainfall=3.83" Area (ac) CN Description * 13.450 91 Composite Site, Roofs, Paved, Walks, Grass 13.450 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 20.3 100 0.0104 0.08 Sheet Flow, Sheet Flow Grass Grass: Dense n= 0.240 P2= 2.66" 0.4 55 0.0105 2.08 Shallow Concentrated Flow, Shallow Concentrated Paved Paved Kv= 20.3 fps 0.8 119 0.0023 2.52 3.10 Pipe Channel, RCP_Round 15" 15.0" Round Area= 1.2 sf Perim= 3.9' r= 0.31' n= 0.013 Concrete sewer w/manholes & inlets 0.1 22 0.0017 2.97 9.33 Pipe Channel, RCP_Round 24" 24.0" Round Area= 3.1 sf Perim= 6.3' r= 0.50' n= 0.013 Concrete sewer w/manholes & inlets 0.4 66 0.0010 2.98 21.09 Pipe Channel, RCP_Round 36" 36.0" Round Area= 7.1 sf Perim= 9.4' r= 0.75' n= 0.013 Concrete sewer w/manholes & inlets 0.9 127 0.0006 2.31 16.34 Pipe Channel, RCP_Round 36" 36.0" Round Area= 7.1 sf Perim= 9.4' r= 0.75' n= 0.013 Concrete sewer w/manholes & inlets 0.2 32 0.0008 2.96 28.46 Pipe Channel, RCP_Round 42" 42.0" Round Area= 9.6 sf Perim= 11.0' r= 0.88' n= 0.013 Concrete sewer w/manholes & inlets 1.6 171 0.0003 1.81 17.43 Pipe Channel, RCP_Round 42" 42.0" Round Area= 9.6 sf Perim= 11.0' r= 0.88' n= 0.013 Concrete sewer w/manholes & inlets 24.7 692 Total Page 152 of 417 Flora Proposed Pond Routing with Direct Discharge Type II 24-hr 10 - Year, 24 HR. Rainfall=3.83"Proposed with ROW and DD AreasPond WSE Printed 7/21/2023Prepared by Cripe Page 15HydroCAD® 10.20-2g s/n 11639 © 2022 HydroCAD Software Solutions LLC Subcatchment 1S: Detained - Developed Site Runoff Hydrograph Time (hours) 12011511010510095908580757065605550454035302520151050Flow (cfs)40 38 36 34 32 30 28 26 24 22 20 18 16 14 12 10 8 6 4 2 0 Type II 24-hr 10 - Year 24 HR. Rainfall=3.83" Runoff Area=13.450 ac Runoff Volume=3.200 af Runoff Depth=2.85" Flow Length=692' Tc=24.7 min CN=91 36.88 cfs Page 153 of 417 Flora Proposed Pond Routing with Direct Discharge Type II 24-hr 10 - Year, 24 HR. Rainfall=3.83"Proposed with ROW and DD AreasPond WSE Printed 7/21/2023Prepared by Cripe Page 16HydroCAD® 10.20-2g s/n 11639 © 2022 HydroCAD Software Solutions LLC Summary for Subcatchment 2S: Tree Preservation Area - West Runoff = 0.22 cfs @ 12.19 hrs, Volume= 0.020 af, Depth= 1.47" Routed to Pond 1P : Pond Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-120.00 hrs, dt= 0.05 hrs Type II 24-hr 10 - Year, 24 HR. Rainfall=3.83" Area (ac) CN Description 0.160 74 >75% Grass cover, Good, HSG C 0.160 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 24.7 Direct Entry, Direct Entry Subcatchment 2S: Tree Preservation Area - West Runoff Hydrograph Time (hours) 12011511010510095908580757065605550454035302520151050Flow (cfs)0.24 0.23 0.22 0.21 0.2 0.19 0.18 0.17 0.16 0.15 0.14 0.13 0.12 0.11 0.1 0.09 0.08 0.07 0.06 0.05 0.04 0.03 0.02 0.01 0 Type II 24-hr 10 - Year 24 HR. Rainfall=3.83" Runoff Area=0.160 ac Runoff Volume=0.020 af Runoff Depth=1.47" Tc=24.7 min CN=74 0.22 cfs Page 154 of 417 Flora Proposed Pond Routing with Direct Discharge Type II 24-hr 10 - Year, 24 HR. Rainfall=3.83"Proposed with ROW and DD AreasPond WSE Printed 7/21/2023Prepared by Cripe Page 17HydroCAD® 10.20-2g s/n 11639 © 2022 HydroCAD Software Solutions LLC Summary for Subcatchment 3S: Tree Preservation Area - West Runoff = 1.17 cfs @ 12.19 hrs, Volume= 0.103 af, Depth= 1.47" Routed to Pond 1P : Pond Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-120.00 hrs, dt= 0.05 hrs Type II 24-hr 10 - Year, 24 HR. Rainfall=3.83" Area (ac) CN Description * 0.840 74 >75% Grass cover, Good, HSG C, HeF Soils 0.840 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 24.7 Direct Entry, Direct Entry Subcatchment 3S: Tree Preservation Area - West Runoff Hydrograph Time (hours) 12011511010510095908580757065605550454035302520151050Flow (cfs)1 0 Type II 24-hr 10 - Year 24 HR. Rainfall=3.83" Runoff Area=0.840 ac Runoff Volume=0.103 af Runoff Depth=1.47" Tc=24.7 min CN=74 1.17 cfs Page 155 of 417 Flora Proposed Pond Routing with Direct Discharge Type II 24-hr 10 - Year, 24 HR. Rainfall=3.83"Proposed with ROW and DD AreasPond WSE Printed 7/21/2023Prepared by Cripe Page 18HydroCAD® 10.20-2g s/n 11639 © 2022 HydroCAD Software Solutions LLC Summary for Subcatchment 4S: Direct Discharge - Southwest Runoff = 0.67 cfs @ 12.19 hrs, Volume= 0.059 af, Depth= 1.47" Routed to Pond 1P : Pond Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-120.00 hrs, dt= 0.05 hrs Type II 24-hr 10 - Year, 24 HR. Rainfall=3.83" Area (ac) CN Description 0.480 74 >75% Grass cover, Good, HSG C 0.480 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 24.7 Direct Entry, Direct Entry Subcatchment 4S: Direct Discharge - Southwest Runoff Hydrograph Time (hours) 12011511010510095908580757065605550454035302520151050Flow (cfs)0.7 0.65 0.6 0.55 0.5 0.45 0.4 0.35 0.3 0.25 0.2 0.15 0.1 0.05 0 Type II 24-hr 10 - Year 24 HR. Rainfall=3.83" Runoff Area=0.480 ac Runoff Volume=0.059 af Runoff Depth=1.47" Tc=24.7 min CN=74 0.67 cfs Page 156 of 417 Flora Proposed Pond Routing with Direct Discharge Type II 24-hr 10 - Year, 24 HR. Rainfall=3.83"Proposed with ROW and DD AreasPond WSE Printed 7/21/2023Prepared by Cripe Page 19HydroCAD® 10.20-2g s/n 11639 © 2022 HydroCAD Software Solutions LLC Summary for Pond 1P: Pond Inflow Area = 17.000 ac, 0.00% Impervious, Inflow Depth = 2.70" for 10 - Year, 24 HR. event Inflow = 44.52 cfs @ 12.16 hrs, Volume= 3.825 af Outflow = 0.87 cfs @ 19.86 hrs, Volume= 3.756 af, Atten= 98%, Lag= 461.6 min Primary = 0.87 cfs @ 19.86 hrs, Volume= 3.756 af Routed to Link 1L : Williams Creek Regulated Drain Routing by Stor-Ind method, Time Span= 0.00-120.00 hrs, dt= 0.05 hrs Peak Elev= 818.84' @ 19.86 hrs Surf.Area= 47,577 sf Storage= 129,096 cf Plug-Flow detention time= 1,765.4 min calculated for 3.755 af (98% of inflow) Center-of-Mass det. time= 1,755.9 min ( 2,569.4 - 813.5 ) Volume Invert Avail.Storage Storage Description #1 816.00' 435,847 cf Custom Stage Data (Irregular) Listed below Elevation Surf.Area Perim. Inc.Store Cum.Store Wet.Area (feet) (sq-ft) (feet) (cubic-feet) (cubic-feet) (sq-ft) 816.00 38,918 865.0 0 0 38,918 820.40 52,334 1,082.0 200,027 200,027 72,811 820.50 57,822 1,113.0 5,506 205,533 78,227 822.00 64,615 1,151.0 91,781 297,313 85,281 824.00 74,025 1,201.0 138,533 435,847 94,930 Device Routing Invert Outlet Devices #1 Primary 815.65'15.0" Round Culvert L= 38.0' RCP, groove end projecting, Ke= 0.200 Inlet / Outlet Invert= 815.65' / 811.98' S= 0.0966 '/' Cc= 0.900 n= 0.013 Concrete pipe, straight & clean, Flow Area= 1.23 sf #2 Device 1 815.75'4.4" Vert. 4.4" Orifice C= 0.600 Limited to weir flow at low heads #3 Device 1 820.51'2.0' long x 0.50' rise Sharp-Crested Rectangular Weir 2 End Contraction(s) #4 Device 1 822.50'10.8" x 1.0" Horiz. Grate X 2.00 columns X 12 rows C= 0.600 in 25.5" x 25.5" Grate (40% open area) Limited to weir flow at low heads #5 Device 2 816.00'15.0" Round 15" RCP L= 29.0' RCP, groove end projecting, Ke= 0.200 Inlet / Outlet Invert= 816.00' / 815.85' S= 0.0052 '/' Cc= 0.900 n= 0.013 Concrete pipe, straight & clean, Flow Area= 1.23 sf Primary OutFlow Max=0.87 cfs @ 19.86 hrs HW=818.84' (Free Discharge) 1=Culvert (Passes 0.87 cfs of 11.83 cfs potential flow) 2=4.4" Orifice (Orifice Controls 0.87 cfs @ 8.21 fps) 5=15" RCP (Passes 0.87 cfs of 9.48 cfs potential flow) 3=Sharp-Crested Rectangular Weir ( Controls 0.00 cfs) 4=Grate ( Controls 0.00 cfs) Page 157 of 417 Flora Proposed Pond Routing with Direct Discharge Type II 24-hr 10 - Year, 24 HR. Rainfall=3.83"Proposed with ROW and DD AreasPond WSE Printed 7/21/2023Prepared by Cripe Page 20HydroCAD® 10.20-2g s/n 11639 © 2022 HydroCAD Software Solutions LLC Pond 1P: Pond Inflow Primary Hydrograph Time (hours) 12011511010510095908580757065605550454035302520151050Flow (cfs)48 46 44 42 40 38 36 34 32 30 28 26 24 22 20 18 16 14 12 10 8 6 4 2 0 Inflow Area=17.000 ac Peak Elev=818.84' Storage=129,096 cf 44.52 cfs 0.87 cfs Pond 1P: Pond Primary Stage-Discharge Discharge (cfs) 20181614121086420Elevation (feet)824 823 822 821 820 819 818 817 816 Sharp-Crested Rectangular Weir Grate 15" RCP Page 158 of 417 Flora Proposed Pond Routing with Direct Discharge Type II 24-hr 10 - Year, 24 HR. Rainfall=3.83"Proposed with ROW and DD AreasPond WSE Printed 7/21/2023Prepared by Cripe Page 21HydroCAD® 10.20-2g s/n 11639 © 2022 HydroCAD Software Solutions LLC Pond 1P: Pond Surface Storage Stage-Area-Storage Storage (cubic-feet) 400,000350,000300,000250,000200,000150,000100,00050,0000 Surface/Horizontal/Wetted Area (sq-ft) 70,00065,00060,00055,00050,00045,00040,00035,00030,00025,00020,00015,00010,0005,0000 Elevation (feet)824 823 822 821 820 819 818 817 816 Custom Stage Data Page 159 of 417 Flora Proposed Pond Routing with Direct Discharge Type II 24-hr 10 - Year, 24 HR. Rainfall=3.83"Proposed with ROW and DD AreasPond WSE Printed 7/21/2023Prepared by Cripe Page 22HydroCAD® 10.20-2g s/n 11639 © 2022 HydroCAD Software Solutions LLC Summary for Link 1L: Williams Creek Regulated Drain Inflow Area = 17.000 ac, 0.00% Impervious, Inflow Depth > 2.65" for 10 - Year, 24 HR. event Inflow = 0.87 cfs @ 19.86 hrs, Volume= 3.756 af Primary = 0.87 cfs @ 19.86 hrs, Volume= 3.756 af, Atten= 0%, Lag= 0.0 min Routed to nonexistent node 7L Primary outflow = Inflow, Time Span= 0.00-120.00 hrs, dt= 0.05 hrs Link 1L: Williams Creek Regulated Drain Inflow Primary Hydrograph Time (hours) 12011511010510095908580757065605550454035302520151050Flow (cfs)0.95 0.9 0.85 0.8 0.75 0.7 0.65 0.6 0.55 0.5 0.45 0.4 0.35 0.3 0.25 0.2 0.15 0.1 0.05 0 Inflow Area=17.000 ac 0.87 cfs0.87 cfs Page 160 of 417 Flora Proposed Pond Routing with Direct Discharge Type II 24-hr 100 - Year, 24 HR Rainfall=6.46"Proposed with ROW and DD AreasPond WSE Printed 7/21/2023Prepared by Cripe Page 23HydroCAD® 10.20-2g s/n 11639 © 2022 HydroCAD Software Solutions LLC Summary for Subcatchment 1R: Springmill Road ROW Runoff = 11.53 cfs @ 12.11 hrs, Volume= 0.875 af, Depth= 5.07" Routed to Pond 1P : Pond Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-120.00 hrs, dt= 0.05 hrs Type II 24-hr 100 - Year, 24 HR Rainfall=6.46" Area (ac) CN Description * 2.070 88 Paved, Walks, Grass 2.070 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 19.0 Direct Entry, Direct Entry Subcatchment 1R: Springmill Road ROW Runoff Hydrograph Time (hours) 12011511010510095908580757065605550454035302520151050Flow (cfs)12 11 10 9 8 7 6 5 4 3 2 1 0 Type II 24-hr 100 - Year 24 HR Rainfall=6.46" Runoff Area=2.070 ac Runoff Volume=0.875 af Runoff Depth=5.07" Tc=19.0 min CN=88 11.53 cfs Page 161 of 417 Flora Proposed Pond Routing with Direct Discharge Type II 24-hr 100 - Year, 24 HR Rainfall=6.46"Proposed with ROW and DD AreasPond WSE Printed 7/21/2023Prepared by Cripe Page 24HydroCAD® 10.20-2g s/n 11639 © 2022 HydroCAD Software Solutions LLC Summary for Subcatchment 1S: Detained - Developed Site Runoff = 67.84 cfs @ 12.17 hrs, Volume= 6.062 af, Depth= 5.41" Routed to Pond 1P : Pond Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-120.00 hrs, dt= 0.05 hrs Type II 24-hr 100 - Year, 24 HR Rainfall=6.46" Area (ac) CN Description * 13.450 91 Composite Site, Roofs, Paved, Walks, Grass 13.450 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 20.3 100 0.0104 0.08 Sheet Flow, Sheet Flow Grass Grass: Dense n= 0.240 P2= 2.66" 0.4 55 0.0105 2.08 Shallow Concentrated Flow, Shallow Concentrated Paved Paved Kv= 20.3 fps 0.8 119 0.0023 2.52 3.10 Pipe Channel, RCP_Round 15" 15.0" Round Area= 1.2 sf Perim= 3.9' r= 0.31' n= 0.013 Concrete sewer w/manholes & inlets 0.1 22 0.0017 2.97 9.33 Pipe Channel, RCP_Round 24" 24.0" Round Area= 3.1 sf Perim= 6.3' r= 0.50' n= 0.013 Concrete sewer w/manholes & inlets 0.4 66 0.0010 2.98 21.09 Pipe Channel, RCP_Round 36" 36.0" Round Area= 7.1 sf Perim= 9.4' r= 0.75' n= 0.013 Concrete sewer w/manholes & inlets 0.9 127 0.0006 2.31 16.34 Pipe Channel, RCP_Round 36" 36.0" Round Area= 7.1 sf Perim= 9.4' r= 0.75' n= 0.013 Concrete sewer w/manholes & inlets 0.2 32 0.0008 2.96 28.46 Pipe Channel, RCP_Round 42" 42.0" Round Area= 9.6 sf Perim= 11.0' r= 0.88' n= 0.013 Concrete sewer w/manholes & inlets 1.6 171 0.0003 1.81 17.43 Pipe Channel, RCP_Round 42" 42.0" Round Area= 9.6 sf Perim= 11.0' r= 0.88' n= 0.013 Concrete sewer w/manholes & inlets 24.7 692 Total Page 162 of 417 Flora Proposed Pond Routing with Direct Discharge Type II 24-hr 100 - Year, 24 HR Rainfall=6.46"Proposed with ROW and DD AreasPond WSE Printed 7/21/2023Prepared by Cripe Page 25HydroCAD® 10.20-2g s/n 11639 © 2022 HydroCAD Software Solutions LLC Subcatchment 1S: Detained - Developed Site Runoff Hydrograph Time (hours) 12011511010510095908580757065605550454035302520151050Flow (cfs)75 70 65 60 55 50 45 40 35 30 25 20 15 10 5 0 Type II 24-hr 100 - Year 24 HR Rainfall=6.46" Runoff Area=13.450 ac Runoff Volume=6.062 af Runoff Depth=5.41" Flow Length=692' Tc=24.7 min CN=91 67.84 cfs Page 163 of 417 Flora Proposed Pond Routing with Direct Discharge Type II 24-hr 100 - Year, 24 HR Rainfall=6.46"Proposed with ROW and DD AreasPond WSE Printed 7/21/2023Prepared by Cripe Page 26HydroCAD® 10.20-2g s/n 11639 © 2022 HydroCAD Software Solutions LLC Summary for Subcatchment 2S: Tree Preservation Area - West Runoff = 0.56 cfs @ 12.18 hrs, Volume= 0.048 af, Depth= 3.58" Routed to Pond 1P : Pond Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-120.00 hrs, dt= 0.05 hrs Type II 24-hr 100 - Year, 24 HR Rainfall=6.46" Area (ac) CN Description 0.160 74 >75% Grass cover, Good, HSG C 0.160 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 24.7 Direct Entry, Direct Entry Subcatchment 2S: Tree Preservation Area - West Runoff Hydrograph Time (hours) 12011511010510095908580757065605550454035302520151050Flow (cfs)0.6 0.55 0.5 0.45 0.4 0.35 0.3 0.25 0.2 0.15 0.1 0.05 0 Type II 24-hr 100 - Year 24 HR Rainfall=6.46" Runoff Area=0.160 ac Runoff Volume=0.048 af Runoff Depth=3.58" Tc=24.7 min CN=74 0.56 cfs Page 164 of 417 Flora Proposed Pond Routing with Direct Discharge Type II 24-hr 100 - Year, 24 HR Rainfall=6.46"Proposed with ROW and DD AreasPond WSE Printed 7/21/2023Prepared by Cripe Page 27HydroCAD® 10.20-2g s/n 11639 © 2022 HydroCAD Software Solutions LLC Summary for Subcatchment 3S: Tree Preservation Area - West Runoff = 2.93 cfs @ 12.18 hrs, Volume= 0.250 af, Depth= 3.58" Routed to Pond 1P : Pond Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-120.00 hrs, dt= 0.05 hrs Type II 24-hr 100 - Year, 24 HR Rainfall=6.46" Area (ac) CN Description * 0.840 74 >75% Grass cover, Good, HSG C, HeF Soils 0.840 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 24.7 Direct Entry, Direct Entry Subcatchment 3S: Tree Preservation Area - West Runoff Hydrograph Time (hours) 12011511010510095908580757065605550454035302520151050Flow (cfs)3 2 1 0 Type II 24-hr 100 - Year 24 HR Rainfall=6.46" Runoff Area=0.840 ac Runoff Volume=0.250 af Runoff Depth=3.58" Tc=24.7 min CN=74 2.93 cfs Page 165 of 417 Flora Proposed Pond Routing with Direct Discharge Type II 24-hr 100 - Year, 24 HR Rainfall=6.46"Proposed with ROW and DD AreasPond WSE Printed 7/21/2023Prepared by Cripe Page 28HydroCAD® 10.20-2g s/n 11639 © 2022 HydroCAD Software Solutions LLC Summary for Subcatchment 4S: Direct Discharge - Southwest Runoff = 1.68 cfs @ 12.18 hrs, Volume= 0.143 af, Depth= 3.58" Routed to Pond 1P : Pond Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-120.00 hrs, dt= 0.05 hrs Type II 24-hr 100 - Year, 24 HR Rainfall=6.46" Area (ac) CN Description 0.480 74 >75% Grass cover, Good, HSG C 0.480 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 24.7 Direct Entry, Direct Entry Subcatchment 4S: Direct Discharge - Southwest Runoff Hydrograph Time (hours) 12011511010510095908580757065605550454035302520151050Flow (cfs)1 0 Type II 24-hr 100 - Year 24 HR Rainfall=6.46" Runoff Area=0.480 ac Runoff Volume=0.143 af Runoff Depth=3.58" Tc=24.7 min CN=74 1.68 cfs Page 166 of 417 Flora Proposed Pond Routing with Direct Discharge Type II 24-hr 100 - Year, 24 HR Rainfall=6.46"Proposed with ROW and DD AreasPond WSE Printed 7/21/2023Prepared by Cripe Page 29HydroCAD® 10.20-2g s/n 11639 © 2022 HydroCAD Software Solutions LLC Summary for Pond 1P: Pond Inflow Area = 17.000 ac, 0.00% Impervious, Inflow Depth = 5.21" for 100 - Year, 24 HR event Inflow = 83.71 cfs @ 12.16 hrs, Volume= 7.377 af Outflow = 3.04 cfs @ 15.57 hrs, Volume= 7.248 af, Atten= 96%, Lag= 204.8 min Primary = 3.04 cfs @ 15.57 hrs, Volume= 7.248 af Routed to Link 1L : Williams Creek Regulated Drain Routing by Stor-Ind method, Time Span= 0.00-120.00 hrs, dt= 0.05 hrs Peak Elev= 820.96' @ 15.57 hrs Surf.Area= 59,916 sf Storage= 233,824 cf Plug-Flow detention time= 1,892.2 min calculated for 7.245 af (98% of inflow) Center-of-Mass det. time= 1,882.7 min ( 2,678.9 - 796.1 ) Volume Invert Avail.Storage Storage Description #1 816.00' 435,847 cf Custom Stage Data (Irregular) Listed below Elevation Surf.Area Perim. Inc.Store Cum.Store Wet.Area (feet) (sq-ft) (feet) (cubic-feet) (cubic-feet) (sq-ft) 816.00 38,918 865.0 0 0 38,918 820.40 52,334 1,082.0 200,027 200,027 72,811 820.50 57,822 1,113.0 5,506 205,533 78,227 822.00 64,615 1,151.0 91,781 297,313 85,281 824.00 74,025 1,201.0 138,533 435,847 94,930 Device Routing Invert Outlet Devices #1 Primary 815.65'15.0" Round Culvert L= 38.0' RCP, groove end projecting, Ke= 0.200 Inlet / Outlet Invert= 815.65' / 811.98' S= 0.0966 '/' Cc= 0.900 n= 0.013 Concrete pipe, straight & clean, Flow Area= 1.23 sf #2 Device 1 815.75'4.4" Vert. 4.4" Orifice C= 0.600 Limited to weir flow at low heads #3 Device 1 820.51'2.0' long x 0.50' rise Sharp-Crested Rectangular Weir 2 End Contraction(s) #4 Device 1 822.50'10.8" x 1.0" Horiz. Grate X 2.00 columns X 12 rows C= 0.600 in 25.5" x 25.5" Grate (40% open area) Limited to weir flow at low heads #5 Device 2 816.00'15.0" Round 15" RCP L= 29.0' RCP, groove end projecting, Ke= 0.200 Inlet / Outlet Invert= 816.00' / 815.85' S= 0.0052 '/' Cc= 0.900 n= 0.013 Concrete pipe, straight & clean, Flow Area= 1.23 sf Primary OutFlow Max=3.04 cfs @ 15.57 hrs HW=820.96' (Free Discharge) 1=Culvert (Passes 3.04 cfs of 15.99 cfs potential flow) 2=4.4" Orifice (Orifice Controls 1.14 cfs @ 10.80 fps) 5=15" RCP (Passes 1.14 cfs of 14.13 cfs potential flow) 3=Sharp-Crested Rectangular Weir (Weir Controls 1.90 cfs @ 2.20 fps) 4=Grate ( Controls 0.00 cfs) Page 167 of 417 Flora Proposed Pond Routing with Direct Discharge Type II 24-hr 100 - Year, 24 HR Rainfall=6.46"Proposed with ROW and DD AreasPond WSE Printed 7/21/2023Prepared by Cripe Page 30HydroCAD® 10.20-2g s/n 11639 © 2022 HydroCAD Software Solutions LLC Pond 1P: Pond Inflow Primary Hydrograph Time (hours) 12011511010510095908580757065605550454035302520151050Flow (cfs)90 85 80 75 70 65 60 55 50 45 40 35 30 25 20 15 10 5 0 Inflow Area=17.000 ac Peak Elev=820.96' Storage=233,824 cf 83.71 cfs 3.04 cfs Pond 1P: Pond Primary Stage-Discharge Discharge (cfs) 20181614121086420Elevation (feet)824 823 822 821 820 819 818 817 816 Sharp-Crested Rectangular Weir Grate 15" RCP Page 168 of 417 Flora Proposed Pond Routing with Direct Discharge Type II 24-hr 100 - Year, 24 HR Rainfall=6.46"Proposed with ROW and DD AreasPond WSE Printed 7/21/2023Prepared by Cripe Page 31HydroCAD® 10.20-2g s/n 11639 © 2022 HydroCAD Software Solutions LLC Pond 1P: Pond Surface Storage Stage-Area-Storage Storage (cubic-feet) 400,000350,000300,000250,000200,000150,000100,00050,0000 Surface/Horizontal/Wetted Area (sq-ft) 70,00065,00060,00055,00050,00045,00040,00035,00030,00025,00020,00015,00010,0005,0000 Elevation (feet)824 823 822 821 820 819 818 817 816 Custom Stage Data Page 169 of 417 Flora Proposed Pond Routing with Direct Discharge Type II 24-hr 100 - Year, 24 HR Rainfall=6.46"Proposed with ROW and DD AreasPond WSE Printed 7/21/2023Prepared by Cripe Page 32HydroCAD® 10.20-2g s/n 11639 © 2022 HydroCAD Software Solutions LLC Summary for Link 1L: Williams Creek Regulated Drain Inflow Area = 17.000 ac, 0.00% Impervious, Inflow Depth > 5.12" for 100 - Year, 24 HR event Inflow = 3.04 cfs @ 15.57 hrs, Volume= 7.248 af Primary = 3.04 cfs @ 15.57 hrs, Volume= 7.248 af, Atten= 0%, Lag= 0.0 min Routed to nonexistent node 7L Primary outflow = Inflow, Time Span= 0.00-120.00 hrs, dt= 0.05 hrs Link 1L: Williams Creek Regulated Drain Inflow Primary Hydrograph Time (hours) 12011511010510095908580757065605550454035302520151050Flow (cfs)3 2 1 0 Inflow Area=17.000 ac 3.04 cfs3.04 cfs Page 170 of 417 Flora Proposed Pond Routing with Direct Discharge Multi-Event TablesProposed with ROW and DD AreasPond WSE 816 Printed 7/21/2023Prepared by Cripe Page 33HydroCAD® 10.20-2g s/n 11639 © 2022 HydroCAD Software Solutions LLC Events for Subcatchment 1R: Springmill Road ROW Event Rainfall (inches) Runoff (cfs) Volume (acre-feet) Depth (inches) 2 Year - 24 HR 2.66 3.58 0.262 1.52 10 - Year, 24 HR. 3.83 6.01 0.444 2.57 100 - Year, 24 HR 6.46 11.53 0.875 5.07 Page 171 of 417 Flora Proposed Pond Routing with Direct Discharge Multi-Event TablesProposed with ROW and DD AreasPond WSE 816 Printed 7/21/2023Prepared by Cripe Page 34HydroCAD® 10.20-2g s/n 11639 © 2022 HydroCAD Software Solutions LLC Events for Subcatchment 1S: Detained - Developed Site Event Rainfall (inches) Runoff (cfs) Volume (acre-feet) Depth (inches) 2 Year - 24 HR 2.66 22.99 1.969 1.76 10 - Year, 24 HR. 3.83 36.88 3.200 2.85 100 - Year, 24 HR 6.46 67.84 6.062 5.41 Page 172 of 417 Flora Proposed Pond Routing with Direct Discharge Multi-Event TablesProposed with ROW and DD AreasPond WSE 816 Printed 7/21/2023Prepared by Cripe Page 35HydroCAD® 10.20-2g s/n 11639 © 2022 HydroCAD Software Solutions LLC Events for Subcatchment 2S: Tree Preservation Area - West Event Rainfall (inches) Runoff (cfs) Volume (acre-feet) Depth (inches) 2 Year - 24 HR 2.66 0.10 0.009 0.70 10 - Year, 24 HR. 3.83 0.22 0.020 1.47 100 - Year, 24 HR 6.46 0.56 0.048 3.58 Page 173 of 417 Flora Proposed Pond Routing with Direct Discharge Multi-Event TablesProposed with ROW and DD AreasPond WSE 816 Printed 7/21/2023Prepared by Cripe Page 36HydroCAD® 10.20-2g s/n 11639 © 2022 HydroCAD Software Solutions LLC Events for Subcatchment 3S: Tree Preservation Area - West Event Rainfall (inches) Runoff (cfs) Volume (acre-feet) Depth (inches) 2 Year - 24 HR 2.66 0.51 0.049 0.70 10 - Year, 24 HR. 3.83 1.17 0.103 1.47 100 - Year, 24 HR 6.46 2.93 0.250 3.58 Page 174 of 417 Flora Proposed Pond Routing with Direct Discharge Multi-Event TablesProposed with ROW and DD AreasPond WSE 816 Printed 7/21/2023Prepared by Cripe Page 37HydroCAD® 10.20-2g s/n 11639 © 2022 HydroCAD Software Solutions LLC Events for Subcatchment 4S: Direct Discharge - Southwest Event Rainfall (inches) Runoff (cfs) Volume (acre-feet) Depth (inches) 2 Year - 24 HR 2.66 0.29 0.028 0.70 10 - Year, 24 HR. 3.83 0.67 0.059 1.47 100 - Year, 24 HR 6.46 1.68 0.143 3.58 Page 175 of 417 Flora Proposed Pond Routing with Direct Discharge Multi-Event TablesProposed with ROW and DD AreasPond WSE 816 Printed 7/21/2023Prepared by Cripe Page 38HydroCAD® 10.20-2g s/n 11639 © 2022 HydroCAD Software Solutions LLC Events for Pond 1P: Pond Event Inflow (cfs) Primary (cfs) Elevation (feet) Storage (cubic-feet) 2 Year - 24 HR 27.24 0.66 817.64 74,539 10 - Year, 24 HR. 44.52 0.87 818.84 129,096 100 - Year, 24 HR 83.71 3.04 820.96 233,824 Page 176 of 417 Flora Proposed Pond Routing with Direct Discharge Multi-Event TablesProposed with ROW and DD AreasPond WSE 816 Printed 7/21/2023Prepared by Cripe Page 39HydroCAD® 10.20-2g s/n 11639 © 2022 HydroCAD Software Solutions LLC Events for Link 1L: Williams Creek Regulated Drain Event Inflow (cfs) Primary (cfs) Elevation (feet) 2 Year - 24 HR 0.66 0.66 0.00 10 - Year, 24 HR. 0.87 0.87 0.00 100 - Year, 24 HR 3.04 3.04 0.00 Page 177 of 417 Flora Proposed Pond Routing with Direct Discharge Table of ContentsProposed with ROW and DD AreasPond WSE 816 Printed 7/21/2023Prepared by Cripe HydroCAD® 10.20-2g s/n 11639 © 2022 HydroCAD Software Solutions LLC TABLE OF CONTENTS Project Reports 1 Routing Diagram 2 Rainfall Events Listing 2 Year - 24 HR Event 3 Subcat 1R: Springmill Road ROW 4 Subcat 1S: Detained - Developed Site 6 Subcat 2S: Tree Preservation Area - West 7 Subcat 3S: Tree Preservation Area - West 8 Subcat 4S: Direct Discharge - Southwest 9 Pond 1P: Pond 12 Link 1L: Williams Creek Regulated Drain 10 - Year, 24 HR. Event 13 Subcat 1R: Springmill Road ROW 14 Subcat 1S: Detained - Developed Site 16 Subcat 2S: Tree Preservation Area - West 17 Subcat 3S: Tree Preservation Area - West 18 Subcat 4S: Direct Discharge - Southwest 19 Pond 1P: Pond 22 Link 1L: Williams Creek Regulated Drain 100 - Year, 24 HR Event 23 Subcat 1R: Springmill Road ROW 24 Subcat 1S: Detained - Developed Site 26 Subcat 2S: Tree Preservation Area - West 27 Subcat 3S: Tree Preservation Area - West 28 Subcat 4S: Direct Discharge - Southwest 29 Pond 1P: Pond 32 Link 1L: Williams Creek Regulated Drain Multi-Event Tables 33 Subcat 1R: Springmill Road ROW 34 Subcat 1S: Detained - Developed Site 35 Subcat 2S: Tree Preservation Area - West 36 Subcat 3S: Tree Preservation Area - West 37 Subcat 4S: Direct Discharge - Southwest 38 Pond 1P: Pond 39 Link 1L: Williams Creek Regulated Drain Page 178 of 417 Appendix E · Detention Capacity Restored · Water Quality Volume · Sediment Storage Capacity · Permanent Pool Aeration · Emergency Spillway Stage · Emergency Spillway Max Flow · Spring Mill ROW Swale and Drive Culvert Capacity · Runoff Estimate Swale and Drive Culvert · Drive Culvert Analysis · Outfall Culvert Analysis Page 179 of 417 Flora Proposed Pond Routing Multi-Event TablesProposed with ROW WSE 816 Printed 7/21/2023Prepared by Cripe Page 44HydroCAD® 10.20-2g s/n 11639 © 2022 HydroCAD Software Solutions LLC Events for Pond 1P: Pond Event Inflow (cfs) Primary (cfs) Elevation (feet) Storage (cubic-feet) 2 Year - 24 HR 26.37 0.65 817.58 71,621 10 - Year, 24 HR. 42.48 0.84 818.70 122,540 100 - Year, 24 HR 78.57 2.37 820.85 226,824 Page 180 of 417 Type II 24-hr 100 - Year, 24 HR Rainfall=6.46"Proposed with ROW WSE 816 Printed 7/21/2023Prepared by Cripe HydroCAD® 10.20-2g s/n 11639 © 2022 HydroCAD Software Solutions LLC Hydrograph for Pond 1P: Pond Time (hours) Inflow (cfs) Storage (cubic-feet) Elevation (feet) Primary (cfs) 0.00 0.00 0 816.00 0.00 2.50 0.00 0 816.00 0.00 5.00 0.39 1,279 816.03 0.01 7.50 1.05 7,411 816.16 0.09 10.00 2.47 20,127 816.44 0.36 12.50 28.58 175,734 819.87 1.01 15.00 3.20 224,751 820.81 2.19 17.50 1.99 225,952 820.83 2.30 20.00 1.38 221,867 820.77 1.95 22.50 1.18 217,216 820.69 1.61 25.00 0.01 211,549 820.60 1.28 27.50 0.00 201,420 820.43 1.08 30.00 0.00 191,832 820.22 1.05 32.50 0.00 182,474 820.01 1.03 35.00 0.00 173,346 819.81 1.00 37.50 0.00 164,448 819.62 0.98 40.00 0.00 155,780 819.43 0.95 42.50 0.00 147,343 819.24 0.92 45.00 0.00 139,136 819.06 0.90 47.50 0.00 131,159 818.89 0.87 50.00 0.00 123,413 818.71 0.85 52.50 0.00 115,897 818.55 0.82 55.00 0.00 108,611 818.39 0.80 57.50 0.00 101,556 818.23 0.77 60.00 0.00 94,731 818.08 0.75 62.50 0.00 88,136 817.94 0.72 65.00 0.00 81,771 817.80 0.69 67.50 0.00 75,637 817.66 0.67 70.00 0.00 69,733 817.53 0.64 72.50 0.00 64,060 817.41 0.62 75.00 0.00 58,616 817.29 0.59 77.50 0.00 53,403 817.17 0.57 80.00 0.00 48,421 817.07 0.54 82.50 0.00 43,668 816.96 0.52 85.00 0.00 39,146 816.86 0.49 87.50 0.00 34,855 816.77 0.46 90.00 0.00 30,794 816.68 0.44 92.50 0.00 26,963 816.59 0.41 95.00 0.00 23,362 816.51 0.39 97.50 0.00 19,992 816.44 0.36 100.00 0.00 16,853 816.37 0.34 102.50 0.00 13,956 816.31 0.30 105.00 0.00 11,616 816.26 0.23 107.50 0.00 9,847 816.22 0.17 110.00 0.00 8,516 816.19 0.13 112.50 0.00 7,513 816.17 0.10 115.00 0.00 6,738 816.15 0.08 117.50 0.00 6,086 816.13 0.07 120.00 0.00 5,535 816.12 0.06 Page 181 of 417 Type II 24-hr 100 - Year, 24 HR Rainfall=6.46"Proposed with ROW WSE 816 Printed 6/27/2023Prepared by Cripe HydroCAD® 10.20-2g s/n 11639 © 2022 HydroCAD Software Solutions LLC Stage-Area-Storage for Pond 1P: Pond Elevation (feet) Surface (sq-ft) Storage (cubic-feet) 816.00 38,918 0 816.10 39,223 4,546 816.20 39,528 9,092 816.30 39,833 13,638 816.40 40,138 18,184 816.50 40,443 22,730 816.60 40,747 27,276 816.70 41,052 31,823 816.80 41,357 36,369 816.90 41,662 40,915 817.00 41,967 45,461 817.10 42,272 50,007 817.20 42,577 54,553 817.30 42,882 59,099 817.40 43,187 63,645 817.50 43,492 68,191 817.60 43,797 72,737 817.70 44,101 77,283 817.80 44,406 81,829 817.90 44,711 86,375 818.00 45,016 90,921 818.10 45,321 95,468 818.20 45,626 100,014 818.30 45,931 104,560 818.40 46,236 109,106 818.50 46,541 113,652 818.60 46,846 118,198 818.70 47,151 122,744 818.80 47,455 127,290 818.90 47,760 131,836 819.00 48,065 136,382 819.10 48,370 140,928 819.20 48,675 145,474 819.30 48,980 150,020 819.40 49,285 154,566 819.50 49,590 159,113 819.60 49,895 163,659 819.70 50,200 168,205 819.80 50,505 172,751 819.90 50,809 177,297 820.00 51,114 181,843 820.10 51,419 186,389 820.20 51,724 190,935 820.30 52,029 195,481 820.40 52,334 200,027 820.50 57,822 205,533 820.60 58,275 211,651 820.70 58,728 217,770 820.80 59,181 223,889 820.90 59,633 230,008 821.00 60,086 236,126 821.10 60,539 242,245 Elevation (feet) Surface (sq-ft) Storage (cubic-feet) 821.20 60,992 248,364 821.30 61,445 254,482 821.40 61,898 260,601 821.50 62,351 266,720 821.60 62,804 272,839 821.70 63,256 278,957 821.80 63,709 285,076 821.90 64,162 291,195 822.00 64,615 297,313 822.10 65,086 304,240 822.20 65,556 311,167 822.30 66,026 318,093 822.40 66,497 325,020 822.50 66,968 331,947 822.60 67,438 338,873 822.70 67,909 345,800 822.80 68,379 352,727 822.90 68,849 359,653 823.00 69,320 366,580 823.10 69,791 373,507 823.20 70,261 380,433 823.30 70,731 387,360 823.40 71,202 394,287 823.50 71,673 401,213 823.60 72,143 408,140 823.70 72,614 415,067 823.80 73,084 421,993 823.90 73,554 428,920 824.00 74,025 435,847 Page 182 of 417 Flora on Spring Mill Road -Miscellaneous Supporting Calculations for Wet Detention Pond: Data -Contour Areas ≔A820 64615 ≔A814 38918 ≔A804_5 12399 sft. Detention Capacity Restored -Using 6.0 Inch Orifice ≔RSV 226841 cft ≔PE100 818.85 ≔DDV =⋅RSV 0.10 22684.1 Required Volume Remaining for 90% SV After 100-YR ≔Tpeak 18.00 hours ≔T1 65.00 ≔V1 23119 ≔EL1 814.51 ≔T2 67.50 ≔V2 19191 ≔EL2 814.42 ―――→＝――――((-DDV V2)) ((-V1 V2))――――((-T T2)) ((-T1 T2)) ,solve T 65.276794806517310336 ≔T 65.28 ≔ΔT =-T Tpeak 47.3 Hr.90% Detention Restored. ―――→＝――――((-DDV V2)) ((-V1 V2))―――――((-E EL2)) ((-EL1 EL2)) ,solve E 814.50003538696537683 ≔E 814.50 ft. -Elevation of water surface at time = 47.3 hours using 6.0 inch orifice. Water Quality ≔DA 16.93 ≔IA =+++++2.668 1.218 1.958 2.409 0.15 0.76 9.163 ≔PA =+4.308 1.16 5.468 ≔Atot =+IA PA 14.63 Acres ≔I =――IA Atot 0.626 ≔Rv =+0.05 ⋅⋅0.009 I 100 0.614 ≔P 1.0 Page 1 Page 183 of 417 ≔P 1.0 ≔WQv =―――――((⋅⋅P Rv Atot)) 12 0.748 Acre-ft Total Required Water Quality Volume to Pond. ≔SVpro =―――RSV 43560 5.208 acre-ft - Storage Volume Provided 100-Yr Storm ≔Ratio =―――SVpro WQv 6.96 Ratio of Storage Volume Provided in Pond to Required WQ Volume. Sediment Storage Capacity Required Sediment Storage Volume. =DDV 22684.1 ≔Area_Normal_Pool =―――A814 43560 0.893 acres =A814 38918 ≔A812_5 35143 ≔A812_4 27437 ≔A804_5 12399 ≔VP1 =⋅⋅((+A814 A812_5))0.5 ((-814 812.5))55545.75 Volume below normal pool. ≔VP2 =⋅⋅((+A812_5 A812_4))0.5 ((-812.5 812.4))3129 ≔VP3 =⋅((+A812_4 A804_5))0.5 ((-812.4 804.5))157352.2 ≔VP =++VP1 VP2 VP3 216026.95 ≔VP'=―――VP 43560 4.959 ≔E 813.40 =A814 38918 =A812_5 35143 =RSV 226841 ―――→＝――――――((-814 812.5)) ((-A814 A812_5))―――――((-E 812.5)) ((-A A812_5)) ,solve A 37408.0 ≔A 37408.00 ≔V =⋅⋅((+A814 A))0.5 ((-814 E))22897.8 =DDV 22684.1 Required sediment storage within the first 0.6 feet below normal pool elev = 814.00 =――V DDV 1.009 ≔ratio =――― ―――VP 43560 WQv 6.628 Volume below permanent pool 6.6 time water quality volume Permanent Pool Aeration Page 2 Page 184 of 417 Permanent Pool Aeration ≔Area_PP =―――A814 43560 0.893 A rotary vane pond aeration system is capable of aerating a 1 acre pond surface with a depth of 8-12 feet. Pond is 9.5 feet deep - use one aerator. Emergency Spillway =PE100 818.85 ≔IE =+PE100 0.15 819 ≔L 30 ft ≔Q100 77.82 Runoff to Pond 100-Year ≔Qreq =⋅1.25 Q100 97.275 ≔D 1.0 ft ≔Cw 3.3 ≔Qcap =⋅⋅Cw L D 1.5 99 > Qreq= 97.3 cfs Use 30 ft long spillway ≔Ratio =――Qcap Qreq 1.018 Spring Mill Road ROW Swale and Culvert Capacity: ≔Asite 15705 ≔Arow 46327 ≔Atot =+Asite Arow 62032 ≔Aroad 14203 ≔Awalks =+3616 1985 5601 ≔Aimp =+Aroad Awalks 19804 ≔Aperv =-Atot Aimp 42228 ≔Cimp 0.90 ≔Cperv 0.45 =―――Atot 43560 1.424 acres ≔WC =――――――――――+⋅Aperv Cperv ⋅Aimp Cimp Atot 0.594 Time of Concentration SE Site to Culvert: Sheet Flow Dense Grass- ≔EG1 830.00 ≔EG2 829.0 ≔L1 40 ≔S1 =―――――((-EG1 EG2)) L1 0.025 ≔n 0.24 ≔P2 2.66 ≔t1 =⋅―――――― ⎛⎝⋅0.007 ((⋅n L1)) 0.8⎞⎠ ⋅‾‾‾P2 S1 0.4 60 6.9 ≔EG1 EG2 ≔EG2 828.18 Page 3 Page 185 of 417 ≔EG1 EG2 ≔EG2 828.18 ≔L2 60 ≔S2 =―――――((-EG1 EG2)) L2 0.014 ≔t2 =⋅―――――― ⎛⎝⋅0.007 ((⋅n L2)) 0.8⎞⎠ ⋅‾‾‾P2 S2 0.4 60 12.1 ≔tc =+t1 t2 18.99 Use Tc=15 min. From Carmel IDF Table with Tc=15 minutes: ≔i10 4.55 in/hr.≔i100 6.77 in/hr ≔Q10 =⋅⋅WC i10 ―――Atot 43560 3.847 cfs ≔Q100 =⋅⋅WC i100 ―――Atot 43560 5.723 ≔n 0.013 ≔D 1.25 ≔Apipe =⋅π ((⋅D 0.5)) 2 1.227 ≔Ppipe =⋅⋅2 π ((⋅D 0.5))3.927 ≔R =―――Apipe Ppipe 0.313 Pipe Flow to MH:≔EG1 824.00 ≔EG2 821.30 ≔n 0.013 ≔L 223 ≔S =―――――((-EG1 EG2)) L 0.0121 ≔Qcap =⋅⋅⋅――1.49 n R ―2 3 ‾‾S Apipe 7.127 ≔FG 826.0 ≔L 105 > 3.85 cfs OK 15" Culvert- run culvert analysis ≔IE =-EG1 ⋅L S 822.729 ≔Cover =-FG ((+IE D))2.021 Proposed Swale Capacity:≔D 1.0 ≔B 1.0 ≔SS 3 ≔A =+⋅⋅⋅⋅―1 2 2 D SS D ⋅B D 4 ≔P =⋅2 ‾‾‾‾‾‾‾‾‾‾‾‾‾‾++D 2 ((⋅SS D)) 2 B 6.633 ≔R =―A P 0.603 ≔EG1 826.00 ≔EG2 824.00 ≔L4 196 ≔S4 =―――――((-EG1 EG2)) L4 0.0102 ≔n 0.035 Page 4 Page 186 of 417 ≔n 0.035 ≔Qswale =⋅⋅⋅――1.49 n R ―2 3 ‾‾‾S2 A 14.209 =Q10 3.847 OK ≔Vswal =―――Qswale A 3.552 fps - 2.0 < V < 4.00 fps OK Use 15" RCP Culvert with Bee Hive Inlet at MH. Use 1' deep by 1' flat bottom swale with 3:1 side slopes. Storage Capacity Provided Below Emergency Spillway: =A820 64615 =A814 38918 ≔EL 819.00 ――――→＝―――――((-A820 A814)) -820 814 ―――――((-A819 A814)) -EL 814 ,solve A819 60332.166666666666667 ≔A819 60332 ≔A818_5 57822 ≔A818_4 52334 ≔VP1 =⋅((+A819 A818_5))0.5 ((-EL 818.5))29538.5 ≔VP2 =⋅⋅((+A818_5 A818_4))0.5 ((-818.5 818.4))5507.8 ≔VP3 =⋅⋅((+A818_4 A814))0.5 ((-818.4 814))200754.4 ≔VP =++VP1 VP2 VP3 235800.7 ≔VP'=―――VP 43560 5.413 acre-ft ≔RSV'=―――RSV 43560 5.208 acre-ft =RSV 226841 cft Page 5 Page 187 of 417 Weir Report Hydraflow Express Extension for Autodesk® Civil 3D® by Autodesk, Inc.Friday, Jul 21 2023 Emergency Spillway (1.25 x 78.57cfs = 98.21 cfs) Trapezoidal Weir Crest = Sharp Bottom Length (ft) = 30.00 Total Depth (ft) = 1.10 Side Slope (z:1) = 3.00 Calculations Weir Coeff. Cw = 3.10 Compute by: Known Q Known Q (cfs) = 98.21 Highlighted Depth (ft) = 0.99 Q (cfs) = 98.21 Area (sqft) = 32.64 Velocity (ft/s) = 3.01 Top Width (ft) = 35.94 0 5 10 15 20 25 30 35 40 45 50 Depth (ft)Depth (ft)Emergency Spillway (1.25 x 78.57cfs = 98.21 cfs) -0.50 -0.50 0.00 0.00 0.50 0.50 1.00 1.00 1.50 1.50 2.00 2.00 Length (ft)Weir W.S.Page 188 of 417 Weir Report Hydraflow Express Extension for Autodesk® Civil 3D® by Autodesk, Inc.Friday, Jul 21 2023 Emergency Spillway Max Flow Trapezoidal Weir Crest = Sharp Bottom Length (ft) = 30.00 Total Depth (ft) = 1.10 Side Slope (z:1) = 3.00 Calculations Weir Coeff. Cw = 3.10 Compute by: Known Depth Known Depth (ft) = 1.10 Highlighted Depth (ft) = 1.10 Q (cfs) = 116.73 Area (sqft) = 36.63 Velocity (ft/s) = 3.19 Top Width (ft) = 36.60 0 5 10 15 20 25 30 35 40 45 50 Depth (ft)Depth (ft)Emergency Spillway Max Flow -0.50 -0.50 0.00 0.00 0.50 0.50 1.00 1.00 1.50 1.50 2.00 2.00 Length (ft)Weir W.S.Page 189 of 417 Hydrology Report Hydraflow Express Extension for Autodesk® Civil 3D® by Autodesk, Inc.Sunday, Jul 31 2022 Runoff Calculation for ROW Swale/Culvert at Spring Mill Road Hydrograph type = Rational Peak discharge (cfs) = 3.812 Storm frequency (yrs) = 10 Time interval (min) = 1 Drainage area (ac) = 1.420 Runoff coeff. (C) = 0.59 Rainfall Inten (in/hr) = 4.550 Tc by User (min) = 15 IDF Curve = Carmel IDF Curves.IDF Rec limb factor = 1.00 Hydrograph Volume = 3,431 (cuft); 0.079 (acft) 0 5 10 15 20 25 30 Q (cfs) 0.00 0.00 1.00 1.00 2.00 2.00 3.00 3.00 4.00 4.00 Q (cfs) Time (min) Runoff Hydrograph 10-yr frequency Runoff Hyd - Qp = 3.81 (cfs) Page 190 of 417 Culvert Report Hydraflow Express Extension for Autodesk® Civil 3D® by Autodesk, Inc.Sunday, Jul 31 2022 Driveway Entrance Culvert Analysis Qreq=3.85 cfs 10-Year Storm Invert Elev Dn (ft) = 821.30 Pipe Length (ft) = 223.00 Slope (%) = 1.21 Invert Elev Up (ft) = 824.00 Rise (in) = 15.0 Shape = Circular Span (in) = 15.0 No. Barrels = 1 n-Value = 0.013 Culvert Type = Circular Concrete Culvert Entrance = Square edge w/headwall (C) Coeff. K,M,c,Y,k = 0.0098, 2, 0.0398, 0.67, 0.5 Embankment Top Elevation (ft) = 826.50 Top Width (ft) = 200.00 Crest Width (ft) = 10.00 Calculations Qmin (cfs) = 2.50 Qmax (cfs) = 5.00 Tailwater Elev (ft) = (dc+D)/2 Highlighted Qtotal (cfs) = 4.00 Qpipe (cfs) = 4.00 Qovertop (cfs) = 0.00 Veloc Dn (ft/s) = 3.70 Veloc Up (ft/s) = 4.76 HGL Dn (ft) = 822.33 HGL Up (ft) = 824.81 Hw Elev (ft) = 825.26 Hw/D (ft) = 1.01 Flow Regime = Inlet Control 0.0 50.0 100.0 150.0 200.0 250.0 300.0 350.0 400.0 450.0 Elev (ft)Hw Depth (ft)Profile 820.00 -4.00 821.00 -3.00 822.00 -2.00 823.00 -1.00 824.00 0.00 825.00 1.00 826.00 2.00 827.00 3.00 Reach (ft) Embankment 223.00 Lf of 15(in) @ 1.21 % Hw HGL Page 191 of 417 Hydrology Report Hydraflow Express Extension for Autodesk® Civil 3D® by Autodesk, Inc.Thursday, Jul 28 2022 Runoff Calculation for ROW Ditch at Spring Mill Road Hydrograph type = Rational Peak discharge (cfs) = 2.260 Storm frequency (yrs) = 10 Time interval (min) = 1 Drainage area (ac) = 0.920 Runoff coeff. (C) = 0.54 Rainfall Inten (in/hr) = 4.550 Tc by User (min) = 15 IDF Curve = Carmel IDF Curves.IDF Rec limb factor = 1.00 Hydrograph Volume = 2,034 (cuft); 0.047 (acft) 0 5 10 15 20 25 30 Q (cfs) 0.00 0.00 1.00 1.00 2.00 2.00 3.00 3.00 Q (cfs) Time (min) Runoff Hydrograph 10-yr frequency Runoff Hyd - Qp = 2.26 (cfs) Page 192 of 417 Hydrology Report Hydraflow Express Extension for Autodesk® Civil 3D® by Autodesk, Inc.Thursday, Jul 28 2022 Runoff Calculation for ROW Ditch at Spring Mill Road Hydrograph type = Rational Peak discharge (cfs) = 3.365 Storm frequency (yrs) = 100 Time interval (min) = 1 Drainage area (ac) = 0.920 Runoff coeff. (C) = 0.54 Rainfall Inten (in/hr) = 6.774 Tc by User (min) = 15 IDF Curve = Carmel IDF Curves.IDF Rec limb factor = 1.00 Hydrograph Volume = 3,029 (cuft); 0.070 (acft) 0 5 10 15 20 25 30 Q (cfs) 0.00 0.00 1.00 1.00 2.00 2.00 3.00 3.00 4.00 4.00 Q (cfs) Time (min) Runoff Hydrograph 100-yr frequency Runoff Hyd - Qp = 3.37 (cfs) Page 193 of 417 Culvert Report Hydraflow Express Extension for Autodesk® Civil 3D® by Autodesk, Inc.Sunday, Jul 31 2022 Outfall Culvert to Williams Creek Regulated Drain (2.6 cfs in 100-Year Storm) Invert Elev Dn (ft) = 810.00 Pipe Length (ft) = 200.00 Slope (%) = 2.00 Invert Elev Up (ft) = 814.00 Rise (in) = 15.0 Shape = Circular Span (in) = 15.0 No. Barrels = 1 n-Value = 0.013 Culvert Type = Circular Concrete Culvert Entrance = Groove end w/headwall (C) Coeff. K,M,c,Y,k = 0.0018, 2, 0.0292, 0.74, 0.2 Embankment Top Elevation (ft) = 820.00 Top Width (ft) = 10.00 Crest Width (ft) = 3.00 Calculations Qmin (cfs) = 0.50 Qmax (cfs) = 5.00 Tailwater Elev (ft) = (dc+D)/2 Highlighted Qtotal (cfs) = 2.60 Qpipe (cfs) = 2.60 Qovertop (cfs) = 0.00 Veloc Dn (ft/s) = 2.60 Veloc Up (ft/s) = 4.07 HGL Dn (ft) = 810.95 HGL Up (ft) = 814.65 Hw Elev (ft) = 814.90 Hw/D (ft) = 0.72 Flow Regime = Inlet Control 0.0 20.0 40.0 60.0 80.0 100.0 120.0 140.0 160.0 180.0 200.0 220.0 240.0 260.0 280.0 Elev (ft)Hw Depth (ft)Profile 808.00 -6.00 810.00 -4.00 812.00 -2.00 814.00 0.00 816.00 2.00 818.00 4.00 820.00 6.00 822.00 8.00 Reach (ft) Embankment 200.00 Lf of 15(in) @ 2.00 % Hw HGL Page 194 of 417 Appendix F · HydroCAD Water Quality BMP Analysis · Water Quality Volume and CNwq Calculation · 10-Year Storm Runoff to BMPs · Storm Water Quality Unit Selection Guide Page 195 of 417 Williams Creek - Regulated Drain 1S East Site Plus ROW 2S West Site 1L BMP #1 2L BMP #2 Routing Diagram for Proposed Water Quality BMPs Prepared by Avatara, Printed 8/13/2022 HydroCAD® 10.10-7a s/n 11639 © 2021 HydroCAD Software Solutions LLC Subcat Reach Pond Link Page 196 of 417 Proposed Water Quality BMPs Printed 8/13/2022Prepared by Avatara Page 2HydroCAD® 10.10-7a s/n 11639 © 2021 HydroCAD Software Solutions LLC Rainfall Events Listing (selected events) Event# Event Name Storm Type Curve Mode Duration (hours) B/B Depth (inches) AMC 1 First Flush Type II 24-hr Default 24.00 1 1.00 2 Page 197 of 417 Proposed Water Quality BMPs Printed 8/13/2022Prepared by Avatara Page 3HydroCAD® 10.10-7a s/n 11639 © 2021 HydroCAD Software Solutions LLC Area Listing (all nodes) Area (acres) CN Description (subcatchment-numbers) 4.090 95 From WQ CN Calc. (1S) 7.660 97 From Water Quality CN Calcs (2S) 11.750 96 TOTAL AREA Page 198 of 417 Proposed Water Quality BMPs Printed 8/13/2022Prepared by Avatara Page 4HydroCAD® 10.10-7a s/n 11639 © 2021 HydroCAD Software Solutions LLC Soil Listing (all nodes) Area (acres) Soil Group Subcatchment Numbers 0.000 HSG A 0.000 HSG B 0.000 HSG C 0.000 HSG D 11.750 Other 1S, 2S 11.750 TOTAL AREA Page 199 of 417 Proposed Water Quality BMPs Printed 8/13/2022Prepared by Avatara Page 5HydroCAD® 10.10-7a s/n 11639 © 2021 HydroCAD Software Solutions LLC Ground Covers (all nodes) HSG-A (acres) HSG-B (acres) HSG-C (acres) HSG-D (acres) Other (acres) Total (acres) Ground Cover Subcatchment Numbers 0.000 0.000 0.000 0.000 4.090 4.090 From WQ CN Calc. 1S 0.000 0.000 0.000 0.000 7.660 7.660 From Water Quality CN Calcs 2S 0.000 0.000 0.000 0.000 11.750 11.750 TOTAL AREA Page 200 of 417 Type II 24-hr First Flush Rainfall=1.00"Proposed Water Quality BMPs Printed 8/13/2022Prepared by Avatara Page 6HydroCAD® 10.10-7a s/n 11639 © 2021 HydroCAD Software Solutions LLC Time span=0.00-120.00 hrs, dt=0.05 hrs, 2401 points Runoff by SCS TR-20 method, UH=SCS, Weighted-CN Reach routing by Stor-Ind method - Pond routing by Stor-Ind method Runoff Area=4.090 ac 0.00% Impervious Runoff Depth=0.56"Subcatchment 1S: East Site Plus ROW Tc=18.9 min CN=95 Runoff=2.63 cfs 0.192 af Runoff Area=7.660 ac 0.00% Impervious Runoff Depth=0.71"Subcatchment 2S: West Site Tc=30.0 min CN=97 Runoff=4.64 cfs 0.450 af Inflow=2.63 cfs 0.192 afLink 1L: BMP #1 Primary=2.63 cfs 0.192 af Inflow=4.64 cfs 0.450 afLink 2L: BMP #2 Primary=4.64 cfs 0.450 af Total Runoff Area = 11.750 ac Runoff Volume = 0.642 af Average Runoff Depth = 0.66" 100.00% Pervious = 11.750 ac 0.00% Impervious = 0.000 ac Page 201 of 417 Type II 24-hr First Flush Rainfall=1.00"Proposed Water Quality BMPs Printed 8/13/2022Prepared by Avatara Page 7HydroCAD® 10.10-7a s/n 11639 © 2021 HydroCAD Software Solutions LLC Summary for Subcatchment 1S: East Site Plus ROW Runoff = 2.63 cfs @ 12.11 hrs, Volume= 0.192 af, Depth= 0.56" Routed to Link 1L : BMP #1 Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-120.00 hrs, dt= 0.05 hrs Type II 24-hr First Flush Rainfall=1.00" Area (ac) CN Description * 4.090 95 From WQ CN Calc. 4.090 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 18.9 Direct Entry, From Storm Tc Calc East Plus ROW Subcatchment 1S: East Site Plus ROW Runoff Hydrograph Time (hours) 12011511010510095908580757065605550454035302520151050Flow (cfs)2 1 0 Type II 24-hr First Flush Rainfall=1.00" Runoff Area=4.090 ac Runoff Volume=0.192 af Runoff Depth=0.56" Tc=18.9 min CN=95 2.63 cfs Page 202 of 417 Type II 24-hr First Flush Rainfall=1.00"Proposed Water Quality BMPs Printed 8/13/2022Prepared by Avatara Page 8HydroCAD® 10.10-7a s/n 11639 © 2021 HydroCAD Software Solutions LLC Summary for Subcatchment 2S: West Site Runoff = 4.64 cfs @ 12.24 hrs, Volume= 0.450 af, Depth= 0.71" Routed to Link 2L : BMP #2 Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-120.00 hrs, dt= 0.05 hrs Type II 24-hr First Flush Rainfall=1.00" Area (ac) CN Description * 7.660 97 From Water Quality CN Calcs 7.660 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 30.0 Direct Entry, From Storm Tc Calcs Subcatchment 2S: West Site Runoff Hydrograph Time (hours) 12011511010510095908580757065605550454035302520151050Flow (cfs)5 4 3 2 1 0 Type II 24-hr First Flush Rainfall=1.00" Runoff Area=7.660 ac Runoff Volume=0.450 af Runoff Depth=0.71" Tc=30.0 min CN=97 4.64 cfs Page 203 of 417 Type II 24-hr First Flush Rainfall=1.00"Proposed Water Quality BMPs Printed 8/13/2022Prepared by Avatara Page 9HydroCAD® 10.10-7a s/n 11639 © 2021 HydroCAD Software Solutions LLC Summary for Link 1L: BMP #1 Inflow Area = 4.090 ac, 0.00% Impervious, Inflow Depth = 0.56" for First Flush event Inflow = 2.63 cfs @ 12.11 hrs, Volume= 0.192 af Primary = 2.63 cfs @ 12.11 hrs, Volume= 0.192 af, Atten= 0%, Lag= 0.0 min Primary outflow = Inflow, Time Span= 0.00-120.00 hrs, dt= 0.05 hrs Link 1L: BMP #1 Inflow Primary Hydrograph Time (hours) 12011511010510095908580757065605550454035302520151050Flow (cfs)2 1 0 Inflow Area=4.090 ac 2.63 cfs 2.63 cfs Page 204 of 417 Type II 24-hr First Flush Rainfall=1.00"Proposed Water Quality BMPs Printed 8/13/2022Prepared by Avatara Page 10HydroCAD® 10.10-7a s/n 11639 © 2021 HydroCAD Software Solutions LLC Summary for Link 2L: BMP #2 Inflow Area = 7.660 ac, 0.00% Impervious, Inflow Depth = 0.71" for First Flush event Inflow = 4.64 cfs @ 12.24 hrs, Volume= 0.450 af Primary = 4.64 cfs @ 12.24 hrs, Volume= 0.450 af, Atten= 0%, Lag= 0.0 min Primary outflow = Inflow, Time Span= 0.00-120.00 hrs, dt= 0.05 hrs Link 2L: BMP #2 Inflow Primary Hydrograph Time (hours) 12011511010510095908580757065605550454035302520151050Flow (cfs)5 4 3 2 1 0 Inflow Area=7.660 ac 4.64 cfs 4.64 cfs Page 205 of 417 Water Quality BMP's - Hydrodynamic - Two Required: WQS BMP#1- ≔AP1 1.67 ≔AI1 2.42 ≔Atot1 =+AP1 AI1 4.09 Acres - area to BMP#1 Water Quality ≔I =――AI1 Atot1 0.592 ≔Rv =+0.05 ⋅⋅0.009 I 100 0.583 ≔P 1.0 ≔WQv =―――――((⋅⋅P Rv Atot1)) 12 0.199 Acre-ft Required Water Quality Volume. ≔Qa =⋅P Rv 0.583 ≔CNwq1 =⎛ ⎜ ⎜⎝ ――――――――――――――1000 -++10 ⋅5 P 10 Qa ⋅10 ‾‾‾‾‾‾‾‾‾‾‾‾‾‾+Qa 2 ⋅⋅1.25 Qa P ⎞ ⎟ ⎟⎠ 95 ≔tc1 18.92 min. From Tc calc. Post Dev. ≔Qwq1 2.63 cfs from HydroCAD node 1S -Try AquaSwirl Xcelerator XC-5 Qwq=2.78 cfs, Q10=5.66 cfs. Check for 10-year storm for inline Q10prop=10.39 NG-- >> Use XC-7 Qwq=5.17 cfs, Q10=10.52 cfs inline BMP#2- ≔AP2 2.11 ≔AI2 5.55 ≔Atot2 =+AP2 AI2 7.66 Acres - Area to BMP #2 Water Quality ≔I =――AI2 Atot2 0.725 ≔Rv =+0.05 ⋅⋅0.009 I 100 0.702 ≔P 1.0 ≔WQv =―――――((⋅⋅P Rv Atot2)) 12 0.448 Acre-ft Required Water Quality Volume. ≔Qa =⋅P Rv 0.702 ≔CNwq2 =⎛ ⎜ ⎜⎝ ――――――――――――――1000 -++10 ⋅5 P 10 Qa ⋅10 ‾‾‾‾‾‾‾‾‾‾‾‾‾‾+Qa 2 ⋅⋅1.25 Qa P ⎞ ⎟ ⎟⎠ 97 ≔tc2 30.04 From Tc calc. Post Dev. ≔Qwq2 4.64 cfs from HydroCAD node 2S -Try AquaSwirl Xcelerator XC-7 Qws=5.17 cfs. Check Q10prop=17.69 cfs max NG. -->>>Use XC-10, Qwq=10.13 cfs, Q10=20.62 cfs max inline Page 1 Page 206 of 417 City of Indianapolis Stormwater Quality Unit (SQU) Selection Guide Pg. 1 02/11/2020 Version 17.0 (Check http://www.indy.gov/eGov/City/DPW/Business/Specs/Pages/UpdatedStormWaterManual.aspx for current Selection Guide) Performance Matrix for Manufactured SQUs that are approved for use as post-construction water quality units in the City of Indianapolis and in compliance with the Stormwater Design and Construction Specifications Manual PLEASE NOTE: All SQUs shall be configured as off-line units unless approved for on-line use. On-line units must document the peak 10-year flow (per the Stormwater Design and Construction Specification Manual) is less than the approved maximum10-yr flow rate. Rate Based SQUs - Table 1 Manufactured SQU SQU System Model Max Treatment Flow (cfs) Max 10-yr On-Line Flow Rate (cfs) Cleanout Depth (Inches) SC-3 0.39 N/A 9 SC-4 0.70 N/A 9 SC-5 1.09 N/A 9 SC-6 1.57 N/A 9 SC-7 2.14 N/A 9 SC-8 2.80 N/A 9 SC-9 3.54 N/A 9 SC-10 4.37 N/A 9 SC-11 5.29 N/A 9 SciClone1 SC-12 6.30 N/A 9 CDS-3 0.52 1.04 9 CDS-4 0.93 1.86 9 CDS-5 1.5 3.00 9 CDS-6 2.1 4.2 9 CDS-7 2.8 5.60 9 CDS-8 3.7 7.4 9 CDS-10 5.8 11.6 9 CDS Technologies1 CDS-12 8.4 16.8 9 DVS-36C 0.56 1.12 9 DVS-48C 1.00 2.00 9 DVS-60C 1.56 3.12 9 DVS-72C 2.25 4.50 9 DVS-84C 3.06 6.12 9 DVS-96C 4.00 8.00 9 DVS-120C 6.25 12.50 9 DVS1 DVS-144C 9.00 18.00 9 Page 207 of 417 City of Indianapolis Stormwater Quality Unit (SQU) Selection Guide Pg. 2 02/11/2020 Version 17.0 Manufactured SQU SQU System Model Max Treatment Flow (cfs) Max 10-yr On-Line Flow Rate (cfs) Cleanout Depth (Inches) 4-ft 1.12 2.95 9 6-ft 2.52 6.63 12 8-ft 4.49 11.81 15 10-ft 7.00 18.40 18 Hydro International Downstream Defender1 12 ft 10.08 26.51 21 3-ft 0.85 1.84 9 4-ft 1.5 3.24 9 5-ft 2.35 5.08 9 6-ft 3.38 7.30 9 7-ft 4.60 9.94 9 Hydro International First Defense High Capacity1 8-ft 6.00 12.96 9 HS-3 0.50 1.00 6 HS-4 0.88 1.76 6 HS-5 1.37 2.74 6 HS-6 1.98 3.96 6 HS-7 2.69 5.38 6 HS-8 3.52 7.04 6 HS-9 4.45 8.9 6 HS-10 5.49 10.98 6 HS-11 6.65 13.3 6 HydroStorm by Hydroworks, LLC1 HS-12 7.91 15.82 6 XC-2 0.57 1.16 6 XC-3 1.13 2.30 6 XC-4 1.86 3.79 6 XC-5 2.78 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 AquaShield Aqua-Swirl Xcelerator1 XC-13 15.53 31.60 6 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 Contech Cascade Separator CS-12 16.2 36.3 9 Page 208 of 417 City of Indianapolis Stormwater Quality Unit (SQU) Selection Guide Pg. 3 02/11/2020 Version 17.0 Manufactured SQU SQU System Model Max Treatment Flow (cfs) Max 10-yr On-Line Flow Rate (cfs) Cleanout Depth (Inches) 2-4 0.62 2.57 6 3-6 1.4 5.80 6 3-8 1.87 7.75 6 4-8 2.49 10.31 6 5-10 3.89 16.11 6 6-12 5.6 23.19 6 6-13.75 6.42 26.59 6 7-14 7.62 31.56 6 7-15 8.17 33.84 6 8-14 8.71 36.08 6 8-16 9.96 41.25 6 9-18 12.6 52.19 6 10-17 13.22 54.76 6 10-20 15.56 64.45 6 12-21 19.6 81.18 6 Oldcastle NSBB-HVT 12-24 22.4 92.78 6 AS-2 0.36 0.73 7 AS-3 0.71 1.44 7 AS-4 1.18 2.39 7 AS-5 1.46 2.96 7 AS-6 2.11 4.28 7 AS-7 2.87 5.82 7 AS-8 3.74 7.59 7 AS-9 4.73 9.59 7 AS-10 5.84 11.84 7 AS-11 7.07 14.34 7 AS-12 8.42 17.08 7 AquaShield Aqua Swirl AS-13 9.87 20.02 7 S3 0.70 1.40 10 S4 1.25 2.50 10 S5 1.95 3.90 10 S6 2.80 5.60 10 S8 5.00 10.00 10 ADS Barracuda S10 7.80 15.60 10 1 Installed in the configuration as reviewed by NJCAT only Page 209 of 417 Appendix G · Storm Sewer Basins Exhibit · 100YR Hydraflow Storm Sewer Model Calculations · 100YR Hydraflow Storm Sewer Model Calculations · Neenah Castings – No Clogging · Neenah Castings – 50% Clogged · Neenah Castings – Weir Perimeter (lineal feet) · 10 Year 50% Clogged Gutter Spread · Clear Lane Width at Low Points · 100 Year Storm Inlet Ponding Depth Page 210 of 417 32451Revisions DescriptionDateMarkCERTIFIED BY:Drawn By:Checked By:Quality Assurance:SheetDateProject NumberScale: 1" =DateO:\2021\210114\20000\Calcs\Engr\Storm\Prelim\5th Submittal\CAD\Storm Sewer Basins Exhibit.dwg, July 24, 2023 9:07 PM, SUSAN SCHREINER, © Paul I. Cripe, Inc. REAL ESTATE SERVICES SURVEY + 3D LASER SCANNING ENERGY + FACILITIES EQUIPMENT PLANNING (317) 844-6777 INDIANAPOLIS, INDIANA 46240 3939 PRIORITY WAY SOUTH DRIVE, SUITE 200 www.cripe.biz CIVIL ENGINEERING ARCHITECTURE + INTERIORS FOR CALLS IN INDIANACALL TOLL FREEDescriptionDateMark 06-21-2023210114-2000007-21-2023INDIANAPOLIS, IN 9950 SPRINGMILL ROAD ONYX + EAST FLORA ON SPRINGMILLSTATE OFREEN I GNELANOISSE FORPNo. PE11600721S TEVPIERRER E GISTEREDANAIDNIST40'STORM SEWER BASINS EXHIBIT Page 211 of 417 Page 212 of 417 Page 213 of 417 Page 214 of 417 Page 215 of 417 Page 216 of 417 Page 217 of 417 Page 218 of 417 Page 219 of 417 Page 220 of 417 Page 221 of 417 Page 222 of 417 Page 223 of 417 Page 224 of 417 Page 225 of 417 Page 226 of 417 Page 227 of 417 Page 228 of 417 Page 229 of 417 Page 230 of 417 Page 231 of 417 Page 232 of 417 Page 233 of 417 Page 234 of 417 Page 235 of 417 Page 236 of 417 Page 237 of 417 Page 238 of 417 Page 239 of 417 Page 240 of 417 Page 241 of 417 Page 242 of 417 Page 243 of 417 Page 244 of 417 Page 245 of 417 Page 246 of 417 Page 247 of 417 Page 248 of 417 Page 249 of 417 Page 250 of 417 Page 251 of 417 Page 252 of 417 Page 253 of 417 Page 254 of 417 Page 255 of 417 Page 256 of 417 Page 257 of 417 Page 258 of 417 Page 259 of 417 Page 260 of 417 Page 261 of 417 Page 262 of 417 Page 263 of 417 Page 264 of 417 Page 265 of 417 Page 266 of 417 Page 267 of 417 Page 268 of 417 Page 269 of 417 Page 270 of 417 Page 271 of 417 Page 272 of 417 Page 273 of 417 Page 274 of 417 Page 275 of 417 Page 276 of 417 Page 277 of 417 Page 278 of 417 Page 279 of 417 Page 280 of 417 Page 281 of 417 Page 282 of 417 Page 283 of 417 Page 284 of 417 Page 285 of 417 Page 286 of 417 Page 287 of 417 Page 288 of 417 Page 289 of 417 Page 290 of 417 Page 291 of 417 Page 292 of 417 Page 293 of 417 Page 294 of 417 Page 295 of 417 Page 296 of 417 Page 297 of 417 Page 298 of 417 Page 299 of 417 Page 300 of 417 Page 301 of 417 Page 302 of 417 Page 303 of 417 Page 304 of 417 NEENAH CASTING NO CLOGGING 50%CLOGGED R-3287-10V 5.5 4.0 R-3287-15 7.5 5.6 R-3501-TR 4.6 3.5 NEENAH CASTINGS - WEIR PERIMETER (LINEAL FEET) Page 305 of 417 Project Name: Project No: Calculations By: Date: Inlet Location: 7011/7094 Depth Over Grate (FT) Weir (CFS) Orifice (CFS) Casting Type NEENAH R-3287-15 0.00 0.00 0.00 3.2 0.05 0.38 3.50 7.5 0.10 1.06 4.95 2 0.15 1.95 6.06 YES 0.20 3.01 7.00 3.2 0.25 4.20 7.82 11.2 0.30 5.52 8.57 (Weir)0.35 6.96 9.26 (Orifice)0.40 8.50 9.90 0.45 10.14 10.50 0.50 11.88 11.06 (10 YR, TC=5 MIN) i=6.12 IN/HR 0.55 13.71 11.60 C=0.69 A=0.320 AC Total Flow to Inlet 1.35 CFS DEPTH IN GRATE = 0.12 FT LOCAL DEPRESSION =0.08 FT Road Cross Slope= 0.025 FT/FT GUTTER SPREAD FROM FACE OF CURB=1.50 FT STRUCTURE NUMBER Open Area (SQ FT.) Weir Perimeter (LF.) Number of Castings 50% Clogged??? (YES/N0) Total Open Area with Clogged Factor (A) Total Weir Perimeter with Clogged Factor (P) Q=3.0*P*D^1.5 Q=4.89*A*D^0.5 Q=CiA Flora Place 10 YEAR 50% CLOGGED GUTTER SPREAD Flora on Spring Mill 210114-20000 S. NORRIS, EI 8/2/2023 0.00 2.00 4.00 6.00 8.00 10.00 12.00 14.00 16.00 0.00 0.20 0.40 0.60Flow through Casting, cfsDepth Over Grate, ft Grate Discharge Weir Orifice O:\2021\210114\20000\Calcs\Engr\Storm\Prelim\6TH Submittal\spreadsheets\Inlet Gutter Spread 10 Yr - SAG - 8/4/2023 Page 306 of 417 Project Name: Project No: Calculations By: Date: Inlet Location: 7012/7095 Depth Over Grate (FT) Weir (CFS) Orifice (CFS) Casting Type NEENAH R-3287-15 0.00 0.00 0.00 3.2 0.05 0.38 3.50 7.5 0.10 1.06 4.95 2 0.15 1.95 6.06 YES 0.20 3.01 7.00 3.2 0.25 4.20 7.82 11.2 0.30 5.52 8.57 (Weir)0.35 6.96 9.26 (Orifice)0.40 8.50 9.90 0.45 10.14 10.50 0.50 11.88 11.06 (10 YR, TC=5 MIN) i=6.12 IN/HR 0.55 13.71 11.60 C= 0.67 A= 0.420 AC Total Flow to Inlet 1.72 CFS DEPTH IN GRATE = 0.14 FT LOCAL DEPRESSION =0.08 FT Road Cross Slope= 0.025 FT/FT GUTTER SPREAD FROM FACE OF CURB=2.32 FT STRUCTURE NUMBER Open Area (SQ FT.) Weir Perimeter (LF.) Number of Castings 50% Clogged??? (YES/N0) Total Open Area with Clogged Factor (A) Total Weir Perimeter with Clogged Factor (P) Q=3.0*P*D^1.5 Q=4.89*A*D^0.5 Q=CiA Flora Place 10 YEAR 50% CLOGGED GUTTER SPREAD Flora on Spring Mill 210114-20000 S. NORRIS, EI 8/2/2023 0.00 2.00 4.00 6.00 8.00 10.00 12.00 14.00 16.00 0.00 0.20 0.40 0.60Flow through Casting, cfsDepth Over Grate, ft Grate Discharge Weir Orifice O:\2021\210114\20000\Calcs\Engr\Storm\Prelim\6TH Submittal\spreadsheets\Inlet Gutter Spread 10 Yr - SAG - 8/4/2023 Page 307 of 417 Project Name: Project No: Calculations By: Date: Inlet Location: 7013 Depth Over Grate (FT) Weir (CFS) Orifice (CFS) Casting Type NEENAH R-3501 0.00 0.00 0.00 1.4 0.05 0.12 0.77 4.6 0.10 0.33 1.08 1 0.15 0.61 1.33 YES 0.20 0.94 1.53 0.7 0.25 1.31 1.71 3.5 0.30 1.73 1.87 (Weir)0.35 2.17 2.03 (Orifice)0.40 2.66 2.16 0.45 3.17 2.30 0.50 3.71 2.42 (10 YR, TC=5 MIN) i=6.12 IN/HR 0.55 4.28 2.54 C= 0.82 A= 0.060 AC Total Flow to Inlet 0.30 CFS DEPTH IN GRATE = 0.09 FT LOCAL DEPRESSION =0.00 FT Road Cross Slope= 0.02 FT/FT GUTTER SPREAD FROM FACE OF CURB=4.68 FT STRUCTURE NUMBER Open Area (SQ FT.) Weir Perimeter (LF.) Number of Castings 50% Clogged??? (YES/N0) Total Open Area with Clogged Factor (A) Total Weir Perimeter with Clogged Factor (P) Q=3.0*P*D^1.5 Q=4.89*A*D^0.5 Q=CiA Cassia Lane 10 YEAR 50% CLOGGED GUTTER SPREAD Flora on Spring Mill 210114-20000 S. NORRIS, EI 8/2/2023 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 0.60Flow through Casting, cfsDepth Over Grate, ft Grate Discharge Weir Orifice O:\2021\210114\20000\Calcs\Engr\Storm\Prelim\6TH Submittal\spreadsheets\Inlet Gutter Spread 10 Yr - SAG - 8/4/2023 Page 308 of 417 Project Name: Project No: Calculations By: Date: Inlet Location: 7014 Depth Over Grate (FT) Weir (CFS) Orifice (CFS) Casting Type NEENAH R-3501 0.00 0.00 0.00 1.4 0.05 0.12 0.77 4.6 0.10 0.33 1.08 1 0.15 0.61 1.33 YES 0.20 0.94 1.53 0.7 0.25 1.31 1.71 3.5 0.30 1.73 1.87 (Weir)0.35 2.17 2.03 (Orifice)0.40 2.66 2.16 0.45 3.17 2.30 0.50 3.71 2.42 (10 YR, TC=5 MIN) i=6.12 IN/HR 0.55 4.28 2.54 C= 0.55 A= 0.020 AC Total Flow to Inlet 0.07 CFS DEPTH IN GRATE = 0.03 FT LOCAL DEPRESSION =0.00 FT Road Cross Slope= 0.02 FT/FT GUTTER SPREAD FROM FACE OF CURB=1.73 FT STRUCTURE NUMBER Open Area (SQ FT.) Weir Perimeter (LF.) Number of Castings 50% Clogged??? (YES/N0) Q=CiA Total Open Area with Clogged Factor (A) Total Weir Perimeter with Clogged Factor (P) Q=3.0*P*D^1.5 Q=4.89*A*D^0.5 Cassia Lane 10 YEAR 50% CLOGGED GUTTER SPREAD Flora on Spring Mill 210114-20000 S. NORRIS, EI 8/2/2023 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 0.60Flow through Casting, cfsDepth Over Grate, ft Grate Discharge Weir Orifice O:\2021\210114\20000\Calcs\Engr\Storm\Prelim\6TH Submittal\spreadsheets\Inlet Gutter Spread 10 Yr - SAG - 8/4/2023 Page 309 of 417 Project Name: Project No: Calculations By: Date: Inlet Location: 7015 Depth Over Grate (FT) Weir (CFS) Orifice (CFS) Casting Type NEENAH R-3501 0.00 0.00 0.00 1.4 0.05 0.12 0.77 4.6 0.10 0.33 1.08 1 0.15 0.61 1.33 YES 0.20 0.94 1.53 0.7 0.25 1.31 1.71 3.5 0.30 1.73 1.87 (Weir)0.35 2.17 2.03 (Orifice)0.40 2.66 2.16 0.45 3.17 2.30 0.50 3.71 2.42 (10 YR, TC=5 MIN) i=6.12 IN/HR 0.55 4.28 2.54 C= 0.77 A= 0.170 AC Total Flow to Inlet 0.80 CFS DEPTH IN GRATE = 0.18 FT LOCAL DEPRESSION =0.08 FT Road Cross Slope= 0.02 FT/FT GUTTER SPREAD FROM FACE OF CURB=4.99 FT Greenvine Drive 10 YEAR 50% CLOGGED GUTTER SPREAD Flora on Spring Mill 210114-20000 S. NORRIS, EI 8/2/2023 Total Open Area with Clogged Factor (A) Total Weir Perimeter with Clogged Factor (P) Q=3.0*P*D^1.5 Q=4.89*A*D^0.5 Q=CiA STRUCTURE NUMBER Open Area (SQ FT.) Weir Perimeter (LF.) Number of Castings 50% Clogged??? (YES/N0) 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 0.60Flow through Casting, cfsDepth Over Grate, ft Grate Discharge Weir Orifice O:\2021\210114\20000\Calcs\Engr\Storm\Prelim\6TH Submittal\spreadsheets\Inlet Gutter Spread 10 Yr - SAG - 8/4/2023 Page 310 of 417 Project Name: Project No: Calculations By: Date: Inlet Location: 7016 Depth Over Grate (FT) Weir (CFS) Orifice (CFS) Casting Type NEENAH R-3501 0.00 0.00 0.00 1.4 0.05 0.12 0.77 4.6 0.10 0.33 1.08 1 0.15 0.61 1.33 YES 0.20 0.94 1.53 0.7 0.25 1.31 1.71 3.5 0.30 1.73 1.87 (Weir)0.35 2.17 2.03 (Orifice)0.40 2.66 2.16 0.45 3.17 2.30 0.50 3.71 2.42 (10 YR, TC=5 MIN) i=6.12 IN/HR 0.55 4.28 2.54 C= 0.74 A= 0.100 AC Total Flow to Inlet 0.45 CFS DEPTH IN GRATE = 0.12 FT LOCAL DEPRESSION =0.08 FT Road Cross Slope= 0.02 FT/FT GUTTER SPREAD FROM FACE OF CURB=2.15 FT Greenvine Drive 10 YEAR 50% CLOGGED GUTTER SPREAD Flora on Spring Mill 210114-20000 S. NORRIS, EI 8/2/2023 Total Open Area with Clogged Factor (A) Total Weir Perimeter with Clogged Factor (P) Q=3.0*P*D^1.5 Q=4.89*A*D^0.5 Q=CiA STRUCTURE NUMBER Open Area (SQ FT.) Weir Perimeter (LF.) Number of Castings 50% Clogged??? (YES/N0) 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 0.60Flow through Casting, cfsDepth Over Grate, ft Grate Discharge Weir Orifice O:\2021\210114\20000\Calcs\Engr\Storm\Prelim\6TH Submittal\spreadsheets\Inlet Gutter Spread 10 Yr - SAG - 8/4/2023 Page 311 of 417 Project Name: Project No: Calculations By: Date: Inlet Location: 7019 Depth Over Grate (FT) Weir (CFS) Orifice (CFS) Casting Type NEENAH R-3501 0.00 0.00 0.00 1.4 0.05 0.12 0.77 4.6 0.10 0.33 1.08 1 0.15 0.61 1.33 YES 0.20 0.94 1.53 0.7 0.25 1.31 1.71 3.5 0.30 1.73 1.87 (Weir)0.35 2.17 2.03 (Orifice)0.40 2.66 2.16 0.45 3.17 2.30 0.50 3.71 2.42 (10 YR, TC=5 MIN) i=6.12 IN/HR 0.55 4.28 2.54 C= 0.85 A= 0.110 AC Total Flow to Inlet 0.57 CFS DEPTH IN GRATE = 0.14 FT LOCAL DEPRESSION =0.08 FT Road Cross Slope= 0.02 FT/FT GUTTER SPREAD FROM FACE OF CURB=3.19 FT Baneberry Drive 10 YEAR 50% CLOGGED GUTTER SPREAD Flora on Spring Mill 210114-20000 S. NORRIS, EI 8/2/2023 Total Open Area with Clogged Factor (A) Total Weir Perimeter with Clogged Factor (P) Q=3.0*P*D^1.5 Q=4.89*A*D^0.5 Q=CiA STRUCTURE NUMBER Open Area (SQ FT.) Weir Perimeter (LF.) Number of Castings 50% Clogged??? (YES/N0) 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 0.60Flow through Casting, cfsDepth Over Grate, ft Grate Discharge Weir Orifice O:\2021\210114\20000\Calcs\Engr\Storm\Prelim\6TH Submittal\spreadsheets\Inlet Gutter Spread 10 Yr - SAG - 8/4/2023 Page 312 of 417 Project Name: Project No: Calculations By: Date: Inlet Location: 7020 Depth Over Grate (FT) Weir (CFS) Orifice (CFS) Casting Type NEENAH R-3287-10V 0.00 0.00 0.00 2.1 0.05 0.13 1.15 5.5 0.10 0.38 1.62 1 0.15 0.70 1.99 YES 0.20 1.07 2.30 1.05 0.25 1.50 2.57 4.0 0.30 1.97 2.81 (Weir)0.35 2.48 3.04 (Orifice)0.40 3.04 3.25 0.45 3.62 3.44 0.50 4.24 3.63 (10 YR, TC=5 MIN) i=6.12 IN/HR 0.55 4.89 3.81 C= 0.69 A= 0.140 AC Total Flow to Inlet 0.59 CFS DEPTH IN GRATE = 0.13 FT LOCAL DEPRESSION =0.00 FT Road Cross Slope= 0.02 FT/FT GUTTER SPREAD FROM FACE OF CURB=6.72 FT Flora Place 10 YEAR 50% CLOGGED GUTTER SPREAD Flora on Spring Mill 210114-20000 S. NORRIS, EI 8/2/2023 Total Open Area with Clogged Factor (A) Total Weir Perimeter with Clogged Factor (P) Q=3.0*P*D^1.5 Q=4.89*A*D^0.5 Q=CiA STRUCTURE NUMBER Open Area (SQ FT.) Weir Perimeter (LF.) Number of Castings 50% Clogged??? (YES/N0) 0.00 1.00 2.00 3.00 4.00 5.00 6.00 0.00 0.20 0.40 0.60Flow through Casting, cfsDepth Over Grate, ft Grate Discharge Weir Orifice O:\2021\210114\20000\Calcs\Engr\Storm\Prelim\6TH Submittal\spreadsheets\Inlet Gutter Spread 10 Yr - SAG - 8/4/2023 Page 313 of 417 Project Name: Project No: Calculations By: Date: Inlet Location: 7021 Depth Over Grate (FT) Weir (CFS) Orifice (CFS) Casting Type NEENAH R-3287-10V 0.00 0.00 0.00 2.1 0.05 0.13 1.15 5.5 0.10 0.38 1.62 1 0.15 0.70 1.99 YES 0.20 1.07 2.30 1.05 0.25 1.50 2.57 4.0 0.30 1.97 2.81 (Weir)0.35 2.48 3.04 (Orifice)0.40 3.04 3.25 0.45 3.62 3.44 0.50 4.24 3.63 (10 YR, TC=5 MIN) i=6.12 IN/HR 0.55 4.89 3.81 C= 0.74 A= 0.050 AC Total Flow to Inlet 0.23 CFS DEPTH IN GRATE = 0.07 FT LOCAL DEPRESSION =0.00 FT Road Cross Slope= 0.02 FT/FT GUTTER SPREAD FROM FACE OF CURB=3.54 FT Baneberry Drive 10 YEAR 50% CLOGGED GUTTER SPREAD Flora on Spring Mill 210114-20000 S. NORRIS, EI 8/2/2023 Total Open Area with Clogged Factor (A) Total Weir Perimeter with Clogged Factor (P) Q=3.0*P*D^1.5 Q=4.89*A*D^0.5 Q=CiA STRUCTURE NUMBER Open Area (SQ FT.) Weir Perimeter (LF.) Number of Castings 50% Clogged??? (YES/N0) 0.00 1.00 2.00 3.00 4.00 5.00 6.00 0.00 0.20 0.40 0.60Flow through Casting, cfsDepth Over Grate, ft Grate Discharge Weir Orifice O:\2021\210114\20000\Calcs\Engr\Storm\Prelim\6TH Submittal\spreadsheets\Inlet Gutter Spread 10 Yr - SAG - 8/4/2023 Page 314 of 417 Project Name: Project No: Calculations By: Date: Inlet Location: 7022 Depth Over Grate (FT) Weir (CFS) Orifice (CFS) Casting Type NEENAH R-3287-10V 0.00 0.00 0.00 2.1 0.05 0.13 1.15 5.5 0.10 0.38 1.62 1 0.15 0.70 1.99 YES 0.20 1.07 2.30 1.05 0.25 1.50 2.57 4.0 0.30 1.97 2.81 (Weir)0.35 2.48 3.04 (Orifice)0.40 3.04 3.25 0.45 3.62 3.44 0.50 4.24 3.63 (10 YR, TC=5 MIN) i=6.12 IN/HR 0.55 4.89 3.81 C= 0.69 A= 0.270 AC Total Flow to Inlet 1.14 CFS DEPTH IN GRATE = 0.21 FT LOCAL DEPRESSION =0.08 FT Road Cross Slope= 0.02 FT/FT GUTTER SPREAD FROM FACE OF CURB=6.41 FT Baneberry Drive 10 YEAR 50% CLOGGED GUTTER SPREAD Flora on Spring Mill 210114-20000 S. NORRIS, EI 8/2/2023 Total Open Area with Clogged Factor (A) Total Weir Perimeter with Clogged Factor (P) Q=3.0*P*D^1.5 Q=4.89*A*D^0.5 Q=CiA STRUCTURE NUMBER Open Area (SQ FT.) Weir Perimeter (LF.) Number of Castings 50% Clogged??? (YES/N0) 0.00 1.00 2.00 3.00 4.00 5.00 6.00 0.00 0.20 0.40 0.60Flow through Casting, cfsDepth Over Grate, ft Grate Discharge Weir Orifice O:\2021\210114\20000\Calcs\Engr\Storm\Prelim\6TH Submittal\spreadsheets\Inlet Gutter Spread 10 Yr - SAG - 8/4/2023 Page 315 of 417 Project Name: Project No: Calculations By: Date: Inlet Location: 7023 Depth Over Grate (FT) Weir (CFS) Orifice (CFS) Casting Type NEENAH R-3287-10V 0.00 0.00 0.00 2.1 0.05 0.13 1.15 5.5 0.10 0.38 1.62 1 0.15 0.70 1.99 YES 0.20 1.07 2.30 1.05 0.25 1.50 2.57 4.0 0.30 1.97 2.81 (Weir)0.35 2.48 3.04 (Orifice)0.40 3.04 3.25 0.45 3.62 3.44 0.50 4.24 3.63 (10 YR, TC=5 MIN) i=6.12 IN/HR 0.55 4.89 3.81 C= 0.71 A= 0.280 AC Total Flow to Inlet 1.22 CFS DEPTH IN GRATE = 0.22 FT LOCAL DEPRESSION =0.08 FT Road Cross Slope= 0.02 FT/FT GUTTER SPREAD FROM FACE OF CURB=6.87 FT Baneberry Drive 10 YEAR 50% CLOGGED GUTTER SPREAD Flora on Spring Mill 210114-20000 S. NORRIS, EI 8/2/2023 Total Open Area with Clogged Factor (A) Total Weir Perimeter with Clogged Factor (P) Q=3.0*P*D^1.5 Q=4.89*A*D^0.5 Q=CiA STRUCTURE NUMBER Open Area (SQ FT.) Weir Perimeter (LF.) Number of Castings 50% Clogged??? (YES/N0) 0.00 1.00 2.00 3.00 4.00 5.00 6.00 0.00 0.20 0.40 0.60Flow through Casting, cfsDepth Over Grate, ft Grate Discharge Weir Orifice O:\2021\210114\20000\Calcs\Engr\Storm\Prelim\6TH Submittal\spreadsheets\Inlet Gutter Spread 10 Yr - SAG - 8/4/2023 Page 316 of 417 Project Name: Project No: Calculations By: Date: Inlet Location: 7024 Depth Over Grate (FT) Weir (CFS) Orifice (CFS) Casting Type NEENAH R-3501 0.00 0.00 0.00 1.4 0.05 0.12 0.77 4.6 0.10 0.33 1.08 1 0.15 0.61 1.33 YES 0.20 0.94 1.53 0.7 0.25 1.31 1.71 3.5 0.30 1.73 1.87 (Weir)0.35 2.17 2.03 (Orifice)0.40 2.66 2.16 0.45 3.17 2.30 0.50 3.71 2.42 (10 YR, TC=5 MIN) i=6.12 IN/HR 0.55 4.28 2.54 C= 0.80 A= 0.080 AC Total Flow to Inlet 0.39 CFS DEPTH IN GRATE = 0.11 FT LOCAL DEPRESSION =0.08 FT Road Cross Slope= 0.02 FT/FT GUTTER SPREAD FROM FACE OF CURB=1.58 FT Baneberry Drive 10 YEAR 50% CLOGGED GUTTER SPREAD Flora on Spring Mill 210114-20000 S. NORRIS, EI 8/2/2023 Total Open Area with Clogged Factor (A) Total Weir Perimeter with Clogged Factor (P) Q=3.0*P*D^1.5 Q=4.89*A*D^0.5 Q=CiA STRUCTURE NUMBER Open Area (SQ FT.) Weir Perimeter (LF.) Number of Castings 50% Clogged??? (YES/N0) 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 0.60Flow through Casting, cfsDepth Over Grate, ft Grate Discharge Weir Orifice O:\2021\210114\20000\Calcs\Engr\Storm\Prelim\6TH Submittal\spreadsheets\Inlet Gutter Spread 10 Yr - SAG - 8/4/2023 Page 317 of 417 Project Name: Project No: Calculations By: Date: Inlet Location: 7025 Depth Over Grate (FT) Weir (CFS) Orifice (CFS) Casting Type NEENAH R-3287-10V 0.00 0.00 0.00 2.1 0.05 0.13 1.15 5.5 0.10 0.38 1.62 1 0.15 0.70 1.99 YES 0.20 1.07 2.30 1.05 0.25 1.50 2.57 4.0 0.30 1.97 2.81 (Weir)0.35 2.48 3.04 (Orifice)0.40 3.04 3.25 0.45 3.62 3.44 0.50 4.24 3.63 (10 YR, TC=5 MIN) i=6.12 IN/HR 0.55 4.89 3.81 C= 0.75 A= 0.100 AC Total Flow to Inlet 0.46 CFS DEPTH IN GRATE = 0.11 FT LOCAL DEPRESSION =0.00 FT Road Cross Slope= 0.02 FT/FT GUTTER SPREAD FROM FACE OF CURB=5.68 FT Flora Place 10 YEAR 50% CLOGGED GUTTER SPREAD Flora on Spring Mill 210114-20000 S. NORRIS, EI 8/2/2023 Total Open Area with Clogged Factor (A) Total Weir Perimeter with Clogged Factor (P) Q=3.0*P*D^1.5 Q=4.89*A*D^0.5 Q=CiA STRUCTURE NUMBER Open Area (SQ FT.) Weir Perimeter (LF.) Number of Castings 50% Clogged??? (YES/N0) 0.00 1.00 2.00 3.00 4.00 5.00 6.00 0.00 0.20 0.40 0.60Flow through Casting, cfsDepth Over Grate, ft Grate Discharge Weir Orifice O:\2021\210114\20000\Calcs\Engr\Storm\Prelim\6TH Submittal\spreadsheets\Inlet Gutter Spread 10 Yr - SAG - 8/4/2023 Page 318 of 417 Project Name: Project No: Calculations By: Date: Inlet Location: 7026 Depth Over Grate (FT) Weir (CFS) Orifice (CFS) Casting Type NEENAH R-3287-10V 0.00 0.00 0.00 2.1 0.05 0.13 1.15 5.5 0.10 0.38 1.62 1 0.15 0.70 1.99 YES 0.20 1.07 2.30 1.05 0.25 1.50 2.57 4.0 0.30 1.97 2.81 (Weir)0.35 2.48 3.04 (Orifice)0.40 3.04 3.25 0.45 3.62 3.44 0.50 4.24 3.63 (10 YR, TC=5 MIN) i=6.12 IN/HR 0.55 4.89 3.81 C= 0.72 A= 0.060 AC Total Flow to Inlet 0.26 CFS DEPTH IN GRATE = 0.08 FT LOCAL DEPRESSION =0.00 FT Road Cross Slope= 0.02 FT/FT GUTTER SPREAD FROM FACE OF CURB=3.93 FT Baneberry Drive 10 YEAR 50% CLOGGED GUTTER SPREAD Flora on Spring Mill 210114-20000 S. NORRIS, EI 8/2/2023 Total Open Area with Clogged Factor (A) Total Weir Perimeter with Clogged Factor (P) Q=3.0*P*D^1.5 Q=4.89*A*D^0.5 Q=CiA STRUCTURE NUMBER Open Area (SQ FT.) Weir Perimeter (LF.) Number of Castings 50% Clogged??? (YES/N0) 0.00 1.00 2.00 3.00 4.00 5.00 6.00 0.00 0.20 0.40 0.60Flow through Casting, cfsDepth Over Grate, ft Grate Discharge Weir Orifice O:\2021\210114\20000\Calcs\Engr\Storm\Prelim\6TH Submittal\spreadsheets\Inlet Gutter Spread 10 Yr - SAG - 8/4/2023 Page 319 of 417 Project Name: Project No: Calculations By: Date: Inlet Location: 7035 Depth Over Grate (FT) Weir (CFS) Orifice (CFS) Casting Type NEENAH R-3287-10V 0.00 0.00 0.00 2.1 0.05 0.13 1.15 5.5 0.10 0.38 1.62 1 0.15 0.70 1.99 YES 0.20 1.07 2.30 1.05 0.25 1.50 2.57 4.0 0.30 1.97 2.81 (Weir)0.35 2.48 3.04 (Orifice)0.40 3.04 3.25 0.45 3.62 3.44 0.50 4.24 3.63 (10 YR, TC=5 MIN) i=6.12 IN/HR 0.55 4.89 3.81 C= 0.75 A= 0.120 AC Total Flow to Inlet 0.55 CFS DEPTH IN GRATE = 0.13 FT LOCAL DEPRESSION =0.00 FT Road Cross Slope= 0.02 FT/FT GUTTER SPREAD FROM FACE OF CURB=6.41 FT Flora Place 10 YEAR 50% CLOGGED GUTTER SPREAD Flora on Spring Mill 210114-20000 S. NORRIS, EI 8/2/2023 Total Open Area with Clogged Factor (A) Total Weir Perimeter with Clogged Factor (P) Q=3.0*P*D^1.5 Q=4.89*A*D^0.5 Q=CiA STRUCTURE NUMBER Open Area (SQ FT.) Weir Perimeter (LF.) Number of Castings 50% Clogged??? (YES/N0) 0.00 1.00 2.00 3.00 4.00 5.00 6.00 0.00 0.20 0.40 0.60Flow through Casting, cfsDepth Over Grate, ft Grate Discharge Weir Orifice O:\2021\210114\20000\Calcs\Engr\Storm\Prelim\6TH Submittal\spreadsheets\Inlet Gutter Spread 10 Yr - SAG - 8/4/2023 Page 320 of 417 Project Name: Project No: Calculations By: Date: Inlet Location: 7036 Depth Over Grate (FT) Weir (CFS) Orifice (CFS) Casting Type NEENAH R-3287-10V 0.00 0.00 0.00 2.1 0.05 0.13 1.15 5.5 0.10 0.38 1.62 1 0.15 0.70 1.99 YES 0.20 1.07 2.30 1.05 0.25 1.50 2.57 4.0 0.30 1.97 2.81 (Weir)0.35 2.48 3.04 (Orifice)0.40 3.04 3.25 0.45 3.62 3.44 0.50 4.24 3.63 (10 YR, TC=5 MIN) i=6.12 IN/HR 0.55 4.89 3.81 C= 0.77 A= 0.260 AC Total Flow to Inlet 1.23 CFS DEPTH IN GRATE = 0.22 FT LOCAL DEPRESSION =0.00 FT Road Cross Slope= 0.02 FT/FT GUTTER SPREAD FROM FACE OF CURB=10.92 FT STRUCTURE NUMBER Open Area (SQ FT.) Weir Perimeter (LF.) Number of Castings 50% Clogged??? (YES/N0) Total Open Area with Clogged Factor (A) Total Weir Perimeter with Clogged Factor (P) Q=3.0*P*D^1.5 Q=4.89*A*D^0.5 Q=CiA Flora Place 10 YEAR 50% CLOGGED GUTTER SPREAD Flora on Spring Mill 210114-20000 S. NORRIS, EI 8/2/2023 0.00 1.00 2.00 3.00 4.00 5.00 6.00 0.00 0.20 0.40 0.60Flow through Casting, cfsDepth Over Grate, ft Grate Discharge Weir Orifice O:\2021\210114\20000\Calcs\Engr\Storm\Prelim\6TH Submittal\spreadsheets\Inlet Gutter Spread 10 Yr - SAG - 8/4/2023 Page 321 of 417 Project Name: Project No: Calculations By: Date: Inlet Location: 7037 Depth Over Grate (FT) Weir (CFS) Orifice (CFS) Casting Type NEENAH R-3287-10V 0.00 0.00 0.00 2.1 0.05 0.13 1.15 5.5 0.10 0.38 1.62 1 0.15 0.70 1.99 YES 0.20 1.07 2.30 1.05 0.25 1.50 2.57 4.0 0.30 1.97 2.81 (Weir)0.35 2.48 3.04 (Orifice)0.40 3.04 3.25 0.45 3.62 3.44 0.50 4.24 3.63 (10 YR, TC=5 MIN) i=6.12 IN/HR 0.55 4.89 3.81 C= 0.70 A= 0.180 AC Total Flow to Inlet 0.77 CFS DEPTH IN GRATE = 0.16 FT LOCAL DEPRESSION =0.00 FT Road Cross Slope= 0.02 FT/FT GUTTER SPREAD FROM FACE OF CURB=8.02 FT Flora Place 10 YEAR 50% CLOGGED GUTTER SPREAD Flora on Spring Mill 210114-20000 S. NORRIS, EI 8/2/2023 Total Open Area with Clogged Factor (A) Total Weir Perimeter with Clogged Factor (P) Q=3.0*P*D^1.5 Q=4.89*A*D^0.5 Q=CiA STRUCTURE NUMBER Open Area (SQ FT.) Weir Perimeter (LF.) Number of Castings 50% Clogged??? (YES/N0) 0.00 1.00 2.00 3.00 4.00 5.00 6.00 0.00 0.20 0.40 0.60Flow through Casting, cfsDepth Over Grate, ft Grate Discharge Weir Orifice O:\2021\210114\20000\Calcs\Engr\Storm\Prelim\6TH Submittal\spreadsheets\Inlet Gutter Spread 10 Yr - SAG - 8/4/2023 Page 322 of 417 Project Name: Project No: Calculations By: Date: Inlet Location: 7047 Depth Over Grate (FT) Weir (CFS) Orifice (CFS) Casting Type NEENAH R-3287-10V 0.00 0.00 0.00 2.1 0.05 0.13 1.15 5.5 0.10 0.38 1.62 1 0.15 0.70 1.99 YES 0.20 1.07 2.30 1.05 0.25 1.50 2.57 4.0 0.30 1.97 2.81 (Weir)0.35 2.48 3.04 (Orifice)0.40 3.04 3.25 0.45 3.62 3.44 0.50 4.24 3.63 (10 YR, TC=5 MIN) i=6.12 IN/HR 0.55 4.89 3.81 C= 0.85 A= 0.070 AC Total Flow to Inlet 0.36 CFS DEPTH IN GRATE = 0.10 FT LOCAL DEPRESSION =0.08 FT Road Cross Slope= 0.02 FT/FT GUTTER SPREAD FROM FACE OF CURB=0.86 FT Sedge Drive 10 YEAR 50% CLOGGED GUTTER SPREAD Flora on Spring Mill 210114-20000 S. NORRIS, EI 8/2/2023 Total Open Area with Clogged Factor (A) Total Weir Perimeter with Clogged Factor (P) Q=3.0*P*D^1.5 Q=4.89*A*D^0.5 Q=CiA STRUCTURE NUMBER Open Area (SQ FT.) Weir Perimeter (LF.) Number of Castings 50% Clogged??? (YES/N0) 0.00 1.00 2.00 3.00 4.00 5.00 6.00 0.00 0.20 0.40 0.60Flow through Casting, cfsDepth Over Grate, ft Grate Discharge Weir Orifice O:\2021\210114\20000\Calcs\Engr\Storm\Prelim\6TH Submittal\spreadsheets\Inlet Gutter Spread 10 Yr - SAG - 8/4/2023 Page 323 of 417 Project Name: Project No: Calculations By: Date: Inlet Location: 7056 Depth Over Grate (FT) Weir (CFS) Orifice (CFS) Casting Type NEENAH R-3287-10V 0.00 0.00 0.00 2.1 0.05 0.13 1.15 5.5 0.10 0.38 1.62 1 0.15 0.70 1.99 YES 0.20 1.07 2.30 1.05 0.25 1.50 2.57 4.0 0.30 1.97 2.81 (Weir)0.35 2.48 3.04 (Orifice)0.40 3.04 3.25 0.45 3.62 3.44 0.50 4.24 3.63 (10 YR, TC=5 MIN) i=6.12 IN/HR 0.55 4.89 3.81 C= 0.68 A= 0.200 AC Total Flow to Inlet 0.83 CFS DEPTH IN GRATE = 0.17 FT LOCAL DEPRESSION =0.08 FT Road Cross Slope= 0.02 FT/FT GUTTER SPREAD FROM FACE OF CURB=4.44 FT Sedge Drive 10 YEAR 50% CLOGGED GUTTER SPREAD Flora on Spring Mill 210114-20000 S. NORRIS, EI 8/2/2023 Total Open Area with Clogged Factor (A) Total Weir Perimeter with Clogged Factor (P) Q=3.0*P*D^1.5 Q=4.89*A*D^0.5 Q=CiA STRUCTURE NUMBER Open Area (SQ FT.) Weir Perimeter (LF.) Number of Castings 50% Clogged??? (YES/N0) 0.00 1.00 2.00 3.00 4.00 5.00 6.00 0.00 0.20 0.40 0.60Flow through Casting, cfsDepth Over Grate, ft Grate Discharge Weir Orifice O:\2021\210114\20000\Calcs\Engr\Storm\Prelim\6TH Submittal\spreadsheets\Inlet Gutter Spread 10 Yr - SAG - 8/4/2023 Page 324 of 417 Project Name: Project No: Calculations By: Date: Inlet Location: 7057 Depth Over Grate (FT) Weir (CFS) Orifice (CFS) Casting Type NEENAH R-3287-10V 0.00 0.00 0.00 2.1 0.05 0.13 1.15 5.5 0.10 0.38 1.62 1 0.15 0.70 1.99 YES 0.20 1.07 2.30 1.05 0.25 1.50 2.57 4.0 0.30 1.97 2.81 (Weir)0.35 2.48 3.04 (Orifice)0.40 3.04 3.25 0.45 3.62 3.44 0.50 4.24 3.63 (10 YR, TC=5 MIN) i=6.12 IN/HR 0.55 4.89 3.81 C= 0.56 A= 0.080 AC Total Flow to Inlet 0.27 CFS DEPTH IN GRATE = 0.08 FT LOCAL DEPRESSION =0.00 FT Road Cross Slope= 0.02 FT/FT GUTTER SPREAD FROM FACE OF CURB=4.03 FT Greenery Drive 10 YEAR 50% CLOGGED GUTTER SPREAD Flora on Spring Mill 210114-20000 S. NORRIS, EI 8/2/2023 Total Open Area with Clogged Factor (A) Total Weir Perimeter with Clogged Factor (P) Q=3.0*P*D^1.5 Q=4.89*A*D^0.5 Q=CiA STRUCTURE NUMBER Open Area (SQ FT.) Weir Perimeter (LF.) Number of Castings 50% Clogged??? (YES/N0) 0.00 1.00 2.00 3.00 4.00 5.00 6.00 0.00 0.20 0.40 0.60Flow through Casting, cfsDepth Over Grate, ft Grate Discharge Weir Orifice O:\2021\210114\20000\Calcs\Engr\Storm\Prelim\6TH Submittal\spreadsheets\Inlet Gutter Spread 10 Yr - SAG - 8/4/2023 Page 325 of 417 Project Name: Project No: Calculations By: Date: Inlet Location: 7058 Depth Over Grate (FT) Weir (CFS) Orifice (CFS) Casting Type NEENAH R-3287-10V 0.00 0.00 0.00 2.1 0.05 0.13 1.15 5.5 0.10 0.38 1.62 1 0.15 0.70 1.99 YES 0.20 1.07 2.30 1.05 0.25 1.50 2.57 4.0 0.30 1.97 2.81 (Weir)0.35 2.48 3.04 (Orifice)0.40 3.04 3.25 0.45 3.62 3.44 0.50 4.24 3.63 (10 YR, TC=5 MIN) i=6.12 IN/HR 0.55 4.89 3.81 C= 0.71 A= 0.030 AC Total Flow to Inlet 0.13 CFS DEPTH IN GRATE = 0.05 FT LOCAL DEPRESSION =0.00 FT Road Cross Slope= 0.02 FT/FT GUTTER SPREAD FROM FACE OF CURB=2.45 FT Greenery Drive 10 YEAR 50% CLOGGED GUTTER SPREAD Flora on Spring Mill 210114-20000 S. NORRIS, EI 8/2/2023 Total Open Area with Clogged Factor (A) Total Weir Perimeter with Clogged Factor (P) Q=3.0*P*D^1.5 Q=4.89*A*D^0.5 Q=CiA STRUCTURE NUMBER Open Area (SQ FT.) Weir Perimeter (LF.) Number of Castings 50% Clogged??? (YES/N0) 0.00 1.00 2.00 3.00 4.00 5.00 6.00 0.00 0.20 0.40 0.60Flow through Casting, cfsDepth Over Grate, ft Grate Discharge Weir Orifice O:\2021\210114\20000\Calcs\Engr\Storm\Prelim\6TH Submittal\spreadsheets\Inlet Gutter Spread 10 Yr - SAG - 8/4/2023 Page 326 of 417 Project Name: Project No: Calculations By: Date: Inlet Location: 7059 Depth Over Grate (FT) Weir (CFS) Orifice (CFS) Casting Type NEENAH R-3287-10V 0.00 0.00 0.00 2.1 0.05 0.13 1.15 5.5 0.10 0.38 1.62 1 0.15 0.70 1.99 YES 0.20 1.07 2.30 1.05 0.25 1.50 2.57 4.0 0.30 1.97 2.81 (Weir)0.35 2.48 3.04 (Orifice)0.40 3.04 3.25 0.45 3.62 3.44 0.50 4.24 3.63 (10 YR, TC=5 MIN) i=6.12 IN/HR 0.55 4.89 3.81 C= 0.78 A= 0.070 AC Total Flow to Inlet 0.33 CFS DEPTH IN GRATE = 0.09 FT LOCAL DEPRESSION =0.00 FT Road Cross Slope= 0.02 FT/FT GUTTER SPREAD FROM FACE OF CURB=4.59 FT Greenery Drive 10 YEAR 50% CLOGGED GUTTER SPREAD Flora on Spring Mill 210114-20000 S. NORRIS, EI 8/2/2023 Total Open Area with Clogged Factor (A) Total Weir Perimeter with Clogged Factor (P) Q=3.0*P*D^1.5 Q=4.89*A*D^0.5 Q=CiA STRUCTURE NUMBER Open Area (SQ FT.) Weir Perimeter (LF.) Number of Castings 50% Clogged??? (YES/N0) 0.00 1.00 2.00 3.00 4.00 5.00 6.00 0.00 0.20 0.40 0.60Flow through Casting, cfsDepth Over Grate, ft Grate Discharge Weir Orifice O:\2021\210114\20000\Calcs\Engr\Storm\Prelim\6TH Submittal\spreadsheets\Inlet Gutter Spread 10 Yr - SAG - 8/4/2023 Page 327 of 417 Project Name: Project No: Calculations By: Date: Inlet Location: 7060 Depth Over Grate (FT) Weir (CFS) Orifice (CFS) Casting Type NEENAH R-3287-10V 0.00 0.00 0.00 2.1 0.05 0.13 1.15 5.5 0.10 0.38 1.62 1 0.15 0.70 1.99 YES 0.20 1.07 2.30 1.05 0.25 1.50 2.57 4.0 0.30 1.97 2.81 (Weir)0.35 2.48 3.04 (Orifice)0.40 3.04 3.25 0.45 3.62 3.44 0.50 4.24 3.63 (10 YR, TC=5 MIN) i=6.12 IN/HR 0.55 4.89 3.81 C= 0.69 A= 0.410 AC Total Flow to Inlet 1.73 CFS DEPTH IN GRATE = 0.28 FT LOCAL DEPRESSION =0.08 FT Road Cross Slope= 0.025 FT/FT GUTTER SPREAD FROM FACE OF CURB=7.80 FT Greenery Drive 10 YEAR 50% CLOGGED GUTTER SPREAD Flora on Spring Mill 210114-20000 S. NORRIS, EI 8/2/2023 Total Open Area with Clogged Factor (A) Total Weir Perimeter with Clogged Factor (P) Q=3.0*P*D^1.5 Q=4.89*A*D^0.5 Q=CiA STRUCTURE NUMBER Open Area (SQ FT.) Weir Perimeter (LF.) Number of Castings 50% Clogged??? (YES/N0) 0.00 1.00 2.00 3.00 4.00 5.00 6.00 0.00 0.20 0.40 0.60Flow through Casting, cfsDepth Over Grate, ft Grate Discharge Weir Orifice O:\2021\210114\20000\Calcs\Engr\Storm\Prelim\6TH Submittal\spreadsheets\Inlet Gutter Spread 10 Yr - SAG - 8/4/2023 Page 328 of 417 Project Name: Project No: Calculations By: Date: Inlet Location: 7066 Depth Over Grate (FT) Weir (CFS) Orifice (CFS) Casting Type NEENAH R-3287-10V 0.00 0.00 0.00 2.1 0.05 0.13 1.15 5.5 0.10 0.38 1.62 1 0.15 0.70 1.99 YES 0.20 1.07 2.30 1.05 0.25 1.50 2.57 4.0 0.30 1.97 2.81 (Weir)0.35 2.48 3.04 (Orifice)0.40 3.04 3.25 0.45 3.62 3.44 0.50 4.24 3.63 (10 YR, TC=5 MIN) i=6.12 IN/HR 0.55 4.89 3.81 C= 0.69 A= 0.140 AC Total Flow to Inlet 0.59 CFS DEPTH IN GRATE = 0.13 FT LOCAL DEPRESSION =0.00 FT Road Cross Slope= 0.02 FT/FT GUTTER SPREAD FROM FACE OF CURB=6.72 FT Flora Place 10 YEAR 50% CLOGGED GUTTER SPREAD Flora on Spring Mill 210114-20000 S. NORRIS, EI 8/2/2023 Total Open Area with Clogged Factor (A) Total Weir Perimeter with Clogged Factor (P) Q=3.0*P*D^1.5 Q=4.89*A*D^0.5 Q=CiA STRUCTURE NUMBER Open Area (SQ FT.) Weir Perimeter (LF.) Number of Castings 50% Clogged??? (YES/N0) 0.00 1.00 2.00 3.00 4.00 5.00 6.00 0.00 0.20 0.40 0.60Flow through Casting, cfsDepth Over Grate, ft Grate Discharge Weir Orifice O:\2021\210114\20000\Calcs\Engr\Storm\Prelim\6TH Submittal\spreadsheets\Inlet Gutter Spread 10 Yr - SAG - 8/4/2023 Page 329 of 417 Project Name: Project No: Calculations By: Date: Inlet Location: 7073 Depth Over Grate (FT) Weir (CFS) Orifice (CFS) Casting Type NEENAH R-3501 0.00 0.00 0.00 1.4 0.05 0.12 0.77 4.6 0.10 0.33 1.08 1 0.15 0.61 1.33 YES 0.20 0.94 1.53 0.7 0.25 1.31 1.71 3.5 0.30 1.73 1.87 (Weir)0.35 2.17 2.03 (Orifice)0.40 2.66 2.16 0.45 3.17 2.30 0.50 3.71 2.42 (10 YR, TC=5 MIN) i=6.12 IN/HR 0.55 4.28 2.54 C= 0.79 A= 0.230 AC Total Flow to Inlet 1.11 CFS DEPTH IN GRATE = 0.22 FT LOCAL DEPRESSION =0.08 FT Road Cross Slope= 0.02 FT/FT GUTTER SPREAD FROM FACE OF CURB=7.19 FT Greenvine Drive 10 YEAR 50% CLOGGED GUTTER SPREAD Flora on Spring Mill 210114-20000 S. NORRIS, EI 8/2/2023 Total Open Area with Clogged Factor (A) Total Weir Perimeter with Clogged Factor (P) Q=3.0*P*D^1.5 Q=4.89*A*D^0.5 Q=CiA STRUCTURE NUMBER Open Area (SQ FT.) Weir Perimeter (LF.) Number of Castings 50% Clogged??? (YES/N0) 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 0.60Flow through Casting, cfsDepth Over Grate, ft Grate Discharge Weir Orifice O:\2021\210114\20000\Calcs\Engr\Storm\Prelim\6TH Submittal\spreadsheets\Inlet Gutter Spread 10 Yr - SAG - 8/4/2023 Page 330 of 417 Project Name: Project No: Calculations By: Date: Inlet Location: 7074 Depth Over Grate (FT) Weir (CFS) Orifice (CFS) Casting Type NEENAH R-3287-10V 0.00 0.00 0.00 2.1 0.05 0.13 1.15 5.5 0.10 0.38 1.62 1 0.15 0.70 1.99 YES 0.20 1.07 2.30 1.05 0.25 1.50 2.57 4.0 0.30 1.97 2.81 (Weir)0.35 2.48 3.04 (Orifice)0.40 3.04 3.25 0.45 3.62 3.44 0.50 4.24 3.63 (10 YR, TC=5 MIN) i=6.12 IN/HR 0.55 4.89 3.81 C= 0.85 A= 0.120 AC Total Flow to Inlet 0.62 CFS DEPTH IN GRATE = 0.14 FT LOCAL DEPRESSION =0.08 FT Road Cross Slope= 0.02 FT/FT GUTTER SPREAD FROM FACE OF CURB=2.97 FT Greenvine Drive 10 YEAR 50% CLOGGED GUTTER SPREAD Flora on Spring Mill 210114-20000 S. NORRIS, EI 8/2/2023 Total Open Area with Clogged Factor (A) Total Weir Perimeter with Clogged Factor (P) Q=3.0*P*D^1.5 Q=4.89*A*D^0.5 Q=CiA STRUCTURE NUMBER Open Area (SQ FT.) Weir Perimeter (LF.) Number of Castings 50% Clogged??? (YES/N0) 0.00 1.00 2.00 3.00 4.00 5.00 6.00 0.00 0.20 0.40 0.60Flow through Casting, cfsDepth Over Grate, ft Grate Discharge Weir Orifice O:\2021\210114\20000\Calcs\Engr\Storm\Prelim\6TH Submittal\spreadsheets\Inlet Gutter Spread 10 Yr - SAG - 8/4/2023 Page 331 of 417 Project Name: Project No: Calculations By: Date: Inlet Location: 7079 Depth Over Grate (FT) Weir (CFS) Orifice (CFS) Casting Type NEENAH R-3287-10V 0.00 0.00 0.00 2.1 0.05 0.13 1.15 5.5 0.10 0.38 1.62 1 0.15 0.70 1.99 YES 0.20 1.07 2.30 1.05 0.25 1.50 2.57 4.0 0.30 1.97 2.81 (Weir)0.35 2.48 3.04 (Orifice)0.40 3.04 3.25 0.45 3.62 3.44 0.50 4.24 3.63 (10 YR, TC=5 MIN) i=6.12 IN/HR 0.55 4.89 3.81 C= 0.85 A= 0.060 AC Total Flow to Inlet 0.31 CFS DEPTH IN GRATE = 0.09 FT LOCAL DEPRESSION =0.00 FT Road Cross Slope= 0.02 FT/FT GUTTER SPREAD FROM FACE OF CURB=4.39 FT Shade Street 10 YEAR 50% CLOGGED GUTTER SPREAD Flora on Spring Mill 210114-20000 S. NORRIS, EI 8/2/2023 Total Open Area with Clogged Factor (A) Total Weir Perimeter with Clogged Factor (P) Q=3.0*P*D^1.5 Q=4.89*A*D^0.5 Q=CiA STRUCTURE NUMBER Open Area (SQ FT.) Weir Perimeter (LF.) Number of Castings 50% Clogged??? (YES/N0) 0.00 1.00 2.00 3.00 4.00 5.00 6.00 0.00 0.20 0.40 0.60Flow through Casting, cfsDepth Over Grate, ft Grate Discharge Weir Orifice O:\2021\210114\20000\Calcs\Engr\Storm\Prelim\6TH Submittal\spreadsheets\Inlet Gutter Spread 10 Yr - SAG - 8/4/2023 Page 332 of 417 Project Name: Project No: Calculations By: Date: Inlet Location: 7080 Depth Over Grate (FT) Weir (CFS) Orifice (CFS) Casting Type NEENAH R-3287-10V 0.00 0.00 0.00 2.1 0.05 0.13 1.15 5.5 0.10 0.38 1.62 1 0.15 0.70 1.99 YES 0.20 1.07 2.30 1.05 0.25 1.50 2.57 4.0 0.30 1.97 2.81 (Weir)0.35 2.48 3.04 (Orifice)0.40 3.04 3.25 0.45 3.62 3.44 0.50 4.24 3.63 (10 YR, TC=5 MIN) i=6.12 IN/HR 0.55 4.89 3.81 C= 0.69 A= 0.280 AC Total Flow to Inlet 1.18 CFS DEPTH IN GRATE = 0.21 FT LOCAL DEPRESSION =0.00 FT Road Cross Slope= 0.02 FT/FT GUTTER SPREAD FROM FACE OF CURB=10.67 FT Shade Street 10 YEAR 50% CLOGGED GUTTER SPREAD Flora on Spring Mill 210114-20000 S. NORRIS, EI 8/2/2023 Total Open Area with Clogged Factor (A) Total Weir Perimeter with Clogged Factor (P) Q=3.0*P*D^1.5 Q=4.89*A*D^0.5 Q=CiA STRUCTURE NUMBER Open Area (SQ FT.) Weir Perimeter (LF.) Number of Castings 50% Clogged??? (YES/N0) 0.00 1.00 2.00 3.00 4.00 5.00 6.00 0.00 0.20 0.40 0.60Flow through Casting, cfsDepth Over Grate, ft Grate Discharge Weir Orifice O:\2021\210114\20000\Calcs\Engr\Storm\Prelim\6TH Submittal\spreadsheets\Inlet Gutter Spread 10 Yr - SAG - 8/4/2023 Page 333 of 417 Project Name: Project No: Calculations By: Date: Inlet Location: 7081 Depth Over Grate (FT) Weir (CFS) Orifice (CFS) Casting Type NEENAH R-3287-10V 0.00 0.00 0.00 2.1 0.05 0.13 1.15 5.5 0.10 0.38 1.62 1 0.15 0.70 1.99 YES 0.20 1.07 2.30 1.05 0.25 1.50 2.57 4.0 0.30 1.97 2.81 (Weir)0.35 2.48 3.04 (Orifice)0.40 3.04 3.25 0.45 3.62 3.44 0.50 4.24 3.63 (10 YR, TC=5 MIN) i=6.12 IN/HR 0.55 4.89 3.81 C= 0.66 A= 0.070 AC Total Flow to Inlet 0.28 CFS DEPTH IN GRATE = 0.08 FT LOCAL DEPRESSION =0.00 FT Road Cross Slope= 0.02 FT/FT GUTTER SPREAD FROM FACE OF CURB=4.11 FT Shade Street 10 YEAR 50% CLOGGED GUTTER SPREAD Flora on Spring Mill 210114-20000 S. NORRIS, EI 8/2/2023 Total Open Area with Clogged Factor (A) Total Weir Perimeter with Clogged Factor (P) Q=3.0*P*D^1.5 Q=4.89*A*D^0.5 Q=CiA STRUCTURE NUMBER Open Area (SQ FT.) Weir Perimeter (LF.) Number of Castings 50% Clogged??? (YES/N0) 0.00 1.00 2.00 3.00 4.00 5.00 6.00 0.00 0.20 0.40 0.60Flow through Casting, cfsDepth Over Grate, ft Grate Discharge Weir Orifice O:\2021\210114\20000\Calcs\Engr\Storm\Prelim\6TH Submittal\spreadsheets\Inlet Gutter Spread 10 Yr - SAG - 8/4/2023 Page 334 of 417 Project Name: Project No: Calculations By: Date: Inlet Location: 7082 Depth Over Grate (FT) Weir (CFS) Orifice (CFS) Casting Type NEENAH R-3287-10V 0.00 0.00 0.00 2.1 0.05 0.13 1.15 5.5 0.10 0.38 1.62 1 0.15 0.70 1.99 YES 0.20 1.07 2.30 1.05 0.25 1.50 2.57 4.0 0.30 1.97 2.81 (Weir)0.35 2.48 3.04 (Orifice)0.40 3.04 3.25 0.45 3.62 3.44 0.50 4.24 3.63 (10 YR, TC=5 MIN) i=6.12 IN/HR 0.55 4.89 3.81 C= 0.71 A= 0.120 AC Total Flow to Inlet 0.52 CFS DEPTH IN GRATE = 0.12 FT LOCAL DEPRESSION =0.00 FT Road Cross Slope= 0.02 FT/FT GUTTER SPREAD FROM FACE OF CURB=6.18 FT Shade Street 10 YEAR 50% CLOGGED GUTTER SPREAD Flora on Spring Mill 210114-20000 S. NORRIS, EI 8/2/2023 Total Open Area with Clogged Factor (A) Total Weir Perimeter with Clogged Factor (P) Q=3.0*P*D^1.5 Q=4.89*A*D^0.5 Q=CiA STRUCTURE NUMBER Open Area (SQ FT.) Weir Perimeter (LF.) Number of Castings 50% Clogged??? (YES/N0) 0.00 1.00 2.00 3.00 4.00 5.00 6.00 0.00 0.20 0.40 0.60Flow through Casting, cfsDepth Over Grate, ft Grate Discharge Weir Orifice O:\2021\210114\20000\Calcs\Engr\Storm\Prelim\6TH Submittal\spreadsheets\Inlet Gutter Spread 10 Yr - SAG - 8/4/2023 Page 335 of 417 Project Name: Project No: Calculations By: Date: Inlet Location: 7083 Depth Over Grate (FT) Weir (CFS) Orifice (CFS) Casting Type NEENAH R-3287-10V 0.00 0.00 0.00 2.1 0.05 0.13 1.15 5.5 0.10 0.38 1.62 1 0.15 0.70 1.99 YES 0.20 1.07 2.30 1.05 0.25 1.50 2.57 4.0 0.30 1.97 2.81 (Weir)0.35 2.48 3.04 (Orifice)0.40 3.04 3.25 0.45 3.62 3.44 0.50 4.24 3.63 (10 YR, TC=5 MIN) i=6.12 IN/HR 0.55 4.89 3.81 C= 0.75 A= 0.210 AC Total Flow to Inlet 0.96 CFS DEPTH IN GRATE = 0.19 FT LOCAL DEPRESSION =0.08 FT Road Cross Slope= 0.02 FT/FT GUTTER SPREAD FROM FACE OF CURB=5.31 FT Shade Street 10 YEAR 50% CLOGGED GUTTER SPREAD Flora on Spring Mill 210114-20000 S. NORRIS, EI 8/2/2023 Total Open Area with Clogged Factor (A) Total Weir Perimeter with Clogged Factor (P) Q=3.0*P*D^1.5 Q=4.89*A*D^0.5 Q=CiA STRUCTURE NUMBER Open Area (SQ FT.) Weir Perimeter (LF.) Number of Castings 50% Clogged??? (YES/N0) 0.00 1.00 2.00 3.00 4.00 5.00 6.00 0.00 0.20 0.40 0.60Flow through Casting, cfsDepth Over Grate, ft Grate Discharge Weir Orifice O:\2021\210114\20000\Calcs\Engr\Storm\Prelim\6TH Submittal\spreadsheets\Inlet Gutter Spread 10 Yr - SAG - 8/4/2023 Page 336 of 417 Project Name: Project No: Calculations By: Date: Inlet Location: 7084 Depth Over Grate (FT) Weir (CFS) Orifice (CFS) Casting Type NEENAH R-3287-10V 0.00 0.00 0.00 2.1 0.05 0.13 1.15 5.5 0.10 0.38 1.62 1 0.15 0.70 1.99 YES 0.20 1.07 2.30 1.05 0.25 1.50 2.57 4.0 0.30 1.97 2.81 (Weir)0.35 2.48 3.04 (Orifice)0.40 3.04 3.25 0.45 3.62 3.44 0.50 4.24 3.63 (10 YR, TC=5 MIN) i=6.12 IN/HR 0.55 4.89 3.81 C= 0.81 A= 0.190 AC Total Flow to Inlet 0.94 CFS DEPTH IN GRATE = 0.18 FT LOCAL DEPRESSION =0.00 FT Road Cross Slope= 0.02 FT/FT GUTTER SPREAD FROM FACE OF CURB=9.17 FT Greenvine Drive 10 YEAR 50% CLOGGED GUTTER SPREAD Flora on Spring Mill 210114-20000 S. NORRIS, EI 8/2/2023 Total Open Area with Clogged Factor (A) Total Weir Perimeter with Clogged Factor (P) Q=3.0*P*D^1.5 Q=4.89*A*D^0.5 Q=CiA STRUCTURE NUMBER Open Area (SQ FT.) Weir Perimeter (LF.) Number of Castings 50% Clogged??? (YES/N0) 0.00 1.00 2.00 3.00 4.00 5.00 6.00 0.00 0.20 0.40 0.60Flow through Casting, cfsDepth Over Grate, ft Grate Discharge Weir Orifice O:\2021\210114\20000\Calcs\Engr\Storm\Prelim\6TH Submittal\spreadsheets\Inlet Gutter Spread 10 Yr - SAG - 8/4/2023 Page 337 of 417 Project Name: Project No: Calculations By: Date: Inlet Location: 7085 Depth Over Grate (FT) Weir (CFS) Orifice (CFS) Casting Type NEENAH R-3287-10V 0.00 0.00 0.00 2.1 0.05 0.13 1.15 5.5 0.10 0.38 1.62 1 0.15 0.70 1.99 YES 0.20 1.07 2.30 1.05 0.25 1.50 2.57 4.0 0.30 1.97 2.81 (Weir)0.35 2.48 3.04 (Orifice)0.40 3.04 3.25 0.45 3.62 3.44 0.50 4.24 3.63 (10 YR, TC=5 MIN) i=6.12 IN/HR 0.55 4.89 3.81 C= 0.85 A= 0.100 AC Total Flow to Inlet 0.52 CFS DEPTH IN GRATE = 0.12 FT LOCAL DEPRESSION =0.00 FT Road Cross Slope= 0.02 FT/FT GUTTER SPREAD FROM FACE OF CURB=6.17 FT Greenvine Drive 10 YEAR 50% CLOGGED GUTTER SPREAD Flora on Spring Mill 210114-20000 S. NORRIS, EI 8/2/2023 Total Open Area with Clogged Factor (A) Total Weir Perimeter with Clogged Factor (P) Q=3.0*P*D^1.5 Q=4.89*A*D^0.5 Q=CiA STRUCTURE NUMBER Open Area (SQ FT.) Weir Perimeter (LF.) Number of Castings 50% Clogged??? (YES/N0) 0.00 1.00 2.00 3.00 4.00 5.00 6.00 0.00 0.20 0.40 0.60Flow through Casting, cfsDepth Over Grate, ft Grate Discharge Weir Orifice O:\2021\210114\20000\Calcs\Engr\Storm\Prelim\6TH Submittal\spreadsheets\Inlet Gutter Spread 10 Yr - SAG - 8/4/2023 Page 338 of 417 Project Name: Project No: Calculations By: Date: Inlet Location: 7086 Depth Over Grate (FT) Weir (CFS) Orifice (CFS) Casting Type NEENAH R-3287-10V 0.00 0.00 0.00 2.1 0.05 0.13 1.15 5.5 0.10 0.38 1.62 1 0.15 0.70 1.99 YES 0.20 1.07 2.30 1.05 0.25 1.50 2.57 4.0 0.30 1.97 2.81 (Weir)0.35 2.48 3.04 (Orifice)0.40 3.04 3.25 0.45 3.62 3.44 0.50 4.24 3.63 (10 YR, TC=5 MIN) i=6.12 IN/HR 0.55 4.89 3.81 C= 0.82 A= 0.130 AC Total Flow to Inlet 0.65 CFS DEPTH IN GRATE = 0.14 FT LOCAL DEPRESSION =0.08 FT Road Cross Slope= 0.02 FT/FT GUTTER SPREAD FROM FACE OF CURB=3.18 FT Shade Street 10 YEAR 50% CLOGGED GUTTER SPREAD Flora on Spring Mill 210114-20000 S. NORRIS, EI 8/2/2023 Total Open Area with Clogged Factor (A) Total Weir Perimeter with Clogged Factor (P) Q=3.0*P*D^1.5 Q=4.89*A*D^0.5 Q=CiA STRUCTURE NUMBER Open Area (SQ FT.) Weir Perimeter (LF.) Number of Castings 50% Clogged??? (YES/N0) 0.00 1.00 2.00 3.00 4.00 5.00 6.00 0.00 0.20 0.40 0.60Flow through Casting, cfsDepth Over Grate, ft Grate Discharge Weir Orifice O:\2021\210114\20000\Calcs\Engr\Storm\Prelim\6TH Submittal\spreadsheets\Inlet Gutter Spread 10 Yr - SAG - 8/4/2023 Page 339 of 417 Project Name: Project No: Calculations By: Date: Inlet Location: 7087 Depth Over Grate (FT) Weir (CFS) Orifice (CFS) Casting Type NEENAH R-3501 0.00 0.00 0.00 1.4 0.05 0.12 0.77 4.6 0.10 0.33 1.08 1 0.15 0.61 1.33 YES 0.20 0.94 1.53 0.7 0.25 1.31 1.71 3.5 0.30 1.73 1.87 (Weir)0.35 2.17 2.03 (Orifice)0.40 2.66 2.16 0.45 3.17 2.30 0.50 3.71 2.42 (10 YR, TC=5 MIN) i=6.12 IN/HR 0.55 4.28 2.54 C= 0.66 A= 0.420 AC Total Flow to Inlet 1.70 CFS DEPTH IN GRATE = 0.30 FT LOCAL DEPRESSION =0.00 FT Road Cross Slope= 0.035 FT/FT GUTTER SPREAD FROM FACE OF CURB=8.48 FT Sunbranch Lane 10 YEAR 50% CLOGGED GUTTER SPREAD Flora on Spring Mill 210114-20000 S. NORRIS, EI 8/2/2023 Total Open Area with Clogged Factor (A) Total Weir Perimeter with Clogged Factor (P) Q=3.0*P*D^1.5 Q=4.89*A*D^0.5 Q=CiA STRUCTURE NUMBER Open Area (SQ FT.) Weir Perimeter (LF.) Number of Castings 50% Clogged??? (YES/N0) 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 0.60Flow through Casting, cfsDepth Over Grate, ft Grate Discharge Weir Orifice O:\2021\210114\20000\Calcs\Engr\Storm\Prelim\6TH Submittal\spreadsheets\Inlet Gutter Spread 10 Yr - SAG - 8/4/2023 Page 340 of 417 Project Name: Project No: Calculations By: Date: Inlet Location: 7088 Depth Over Grate (FT) Weir (CFS) Orifice (CFS) Casting Type NEENAH R-3501 0.00 0.00 0.00 1.4 0.05 0.12 0.77 4.6 0.10 0.33 1.08 1 0.15 0.61 1.33 YES 0.20 0.94 1.53 0.7 0.25 1.31 1.71 3.5 0.30 1.73 1.87 (Weir)0.35 2.17 2.03 (Orifice)0.40 2.66 2.16 0.45 3.17 2.30 0.50 3.71 2.42 (10 YR, TC=5 MIN) i=6.12 IN/HR 0.55 4.28 2.54 C= 0.55 A= 0.050 AC Total Flow to Inlet 0.17 CFS DEPTH IN GRATE = 0.06 FT LOCAL DEPRESSION =0.00 FT Road Cross Slope= 0.02 FT/FT GUTTER SPREAD FROM FACE OF CURB=3.18 FT Cassia Lane 10 YEAR 50% CLOGGED GUTTER SPREAD Flora on Spring Mill 210114-20000 S. NORRIS, EI 8/2/2023 Total Open Area with Clogged Factor (A) Total Weir Perimeter with Clogged Factor (P) Q=3.0*P*D^1.5 Q=4.89*A*D^0.5 Q=CiA STRUCTURE NUMBER Open Area (SQ FT.) Weir Perimeter (LF.) Number of Castings 50% Clogged??? (YES/N0) 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 0.60Flow through Casting, cfsDepth Over Grate, ft Grate Discharge Weir Orifice O:\2021\210114\20000\Calcs\Engr\Storm\Prelim\6TH Submittal\spreadsheets\Inlet Gutter Spread 10 Yr - SAG - 8/4/2023 Page 341 of 417 Project Name: Project No: Calculations By: Date: Inlet Location: 7089 Depth Over Grate (FT) Weir (CFS) Orifice (CFS) Casting Type NEENAH R-3501 0.00 0.00 0.00 1.4 0.05 0.12 0.77 4.6 0.10 0.33 1.08 1 0.15 0.61 1.33 YES 0.20 0.94 1.53 0.7 0.25 1.31 1.71 3.5 0.30 1.73 1.87 (Weir)0.35 2.17 2.03 (Orifice)0.40 2.66 2.16 0.45 3.17 2.30 0.50 3.71 2.42 (10 YR, TC=5 MIN) i=6.12 IN/HR 0.55 4.28 2.54 C= 0.69 A= 0.370 AC Total Flow to Inlet 1.56 CFS DEPTH IN GRATE = 0.28 FT LOCAL DEPRESSION =0.08 FT Road Cross Slope= 0.03 FT/FT GUTTER SPREAD FROM FACE OF CURB=6.69 FT Poinsettia Lane 10 YEAR 50% CLOGGED GUTTER SPREAD Flora on Spring Mill 210114-20000 S. NORRIS, EI 8/2/2023 Total Open Area with Clogged Factor (A) Total Weir Perimeter with Clogged Factor (P) Q=3.0*P*D^1.5 Q=4.89*A*D^0.5 Q=CiA STRUCTURE NUMBER Open Area (SQ FT.) Weir Perimeter (LF.) Number of Castings 50% Clogged??? (YES/N0) 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 0.60Flow through Casting, cfsDepth Over Grate, ft Grate Discharge Weir Orifice O:\2021\210114\20000\Calcs\Engr\Storm\Prelim\6TH Submittal\spreadsheets\Inlet Gutter Spread 10 Yr - SAG - 8/4/2023 Page 342 of 417 Project Name: Project No: Calculations By: Date: Inlet Location: 7090 Depth Over Grate (FT) Weir (CFS) Orifice (CFS) Casting Type NEENAH R-3501 0.00 0.00 0.00 1.4 0.05 0.12 0.77 4.6 0.10 0.33 1.08 1 0.15 0.61 1.33 YES 0.20 0.94 1.53 0.7 0.25 1.31 1.71 3.5 0.30 1.73 1.87 (Weir)0.35 2.17 2.03 (Orifice)0.40 2.66 2.16 0.45 3.17 2.30 0.50 3.71 2.42 (10 YR, TC=5 MIN) i=6.12 IN/HR 0.55 4.28 2.54 C= 0.81 A= 0.210 AC Total Flow to Inlet 1.04 CFS DEPTH IN GRATE = 0.21 FT LOCAL DEPRESSION =0.08 FT Road Cross Slope= 0.03 FT/FT GUTTER SPREAD FROM FACE OF CURB=4.47 FT Poinsettia Lane 10 YEAR 50% CLOGGED GUTTER SPREAD Flora on Spring Mill 210114-20000 S. NORRIS, EI 8/2/2023 Total Open Area with Clogged Factor (A) Total Weir Perimeter with Clogged Factor (P) Q=3.0*P*D^1.5 Q=4.89*A*D^0.5 Q=CiA STRUCTURE NUMBER Open Area (SQ FT.) Weir Perimeter (LF.) Number of Castings 50% Clogged??? (YES/N0) 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 0.60Flow through Casting, cfsDepth Over Grate, ft Grate Discharge Weir Orifice O:\2021\210114\20000\Calcs\Engr\Storm\Prelim\6TH Submittal\spreadsheets\Inlet Gutter Spread 10 Yr - SAG - 8/4/2023 Page 343 of 417 Project Name: Project No: Calculations By: Date: Inlet Location: 7091 Depth Over Grate (FT) Weir (CFS) Orifice (CFS) Casting Type NEENAH R-3501 0.00 0.00 0.00 1.4 0.05 0.12 0.77 4.6 0.10 0.33 1.08 1 0.15 0.61 1.33 YES 0.20 0.94 1.53 0.7 0.25 1.31 1.71 3.5 0.30 1.73 1.87 (Weir)0.35 2.17 2.03 (Orifice)0.40 2.66 2.16 0.45 3.17 2.30 0.50 3.71 2.42 (10 YR, TC=5 MIN) i=6.12 IN/HR 0.55 4.28 2.54 C= 0.84 A= 0.080 AC Total Flow to Inlet 0.41 CFS DEPTH IN GRATE = 0.12 FT LOCAL DEPRESSION =0.00 FT Road Cross Slope= 0.02 FT/FT GUTTER SPREAD FROM FACE OF CURB=5.77 FT Cassia Lane 10 YEAR 50% CLOGGED GUTTER SPREAD Flora on Spring Mill 210114-20000 S. NORRIS, EI 8/2/2023 Total Open Area with Clogged Factor (A) Total Weir Perimeter with Clogged Factor (P) Q=3.0*P*D^1.5 Q=4.89*A*D^0.5 Q=CiA STRUCTURE NUMBER Open Area (SQ FT.) Weir Perimeter (LF.) Number of Castings 50% Clogged??? (YES/N0) 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 0.60Flow through Casting, cfsDepth Over Grate, ft Grate Discharge Weir Orifice O:\2021\210114\20000\Calcs\Engr\Storm\Prelim\6TH Submittal\spreadsheets\Inlet Gutter Spread 10 Yr - SAG - 8/4/2023 Page 344 of 417 Project Name: Project No: Calculations By: Date: Inlet Location: 7092 Depth Over Grate (FT) Weir (CFS) Orifice (CFS) Casting Type NEENAH R-3287-10V 0.00 0.00 0.00 2.1 0.05 0.13 1.15 5.5 0.10 0.38 1.62 1 0.15 0.70 1.99 YES 0.20 1.07 2.30 1.05 0.25 1.50 2.57 4.0 0.30 1.97 2.81 (Weir)0.35 2.48 3.04 (Orifice)0.40 3.04 3.25 0.45 3.62 3.44 0.50 4.24 3.63 (10 YR, TC=5 MIN) i=6.12 IN/HR 0.55 4.89 3.81 C= 0.78 A= 0.070 AC Total Flow to Inlet 0.33 CFS DEPTH IN GRATE = 0.09 FT LOCAL DEPRESSION =0.00 FT Road Cross Slope= 0.02 FT/FT GUTTER SPREAD FROM FACE OF CURB=4.59 FT Flora Place 10 YEAR 50% CLOGGED GUTTER SPREAD Flora on Spring Mill 210114-20000 S. NORRIS, EI 8/2/2023 Total Open Area with Clogged Factor (A) Total Weir Perimeter with Clogged Factor (P) Q=3.0*P*D^1.5 Q=4.89*A*D^0.5 Q=CiA STRUCTURE NUMBER Open Area (SQ FT.) Weir Perimeter (LF.) Number of Castings 50% Clogged??? (YES/N0) 0.00 1.00 2.00 3.00 4.00 5.00 6.00 0.00 0.20 0.40 0.60Flow through Casting, cfsDepth Over Grate, ft Grate Discharge Weir Orifice O:\2021\210114\20000\Calcs\Engr\Storm\Prelim\6TH Submittal\spreadsheets\Inlet Gutter Spread 10 Yr - SAG - 8/4/2023 Page 345 of 417 Project Name: Flora on Spring Mill Performed by:Susan Norris, EI Project Number:210114-20000 Date: Inlet Locations:Baneberry Drive Checked By:Chris Wiseman, PE Frequency (yr)10 Mannings"n":0.013 Qw Qp Qg St Sr d T Qi Qb Structure Inlet Watershed Previous By-Pass Total Gutter Road X-Slope Road Grade Depth of Gutter Width of Intercepted Bypassing Number Flow (cfs) Flow (cfs) Flow (cfs) (ft/ft) (ft/ft) Flow, (ft) Flow, (ft) Flow, (cfs) Flow, (cfs) Remarks 7009 0.36 0.00 0.36 0.020 0.010 0.090 4.52 0.29 0.06 BYPASS TO LP 7008 Depth (FT) Weir (CFS) Orifice (CFS) Casting Type NEENAH R-3501 0.00 0.00 0.00 1.4 0.05 0.12 0.77 4.6 0.10 0.33 1.08 1 0.15 0.61 1.33 YES 0.20 0.94 1.53 0.7 0.25 1.31 1.71 3.50 0.30 1.73 1.87 (Weir)0.35 2.17 2.03 (Orifice)0.40 2.66 2.16 0.45 3.17 2.30 0.50 3.71 2.42 0.55 4.28 2.54 (100 YR, TC=5 MIN) i = 6.12 IN/HR C =0.85 A =0.020 AC DEPTH IN GRATE = 0.06 FT Inlet Watershed Flow =0.10 CFS LOCAL DEPRESSION =0.00 FT Previous By-Pass Flow = 0.06 CFS Total Flow =0.17 CFS Road Cross Slope =0.02 ft/ft SOUTH Total Weir Perimeter Lineal Feet (P) Q=3.0*P*D^1.5 Q=4.89*A*D^0.5 Q=CiA 50% Clogged??? (YES/NO) 10 YEAR 50% CLOGGED GUTTER SPREAD (STR 7008) 8/2/2023 Structure Number SQ. FT. Open Area Weir Perimeter Lineal Feet Number of Castings Total SQ. FT. Open Area (A) Gutter Spred from Face of curb 3.17 FT 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 O:\2021\210114\20000\Calcs\Engr\Storm\Prelim\6TH Submittal\spreadsheets\Inlet Gutter Spread 10 Yr - Continous Grade - 8/4/2023 Page 346 of 417 Project Name: Flora on Spring Mill Performed by:Susan Norris, EI Project Number:210114-20000 Date: Inlet Locations:Flora Place Checked By:Chris Wiseman, PE Frequency (yr)10 Mannings"n":0.013 Qw Qp Qg St Sr d T Qi Qb Structure Inlet Watershed Previous By-Pass Total Gutter Road X-Slope Road Grade Depth of Gutter Width of Intercepted Bypassing Number Flow (cfs) Flow (cfs) Flow (cfs) (ft/ft) (ft/ft) Flow, (ft) Flow, (ft) Flow, (cfs) Flow, (cfs) Remarks 7031 0.28 0.00 0.28 0.020 0.008 0.085 4.26 0.26 0.01 BYPASS TO LP 7033 Depth (FT) Weir (CFS) Orifice (CFS) Casting Type NEENAH R-3287-10V 0.00 0.00 0.00 2.1 0.05 0.13 1.15 5.5 0.10 0.38 1.62 1 0.15 0.70 1.99 YES 0.20 1.07 2.30 1.05 0.25 1.50 2.57 4.00 0.30 1.97 2.81 (Weir)0.35 2.48 3.04 (Orifice)0.40 3.04 3.25 0.45 3.62 3.44 0.50 4.24 3.63 0.55 4.89 3.81 (100 YR, TC=5 MIN) i = 6.12 IN/HR C =0.70 A =0.530 AC DEPTH IN GRATE = 0.33 FT Inlet Watershed Flow =2.27 CFS LOCAL DEPRESSION =0.08 FT Previous By-Pass Flow = 0.01 CFS Total Flow =2.28 CFS Road Cross Slope =0.025 ft/ft FT Total Weir Perimeter Lineal Feet (P) Q=3.0*P*D^1.5 Q=4.89*A*D^0.5 Q=CiA Gutter Spred from Face of curb 10.03 Total SQ. FT. Open Area (A) 10 YEAR 50% CLOGGED GUTTER SPREAD (STR 7033) 8/2/2023 SOUTH Structure Number SQ. FT. Open Area Weir Perimeter Lineal Feet Number of Castings 50% Clogged??? (YES/NO) 0.00 1.00 2.00 3.00 4.00 5.00 6.00 0.00 0.20 0.40 0.60Discharge, cfsDepth Over Grate, ft Grate Discharge Weir Orifice O:\2021\210114\20000\Calcs\Engr\Storm\Prelim\6TH Submittal\spreadsheets\Inlet Gutter Spread 10 Yr - Continous Grade - 8/4/2023 Page 347 of 417 Project Name: Flora on Spring Mill Performed by:Susan Norris, EI Project Number:210114-20000 Date: Inlet Locations:Flora Place Checked By:Chris Wiseman, PE Frequency (yr)10 Mannings"n":0.013 Qw Qp Qg St Sr d T Qi Qb Structure Inlet Watershed Previous By-Pass Total Gutter Road X-Slope Road Grade Depth of Gutter Width of Intercepted Bypassing Number Flow (cfs) Flow (cfs) Flow (cfs) (ft/ft) (ft/ft) Flow, (ft) Flow, (ft) Flow, (cfs) Flow, (cfs) Remarks 7075 0.30 0.00 0.30 0.020 0.008 0.088 4.42 0.28 0.02 BYPASS TO LP 7034 Depth (FT) Weir (CFS) Orifice (CFS) Casting Type NEENAH R-3287-10V 0.00 0.00 0.00 2.1 0.05 0.13 1.15 5.5 0.10 0.38 1.62 1 0.15 0.70 1.99 YES 0.20 1.07 2.30 1.05 0.25 1.50 2.57 4.00 0.30 1.97 2.81 (Weir)0.35 2.48 3.04 (Orifice)0.40 3.04 3.25 0.45 3.62 3.44 0.50 4.24 3.63 0.55 4.89 3.81 (100 YR, TC=5 MIN) i = 6.12 IN/HR C =0.71 A =0.310 AC DEPTH IN GRATE = 0.24 FT Inlet Watershed Flow =1.35 CFS LOCAL DEPRESSION =0.08 FT Previous By-Pass Flow = 0.02 CFS Total Flow =1.37 CFS Road Cross Slope =0.02 ft/ft Q=3.0*P*D^1.5 Q=4.89*A*D^0.5 Q=CiA Gutter Spred from Face of curb 7.77 FT Total Weir Perimeter Lineal Feet (P) 10 YEAR 50% CLOGGED GUTTER SPREAD (STR 7034) 8/2/2023 SOUTH Structure Number SQ. FT. Open Area Weir Perimeter Lineal Feet Number of Castings Total SQ. FT. Open Area (A) 50% Clogged??? (YES/NO) 0.00 1.00 2.00 3.00 4.00 5.00 6.00 0.00 0.20 0.40 0.60Discharge, cfsDepth Over Grate, ft Grate Discharge Weir Orifice O:\2021\210114\20000\Calcs\Engr\Storm\Prelim\6TH Submittal\spreadsheets\Inlet Gutter Spread 10 Yr - Continous Grade - 8/4/2023 Page 348 of 417 Project Name: Flora on Spring Mill Performed by:Susan Norris, EI Project Number:210114-20000 Date: Inlet Locations:Greenery Drive Checked By:Chris Wiseman, PE Frequency (yr)10 Mannings"n":0.013 Qw Qp Qg St Sr d T Qi Qb Structure Inlet Watershed Previous By-Pass Total Gutter Road X-Slope Road Grade Depth of Gutter Width of Intercepted Bypassing Number Flow (cfs) Flow (cfs) Flow (cfs) (ft/ft) (ft/ft) Flow, (ft) Flow, (ft) Flow, (cfs) Flow, (cfs) Remarks 7041 0.57 0.00 0.57 0.020 0.006 0.118 5.89 0.45 0.12 BYPASS TO LP 7040 Depth (FT) Weir (CFS) Orifice (CFS) Casting Type NEENAH R-3287-10V 0.00 0.00 0.00 2.1 0.05 0.13 1.15 5.5 0.10 0.38 1.62 1 0.15 0.70 1.99 YES 0.20 1.07 2.30 1.05 0.25 1.50 2.57 4.00 0.30 1.97 2.81 (Weir)0.35 2.48 3.04 (Orifice)0.40 3.04 3.25 0.45 3.62 3.44 0.50 4.24 3.63 0.55 4.89 3.81 (100 YR, TC=5 MIN) i = 6.12 IN/HR C =0.78 A =0.140 AC DEPTH IN GRATE = 0.16 FT Inlet Watershed Flow =0.67 CFS LOCAL DEPRESSION =0.00 FT Previous By-Pass Flow = 0.12 CFS Total Flow =0.78 CFS Road Cross Slope =0.02 ft/ft Q=3.0*P*D^1.5 Q=4.89*A*D^0.5 Q=CiA Gutter Spred from Face of curb 8.12 FT Total Weir Perimeter Lineal Feet (P) 10 YEAR 50% CLOGGED GUTTER SPREAD (STR 7040) 8/2/2023 WEST Structure Number SQ. FT. Open Area Weir Perimeter Lineal Feet Number of Castings Total SQ. FT. Open Area (A) 50% Clogged??? (YES/NO) 0.00 1.00 2.00 3.00 4.00 5.00 6.00 0.00 0.20 0.40 0.60Discharge, cfsDepth Over Grate, ft Grate Discharge Weir Orifice O:\2021\210114\20000\Calcs\Engr\Storm\Prelim\6TH Submittal\spreadsheets\Inlet Gutter Spread 10 Yr - Continous Grade - 8/4/2023 Page 349 of 417 Project Name: Flora on Spring Mill Performed by:Susan Norris, EI Project Number:210114-20000 Date: Inlet Locations:Greenery Drive Checked By:Chris Wiseman, PE Frequency (yr)10 Mannings"n":0.013 Qw Qp Qg St Sr d T Qi Qb Structure Inlet Watershed Previous By-Pass Total Gutter Road X-Slope Road Grade Depth of Gutter Width of Intercepted Bypassing Number Flow (cfs) Flow (cfs) Flow (cfs) (ft/ft) (ft/ft) Flow, (ft) Flow, (ft) Flow, (cfs) Flow, (cfs) Remarks 7043 0.28 0.00 0.28 0.020 0.006 0.091 4.57 0.30 0.00 BYPASS TO LP 7042 Depth (FT) Weir (CFS) Orifice (CFS) Casting Type NEENAH R-3287-10V 0.00 0.00 0.00 2.1 0.05 0.13 1.15 5.5 0.10 0.38 1.62 1 0.15 0.70 1.99 YES 0.20 1.07 2.30 1.05 0.25 1.50 2.57 4.00 0.30 1.97 2.81 (Weir)0.35 2.48 3.04 (Orifice)0.40 3.04 3.25 0.45 3.62 3.44 0.50 4.24 3.63 0.55 4.89 3.81 (100 YR, TC=5 MIN) i = 6.12 IN/HR C =0.75 A =0.130 AC DEPTH IN GRATE = 0.14 FT Inlet Watershed Flow =0.60 CFS LOCAL DEPRESSION =0.00 FT Previous By-Pass Flow = 0.00 CFS Total Flow =0.60 CFS Road Cross Slope =0.02 ft/ft Total Weir Perimeter Lineal Feet (P) 10 YEAR 50% CLOGGED GUTTER SPREAD (STR 7042) 8/2/2023 SOUTH Structure Number SQ. FT. Open Area Weir Perimeter Lineal Feet Number of Castings Total SQ. FT. Open Area (A) 50% Clogged??? (YES/NO) Q=3.0*P*D^1.5 Q=4.89*A*D^0.5 Q=CiA Gutter Spred from Face of curb 6.76 FT 0.00 1.00 2.00 3.00 4.00 5.00 6.00 0.00 0.20 0.40 0.60Discharge, cfsDepth Over Grate, ft Grate Discharge Weir Orifice O:\2021\210114\20000\Calcs\Engr\Storm\Prelim\6TH Submittal\spreadsheets\Inlet Gutter Spread 10 Yr - Continous Grade - 8/4/2023 Page 350 of 417 Project Name: Flora on Spring Mill Performed by:Susan Norris, EI Project Number:210114-20000 Date: Inlet Locations:Sedge Drive Checked By:Chris Wiseman, PE Frequency (yr)10 Mannings"n":0.013 Qw Qp Qg St Sr d T Qi Qb Structure Inlet Watershed Previous By-Pass Total Gutter Road X-Slope Road Grade Depth of Gutter Width of Intercepted Bypassing Number Flow (cfs) Flow (cfs) Flow (cfs) (ft/ft) (ft/ft) Flow, (ft) Flow, (ft) Flow, (cfs) Flow, (cfs) Remarks 7045 0.50 0.00 0.50 0.020 0.007 0.110 5.50 0.40 0.10 BYPASS TO LP 7046 Depth (FT) Weir (CFS) Orifice (CFS) Casting Type NEENAH R-3287-10V 0.00 0.00 0.00 2.1 0.05 0.13 1.15 5.5 0.10 0.38 1.62 1 0.15 0.70 1.99 YES 0.20 1.07 2.30 1.05 0.25 1.50 2.57 4.00 0.30 1.97 2.81 (Weir)0.35 2.48 3.04 (Orifice)0.40 3.04 3.25 0.45 3.62 3.44 0.50 4.24 3.63 0.55 4.89 3.81 (100 YR, TC=5 MIN) i = 6.12 IN/HR C =0.76 A =0.270 AC DEPTH IN GRATE = 0.23 FT Inlet Watershed Flow =1.26 CFS LOCAL DEPRESSION =0.08 FT Previous By-Pass Flow = 0.10 CFS Total Flow =1.36 CFS Road Cross Slope =0.02 ft/ft Q=3.0*P*D^1.5 Q=4.89*A*D^0.5 Q=CiA Gutter Spred from Face of curb 7.69 FT Total Weir Perimeter Lineal Feet (P) 10 YEAR 50% CLOGGED GUTTER SPREAD (STR 7046) 8/2/2023 WEST Structure Number SQ. FT. Open Area Weir Perimeter Lineal Feet Number of Castings Total SQ. FT. Open Area (A) 50% Clogged??? (YES/NO) 0.00 1.00 2.00 3.00 4.00 5.00 6.00 0.00 0.20 0.40 0.60Discharge, cfsDepth Over Grate, ft Grate Discharge Weir Orifice O:\2021\210114\20000\Calcs\Engr\Storm\Prelim\6TH Submittal\spreadsheets\Inlet Gutter Spread 10 Yr - Continous Grade - 8/4/2023 Page 351 of 417 Project Name: Flora on Spring Mill Performed by:Susan Norris, EI Project Number:210114-20000 Date: Inlet Locations:Sedge Drive Checked By:Chris Wiseman, PE Frequency (yr)10 Mannings"n":0.013 Qw Qp Qg St Sr d T Qi Qb Structure Inlet Watershed Previous By-Pass Total Gutter Road X-Slope Road Grade Depth of Gutter Width of Intercepted Bypassing Number Flow (cfs) Flow (cfs) Flow (cfs) (ft/ft) (ft/ft) Flow, (ft) Flow, (ft) Flow, (cfs) Flow, (cfs) Remarks 7054 0.45 0.00 0.45 0.020 0.007 0.106 5.28 0.38 0.07 BYPASS TO LP 7055 Depth (FT) Weir (CFS) Orifice (CFS) Casting Type NEENAH R-3287-10V 0.00 0.00 0.00 2.1 0.05 0.13 1.15 5.5 0.10 0.38 1.62 1 0.15 0.70 1.99 YES 0.20 1.07 2.30 1.05 0.25 1.50 2.57 4.00 0.30 1.97 2.81 (Weir)0.35 2.48 3.04 (Orifice)0.40 3.04 3.25 0.45 3.62 3.44 0.50 4.24 3.63 0.55 4.89 3.81 (100 YR, TC=5 MIN) i = 6.12 IN/HR C =0.67 A =0.130 AC DEPTH IN GRATE = 0.14 FT Inlet Watershed Flow =0.53 CFS LOCAL DEPRESSION =0.08 FT Previous By-Pass Flow = 0.07 CFS Total Flow =0.60 CFS Road Cross Slope =0.02 ft/ft Q=3.0*P*D^1.5 Q=4.89*A*D^0.5 Q=CiA Gutter Spred from Face of curb 2.80 FT Total Weir Perimeter Lineal Feet (P) 10 YEAR 50% CLOGGED GUTTER SPREAD (STR 7055) 8/2/2023 WEST Structure Number SQ. FT. Open Area Weir Perimeter Lineal Feet Number of Castings Total SQ. FT. Open Area (A) 50% Clogged??? (YES/NO) 0.00 1.00 2.00 3.00 4.00 5.00 6.00 0.00 0.20 0.40 0.60Discharge, cfsDepth Over Grate, ft Grate Discharge Weir Orifice O:\2021\210114\20000\Calcs\Engr\Storm\Prelim\6TH Submittal\spreadsheets\Inlet Gutter Spread 10 Yr - Continous Grade - 8/4/2023 Page 352 of 417 Project Name: Flora on Spring Mill Performed by:Susan Norris, EI Project Number:210114-20000 Date: Inlet Locations:Flora Place Checked By:Chris Wiseman, PE Frequency (yr)10 Mannings"n":0.013 Qw Qp Qg St Sr d T Qi Qb Structure Inlet Watershed Previous By-Pass Total Gutter Road X-Slope Road Grade Depth of Gutter Width of Intercepted Bypassing Number Flow (cfs) Flow (cfs) Flow (cfs) (ft/ft) (ft/ft) Flow, (ft) Flow, (ft) Flow, (cfs) Flow, (cfs) Remarks 7069 0.43 0.00 0.43 0.020 0.011 0.095 4.76 0.32 0.11 SOUTH BYPASS TO LP 7093 0.44 0.00 0.44 0.020 0.022 0.085 4.23 0.26 0.18 7067 0.12 0.18 0.30 0.020 0.015 0.079 3.93 0.23 0.07 NORTH BYPASS TO LP 7068 Depth (FT) Weir (CFS) Orifice (CFS) Casting Type NEENAH R-3287-10V 0.00 0.00 0.00 2.1 0.05 0.13 1.15 5.5 0.10 0.38 1.62 1 0.15 0.70 1.99 YES 0.20 1.07 2.30 1.05 0.25 1.50 2.57 4.00 0.30 1.97 2.81 (Weir)0.35 2.48 3.04 (Orifice)0.40 3.04 3.25 0.45 3.62 3.44 0.50 4.24 3.63 0.55 4.89 3.81 (100 YR, TC=5 MIN) i = 6.12 IN/HR C =0.85 A =0.050 AC DEPTH IN GRATE = 0.11 FT Inlet Watershed Flow =0.26 CFS LOCAL DEPRESSION =0.00 FT Previous By-Pass Flow = 0.18 CFS Total Flow =0.44 CFS Road Cross Slope =0.02 ft/ft NORTH Q=3.0*P*D^1.5 Q=4.89*A*D^0.5 Q=CiA Gutter Spred from Face of curb 5.53 FT SQ. FT. Open Area Weir Perimeter Lineal Feet Number of Castings Total SQ. FT. Open Area (A) Total Weir Perimeter Lineal Feet (P) Structure Number 50% Clogged??? (YES/NO) 10 YEAR 50% CLOGGED GUTTER SPREAD (STR 7068) 8/2/2023 SOUTH 0.00 1.00 2.00 3.00 4.00 5.00 6.00 0.00 0.20 0.40 0.60Discharge, cfsDepth Over Grate, ft Grate Discharge Weir Orifice O:\2021\210114\20000\Calcs\Engr\Storm\Prelim\6TH Submittal\spreadsheets\Inlet Gutter Spread 10 Yr - Continous Grade - 8/4/2023 Page 353 of 417 Project Name: Flora on Spring Mill Performed by:Susan Norris, EI Project Number:210114-20000 Date: Inlet Locations:Greenvine Drive Checked By:Chris Wiseman, PE Frequency (yr)10 Mannings"n":0.013 Qw Qp Qg St Sr d T Qi Qb Structure Inlet Watershed Previous By-Pass Total Gutter Road X-Slope Road Grade Depth of Gutter Width of Intercepted Bypassing Number Flow (cfs) Flow (cfs) Flow (cfs) (ft/ft) (ft/ft) Flow, (ft) Flow, (ft) Flow, (cfs) Flow, (cfs) Remarks 7070 0.10 0.00 0.10 0.020 0.011 0.056 2.79 0.13 0.00 BYPASS TO LP 7071 Depth (FT) Weir (CFS) Orifice (CFS) Casting Type NEENAH R-3287-10V 0.00 0.00 0.00 2.1 0.05 0.13 1.15 5.5 0.10 0.38 1.62 1 0.15 0.70 1.99 YES 0.20 1.07 2.30 1.05 0.25 1.50 2.57 4.00 0.30 1.97 2.81 (Weir)0.35 2.48 3.04 (Orifice)0.40 3.04 3.25 0.45 3.62 3.44 0.50 4.24 3.63 0.55 4.89 3.81 (100 YR, TC=5 MIN) i = 6.12 IN/HR C =0.85 A =0.030 AC DEPTH IN GRATE = 0.06 FT Inlet Watershed Flow =0.16 CFS LOCAL DEPRESSION =0.00 FT Previous By-Pass Flow = 0.00 CFS Total Flow =0.16 CFS Road Cross Slope =0.02 ft/ft Q=3.0*P*D^1.5 Q=4.89*A*D^0.5 Q=CiA Gutter Spred from Face of curb 2.77 FT Total Weir Perimeter Lineal Feet (P) 10 YEAR 50% CLOGGED GUTTER SPREAD (STR 7071) 8/2/2023 WEST Structure Number SQ. FT. Open Area Weir Perimeter Lineal Feet Number of Castings Total SQ. FT. Open Area (A) 50% Clogged??? (YES/NO) 0.00 1.00 2.00 3.00 4.00 5.00 6.00 0.00 0.20 0.40 0.60Discharge, cfsDepth Over Grate, ft Grate Discharge Weir Orifice O:\2021\210114\20000\Calcs\Engr\Storm\Prelim\6TH Submittal\spreadsheets\Inlet Gutter Spread 10 Yr - Continous Grade - 8/4/2023 Page 354 of 417 Project Name: Flora on Spring Mill Performed by:Susan Norris, EI Project Number:210114-20000 Date: Inlet Locations:Flora Place Checked By:Chris Wiseman, PE Frequency (yr)10 Mannings"n":0.013 Qw Qp Qg St Sr d T Qi Qb Structure Inlet Watershed Previous By-Pass Total Gutter Road X-Slope Road Grade Depth of Gutter Width of Intercepted Bypassing Number Flow (cfs) Flow (cfs) Flow (cfs) (ft/ft) (ft/ft) Flow, (ft) Flow, (ft) Flow, (cfs) Flow, (cfs) Remarks 7070 0.50 0.00 0.50 0.020 0.020 0.090 4.51 0.29 0.21 BYPASS TO LP 7072 Depth (FT) Weir (CFS) Orifice (CFS) Casting Type NEENAH R-3287-10V 0.00 0.00 0.00 2.1 0.05 0.13 1.15 5.5 0.10 0.38 1.62 1 0.15 0.70 1.99 YES 0.20 1.07 2.30 1.05 0.25 1.50 2.57 4.00 0.30 1.97 2.81 (Weir)0.35 2.48 3.04 (Orifice)0.40 3.04 3.25 0.45 3.62 3.44 0.50 4.24 3.63 0.55 4.89 3.81 (100 YR, TC=5 MIN) i = 6.12 IN/HR C =0.75 A =0.520 AC DEPTH IN GRATE = 0.36 FT Inlet Watershed Flow =2.39 CFS LOCAL DEPRESSION =0.00 FT Previous By-Pass Flow = 0.21 CFS Total Flow =2.59 CFS Road Cross Slope =0.04 ft/ft Q=3.0*P*D^1.5 Q=4.89*A*D^0.5 Q=CiA Gutter Spred from Face of curb 9.01 FT Total Weir Perimeter Lineal Feet (P) 10 YEAR 50% CLOGGED GUTTER SPREAD (STR 7072) 8/2/2023 WEST Structure Number SQ. FT. Open Area Weir Perimeter Lineal Feet Number of Castings Total SQ. FT. Open Area (A) 50% Clogged??? (YES/NO) 0.00 1.00 2.00 3.00 4.00 5.00 6.00 0.00 0.20 0.40 0.60Discharge, cfsDepth Over Grate, ft Grate Discharge Weir Orifice O:\2021\210114\20000\Calcs\Engr\Storm\Prelim\6TH Submittal\spreadsheets\Inlet Gutter Spread 10 Yr - Continous Grade - 8/4/2023 Page 355 of 417 Clear Lane Width at Low Points Lowpoint/SAG Location of Roadway at STA Clear Lane (FT.) Local Depression (ft) STA 9+91 0.08 (STR 7011 / STR 7094)0.08 STA 9+91 0.08 (STR 7012 / STR 7095)0.08 STA 8+09 (STR 7020) STA 7+63 (STR 7025) STA 6+51 (STR 7092) STA 4+54 0.08 2.5% cross slope (STR 7033 / STR 7034)0.08 STA 3+83 (STR 7035) STA 2+90 (STR 7036) STA 2+90 (STR 7037) STA 1+67 0 (STR 7066 / STR 7072)0 STA 0+33 (STR 7068) STA 3+96 0.08 (STR 7019 / STR 7024)0.08 STA 5+96 (STR 7008) STA 2+36 0 (STR 7021 / STR 7026)0 STA 1+49 0.08 (STR 7022 / STR 7023)0.08 STA 5+84 0 (STR 7013 / STR 7014)0 STA 2+38 0 (STR 7088 / STR 7091)0 STA 2+39 0.08 (STR 7089 / STR 7090)0.08 STA 2+38 (STR 7087) STA 2+11 0 (STR 7079 / STR 7080)0 STA 3+87 (STR 7081) STA 4+80 (STR 7082) STA 5+00 0.08 (STR 7083 / STR 7086)0.08 STA 0+00 (STR 7071) STA 2+10 0.08 (STR 7073 / STR 7074)0.08 STA 5+95 (STR 7084) STA 5+79 (STR 7085) STA 8+50 0.08 (STR 7015 / STR 7016)0.08 STA 4+28 (STR 7057) STA 4+28 0 (STR 7058 / STR 7060)0.08 2.5% cross slope STA 4+28 (STR 7059) STA 2+30 (STR 7042) STA 1+08 (STR 7040) STA 8+00 0.08 (STR 7046 / STR 7047)0.08 STA 6+00 0.08 (STR 7055 / STR 7056)0.08 0 0 0 0 0 0 0 0 0 0 **LANE IS ONE WAY 11' WIDE** 0 0 0 0 0 0 0 0 21.2Greenery Drive Sedge Drive 12.5 Sedge Drive 13.8 Greenery Drive 12.9 Street Name 9.5** Flora Place Flora Place 17.3 8.7** 22.3 23.4 Flora Place Flora Place Flora Place Flora Place Flora Place Flora Place Flora Place 10.2 Greenvine Drive 20.8 Shade Street 21.8 Baneberry Lane 14.7 13.6 Cassia Lane 11.1 Shade Street 23.9 Greenery Drive 23.4 Greenvine Drive 23.8 Greenvine Drive 12.9 Greenery Drive 10.8 Greenery Drive 24.0 Greenvine Drive Baneberry Drive Sunbranch Lane 11.5 Shade Street 12.5 Cassia Lane Poinsettia Lane 10.8 12.5 12.8 12.4Shade Street Greenvine Drive 18.2 Flora Place 20.0 Baneberry Lane 16.8 15.2 21.6 17.1 12.3 Flora Place Baneberry Drive 22.5 Page 356 of 417 Project Name: Project No: Calculations By: Date: Inlet Location: 7011/7094 Depth Over Grate (FT) Weir (CFS) Orifice (CFS) Casting Type NEENAH R-3287-15 0.00 0.00 0.00 3.2 0.05 0.50 7.00 7.5 0.10 1.42 9.90 2 0.15 2.61 12.12 NO 0.20 4.02 14.00 6.4 0.25 5.63 15.65 15.0 0.30 7.39 17.14 (Weir)0.35 9.32 18.51 (Orifice)0.40 11.38 19.79 0.45 13.58 20.99 0.50 15.91 22.13 (100 YR, TC=5 MIN) i=9.12 IN/HR 0.55 18.36 23.21 C=0.69 A=0.320 AC Total Flow to Inlet 2.01 CFS Flora Place 100 YEAR STORM INLET PONDING DEPTH Flora on Spring Mill 210114-20000 S. NORRIS, EI 8/2/2023 Total Open Area with Clogged Factor (A) Total Weir Perimeter with Clogged Factor (P) Q=3.0*P*D^1.5 Q=4.89*A*D^0.5 1.5 IN STRUCTURE NUMBER Open Area (SQ FT.) Weir Perimeter (LF.) Number of Castings 50% Clogged??? (YES/N0) Q=CiA Depth Over Grate = 0.13 FT OR 0.00 5.00 10.00 15.00 20.00 25.00 0.00 0.20 0.40 0.60Flow through Casting, cfsDepth Over Grate, ft Grate Discharge Weir Orifice O:\2021\210114\20000\Calcs\Engr\Storm\Prelim\6TH Submittal\spreadsheets\Inlet Stage 100 Yr - SAG - 8/4/2023 Page 357 of 417 Project Name: Project No: Calculations By: Date: Inlet Location: 7012/7095 Depth Over Grate (FT) Weir (CFS) Orifice (CFS) Casting Type NEENAH R-3287-15 0.00 0.00 0.00 3.2 0.05 0.50 7.00 7.5 0.10 1.42 9.90 2 0.15 2.61 12.12 NO 0.20 4.02 14.00 6.4 0.25 5.63 15.65 15.0 0.30 7.39 17.14 (Weir)0.35 9.32 18.51 (Orifice)0.40 11.38 19.79 0.45 13.58 20.99 0.50 15.91 22.13 (100 YR, TC=5 MIN) i=9.12 IN/HR 0.55 18.36 23.21 C=0.67 A=0.420 AC Total Flow to Inlet 2.57 CFS Flora Place 100 YEAR STORM INLET PONDING DEPTH Flora on Spring Mill 210114-20000 S. NORRIS, EI 8/2/2023 Total Open Area with Clogged Factor (A) Total Weir Perimeter with Clogged Factor (P) Q=3.0*P*D^1.5 Q=4.89*A*D^0.5 1.8 IN STRUCTURE NUMBER Open Area (SQ FT.) Weir Perimeter (LF.) Number of Castings 50% Clogged??? (YES/N0) Q=CiA Depth Over Grate = 0.15 FT OR 0.00 5.00 10.00 15.00 20.00 25.00 0.00 0.20 0.40 0.60Flow through Casting, cfsDepth Over Grate, ft Grate Discharge Weir Orifice O:\2021\210114\20000\Calcs\Engr\Storm\Prelim\6TH Submittal\spreadsheets\Inlet Stage 100 Yr - SAG - 8/4/2023 Page 358 of 417 Project Name: Project No: Calculations By: Date: Inlet Location: 7013 Depth Over Grate (FT) Weir (CFS) Orifice (CFS) Casting Type NEENAH R-3501 0.00 0.00 0.00 1.4 0.05 0.15 1.53 4.6 0.10 0.44 2.16 1 0.15 0.80 2.65 NO 0.20 1.23 3.06 1.4 0.25 1.73 3.42 4.6 0.30 2.27 3.75 (Weir)0.35 2.86 4.05 (Orifice)0.40 3.49 4.33 0.45 4.17 4.59 0.50 4.88 4.84 (100 YR, TC=5 MIN) i=9.12 IN/HR 0.55 5.63 5.08 C=0.82 A=0.060 AC Total Flow to Inlet 0.45 CFS Cassia Lane 100 YEAR STORM INLET PONDING DEPTH Flora on Spring Mill 210114-20000 S. NORRIS, EI 8/2/2023 Total Open Area with Clogged Factor (A) Total Weir Perimeter with Clogged Factor (P) Q=3.0*P*D^1.5 Q=4.89*A*D^0.5 1.2 IN STRUCTURE NUMBER Open Area (SQ FT.) Weir Perimeter (LF.) Number of Castings 50% Clogged??? (YES/N0) Q=CiA Depth Over Grate = 0.10 FT OR 0.00 1.00 2.00 3.00 4.00 5.00 6.00 0.00 0.20 0.40 0.60Flow through Casting, cfsDepth Over Grate, ft Grate Discharge Weir Orifice O:\2021\210114\20000\Calcs\Engr\Storm\Prelim\6TH Submittal\spreadsheets\Inlet Stage 100 Yr - SAG - 8/4/2023 Page 359 of 417 Project Name: Project No: Calculations By: Date: Inlet Location: 7014 Depth Over Grate (FT) Weir (CFS) Orifice (CFS) Casting Type NEENAH R-3501 0.00 0.00 0.00 1.4 0.05 0.15 1.53 4.6 0.10 0.44 2.16 1 0.15 0.80 2.65 NO 0.20 1.23 3.06 1.4 0.25 1.73 3.42 4.6 0.30 2.27 3.75 (Weir)0.35 2.86 4.05 (Orifice)0.40 3.49 4.33 0.45 4.17 4.59 0.50 4.88 4.84 (100 YR, TC=5 MIN) i=9.12 IN/HR 0.55 5.63 5.08 C=0.55 A=0.020 AC Total Flow to Inlet 0.10 CFS Cassia Lane 100 YEAR STORM INLET PONDING DEPTH Flora on Spring Mill 210114-20000 S. NORRIS, EI 8/2/2023 Total Open Area with Clogged Factor (A) Total Weir Perimeter with Clogged Factor (P) Q=3.0*P*D^1.5 Q=4.89*A*D^0.5 0.5 IN STRUCTURE NUMBER Open Area (SQ FT.) Weir Perimeter (LF.) Number of Castings 50% Clogged??? (YES/N0) Q=CiA Depth Over Grate = 0.04 FT OR 0.00 1.00 2.00 3.00 4.00 5.00 6.00 0.00 0.20 0.40 0.60Flow through Casting, cfsDepth Over Grate, ft Grate Discharge Weir Orifice O:\2021\210114\20000\Calcs\Engr\Storm\Prelim\6TH Submittal\spreadsheets\Inlet Stage 100 Yr - SAG - 8/4/2023 Page 360 of 417 Project Name: Project No: Calculations By: Date: Inlet Location: 7015 Depth Over Grate (FT) Weir (CFS) Orifice (CFS) Casting Type NEENAH R-3501 0.00 0.00 0.00 1.4 0.05 0.15 1.53 4.6 0.10 0.44 2.16 1 0.15 0.80 2.65 NO 0.20 1.23 3.06 1.4 0.25 1.73 3.42 4.6 0.30 2.27 3.75 (Weir)0.35 2.86 4.05 (Orifice)0.40 3.49 4.33 0.45 4.17 4.59 0.50 4.88 4.84 (100 YR, TC=5 MIN) i=9.12 IN/HR 0.55 5.63 5.08 C=0.77 A=0.170 AC Total Flow to Inlet 1.19 CFS Greenvine Drive 100 YEAR STORM INLET PONDING DEPTH Flora on Spring Mill 210114-20000 S. NORRIS, EI 8/2/2023 Total Open Area with Clogged Factor (A) Total Weir Perimeter with Clogged Factor (P) Q=3.0*P*D^1.5 Q=4.89*A*D^0.5 2.3 IN STRUCTURE NUMBER Open Area (SQ FT.) Weir Perimeter (LF.) Number of Castings 50% Clogged??? (YES/N0) Q=CiA Depth Over Grate = 0.20 FT OR 0.00 1.00 2.00 3.00 4.00 5.00 6.00 0.00 0.20 0.40 0.60Flow through Casting, cfsDepth Over Grate, ft Grate Discharge Weir Orifice O:\2021\210114\20000\Calcs\Engr\Storm\Prelim\6TH Submittal\spreadsheets\Inlet Stage 100 Yr - SAG - 8/4/2023 Page 361 of 417 Project Name: Project No: Calculations By: Date: Inlet Location: 7016 Depth Over Grate (FT) Weir (CFS) Orifice (CFS) Casting Type NEENAH R-3501 0.00 0.00 0.00 1.4 0.05 0.15 1.53 4.6 0.10 0.44 2.16 1 0.15 0.80 2.65 NO 0.20 1.23 3.06 1.4 0.25 1.73 3.42 4.6 0.30 2.27 3.75 (Weir)0.35 2.86 4.05 (Orifice)0.40 3.49 4.33 0.45 4.17 4.59 0.50 4.88 4.84 (100 YR, TC=5 MIN) i=9.12 IN/HR 0.55 5.63 5.08 C=0.74 A=0.100 AC Total Flow to Inlet 0.67 CFS Greenvine Drive 100 YEAR STORM INLET PONDING DEPTH Flora on Spring Mill 210114-20000 S. NORRIS, EI 8/2/2023 Total Open Area with Clogged Factor (A) Total Weir Perimeter with Clogged Factor (P) Q=3.0*P*D^1.5 Q=4.89*A*D^0.5 1.6 IN STRUCTURE NUMBER Open Area (SQ FT.) Weir Perimeter (LF.) Number of Castings 50% Clogged??? (YES/N0) Q=CiA Depth Over Grate = 0.13 FT OR 0.00 1.00 2.00 3.00 4.00 5.00 6.00 0.00 0.20 0.40 0.60Flow through Casting, cfsDepth Over Grate, ft Grate Discharge Weir Orifice O:\2021\210114\20000\Calcs\Engr\Storm\Prelim\6TH Submittal\spreadsheets\Inlet Stage 100 Yr - SAG - 8/4/2023 Page 362 of 417 Project Name: Project No: Calculations By: Date: Inlet Location: 7017 Depth Over Grate (FT) Weir (CFS) Orifice (CFS) Casting Type NEENAH R-4342 0.00 0.00 0.00 2 0.05 0.20 2.19 6 0.10 0.57 3.09 1 0.15 1.05 3.79 NO 0.20 1.61 4.37 2.0 0.25 2.25 4.89 6.0 0.30 2.96 5.36 (Weir)0.35 3.73 5.79 (Orifice)0.40 4.55 6.19 0.45 5.43 6.56 0.50 6.36 6.92 (100 YR, TC=5 MIN) i=9.12 IN/HR 0.55 7.34 7.25 C=0.44 A=0.190 AC Total Flow to Inlet 0.76 CFS 1.5 IN STRUCTURE NUMBER Open Area (SQ FT.) Weir Perimeter (LF.) Number of Castings 50% Clogged??? (YES/N0) Q=CiA Depth Over Grate = 0.12 FT OR Total Open Area with Clogged Factor (A) Total Weir Perimeter with Clogged Factor (P) Q=3.0*P*D^1.5 Q=4.89*A*D^0.5 Flora Place 100 YEAR STORM INLET PONDING DEPTH Flora on Spring Mill 210114-20000 S. NORRIS, EI 8/2/2023 0.00 1.00 2.00 3.00 4.00 5.00 6.00 7.00 8.00 0.00 0.20 0.40 0.60Flow through Casting, cfsDepth Over Grate, ft Grate Discharge Weir Orifice O:\2021\210114\20000\Calcs\Engr\Storm\Prelim\6TH Submittal\spreadsheets\Inlet Stage 100 Yr - SAG - 8/4/2023 Page 363 of 417 Project Name: Project No: Calculations By: Date: Inlet Location: 7018 Depth Over Grate (FT) Weir (CFS) Orifice (CFS) Casting Type NEENAH R-4342 0.00 0.00 0.00 2 0.05 0.20 2.19 6 0.10 0.57 3.09 1 0.15 1.05 3.79 NO 0.20 1.61 4.37 2.0 0.25 2.25 4.89 6.0 0.30 2.96 5.36 (Weir)0.35 3.73 5.79 (Orifice)0.40 4.55 6.19 0.45 5.43 6.56 0.50 6.36 6.92 (100 YR, TC=15 MIN) i=4.55 IN/HR 0.55 7.34 7.25 C=0.45 A=1.430 AC Total Flow to Inlet 2.93 CFS Flora Place 100 YEAR STORM INLET PONDING DEPTH Flora on Spring Mill 210114-20000 S. NORRIS, EI 8/2/2023 Total Open Area with Clogged Factor (A) Total Weir Perimeter with Clogged Factor (P) Q=3.0*P*D^1.5 Q=4.89*A*D^0.5 3.6 IN STRUCTURE NUMBER Open Area (SQ FT.) Weir Perimeter (LF.) Number of Castings 50% Clogged??? (YES/N0) Q=CiA Depth Over Grate = 0.30 FT OR 0.00 1.00 2.00 3.00 4.00 5.00 6.00 7.00 8.00 0.00 0.20 0.40 0.60Flow through Casting, cfsDepth Over Grate, ft Grate Discharge Weir Orifice O:\2021\210114\20000\Calcs\Engr\Storm\Prelim\6TH Submittal\spreadsheets\Inlet Stage 100 Yr - SAG - 8/4/2023 Page 364 of 417 Project Name: Project No: Calculations By: Date: Inlet Location: 7019 Depth Over Grate (FT) Weir (CFS) Orifice (CFS) Casting Type NEENAH R-3501 0.00 0.00 0.00 1.4 0.05 0.15 1.53 4.6 0.10 0.44 2.16 1 0.15 0.80 2.65 NO 0.20 1.23 3.06 1.4 0.25 1.73 3.42 4.6 0.30 2.27 3.75 (Weir)0.35 2.86 4.05 (Orifice)0.40 3.49 4.33 0.45 4.17 4.59 0.50 4.88 4.84 (100 YR, TC=5 MIN) i=9.12 IN/HR 0.55 5.63 5.08 C=0.85 A=0.110 AC Total Flow to Inlet 0.85 CFS 1.9 IN STRUCTURE NUMBER Open Area (SQ FT.) Weir Perimeter (LF.) Number of Castings 50% Clogged??? (YES/N0) Q=CiA Depth Over Grate = 0.16 FT OR Total Open Area with Clogged Factor (A) Total Weir Perimeter with Clogged Factor (P) Q=3.0*P*D^1.5 Q=4.89*A*D^0.5 Baneberry Drive 100 YEAR STORM INLET PONDING DEPTH Flora on Spring Mill 210114-20000 S. NORRIS, EI 8/2/2023 0.00 1.00 2.00 3.00 4.00 5.00 6.00 0.00 0.20 0.40 0.60Flow through Casting, cfsDepth Over Grate, ft Grate Discharge Weir Orifice O:\2021\210114\20000\Calcs\Engr\Storm\Prelim\6TH Submittal\spreadsheets\Inlet Stage 100 Yr - SAG - 8/4/2023 Page 365 of 417 Project Name: Project No: Calculations By: Date: Inlet Location: 7020 Depth Over Grate (FT) Weir (CFS) Orifice (CFS) Casting Type NEENAH R-3287-10V 0.00 0.00 0.00 2.1 0.05 0.18 2.30 5.5 0.10 0.52 3.25 1 0.15 0.96 3.98 NO 0.20 1.48 4.59 2.1 0.25 2.06 5.13 5.5 0.30 2.71 5.62 (Weir)0.35 3.42 6.08 (Orifice)0.40 4.17 6.49 0.45 4.98 6.89 0.50 5.83 7.26 (100 YR, TC=5 MIN) i=9.12 IN/HR 0.55 6.73 7.62 C=0.69 A=0.140 AC Total Flow to Inlet 0.88 CFS 1.7 IN STRUCTURE NUMBER Open Area (SQ FT.) Weir Perimeter (LF.) Number of Castings 50% Clogged??? (YES/N0) Q=CiA Depth Over Grate = 0.14 FT OR Total Open Area with Clogged Factor (A) Total Weir Perimeter with Clogged Factor (P) Q=3.0*P*D^1.5 Q=4.89*A*D^0.5 Flora Place 100 YEAR STORM INLET PONDING DEPTH Flora on Spring Mill 210114-20000 S. NORRIS, EI 8/2/2023 0.00 1.00 2.00 3.00 4.00 5.00 6.00 7.00 8.00 0.00 0.20 0.40 0.60Flow through Casting, cfsDepth Over Grate, ft Grate Discharge Weir Orifice O:\2021\210114\20000\Calcs\Engr\Storm\Prelim\6TH Submittal\spreadsheets\Inlet Stage 100 Yr - SAG - 8/4/2023 Page 366 of 417 Project Name: Project No: Calculations By: Date: Inlet Location: 7021 Depth Over Grate (FT) Weir (CFS) Orifice (CFS) Casting Type NEENAH R-3287-10V 0.00 0.00 0.00 2.1 0.05 0.18 2.30 5.5 0.10 0.52 3.25 1 0.15 0.96 3.98 NO 0.20 1.48 4.59 2.1 0.25 2.06 5.13 5.5 0.30 2.71 5.62 (Weir)0.35 3.42 6.08 (Orifice)0.40 4.17 6.49 0.45 4.98 6.89 0.50 5.83 7.26 (100 YR, TC=5 MIN) i=9.12 IN/HR 0.55 6.73 7.62 C=0.74 A=0.050 AC Total Flow to Inlet 0.34 CFS Baneberry Drive 100 YEAR STORM INLET PONDING DEPTH Flora on Spring Mill 210114-20000 S. NORRIS, EI 8/2/2023 Total Open Area with Clogged Factor (A) Total Weir Perimeter with Clogged Factor (P) Q=3.0*P*D^1.5 Q=4.89*A*D^0.5 0.9 IN STRUCTURE NUMBER Open Area (SQ FT.) Weir Perimeter (LF.) Number of Castings 50% Clogged??? (YES/N0) Q=CiA Depth Over Grate = 0.07 FT OR 0.00 1.00 2.00 3.00 4.00 5.00 6.00 7.00 8.00 0.00 0.20 0.40 0.60Flow through Casting, cfsDepth Over Grate, ft Grate Discharge Weir Orifice O:\2021\210114\20000\Calcs\Engr\Storm\Prelim\6TH Submittal\spreadsheets\Inlet Stage 100 Yr - SAG - 8/4/2023 Page 367 of 417 Project Name: Project No: Calculations By: Date: Inlet Location: 7022 Depth Over Grate (FT) Weir (CFS) Orifice (CFS) Casting Type NEENAH R-3287-10V 0.00 0.00 0.00 2.1 0.05 0.18 2.30 5.5 0.10 0.52 3.25 1 0.15 0.96 3.98 NO 0.20 1.48 4.59 2.1 0.25 2.06 5.13 5.5 0.30 2.71 5.62 (Weir)0.35 3.42 6.08 (Orifice)0.40 4.17 6.49 0.45 4.98 6.89 0.50 5.83 7.26 (100 YR, TC=5 MIN) i=9.12 IN/HR 0.55 6.73 7.62 C=0.69 A=0.270 AC Total Flow to Inlet 1.70 CFS Baneberry Drive 100 YEAR STORM INLET PONDING DEPTH Flora on Spring Mill 210114-20000 S. NORRIS, EI 8/2/2023 Total Open Area with Clogged Factor (A) Total Weir Perimeter with Clogged Factor (P) Q=3.0*P*D^1.5 Q=4.89*A*D^0.5 2.6 IN STRUCTURE NUMBER Open Area (SQ FT.) Weir Perimeter (LF.) Number of Castings 50% Clogged??? (YES/N0) Q=CiA Depth Over Grate = 0.22 FT OR 0.00 1.00 2.00 3.00 4.00 5.00 6.00 7.00 8.00 0.00 0.20 0.40 0.60Flow through Casting, cfsDepth Over Grate, ft Grate Discharge Weir Orifice O:\2021\210114\20000\Calcs\Engr\Storm\Prelim\6TH Submittal\spreadsheets\Inlet Stage 100 Yr - SAG - 8/4/2023 Page 368 of 417 Project Name: Project No: Calculations By: Date: Inlet Location: 7023 Depth Over Grate (FT) Weir (CFS) Orifice (CFS) Casting Type NEENAH R-3287-10V 0.00 0.00 0.00 2.1 0.05 0.18 2.30 5.5 0.10 0.52 3.25 1 0.15 0.96 3.98 NO 0.20 1.48 4.59 2.1 0.25 2.06 5.13 5.5 0.30 2.71 5.62 (Weir)0.35 3.42 6.08 (Orifice)0.40 4.17 6.49 0.45 4.98 6.89 0.50 5.83 7.26 (100 YR, TC=5 MIN) i=9.12 IN/HR 0.55 6.73 7.62 C=0.71 A=0.280 AC Total Flow to Inlet 1.81 CFS Baneberry Drive 100 YEAR STORM INLET PONDING DEPTH Flora on Spring Mill 210114-20000 S. NORRIS, EI 8/2/2023 Total Open Area with Clogged Factor (A) Total Weir Perimeter with Clogged Factor (P) Q=3.0*P*D^1.5 Q=4.89*A*D^0.5 2.8 IN STRUCTURE NUMBER Open Area (SQ FT.) Weir Perimeter (LF.) Number of Castings 50% Clogged??? (YES/N0) Q=CiA Depth Over Grate = 0.23 FT OR 0.00 1.00 2.00 3.00 4.00 5.00 6.00 7.00 8.00 0.00 0.20 0.40 0.60Flow through Casting, cfsDepth Over Grate, ft Grate Discharge Weir Orifice O:\2021\210114\20000\Calcs\Engr\Storm\Prelim\6TH Submittal\spreadsheets\Inlet Stage 100 Yr - SAG - 8/4/2023 Page 369 of 417 Project Name: Project No: Calculations By: Date: Inlet Location: 7024 Depth Over Grate (FT) Weir (CFS) Orifice (CFS) Casting Type NEENAH R-3501 0.00 0.00 0.00 1.4 0.05 0.15 1.53 4.6 0.10 0.44 2.16 1 0.15 0.80 2.65 NO 0.20 1.23 3.06 1.4 0.25 1.73 3.42 4.6 0.30 2.27 3.75 (Weir)0.35 2.86 4.05 (Orifice)0.40 3.49 4.33 0.45 4.17 4.59 0.50 4.88 4.84 (100 YR, TC=5 MIN) i=9.12 IN/HR 0.55 5.63 5.08 C=0.83 A=0.080 AC Total Flow to Inlet 0.61 CFS 1.5 IN STRUCTURE NUMBER Open Area (SQ FT.) Weir Perimeter (LF.) Number of Castings 50% Clogged??? (YES/N0) Q=CiA Depth Over Grate = 0.12 FT OR Total Open Area with Clogged Factor (A) Total Weir Perimeter with Clogged Factor (P) Q=3.0*P*D^1.5 Q=4.89*A*D^0.5 Baneberry Drive 100 YEAR STORM INLET PONDING DEPTH Flora on Spring Mill 210114-20000 S. NORRIS, EI 8/2/2023 0.00 1.00 2.00 3.00 4.00 5.00 6.00 0.00 0.20 0.40 0.60Flow through Casting, cfsDepth Over Grate, ft Grate Discharge Weir Orifice O:\2021\210114\20000\Calcs\Engr\Storm\Prelim\6TH Submittal\spreadsheets\Inlet Stage 100 Yr - SAG - 8/4/2023 Page 370 of 417 Project Name: Project No: Calculations By: Date: Inlet Location: 7025 Depth Over Grate (FT) Weir (CFS) Orifice (CFS) Casting Type NEENAH R-3287-10V 0.00 0.00 0.00 2.1 0.05 0.18 2.30 5.5 0.10 0.52 3.25 1 0.15 0.96 3.98 NO 0.20 1.48 4.59 2.1 0.25 2.06 5.13 5.5 0.30 2.71 5.62 (Weir)0.35 3.42 6.08 (Orifice)0.40 4.17 6.49 0.45 4.98 6.89 0.50 5.83 7.26 (100 YR, TC=5 MIN) i=9.12 IN/HR 0.55 6.73 7.62 C=0.75 A=0.100 AC Total Flow to Inlet 0.68 CFS 1.4 IN STRUCTURE NUMBER Open Area (SQ FT.) Weir Perimeter (LF.) Number of Castings 50% Clogged??? (YES/N0) Q=CiA Depth Over Grate = 0.12 FT OR Total Open Area with Clogged Factor (A) Total Weir Perimeter with Clogged Factor (P) Q=3.0*P*D^1.5 Q=4.89*A*D^0.5 Flora Place 100 YEAR STORM INLET PONDING DEPTH Flora on Spring Mill 210114-20000 S. NORRIS, EI 8/2/2023 0.00 1.00 2.00 3.00 4.00 5.00 6.00 7.00 8.00 0.00 0.20 0.40 0.60Flow through Casting, cfsDepth Over Grate, ft Grate Discharge Weir Orifice O:\2021\210114\20000\Calcs\Engr\Storm\Prelim\6TH Submittal\spreadsheets\Inlet Stage 100 Yr - SAG - 8/4/2023 Page 371 of 417 Project Name: Project No: Calculations By: Date: Inlet Location: 7026 Depth Over Grate (FT) Weir (CFS) Orifice (CFS) Casting Type NEENAH R-3287-10V 0.00 0.00 0.00 2.1 0.05 0.18 2.30 5.5 0.10 0.52 3.25 1 0.15 0.96 3.98 NO 0.20 1.48 4.59 2.1 0.25 2.06 5.13 5.5 0.30 2.71 5.62 (Weir)0.35 3.42 6.08 (Orifice)0.40 4.17 6.49 0.45 4.98 6.89 0.50 5.83 7.26 (100 YR, TC=5 MIN) i=9.12 IN/HR 0.55 6.73 7.62 C=0.72 A=0.060 AC Total Flow to Inlet 0.39 CFS Baneberry Drive 100 YEAR STORM INLET PONDING DEPTH Flora on Spring Mill 210114-20000 S. NORRIS, EI 8/2/2023 Total Open Area with Clogged Factor (A) Total Weir Perimeter with Clogged Factor (P) Q=3.0*P*D^1.5 Q=4.89*A*D^0.5 1.0 IN STRUCTURE NUMBER Open Area (SQ FT.) Weir Perimeter (LF.) Number of Castings 50% Clogged??? (YES/N0) Q=CiA Depth Over Grate = 0.08 FT OR 0.00 1.00 2.00 3.00 4.00 5.00 6.00 7.00 8.00 0.00 0.20 0.40 0.60Flow through Casting, cfsDepth Over Grate, ft Grate Discharge Weir Orifice O:\2021\210114\20000\Calcs\Engr\Storm\Prelim\6TH Submittal\spreadsheets\Inlet Stage 100 Yr - SAG - 8/4/2023 Page 372 of 417 Project Name: Project No: Calculations By: Date: Inlet Location: 7035 Depth Over Grate (FT) Weir (CFS) Orifice (CFS) Casting Type NEENAH R-3287-10V 0.00 0.00 0.00 2.1 0.05 0.18 2.30 5.5 0.10 0.52 3.25 1 0.15 0.96 3.98 NO 0.20 1.48 4.59 2.1 0.25 2.06 5.13 5.5 0.30 2.71 5.62 (Weir)0.35 3.42 6.08 (Orifice)0.40 4.17 6.49 0.45 4.98 6.89 0.50 5.83 7.26 (100 YR, TC=5 MIN) i=9.12 IN/HR 0.55 6.73 7.62 C=0.75 A=0.120 AC Total Flow to Inlet 0.82 CFS 1.6 IN STRUCTURE NUMBER Open Area (SQ FT.) Weir Perimeter (LF.) Number of Castings 50% Clogged??? (YES/N0) Q=CiA Depth Over Grate = 0.14 FT OR Total Open Area with Clogged Factor (A) Total Weir Perimeter with Clogged Factor (P) Q=3.0*P*D^1.5 Q=4.89*A*D^0.5 Flora Place 100 YEAR STORM INLET PONDING DEPTH Flora on Spring Mill 210114-20000 S. NORRIS, EI 8/2/2023 0.00 1.00 2.00 3.00 4.00 5.00 6.00 7.00 8.00 0.00 0.20 0.40 0.60Flow through Casting, cfsDepth Over Grate, ft Grate Discharge Weir Orifice O:\2021\210114\20000\Calcs\Engr\Storm\Prelim\6TH Submittal\spreadsheets\Inlet Stage 100 Yr - SAG - 8/4/2023 Page 373 of 417 Project Name: Project No: Calculations By: Date: Inlet Location: 7036 Depth Over Grate (FT) Weir (CFS) Orifice (CFS) Casting Type NEENAH R-3287-10V 0.00 0.00 0.00 2.1 0.05 0.18 2.30 5.5 0.10 0.52 3.25 1 0.15 0.96 3.98 NO 0.20 1.48 4.59 2.1 0.25 2.06 5.13 5.5 0.30 2.71 5.62 (Weir)0.35 3.42 6.08 (Orifice)0.40 4.17 6.49 0.45 4.98 6.89 0.50 5.83 7.26 (100 YR, TC=5 MIN) i=9.12 IN/HR 0.55 6.73 7.62 C=0.77 A=0.260 AC Total Flow to Inlet 1.83 CFS 2.8 IN STRUCTURE NUMBER Open Area (SQ FT.) Weir Perimeter (LF.) Number of Castings 50% Clogged??? (YES/N0) Q=CiA Depth Over Grate = 0.23 FT OR Total Open Area with Clogged Factor (A) Total Weir Perimeter with Clogged Factor (P) Q=3.0*P*D^1.5 Q=4.89*A*D^0.5 Flora Place 100 YEAR STORM INLET PONDING DEPTH Flora on Spring Mill 210114-20000 S. NORRIS, EI 8/2/2023 0.00 1.00 2.00 3.00 4.00 5.00 6.00 7.00 8.00 0.00 0.20 0.40 0.60Flow through Casting, cfsDepth Over Grate, ft Grate Discharge Weir Orifice O:\2021\210114\20000\Calcs\Engr\Storm\Prelim\6TH Submittal\spreadsheets\Inlet Stage 100 Yr - SAG - 8/4/2023 Page 374 of 417 Project Name: Project No: Calculations By: Date: Inlet Location: 7037 Depth Over Grate (FT) Weir (CFS) Orifice (CFS) Casting Type NEENAH R-3287-10V 0.00 0.00 0.00 2.1 0.05 0.18 2.30 5.5 0.10 0.52 3.25 1 0.15 0.96 3.98 NO 0.20 1.48 4.59 2.1 0.25 2.06 5.13 5.5 0.30 2.71 5.62 (Weir)0.35 3.42 6.08 (Orifice)0.40 4.17 6.49 0.45 4.98 6.89 0.50 5.83 7.26 (100 YR, TC=5 MIN) i=9.12 IN/HR 0.55 6.73 7.62 C=0.70 A=0.180 AC Total Flow to Inlet 1.15 CFS 2.0 IN STRUCTURE NUMBER Open Area (SQ FT.) Weir Perimeter (LF.) Number of Castings 50% Clogged??? (YES/N0) Q=CiA Depth Over Grate = 0.17 FT OR Total Open Area with Clogged Factor (A) Total Weir Perimeter with Clogged Factor (P) Q=3.0*P*D^1.5 Q=4.89*A*D^0.5 Flora Place 100 YEAR STORM INLET PONDING DEPTH Flora on Spring Mill 210114-20000 S. NORRIS, EI 8/2/2023 0.00 1.00 2.00 3.00 4.00 5.00 6.00 7.00 8.00 0.00 0.20 0.40 0.60Flow through Casting, cfsDepth Over Grate, ft Grate Discharge Weir Orifice O:\2021\210114\20000\Calcs\Engr\Storm\Prelim\6TH Submittal\spreadsheets\Inlet Stage 100 Yr - SAG - 8/4/2023 Page 375 of 417 Project Name: Project No: Calculations By: Date: Inlet Location: 7047 Depth Over Grate (FT) Weir (CFS) Orifice (CFS) Casting Type NEENAH R-3287-10V 0.00 0.00 0.00 2.1 0.05 0.18 2.30 5.5 0.10 0.52 3.25 1 0.15 0.96 3.98 NO 0.20 1.48 4.59 2.1 0.25 2.06 5.13 5.5 0.30 2.71 5.62 (Weir)0.35 3.42 6.08 (Orifice)0.40 4.17 6.49 0.45 4.98 6.89 0.50 5.83 7.26 (100 YR, TC=5 MIN) i=9.12 IN/HR 0.55 6.73 7.62 C=0.85 A=0.070 AC Total Flow to Inlet 0.54 CFS 1.2 IN STRUCTURE NUMBER Open Area (SQ FT.) Weir Perimeter (LF.) Number of Castings 50% Clogged??? (YES/N0) Q=CiA Depth Over Grate = 0.10 FT OR Total Open Area with Clogged Factor (A) Total Weir Perimeter with Clogged Factor (P) Q=3.0*P*D^1.5 Q=4.89*A*D^0.5 Sedge Drive 100 YEAR STORM INLET PONDING DEPTH Flora on Spring Mill 210114-20000 S. NORRIS, EI 8/2/2023 0.00 1.00 2.00 3.00 4.00 5.00 6.00 7.00 8.00 0.00 0.20 0.40 0.60Flow through Casting, cfsDepth Over Grate, ft Grate Discharge Weir Orifice O:\2021\210114\20000\Calcs\Engr\Storm\Prelim\6TH Submittal\spreadsheets\Inlet Stage 100 Yr - SAG - 8/4/2023 Page 376 of 417 Project Name: Project No: Calculations By: Date: Inlet Location: 7048 Depth Over Grate (FT) Weir (CFS) Orifice (CFS) Casting Type NEENAH R-4342 0.00 0.00 0.00 2 0.05 0.20 2.19 6 0.10 0.57 3.09 1 0.15 1.05 3.79 NO 0.20 1.61 4.37 2.0 0.25 2.25 4.89 6.0 0.30 2.96 5.36 (Weir)0.35 3.73 5.79 (Orifice)0.40 4.55 6.19 0.45 5.43 6.56 0.50 6.36 6.92 (100 YR, TC=5 MIN) i=9.12 IN/HR 0.55 7.34 7.25 C=0.55 A=0.020 AC Total Flow to Inlet 0.10 CFS 0.4 IN STRUCTURE NUMBER Open Area (SQ FT.) Weir Perimeter (LF.) Number of Castings 50% Clogged??? (YES/N0) Q=CiA Depth Over Grate = 0.03 FT OR Total Open Area with Clogged Factor (A) Total Weir Perimeter with Clogged Factor (P) Q=3.0*P*D^1.5 Q=4.89*A*D^0.5 Sedge Drive 100 YEAR STORM INLET PONDING DEPTH Flora on Spring Mill 210114-20000 S. NORRIS, EI 8/2/2023 0.00 1.00 2.00 3.00 4.00 5.00 6.00 7.00 8.00 0.00 0.20 0.40 0.60Flow through Casting, cfsDepth Over Grate, ft Grate Discharge Weir Orifice O:\2021\210114\20000\Calcs\Engr\Storm\Prelim\6TH Submittal\spreadsheets\Inlet Stage 100 Yr - SAG - 8/4/2023 Page 377 of 417 Project Name: Project No: Calculations By: Date: Inlet Location: 7049 Depth Over Grate (FT) Weir (CFS) Orifice (CFS) Casting Type NEENAH R-4342 0.00 0.00 0.00 2 0.05 0.20 2.19 6 0.10 0.57 3.09 1 0.15 1.05 3.79 NO 0.20 1.61 4.37 2.0 0.25 2.25 4.89 6.0 0.30 2.96 5.36 (Weir)0.35 3.73 5.79 (Orifice)0.40 4.55 6.19 0.45 5.43 6.56 0.50 6.36 6.92 (100 YR, TC=5 MIN) i=9.12 IN/HR 0.55 7.34 7.25 C=0.63 A=0.050 AC Total Flow to Inlet 0.29 CFS 0.8 IN STRUCTURE NUMBER Open Area (SQ FT.) Weir Perimeter (LF.) Number of Castings 50% Clogged??? (YES/N0) Q=CiA Depth Over Grate = 0.06 FT OR Total Open Area with Clogged Factor (A) Total Weir Perimeter with Clogged Factor (P) Q=3.0*P*D^1.5 Q=4.89*A*D^0.5 Sedge Drive 100 YEAR STORM INLET PONDING DEPTH Flora on Spring Mill 210114-20000 S. NORRIS, EI 8/2/2023 0.00 1.00 2.00 3.00 4.00 5.00 6.00 7.00 8.00 0.00 0.20 0.40 0.60Flow through Casting, cfsDepth Over Grate, ft Grate Discharge Weir Orifice O:\2021\210114\20000\Calcs\Engr\Storm\Prelim\6TH Submittal\spreadsheets\Inlet Stage 100 Yr - SAG - 8/4/2023 Page 378 of 417 Project Name: Project No: Calculations By: Date: Inlet Location: 7053 Depth Over Grate (FT) Weir (CFS) Orifice (CFS) Casting Type NEENAH R-4342 0.00 0.00 0.00 2 0.05 0.20 2.19 6 0.10 0.57 3.09 1 0.15 1.05 3.79 NO 0.20 1.61 4.37 2.0 0.25 2.25 4.89 6.0 0.30 2.96 5.36 (Weir)0.35 3.73 5.79 (Orifice)0.40 4.55 6.19 0.45 5.43 6.56 0.50 6.36 6.92 (100 YR, TC=5 MIN) i=9.12 IN/HR 0.55 7.34 7.25 C=0.25 A=0.010 AC Total Flow to Inlet 0.02 CFS 0.1 IN STRUCTURE NUMBER Open Area (SQ FT.) Weir Perimeter (LF.) Number of Castings 50% Clogged??? (YES/N0) Q=CiA Depth Over Grate = 0.01 FT OR Total Open Area with Clogged Factor (A) Total Weir Perimeter with Clogged Factor (P) Q=3.0*P*D^1.5 Q=4.89*A*D^0.5 Greenery Drive 100 YEAR STORM INLET PONDING DEPTH Flora on Spring Mill 210114-20000 S. NORRIS, EI 8/2/2023 0.00 1.00 2.00 3.00 4.00 5.00 6.00 7.00 8.00 0.00 0.20 0.40 0.60Flow through Casting, cfsDepth Over Grate, ft Grate Discharge Weir Orifice O:\2021\210114\20000\Calcs\Engr\Storm\Prelim\6TH Submittal\spreadsheets\Inlet Stage 100 Yr - SAG - 8/4/2023 Page 379 of 417 Project Name: Project No: Calculations By: Date: Inlet Location: 7053 Depth Over Grate (FT) Weir (CFS) Orifice (CFS) Casting Type NEENAH R-4342 0.00 0.00 0.00 2 0.05 0.20 2.19 6 0.10 0.57 3.09 1 0.15 1.05 3.79 NO 0.20 1.61 4.37 2.0 0.25 2.25 4.89 6.0 0.30 2.96 5.36 (Weir)0.35 3.73 5.79 (Orifice)0.40 4.55 6.19 0.45 5.43 6.56 0.50 6.36 6.92 (100 YR, TC=5 MIN) i=9.12 IN/HR 0.55 7.34 7.25 C=0.58 A=0.210 AC Total Flow to Inlet 1.11 CFS 1.9 IN STRUCTURE NUMBER Open Area (SQ FT.) Weir Perimeter (LF.) Number of Castings 50% Clogged??? (YES/N0) Q=CiA Depth Over Grate = 0.16 FT OR Total Open Area with Clogged Factor (A) Total Weir Perimeter with Clogged Factor (P) Q=3.0*P*D^1.5 Q=4.89*A*D^0.5 Greenery Drive 100 YEAR STORM INLET PONDING DEPTH Flora on Spring Mill 210114-20000 S. NORRIS, EI 8/2/2023 0.00 1.00 2.00 3.00 4.00 5.00 6.00 7.00 8.00 0.00 0.20 0.40 0.60Flow through Casting, cfsDepth Over Grate, ft Grate Discharge Weir Orifice O:\2021\210114\20000\Calcs\Engr\Storm\Prelim\6TH Submittal\spreadsheets\Inlet Stage 100 Yr - SAG - 8/4/2023 Page 380 of 417 Project Name: Project No: Calculations By: Date: Inlet Location: 7056 Depth Over Grate (FT) Weir (CFS) Orifice (CFS) Casting Type NEENAH R-3287-10V 0.00 0.00 0.00 2.1 0.05 0.18 2.30 5.5 0.10 0.52 3.25 1 0.15 0.96 3.98 NO 0.20 1.48 4.59 2.1 0.25 2.06 5.13 5.5 0.30 2.71 5.62 (Weir)0.35 3.42 6.08 (Orifice)0.40 4.17 6.49 0.45 4.98 6.89 0.50 5.83 7.26 (100 YR, TC=5 MIN) i=9.12 IN/HR 0.55 6.73 7.62 C=0.68 A=0.200 AC Total Flow to Inlet 1.24 CFS 2.1 IN STRUCTURE NUMBER Open Area (SQ FT.) Weir Perimeter (LF.) Number of Castings 50% Clogged??? (YES/N0) Q=CiA Depth Over Grate = 0.18 FT OR Total Open Area with Clogged Factor (A) Total Weir Perimeter with Clogged Factor (P) Q=3.0*P*D^1.5 Q=4.89*A*D^0.5 Sedge Drive 100 YEAR STORM INLET PONDING DEPTH Flora on Spring Mill 210114-20000 S. NORRIS, EI 8/2/2023 0.00 1.00 2.00 3.00 4.00 5.00 6.00 7.00 8.00 0.00 0.20 0.40 0.60Flow through Casting, cfsDepth Over Grate, ft Grate Discharge Weir Orifice O:\2021\210114\20000\Calcs\Engr\Storm\Prelim\6TH Submittal\spreadsheets\Inlet Stage 100 Yr - SAG - 8/4/2023 Page 381 of 417 Project Name: Project No: Calculations By: Date: Inlet Location: 7057 Depth Over Grate (FT) Weir (CFS) Orifice (CFS) Casting Type NEENAH R-3287-10V 0.00 0.00 0.00 2.1 0.05 0.18 2.30 5.5 0.10 0.52 3.25 1 0.15 0.96 3.98 NO 0.20 1.48 4.59 2.1 0.25 2.06 5.13 5.5 0.30 2.71 5.62 (Weir)0.35 3.42 6.08 (Orifice)0.40 4.17 6.49 0.45 4.98 6.89 0.50 5.83 7.26 (100 YR, TC=5 MIN) i=9.12 IN/HR 0.55 6.73 7.62 C=0.56 A=0.080 AC Total Flow to Inlet 0.41 CFS 1.0 IN STRUCTURE NUMBER Open Area (SQ FT.) Weir Perimeter (LF.) Number of Castings 50% Clogged??? (YES/N0) Q=CiA Depth Over Grate = 0.08 FT OR Total Open Area with Clogged Factor (A) Total Weir Perimeter with Clogged Factor (P) Q=3.0*P*D^1.5 Q=4.89*A*D^0.5 Greenery Drive 100 YEAR STORM INLET PONDING DEPTH Flora on Spring Mill 210114-20000 S. NORRIS, EI 8/2/2023 0.00 1.00 2.00 3.00 4.00 5.00 6.00 7.00 8.00 0.00 0.20 0.40 0.60Flow through Casting, cfsDepth Over Grate, ft Grate Discharge Weir Orifice O:\2021\210114\20000\Calcs\Engr\Storm\Prelim\6TH Submittal\spreadsheets\Inlet Stage 100 Yr - SAG - 8/4/2023 Page 382 of 417 Project Name: Project No: Calculations By: Date: Inlet Location: 7058 Depth Over Grate (FT) Weir (CFS) Orifice (CFS) Casting Type NEENAH R-3287-10V 0.00 0.00 0.00 2.1 0.05 0.18 2.30 5.5 0.10 0.52 3.25 1 0.15 0.96 3.98 NO 0.20 1.48 4.59 2.1 0.25 2.06 5.13 5.5 0.30 2.71 5.62 (Weir)0.35 3.42 6.08 (Orifice)0.40 4.17 6.49 0.45 4.98 6.89 0.50 5.83 7.26 (100 YR, TC=5 MIN) i=9.12 IN/HR 0.55 6.73 7.62 C=0.71 A=0.030 AC Total Flow to Inlet 0.19 CFS 0.6 IN STRUCTURE NUMBER Open Area (SQ FT.) Weir Perimeter (LF.) Number of Castings 50% Clogged??? (YES/N0) Q=CiA Depth Over Grate = 0.05 FT OR Total Open Area with Clogged Factor (A) Total Weir Perimeter with Clogged Factor (P) Q=3.0*P*D^1.5 Q=4.89*A*D^0.5 Greenery Drive 100 YEAR STORM INLET PONDING DEPTH Flora on Spring Mill 210114-20000 S. NORRIS, EI 8/2/2023 0.00 1.00 2.00 3.00 4.00 5.00 6.00 7.00 8.00 0.00 0.20 0.40 0.60Flow through Casting, cfsDepth Over Grate, ft Grate Discharge Weir Orifice O:\2021\210114\20000\Calcs\Engr\Storm\Prelim\6TH Submittal\spreadsheets\Inlet Stage 100 Yr - SAG - 8/4/2023 Page 383 of 417 Project Name: Project No: Calculations By: Date: Inlet Location: 7059 Depth Over Grate (FT) Weir (CFS) Orifice (CFS) Casting Type NEENAH R-3287-10V 0.00 0.00 0.00 2.1 0.05 0.18 2.30 5.5 0.10 0.52 3.25 1 0.15 0.96 3.98 NO 0.20 1.48 4.59 2.1 0.25 2.06 5.13 5.5 0.30 2.71 5.62 (Weir)0.35 3.42 6.08 (Orifice)0.40 4.17 6.49 0.45 4.98 6.89 0.50 5.83 7.26 (100 YR, TC=5 MIN) i=9.12 IN/HR 0.55 6.73 7.62 C=0.78 A=0.070 AC Total Flow to Inlet 0.50 CFS 1.2 IN STRUCTURE NUMBER Open Area (SQ FT.) Weir Perimeter (LF.) Number of Castings 50% Clogged??? (YES/N0) Q=CiA Depth Over Grate = 0.10 FT OR Total Open Area with Clogged Factor (A) Total Weir Perimeter with Clogged Factor (P) Q=3.0*P*D^1.5 Q=4.89*A*D^0.5 Greenery Drive 100 YEAR STORM INLET PONDING DEPTH Flora on Spring Mill 210114-20000 S. NORRIS, EI 8/2/2023 0.00 1.00 2.00 3.00 4.00 5.00 6.00 7.00 8.00 0.00 0.20 0.40 0.60Flow through Casting, cfsDepth Over Grate, ft Grate Discharge Weir Orifice O:\2021\210114\20000\Calcs\Engr\Storm\Prelim\6TH Submittal\spreadsheets\Inlet Stage 100 Yr - SAG - 8/4/2023 Page 384 of 417 Project Name: Project No: Calculations By: Date: Inlet Location: 7060 Depth Over Grate (FT) Weir (CFS) Orifice (CFS) Casting Type NEENAH R-3287-10V 0.00 0.00 0.00 2.1 0.05 0.18 2.30 5.5 0.10 0.52 3.25 1 0.15 0.96 3.98 NO 0.20 1.48 4.59 2.1 0.25 2.06 5.13 5.5 0.30 2.71 5.62 (Weir)0.35 3.42 6.08 (Orifice)0.40 4.17 6.49 0.45 4.98 6.89 0.50 5.83 7.26 (100 YR, TC=5 MIN) i=9.12 IN/HR 0.55 6.73 7.62 C=0.69 A=0.410 AC Total Flow to Inlet 2.58 CFS 3.5 IN STRUCTURE NUMBER Open Area (SQ FT.) Weir Perimeter (LF.) Number of Castings 50% Clogged??? (YES/N0) Q=CiA Depth Over Grate = 0.29 FT OR Total Open Area with Clogged Factor (A) Total Weir Perimeter with Clogged Factor (P) Q=3.0*P*D^1.5 Q=4.89*A*D^0.5 Greenery Drive 100 YEAR STORM INLET PONDING DEPTH Flora on Spring Mill 210114-20000 S. NORRIS, EI 8/2/2023 0.00 1.00 2.00 3.00 4.00 5.00 6.00 7.00 8.00 0.00 0.20 0.40 0.60Flow through Casting, cfsDepth Over Grate, ft Grate Discharge Weir Orifice O:\2021\210114\20000\Calcs\Engr\Storm\Prelim\6TH Submittal\spreadsheets\Inlet Stage 100 Yr - SAG - 8/4/2023 Page 385 of 417 Project Name: Project No: Calculations By: Date: Inlet Location: 7066 Depth Over Grate (FT) Weir (CFS) Orifice (CFS) Casting Type NEENAH R-3287-10V 0.00 0.00 0.00 2.1 0.05 0.18 2.30 5.5 0.10 0.52 3.25 1 0.15 0.96 3.98 NO 0.20 1.48 4.59 2.1 0.25 2.06 5.13 5.5 0.30 2.71 5.62 (Weir)0.35 3.42 6.08 (Orifice)0.40 4.17 6.49 0.45 4.98 6.89 0.50 5.83 7.26 (100 YR, TC=5 MIN) i=9.12 IN/HR 0.55 6.73 7.62 C=0.69 A=0.140 AC Total Flow to Inlet 0.88 CFS 1.7 IN STRUCTURE NUMBER Open Area (SQ FT.) Weir Perimeter (LF.) Number of Castings 50% Clogged??? (YES/N0) Q=CiA Depth Over Grate = 0.14 FT OR Total Open Area with Clogged Factor (A) Total Weir Perimeter with Clogged Factor (P) Q=3.0*P*D^1.5 Q=4.89*A*D^0.5 Flora Place 100 YEAR STORM INLET PONDING DEPTH Flora on Spring Mill 210114-20000 S. NORRIS, EI 8/2/2023 0.00 1.00 2.00 3.00 4.00 5.00 6.00 7.00 8.00 0.00 0.20 0.40 0.60Flow through Casting, cfsDepth Over Grate, ft Grate Discharge Weir Orifice O:\2021\210114\20000\Calcs\Engr\Storm\Prelim\6TH Submittal\spreadsheets\Inlet Stage 100 Yr - SAG - 8/4/2023 Page 386 of 417 Project Name: Project No: Calculations By: Date: Inlet Location: 7073 Depth Over Grate (FT) Weir (CFS) Orifice (CFS) Casting Type NEENAH R-3501 0.00 0.00 0.00 1.4 0.05 0.15 1.53 4.6 0.10 0.44 2.16 1 0.15 0.80 2.65 NO 0.20 1.23 3.06 1.4 0.25 1.73 3.42 4.6 0.30 2.27 3.75 (Weir)0.35 2.86 4.05 (Orifice)0.40 3.49 4.33 0.45 4.17 4.59 0.50 4.88 4.84 (100 YR, TC=5 MIN) i=9.12 IN/HR 0.55 5.63 5.08 C=0.79 A=0.230 AC Total Flow to Inlet 1.66 CFS 2.9 IN STRUCTURE NUMBER Open Area (SQ FT.) Weir Perimeter (LF.) Number of Castings 50% Clogged??? (YES/N0) Q=CiA Depth Over Grate = 0.24 FT OR Total Open Area with Clogged Factor (A) Total Weir Perimeter with Clogged Factor (P) Q=3.0*P*D^1.5 Q=4.89*A*D^0.5 Greenvine Drive 100 YEAR STORM INLET PONDING DEPTH Flora on Spring Mill 210114-20000 S. NORRIS, EI 8/2/2023 0.00 1.00 2.00 3.00 4.00 5.00 6.00 0.00 0.20 0.40 0.60Flow through Casting, cfsDepth Over Grate, ft Grate Discharge Weir Orifice O:\2021\210114\20000\Calcs\Engr\Storm\Prelim\6TH Submittal\spreadsheets\Inlet Stage 100 Yr - SAG - 8/4/2023 Page 387 of 417 Project Name: Project No: Calculations By: Date: Inlet Location: 7074 Depth Over Grate (FT) Weir (CFS) Orifice (CFS) Casting Type NEENAH R-3287-10V 0.00 0.00 0.00 2.1 0.05 0.18 2.30 5.5 0.10 0.52 3.25 1 0.15 0.96 3.98 NO 0.20 1.48 4.59 2.1 0.25 2.06 5.13 5.5 0.30 2.71 5.62 (Weir)0.35 3.42 6.08 (Orifice)0.40 4.17 6.49 0.45 4.98 6.89 0.50 5.83 7.26 (100 YR, TC=5 MIN) i=9.12 IN/HR 0.55 6.73 7.62 C=0.85 A=0.120 AC Total Flow to Inlet 0.93 CFS 1.8 IN STRUCTURE NUMBER Open Area (SQ FT.) Weir Perimeter (LF.) Number of Castings 50% Clogged??? (YES/N0) Q=CiA Depth Over Grate = 0.15 FT OR Total Open Area with Clogged Factor (A) Total Weir Perimeter with Clogged Factor (P) Q=3.0*P*D^1.5 Q=4.89*A*D^0.5 Greenvine Drive 100 YEAR STORM INLET PONDING DEPTH Flora on Spring Mill 210114-20000 S. NORRIS, EI 8/2/2023 0.00 1.00 2.00 3.00 4.00 5.00 6.00 7.00 8.00 0.00 0.20 0.40 0.60Flow through Casting, cfsDepth Over Grate, ft Grate Discharge Weir Orifice O:\2021\210114\20000\Calcs\Engr\Storm\Prelim\6TH Submittal\spreadsheets\Inlet Stage 100 Yr - SAG - 8/4/2023 Page 388 of 417 Project Name: Project No: Calculations By: Date: Inlet Location: 7076 Depth Over Grate (FT) Weir (CFS) Orifice (CFS) Casting Type NEENAH R-4342 0.00 0.00 0.00 2 0.05 0.20 2.19 6 0.10 0.57 3.09 1 0.15 1.05 3.79 NO 0.20 1.61 4.37 2.0 0.25 2.25 4.89 6.0 0.30 2.96 5.36 (Weir)0.35 3.73 5.79 (Orifice)0.40 4.55 6.19 0.45 5.43 6.56 0.50 6.36 6.92 (100 YR, TC=15 MIN) i=9.12 IN/HR 0.55 7.34 7.25 C=0.70 A=0.080 AC Total Flow to Inlet 0.51 CFS Cassia Lane 100 YEAR STORM INLET PONDING DEPTH Flora on Spring Mill 210114-20000 S. NORRIS, EI 8/2/2023 Total Open Area with Clogged Factor (A) Total Weir Perimeter with Clogged Factor (P) Q=3.0*P*D^1.5 Q=4.89*A*D^0.5 1.1 IN STRUCTURE NUMBER Open Area (SQ FT.) Weir Perimeter (LF.) Number of Castings 50% Clogged??? (YES/N0) Q=CiA Depth Over Grate = 0.09 FT OR 0.00 1.00 2.00 3.00 4.00 5.00 6.00 7.00 8.00 0.00 0.20 0.40 0.60Flow through Casting, cfsDepth Over Grate, ft Grate Discharge Weir Orifice O:\2021\210114\20000\Calcs\Engr\Storm\Prelim\6TH Submittal\spreadsheets\Inlet Stage 100 Yr - SAG - 8/4/2023 Page 389 of 417 Project Name: Project No: Calculations By: Date: Inlet Location: 7077 Depth Over Grate (FT) Weir (CFS) Orifice (CFS) Casting Type NEENAH R-4342 0.00 0.00 0.00 2 0.05 0.20 2.19 6 0.10 0.57 3.09 1 0.15 1.05 3.79 NO 0.20 1.61 4.37 2.0 0.25 2.25 4.89 6.0 0.30 2.96 5.36 (Weir)0.35 3.73 5.79 (Orifice)0.40 4.55 6.19 0.45 5.43 6.56 0.50 6.36 6.92 (100 YR, TC=15 MIN) i=9.12 IN/HR 0.55 7.34 7.25 C=0.62 A=0.120 AC Total Flow to Inlet 0.68 CFS 1.3 IN STRUCTURE NUMBER Open Area (SQ FT.) Weir Perimeter (LF.) Number of Castings 50% Clogged??? (YES/N0) Q=CiA Depth Over Grate = 0.11 FT OR Total Open Area with Clogged Factor (A) Total Weir Perimeter with Clogged Factor (P) Q=3.0*P*D^1.5 Q=4.89*A*D^0.5 Cassia Lane 100 YEAR STORM INLET PONDING DEPTH Flora on Spring Mill 210114-20000 S. NORRIS, EI 8/2/2023 0.00 1.00 2.00 3.00 4.00 5.00 6.00 7.00 8.00 0.00 0.20 0.40 0.60Flow through Casting, cfsDepth Over Grate, ft Grate Discharge Weir Orifice O:\2021\210114\20000\Calcs\Engr\Storm\Prelim\6TH Submittal\spreadsheets\Inlet Stage 100 Yr - SAG - 8/4/2023 Page 390 of 417 Project Name: Project No: Calculations By: Date: Inlet Location: 7078 Depth Over Grate (FT) Weir (CFS) Orifice (CFS) Casting Type NEENAH R-4342 0.00 0.00 0.00 2 0.05 0.20 2.19 6 0.10 0.57 3.09 1 0.15 1.05 3.79 NO 0.20 1.61 4.37 2.0 0.25 2.25 4.89 6.0 0.30 2.96 5.36 (Weir)0.35 3.73 5.79 (Orifice)0.40 4.55 6.19 0.45 5.43 6.56 0.50 6.36 6.92 (100 YR, TC=15 MIN) i=9.12 IN/HR 0.55 7.34 7.25 C=0.66 A=0.250 AC Total Flow to Inlet 1.50 CFS 2.3 IN STRUCTURE NUMBER Open Area (SQ FT.) Weir Perimeter (LF.) Number of Castings 50% Clogged??? (YES/N0) Q=CiA Depth Over Grate = 0.19 FT OR Total Open Area with Clogged Factor (A) Total Weir Perimeter with Clogged Factor (P) Q=3.0*P*D^1.5 Q=4.89*A*D^0.5 Cassia Lane 100 YEAR STORM INLET PONDING DEPTH Flora on Spring Mill 210114-20000 S. NORRIS, EI 8/2/2023 0.00 1.00 2.00 3.00 4.00 5.00 6.00 7.00 8.00 0.00 0.20 0.40 0.60Flow through Casting, cfsDepth Over Grate, ft Grate Discharge Weir Orifice O:\2021\210114\20000\Calcs\Engr\Storm\Prelim\6TH Submittal\spreadsheets\Inlet Stage 100 Yr - SAG - 8/4/2023 Page 391 of 417 Project Name: Project No: Calculations By: Date: Inlet Location: 7079 Depth Over Grate (FT) Weir (CFS) Orifice (CFS) Casting Type NEENAH R-3287-10V 0.00 0.00 0.00 2.1 0.05 0.18 2.30 5.5 0.10 0.52 3.25 1 0.15 0.96 3.98 NO 0.20 1.48 4.59 2.1 0.25 2.06 5.13 5.5 0.30 2.71 5.62 (Weir)0.35 3.42 6.08 (Orifice)0.40 4.17 6.49 0.45 4.98 6.89 0.50 5.83 7.26 (100 YR, TC=5 MIN) i=9.12 IN/HR 0.55 6.73 7.62 C=0.85 A=0.060 AC Total Flow to Inlet 0.47 CFS 1.1 IN STRUCTURE NUMBER Open Area (SQ FT.) Weir Perimeter (LF.) Number of Castings 50% Clogged??? (YES/N0) Q=CiA Depth Over Grate = 0.09 FT OR Total Open Area with Clogged Factor (A) Total Weir Perimeter with Clogged Factor (P) Q=3.0*P*D^1.5 Q=4.89*A*D^0.5 Shade Street 100 YEAR STORM INLET PONDING DEPTH Flora on Spring Mill 210114-20000 S. NORRIS, EI 8/2/2023 0.00 1.00 2.00 3.00 4.00 5.00 6.00 7.00 8.00 0.00 0.20 0.40 0.60Flow through Casting, cfsDepth Over Grate, ft Grate Discharge Weir Orifice O:\2021\210114\20000\Calcs\Engr\Storm\Prelim\6TH Submittal\spreadsheets\Inlet Stage 100 Yr - SAG - 8/4/2023 Page 392 of 417 Project Name: Project No: Calculations By: Date: Inlet Location: 7080 Depth Over Grate (FT) Weir (CFS) Orifice (CFS) Casting Type NEENAH R-3287-10V 0.00 0.00 0.00 2.1 0.05 0.18 2.30 5.5 0.10 0.52 3.25 1 0.15 0.96 3.98 NO 0.20 1.48 4.59 2.1 0.25 2.06 5.13 5.5 0.30 2.71 5.62 (Weir)0.35 3.42 6.08 (Orifice)0.40 4.17 6.49 0.45 4.98 6.89 0.50 5.83 7.26 (100 YR, TC=5 MIN) i=9.12 IN/HR 0.55 6.73 7.62 C=0.69 A=0.280 AC Total Flow to Inlet 1.76 CFS 2.7 IN STRUCTURE NUMBER Open Area (SQ FT.) Weir Perimeter (LF.) Number of Castings 50% Clogged??? (YES/N0) Q=CiA Depth Over Grate = 0.23 FT OR Total Open Area with Clogged Factor (A) Total Weir Perimeter with Clogged Factor (P) Q=3.0*P*D^1.5 Q=4.89*A*D^0.5 Shade Street 100 YEAR STORM INLET PONDING DEPTH Flora on Spring Mill 210114-20000 S. NORRIS, EI 8/2/2023 0.00 1.00 2.00 3.00 4.00 5.00 6.00 7.00 8.00 0.00 0.20 0.40 0.60Flow through Casting, cfsDepth Over Grate, ft Grate Discharge Weir Orifice O:\2021\210114\20000\Calcs\Engr\Storm\Prelim\6TH Submittal\spreadsheets\Inlet Stage 100 Yr - SAG - 8/4/2023 Page 393 of 417 Project Name: Project No: Calculations By: Date: Inlet Location: 7081 Depth Over Grate (FT) Weir (CFS) Orifice (CFS) Casting Type NEENAH R-3287-10V 0.00 0.00 0.00 2.1 0.05 0.18 2.30 5.5 0.10 0.52 3.25 1 0.15 0.96 3.98 NO 0.20 1.48 4.59 2.1 0.25 2.06 5.13 5.5 0.30 2.71 5.62 (Weir)0.35 3.42 6.08 (Orifice)0.40 4.17 6.49 0.45 4.98 6.89 0.50 5.83 7.26 (100 YR, TC=5 MIN) i=9.12 IN/HR 0.55 6.73 7.62 C=0.66 A=0.070 AC Total Flow to Inlet 0.42 CFS 1.0 IN STRUCTURE NUMBER Open Area (SQ FT.) Weir Perimeter (LF.) Number of Castings 50% Clogged??? (YES/N0) Q=CiA Depth Over Grate = 0.09 FT OR Total Open Area with Clogged Factor (A) Total Weir Perimeter with Clogged Factor (P) Q=3.0*P*D^1.5 Q=4.89*A*D^0.5 Shade Street 100 YEAR STORM INLET PONDING DEPTH Flora on Spring Mill 210114-20000 S. NORRIS, EI 8/2/2023 0.00 1.00 2.00 3.00 4.00 5.00 6.00 7.00 8.00 0.00 0.20 0.40 0.60Flow through Casting, cfsDepth Over Grate, ft Grate Discharge Weir Orifice O:\2021\210114\20000\Calcs\Engr\Storm\Prelim\6TH Submittal\spreadsheets\Inlet Stage 100 Yr - SAG - 8/4/2023 Page 394 of 417 Project Name: Project No: Calculations By: Date: Inlet Location: 7082 Depth Over Grate (FT) Weir (CFS) Orifice (CFS) Casting Type NEENAH R-3287-10V 0.00 0.00 0.00 2.1 0.05 0.18 2.30 5.5 0.10 0.52 3.25 1 0.15 0.96 3.98 NO 0.20 1.48 4.59 2.1 0.25 2.06 5.13 5.5 0.30 2.71 5.62 (Weir)0.35 3.42 6.08 (Orifice)0.40 4.17 6.49 0.45 4.98 6.89 0.50 5.83 7.26 (100 YR, TC=5 MIN) i=9.12 IN/HR 0.55 6.73 7.62 C=0.71 A=0.120 AC Total Flow to Inlet 0.78 CFS 1.6 IN STRUCTURE NUMBER Open Area (SQ FT.) Weir Perimeter (LF.) Number of Castings 50% Clogged??? (YES/N0) Q=CiA Depth Over Grate = 0.13 FT OR Total Open Area with Clogged Factor (A) Total Weir Perimeter with Clogged Factor (P) Q=3.0*P*D^1.5 Q=4.89*A*D^0.5 Shade Street 100 YEAR STORM INLET PONDING DEPTH Flora on Spring Mill 210114-20000 S. NORRIS, EI 8/2/2023 0.00 1.00 2.00 3.00 4.00 5.00 6.00 7.00 8.00 0.00 0.20 0.40 0.60Flow through Casting, cfsDepth Over Grate, ft Grate Discharge Weir Orifice O:\2021\210114\20000\Calcs\Engr\Storm\Prelim\6TH Submittal\spreadsheets\Inlet Stage 100 Yr - SAG - 8/4/2023 Page 395 of 417 Project Name: Project No: Calculations By: Date: Inlet Location: 7083 Depth Over Grate (FT) Weir (CFS) Orifice (CFS) Casting Type NEENAH R-3287-10V 0.00 0.00 0.00 2.1 0.05 0.18 2.30 5.5 0.10 0.52 3.25 1 0.15 0.96 3.98 NO 0.20 1.48 4.59 2.1 0.25 2.06 5.13 5.5 0.30 2.71 5.62 (Weir)0.35 3.42 6.08 (Orifice)0.40 4.17 6.49 0.45 4.98 6.89 0.50 5.83 7.26 (100 YR, TC=5 MIN) i=9.12 IN/HR 0.55 6.73 7.62 C=0.75 A=0.21 AC Total Flow to Inlet 1.44 CFS Shade Street 100 YEAR STORM INLET PONDING DEPTH Flora on Spring Mill 210114-20000 S. NORRIS, EI 8/2/2023 Total Open Area with Clogged Factor (A) Total Weir Perimeter with Clogged Factor (P) Q=3.0*P*D^1.5 Q=4.89*A*D^0.5 2.4 IN STRUCTURE NUMBER Open Area (SQ FT.) Weir Perimeter (LF.) Number of Castings 50% Clogged??? (YES/N0) Q=CiA Depth Over Grate = 0.20 FT OR 0.00 1.00 2.00 3.00 4.00 5.00 6.00 7.00 8.00 0.00 0.20 0.40 0.60Flow through Casting, cfsDepth Over Grate, ft Grate Discharge Weir Orifice O:\2021\210114\20000\Calcs\Engr\Storm\Prelim\6TH Submittal\spreadsheets\Inlet Stage 100 Yr - SAG - 8/4/2023 Page 396 of 417 Project Name: Project No: Calculations By: Date: Inlet Location: 7084 Depth Over Grate (FT) Weir (CFS) Orifice (CFS) Casting Type NEENAH R-3287-10V 0.00 0.00 0.00 2.1 0.05 0.18 2.30 5.5 0.10 0.52 3.25 1 0.15 0.96 3.98 NO 0.20 1.48 4.59 2.1 0.25 2.06 5.13 5.5 0.30 2.71 5.62 (Weir)0.35 3.42 6.08 (Orifice)0.40 4.17 6.49 0.45 4.98 6.89 0.50 5.83 7.26 (100 YR, TC=5 MIN) i=9.12 IN/HR 0.55 6.73 7.62 C=0.81 A=0.19 AC Total Flow to Inlet 1.40 CFS Greenvine Drive 100 YEAR STORM INLET PONDING DEPTH Flora on Spring Mill 210114-20000 S. NORRIS, EI 8/2/2023 Total Open Area with Clogged Factor (A) Total Weir Perimeter with Clogged Factor (P) Q=3.0*P*D^1.5 Q=4.89*A*D^0.5 2.3 IN STRUCTURE NUMBER Open Area (SQ FT.) Weir Perimeter (LF.) Number of Castings 50% Clogged??? (YES/N0) Q=CiA Depth Over Grate = 0.19 FT OR 0.00 1.00 2.00 3.00 4.00 5.00 6.00 7.00 8.00 0.00 0.20 0.40 0.60Flow through Casting, cfsDepth Over Grate, ft Grate Discharge Weir Orifice O:\2021\210114\20000\Calcs\Engr\Storm\Prelim\6TH Submittal\spreadsheets\Inlet Stage 100 Yr - SAG - 8/4/2023 Page 397 of 417 Project Name: Project No: Calculations By: Date: Inlet Location: 7085 Depth Over Grate (FT) Weir (CFS) Orifice (CFS) Casting Type NEENAH R-3287-10V 0.00 0.00 0.00 2.1 0.05 0.18 2.30 5.5 0.10 0.52 3.25 1 0.15 0.96 3.98 NO 0.20 1.48 4.59 2.1 0.25 2.06 5.13 5.5 0.30 2.71 5.62 (Weir)0.35 3.42 6.08 (Orifice)0.40 4.17 6.49 0.45 4.98 6.89 0.50 5.83 7.26 (100 YR, TC=5 MIN) i=9.12 IN/HR 0.55 6.73 7.62 C=0.85 A=0.10 AC Total Flow to Inlet 0.78 CFS Greenvine Drive 100 YEAR STORM INLET PONDING DEPTH Flora on Spring Mill 210114-20000 S. NORRIS, EI 8/2/2023 Total Open Area with Clogged Factor (A) Total Weir Perimeter with Clogged Factor (P) Q=3.0*P*D^1.5 Q=4.89*A*D^0.5 1.6 IN STRUCTURE NUMBER Open Area (SQ FT.) Weir Perimeter (LF.) Number of Castings 50% Clogged??? (YES/N0) Q=CiA Depth Over Grate = 0.13 FT OR 0.00 1.00 2.00 3.00 4.00 5.00 6.00 7.00 8.00 0.00 0.20 0.40 0.60Flow through Casting, cfsDepth Over Grate, ft Grate Discharge Weir Orifice O:\2021\210114\20000\Calcs\Engr\Storm\Prelim\6TH Submittal\spreadsheets\Inlet Stage 100 Yr - SAG - 8/4/2023 Page 398 of 417 Project Name: Project No: Calculations By: Date: Inlet Location: 7086 Depth Over Grate (FT) Weir (CFS) Orifice (CFS) Casting Type NEENAH R-3287-10V 0.00 0.00 0.00 2.1 0.05 0.18 2.30 5.5 0.10 0.52 3.25 1 0.15 0.96 3.98 NO 0.20 1.48 4.59 2.1 0.25 2.06 5.13 5.5 0.30 2.71 5.62 (Weir)0.35 3.42 6.08 (Orifice)0.40 4.17 6.49 0.45 4.98 6.89 0.50 5.83 7.26 (100 YR, TC=5 MIN) i=9.12 IN/HR 0.55 6.73 7.62 C=0.82 A=0.130 AC Total Flow to Inlet 0.97 CFS Shade Street 100 YEAR STORM INLET PONDING DEPTH Flora on Spring Mill 210114-20000 S. NORRIS, EI 8/2/2023 Total Open Area with Clogged Factor (A) Total Weir Perimeter with Clogged Factor (P) Q=3.0*P*D^1.5 Q=4.89*A*D^0.5 1.8 IN STRUCTURE NUMBER Open Area (SQ FT.) Weir Perimeter (LF.) Number of Castings 50% Clogged??? (YES/N0) Q=CiA Depth Over Grate = 0.15 FT OR 0.00 1.00 2.00 3.00 4.00 5.00 6.00 7.00 8.00 0.00 0.20 0.40 0.60Flow through Casting, cfsDepth Over Grate, ft Grate Discharge Weir Orifice O:\2021\210114\20000\Calcs\Engr\Storm\Prelim\6TH Submittal\spreadsheets\Inlet Stage 100 Yr - SAG - 8/4/2023 Page 399 of 417 Project Name: Project No: Calculations By: Date: Inlet Location: 7087 Depth Over Grate (FT) Weir (CFS) Orifice (CFS) Casting Type NEENAH R-3501 0.00 0.00 0.00 1.4 0.05 0.15 1.53 4.6 0.10 0.44 2.16 1 0.15 0.80 2.65 NO 0.20 1.23 3.06 1.4 0.25 1.73 3.42 4.6 0.30 2.27 3.75 (Weir)0.35 2.86 4.05 (Orifice)0.40 3.49 4.33 0.45 4.17 4.59 0.50 4.88 4.84 (100 YR, TC=5 MIN) i=9.12 IN/HR 0.55 5.63 5.08 C=0.66 A=0.420 AC Total Flow to Inlet 2.53 CFS 3.9 IN STRUCTURE NUMBER Open Area (SQ FT.) Weir Perimeter (LF.) Number of Castings 50% Clogged??? (YES/N0) Q=CiA Depth Over Grate = 0.32 FT OR Total Open Area with Clogged Factor (A) Total Weir Perimeter with Clogged Factor (P) Q=3.0*P*D^1.5 Q=4.89*A*D^0.5 Sunbranch Lane 100 YEAR STORM INLET PONDING DEPTH Flora on Spring Mill 210114-20000 S. NORRIS, EI 8/2/2023 0.00 1.00 2.00 3.00 4.00 5.00 6.00 0.00 0.20 0.40 0.60Flow through Casting, cfsDepth Over Grate, ft Grate Discharge Weir Orifice O:\2021\210114\20000\Calcs\Engr\Storm\Prelim\6TH Submittal\spreadsheets\Inlet Stage 100 Yr - SAG - 8/4/2023 Page 400 of 417 Project Name: Project No: Calculations By: Date: Inlet Location: 7088 Depth Over Grate (FT) Weir (CFS) Orifice (CFS) Casting Type NEENAH R-3501 0.00 0.00 0.00 1.4 0.05 0.15 1.53 4.6 0.10 0.44 2.16 1 0.15 0.80 2.65 NO 0.20 1.23 3.06 1.4 0.25 1.73 3.42 4.6 0.30 2.27 3.75 (Weir)0.35 2.86 4.05 (Orifice)0.40 3.49 4.33 0.45 4.17 4.59 0.50 4.88 4.84 (100 YR, TC=5 MIN) i=9.12 IN/HR 0.55 5.63 5.08 C=0.55 A=0.050 AC Total Flow to Inlet 0.25 CFS 0.8 IN STRUCTURE NUMBER Open Area (SQ FT.) Weir Perimeter (LF.) Number of Castings 50% Clogged??? (YES/N0) Q=CiA Depth Over Grate = 0.07 FT OR Total Open Area with Clogged Factor (A) Total Weir Perimeter with Clogged Factor (P) Q=3.0*P*D^1.5 Q=4.89*A*D^0.5 Cassia Lane 100 YEAR STORM INLET PONDING DEPTH Flora on Spring Mill 210114-20000 S. NORRIS, EI 8/2/2023 0.00 1.00 2.00 3.00 4.00 5.00 6.00 0.00 0.20 0.40 0.60Flow through Casting, cfsDepth Over Grate, ft Grate Discharge Weir Orifice O:\2021\210114\20000\Calcs\Engr\Storm\Prelim\6TH Submittal\spreadsheets\Inlet Stage 100 Yr - SAG - 8/4/2023 Page 401 of 417 Project Name: Project No: Calculations By: Date: Inlet Location: 7089 Depth Over Grate (FT) Weir (CFS) Orifice (CFS) Casting Type NEENAH R-3501 0.00 0.00 0.00 1.4 0.05 0.15 1.53 4.6 0.10 0.44 2.16 1 0.15 0.80 2.65 NO 0.20 1.23 3.06 1.4 0.25 1.73 3.42 4.6 0.30 2.27 3.75 (Weir)0.35 2.86 4.05 (Orifice)0.40 3.49 4.33 0.45 4.17 4.59 0.50 4.88 4.84 (100 YR, TC=5 MIN) i=9.12 IN/HR 0.55 5.63 5.08 C=0.69 A=0.370 AC Total Flow to Inlet 2.33 CFS 3.7 IN STRUCTURE NUMBER Open Area (SQ FT.) Weir Perimeter (LF.) Number of Castings 50% Clogged??? (YES/N0) Q=CiA Depth Over Grate = 0.31 FT OR Total Open Area with Clogged Factor (A) Total Weir Perimeter with Clogged Factor (P) Q=3.0*P*D^1.5 Q=4.89*A*D^0.5 Poinsettia Lane 100 YEAR STORM INLET PONDING DEPTH Flora on Spring Mill 210114-20000 S. NORRIS, EI 8/2/2023 0.00 1.00 2.00 3.00 4.00 5.00 6.00 0.00 0.20 0.40 0.60Flow through Casting, cfsDepth Over Grate, ft Grate Discharge Weir Orifice O:\2021\210114\20000\Calcs\Engr\Storm\Prelim\6TH Submittal\spreadsheets\Inlet Stage 100 Yr - SAG - 8/4/2023 Page 402 of 417 Project Name: Project No: Calculations By: Date: Inlet Location: 7090 Depth Over Grate (FT) Weir (CFS) Orifice (CFS) Casting Type NEENAH R-3501 0.00 0.00 0.00 1.4 0.05 0.15 1.53 4.6 0.10 0.44 2.16 1 0.15 0.80 2.65 NO 0.20 1.23 3.06 1.4 0.25 1.73 3.42 4.6 0.30 2.27 3.75 (Weir)0.35 2.86 4.05 (Orifice)0.40 3.49 4.33 0.45 4.17 4.59 0.50 4.88 4.84 (100 YR, TC=5 MIN) i=9.12 IN/HR 0.55 5.63 5.08 C=0.81 A=0.210 AC Total Flow to Inlet 1.55 CFS 2.8 IN STRUCTURE NUMBER Open Area (SQ FT.) Weir Perimeter (LF.) Number of Castings 50% Clogged??? (YES/N0) Q=CiA Depth Over Grate = 0.23 FT OR Total Open Area with Clogged Factor (A) Total Weir Perimeter with Clogged Factor (P) Q=3.0*P*D^1.5 Q=4.89*A*D^0.5 Poinsettia Lane 100 YEAR STORM INLET PONDING DEPTH Flora on Spring Mill 210114-20000 S. NORRIS, EI 8/2/2023 0.00 1.00 2.00 3.00 4.00 5.00 6.00 0.00 0.20 0.40 0.60Flow through Casting, cfsDepth Over Grate, ft Grate Discharge Weir Orifice O:\2021\210114\20000\Calcs\Engr\Storm\Prelim\6TH Submittal\spreadsheets\Inlet Stage 100 Yr - SAG - 8/4/2023 Page 403 of 417 Project Name: Project No: Calculations By: Date: Inlet Location: 7091 Depth Over Grate (FT) Weir (CFS) Orifice (CFS) Casting Type NEENAH R-3501 0.00 0.00 0.00 1.4 0.05 0.15 1.53 4.6 0.10 0.44 2.16 1 0.15 0.80 2.65 NO 0.20 1.23 3.06 1.4 0.25 1.73 3.42 4.6 0.30 2.27 3.75 (Weir)0.35 2.86 4.05 (Orifice)0.40 3.49 4.33 0.45 4.17 4.59 0.50 4.88 4.84 (100 YR, TC=5 MIN) i=9.12 IN/HR 0.55 5.63 5.08 C=0.84 A=0.080 AC Total Flow to Inlet 0.61 CFS 1.5 IN STRUCTURE NUMBER Open Area (SQ FT.) Weir Perimeter (LF.) Number of Castings 50% Clogged??? (YES/N0) Q=CiA Depth Over Grate = 0.13 FT OR Total Open Area with Clogged Factor (A) Total Weir Perimeter with Clogged Factor (P) Q=3.0*P*D^1.5 Q=4.89*A*D^0.5 Cassia Lane 100 YEAR STORM INLET PONDING DEPTH Flora on Spring Mill 210114-20000 S. NORRIS, EI 8/2/2023 0.00 1.00 2.00 3.00 4.00 5.00 6.00 0.00 0.20 0.40 0.60Flow through Casting, cfsDepth Over Grate, ft Grate Discharge Weir Orifice O:\2021\210114\20000\Calcs\Engr\Storm\Prelim\6TH Submittal\spreadsheets\Inlet Stage 100 Yr - SAG - 8/4/2023 Page 404 of 417 Project Name: Project No: Calculations By: Date: Inlet Location: 7092 Depth Over Grate (FT) Weir (CFS) Orifice (CFS) Casting Type NEENAH R-3287-10V 0.00 0.00 0.00 2.1 0.05 0.18 2.30 5.5 0.10 0.52 3.25 1 0.15 0.96 3.98 NO 0.20 1.48 4.59 2.1 0.25 2.06 5.13 5.5 0.30 2.71 5.62 (Weir)0.35 3.42 6.08 (Orifice)0.40 4.17 6.49 0.45 4.98 6.89 0.50 5.83 7.26 (100 YR, TC=5 MIN) i=9.12 IN/HR 0.55 6.73 7.62 C=0.78 A=0.070 AC Total Flow to Inlet 0.50 CFS 1.2 IN STRUCTURE NUMBER Open Area (SQ FT.) Weir Perimeter (LF.) Number of Castings 50% Clogged??? (YES/N0) Q=CiA Depth Over Grate = 0.10 FT OR Total Open Area with Clogged Factor (A) Total Weir Perimeter with Clogged Factor (P) Q=3.0*P*D^1.5 Q=4.89*A*D^0.5 Flora Place 100 YEAR STORM INLET PONDING DEPTH Flora on Spring Mill 210114-20000 S. NORRIS, EI 8/2/2023 0.00 1.00 2.00 3.00 4.00 5.00 6.00 7.00 8.00 0.00 0.20 0.40 0.60Flow through Casting, cfsDepth Over Grate, ft Grate Discharge Weir Orifice O:\2021\210114\20000\Calcs\Engr\Storm\Prelim\6TH Submittal\spreadsheets\Inlet Stage 100 Yr - SAG - 8/4/2023 Page 405 of 417 Project Name: Flora on Spring Mill Performed by:Susan Norris, EI Project Number:210114-20000 Date: Inlet Locations:Baneberry Drive Checked By:Chris Wiseman, PE Frequency (yr)100 Mannings"n":0.013 Qw Qp Qg St Sr d T Qi Qb Structure Inlet Watershed Previous By-Pass Total Gutter Road X-Slope Road Grade Depth of Gutter Width of Intercepted Bypassing Number Flow (cfs) Flow (cfs) Flow (cfs) (ft/ft) (ft/ft) Flow, (ft) Flow, (ft) Flow, (cfs) Flow, (cfs) Remarks 7009 0.53 0.00 0.53 0.020 0.010 0.105 5.26 0.37 0.16 BYPASS TO LP 7008 Depth (FT) Weir (CFS) Orifice (CFS) Casting Type NEENAH R-3501 0.00 0.00 0.00 1.4 0.05 0.15 1.53 4.6 0.10 0.44 2.16 1 0.15 0.80 2.65 NO 0.20 1.23 3.06 1.4 0.25 1.73 3.42 4.60 0.30 2.27 3.75 (Weir)0.35 2.86 4.05 (Orifice)0.40 3.49 4.33 0.45 4.17 4.59 0.50 4.88 4.84 (100 YR, TC=5 MIN) i = 9.12 IN/HR 0.55 5.63 5.08 C =0.85 A =0.020 AC Inlet Watershed Flow =0.16 CFS Previous By-Pass Flow = 0.16 CFS Total Flow =0.31 CFS Depth Over Grate=0.08 FT 1.0 IN SOUTH Total Weir Perimeter Lineal Feet (P) Q=3.0*P*D^1.5 Q=4.89*A*D^0.5 Q=CiA 100 YEAR STORM INLET PONDING DEPTH (STR 7008) 8/2/2023 Structure Number SQ. FT. Open Area Weir Perimeter Lineal Feet Number of Castings 50% Clogged??? (YES/NO) Total SQ. FT. Open Area (A) OR 0.00 1.00 2.00 3.00 4.00 5.00 6.00 0.00 0.20 0.40 0.60Discharge, cfsDepth Over Grate, ft Grate Discharge Weir Orifice O:\2021\210114\20000\Calcs\Engr\Storm\Prelim\6TH Submittal\spreadsheets\Inlet Stage 100 Yr - Continous Grade - 8/4/2023 Page 406 of 417 Project Name: Flora on Spring Mill Performed by:Susan Norris, EI Project Number:210114-20000 Date: Inlet Locations:Flora Place Checked By:Chris Wiseman, PE Frequency (yr)100 Mannings"n":0.013 Qw Qp Qg St Sr d T Qi Qb Structure Inlet Watershed Previous By-Pass Total Gutter Road X-Slope Road Grade Depth of Gutter Width of Intercepted Bypassing Number Flow (cfs) Flow (cfs) Flow (cfs) (ft/ft) (ft/ft) Flow, (ft) Flow, (ft) Flow, (cfs) Flow, (cfs) Remarks 7031 0.41 0.00 0.41 0.020 0.008 0.099 4.94 0.34 0.07 BYPASS TO LP 7033 Depth (FT) Weir (CFS) Orifice (CFS) Casting Type NEENAH R-3287-10V 0.00 0.00 0.00 2.1 0.05 0.18 2.30 5.5 0.10 0.52 3.25 1 0.15 0.96 3.98 NO 0.20 1.48 4.59 2.1 0.25 2.06 5.13 5.50 0.30 2.71 5.62 (Weir)0.35 3.42 6.08 (Orifice)0.40 4.17 6.49 0.45 4.98 6.89 0.50 5.83 7.26 (100 YR, TC=5 MIN) i = 9.12 IN/HR 0.55 6.73 7.62 C =0.70 A =0.530 AC Inlet Watershed Flow =3.38 CFS Previous By-Pass Flow = 0.07 CFS Total Flow =3.46 CFS Depth Over Grate=0.35 FT 4.2 IN Total Weir Perimeter Lineal Feet (P) 100 YEAR STORM INLET PONDING DEPTH (STR 7033) 8/2/2023 SOUTH Structure Number SQ. FT. Open Area Weir Perimeter Lineal Feet Number of Castings 50% Clogged??? (YES/NO) Total SQ. FT. Open Area (A) Q=3.0*P*D^1.5 Q=4.89*A*D^0.5 Q=CiA OR 0.00 1.00 2.00 3.00 4.00 5.00 6.00 7.00 8.00 0.00 0.20 0.40 0.60Discharge, cfsDepth Over Grate, ft Grate Discharge Weir Orifice O:\2021\210114\20000\Calcs\Engr\Storm\Prelim\6TH Submittal\spreadsheets\Inlet Stage 100 Yr - Continous Grade - 8/4/2023 Page 407 of 417 Project Name: Flora on Spring Mill Performed by:Susan Norris, EI Project Number:210114-20000 Date: Inlet Locations:Flora Place Checked By:Chris Wiseman, PE Frequency (yr)100 Mannings"n":0.013 Qw Qp Qg St Sr d T Qi Qb Structure Inlet Watershed Previous By-Pass Total Gutter Road X-Slope Road Grade Depth of Gutter Width of Intercepted Bypassing Number Flow (cfs) Flow (cfs) Flow (cfs) (ft/ft) (ft/ft) Flow, (ft) Flow, (ft) Flow, (cfs) Flow, (cfs) Remarks 7075 0.45 0.00 0.45 0.020 0.008 0.103 5.13 0.36 0.09 BYPASS TO LP 7034 Depth (FT) Weir (CFS) Orifice (CFS) Casting Type NEENAH R-3287-10V 0.00 0.00 0.00 2.1 0.05 0.18 2.30 5.5 0.10 0.52 3.25 1 0.15 0.96 3.98 NO 0.20 1.48 4.59 2.1 0.25 2.06 5.13 5.50 0.30 2.71 5.62 (Weir)0.35 3.42 6.08 (Orifice)0.40 4.17 6.49 0.45 4.98 6.89 0.50 5.83 7.26 (100 YR, TC=5 MIN) i = 9.12 IN/HR 0.55 6.73 7.62 C =0.71 A =0.310 AC Inlet Watershed Flow =2.01 CFS Previous By-Pass Flow = 0.09 CFS Total Flow =2.10 CFS Depth Over Grate=0.25 FT 3.0 IN Total Weir Perimeter Lineal Feet (P) 100 YEAR STORM INLET PONDING DEPTH (STR 7034) 8/2/2023 SOUTH Structure Number SQ. FT. Open Area Weir Perimeter Lineal Feet Number of Castings 50% Clogged??? (YES/NO) Total SQ. FT. Open Area (A) Q=3.0*P*D^1.5 Q=4.89*A*D^0.5 Q=CiA OR 0.00 1.00 2.00 3.00 4.00 5.00 6.00 7.00 8.00 0.00 0.20 0.40 0.60Discharge, cfsDepth Over Grate, ft Grate Discharge Weir Orifice O:\2021\210114\20000\Calcs\Engr\Storm\Prelim\6TH Submittal\spreadsheets\Inlet Stage 100 Yr - Continous Grade - 8/4/2023 Page 408 of 417 Project Name: Flora on Spring Mill Performed by:Susan Norris, EI Project Number:210114-20000 Date: Inlet Locations:Greenery Drive Checked By:Chris Wiseman, PE Frequency (yr)100 Mannings"n":0.013 Qw Qp Qg St Sr d T Qi Qb Structure Inlet Watershed Previous By-Pass Total Gutter Road X-Slope Road Grade Depth of Gutter Width of Intercepted Bypassing Number Flow (cfs) Flow (cfs) Flow (cfs) (ft/ft) (ft/ft) Flow, (ft) Flow, (ft) Flow, (cfs) Flow, (cfs) Remarks 7041 0.85 0.00 0.85 0.020 0.006 0.137 6.84 0.58 0.27 BYPASS TO LP 7040 Depth (FT) Weir (CFS) Orifice (CFS) Casting Type NEENAH R-3287-10V 0.00 0.00 0.00 2.1 0.05 0.18 2.30 5.5 0.10 0.52 3.25 1 0.15 0.96 3.98 NO 0.20 1.48 4.59 2.1 0.25 2.06 5.13 5.50 0.30 2.71 5.62 (Weir)0.35 3.42 6.08 (Orifice)0.40 4.17 6.49 0.45 4.98 6.89 0.50 5.83 7.26 (100 YR, TC=5 MIN) i = 9.12 IN/HR 0.55 6.73 7.62 C =0.78 A =0.140 AC Inlet Watershed Flow =1.00 CFS Previous By-Pass Flow = 0.27 CFS Total Flow =1.26 CFS Depth Over Grate=0.18 FT 2.2 IN Total Weir Perimeter Lineal Feet (P) 100 YEAR STORM INLET PONDING DEPTH (STR 7040) 8/2/2023 WEST Structure Number SQ. FT. Open Area Weir Perimeter Lineal Feet Number of Castings 50% Clogged??? (YES/NO) Total SQ. FT. Open Area (A) Q=3.0*P*D^1.5 Q=4.89*A*D^0.5 Q=CiA OR 0.00 1.00 2.00 3.00 4.00 5.00 6.00 7.00 8.00 0.00 0.20 0.40 0.60Discharge, cfsDepth Over Grate, ft Grate Discharge Weir Orifice O:\2021\210114\20000\Calcs\Engr\Storm\Prelim\6TH Submittal\spreadsheets\Inlet Stage 100 Yr - Continous Grade - 8/4/2023 Page 409 of 417 Project Name: Flora on Spring Mill Performed by:Susan Norris, EI Project Number:210114-20000 Date: Inlet Locations:Greenery Drive Checked By:Chris Wiseman, PE Frequency (yr)100 Mannings"n":0.013 Qw Qp Qg St Sr d T Qi Qb Structure Inlet Watershed Previous By-Pass Total Gutter Road X-Slope Road Grade Depth of Gutter Width of Intercepted Bypassing Number Flow (cfs) Flow (cfs) Flow (cfs) (ft/ft) (ft/ft) Flow, (ft) Flow, (ft) Flow, (cfs) Flow, (cfs) Remarks 7043 0.42 0.00 0.42 0.020 0.006 0.105 5.24 0.37 0.05 BYPASS TO LP 7042 Depth (FT) Weir (CFS) Orifice (CFS) Casting Type NEENAH R-3287-10V 0.00 0.00 0.00 2.1 0.05 0.18 2.30 5.5 0.10 0.52 3.25 1 0.15 0.96 3.98 NO 0.20 1.48 4.59 2.1 0.25 2.06 5.13 5.50 0.30 2.71 5.62 (Weir)0.35 3.42 6.08 (Orifice)0.40 4.17 6.49 0.45 4.98 6.89 0.50 5.83 7.26 (100 YR, TC=5 MIN) i = 9.12 IN/HR 0.55 6.73 7.62 C =0.75 A =0.130 AC Inlet Watershed Flow =0.89 CFS Previous By-Pass Flow = 0.05 CFS Total Flow =0.94 CFS Depth Over Grate=0.15 FT 1.8 IN Q=3.0*P*D^1.5 Q=4.89*A*D^0.5 Q=CiA OR Total Weir Perimeter Lineal Feet (P) 100 YEAR STORM INLET PONDING DEPTH (STR 7042) 8/2/2023 SOUTH Structure Number SQ. FT. Open Area Weir Perimeter Lineal Feet Number of Castings 50% Clogged??? (YES/NO) Total SQ. FT. Open Area (A) 0.00 1.00 2.00 3.00 4.00 5.00 6.00 7.00 8.00 0.00 0.20 0.40 0.60Discharge, cfsDepth Over Grate, ft Grate Discharge Weir Orifice O:\2021\210114\20000\Calcs\Engr\Storm\Prelim\6TH Submittal\spreadsheets\Inlet Stage 100 Yr - Continous Grade - 8/4/2023 Page 410 of 417 Project Name: Flora on Spring Mill Performed by:Susan Norris, EI Project Number:210114-20000 Date: Inlet Locations:Sedge Drive Checked By:Chris Wiseman, PE Frequency (yr)100 Mannings"n":0.013 Qw Qp Qg St Sr d T Qi Qb Structure Inlet Watershed Previous By-Pass Total Gutter Road X-Slope Road Grade Depth of Gutter Width of Intercepted Bypassing Number Flow (cfs) Flow (cfs) Flow (cfs) (ft/ft) (ft/ft) Flow, (ft) Flow, (ft) Flow, (cfs) Flow, (cfs) Remarks 7045 0.75 0.00 0.75 0.020 0.007 0.128 6.39 0.52 0.23 BYPASS TO LP 7046 Depth (FT) Weir (CFS) Orifice (CFS) Casting Type NEENAH R-3287-10V 0.00 0.00 0.00 2.1 0.05 0.18 2.30 5.5 0.10 0.52 3.25 1 0.15 0.96 3.98 NO 0.20 1.48 4.59 2.1 0.25 2.06 5.13 5.50 0.30 2.71 5.62 (Weir)0.35 3.42 6.08 (Orifice)0.40 4.17 6.49 0.45 4.98 6.89 0.50 5.83 7.26 (100 YR, TC=5 MIN) i = 9.12 IN/HR 0.55 6.73 7.62 C =0.76 A =0.270 AC Inlet Watershed Flow =1.87 CFS Previous By-Pass Flow = 0.23 CFS Total Flow =2.10 CFS Depth Over Grate=0.25 FT 3.0 IN Total Weir Perimeter Lineal Feet (P) 100 YEAR STORM INLET PONDING DEPTH (STR 7046) 8/2/2023 WEST Structure Number SQ. FT. Open Area Weir Perimeter Lineal Feet Number of Castings 50% Clogged??? (YES/NO) Total SQ. FT. Open Area (A) Q=3.0*P*D^1.5 Q=4.89*A*D^0.5 Q=CiA OR 0.00 1.00 2.00 3.00 4.00 5.00 6.00 7.00 8.00 0.00 0.20 0.40 0.60Discharge, cfsDepth Over Grate, ft Grate Discharge Weir Orifice O:\2021\210114\20000\Calcs\Engr\Storm\Prelim\6TH Submittal\spreadsheets\Inlet Stage 100 Yr - Continous Grade - 8/4/2023 Page 411 of 417 Project Name: Flora on Spring Mill Performed by:Susan Norris, EI Project Number:210114-20000 Date: Inlet Locations:Sedge Drive Checked By:Chris Wiseman, PE Frequency (yr)100 Mannings"n":0.013 Qw Qp Qg St Sr d T Qi Qb Structure Inlet Watershed Previous By-Pass Total Gutter Road X-Slope Road Grade Depth of Gutter Width of Intercepted Bypassing Number Flow (cfs) Flow (cfs) Flow (cfs) (ft/ft) (ft/ft) Flow, (ft) Flow, (ft) Flow, (cfs) Flow, (cfs) Remarks 7054 0.66 0.00 0.66 0.020 0.007 0.123 6.13 0.48 0.18 BYPASS TO LP 7055 Depth (FT) Weir (CFS) Orifice (CFS) Casting Type NEENAH R-3287-10V 0.00 0.00 0.00 2.1 0.05 0.18 2.30 5.5 0.10 0.52 3.25 1 0.15 0.96 3.98 NO 0.20 1.48 4.59 2.1 0.25 2.06 5.13 5.50 0.30 2.71 5.62 (Weir)0.35 3.42 6.08 (Orifice)0.40 4.17 6.49 0.45 4.98 6.89 0.50 5.83 7.26 (100 YR, TC=5 MIN) i = 9.12 IN/HR 0.55 6.73 7.62 C =0.67 A =0.130 AC Inlet Watershed Flow =0.79 CFS Previous By-Pass Flow = 0.18 CFS Total Flow =0.97 CFS Depth Over Grate=0.15 FT 1.8 IN Total Weir Perimeter Lineal Feet (P) 100 YEAR STORM INLET PONDING DEPTH (STR 7055) 8/2/2023 EAST Structure Number SQ. FT. Open Area Weir Perimeter Lineal Feet Number of Castings 50% Clogged??? (YES/NO) Total SQ. FT. Open Area (A) Q=3.0*P*D^1.5 Q=4.89*A*D^0.5 Q=CiA OR 0.00 1.00 2.00 3.00 4.00 5.00 6.00 7.00 8.00 0.00 0.20 0.40 0.60Discharge, cfsDepth Over Grate, ft Grate Discharge Weir Orifice O:\2021\210114\20000\Calcs\Engr\Storm\Prelim\6TH Submittal\spreadsheets\Inlet Stage 100 Yr - Continous Grade - 8/4/2023 Page 412 of 417 Project Name: Flora on Spring Mill Performed by:Susan Norris, EI Project Number:210114-20000 Date: Inlet Locations:Flora Place Checked By:Chris Wiseman, PE Frequency (yr)100 Mannings"n":0.013 Qw Qp Qg St Sr d T Qi Qb Structure Inlet Watershed Previous By-Pass Total Gutter Road X-Slope Road Grade Depth of Gutter Width of Intercepted Bypassing Number Flow (cfs) Flow (cfs) Flow (cfs) (ft/ft) (ft/ft) Flow, (ft) Flow, (ft) Flow, (cfs) Flow, (cfs) Remarks 7069 0.64 0.00 0.64 0.020 0.011 0.111 5.53 0.41 0.23 SOUTH BYPASS TO LP 7093 0.66 0.00 0.66 0.020 0.022 0.098 4.91 0.33 0.32 7067 0.18 0.32 0.50 0.020 0.015 0.095 4.76 0.32 0.18 NORTH BYPASS TO LP 7068 Depth (FT) Weir (CFS) Orifice (CFS) Casting Type NEENAH R-3287-10V 0.00 0.00 0.00 2.1 0.05 0.18 2.30 5.5 0.10 0.52 3.25 1 0.15 0.96 3.98 NO 0.20 1.48 4.59 2.1 0.25 2.06 5.13 5.50 0.30 2.71 5.62 (Weir)0.35 3.42 6.08 (Orifice)0.40 4.17 6.49 0.45 4.98 6.89 0.50 5.83 7.26 (100 YR, TC=5 MIN) i = 9.12 IN/HR 0.55 6.73 7.62 C =0.85 A =0.050 AC Inlet Watershed Flow =0.39 CFS Previous By-Pass Flow = 0.42 CFS Total Flow =0.80 CFS Depth Over Grate=0.13 FT 1.6 IN Structure Number Total SQ. FT. Open Area (A) Total Weir Perimeter Lineal Feet (P) Weir Perimeter Lineal Feet Number of Castings 50% Clogged??? (YES/NO) 100 YEAR STORM INLET PONDING DEPTH (STR 7068) 8/2/2023 SOUTH NORTH SQ. FT. Open Area Q=3.0*P*D^1.5 Q=4.89*A*D^0.5 Q=CiA OR 0.00 1.00 2.00 3.00 4.00 5.00 6.00 7.00 8.00 0.00 0.20 0.40 0.60Discharge, cfsDepth Over Grate, ft Grate Discharge Weir Orifice O:\2021\210114\20000\Calcs\Engr\Storm\Prelim\6TH Submittal\spreadsheets\Inlet Stage 100 Yr - Continous Grade - 8/4/2023 Page 413 of 417 Project Name: Flora on Spring Mill Performed by:Susan Norris, EI Project Number:210114-20000 Date: Inlet Locations:Greenvine Drive Checked By:Chris Wiseman, PE Frequency (yr)100 Mannings"n":0.013 Qw Qp Qg St Sr d T Qi Qb Structure Inlet Watershed Previous By-Pass Total Gutter Road X-Slope Road Grade Depth of Gutter Width of Intercepted Bypassing Number Flow (cfs) Flow (cfs) Flow (cfs) (ft/ft) (ft/ft) Flow, (ft) Flow, (ft) Flow, (cfs) Flow, (cfs) Remarks 7070 0.16 0.00 0.16 0.020 0.011 0.065 3.24 0.17 0.00 BYPASS TO LP 7071 Depth (FT) Weir (CFS) Orifice (CFS) Casting Type NEENAH R-3287-10V 0.00 0.00 0.00 2.1 0.05 0.18 2.30 5.5 0.10 0.52 3.25 1 0.15 0.96 3.98 NO 0.20 1.48 4.59 2.1 0.25 2.06 5.13 5.50 0.30 2.71 5.62 (Weir)0.35 3.42 6.08 (Orifice)0.40 4.17 6.49 0.45 4.98 6.89 0.50 5.83 7.26 (100 YR, TC=5 MIN) i = 9.12 IN/HR 0.55 6.73 7.62 C =0.85 A =0.030 AC Inlet Watershed Flow =0.23 CFS Previous By-Pass Flow = 0.00 CFS Total Flow =0.23 CFS Depth Over Grate=0.06 FT 0.7 IN Total Weir Perimeter Lineal Feet (P) 100 YEAR STORM INLET PONDING DEPTH (STR 7071) 8/2/2023 EAST Structure Number SQ. FT. Open Area Weir Perimeter Lineal Feet Number of Castings 50% Clogged??? (YES/NO) Total SQ. FT. Open Area (A) Q=3.0*P*D^1.5 Q=4.89*A*D^0.5 Q=CiA OR 0.00 1.00 2.00 3.00 4.00 5.00 6.00 7.00 8.00 0.00 0.20 0.40 0.60Discharge, cfsDepth Over Grate, ft Grate Discharge Weir Orifice O:\2021\210114\20000\Calcs\Engr\Storm\Prelim\6TH Submittal\spreadsheets\Inlet Stage 100 Yr - Continous Grade - 8/4/2023 Page 414 of 417 Project Name: Flora on Spring Mill Performed by:Susan Norris, EI Project Number:210114-20000 Date: Inlet Locations:Flora Place Checked By:Chris Wiseman, PE Frequency (yr)100 Mannings"n":0.013 Qw Qp Qg St Sr d T Qi Qb Structure Inlet Watershed Previous By-Pass Total Gutter Road X-Slope Road Grade Depth of Gutter Width of Intercepted Bypassing Number Flow (cfs) Flow (cfs) Flow (cfs) (ft/ft) (ft/ft) Flow, (ft) Flow, (ft) Flow, (cfs) Flow, (cfs) Remarks 7039 0.74 0.00 0.74 0.020 0.020 0.105 5.26 0.38 0.37 BYPASS TO LP 7072 Depth (FT) Weir (CFS) Orifice (CFS) Casting Type NEENAH R-3287-10V 0.00 0.00 0.00 2.1 0.05 0.18 2.30 5.5 0.10 0.52 3.25 1 0.15 0.96 3.98 NO 0.20 1.48 4.59 2.1 0.25 2.06 5.13 5.50 0.30 2.71 5.62 (Weir)0.35 3.42 6.08 (Orifice)0.40 4.17 6.49 0.45 4.98 6.89 0.50 5.83 7.26 (100 YR, TC=5 MIN) i = 9.12 IN/HR 0.55 6.73 7.62 C =0.75 A =0.520 AC Inlet Watershed Flow =3.56 CFS Previous By-Pass Flow = 0.37 CFS Total Flow =3.92 CFS Depth Over Grate=0.38 FT 4.6 IN Q=3.0*P*D^1.5 Q=4.89*A*D^0.5 Q=CiA OR Total Weir Perimeter Lineal Feet (P) 100 YEAR STORM INLET PONDING DEPTH (STR 7072) 8/2/2023 WEST Structure Number SQ. FT. Open Area Weir Perimeter Lineal Feet Number of Castings 50% Clogged??? (YES/NO) Total SQ. FT. Open Area (A) 0.00 1.00 2.00 3.00 4.00 5.00 6.00 7.00 8.00 0.00 0.20 0.40 0.60Discharge, cfsDepth Over Grate, ft Grate Discharge Weir Orifice O:\2021\210114\20000\Calcs\Engr\Storm\Prelim\6TH Submittal\spreadsheets\Inlet Stage 100 Yr - Continous Grade - 8/4/2023 Page 415 of 417 Appendix H References Page 416 of 417 References City of Carmel Stormwater Technical Standards Manual https://www.carmel.in.gov/department-services/engineering/construction-trades City of Carmel GIS Maps https://carmelgis.carmel.in.gov/maps/apps/webappviewer/index.html?id=3005d15bb8ee47c4 8538605fa421a359 USDA, NRCS Soil Survey Reports https://www.nrcs.usda.gov/wps/portal/nrcs/main/soils/survey/ FEMA Flood Maps Service Center https://msc.fema.gov/portal/home Page 417 of 417